POCKET COMPANION 
 
 fcgv 
 
 CARNEGIE STEEL COMPANY 
 PIT tsburgh; pa. .■"■'■ 
 
Jttjara, New fork 
 
 TW^VslVaheT 
 
Cornell University Library 
 TA 684.C28 
 
 Pocket companion for engineers, architec 
 
 3 1924 004 696 245 
 
The original of this book is in 
 the Cornell University Library. 
 
 There are no known copyright restrictions in 
 the United States on the use of the text. 
 
 http://www.archive.org/details/cu31924004696245 
 
POCKET COSTFftNf©N 
 
 FOR 
 
 ENGINEERS, ARCHITECTS AND BUILDERS 
 
 CONTAINING 
 
 USEFUL INFORMATION AND TABLES 
 
 APPERTAINING TO THE USE OF 
 
 STEEL 
 
 MANUFACTURED BY 
 
 CARNEGIE ^TEEL 1 COMPANY 
 
Copyright 1920 by 
 
 Carnegie Steel Company 
 Pittsburgh, Pa. 
 
THE first edition of Carnegie Pocket Companion appeared 
 in 1872 and was issued by Carnegie, Kloman & Company, Pro- 
 prietors, Union Iron Mills, Pittsburgh, Pa. 
 
 Immediately on its appearance this book became indispensable 
 to users of structural iron. More than any other single publication 
 this book and its successive editions have served to advance the 
 interests of standardization in structural practice. Since July 1896, 
 about 254, 000 copies have gone into the handsof engineers, architects 
 and builders. 
 
 So far as practicable each successive edition has been placed 
 abreast of the most approved methods in structural design. Each 
 successive edition, therefore, records the stages of development in 
 the manufacture of structural steel and its fabrication into bridges, 
 buildings, cars and ships. • 
 
 The sections illustrated in the profiles and tables are those 
 deemed most suitable for use in bridge, building, locomotive, car 
 and ship construction. A complete list of all the sections rolled by 
 Carnegie Steel Company, together with tables of weights and other 
 data in regard to these products, is given in Shape Book. 
 
CARNEQIE STEEL COMPANY 
 
 AMERICAN SOCIETY FOR TESTING MATERIALS 
 
 PHILADELPHIA, PA.', U. S. A. 
 
 AFFILIATED WITH THE 
 
 International Association for Testing Materials 
 
 STANDARD SPECIFICATIONS 
 
 FOB 
 
 STRUCTURAL STEEL FOR BRIDGES 
 
 Serial Designation: A7-16. 
 
 These specifications are issued under the fixed designation A 7; the 
 final number indicates the year of original adoption as standard or, in the 
 case of revision, the year of last revision. 
 
 Adopted, 1901; Revised, 1905, 1909, 1913, 1914, 1915, 1916. 
 
 1. steel Castings. The Standard Specifications for Steel Castings 
 (Serial Designation A-27) adopted by the American Society for 
 Testing Materials shall govern the purchase of steel castings for 
 bridges. Unless otherwise specified, Class B castings, medium 
 grade, shall be used. 
 
 I. MANUFACTURE 
 
 2. Process. The steel shall be made by the open-hearth process. 
 
 II. CHEMICAL PROPERTIES AND TESTS 
 
 3. Chemical Composition. The steel shall conform to the following 
 requirements as to chemical composition: 
 
 Stbucttibal Steel Rivet Steel 
 
 _, , f Acid not over 0.06 per cent not over 0.04 per cent 
 
 Phosphorus " 
 
 [Basic " " 0.04 " 0.04 " 
 
 Sulphur " " 0.05 ' .045" 
 
 i 4 
 
A. S. T. M.— STRUCTURAL STEEL FOR BRIDGES 
 
 4. Ladle Analyses. An analysis of each, melt of steel shall be made 
 by the manufacturer to determine the percentages of carbon, 
 manganese, phosphorus and sulphur. This analysis shall be made 
 from a test ingot taken during the pouring of the melt. The chemical 
 composition thus determined shall be reported to the purchaser or 
 his representative, and shall conform to the requirements specified 
 in sec. 3. 
 
 5. Check Analyses. Analyses may be made by the purchaser from 
 finished material representing each melt. The phosphorus and 
 sulphur content thus determined shall not exceed that specified in 
 sec. 3 by more than 25 per cent. 
 
 III. PHYSICAL PROPERTIES AND TESTS 
 
 6. Tension Tests, (a) The material shall conform to the follow- 
 ing requirements as to tensile properties: 
 
 Properties Considered 
 
 Structural 
 Steel 
 
 Eivet 
 Steel 
 
 Tensile strength lb. per sq. inch 
 
 Yield point, min lb. per sq. inch 
 
 Elongation in 8 inches, min per cent 
 
 Elongation in 2 inches, min per cent 
 
 55,000-65,000o 
 
 0.5 tens. str. 
 
 1,500,0005 
 
 tens. str. 
 
 22 
 
 46,000-56,000 
 
 0.5 tens. str. 
 1,500,000 
 tens. str. 
 
 a See par. (o). 
 
 b See sec. 7. 
 
 (b) In order to meet the required minimum tensile strength of 
 full-size annealed eye bars, the purchaser may determine the tensile 
 strength to be obtained in specimen tests, the range shall not 
 exceed 14,000 lb. per sq. inch and the maximum shall hot exceed 
 74,000 lb. per sq. inch. The material shall conform to the 
 requirements as to physical properties other than that of tensile 
 strength, specified in sec. 6, 7 and 8 (6). 
 
 (c) The yield point shall be determined by the. drop of the 
 beam of the testing machine. 
 
 7. Modifications in Elongation, (a) For structural steel over % 
 inch in thickness, a deduction of 1 from the percentage of elongation 
 in 8 inches specified in sec. 6 (a) shall be made for each increase 
 of J^inch in thickness above % inch to a minimum of 18 per cent. 
 
 (6) For structural steel under s Ae inch in thickness, a deduc- 
 tion of 2.5 from the percentage of elongation in 8 inches specified 
 in sec. 6 (a) shall be made for each decrease of %e inch in thickness 
 below %e inch. 
 
CARNEQIE STEEL COMPANY 
 
 8. Bend Tests, (a) The test specimen for plates, shapes and 
 bars, except as specified in par. (6), (c) and (d), shall bend cold 
 through 180 degrees without cracking on the outside of the bent 
 portion, as follows : For material % inch or under in thickness, flat 
 on itself; for material over % inch to and including 1J4 inch in 
 thickness, around a pin the diameter of which is equal to the 
 thickness of the specimen; and for material over 1}^ inch in thickness, 
 around a pin the diameter of which is equal to twice the thickness of 
 the specimen. 
 
 (6) The test specimen for eye-bar flats shall bend cold through 
 180 degrees without cracking on the outside of the bent portion, 
 as follows: For material M inch or under in thickness, around a 
 pin the diameter ot which is equal to the thickness of the specimen; 
 for material over % inch to and including 1J<£ i nen m thickness, 
 around a pin the diameter of which is equal to twice the thickness 
 of the specimen; and for material over 1J£ inch in thickness, 
 around a pin the diameter of which is equal to three times the 
 thickness of the specimen. 
 
 * — -About 3 *> 
 
 Parallel section 
 1, 
 
 not less than 9 ! 
 
 ■+■*+- 
 
 ■2/2 ** - -I- -wetc.*<^[tl 
 
 * - 18-- - 
 
 FlGTJBB 1. 
 
 (c) The test specimen for pins, rollers and other bars, when 
 prepared as specified in sec. 9 (e), shall bend cold through 180 
 degrees around a 1-inch pin without cracking on the outside of the 
 bent portion. 
 
 (d) The test specimen for rivet steel shall bend cold through 
 180 degrees flat on itself without cracking on the outside of the 
 bent portion. 
 
 9. Test Specimens, (a) Tension-and ,bend-test specimens shall 
 be taken from rolled steel in the condition in which it comes from 
 the rolls, except as specified in par. (6). 
 
 (6) Tension-and bend-test specimens for pins and rollers shall 
 be taken from the finished bars, after annealing when annealing 
 is specified. 
 
A. S. T. M.— STRUCTURAL STEEL FOR BRIDGES 
 
 (c). Tensibn-and bend-test specimens for plates, shapes and 
 bars, except as specified in par. (d), (e) and (J), shall be of the full 
 thickness of material as rolled. They may be machined to the 
 form and dimensions shown in fig. 1, or with both edges parallel; 
 except that bend-test specimens for eye-bar flats may have three 
 rolled sides. 
 
 » 2 Gaze length 
 
 NOTE: — The gage length, parallel portions and fillets shall be as 
 shown, but the ends may be of any form which will fit 
 the holders of the testing machine. 
 
 Figure 2. 
 
 (d) Tension-and bend-test specimens for plates, and tension- 
 test specimens for eye-bar flats, over 1J^ inch in thickness may be 
 machined to a thickness or diameter of at least % inch for a length 
 of at least 9 inches. 
 
 (e) Tension-test specimens for pins, rollers and bars (except 
 eye-bar flats) over 1 H inch in thickness or diameter may conform 
 to the dimensions shown in fig. 2. In this case the ends shall be 
 of a form to fit the holders of the testing machine in such a way 
 that the load shall be axial. Bend-test specimens may be 1 by 
 Yi inch in section. The axis of the specimen shall be located at 
 any point midway between the center and surface and shall be 
 parallel to the axis of the bar. 
 
 (/) Tension-and bend-test specimens for rivet steel shall be of 
 the full-size section of bars as rolled. 
 
 10. Number of Tests, (o) One tension-and one bend test shall 
 be made from each melt; except that if material from one melt 
 differs % inch or more in thickness, one tension-and one bend test 
 shall be made from both the thickest and the thinnest material 
 rolled. 
 
 (6) If any test specimen shows defective machining or develops 
 flaws, it may be discarded and another specimen substituted. 
 
 (c) If the percentage of elongation of any tension-test specimen 
 is less than that specified in sec. 6 (a) and any part of , the fracture 
 
CARNEGIE STEEL COMPANY 
 
 is more than % inch from the center of the gage length of a 2-inch 
 specimen or is outside the middle third of the gage length of an 
 8-inch specimen, as indicated by scribe scratches marked on the 
 specimen before testing, a retest shall be allowed. 
 
 IV. PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS. 
 
 11. Permissible Variations. The cross-section or weight of each 
 piece of steel shall not vary more than 2.5 per cent from that 
 specified; except in the case of sheared plates, which shall be covered 
 by the following permissible variations. One cubic inch of rolled 
 steel is assumed to weigh 0.2833 pounds, 
 (a) When Ordered to Weight per Square Foot : — 
 
 The weight of each lot 1 in each shipment shall not vary from the 
 weight ordered more than the amount given in Table I. 
 
 TABLE I.- 
 
 -PERMISSIBLE VARIATIONS OP PLATES 
 ORDERED TO WEIGHT 
 
 
 
 
 
 Permissible Variations in 
 
 Average Weights 
 
 
 
 
 
 per Square Foot op Plates for Widths Given, 
 
 
 Expressed in Percentages or Ordered Weights 
 
 Ordered 
 
 
 
 
 
 
 
 
 
 
 Weight, 
 
 
 48 in. 
 
 COin. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 
 Pounds 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 132 in. 
 
 per 
 
 48 is. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 or 
 
 Square Foot 
 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 over 
 
 
 St- 
 
 1 
 
 St 
 
 St 
 
 St 
 
 St 
 
 Si 
 
 St 
 
 T1 
 
 Si 
 
 Si 
 
 ftl 
 
 St 
 
 St 
 
 St 
 
 Si 
 
 St 
 
 St 
 
 St 
 
 
 6 
 
 £ 
 
 > 
 o 
 
 £ 
 
 o 
 
 £ 
 
 <5 
 
 £ 
 
 o 
 
 g 
 
 £ 
 
 £ 
 
 5 
 
 g 
 
 o 
 
 £ 
 
 o 
 
 £ 
 
 
 5 
 
 4.5 
 
 3 
 3 
 
 5.5 
 5 
 
 3 
 3 
 
 6 
 fi.fi 
 
 3 
 3 
 
 7 
 fi 
 
 3 
 3 
 
 
 
 
 
 
 
 
 
 
 
 3 to 7.5 excl. 
 
 
 
 
 
 
 
 
 
 
 
 7.5 to 10 " 
 
 4 
 3.5 
 
 3 
 2.5 
 
 4.5 
 4 
 
 3 
 3 
 
 5 
 4.5 
 
 3 
 3 
 
 5.5 
 5 
 
 3 
 
 3 
 
 6 
 fi.fi 
 
 3 
 3 
 
 7 
 6 
 
 3 
 3 
 
 a 
 
 7 
 
 3 
 3 
 
 
 
 
 
 10 to 12.5 " 
 
 8 
 
 3 
 
 9 
 
 3 
 
 12.5 to 15 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 ft 
 
 4.5 
 
 3 
 
 fi 
 
 3 
 
 fi.fi 
 
 3 
 
 6 
 
 3 
 
 7 
 
 3 
 
 H 
 
 8 
 
 15 to 17.5 " 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 a..<> 
 
 2.5 
 
 4 
 
 8 
 
 4.5 
 
 H 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 fi 
 
 3 
 
 7 
 
 a 
 
 17.5 to 20 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 a 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 fi.fi 
 
 3 
 
 H 
 
 a 
 
 20 to 25 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.fi 
 
 a 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 a 
 
 4.5 
 
 8 
 
 5 
 
 3 
 
 fi.fi 
 
 a 
 
 25 to 30 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 a 
 
 2.5 
 
 3.5 
 
 H 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 fi 
 
 a 
 
 30 to 40 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.fi 
 
 2.5 
 
 3 
 
 2.5 
 
 3.fi 
 
 a 
 
 4 
 
 a 
 
 4.fi 
 
 a 
 
 40 or over 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 2.5 
 
 2.5 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 i Note. — The weight per square foot of individual plates shall not vary from the ordered weight 
 by more than lVs times the amount given in this table. 
 
 (b) When Ordered to Thickness : — 
 
 The thickness of each plate shall not vary more than 0.01 inch 
 
 under that ordered. 
 
 The overweight of each lot 2 in each shipment shall not exceed the 
 amount given in Table II. 
 
 ^he term ' 'lot" applied to Table I means all of the plates of each group width and group. weight. 
 -The term ' 'lot " applied to Table II means all of the plates of each group width and group thickness. 
 
A. S. T. M.— STRUCTURAL STEEL FOR BRIDGES 
 
 TABLE II 
 
 —PERMISSIBLE 
 
 OVERWEIGHTS 
 
 OP PLATES 
 
 
 ORDERED TO THICKNESS 
 
 
 
 
 Permissible Excess in Average Weights 
 
 
 
 
 per Square Foot op Plates for Widths Given, 
 
 
 
 
 Expressed in Percentages of Nominal Weights 
 
 
 Ordered' 
 
 
 ' 
 
 
 Thickness, 
 
 
 
 
 
 
 
 
 
 
 Inches 
 
 
 48 in. 
 
 60 in. 
 
 73 in.. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to , 
 120 inf. 
 
 to 
 
 132 in. 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in./ 
 
 108 in. 
 
 132 in. 
 
 or 
 
 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. ' 
 
 excl. 
 
 excl. 
 
 excl. 
 
 over 
 
 Tinder M 
 
 9 
 
 10 
 
 12 
 
 14 
 
 
 
 
 
 
 H to %e excl 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 
 %e to X " • • ■ • 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 Ji to %a " . . . . 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 16 
 
 19 
 
 %oto M " .... 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 17 
 
 K to 'At " 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 15 
 
 %a to }4 " ... . 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 13 
 
 X to H " .... 
 Hio.H " .... 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 11 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 % to 1 " 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 1 or over 
 
 2.5 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 V. FINISH 
 
 12. Finish. The finished material shall be free from injurious 
 defects and shall have a workmanlike finish. 
 
 VI. MARKING 
 
 13. Marking. The name or brand of the manufacturer and the 
 melt number shall be legibly stamped or rolled on all finished 
 material, except that rivet and lattice bars and other small sections 
 shall, when loaded for shipment, be properly separated and marked 
 for identification. The identification marks shall be legibly stamped 
 on the end of each pin and roller. The melt number shall be 
 legibly marked, by stamping, if practicable, on each test specimen. 
 
 VII. INSPECTION AND REJECTION 
 
 14. Inspection. The inspector representing the purchaser shall 
 have free entry, at all times while work on the contract of the 
 purchaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the material ordered. 
 The manufacturer shall afford the inspector, free of cost, all reason- 
 able facilities to satisfy him that, the material is being furnishedv in 
 accordance with these, specifications. All tests (except check 
 
CARNEQIE STEEL COMPANY 
 
 analyses) and inspection shall be made at the place of manufacture 
 prior to shipment, unless otherwise specified, and shall be so con- 
 ducted as not to interfere unnecessarily with the operation of the 
 works. 
 
 15. Rejection, (a) Unless otherwise specified, any rejection 
 based on tests made in accordance with sec. 5 shall be reported 
 within five working days from the receipt of samples. 
 
 (b) Material which shows injurious defects subsequent to its 
 acceptance at the manufacturer's works will be rejected, and the 
 manufacturer shall be notified. 
 
 16. Rehearing. Samples tested in accordance with sec. 5, which 
 represent rejected material, shall be preserved for two weeks from 
 the date of the test report. In case of dissatisfaction with the 
 results of the tests, the manufacturer may make claim for a re- 
 hearing within that time. 
 
 10 
 
A. S. T. M.— STRUCTURAL NICKEL, STEEL 
 
 AMERICAN SOCIETY FOR TESTING MATERIALS 
 
 PHILADELPHIA, PA., U. S. A. 
 AFFILIATED WITH THE 
 
 International Association for Testing Materials 
 
 STANDARD SPECIFICATIONS 
 
 FOB 
 
 STRUCTURAL NICKEL STEEL 
 
 Serial Designation: A8-16. 
 
 These specifications are issued under the fixed designation A 8; the final 
 number indicates the year of original issue or, in the case of revision, the 
 year of last revision. 
 
 Adopted, 1912; Revised, 1913, 1914, 1916. 
 I. MANUFACTURE 
 
 1. Process. The steel shall be made by the open-hearth process. 
 
 2. Discard. A sufficient discard shall be made from each ingot 
 intended for eye bars to secure freedom from injurious piping and 
 undue segregation. 
 
 II. CHEMICAL PROPERTIES AND TESTS 
 
 3. Chemical Composition. The steel shall conform to the following 
 requirements as to chemical composition: 
 
 Structural Steel Rivet Steel 
 
 Carbon not over 0.45 per cent . not over 0.30 per cent 
 
 Manganese " " 0.70 " " " " 0.60 
 
 „ . /Acid " " 0.05 " " " " 0.04 ' 
 
 Phosphorus| Bas . c ., .. 0Q4 ., .. .. .. 003 .. 
 
 Sulphur " " 0.05 " " " " 0.45 " 
 
 Nickel not under 3.25 " " not under 3.25 " 
 
CARNEQIE STEEL COMPANY 
 
 4. Ladle Analyses. An analysis of each melt of steel shall be made 
 by the manufacturer to determine the percentages of the elements 
 specified in sec. 3. This analysis shall be made from a test ingot 
 taken during the pouring of the melt. The chemical composition 
 thus determined shall be reported to the purchaser or his representa- 
 tive, and shall conform to the requirements specified in sec. 3. 
 
 5. Check Analyses. Analyses may be made by the purchaser from 
 finished material representing each melt. The chemical composition 
 thus determined shall conform to the requirements specified in sec. 3. 
 
 III. PHYSICAL PROPERTIES AND TESTS 
 
 conform to 
 
 6. Tension Tests, (a) The material shall 
 following requirements as to tensile properties: 
 
 the 
 
 Properties Considered 
 
 Rivet Steel 
 
 Plates, Shapes 
 and Bars 
 
 Eye Bars and 
 
 Rollers, c 
 
 Unannealed 
 
 Eye Bars, a and 
 
 Pins, c 
 Annealed 
 
 Tensile strength, 
 lb. per sq. inch 
 
 Yield point, min., 
 lb. per sq. inch 
 
 Elongation in 
 8 inches, 
 min., per cent 
 
 Elongation in 
 2 inches, 
 min., per cent 
 
 Reduction of area 
 min., per cent 
 
 70,000-80,000 
 45,000 
 
 1,500,000 
 tens. str. 
 
 85,000-100,000 
 50,000 
 
 1,500,0006 
 tens. str. 
 
 95,000-110,000 
 55,000 
 
 1,500,0006 
 tens. str. 
 
 16 
 25 
 
 90,000-105,000 
 52,000 
 
 20 
 
 20 
 
 40 
 
 25 
 
 35 
 
 a Tests of annealed specimens of eye bars shall be made for information only. 
 
 6 See sec. 7. 
 
 c Elongation shall be measured in 2 inches. 
 
 (6) The yield point shall be determined by the drop of the 
 beam of the testing machine. 
 
 7. Modifications in Elongations. For plates, shapes and unannealed 
 bars over 1- inch in thickness, a deduction of 1 from the percentage 
 of elongation .specified in sec. 6 (a) shall be made for each increase 
 of % inch in thickness above 1 inch, to a minimum of 14 per cent. 
 
 8. character of Fracture. All broken tension-test specimens shall 
 show either a silky or a very fine granular fracture, of uniform 
 color, and free from coarse crystals. 
 
 9. Bend Tests, (a) The test specimen for plates, shapes and 
 bars shall bend cold through 180 degrees without cracking on the 
 
 12 
 
A. S. T. M.— STRUCTURAL NICKEL STEEL 
 
 outside of the bent portion, as follows: For material % inch or 
 under in thickness, around a pin the diameter of which is equal to 
 the thickness of the specimen; and for material over % inch in 
 thickness, around a pin the diameter of which is equal to twice the 
 thickness of the specimen. 
 
 (6) The test specimen for pins and rollers shall bend cold 
 through 180 degrees around a 1-inch pin without cracking on the 
 outside of the bent portion. 
 
 (c) The test specimen for rivet steel shall bend cold through 
 180 degrees flat on itself without cracking on the outside of the 
 bent portion. 
 
 10. Drift Tests. Punched rivet holes pitched two diameters 
 from a planed edge shall stand drifting until the diameter is enlarged 
 50 per cent, without cracking the metal. 
 
 11. Test Specimens, (a) Tension-and bend-test specimens shall 
 be taken from the finished material. Specimens for pins shall be 
 taken after annealing. 
 
 .# 
 I 
 
 .--About 3-- * j .Par^llel.section 
 
 ; . ! not less than 9 
 
 3 
 
 I — i * I 'M — i — . - i 
 
 :<4^sl«--l---y<etc.yeV2'I 
 i, 8 .-- >l 
 
 18' 
 
 FlGUBE 1. 
 
 (6) Tension-and bend-test specimens for plates, shapes and 
 bars, except as specified in par. (c), shall be of the full thickness 
 of material as rolled. They may be machined to the form and 
 dimensions shown in fig. 1, or with both edges parallel; except 
 that bend-test specimens shall not be less than 2 inches in width, 
 and that bend-test specimens for eye-bar flats may have three 
 rolled sides. ' 
 
 (c) Tension-and bend-test specimens for plates and bars (except 
 eye-bar flats) over 1% mcn m thickness or diameter may be 
 machined to a thickness or diameter of at least % inch for a length 
 of at least 9 inches. 
 
 (d) The axis of tension-and bend-test specimens for pins and 
 rollers shall be 1 inch from the surface and parallel to the axis of 
 the bar. Tension-test specimens shall conform to the dimensions 
 
 13 
 
CARNEGIE STEEL COMPANY 
 
 shown in fig. 2. The ends shall be of a form to fit the holders of 
 the testing machine in such a way that the load shall be axial. Bend- 
 test specimens shall be 1 by J^ inch in section. 
 
 (e) Tensionrand bend-test specimens for rivet steel shall be of 
 the full-size section of bars as rolled. 
 
 12. Number of Tests, (a) One tension-and one bend test shall 
 be made from each melt; except that if material from one melt 
 differs Y% inch or more in thickness, one tension-and one bend test 
 shall be made from both the thickest and the thinnest material 
 rolled. 
 
 (6) If any test specimen shows defective machining or develops 
 flaws, it may be discarded and another specimen substituted. 
 
 -2 Gage length 
 
 NOTE: — The gage length, parallel portions and fillets shall be as 
 shown, but the ends may be of any form which will fit the 
 holders of the testing machine. 
 
 FlQUEE 2. 
 
 (c) If the percentage of elongation of any tension-test specimen 
 is less than that specified in sec. 6 (a) and any part of the fracture 
 is more than % inch from the center of the gage length of a 
 2-inch specimen or is outside the middle third of the gage length 
 of an 8-inch specimen, as indicated by scribe scratches marked on 
 the specimen before testing, a retest shall be allowed. 
 
 IV. PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS 
 
 13. Permissible Variations. The cross-section or weight of each 
 piece of steel shall not vary more than 2.5 per cent from that 
 specified; except in the case of sheared plates, which shall be 
 covered by the following permissible variations. One cubic inch 
 of rolled steel is assumed to weigh 0.2833 pound. 
 
 (a) When Ordered to Weight per Square Foot: — 
 
 The weight of each lot 1 in each shipment shall not vary from the 
 weight ordered more than the amount given in Table I. 
 
 J The term "lot" applied to Table I means all of the plates of each group width and group weight. 
 
 14 
 
A. S. T. M.— STRUCTURAL NICKEL STEEL 
 
 TABLE I.— PERMISSIBLE VARIATIONS OP PLATES 
 ORDERED TO WEIGHT 
 
 
 Permissible Variations in Average Weights 
 
 
 per Square Foot op Plates for Widths Given, 
 
 
 Expressed in Percentages of Ordered Weights 
 
 Ordered 
 
 
 
 
 
 
 
 
 
 
 Weight, 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 Founds 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 per 
 
 18 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 
 Square Foot 
 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 1 
 
 
 S3 
 
 ft 
 1 
 
 ft 
 
 % 
 
 
 b 
 
 ft 
 
 ft 
 
 ft 
 
 ft 
 
 ft! 
 
 ft 
 
 ft 
 
 ft 
 1 
 
 ft 
 
 ft 
 
 T1 
 
 ft 
 
 ft 
 
 
 > 
 O 
 
 > 
 o 
 
 S 
 
 i 
 
 £ 
 
 6 
 
 £ 
 
 £ 
 
 S 
 
 & 
 
 £ 
 
 <g 
 
 & 
 
 tS 
 
 5 
 
 £ 
 
 
 5 
 
 3 
 
 'fi.fi 
 
 3 
 
 « 
 
 3 
 
 7 
 
 3 
 
 
 
 
 
 
 
 
 
 
 
 
 4.5 
 
 4 
 
 3.5 
 
 3 
 
 3 
 2.5 
 
 5 
 
 4.5 
 
 4 
 
 3 
 3 
 3 
 
 5.5 
 
 5 
 
 4.5 
 
 3 
 3 
 3 
 
 6 
 
 5.5 
 
 5 
 
 3 
 3 
 
 3 
 
 
 
 
 
 
 
 
 
 
 
 7.5 to 10 
 
 6 
 5.5 
 
 3 
 3 
 
 7 
 R 
 
 3 
 3 
 
 8 
 
 7 
 
 3 
 3 
 
 
 
 
 
 10 to 12.5 " 
 
 8 
 
 3 
 
 9 
 
 3 
 
 12.5 to 15 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 fi 
 
 3 
 
 7 
 
 3 
 
 8 
 
 3 
 
 15 to 17.5 " 
 
 2.5 
 
 2.5 
 
 a 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 fi 
 
 3 
 
 7 
 
 a 
 
 17.5 to 20 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 6 
 
 3 
 
 20 to 25 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 a 
 
 5.5 
 
 3 
 
 25 to 30 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 30 to 40 
 
 ?, 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 4.53 
 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 Note. — The weight per square foot of individual plates shall not vary from the ordered 
 weight by more than 1% times the amount given in this Table. 
 (6) When Ordered to Thickness: — 
 
 The thickness of. each plate shall not vary more than 0.01 inch 
 
 under that ordered. 
 The overweight of each lot 2 in each shipment shall not exceed the 
 
 amount given in Table II. 
 
 TABLE II. 
 
 -PERMISSIBLE OVERWEIGHTS OF PLATES 
 ORDERED TO THICKNESS 
 
 
 
 Permissible Excess in Average Weights 
 
 
 
 
 per Square Foot of Platee 
 
 for Widths Given, 
 
 
 , 
 
 
 Expressed in Percentages of Nominal Weights 
 
 
 
 
 
 
 
 Thickness, 
 
 
 
 
 
 
 
 
 
 
 Inches 
 
 
 43 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 
 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 
 Under H 
 
 I 
 9 
 
 10 
 
 12 
 
 14 
 
 
 
 
 
 
 ii to %e excl 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 
 %eto H " .... 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 M'toW. " .... 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 16 
 
 19 
 
 %6tO % " 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 17 
 
 Xto'Ae " 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 15 
 
 %eto y 2 " .... 
 
 4 
 
 4.5 
 
 5 
 
 6 . 
 
 7 
 
 8 
 
 9 
 
 10 
 
 13 
 
 H to H " . . . . 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 ■ 
 
 9 
 
 11 
 
 V» to M " . . . . 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 % to 1 " . . . . 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 - 8 
 
 1 or over 
 
 2.5 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 3The term "lot" applied to Table II means all of the plates of each group width and group thickness. 
 
 15 
 
CARNEGIE STEEL COMPANY 
 
 V. FINISH 
 
 14. Finish The finished material shall be free from injurious 
 defects and shall have a workmanlike finish. 
 
 VI. MARKING 
 
 15. Marking. The name or brand of the manufacturer and the 
 melt number shall be legibly stamped or rolled on all finished 
 material, except that rivet and lattice bars and other small sections 
 shall, when loaded for shipment, be properly separated and marked 
 for identification. The identification marks shall be legibly 
 stamped on the end of each pin and roller. The melt number 
 shall be legibly marked, by stamping if practicable, on each test 
 specimen. 
 
 VII. INSPECTION AND REJECTION 
 
 16. Inspection. The inspector representing the purchaser shall 
 have free entry, at all times while work on the contract of the 
 purchaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the material ordered. 
 The manufacturer shall afford the inspector, free of cost, all reason- 
 able facilities to satisfy him that the material is being furnished 
 fn accordance with these specifications. All tests (except check 
 analyses) and inspection shall be made at the place of manufacture 
 prior to shipment, unless otherwise specified, and shall be so con- 
 ducted as not to interfere unnecessarily with the operation of the 
 works. 
 
 17. Rejection, (a) Unless otherwise specified, any rejection 
 based on tests made in accordance with sec. 5 shall be reported 
 within five working days from the receipt of samples. 
 
 (6) Material which shows injurious defects subsequent to its 
 acceptance at the manufacturer's works will be rejected, and the 
 manufacturer shall be notified. 
 
 18. Rehearing. Samples tested in accordance with sec. 5, which 
 represent rejected material, shall be preserved for two weeks from 
 the date of the test report. In case of dissatisfaction with the 
 results of the tests, the manufacturer may make claim for a re- 
 hearing within that time. 
 
 16 
 
A. S. T. M.— STRUCTURAL NICKEL STEEL 
 
 VIII. FULL-SIZE TESTS 
 
 19. Test of Eye Bars, (a) Full-size teste of annealed eye bars 
 shall conform to the following requirements as to tensile properties: 
 
 Tensile strength lb. per sq. inch 85,000-100,000 
 
 Yield point, min lb. per sq. inch 48,000 
 
 Elongation in 18 ft., min per cent 10 
 
 s Reduction of area, min per cent 30 
 
 (6) The yield point shall be determined by the halt of the 
 gage of the testing machine. 
 
 17 
 
CARNEQIE STEEL COMPANY 
 
 -AMERICAN SOCIETY FOR TESTING MATERIALS 
 
 PHILADELPHIA, PA., U. S. A. 
 AFFILIATED WITH THE 
 
 International Association for Testing Materials 
 
 STANDARD SPECIFICATIONS 
 
 STRUCTURAL STEEL FOR BUILDINGS 
 
 Serial Designation: A9-16. 
 
 These specifications are issued under the fixed designation A 9; the final 
 number indicates the year of original issue or, in the case of revision, the 
 year of last revision. 
 
 Adopted, 1901; Revised, 1909, 1913, 1914, 1916. 
 
 Note Adopted June 26, i918. 
 
 ' In view of the abnormal difficulty in obtaining materials in time of war, the rejection limits 
 for Sulphur in all steels and for Phosphorus in acid steels shall be raised 0.01 per cent above the 
 values given in these Specifications. This shall be effective during the period of the war and 
 until otherwise ordered by the Society. 
 
 I. MANUFACTURE 
 
 1. Process, (a) Structural steel, except as noted in par. (6), 
 may be made by the bessemer-or the> open-hearth process. 
 
 (6) Rivet steel, and steel for plates or angles over % inch in 
 thickness which are to be punched, shall be made by the open- 
 hearth process. 
 
 II. CHEMICAL PROPERTIES AND TESTS 
 
 2. Chemical Composition. The steel shall conform to the following 
 requirements as to chemical composition: 
 
 Steuctubal Steel Rivet Steel 
 
 _ , (Bessemer.. . not over 0.10 per cent ...... 
 
 Phosphorus < 
 
 LOpen-hearth " " 0.06 " " not over 0.06 per cent 
 
 Sulphur 0.045" " 
 
 18 
 
A. S. T. M. — STRUCTURAL STEEL FOR BUILDINGS 
 
 3. Ladle Analyses. An analysis of each melt of steel shall be made 
 by the manufacturer to determine the percentages of carbon, 
 manganese, phosphorus and sulphur. This analysis shall be made 
 from a test ingot taken during the pouring of the melt. The chemical 
 composition thus determined shall be reported to the purchaser or 
 his representative, and shall conform to the requirements specified 
 in sec. 2. 
 
 4. Check Analyses. Analyses may be made by the purchaser from 
 finished material representing each melt. The phosphorus and 
 sulphur content thus determined shall not exceed that specified in 
 sec. 2 by more than 25 per cent. 
 
 III. PHYSICAL PROPERTIES AND TESTS 
 
 5. Tension Tests, (a) The material shall conform to 
 following requirements as to tensile properties: 
 
 the 
 
 Properties Considered 
 
 Structural Steel 
 
 Eivet Steel 
 
 Yield point, min lb. 
 
 Elongation in S inches, min . 
 Elongation in 2 inches, min . 
 
 per sq. inch 
 
 per sq. inch 
 
 . , . per cent 
 
 , . per cent 
 
 55,000-65,000 
 
 0.5 tens. str. 
 
 1,400,000a 
 
 tens. str. 
 
 22 
 
 46,000-56,000 
 
 0.5 tens. str. 
 1,400,000 
 tens. str. 
 
 a See sec. 6. 
 
 (6) The yield point shall be determined by the drop of the 
 beam of the testing machine. 
 
 6. Modifications in Elongation, (a) For structural steel over % 
 inch in thickness, a deduction of 1 from the percentage of elongation 
 in 8 inches specified in sec. 5 (o) shall be made for each increase 
 of y% inch in thickness above % inch to a minimum of 18 per cent. 
 
 (6) For structural steel under %6 inch in thickness, a deduction 
 of 2.5 from the percentage of elongation in 8 inches specified in 
 sec. 5 (a) shall be made for each decrease of Vie inch in thickness 
 below %6 inch. 
 
 7. Bend Tests, (a) The test specimen for plates, shapes and 
 bars, except as specified in par. (6) and (c), shall bend cold through 
 180 degrees without cracking on the outside of the bent portion, 
 as follows: For material % inch or under in thickness, flat on 
 itself; for material over % inch to and including \\i inch in thick- 
 ness, around a pin the diameter of which is equal to the thickness 
 of the sDecimen; and for material over l\i inch in thickness, around 
 
 19 
 
CARNEGIE STEEL COMPANY 
 
 a pin the diameter of which is equal to twice the thickness of the 
 specimen. 
 
 (6) The test specimen for pins, rollers and other bars, when 
 prepared as specified in sec. 8 (e), shall bend cold through 180 
 degrees around a 1-inch pin without cracking on the outside of the 
 bent portion. 
 
 (c) The test specimen for rivet steel shall bend cold through 
 180 degrees flat on itself without cracking on the outside of the 
 bent portion. » 
 
 8. Test Specimens, (a) Tension-and bend-test specimens shall 
 be taken from rolled steel in the condition in which it comes from 
 the rolls, except as specified in par. (6). 
 
 (6) Tension-and bend-test specimens for pins and rollers shall 
 be taken from the finished bars, after annealing when annealing 
 is specified. 
 
 * — -About 3-"— 
 
 — *! 3 
 
 Parallel section 
 ! not less than 9" 
 
 
 
 
 -fi-fjU- 
 
 13 
 
 o 
 
 ^ 
 
 ;46« - -1-- -wetolVa" 
 
 t, g-"- J 
 
 — -^ ■*■ 
 
 
 
 
 
 
 FigtJbe 1. 
 
 
 (c) Tension-and bend-test specimens for plates, shapes and 
 bars, except as specified in par. (d), (e) and (/), shall be of the full 
 thickness of material as rolled; and may be machined to the form 
 and dimensions shown in fig. 1, or with both edges parallel. 
 
 (d) Tension-and bend-test specimens for plates over 1J^ inch 
 in thickness may be machined to a thickness or diameter of at least 
 % inch for a length of at least 9 inches. 
 
 (e) Tension-test specimens for pins, rollers and bars over 1% 
 inch in thickness or diameter may conform to. the dimensions 
 
 , shown in fig. 2. In this case the ends shall be of a form to fit the 
 holders of the testing machine in such a way that the load shall be 
 axial. Bend-test specimens may be 1 by J^ inch in section. The 
 axis of the specimens shall be located at any point midway between 
 the center and surface and shall be parallel to the axis of the bar. 
 
 20 
 
A. S. T.M.— STRUCTURAL STEEL FOR BUILDINGS 
 
 (/) Tension-and bend-test specimens for rivet steel shall be , 
 of the full-size section of bars as rolled. 
 
 9. Number of Tests, (o) One tension-and one bend test shall be 
 made from each melt; except that if material from one melt differs 
 Y% inch or more in thickness, one tension-and one bend test shall be 
 made from both the thickest and the thinnest material rolled. 
 
 (6) If any test specimen shows defective machining or develops 
 flaws, it may be discarded and another specimen substituted. 
 
 - •' / 
 
 (c) If the percentage of elongation of any tension-test specimen 
 is less than that specified in sec. 5 (a) and any part of the fracture 
 is more than % inch from the center of the gage length of a 2-inch 
 specimen or is outside the middle third of the gage length of an 
 8-inch specimen, as indicated by scribe scratches marked on the 
 specimen before testing, a retest shall be allowed. 
 
 NOTE: — The gage length, parallel portions and fillets shall be as, 
 shown, but the ends may be of any form which will fit the 
 holder of the testing machine. 
 
 Figure 2. 
 
 IV. PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS 
 
 10. Permissible Variations. The cross-section or weight of each 
 piece of steel shall not vary more than 2.5 per cent from that 
 specified; except in the case of sheared plates, which shall be covered 
 by the following permissible variations. One cubic inch of rolled 
 steel is assumed to weigh 0.2833 pound. 
 
 (a) When Ordered to Weight per Square Foot: — 
 
 The weight of each lot 1 in each shipment shall not vary from the 
 weight ordered more than the amount given in Table I. 
 
 1 The term "lot" applied to Table I means all of the plateB of each group width and group weight. 
 
V CARNEQIE STEEL COMPANY 
 
 "N; — — : — 
 
 ; iV-: 
 
 TABLE 
 
 PERMISSIBLE VARIATIONS OF PLATES 
 ORDERED TO WEIGHT 
 
 
 ' Permissible Variations m Average Weights 
 
 
 
 per Square Foot of Plates for Widths Given, 
 
 
 
 Expressed in Percentages of Ordered Weights 
 
 
 Ordered 
 
 
 
 
 
 
 
 
 
 
 Weight, 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 Founds 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 , per 
 Square Foot 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 
 
 t. 
 
 SS 
 
 T1 
 
 81 
 
 S 
 ■a 
 
 
 S 
 
 Si 
 
 ai 
 
 SI 
 
 <U 
 
 SI 
 
 S3 
 
 Si 
 
 S3 
 
 M 
 
 M 
 
 Si 
 
 ■3 
 
 
 6 
 
 ^ 
 
 & 
 
 S 
 
 & 
 
 £ 
 
 & 
 
 £ 
 
 & 
 
 iS 
 
 £ 
 
 £ 
 
 & 
 
 g 
 
 & 
 
 S 
 
 ,5 
 
 £ 
 
 
 5 
 
 4.5 
 4 
 3.5 
 
 3 
 3 
 3 
 
 2.5 
 
 5.5 
 5 
 
 4.5 
 4 
 
 3 
 3 
 3 
 3 
 
 6 
 
 5.5 
 5 
 4.5 
 
 3 
 3 
 3 
 3 
 
 7 
 6 
 
 5.5 
 5 
 
 3 
 3 
 3 
 3 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 7.5 to 10 
 
 6 
 fi.fi 
 
 3 
 3 
 
 7 
 6 
 
 3 
 3 
 
 8 
 7 
 
 3 
 3 
 
 
 
 
 
 10 to 12.5 " 
 
 8 
 
 3 
 
 9 
 
 3 
 
 12.5 to 15 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.53 
 
 6 
 
 3 
 
 7 
 
 3 
 
 8 
 
 3 
 
 15 to 17.5 " 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.53 
 
 6 
 
 3 
 
 7 
 
 3 
 
 17.5 to 20 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 fi.fi 
 
 3 
 
 fi 
 
 3 
 
 20 , to 25 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 25 to 30 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 4.fi 
 
 3 
 
 5 
 
 3 
 
 30 to 40 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.fi 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 40 or over 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.52 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 Note. — The weight per square foot of individual plates shall not vary from the ordered weight 
 by more than lMs times the amount given in this table. 
 
 (b) When Ordered to Thickness : — • 
 
 The thickness of each plate shall not vary more than 0.01 inch 
 
 under that ordered. 
 The overweight of each lot 2 in each shipment shall not exceed 
 the amount given in Table II. 
 
 TABLE II. 
 
 —PERMISSIBLE 
 
 OVERWEIGHTS 
 
 OP PLATES 
 
 
 ORDERED TO THICKNESS 
 
 
 
 
 Permissible Excess in Average Weights 
 
 
 
 
 per Square Foot of Plates for Widths Given, 
 
 
 
 
 Expressed in Percentages of Nominal Weights 
 
 
 Ordered 
 
 
 
 
 Thickness, 
 
 
 
 
 
 
 
 
 
 
 Inches 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 
 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 
 Under y s 
 
 9 
 
 10 
 
 12 
 
 14 
 
 
 
 
 
 
 H to %e excl 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 
 %a to H " .... 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 X, to % s " .... 
 %eto % " 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 16 
 
 19 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 17 
 
 H to % e •" .... 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 15 
 
 Vie to J4 " .... 
 
 4 
 
 4.5 
 
 5- 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 13 
 
 a to v t " .... 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 - 11 
 
 % to M " . . . . 
 
 3 
 
 3.5 
 
 4 
 
 * 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 K to l ■'.... 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 
 2.5 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 2 The term "lot" applied to Table II means all of the plates of each group width and group thickness. 
 
 22 
 
A. S. T. M. — STRUCTURAL STEEL FOR BUILDINGS 
 
 V. FINISH 
 
 11. Finish. The finished material shall be free from injurious 
 defects and shall have a workmanlike finish. 
 
 VI. MARKING 
 
 12. Marking. The name or brand of the manufacturer and the 
 melt number shall be legibly stamped or rolled on all finished 
 material, except that rivet and lattice bars and other small sections 
 shall, when loaded for shipment, be properly separated and marked 
 for identification. The identification marks shall be legibly stamped 
 on the end of each pin and roller. The melt number shall be 
 legibly marked, by stamping, if practicable, on each test specimen. 
 
 VII. INSPECTION AND REJECTION 
 
 13. Inspection. The inspector representing the purchaser shall 
 have free entry, at all times while work on the contract of the 
 purchaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the material ordered. 
 The manufacturer shall afford the inspector, free of cost, all reason- 
 able facilities to satisfy him that the material is being furnished in 
 accordance with these specifications. All tests (except check 
 analyses) and inspection shall be made at the place of manufacture 
 prior to shipment, unless otherwise specified, and shall be so con- 
 ducted as not to interfere unnecessarily with the operation of the 
 works. 
 
 14. Rejection, (a) Unless otherwise specified, any rejection 
 based on tests made in accordance with sec. 4 shall be reported 
 within five working days from the receipt of samples. 
 
 (6) Material which shows injurious defects subsequent to its 
 acceptance at the manufacturer's works will be rejected, and the 
 manufacturer shall be notified. 
 
 15. Rehearing. Samples tested in accordance with sec. 4, which 
 represent rejected material, shall be preserved for two weeks from 
 the date of the test report. In case of dissatisfaction with the 
 results of the tests, the manufacturer may make claim for a re- 
 hearing within that time. 
 
 23 
 
CARNEQIE STEEL COMPANY 
 
 AMERICAN SOCIETY FOR TESTING MATERIALS 
 
 PHILADELPHIA, PA., IT. S. A. 
 AFFILIATED WITH THE 
 
 International Association fob Testing Materials 
 STANDARD SPECIFICATIONS 
 
 FOB 
 
 BILLET STEEL 
 CONCRETE REINFORCEMENT BARS 
 
 Serial Designation: A15-14. 
 
 These specifications are issued under the fixed designation A 15; the final 
 number indicates the year of original issue or, in the case of revision, the 
 year of last revision. ' 
 
 Adopted, 1911; Revised, 1912, 1913, 1914. 
 
 Note Adopted June 26, 1918. 
 
 In view of the abnormal difficulty in obtaining materials in time of war, the rejection limits 
 for Sulphur in all steels and for Phosphorus in acid steels shall be raised 0.01 per cent above the 
 values given in these Specifications. This shall be effective during the period of, the war and 
 until otherwise ordered by the Society. , 
 
 1. Material Covered, (a) These specifications cover three classes 
 of billet steel concrete reinforcement bars, namely: plain, deformed 
 and cold-twisted. 
 
 (6) Plain and deformed bars are of three grade§, namely: 
 structural steel, intermediate and hard. 
 
 2. Basis of Purchase, (a) The structural steel grade shall be 
 used unless otherwise specified. 
 
 (6) If desired, cold-twisted bars may be purchased on the 
 basis of tests of the hot-rolled bars before twisting, in which case 
 such tests shall govern and shall conform to the requirements 
 specified for plain bars of structural steel grade. 
 \ 
 
 I. MANUFACTURE 
 
 3. Process, (a) The steel may be made by the bessemer-or 
 the open-hearth process. 
 
 24 
 
A. S. T. M.— CONCRETE REINFORCEMENT BARS 
 
 (b) The bars shall be rolled from new billets. No rerolled 
 materia} will be accepted. 
 
 4. Cold-twisted Bare. Cold-twisted bars shall be twisted cold 
 with one complete twist in a length not over 12 times the thickness 
 of the bar. 
 
 II. CHEMICAL PEOPERTIES AND TESTS 
 
 5. Chemical Composition. The steel shall conform to the following 
 requirements as to chemical composition: 
 
 „ , fBessemer 
 
 Phosphorus< 
 
 (.Open-hearth. 
 
 .not over 0.10 per cent 
 . " " 0.05 " " 
 
 6. Ladle Analyses. An analysis of each melt of steel shall be made 
 by the manufacturer to determine the percentages of carbon, 
 manganese, phosphorus and sulphur. This analysis shall be made 
 from a test ingot taken during the pouring of the melt. The chemical 
 composition thus determined shall be reported to the purchaser or 
 his representative, and shall conform to the requirements specified 
 in sec. 5. 
 
 7. Check Analyses. Analyses may be made by the purchaser from 
 finished bars representing each melt of open-hearth steel, and each 
 melt, or lot of ten tons, of bessemer steel. The phosphorus content 
 thus determined shall not exceed that specified in sec. 5 by more than 
 25 per cent. 
 
 III. PHYSICAL PBOPEETIES AND TESTS 
 
 8. Tension Tests, (a) The bars shall conform to the following 
 requirements as to tensile properties: 
 
 Tensile Properties 
 
 
 Plain Bars 
 
 Deformed Bars 
 
 Cold- 
 
 Properties 
 Considered 
 
 Structural- 
 Steel 
 Grade 
 
 Inter- 
 mediate 
 Grade 
 
 Hard 
 Grade 
 
 Structural- 
 Steel 
 Grade 
 
 Inter- 
 mediate 
 Grade 
 
 Hard 
 Grade 
 
 twisted 
 Bars 
 
 Tenfiile strength, 
 lb. per sq. inch 
 
 Yield point, min., 
 lb. per sq. inch 
 
 Elongation in 
 
 ■ 55,000 
 
 to 
 
 70,000 
 
 33,000 
 1,400,000a 
 
 70,000 
 
 to 
 85,000 
 
 40,000 
 1,300,000a 
 
 80,000 
 min. 
 
 50,000 
 1,200,000a 
 
 55,000 
 
 to 
 70,000 
 
 33,000 
 1,250,000a 
 
 70,000 
 
 to 
 85,000 
 
 40,000 
 1,125,000a 
 
 80,000 
 min. 
 
 50,000 
 1,000,000a 
 
 Recorded 
 only 
 
 55,000 
 5 
 
 per cent 
 
 tens. str. 
 
 tens. str. 
 
 tens. str. 
 
 tens. str. 
 
 tens. str. 
 
 tens. str. 
 
 a See sec. 9. 
 
 25 
 
CARNEGIE STEEL COMPANY 
 
 (6) The yield point shall be determined by the drop of the 
 beam of the testing machine. 
 
 9. Modifications in Elongation, (a) For plain and deformed bars 
 over % inch in thickness or diameter, a deduction of 1 from the 
 percentages of elongation specified in sec. 8 (a) shall be made for 
 each increase of 14 inch in thickness or diameter above % inch. 
 
 (6) For plain and deformed bars under %e inch in thickness 
 or diameter, a deduction of 1 from the percentages of elongation 
 specified in sec. 8 (a) shall be made for each decrease of %6 inch 
 in thickness or diameter below 7 Ae inch. 
 
 10. Benfl Tests. The test specimen shall bend cold around a pin 
 
 without cracking on the outside of the bent portion, as follows: 
 
 j 
 
 Bend Test Requirements 
 
 Thickness 
 or 
 
 Plain Bars 
 
 Deformed Bars 
 
 Cold- 
 
 Diameter 
 of ' 
 Bar 
 
 Structural- 
 Steel 
 Grade 
 
 Inter- 
 mediate 
 Grade 
 
 Hard 
 Grade 
 
 Structural- 
 Steel 
 Grade 
 
 Inter- 
 mediate 
 Grade 
 
 Hard 
 Grade 
 
 twisted 
 Bars 
 
 Under % inch 
 
 % inch 
 or over. . . . 
 
 180 deg. 
 d=t 
 
 180 deg. 
 d=t 
 
 180 deg. 
 d=2t 
 
 90 deg. 
 d=2t 
 
 180 deg. 
 d=3t 
 
 90 deg. 
 d=3t 
 
 180 deg. 
 d=t 
 
 180 deg. 
 d=2t 
 
 180 deg. 
 d=3t 
 
 90 deg. 
 d=3t 
 
 180 deg. 
 d=4t 
 
 90 deg. 
 d=4t 
 
 180 deg. 
 d=2t. 
 
 180 deg. 
 d=3t 
 
 Explanatory Note: d = the diameter of pin about which the specimen is bent; 
 t— the thickness or diameter of the specimen. 
 
 11. Test Specimens, (a) Tension-and bend-test specimens for 
 plain and deformed bars shall be taken from the finished bars, and 
 shall be of the full thickness or diameter of bars as rolled; except 
 that the specimens for deformed bars may be machined for a 
 length of at least 9 inches, if deemed necessary by the manufacturer 
 to obtain uniform cross-section. 
 
 (6) Tension-and bend-test specimens for cold-twisted bars 
 shall be taken from the finished bars, without further treatment; 
 except as specified in sec. 2 (6). 
 
 12. Number of Tests, (a) One tension-and one bend test shall 
 be made from each melt of open-hearth steel, and from each melt, 
 or lot of ten tons, of bessemer steel; except that if material from 
 one melt differs % inch or more in thicknes3 or diameter, one 
 tension-and one bend test shall be made from both the thickest 
 and the thinnest material rolled. 
 
 (6) If any test specimen shows defective machining or develops i 
 flaws, it may be discarded and another specimen substituted. 
 
 26 
 
A. S. T. M.— CONCRETE REINFORCEMENT BARS 
 
 (c) If the percentage of elongation of any tension-test specimen 
 is less than that specified in sec. 8 (a) and any part of the fracture 
 is outside the middle third of the gage length, as indicated by 
 scribe scratches marked on the specimen before testing, a retest 
 shall be allowed. 
 
 IV. PERMISSIBLE VARIATIONS IN WEIGHT 
 
 13. Permissible Variations. The weight of any lot of bars shall not 
 vary more than 5 per cent from the theoretical weight of that lot 
 
 V. FINISH 
 
 14. Finish. The finished bars shall be free from injurious defects 
 and shall have a workmanlike finish. 
 
 VI. INSPECTION AND REJECTION 
 
 15. Inspection. The inspector representing the purchaser shall 
 have free entry, at all times while work on the contract of the 
 purchaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the bars ordered. The 
 manufacturer shall afford the inspector, free of cost, all reasonable 
 facilities to satisfy him that the bars are being furnished in accord- 
 ance with these specifications. All tests (except check analyses) 
 and inspection shall be made at the place of manufacture prior 
 to shipment, unless otherwise specified, and shall be so conducted 
 as not to interfere unnecessarily with the operation of the works. 
 
 16. Rejection, (o) Unless otherwise specified, any rejection 
 based on tests made in accordance with sec. 7 shall be reported 
 within five working days from the receipt of samples. 
 
 (6) Bars which show injurious defects subsequent to their 
 acceptance at the manufacturer's works will be rejected, and the 
 manufacturer shall be notified. 
 
 17. Rehearing. Samples tested in accordance with sec. 7, which 
 represent rejected bars, shall be preserved for two weeks from the 
 date of the test report. In case of dissatisfaction with the results 
 of the tests, the manufacturer may make claim for a rehearing 
 within that time. 
 
 27 
 
CARNEQIE STEEL COMPANY 
 
 AMERICAN SOCIETY FOR TESTING MATERIALS 
 
 PHILADELPHIA, PA., U. B. A. 
 AFFILIATED WITH THE 
 
 International Association tor Testing Materials 
 STANDARD SPECIFICATIONS 
 
 STRUCTURAL STEEL FOR SHIPS 
 
 Serial Designation: A12-16. 
 
 These specifications are issued under the fixed designation A 12; the final 
 number indicates the year of original issue or, in the case of revision, the 
 year of last revision. 
 
 Adopted, 1901; Revised, 1009, 1913, 1914, 1916. 
 
 Note Adopted June 26, 1918. 
 
 In view of the abnormal difficulty in obtaining materials in time of war, the rejection limits 
 for Sulphur in all steels and for Phosphorus in acid steels shall be raised 0.01 per cent above the 
 values given in these Specifications. This shall be effective during the period of the war and 
 until otherwise ordered by the Society. 
 
 I. MANUFACTURE 
 
 1. Process. The steel shall be made by the open-hearth process. 
 
 II. CHEMICAL PROPERTIES AND TESTS 
 
 2. Chemical Composition. The steel shall conform to the following 
 
 requirements as to chemical composition : 
 
 fAcid not over 0.06 per cent 
 
 Phosphorus* „ , 
 
 \Basic " '■' 0.04 " 
 
 Sulphur " " 0.05 " 
 
 3. Ladle Analyses. An analysis of each melt of steel shall be made 
 by the manufacturer to determine the percentages of carbon, 
 manganese, phosphorus and sulphur. This analysis shall be made 
 from a test ingot taken during the pouring of the melt. The chemical 
 composition thus determined shall be reported to the purchaser or 
 his representative, and shall conform to the requirements specified 
 in sec. 2. 
 
 28 
 
A. S. T. M.— STRUCTURAL STEEL FOR SHIPS 
 
 4. Check Analyses. Analyses may be made by the purchaser from 
 finished material representing each melt. The phosphorus and 
 sulphur content thus determined shall not exceed that specified in 
 sec. 2. by more than 25 per cent. 
 
 III. PHYSICAL PROPERTIES AND TESTS 
 
 5. Tension Testa, (a) The material shall conform to the 
 following requirements as to tensile properties: 
 
 Tensile strength lb. per sq. inch 58,000-68,000 
 
 Yield point, min lb. per sq. inch 0.5 tens. str. 
 
 Elongation in 8 inches, min per cent 1.500,000 
 
 See sec. 6. tens. str. 
 
 (6) The yield point shall be determined by the drop of the 
 beam of the testing machine. 
 
 * About 3 -» 
 
 Parallel section 
 
 6. Modifications in Elongation, (a) For material over % inch 
 in thickness, a deduction of 1 from the percentage of elongation 
 specified in sec. 5 (a) shall be made for each increase of Y% inch 
 in thickness above % inch, to a minimum of 18 per cent. 
 
 (b) For, material J£ inch or under in thickness, the elongation 
 shall be measured on a gage length of 24 times the thickness of 
 the specimen. 
 
 7. Bend Tests. The test specimen shall bend cold through 180 
 degrees without cracking on the outside of the bent portion, as 
 follows: For material M inch or under in thickness, around a 
 pin the diameter of which is equal to the thickness of the specimen; 
 for material over % inch to and including 1J£ inch in thickness, 
 around a pin the diameter of which is equal to 1 J^. times the thick- 
 ness of the specimen; and for material over 1J^ inch in thickness, 
 around a pin the diameter of which is equal to twice the thickness 
 of the specimen. 
 
 29 
 
CARNEGIE STEEL COMPANY 
 
 8. Test Specimens, (a) Tension-and bend-test specimens shall 
 be taken from the finished rolled material,and shall not be annealed 
 or otherwise treated, except as specified in par. (6). 
 
 (6) Tension-and bend-test specimens for material which is 
 to be annealed or otherwise treated before nee, shall be cut from 
 properly annealed or similarly treated short lengths of the full 
 section of the piece. 
 
 (c) Tension-and bend-test specimens, except as specified in 
 par. (d), shall be of the full thickness of material as rolled; and 
 may be machined to the form and dimensions shown in fig. 1, or 
 with both edges parallel. 
 
 (d) Tension-and bend-test specimens for plates and bars over 
 1 % inch in thickness or diameter may be machined to a thickness 
 or diameter of at least % inch for a length of at least 9 inches. 
 
 9. Number of Tests, (a) One tension-and one bend test shall 
 be made from each melt; except that if material from one melt 
 differs Y% inch or more in thickness, one tension-and one bend test 
 shall be made from both the thickest and the thinnest material 
 rolled. 
 
 (6) If any test specimen shows defective machining or develops 
 flaws, it may be discarded and another specimen substituted. 
 
 (c) If the percentage of elongation of any tension-test specimen 
 is less than that specified in sec. 5 (a) and any part of the fracture 
 is outside the middle third of the gage length, as indicated by 
 scribe scratches marked on the specimen before testing, a reteBt 
 shall be allowed. 
 
 IV. PERMISSIBLE VARIATIONS IN WEIGHT AND THICE3STESS 
 
 10. Permissible Variations. The cross-section or weight of each 
 piece of steel shall not vary more than 2.5 per cent from that 
 specified; except in the case of sheared plates, which Bhall be 
 covered by the following permissible variations. One cubic inch 
 of rolled steel is assumed to weigh 0.2833 pound. 
 
 (a) When Ordered to Weight per Square Foot: — 
 
 The weight of each lot 1 in each shipment shall not vary from the 
 weight ordered more than the amount given in Table I. 
 
 iThe term ' 'lot " applied to Table I means all of the plates of each group width and group weight. 
 
 30 
 
A. S. T. M.— STRUCTURAL STEEL FOR SHIPS 
 
 TABLE I.— PERMISSIBLE VARIATIONS OP PLATES 
 ORDERED TO WEIGHT 
 
 
 Permissible Variations in Average Weights 
 
 
 
 per Square Foot or Plates cob Widths Given, 
 
 
 
 Expressed in Percentages of Ordered Weights 
 
 
 Ordered 
 
 
 
 
 
 
 
 
 
 
 Weight, 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 
 Pounds 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 132 in. 
 
 per 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 or 
 
 Square Foot 
 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 over 
 
 
 Si 
 
 S 
 ■a 
 
 Si 
 
 Si 
 ■a 
 
 fB 
 
 & 
 
 Si 
 
 Si 
 
 Si 
 
 Si 
 
 fti 
 
 1' 
 
 ft! 
 
 Si 
 
 Si 
 
 Si 
 
 Si 
 
 ■3 
 
 
 & 
 
 £ 
 
 6 
 
 £ 
 
 <S 
 
 £ 
 
 6 
 
 £ 
 
 & 
 
 rS 
 
 <5 
 
 S 
 
 & 
 
 S 
 
 <5 
 
 ^ 
 
 6 
 
 tS 
 
 Under 5 
 
 fi 
 
 3 
 
 5.5 
 
 3 
 
 6 
 
 3 
 
 7 
 
 3 
 
 
 
 
 
 
 
 
 4.5 
 
 4 
 
 3.5 
 
 3 
 3 
 
 2.5 
 
 5 
 
 4.5 
 
 4 
 
 3 
 3 
 3 
 
 5.5 
 5 
 
 4.5 
 
 3 
 3 
 3 
 
 6 
 5.5 
 
 5 
 
 3 
 3 
 3 
 
 
 
 
 
 
 
 
 
 
 
 7.5 to 10 
 
 6 
 5.5 
 
 3 
 3 
 
 7 
 6 
 
 3 
 3 
 
 8 
 
 7 
 
 3 
 3 
 
 
 
 
 
 10 to 12.5 " 
 
 8 
 
 3 
 
 9 
 
 3 
 
 12.5 to 15 
 
 3 
 
 2.5 
 
 8.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 (i 
 
 3 
 
 7 
 
 3 
 
 8 
 
 3 
 
 15 to 17.5 " 
 
 2.5 
 
 2.5 
 
 « 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 <i 
 
 3 
 
 7 
 
 3 
 
 17.5 to 20 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 6 
 
 3 
 
 20 to 25 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.53 
 
 25 to 30 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 4.53 
 
 5 
 
 3 
 
 30 to 40 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2' 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.53 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 Note. — -The weight per square foot of individual plates shall not vary from the ordered weight 
 by more than lVa times the amount given in this table. 
 
 (&) When Ordered to Thickness: — 
 
 The thickness of each plate shall not vary more than 0.01 inch 
 
 under that ordered. 
 The overweight of each lot 2 in each shipment shall not exceed the 
 
 amount given in Table II. 
 
 TABLE II. 
 
 -PERMISSIBLE OVERWEIGHTS OP PLATES 
 ORDERED TO THICKNESS 
 
 
 
 Permissible Excess in Average Weights 
 
 
 
 
 per 
 
 Square Foot of Plates 
 
 for Widths Given 
 
 
 
 
 Expressed in Percentages 
 
 op Nominal Weights 
 
 
 Ordered 
 
 
 
 
 
 
 Thickness, 
 
 
 
 
 
 
 
 
 
 
 Inches 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 or 
 
 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 over 
 
 Under H 
 
 9 
 
 10 
 
 12 
 
 14 
 
 
 
 
 
 
 H to "Aa excl 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 
 %eto Ji " .... 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 M to %6 " ... 
 Me to % "... 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 16 
 
 19 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 17 
 
 %.to tha " .... 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 15 
 
 fteto y* " .... 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 13 
 
 M to y s " .... 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 11 
 
 % to Yt " .... 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 , 8 . 
 
 9 
 
 X to 1 "... 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 .1 or over 
 
 2.5 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 -The term ' 'lot "applied to Table II means all of the plates of each group width and group thickness. 
 
 31 
 
CARNEGIE STEEL COMPANY 
 
 V. FINISH 
 
 11. Finish. The finished material shall be free from injurious 
 defects and shall have a workmanlike finish. 
 
 VI. MARKING 
 
 12. Marking. The name or brand of the manufacturer and the 
 melt number shall be legibly rolled or stamped on all finished 
 material. The melt number shall be legibly stamped on each test 
 specimen. 
 
 VH. INSPECTION AND REJECTION 
 
 13. Inspection. The inspector representing the purchaser shall 
 have free ■ entry, at all times while work on the contract of the 
 purchaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the material ordered. 
 The manufacturer shall afford the inspector, free of cost, all reason- 
 able facilities to satisfy him that the material is being furnished in 
 accordance with these specifications. All tests (except check 
 analyses) and inspection shall be made at the place of manufacture 
 prior to shipment, unless otherwise specified, and shall be so con- 
 ducted as not to interfere unnecessarily with the operation of the 
 works. 
 
 14. Rejection, (a) Unless otherwise specified, any rejection 
 based on tests made in accordance with sec. 4 shall be reported 
 within five working days from the receipt of samples. 
 
 (6) Material which shows injurious defects subsequent to its 
 acceptance at the manufacturer's works will be rejected, and the 
 manufacturer shall be notified. 
 
 15.^ Rehearing. Samples tested in accordance with sec. 4, which 
 represent rejected material, shall be preserved for two weeks from 
 the date of the test report. In case of dissatisfaction with the 
 results of the tests, the manufacturer may make claim for a re- 
 hearing within that time. 
 
A. S. T. M.— RIVET STEEL FOR SHIPS 
 
 AMERICAN SOCIETY FOR TESTING MATERIALS 
 
 PHILADELPHIA, PA., U. S. A. 
 AFFILIATED WITH THE 
 
 International Association for Testing Materials 
 STANDARD SPECIFICATIONS 
 
 FOB 
 
 RIVET STEEL FOR SHIPS 
 
 Serial Designation: A13-14. 
 
 These specifications are issued under the fixed designation A 13; the final 
 number indicates the year of original issue or, in the case of revision, the 
 year of last revision. 
 
 Adopted, 1901; Revised, 1909, 1913, 1914. 
 
 Note Adopted June 26, 1918. 
 
 In view' of the abnormal difficulty in obtaining materials in time of war, the rejection limits 
 for Sulphur in all steels and for Phosphorus in acid steels shall be raised 0.01 per cent above the 
 values given in these Specifications. This shall be effective during the period of the war and 
 until otherwise ordered by the Society. 
 
 A. Requirements for Rolled Bars. 
 
 I. MANUFACTURE 
 
 1. Process. The steel shall be made by the open-hearth process. 
 
 II. CHEMICAL PROPERTIES AND TESTS 
 
 2. Chemical Composition. The steel shall conform to the follow- 
 ing requirements as to chemical composition: 
 
 f Acid not over 0.06 per cent 
 
 Phosphorus^ _ . 
 
 (Basic ' " 0.04 " 
 
 Sulphur " " 0.045" 
 
 3. Ladle Analyses. An analysis of each melt of steel shall be made 
 by the manufacturer to determine the percentages of carbon, 
 manganese, phosphorus and sulphur. This analysis shall be made 
 from a test ingot taken during the pouring of the melt. The chemical 
 
 33 
 
CARNEQIE STEEL COMPANY 
 
 composition thus determined shall be reported to the purchaser or 
 His representative, and shall conform to the requirements specified 
 in sec. 2. 
 
 4. Check Analyses. Analyses may be made by the purchaser from 
 finished bars representing each melt. The phosphorus and sulphur 
 content thus determined shall not exceed that specified in sec. 2 by 
 more than 25 per cent. 
 
 III. PHYSICAL PROPERTIES AND TESTS 
 
 5. Tension Tests, (a) The bars shall conform to the following 
 requirements as to tensile properties: 
 
 Tensile strength lb. per sq. inch 55,000-65,000 
 
 Yield point, min lb. per sq. inch 0.5 tens. str. 
 
 Elongation in 8 inches, min per cent tens. str. 
 
 See sec. 6. 
 
 (6) The yield point shall be determined by the drop of the 
 beam of the testing machine. 
 
 6. Modifications in Elongation. For bars over % inch in diameter, 
 a deduction of 1 from the percentage of elongation specified in 
 sec. 5 (a) shall be made for each increase of Y% inch in diameter 
 above % inch. 
 
 7. BendTests. The test specimen shall bend cold through 180 
 degrees flat on itself without cracking on the outside of the bent 
 portion. 
 
 8. , Test Specimens. Tension-and bend-test specimens shall be of 
 the full-size section of bars as rolled. 
 
 9. Number of Tests, (a) Two tension-and two bend tests shall 
 be made from each melt, each of which shall conform to the require- 
 ments specified; except that if bars from one melt differ % inch or 
 more in diameter, one tension-and one bend test shall be made from 
 both the greatest and the least diameters rolled. 
 
 (b) If any test specimen develops flaws, it may be discarded 
 and another specimen substituted. 
 
 (c) If the percentage of elongation of any tension-test specimen 
 is less than that specified in sec. 5 (a) and any part of the fracture 
 is outside the middle third of the gage length, as indicated by 
 scribe scratches marked on the specimen before testing, a retest 
 shall be allowed. 
 
 34 
 
A. S. T. M.— RIVET STEEL FOR SHIPS 
 
 IV. PERMISSIBLE VARIATIONS IN GAGE 
 
 10. Permissible Variations. The gage of bars 1 inch or under in 
 diameter shall not vary more than 0.01 inch from that specified; 
 the gage bars over 1 inch to and including 2 inches in diameter 
 shall not vary more than %4 inch under nor more than Yse inch over 
 that specified. 
 
 V. FINISH 
 
 11. Finish. The finished bars shall be free from injurious 
 defects and shall have a workmanlike finish. 
 
 VI. MARKING 
 
 .12. Marking. Rivet bars shall, when loaded for shipment, be 
 properly separated and marked with the name or brand of the 
 manufacturer and the melt number for identification. The melt 
 number shall be legibly marked on each test specimen. 
 
 VII. INSPECTION AND REJECTION 
 
 13. Inspection. The inspector representing the purchaser shall 
 have free entry, at all times while work on the contract of the 
 purchaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the bars ordered. The 
 manufacturer shall afford the insgector, free of cost, all reasonable 
 facilities to satisfy him that the bars are being furnished in accord- 
 ance with these specifications. All tests (except check analyses) 
 and inspection shall be made at the place of manufacture prior to 
 shipment, unless otherwise specified, and shall be so conducted 
 as not to interfere unnecessarily with the operation of the works. 
 
 14. Rejection, (a) Unless otherwise specified, any rejection 
 based on tests made in accordance with sec. 4 shall be reported 
 within five working days from the receipt of samples. 
 
 (6) Bars which show injurious defects subsequent to their 
 acceptance at the manufacturer's works will be rejected, and the 
 manufacturer shall be notified. 
 
 15. Rehearing. Samples tested in accordance with sec. 4, which 
 represent rejected bars, shall be preserved for two weeks from the 
 date of the test report. In case of dissatisfaction with the results 
 of the tests, the manufacturer may make claim for a rehearing 
 within that time. 
 
 35 
 
CARNEQIE STEEL COMPANY 
 
 B. Requirements for Rivets. 
 
 I. PHYSICAL PROPERTIES AND TESTS 
 16. Test Certificate .of Rolled Bars. A copy of the results of tension 
 
 tests of the rolled bars from which the rivets, were made shall be 
 furnished for each lot of rivets. 
 
 17." Tension Tests. If the test certificate required in sec. 16 can- 
 not be furnished, the rivets shall conform to the requirements as 
 to tensile properties specified in sees. 5 and 6, except that the 
 elongation shall be measured on a gage length as great as the 
 length of the rivets tested will permit. 
 
 18. Bend Tests. The rivet shank shall bend cold through 180 
 degrees flat on itself, as shown in fig. 1, without cracking on the 
 outside of the bent portion. 
 
 19. Flattening Tests. The rivet head shall flatten, while hot, to a 
 diameter 2J^ times the diameter of the shank, as shown in fig. 2, 
 without cracking at the edges. 
 
 20. Number of Tests, (a) When required in accordance with 
 sec. 17j one tension test shall be made from each size in each lot 
 of rivets offered for inspection. 
 
 (b) Three bend-and three flattening tests shall be made from 
 each size in each lot of rivets offered for inspection, each of which 
 shall conform to the requirements specified. 
 
 II. WORKMANSHIP AND FINISH 
 
 21. Workmanship. The rivets shall be true to form, concentric 
 and shall be made in a workmanlike manner. 
 
 22. Finish. The finished rivets shall be free from injurious 
 defects. 
 
 36 
 
A. S. T. M. — RIVET STEEL FOR SHIPS 
 
 HI. INSPECTION AND REJECTION 
 
 23. Inspection. The inspector representing the purchaser shall 
 have free entry, at all times while work on the contract of the 
 
 .purchaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the rivets ordered. The 
 manufacturer shall afford the inspector, free of cost, all reasonable 
 facilities to satisfy him that the rivets are being furnished in accord- 
 ance with these specifications. All tests and inspection shall be 
 made at the place of manufacture prior to shipment, unless other- 
 wise specified, and shall be so conducted as not to interfere unneces- 
 sarily with the operation of the works. 
 
 24. Rejection. Rivets which show injurious defects subsequent 
 to their acceptance at the manufacturer's works will be rejected, 
 and the manufacturer shall be notified. 
 
 t , 
 
CARNEOIE STEEL COMPANY 
 
 AMERICAN SOCIETY FOR TESTING MATERIALS 
 
 PHILADELPHIA, PA., U. S. A. 
 
 AFFILIATED, WITH THE 
 
 International Association for Testing Materials 
 
 STANDARD SPECIFICATIONS 
 
 FOR 
 
 STRUCTURAL STEEL FOR CARS 
 
 Serial Designation: All-16. 
 
 These specifications are issued under the fixed designation A 11; the final 
 number indicates the year of original issue or, in the case of revision, the 
 year of last revision. 
 
 Adopted, 1914; Revised, 1916. 
 
 Note Adopted June 26, 1918. 
 
 In view of the abnormal difficulty in obtaining materials in time of war, the rejection limits 
 for Sulphur in all steels and for Phosphorus in acid steels shall be raised 0.01 per cent above the 
 values given in these Specifications. This shall be effective during' the period of the war and 
 until otherwise ordered by the Society. 
 
 1. Material Covered. These specifications apply to shapes, plates 
 and bars over }/% inch in thickness. 
 
 I. MANUFACTURE 
 
 2. Process. The steel shall be made by the open-hearth process. 
 
 II. CHEMICAL PROPERTIES AND TESTS 
 
 3. Chemical Composition. The steel shall conform to the following 
 requirements as to chemical composition: 
 
 Structural Steel and 
 
 Plates fob Cold Pressing Rivet Steel 
 
 f Acid not over 0.06 per cent not over 0.04 per cent 
 
 Phosphorus <_ 
 
 iBasic " " 0.04 " " " " 0.04 " 
 
 Sulphur " " 0.05 " " " " 0.045" 
 
 38 
 
A. S. T. M.— STRUCTURAL STEEL FOR CARS 
 
 4. Ladle Analyses. An analysis of each melt of steel shall, be made 
 by the manufacturer to determine the percentages of. carbon, 
 manganese, phosphorus and sulphur. This analysis shall be made 
 from a test ingot taken during the pouring of the melt. The chemical 
 composition thus determined shall be reported to the purchaser or 
 his representative, and shall conform to the requirements specified 
 in sec. 3. 
 
 5. Check Analyses. Analyses may be made by the purchaser from 
 finished material representing each melt. The phosphorus and 
 sulphur content thus determined shall not exceed that specified in 
 sec. 3 by more than 25 per cent. 
 
 III. PHYSICAL PROPERTIES AND TESTS 
 
 conform to 
 
 6. Tension Tests, (a) The material shall 
 following requirements as to tensile properties: 
 
 the 
 
 Properties Considered 
 
 Structural 
 Steel 
 
 Rivet 
 Steel 
 
 Plates for 
 Cold Pressing 
 
 Tensile strength lb. per sq. inch5O,O0O-65;000 
 
 Yield point, min . . ,1b. per sq. inch 
 Elongation in 8 in., min., per cent 1 
 
 45,000-60,000 48,000-58,000 
 
 0.5 tens. str. 
 1,500,000 
 
 tens. str. 
 
 0.5 tens. str. 
 1,500,000 
 tens. str. 
 
 0.5 tens. str. 
 1,500,000 
 
 tens. str. 
 
 1 See sec. 7. 
 
 (6) The yield point shall be determined by the drop of the 
 beam of the testing machine. 
 
 7. Modifications in Elongation, (a) For material over % inch 
 in thickness, a deduction of 1 from the percentage of elongation 
 specified in sec. 6 (a) shall be made for each increase of % inch in 
 thickness above % inch, to a minimum of 18 per cent. 
 
 (6) For material under 5 Ae inch in thickness, a deduction of 
 2.5 from the percentage of elongation in 8 niche's specified in sec. 
 6 (a) shall be made for each decrease of %6 inch in thickness below 
 %6 inch. 
 
 8. Bend Tests, (a) The test specimen for structural steel shall 
 bend cold through 180 degrees without cracking on the outside of the 
 bent portion, as follows : For material % inch or under in thickness, 
 flat on itself ; for material over Ji inch to and including 1M inch in 
 thickness, around a pin the diameter of which is equal to the 
 thickness of the specimen; and for material over \\i inch in thick- 
 
 39 
 
CARNEQIE STEEL COMPANY 
 
 ness, arojind a pin the diameter of which is equal to twice the 
 thickness of the specimen. 
 
 (6) The test specimen for rivet steel and plates for cold 
 pressing shall bend cold through 180 degrees fiat on itself without 
 cracking on the outside of the bent portion. 
 
 9. Test Specimens, (a) Tension-and bend-test specimens shall 
 be taken from the finished rolled material. 
 
 (6) Tension-and bend-test specimens, except as specified in 
 par. (c), shall be of the full thickness of material as rolled; and 
 may be machined to the form and dimensions shown in fig. 1, or 
 with both edges parallel. ' 
 
 (c) Tension-and bend-test specimens for plates and bars over 
 1J^ inch in thickness or diameter may be machined to a thickness 
 or diameter of at least % inch for a length of at least 9 inches. 
 
 10. Number of Tests, (a) One tension-and one bend test shall 
 be made from each melt; except that if material from one melt 
 differs % inch or more in thickness, one tension-and one bend test 
 shall be made from both the thickest and the thinnest material 
 rolled. Shapes less than 1 sq. inch in section, and bars, except 
 rivet rods, less than % sq. inch in section, need not be subjected 
 to a tension test. 
 
 * — -About 3-"-- 
 
 ! •y 
 
 ^Parallel section^ 
 not less than 9" 
 
 
 
 ""^— - 
 
 _— — ~^ t 
 
 
 tftJT 
 
 , < 
 
 jW ^-— ■ 
 
 < ¥2** - -1-" -wetc J46* 
 * -8-"- * 
 
 ~*'~^» w y 
 
 l«_ _ „ 
 
 
 
 
 Figure 1. 
 
 
 (6) If any test specimen shows defective machining or develops 
 flaws, it may be discarded and another specimen substituted. 
 
 (c) If the percentage of elongation of any tension-test specimen 
 is less than that specified in sec. 6 (a) and any part of the fracture 
 is outside the middle third of the gage length, as indicated by 
 scribe scratches marked on the specimen before testing, a retest 
 shall be allowed. 
 
 ij ' 
 
A. S. T. M. — STRUCTURAL STEEL FOR CARS 
 
 IV. PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS. 
 
 11. Permissible Variations. The cross-section or weight of each 
 piece of steel shall not vary more than 2.5 per cent from that 
 specified; except in the case of sheared plates, which shall be 
 covered by the following permissible variations. One cubic inch 
 of rolled steel is assumed to weigh 0.2833 pound. 
 
 (a) When Ordered to Weight per Square Foot: — 
 
 The weight of each lot 1 in each shipment shall not vary from the 
 weight ordered more than the amount given in Table I. 
 
 TABLE I.- 
 
 -PERMISSIBLE VARIATIONS OP PLATES 
 ORDERED TO WEIGHT 
 
 
 Permissible Variations in Average Weights 
 
 
 
 per Square Foot op Plates for Widths Given, 
 
 
 
 Expressed in Percentages of Ordered Weights 
 
 
 Ordered 
 
 
 
 
 
 
 
 
 
 
 .Weight, 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 Founds 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 or 
 
 per 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 over 
 
 Square Foot 
 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 "excl. 
 
 excl. 
 
 
 
 ft 
 
 ft 
 
 ft 
 
 3 
 
 ' ft 
 
 ft 
 
 ^ 
 
 ft 
 
 ft 
 
 ft 
 
 u 
 
 1 
 
 t. 
 
 ft 
 
 ft 
 
 1 
 
 ft 
 
 (hi 
 
 *3 
 
 
 > 
 
 o 
 
 S 
 
 > 
 o 
 
 6 
 
 S 
 
 > 
 o 
 
 £ 
 
 £ 
 
 P 
 
 > 
 
 O 
 
 S 
 
 > 
 o 
 
 P 
 
 > 
 
 o 
 
 £ 
 
 & 
 
 5 
 
 
 5 
 
 3 
 
 5 5 
 
 3 
 
 fi 
 
 3 
 
 7 
 
 3 
 
 
 
 
 
 
 
 
 
 
 
 5 to 7.5 excl. 
 
 4,5 
 
 3 
 
 5 
 
 3 
 
 5,5 
 
 3 
 
 fi 
 
 3 
 
 
 
 
 
 
 
 
 
 
 
 
 \ 
 
 3 
 
 4 5 
 
 <? 
 
 5 
 
 ^ 
 
 ^ S 
 
 S 
 
 fi 
 
 S 
 
 7 
 
 S 
 
 s 
 
 S 
 
 
 
 
 
 10 to 12.5 " 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 fi 
 
 3 
 
 7 
 
 3 
 
 8 
 
 3 
 
 9 
 
 3 
 
 12.5 to 15 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 fi 
 
 3 
 
 7 
 
 3 
 
 8 
 
 3 
 
 15 to 17.5 " 
 
 2.5 
 
 2.5 
 
 H 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 fi 
 
 3 
 
 7 
 
 3 
 
 17.5 to 20 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 fi 
 
 3 
 
 20 to 25 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 a 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 25 to 30 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 30 to 40 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 Note. — The weight per square foot of individual plates shall not vary from the ordered weigh t . 
 by more than lVs times the amount given in this table. 
 
 (6) When Ordered to Thickness: — 
 
 The thickness of each plate shall not vary more than 0.01 inch 
 under that ordered. 
 
 The overweight of each lot 2 in e*ch shipment shall not exceed the 
 amount given in Table II. 
 
 x The term "lot" applied to Table I means all of the plates of each group width and group weight- 
 3 The term ' 'lot" applied to Table II means all of the plates of each group width and group thickness. 
 
 41 
 
CARNEGIE STEEL COMPANY 
 
 TABLE II.— PEBMISSIBLE OVERWEIGHTS OP PLATES 
 ORDERED TO THICKNESS 
 
 
 
 Permissible Excess in Average Weights 
 
 
 
 
 PEE 
 
 Square Foot of Plates for Widths Given, 
 
 
 
 
 Expressed in Percentages 
 
 of Nominal Weights 
 
 
 
 
 
 
 
 
 Thickness, 
 
 
 
 
 
 
 
 
 
 
 Inches 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 8-1 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in 
 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 over 
 
 
 
 exel. 
 
 exel. 
 
 exel. 
 
 exel. 
 
 exel. 
 
 exel. 
 
 exel. . 
 
 Under y % 
 
 9 
 
 10 
 
 12 
 
 14 
 
 
 
 
 
 
 H to %e exel 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 
 % 8 to M " .... 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 .... 
 
 Mtofe " .... 
 %eto % " 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 ie> 
 
 19 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 17 
 
 % to %„ " .... 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 15 
 
 %eto M " .... 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 13 
 
 14 to y s " ■■■■ 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7' 
 
 8 
 
 9 
 
 11 
 
 %to<% " .... 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 Htol " .... 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 1 or over. 
 
 2.5 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 V. FINISH 
 
 12. Finish. The finished material shall be free from injurious 
 defects and shall have a workmanlike finish. 
 
 VI. MARKING 
 
 13. Marking. The name or brand of the manufacturer and the 
 melt number shall be legibly rolled or stamped on all finished 
 material, except that rivet bars and other small sections shall, when 
 loaded for shipment, be properly separated and marked for identi- 
 fication. The melt number shall be legibly marked, by stamping, 
 if practicable, on each test specimen. 
 
 VII. INSPECTION AND REJECTION 
 
 14. Inspection. The inspector representing the purchaser shall 
 have free entry, at all times while work on the contract of the 
 purchaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the material ordered. The 
 manufacturer shall afford the inspector, free of cost, all reasonable 
 facilities to satisfy him that the material is being furnished in accord- 
 ance with these specifications. All tests (except check analyses) 
 and inspection shall be made at the place of manufacture prior to> 
 shipment, unless otherVise specified, and shall be so conducted 
 as not to interfere unnecessarily with the operation of the works. 
 
 42 
 
A. S. T. M.— STRUCTURAL STEEL FOR CARS 
 
 15. Rejection, (a) Unless otherwise specified, any rejection 
 based on tests made in accordance with sec. 5 shall be reported 
 within five working days from the receipt of samples. 
 
 (6) Material which shows injurious defects subsequent to its 
 acceptance at the manufacturer's works will be rejected, and the 
 manufacturer shall be notified. 
 
 16. Rehearing. Samples tested in accordance with sec. 5, which 
 represent rejected material, shall be preserved for two weeks from 
 the date of the test report. In case of dissatisfaction with the/ 
 results of the tests, the manufacturer may make claim for a re- 
 hearing within that time. 
 
 43 
 
CARNEQIE STEEL COMPANY 
 
 AMERICAN SOCIETY FOR TESTING MATERIALS 
 
 PHILADELPHIA, PA., U. S. A. 
 AFFILIATED WITH THE 
 
 International Association fob Testing Materials 
 STANDARD SPECIFICATIONS 
 
 FOB 
 
 STRUCTURAL STEEL FOR LOCOMOTIVES 
 
 Serial Designation: A10-16. 
 
 These specifications are issued under the fixed designation A 10; the final 
 number indicates the year of original issue or, in the case of revision, the 
 year of last revision. 
 
 Adopted, 1912; Revised, 1913, 1914, 1916. 
 
 Note Adopted June 26, 1918. 
 In view of the abnormal difficulty in obtaining materials in time of war, the rejection limits 
 for Sulphur in all steels and for Phosphorus in acid steels shall be raised 0.01 per cent above the 
 values given in these Specifications. This shall be effective during the period of the war and 
 until otherwise ordered by the Society. 
 
 • 1. Material Covered. These specifications apply to shapes, plates 
 (except boiler and firebox plates) and bars over Y% inch in thickness. 
 
 I. MANUFACTURE 
 
 2. Process. The steel shall be made by the open-hearth process. 
 
 II. CHEMICAL PROPERTIES AND TESTS 
 
 3. Chemical Composition. The steel shall conform to the following 
 requirements as to chemical composition: 
 
 Phosphorus not over 0.05 per cent 
 
 Sulphur " " 0.05 " 
 
 4. Ladle Analyses. An analysis of each melt of steel shall be made 
 by the manufacturer to determine the percentages of carbon, 
 manganese, phosphorus and sulphur. This analysis shall be made 
 from a test ingot taken during the pouring of the melt. The chemical 
 
A. S. T. M.— STRUCTURAL STEEL FOR LOCOMOTIVES 
 
 composition thus determined shall be reported to the purchaser or 
 his representative, and shall conform to the requirements, specified 
 in sec. 3. 
 
 5. Check Analyses. Analyses may be made by the purchaser from 
 finished material representing each melt. The phosphorus and 
 sulphur content thus determined shall conform to the requirements 
 specified in sec. 3. 
 
 III. PHYSICAL PROPERTIES AND TESTS 
 
 6. Tension Teats, (a) The material shall conform to the 
 following requirements as to tensile properties: 
 
 i Tensile strength lb. per sq. inch 55,000-65,000' 
 
 Yield point, min lb. per sq. inch 0.5 tens. str. 
 
 Elongation in 8 inches, min per cent ^^P'Pii 
 
 See sec- 7. 
 
 (b) The yield point shall be determined by the drop of the' 
 beam of the testing machine. 
 
 7. Modifications in Elongation, (a) For material over % inch 
 in thickness, a deduction of 1 from the percentage of elongation 
 specified in sec. 6 (o) shall be made for each increase of y% inch in 
 thickness above M inch, to a minimum of 18 per cent. i 
 
 (b) For material under %e inch in thickness, a deduction of 
 2.5 from the percentage of elongation in 8 inches specified in sec. 
 6 (a) shall be made for each decrease of %e inqh in thickness below 
 % 6 inch. 
 
 8. Bend Tests. The test specimen shall bend cold through 180 
 degrees without cracking on the outside of the bent portion, as 
 follows: For material % inch or under in thickness, flat on itself; 
 for material over % inch to and including 1J^ inch in thickness, 
 around a pin the diameter of which is equal to the thickness of 
 the specimen ; and for material over 1 J^ inch in thickness, around 
 a pin the diameter of which is equal to twice the thickness of the 
 specimen. 
 
 9. Test Specimens, (a) Tension-and bend-test specimens shall 
 be taken from the finished rolled material. 
 
 (6) Tension-and bend-test specimens, except as specified in 
 par. (c), shall be of the full thickness of material as rolled; and may 
 be machined to the form and dimensions shown in fig. 1, or with 
 both edges parallel. 
 
 45 
 
CARNEGIE STEEL COMPANY 
 
 (c) Tension-and bend-test specimens for plates and bars over 
 1 J^ inch in thickness or diameter may be machined to a thickness 
 or diameter of at least ^ inch for a length of at least 9 inches. 
 
 10. Number of Tests, (a) One tension-and one bend test shall 
 be nlade from each melt; except that if material from one melt 
 differs % inch or over in thickness, one tension-and one bend test 
 shall be made from both the thickest and the thinnest material 
 rolled. Shapes less than 1 sq. inch in section, and bars less than 
 . J^ sq. inch in section, need not be subjected to a tension test. 
 
 (6) If any test specimen shows defective machining or develops 
 flaws, it may be discarded and another specimen substituted. 
 
 (c) If the percentage of elongation of any tension-test specimen 
 is less than that specified in sec. 6 (a) and any part of the fracture 
 is. outside the middle third of the gage length, as indicated by 
 scribe scratches marked on the specimen before testing, a retest 
 shall be allowed. 
 
 ; » ! not less than 9 
 
 
 ~-*-— — i ■— 
 
 __— — ^*" T 
 
 1 +'vtf "l~ 
 
 +J 
 
 g 
 
 3 
 
 
 ■^■^ i. 
 
 (<%« - -i--jke tc Av£- 
 
 
 FlGTTEE 1. 
 
 .. 
 
 IV. PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS. 
 11. Permissible Variations. The cross-section or weight of each 
 piece of steel shall not vary more than 2.5 per cent from that 
 specified, except in the case of sheared plates, which shall be 
 covered by the following permissible variations. One cubic inch 
 of rolled steel is assumed to weigh 0.2833 pound. 
 
 (a) When Ordered to Weight per Square Foot: — 
 
 The weight of each lot 1 in each shipment shall not vary from the 
 weight ordered more than the amount given in Table I. 
 
 IThe term "lot" applied to Table I means all of the plates of each group width and group weight. 
 
A. S. T. M.— STRUCTURAL STEEL FOR LOCOMOTIVES 
 
 TABLE I.— PERMISSIBLE VARIATIONS OF PLATES 
 ORDERED TO WEIGHT 
 
 
 
 
 
 Permissible Variations in Average Weights 
 
 
 
 
 
 peb Square Foot op Plates fob Widths Given, 
 
 
 Expressed in Percentages of Ordered Weights 
 
 Ordered 
 
 
 
 
 
 
 
 
 
 
 Weight, 
 
 , 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 Bounds 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 per 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in.~ 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 
 Square Foot 
 
 
 exel. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 
 
 
 ft 
 
 ft 
 
 1 
 
 S 
 
 ft 
 
 1 
 
 S! 
 
 SJ 
 
 
 ft 
 
 ft 
 
 ft 
 
 
 0J 
 
 
 ft 
 
 ft 
 
 ft 
 
 
 i 
 
 & 
 
 & 
 
 <5 
 
 cS 
 
 S 
 
 & 
 
 £ 
 
 6 
 
 £ 
 
 6 
 
 $ 
 
 <S 
 
 £ 
 
 > 
 o 
 
 tS 
 
 Under 5 
 
 5 
 
 3 
 
 5 5 
 
 3 
 
 fi 
 
 3 
 
 7 
 
 3 
 
 
 
 
 
 
 
 
 
 
 
 
 4.5 
 
 4 
 
 3.5 
 
 3 
 3 
 
 2.5 
 
 5 
 4.5 
 
 4 
 
 3 
 3 
 3 
 
 5.5 
 
 5 
 
 4.5 
 
 3 
 3 
 3 
 
 6 
 
 5.5 
 
 5 
 
 3 
 3 
 3 
 
 
 
 
 
 
 
 
 
 
 
 7.5 to 10 
 
 6 
 
 5.5 
 
 3 
 3 
 
 7 
 6 
 
 3 
 3 
 
 8 
 7 
 
 3 
 3 
 
 
 
 
 
 10 to 12.5 " 
 
 8 
 
 3 
 
 9 
 
 3 
 
 12.5 to 15 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.5 
 
 a 
 
 6 
 
 < 
 
 7 
 
 3 
 
 8 
 
 3 
 
 15 to 17.5 " 
 
 '2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 5.53 
 
 6 
 
 3 
 
 7 
 
 3 
 
 17.5 to 20 
 
 2.5 
 
 2 
 
 2.5 
 
 3.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 3 ' 
 
 4.5 
 
 3 
 
 5 
 
 ■i 
 
 5.53 
 
 H 
 
 3 
 
 20 to 25 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 2.5 
 
 4 
 
 H 
 
 4.53 
 
 5 
 
 3 
 
 5.5 
 
 3 
 
 25 to 30 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 8 
 
 4 
 
 i 
 
 4.5 
 
 3 
 
 5 
 
 3 
 
 30 to 40 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 1 
 
 4 
 
 3 
 
 4.5 
 
 3 
 
 40 or over 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2 
 
 2.5 
 
 2 
 
 2.5 
 
 2.5 
 
 3 
 
 2.5 
 
 3.5 
 
 3 
 
 4 
 
 3 
 
 Note.— The weight per square foot of individual plates shall not vary from the ordered weight 
 by more than l^t times the amount given in this table. 
 
 (6) When Ordered to Thickness: — ■ 
 
 The thickness of each plate shall not vary more than 0.01 inch 
 
 under that ordered. 
 The overweight of each lot 2 in each shipment shall not exceed the 
 amount given in Table II. 
 TABLE II.— PERMISSIBLE OVERWEIGHTS OP PLATES 
 ORDERED TO THICKNESS 
 
 
 
 Permissible Excess in Average Weights 
 
 
 
 
 per 
 
 Square Foot of Plates fob Widths Given, 
 
 
 
 
 Expressed in Percentages 
 
 of Nominal Weights 
 
 
 Ordered 
 
 
 
 
 
 
 Thickness, 
 
 
 
 
 
 
 
 
 
 
 Inches' 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 ' 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 exol. 
 
 108 in. 
 
 120 in. 
 
 132 in. 
 
 
 
 
 excl. 
 
 excl. 
 
 expl. 
 
 excl. 
 
 excl. v 
 
 excl. 
 
 
 Under y% 
 
 9 
 
 10 
 
 12 
 
 14 
 
 
 
 
 
 
 H to %e excl .... 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 
 9isto M " .... 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 «to%n " .... 
 He to M " 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 i.6 
 
 19 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 17 
 
 H to %6 " 
 
 4.5 
 
 5, 
 
 6 
 
 7 
 
 8 
 
 . 9 
 
 10 
 
 12 
 
 15 
 
 %e to }4 " . . . . 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 13 
 
 H to % " 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 11 
 
 % to % " .... 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 % to 1 " 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 
 2.5 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 sfhe term ' 'lot " applied to Table II means all of the plates of each group width and group thickness 
 
 47 
 
CARNEGIE STEEL COMPANY 
 
 V. FINISH 
 
 12. Finish. The finished material shall be free from injurious 
 defects and shall have a workmanlike finish. 
 
 i 
 VI. MARKING 
 
 13. Marking. The name or brand of the manufacturer and the 
 melt number shall be legibly stamped or rolled on all finished 
 material, except that small sections shall, when loaded for shipment, 
 be properly separated and marked for identification. The melt 
 number shall be legibly marked, by stamping, if practicable, on 
 each test specimen. 
 
 VII. INSPECTION AND REJECTION 
 
 14. Inspection. The .inspector representing the purchaser shall 
 have free entry, at all times while work on the contract of the 
 purchaser is being performed, to alL parts of the manufacturer's 
 works which concern the manufacture of the material ordered. 
 The manufacturer shall afford the inspector, free of cost, all reason- 
 able facilities to satisfy him that the material is being furnished in 
 accordance with these specifications. All tests (except check 
 analyses) and inspection shall be made at the place of manufacture 
 prior to shipment, unless otherwise specified, and shall be so con- 
 ducted as not to interfere unnecessarily with the operation of the 
 works. 
 
 15. Rejection, (a) Unless otherwise specified,, any rejection 
 based on tests made in accordance with sec. 5 shall be reported 
 within five working dayB from the receipt of samples. 
 
 (6) Material which shows injurious defects subsequent to its 
 acceptance at the manufacturer's works will be rejected, and the 
 manufacturer shall be notified. 
 
 16. Rehearing. Samples tested in accordance with sec. 5, which 
 represent rejected material, shall be preserved for two weeks from 
 the date of the test report. In case of dissatisfaction with the 
 results o ( f the tests, the manufacturer may make claim for a re- 
 hearing within that time. 
 
 4* 
 
A. S. T. M.— BOILER AND FIREBOX STEEL FOR LOCOMOTIVES 
 
 ' AMERICAN SOCIETY FOR TESTING MATERIALS 
 
 PHILADELPHIA, PA., TJ. S. A. 
 AFFILIATED WITH THE 
 
 International Association for Testing Materials 
 STANDARD SPECIFICATIONS 
 
 FOR 
 
 BOILER AND FIREBOX STEEL 
 
 FOR 
 
 LOCOMOTIVES 
 
 Serial Designation: A30-18. 
 
 These specifications are issued under the fixed designation A 30; the 
 final number indicates the year of original adoption as standard or, in the 
 case of revision, the year of last revision. 
 
 Adopted, 1901; Eevised, 1909, 1912,1913, 1914, 1916, 1918. 
 
 1. Material Covered. These specifications cover two grades of 
 steel for boilers for, locomotives, namely: 
 
 Flange 
 
 AND 
 
 Firebox 
 
 I. MANUFACTURE 
 
 2. Process. The steel shall be made by the open-hearth process. 
 
 II. CHEMICAL PROPERTIES AND TESTS 
 
 3. Chemical Composition. The steel shall conform to the following 
 requirements as to chemical composition: 
 
 49 
 
CARNEQIE STEEL COMPANY 
 
 Flange Fibe box 
 
 Carbon per cent 0.12-0.25 per cent 
 
 Manganese 0.30-0.60 " " 0.30-0.60 
 
 Phosphorus {£ cl ? notovero.05 ■■ - not over 0.04 " " 
 
 (Basic " " 0.04 O.udo 
 
 Sulphur " " 0.05 " " " " 004 
 
 4. Ladle Analyses. An analysis of each melt of steel shall be made 
 by the manufacture to determine the percentages of the elements 
 specified in sec. 3. This analysis shall be made from a test ingot 
 taken during the pouring of the melt. The chemical composition 
 thus determined shall be reported to the purchaser or his representa- 
 tive, and shall conform to the requirements specified in sec. 3. 
 
 5. Check Analyses. An analysis may be made by the purchaser 
 from a broken tension-test specimen representing each plate as rolled. 
 The chemical composition thus determined shall conform to the 
 requirements specified in sec. 3. 
 
 III. PHYSICAL PROPEKTIES AND TESTS 
 
 6. Tension Tests, (a) The material shall conform to the 
 following requirements as to tensile properties: 
 
 Flange Firebox 
 
 Tensile strength lb. per sq. inch 55,000-65,000 52,000-62,000 
 
 Yield point, min lb. per sq. inch 0.5 tens. str. 0.5 tens. str. 
 
 Elongation in 8 inches min. per cent h- 00 '" 00 h- 00 -"- 
 
 See sec. 7. 
 
 tens. str. tens. str. 
 
 (b) The yield point shall be determined by the drop of the 
 beam of the testing machine. 
 
 7. Modifications in Elongation, (a) For material over % inch in 
 thickness, a deduction of 0.5 from the percentages of elongation 
 specified in sec. 6 (a) shall be made for each' increase of J'jj inch in 
 thickness above % inch. 
 
 (b) For material }4 inch or under in thickness, the elongation 
 shall be measured on a gage length of 24 times the thickness of 
 the specimen. 
 
 8. Bend Tests, (a) The test specimen shall bend cold through 
 180 degrees without cracking on the outside of the bent portion, as 
 follows: For material 1 inch or under in thickness, around a pin the 
 diameter of which is equal to the thickness of the specimen; and for 
 material over 1 inch in thickness, around a pin the diameter of which 
 is equal to twice the thickness of the specimen. 
 
A. S. T. M.— BOILER AND FIREBOX STEEL FOR LOCOMOTIVES 
 
 9. Homogeneity Tests. For firebox steel, a sample ■ taken from 
 a broken tension-test specimen shall not show any single seam or 
 cavity more than J^ inch long, in either of the three fractures 
 obtained in the test for homogeneity, which shall be made as follows: 
 The specimen shall be either nicked with a chisel or grooved 
 on a machine, transversely, about Ma inch deep, in three places 
 about 2 inches apart. The first groove shall be made 2 inches from 
 the square end; each succeeding groove shall be made on the opposite 
 side from the preceding one. The specimen shall then be firmly 
 held in a vise, with the first groove about }4 mcn above the jaws, 
 and the projecting end broken off by light blows of a hammer, 
 the bending being away from the groove. The. specimen shall be 
 broken at the other two grooves in the same manner. The object 
 of this test is to open and render visible to the eye any seams due to 
 failure to weld up or to interposed foreign matter, or any cavities' due 
 to gas bubbles in the ingot. One side of each fracture shall be examined 
 and the lengths of the s§ams and cavities determined, a pocket lens 
 being used if necessary. 
 
 i* — -About 3 
 
 Parallel section 
 
 10. Test Specimens, (a) Tension-test specimens shall be taken 
 longitudinally from the bottom of the finished rolled material, and 
 bend-test specimens shall be taken transversely from the middle of 
 the top of the finished rolled material. The longitudinal test specimens 
 shall be taken in the direction of the longitudinal axis of the ingot, 
 and the transverse test specimens at right angles to that axis. 
 
 (6) Tension-and bend-test specimens shall be of the full thickness 
 of material as rolled, and shall be machined to the form and dimensions 
 shown in fig. 1; except that bend-test specimens may be machined 
 with both edges parallel. 
 
 11. Number of Tests, (a) One tension-, and one bend test shall 
 be made from each plate as rolled. 
 
 (6) If any test specimen shows defective machining or develops 
 flaws, it may be discarded and another specimen substituted. 
 
 (c) If the percentage of elongation of any tension-test specimen 
 
 51 
 
CARNEGIE STEEL COMPANY 
 
 is less than that specified in sec. 6 (a) and any part of the fracture 
 is outside the middle third of the gage length, as indicated by 
 scribe scratches marked on the specimen before testing, a retest 
 shall be allowed. 
 
 IV. PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS 
 
 12. Permissible Variations. 
 
 The thickness of each plate shall not vary more than 0.01 inch 
 under that ordered. 
 
 The overweight of each lot 1 in each shipment shall not exceed the 
 amount given in Tabls I. One cubic inch of rolled steel is assumed 
 to weigh 0.2833 pound. 
 
 TABLE I.— PERMISSIBLE OVERWEIGHTS OF PLATES 
 ORDERED TO THICKNESS 
 
 
 
 
 m. 
 
 
 
 
 ' Permissible Excess in Average Weights 
 
 
 
 
 per 
 
 Square Foot op Plates for Widths Given. 
 
 
 
 
 Expressed in Percentages of Nominal Weights 
 
 
 Ordered 
 
 
 
 
 
 Thickness, 
 
 
 
 
 
 
 
 
 
 - 
 
 Inches 
 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 
 
 Under 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 to 
 
 132 in.. 
 
 • 
 
 48 in. 
 
 60 in. 
 
 72 in. 
 
 84 in. 
 
 96 in. 
 
 108 in. 
 
 120 in. 
 
 132 in, 
 
 or 
 
 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 excl. 
 
 over 
 
 
 9 
 
 10 
 
 12 
 
 14 
 
 
 
 
 
 
 H to %e excl 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 .... 
 
 Hsto M 
 
 . 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 
 
 
 
 M to <j4 e 
 %eto y s 
 
 1 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 16 
 
 19 
 
 ' 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 17 
 
 % to%e 
 
 * 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 15 
 
 %eto )4 
 
 * . 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 ,9 
 
 10 
 
 13 
 
 M to H 
 
 * . 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 11 
 
 % to H 
 
 * . 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 9i to 1 " 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 8 
 
 
 2.5 
 
 2.5 
 
 3 
 
 3.5 
 
 4 
 
 4.5 
 
 5 
 
 6 
 
 7 
 
 
 
 V. FINISH 
 
 13. Finish. The finished material shall be free from injurious 
 defects and shall have a workmanlike finish. 
 
 VI. MARKING 
 
 14. Marking, (a) The name or brand of the manufacturer, melt 
 or slab number, grade, and lowest tensile strength for its grade 
 specified in sec. 6 (a), shall be legibly stamped on each plate. 
 
 iThe term "lot" applied to Table I means all of the plates of each group width and group thickness. 
 
 52 
 
A. S. T. Al.— BOILER AND FIREBOX STEEL FOR LOCOMOTIVES 
 
 The melt or slab number shall be legibly stamped on each test 
 specimen. 
 
 (6) When specified on the order, plates shall be match-marked 
 as defined in paragraph (c) so that the test specimens representing 
 them may be identified. When more than one plate is sheared from 
 a single slab or ingot, each shall be match-marked so that they may 
 all be identified with the test specimens representing them. 
 
 (c) Each match mark shall consist of two over-lapping circles 
 each not less than 1J^ inches in diameter, placed upon the shear lines, 
 and made by separate impressions of a single-circle steel die. 
 
 (d) Match-marked coupons shall match with the sheets 
 represented and only those which match properly shall be accepted. 
 
 VII. INSPECTION AND REJECTION 
 
 15. Inspection. The inspector representing the purchaser shall 
 have free entry, at all times while work on the contract of the pur- 
 chaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the material ordered. 
 The manufacturer shall afford the inspector, free of cost, all reason- 
 able facilities to satisfy him that the material is being furnished in 
 accordance with these specifications. All tests (except check 
 analyses) and inspection shall be made at the place of manufacture 
 prior to shipment, unless otherwise specified, and shall be so 
 conducted as not to interfere unnecessarily with the operation of 
 the works. 
 
 16. Rejection, (a) Unless otherwise specified, any rejection 
 based on tests made in accordance with sec. 5 shall be reported 
 within five working days from the receipt of samples. 
 
 (b) Material which shows injurious defects subsequent to its 
 acceptance at the manufacturer's works will be rejected, and the 
 manufacturer shall be notified. 
 
 17. Rehearing. Samples tested in apcordance with sec. 5, which 
 represent rejected material, shall be preserved for two weeks from 
 the date of the test report. .In case of dissatisfaction with the 
 results of the tests, the manufacturer may make claim for a re- 
 hearing within that time. 
 
 53 
 
CARNEQIE STEEL COMPANY 
 
 AMERICAN SOCIETY FOR TESTING MATERIALS 
 
 PHILADELPHIA, PA., U. S. A. 
 AFFILIATED WITH THE 
 
 International Association fob Testing Materials 
 
 STANDARD SPECIFICATIONS 
 
 FOR 
 
 BOILER 
 RIVET STEEL 
 
 Serial Designation: A 31-14. 
 
 These specifications are Issued under the fixed designation A 31; the final 
 number indicates the year of original issue or, in the case of revision, the 
 year of last revision. 
 
 Adopted, 1901; Revised, 1909, 1912, 1913, 1914. 
 
 A. Requirements for Rolled Bars. 
 
 I. MANUFACTURE 
 
 1. Process. The steel shall be made by the open-hearth process. 
 
 II. CHEMICAL PROPERTIES AND TESTS 
 
 2. Chemical Composition. The steel shall conform to the following 
 requirements as to chemical composition: 
 
 Manganese 0.30-0.50 per cent 
 
 Phosphorus not over 0.04 " 
 
 Sulphur ■' " 0.045" " 
 
 3. Ladle Analyses. An analysis of each melt of steel shall be made 
 by the manufacturer to determine the percentages of carbon, 
 manganese, phosphorus and sulphur. This analysis shall be made 
 from a test ingot taken during the pouring of the melt. The chemical 
 
 54 
 
A. S. T. M.— BOILER RIVET STEEL 
 
 composition thus determined shall be reported to the purchaser or 
 his representative, and shall conform to the requirements specified 
 in sec. 2. " 
 
 4. Check Analyses. Analyses may be made by the purchaser from 
 finished bars representing each melt. The chemical composition 
 thus determined shall conform to the requirements specified in sec. 2. 
 
 III. PHYSICAL PROPERTIES AND TESTS 
 
 5.. Tension Tests, (a) The bars shall conform to the following 
 requirements as to tensile properties: 
 
 Tensile strength lb. per sq. inch 45,000-55,000 , 
 
 Yield point, min lb. per sq. inch 0.5 tens. str. 
 
 Elongation in 8 inches, min per cent 1,500,000 
 
 but need not exceed 30 per cent. tens. str. 
 
 (6) The yield point shall be determined by the drop of the 
 beam of the testing machine. 
 
 6. Bend Tests, (a) Cold-bend Tests. — The test specimen shall 
 bend cold through 180 degrees flat on itself without cracking on 
 the outside of the bent portion. 
 
 (&) Quench-bend Tests.-*- The test specimen, when heated to 
 a light cherry red as seen in the dark (not less than 1200° F.) and 
 quenched at once in water the temperature of which is between 80° 
 and 90° F., shall bend through 180 degrees flat on itself without 
 cracking on the outside of the bent portion. 
 
 7. Test Specimens. Tension-and bend-test specimens shall be of 
 the full-size section of bars as rolled. 
 
 8. Number of Tests, (a) Two tension-, two cold-bend-, and two 
 quench-bend tests shall be made from each melt, each of which 
 shall conform to the requirements specified. 
 
 (&) If any test specimen develops flaws, it may be discarded 
 and another specimen substituted. 
 
 (c) If the percentage of elongation of any tension-test specimen 
 is less than that specified in sec. 5 (a) and any part of the fracture 
 is outside the middle third of the gage length, as indicated by 
 scribe- scratches marked on the specimen before testing, a retest 
 shall be allowed. 
 
 IV. PERMISSIBLE VARIATIONS IN GAGE 
 
 9. Permissible Variations. The gage of each bar shall not vary 
 more than 0.01 inch from that specified. 
 
 55 
 
CARNEQIE STEEL COMPANY 
 
 V. WORKMANSHIP AND FINISH 
 
 10. Workmanship. The finished bars shall be circular within 
 0.01 inch. 
 
 11. Finish. The finished bars shall be free from injurious, 
 defects and shall have a workmanlike finish. 
 
 VI. MARKING 
 
 12. Marking. Rivet bars shall, when loaded for shipment, be 
 properly separated and marked with the name or brand of the 
 manufacturer and the melt number for identification. The melt 
 
 nuinber shall be legibly marked on each test specimen. 
 
 i 
 
 VII. INSPECTION AND REJECTION 
 
 13. Inspection. The inspector representing the purchaser Bhall 
 have free entry, at all times while work on the i contract of the 
 purchaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the bars ordered. The 
 manufacturer shall afford the inspector, free of cost, all reasonable 
 facilities to satisfy him that the bars are being furnished in accord- 
 ance with these specifications. All tests (except check analyses) 
 and inspection shall be made at the place of manufacture prior to 
 shipment, unless otherwise specified, and shall be so conducted 
 as not to interfere unnecessarily with the operation of the works. 
 
 14. Rejection, (a) Unless otherwise specified, any rejection 
 based on tests made in accordance with sec. 4 shall be reported 
 within five working days from the receipt of samples. 
 
 (6) Bars which show injurious defects subsequent to their 
 acceptance at the manufacturer's works will be rejected, and the 
 manufacturer shall be notified. 
 
 15. Rehearing. Samples tested in accordance with sec. 4, which 
 represent rejected bars, shall be preserved for two weeks from the 
 date of the test report. In case of dissatisfaction with the results 
 of the tests, the manufacturer may make claim for a rehearing 
 within that time 
 
 B. Requirements for Rivets. 
 
 I. PHYSICAL PROPERTIES AND TESTS 
 
 16. Tension Tests. The rivets, when tested, shall conform to the 
 requirements as to tensile properties specified in sec. 5, except 
 
 56 
 
A. S. T. M.— BOILER RIVET STEEL 
 
 that the elongation shall be measured on a gage length not less 
 than four times the diameter of the rivet. 
 
 17. Bend Tests. The rivet shank shall bend cold through 180 
 degrees flat on itself, as shown in fig. 1, without cracking on the 
 outside of the bent portion. 
 
 18. Flattening Tests. The rivet head shall flatten, while hot, to 
 a diameter 2}^ times the diameter of the shank, as shown in fig. 2, 
 without cracking at the edges. 
 
 Figure 1. Figure 2. 
 
 19. Number of Tests, (a) When specified, one tension test shall 
 be made from each size in each lot of rivets offered for inspection. 
 
 (6) Three bend-and three flattening tests shall be made from 
 each size in each lot of rivets offered for inspection, each of which 
 shall conform to the requirements specified. 
 
 II. WORKMANSHIP AND FINISH 
 
 20. Workmanship. The rivets shall be true to form, concentric, 
 and shall be made in a workmanlike manner. 
 
 21. Finish. The finished rivets shall be free from injurious 
 defects. 
 
 III. INSPECTION AND REJECTION 
 
 22. Inspection. The inspector representing the purchaser shall 
 have free entry, at all times while work on the contract of the 
 purchaser is being performed, to all parts of the manufacturer's 
 works which concern the manufacture of the rivets ordered. The 
 manufacturer shall afford the inspector, free of cost, all reasonable 
 facilities to satisfy him that the rivets are being furnished in 
 accordance with these specifications. All tests and inspection 
 shall be made at the place of manufacture prior to shipment, 
 unless otherwise specified, and shall be so conducted as not to 
 interfere unnecessarily with the operation of the works. 
 
 23. Rejection. Rivets which show injurious defects subsequent 
 to their acceptance at the manufacturer's works will be rejected, 
 and the manufacturer shall be notified. 
 
 57 
 
CARNEQIE STEEL COMPANY 
 
 ORDERING MATERIAL 
 
 General Instructions 
 
 Structural steel for bridges, buildings and ships, steel reinforce- 
 ment bars and open hearth boiler plate and rivet steel are rolled 
 to jpermissible variations given in the specifications which precede. 
 In cases of design which require close fitting, allowance should be 
 made for such rolling variations so as to insure ample clearance 
 between abutting or interfitting surfaces. 
 
 All dimensions given on profiles are theoretical. Wherever the 
 profile applies to more than one weight of section, the dimensions 
 are for the minimum weight. 
 
 Weights of rails are given per lineal yard of section, but unless 
 otherwise indicated, all other weights are per lineal foot. Sections 
 having but one weight specified can be rolled only to the weight 
 given. 
 
 Structural Beams, H-Beams, Structural Channels, Shipbuilding 
 Channels, Bulb Angles, Bulb Beams, United States Steel Sheet 
 Piling, Tees and Zees should be ordered to weight per foot; Angles 
 may be ordered either to weight per foot or to thickness. 
 
 Orders for Plates should specify all dimensions in inches. 
 
 Orders for Rounds, Squares and other Bar Mill Products 
 should specify width and thickness in inches and the length in 
 feet and inches. 
 
 Rails, Ties and other track accessories should be ordered by 
 section number and not by the weight per foot. The section 
 number should also be specified on orders for all other sections. 
 
 The Association of American Steel Manufacturers has recom- 
 mended certain angle sections as standard for bridge, car, ship and 
 general building construction, and quicker deliveries can be obtained 
 by ordering these standard sizes and weights. Angles not standard 
 are marked "special" on the profile pages. 
 
 In the calculation of the areas and weights of the various sections 
 herein shown, the fillets have been disregarded in accordance with 
 the rules of the Association of American Steel Manufacturers. 
 
 58 
 
METHOD OF INCREASING SECTIONAL AREAS 
 
 ,^i.<\^^W»»^W\^W^>, >M.»>^Sk^W^W\'..\'.iR? 
 
 «>w^wwmi^^w «»i»»>>>uiiiiiM,mMW,miB 
 
 SS^TOK^mmmw>t^^m^mi ^«si»i»M\m 
 
 The above figures show the method of increasing the sectional areas and 
 weights of structural shapes. Cross hatched portions represent the minimum 
 sections and the blank portions the added areas. 
 
 In the case of Channels, I-Beams and Bulb Beams, the enlargement of the 
 section adds an equal amount to the thickness of the web and the width of 
 the flanges. In the case of Angles and Zees, the effect of spreading the 
 rolls is slightly to increase the length of the legs. No general statement can be 
 made wtyh regard to Bulb Angles, in the rolling of which different methods 
 are in use. 
 
 Inasmuch as the roll passes are modified in the wear of the rolls, the 
 actual dimensions will not always conform to the theoretical, even in the 
 case of the minimum weight sections. Designers and detailers of structural 
 work should arrange for ample clearances. 
 
 59 
 
CARNEQIE STEEL COMPANY 
 
 BEAMS AND CHANNELS— Common Dimensions 
 
 STKUCTUBAL BEAMS 
 A. A. S. M. Standard Sections 
 
 T 
 
 MINIMUM SECTIONS: 
 
 n=minimum web=t 
 E^=minimum web + 0.10" 
 
 r=j^j minimum web 
 
 Slope of Flange, 1:6=16%%=9° 27' 42" 
 
 STRUCTURAL CHANNELS 
 A. A. S. M. Standard Sections 
 
 MINIMUM SECTIONS: 
 
 n=miiiimiim web =t 
 R==zninimuni web + 0.10" 
 r = & minimum web 
 ! of Flange, 1:6=16%%= 9° 27' 42" 
 
 SHIP BUILDING CHANNELS 
 New American Standard Sections 
 
 n=t 2 — 0.03492a 
 
 R==t2 
 
 Slope of liange=2°=3.492% 
 
 Dimensions for Structural Beams are those adopted by the Association of 
 American Steel Manufacturers and apply to all Structural Beams, except 
 American Standard Sections B 1, B 2 and B 3, also Sections B 24 and B 81. 
 
 The dimensions of the Supplementary Beams, B 61 to B 68, inclusive, 
 cannot be readily reduced to formulas. Slope of flange is 1 : 11=5° 11' 40". 
 
 Dimensions for Structural Channels are those adopted by the Association 
 of American Steel Manufacturers and apply to all Structural Channels, 
 except Section C 20, which is a Car Building Channel. 
 
 Dimensions for Ship Building Channels of the New American Standard 
 conform to those adopted by the British Engineering Standards Committee 
 and apply to all Ship Building Channels. 
 
 60 
 
BEAMS 
 
 STRUCTURAL BEAMS 
 
 *B6L 
 
 Section 
 Index 
 
 Depth of 
 Beam, 
 Inches 
 
 Weight 
 
 per Foot, 
 
 Pounds 
 
 Flange Width. 
 / Inches 
 
 Web Thickness, 
 Inches . 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 *B61 
 
 27 
 
 90.0 
 
 9.00 
 
 9 
 
 0.524 
 
 "As 
 
 * Supplementary Beam. 
 
 61 
 
CARNEGIE STEEL COMPANY 
 
 STRUCTURAL BEAMS— Continued 
 
 
 3 B24 
 
 i 
 
 .1 
 
 TV 
 
 Bl 
 
 5SK-- 
 
 ^—i 
 
 - 3.250 --*i g 
 
 Section 
 Index 
 
 Depth of 
 
 Beam, 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 B24 
 B 1 
 
 24 
 24 
 
 115.0 
 110.0 
 105.0 
 
 100.0 
 95.0 
 90.0 
 85.0 
 80.0 
 
 8.000 
 7.938 
 
 7.875 
 
 7.254 
 7.193 
 7.131 
 7.070 
 7.000 
 
 8 
 
 7tt 
 7% 
 
 7K 
 7ft 
 7H 
 
 7 
 
 0.750 
 0.688 
 0.625 
 
 0.754 
 0.693 
 0.631 
 0.570 
 0.500 
 
 H 
 H 
 
 H 
 
 *A 
 
 H 
 % 
 ft 
 
BEAMS 
 
 STRUCTURAL BEAMS— Continued 
 
 -9.00 
 
 Section 
 Index 
 
 Depth of 
 Beam, 
 Inches 
 
 Weight 
 
 per Foot, 
 
 Pounds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 *B62 
 *B63 
 
 24 
 21 
 
 74 
 60.5 
 
 9.00 
 8.25 
 
 9 
 
 8M 
 
 0.476 
 0.428 
 
 !%2 
 2 %4 
 
 * Supplementary Beam. 
 
 63 
 
CARNEGIE STEEL COMPANY 
 
 STRUCTURAL BEAMS— Continued 
 
 0.60" 
 
 B3 
 
 Section 
 
 Depth! of 
 Beam, 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 
 - Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 
 
 100.0 
 
 7.284 
 
 , 7ft 
 
 0.884 
 
 H 
 
 
 
 95.0 
 
 7.210 
 
 7if 
 
 0.810 
 
 n 
 
 B2 
 
 20 
 
 90.0 
 
 7.137 
 
 7ft 
 
 0.737 
 
 a 
 
 
 
 85.0 
 
 7.063 
 
 7.V 
 
 0.663 
 
 n 
 
 
 
 80.0 
 
 7.000 
 
 7' 
 
 0.600 
 
 H 
 
 
 
 75.0 
 
 6.399 
 
 615 
 
 0.649 
 
 n 
 
 B3 
 
 20 
 
 70.0 
 
 6.325 
 
 6si 
 
 0.575 
 
 a 
 
 
 
 65.0 
 
 6.250 
 
 6M 
 
 0.500 
 
 y* 
 
 64 
 
BEAMS 
 
 STRUCTURAL BEAMS— Continued 
 
 ■18 
 
 0.659 
 
 1.195 
 
 0.34*: 
 
 8 
 
 B80 
 
 ■15.207"— 
 10.460" 
 
 *., 
 
 — TS" 
 0.56\" 
 
 0.28 V 
 
 0.922 
 
 , Section 
 
 Depth of 
 
 Beam, 
 Inches 
 
 Weight 
 per Foot, 
 Founds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 
 ■ Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 B81 
 
 B80 
 *B64 
 
 18 
 
 18 
 18 
 
 90.0 
 85.0 
 80.0 
 75.0 
 
 70.0 
 65.0 
 60.0 
 55.0 
 
 48.0 
 
 7.245 
 7.163 
 7.082 
 7.000 
 
 6.259 
 6.177 
 6.095 
 6.000 
 
 7.500 
 
 7M 
 
 7%2 
 7%4 
 
 7 ■ 
 6«/fe 
 
 6*y M 
 
 68/as 
 6 
 
 7M 
 
 0.807 
 0.725 
 0.644 
 0.562 
 
 0.719 
 0.637 
 0.555 
 0.460 
 
 0.380 
 
 w Ae 
 
 2 %2 
 
 ■% 
 
 2 %4 
 
 H 
 
 * Supplementary Beam. 
 
 65 
 
CARNEGIE STEEL COMPANY 
 
 STRUCTURAL BEAMS— Continued 
 
 0.590' 
 
 Section 
 
 Depth of 
 Beam, 
 Inches 
 
 Weight 
 per Foot, 
 Founds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 B 5 
 
 B 7 
 
 *B65 
 
 15 
 15 
 
 75.0 
 70.0 
 65.0 
 60.0 
 
 55.0 
 50.0 
 45.0 
 42.0 
 
 37.5 
 
 6.292 
 6.194 
 6.096 
 6.000 
 
 5.746 
 5.648 
 5.550 
 5.500 
 
 6.750 
 
 61%4 
 6%6 
 
 6%s 
 6 
 
 5M 
 
 5«/04 
 5<>%4 
 
 5H 
 
 6M 
 
 ' 0.882 
 0.784 
 0.686 
 0.590 
 
 0.656 
 0.558 
 0.460 
 6.410 
 
 0.332 
 
 % 
 
 2 %2 
 
 "Ma 
 
 2 %4 
 !%2 
 
 2 %4 
 
 * Supplementary Beam. 
 
BEAMS 
 
 STRUCTURAL BEAMS— Continued 
 
 Section 
 Index 
 
 Depth of 
 Beam, 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 B 8 
 
 B 9 
 
 *B66 
 
 12 
 
 12 
 12 
 
 55.0 
 50.0 
 45.0 
 40.0 
 
 35.0 
 31.5 
 
 28.0 
 
 5.611 
 5.489 
 5.366 
 5.250 
 
 5.086 
 5.000 
 
 6.000 
 
 6«%4 
 
 5sye4 
 
 52%1 
 
 5M 
 
 5%2 
 
 5 
 6 
 
 0.821 
 0.699 
 0.576 
 0.460 
 
 0.436 
 0.350 
 0.284 
 
 6 %4 
 
 * Supplementary Beam. 
 
CARNEGIE STEEL COMPANY 
 
 STRUCTURAL BEAMS— Continued r.\ 3 io" 
 
 Section 
 Index 
 
 Depth of 
 Beam, 
 i Inches 
 
 Weight 
 
 per Foot, 
 
 Pounda 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 B 11 
 
 *B67 
 
 B 13 
 
 10 
 
 10 
 
 9 
 
 40.0 
 35.0 
 30.0 
 25.0 
 
 22.25 
 
 35.0 
 30.0 
 25.0 
 21.0 
 
 5.099 
 4.952 
 4.805 
 4.660 
 
 5.500 
 
 4.772 
 4.609 
 4.446 
 4.330 
 
 5% 2 
 
 4«%4 
 
 4i<Ho 
 4=y 8 2 
 
 48%4 
 
 42%t 
 4*%* 
 
 0.749 
 0.602 
 0.455 
 0.310 
 
 0.252 
 
 0.732 
 0.569 
 0.406 
 0.290 
 
 H 
 
 3 %4 
 »>/m 
 
 X 
 
 %« 
 J %1 
 
 * Supplementary, Beam. 
 
 68 
 
BEAMS 
 
 STRUCTURAL BEAMS— Continued 
 
 Section 
 Index 
 
 Depth of 
 Beam, 
 Inches 
 
 Weight 
 
 per Foot, 
 
 Pounda 
 
 Flange Width, 
 Inches 
 
 Web Thickness. 
 
 Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 B15 
 
 *B68 
 B 17 
 
 8 
 8 
 
 I 7 
 
 25.5 
 23.0 
 20.5 
 18.0 
 
 17.5 
 
 20.0 
 17.5 
 15.0 
 
 4.271 
 4.179 
 4.087 
 4.000 
 
 5.000 
 
 3.868 
 3.763 
 3.660 
 
 4i% 4 
 
 4iy 04 
 
 4%2 
 
 4 
 5 
 3% 
 
 34%4 
 
 3% 
 
 0.541 
 0.449 
 0.357 
 0.270 
 
 0.220 
 
 0.458 
 0.353 
 0.250 
 
 8 %i 
 
 2 %1 
 
 "At . 
 
 %2 
 2 %4 
 
 ♦Supplementary Beam. 
 
 69 
 
CARNEGIE STEEL COMPANY 
 
 STRUCTURAL BEAMS— Concluded 
 
 B23 
 
 -2.717" -*\ 
 
 <.0.190" j , 
 
 w 
 
 0.11' 
 
 — " hJ 
 
 B77 
 
 -4.843"-»i 
 ♦0.170 1; 
 
 0.27"\ S 
 0.10"^— * 
 
 , 0.350" 
 -*■»♦ 
 
 Section 
 Index 
 
 Depth of 
 Beam, 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Flange Width, 
 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 B19 
 B21 
 
 B23 
 
 B77 
 
 6 
 5 
 
 4 
 
 3 
 
 17.25 
 
 14.75 
 12.25 
 
 14.75 
 
 12.25 
 
 9.75 
 
 10.5 
 9.5 
 
 8.5 
 
 7.5 
 
 7.5 
 6.5 
 5.5 
 
 3.575 
 3.452 
 3.330 
 
 3.294 
 3.147 
 3.000 
 
 2.880 
 2.807 
 2.733 
 2.660 
 
 2.521 
 2.423 
 2.330 
 
 811 
 3g| 
 
 m 
 
 m 
 
 8* 
 
 3 
 
 2% 
 2« 
 
 211 
 
 213 
 211 
 
 m 
 
 0.475 
 0.352 
 0.230 
 
 0.504 
 0.357 
 0.210 
 
 0.410 
 0.337 
 0.263 
 0.190 
 
 0.361 
 0.263 
 0.170 
 
 H 
 
 a 
 u 
 
 X 
 13 
 H 
 
 U 
 
 54 
 H 
 A 
 
 83 
 H 
 U 
 
 TO - 
 
BEAMS 
 
 H-BEAMS 
 
 Section 
 Index 
 
 Depth of 
 Beam, 
 IncheB 
 
 Weight 
 per Foot, 
 Founds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 H 4 
 H 3 
 H 2 
 H 1 
 
 8 
 6 
 5 
 4 
 
 34.0 
 23.8 
 18.7 
 13.6 
 
 8.000 
 6.000 
 5.000 
 4.000 
 
 8 
 
 6 - 
 5 
 4 
 
 0.375 
 0.313 
 0.313 
 0.313 
 
 ft 
 
 5 
 IB 
 
 ft 
 
 H-Beams shown on this sheet are particularly adapted for use in inside mine timbering. Full 
 information as to their properties and uses is given in separate pamphlets entitled "Steel Mine 
 Timbers. " 
 
 71 
 
CARNEQIE STEEL COMPANY 
 
 BULB TEES 
 
 M% 
 
 Section 
 Index 
 
 Depth, 
 Inches 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Increase in web 
 and width for 
 
 Decimal ' 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 pound per foot 
 
 *B100 
 
 *B101 
 *B102 
 *B103 
 *B105 
 
 10 
 
 9 
 
 8 
 7 
 6 
 
 5.500 
 5.250 
 5.125 
 4.938 
 5.156 
 5.000 
 5.094 
 4.875 
 4.524 
 4.375 
 
 5H 
 
 5H 
 
 4i% 6 
 
 5% 2 
 
 5 
 
 5%a 
 
 4K 
 
 4i% 2 
 
 i'A 
 
 0.625 
 0.375 
 0.563 
 0.375 
 0.469 
 0.313 
 0.531 
 0.313 
 0.430 
 , 0.281 
 
 % 
 % 
 
 % 
 
 !%2 
 %6 
 !%2 
 
 %a 
 
 %2 
 
 36.6 
 28.1 
 30.1 
 24.3 
 24.2 
 20.0 
 23.3 
 ,18.1 
 17.2 
 14.0 
 
 0.029" 
 0.033" 
 0.037" 
 0.042" 
 0.049" 
 
 ♦Furnished only by special arrangement. 
 
 72 
 
BULB SECTIONS 
 
 SHIP BUILDING BULB ANGLES !*-":.726* 
 
 New American Standard Sections 
 
 »t*— »i lo 
 
 B 195 
 
 .725'i 
 
 . l0 .'_ 
 
 B196 
 
 1.625" 
 
 i<-»i.525 
 
 --10- 
 
 .600' 
 
 B197 (BSBA1S) 
 
 .526"i 
 
 14 
 
 -10- 
 
 B205 
 
 i.600" 
 
 914 -, 
 
 B206 (BSBA17) 
 
 .5001 
 
 ~>>,500" 
 
 m " 
 
 Section 
 Index 
 
 . Depth, 
 Inches 
 
 Flange Width, 
 Inches 
 
 Web Thickness. 
 Inches 
 
 Weight 
 per Foot, 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Pounds 
 
 B 195 
 
 B 196 
 
 B 197 
 (BSBA18) 
 
 B 205 
 
 B 206 
 (BSBA17 1 
 
 10.000 
 
 10.000 
 
 10.000 
 
 9.500 
 
 9.500 
 
 10 
 10 
 10 
 
 9M 
 
 3.500 
 3.500 
 3.500 
 3.500 
 3.500 
 
 3!4 
 3M 
 
 3H 
 3H 
 
 0.725 
 0.675 
 
 0.625 
 0.575 
 
 0.525 
 0.475 
 
 0.600 
 0.550 
 
 0.500 
 
 0.450 
 
 7 2 %2 
 
 H 
 
 !%2 
 
 H 
 
 35.2 
 33.2 
 
 31.1 
 29.1 > 
 
 26.9 
 
 24.9 
 
 28.8 
 26.9 
 
 24.7 
 
 22.8 
 
 Dimensions of British Standard Sections are indicated in bold type. 
 
 73 
 
CARNEGIE STEEL COMPANY 
 
 .676 
 
 SHIP BUILDING BULB ANGLES— Continued 
 New American Standard Sections — Continued 
 
 .476 
 «■--■ 
 
 .476?" 
 
 B201 
 
 i.675" 
 
 -it, 
 "L-fc 
 
 B203 (BSBA 16) 
 
 i.475"' 
 
 B 209 (BSBA 14) 
 
 i-475" 
 
 -&&- 
 
 J,.J 
 
 B202 
 
 .6751 
 
 B208 
 
 .576"J 
 
 -Ktf- 
 
 .575" 
 
 J 
 
 1.575 
 
 Section 
 Index 
 
 Depth, 
 Inches 
 
 Flange Width, 
 Inches 
 
 ' Web Thickness, 
 Inches 
 
 • Weight 
 per Foot, 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Pounds 
 
 B201 
 
 B 202 
 
 B 203 
 (BSBA 167 
 
 B 208 
 
 B 209 
 (BSBA 14 1 
 
 9.000 
 9.000 
 9.000 
 8.500 
 8.500 
 
 9 
 9 
 9 
 
 8H 
 8M 
 
 3.500 
 3.500 
 3.500 
 3.500 
 3.500 
 
 3K 
 
 3K 
 
 3H 
 3M 
 
 0.675 
 0.625 
 
 0.575 
 0.525 
 
 0.475 
 0.425 
 
 0.575 
 0.5B5 
 
 0.475 
 
 0.425 
 
 % 
 
 37 /64 
 17 /S2 
 
 1 %2 
 
 2 T'64 
 
 30.4 
 ^8.6 
 
 26.6 
 24.8 
 
 22.7 
 20.9 
 
 25.3 
 23.5 
 
 21.6 
 
 19,8 
 
 Dimensions of British Standard Sections are indicated in bold type. 
 
 ~7T 
 
BULB SECTIONS 
 
 .650* 
 
 r 
 
 SHIP BUILDING. BULB ANGLES— Continued 
 New American Standard Sections — Continued 
 
 .55or 
 
 .525 £-^ 
 
 B211 
 
 ,.550* 
 
 -814- 
 
 B214 
 
 ,1.550" 
 
 B217 
 
 ..525" 
 
 B 212 (BSBA 13) 
 
 .450' 
 
 B 215 (BSBA 12) 
 
 .450 \ 
 
 * - 1 
 
 ..450 
 
 rx 
 
 g%'_ 
 
 ~3 
 
 |"*.450" 
 
 Section 
 
 Index 
 
 Depth, 
 Inches 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Weight 
 per Foot, 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Pounds 
 
 B211 
 
 B212 
 (BSBA 13) 
 
 B 214 
 
 •B 215 
 (BSBA 12) 
 
 B 217 
 
 8.500 
 8.500 
 8.000 
 8.000 
 8.000 
 
 8M 
 
 8H 
 
 8 
 
 8 
 
 8 
 
 3.000 
 3.000 
 3.500 
 3.500 
 3.000 
 
 3 
 3 
 
 3H 
 3M 
 3 
 
 0.550 
 0.500 
 
 0.450 
 0.400 
 
 0.550 
 0.500 
 
 0.450 
 0.400 
 
 0.575 v 
 0.525 
 
 S %4 
 
 H 
 
 a %4 
 
 J %2 
 !%2 
 
 23.4 
 
 21.7 
 
 19.8 
 
 18.1 
 
 23.2 
 21.6 
 
 19.6 
 
 18.0 
 
 23.1 
 21.4 
 
 Dimensions of British Standard Sections are indicated in bold type. 
 
 75 
 
CARNEGIE STEEL , COMPANY 
 
 .525 
 
 f— 
 
 SHIP BUILDING BULB ANGLES— Continued 
 New American Standard Sections — Continued 
 
 B 2L8 (BSBA 11) 
 
 .425" 
 
 :.425° 
 
 .525r>->i 
 
 B 220 
 
 B223 
 
 1.525" 
 
 1 7 y/ 
 
 4.--T 
 
 8 
 
 , :— -Ttfr- * 
 
 B 221 (BSBA 10) 
 
 .425" 
 
 7%- 
 
 B 224 (BSBA 9) 
 .425"! 
 
 r 
 
 ('-1.425" 
 
 < W£ ^ 
 
 Section 
 
 Depth, 
 Inches 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches ' 
 
 Weight 
 per Foot, 
 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Pounds 
 
 B 218 
 (BSBAIl) 
 
 B 220 
 
 B 221 
 (BSBAIO) 
 
 B 223 
 
 B224 
 (BSBA 9) 
 
 8.000 
 7.500 
 7.500 
 7.500 
 7.500 
 
 8 
 714 
 
 3.000 
 3.500 
 3.500 
 3.000 
 3.000 
 
 3 
 
 3*! 
 
 3 
 3 
 
 0.475 
 0.425 
 
 0.575 
 0.525 
 
 0.475 
 0.425 
 
 0.525 
 0.475 
 
 0.425 
 
 0.375 
 
 !%2 
 
 ma 
 ma 
 
 m-2 
 
 2 %i 
 Vs 
 
 19.6 
 18.0 
 
 22.8 
 21.2 
 
 19.4 
 17.8 
 
 20.3 ,. 
 
 18.8 
 
 17.1 
 
 15.6 
 
 Dimensions of British Standard Sections are indicated in bold type. 
 
BULB SECTIONS 
 
 SHIP BUILDING BULB ANGLES— Continued H- B2B " 
 New American Standard Sections — Continued (^ 
 
 .425'"! 
 
 .400 
 
 B 227 (BSBA 8) 
 
 i.425" 
 
 B 230 (BSBA 7) 
 
 ! .400" 
 
 T 
 
 B226 
 
 .5251 
 
 B229 
 
 ■500; 
 
 - 7 »- 
 
 B 233 (BSBA 6) 
 
 .4001 
 
 -6%-'—- -- 
 
 "S 
 
 ^.500" 
 
 _> 
 
 k->;.400 
 
 ; Section 
 Index 
 
 Depth, 
 Inches 
 
 Flange Width, 
 Inches 
 
 "Web Thickness, 
 Inches 
 
 Weight 
 per Foot, 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Pounds, 
 
 B 226 
 
 B 227 
 (BSBA 8) 
 
 B 229 
 
 B 230 
 (BSBA 7) 
 
 B 233 
 (BSBA 6) 
 
 7.000 
 7.000 
 7.000 
 7.000 
 6.500 
 
 7 
 7 
 7 
 7 
 6M 
 
 3.500 
 3.500 
 3.000 
 3.000 
 3.500 
 
 3M 
 
 3 
 3 
 3J^ 
 
 0.525 
 0.475 
 
 0.425 
 0.375 
 
 0.500 
 0.450 
 
 0.400 
 
 0.350 
 
 0.400 
 0.350 
 
 "/S2 
 
 % 
 
 2 %4 
 
 20.0 
 18.6 
 
 16.8 
 
 15.3 
 
 18.4 
 16.9 
 
 15.3 
 
 13.9- 
 
 15.0' 
 13.6 
 
 Dimensions of British Standard Sections are indicated in bold type. 
 
CARNEQIE STEEL COMPANY 
 
 .475" 
 
 SHIP BUILDING BULB ANGLES— Continued 
 New American Standard Sections — Continued 
 
 B 236 (BSBA 5) 
 
 .375"' 
 
 T 
 
 ■t Lloyd 
 
 '.475" 
 
 .475" 
 
 jl 
 
 
 f 
 
 
 
 
 
 
 <t Lloyd 
 
 
 
 ( V 
 
 .375"= 
 
 J 
 
 
 I 
 
 
 
 + 
 
 
 
 * 
 
 6 ? 
 
 
 - 
 
 ^.375" < 
 
 B241 
 
 i.475" 
 
 .375 
 
 B242 (BSBA 4 ) 
 A .375"! 
 
 Section 
 Index 
 
 Depth, 
 Inches 
 
 Flange Width, 
 Inches 
 
 Web Thickness. 
 Inches 
 
 Weight 
 per Foot, 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Pounds. 
 
 B 236 
 (BSBA 5) 
 
 i Lloyd 
 
 TLloyd 
 
 B 241 
 
 B 242 
 (BSBA 4) 
 
 6.500 
 
 6.000 
 6.000 
 6.000 
 
 6.000 
 
 s 6M 
 
 8 
 6 
 6 
 
 6 
 
 3.000 
 
 3.500 
 3.500 
 3.000 
 
 3.000 
 
 3 
 
 3K 
 314 
 3 
 
 3 
 
 0.425 
 0.375 
 0.350 
 
 0.475 
 0.425 
 
 0.375 
 
 0.350 
 
 0.525 
 0.475 
 
 0.425 
 0.375 
 0.350 
 
 2 %4 
 
 !%2 
 2T /64 • 
 
 H 
 
 !%2 
 2 %4 
 
 H 
 
 15.0 ' 
 
 13.6 
 
 12.9 
 
 16.4 
 14.8 
 
 13.4 
 
 12.8 
 
 16.8 
 15.6 
 
 14.1 
 12.8 
 12.2 
 
 -fRolled by Pencoyd Iron Works -(60A). 
 Dimensions of British Standard Sections are indicated in bold type. 
 
 78 
 
BULB SECTIONS 
 
 450' SHIP BUILDING BULB ANGLES— Concluded 
 
 .325 
 
 . r* 
 
 New American Standard Sections — Concluded 
 
 B244 
 
 1.450* 
 
 .360 
 
 :£3 
 
 t ha* 
 
 B251 (BSBA 2) 
 
 B 245 (BSBA 3) 
 
 - .350*; 
 
 -5%- 
 
 K- g ."_ ;4 i 
 
 .25 1 
 
 St 
 
 i-31 
 
 *B143 
 
 ■■24* 
 
 Miscellaneous Sections 
 
 ^rn^ r -_ *B144 
 
 . 7J | 1 f\ *? 
 
 .23' 
 
 .281 
 
 4%-- — 
 
 .19-* 
 
 r 
 
 .193. 
 
 *B14S *| 
 
 *B146 
 
 .185, 
 
 i 
 
 Li?. 
 
 *bi47 
 
 I, \^L *J 
 
 Section 
 Index 
 
 Depth, 
 
 Inches 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Weight 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Pounds 
 
 B 244 
 
 5.500 
 
 5H 
 
 3.000 
 
 3 
 
 0.500 
 0.450 
 0.400 
 
 !%2 
 
 15.1 
 13.9 
 12.5 
 
 B 245 
 (BSBA 3) 
 
 5.500 
 
 5Y2 
 
 3.000 
 
 3 
 
 0.350 
 0.325 
 0.375 
 
 ma 
 
 % 
 
 11.3 
 
 10.7 
 10.4 
 
 B 251 
 (BSBA 2) 
 
 5.000 
 
 5 
 
 2.500 
 
 2H 
 
 0.325 
 0.300 
 
 2 Yai 
 
 19 /84 " 
 
 9.3 
 
 8.8 
 
 *B 143 
 
 5.000 
 
 5 
 
 2.500 
 
 2M 
 
 0.240 
 
 H 
 
 8.3 
 
 *B 144 
 
 4.500 
 
 4K 
 
 2.250 
 
 2K 
 
 0.220 
 
 %2 
 
 6.7 
 
 *B 145 
 
 3.000 
 
 3 
 
 2.000 
 
 2 
 
 0.190 
 
 %6 
 
 3.60 
 
 *B 146 
 
 3.000 
 
 3 
 
 1.750 
 
 1% 
 
 0.160 
 
 - %a 
 
 3.25- 
 
 *B 147 
 
 2.500 
 
 2« 
 
 1.500 
 
 IK 
 
 0.150 
 
 %2 
 
 2.66 
 
 ♦Furnished only by special arrangement. 
 Dimensions; of British Standard Sections are indicated in bold type. 
 
 — — ^ 
 
CARNEGIE STEEL COMPANY 
 
 CAR BUILDING BULB ANGLES 
 
 TT\ 
 
 *-lVi«-V/l<> 
 
 ~7\ 
 
 ^ 
 
 . *B124 J*&<>tiZr 
 
 -% 
 
 L 5 
 
 *B122 jtftfjL- 
 
 » 
 
 *-- 
 
 «,*B123 
 
 
 ^ 
 
 \; *' > 
 
 
 + 
 
 V 
 
 
 ---i" + 
 
 Section 
 Index 
 
 Depth, 
 Inches 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Weight 
 per Foot, 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 Pounds 
 
 *B 125 
 *B 124 
 *B 122 
 *B 123 
 
 5.000 
 5.000 
 4.000 
 4.000 
 
 5 
 5 
 4 
 4 
 
 4.500 
 3.500 
 3.500 
 3.500 
 
 4M 
 
 3H 
 3M 
 
 0.438 
 0.375 
 0.500 
 0.375 
 
 % 
 
 19.3 
 
 13.2 
 
 14.3 
 
 ,11.9 
 
 * Furnished only by special arrangement. 
 
 80 
 
CHANNELS 
 
 0.425 
 
 Vi 
 
 STRUCTURAL CHANNELS 
 
 tC 60 
 
 ,* 15.421-- 
 
 ! 0.625" J,0.500* 
 
 n 
 
 I 0.564 
 
 0.686 
 
 0.340 
 
 Section 
 Index 
 
 Depth of 
 Channel, 
 
 Weight 
 per Foot, 
 
 Flange Width, 
 Inches 
 
 ' Web Thickness, 
 Inches 
 
 Inches 
 
 Founds 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 
 
 • 57.7 
 
 " 4.200 
 
 411 
 
 0.700 
 
 a 
 
 
 18 
 
 51.6 
 
 4.100 
 
 4& 
 
 0.600 
 
 s 
 
 TC 60 
 
 45.5 
 
 4.000 
 
 4 
 
 0.500 
 
 
 
 42.5 
 
 3.950 
 
 3Si 
 
 Q.450 
 
 H 
 
 
 
 55.0 
 
 3.818 
 
 3 fi 
 3B 
 
 0.818 
 
 H 
 
 
 
 50.0 
 
 3.720 
 3.622 
 
 0.720 
 
 M 
 
 
 
 45.0 
 
 m 
 
 0.622 
 
 Vs 
 
 C 1 
 
 15 
 
 40.0 
 
 3.524 
 
 345 
 
 0.524 
 
 V, 
 
 
 
 35.0 
 
 3.426 
 
 381 
 
 0.426 
 
 fi 
 
 
 
 33.0 
 
 3.400 
 
 3J? 
 
 0.400 
 
 a 
 
 
 
 50.0 
 
 4.416 
 
 m 
 
 0.791 
 
 n 
 
 
 
 45.0 
 
 4.303 
 
 4SI 
 
 0.678 
 
 33 
 
 
 13 
 
 40.0 
 
 4.190 
 
 4A 
 
 0.565 
 
 A 
 
 tC 20 
 
 37.0 
 
 4.122 
 
 4H 
 
 0.497 
 
 H 
 
 
 
 35.0 
 
 4.077 
 
 4& 
 
 0.452 
 
 II 
 
 
 
 32.0 
 
 4.000 
 
 4 
 
 0.375 
 
 fC 60 is a Ship Building Channel — fC 20 is a Car Building Channel. 
 
 81 
 
CARNEQIE STEEL COMPANY 
 
 STRUCTURAL CHANNELS— Continued 
 
 t 
 
 1 
 1 
 
 V, 
 
 0.30" 
 
 r 
 
 1 
 
 si 
 n 
 
 t 
 
 
 
 tC 170 
 
 1 
 i 
 
 
 h - 50 " 
 
 10.473" ' J. , 
 
 i 
 
 
 
 
 
 ^O.l?" 
 
 C2 / 
 
 1 
 
 U-J0.38" 
 
 J, 0.280" ±1 ^ 
 
 i 
 
 
 
 
 7 
 
 ! 0.650" 
 
 T 
 
 0.750" 
 
 0.280 
 
 0.723" 
 
 ~»l 
 
 C3 
 
 p 8.158"- 
 
 J ,0.34" 
 
 J. 0.240' 
 
 T 
 
 Section 
 
 Depth of 
 Channel, 
 
 Weight 
 per Foot, 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 
 Inches 
 
 Pounds 
 
 Decimal 
 
 Fractional 
 
 Decimal Fractional 
 
 
 
 50.0 
 
 4.140 
 
 4A* 
 
 0.840 JJ 
 
 
 
 48.4 
 
 4.100 
 
 n 
 
 0.800 H 
 0.750 y. 
 
 tO 170 
 
 12 
 
 46.3 
 
 4.050 
 
 
 
 44.3 
 
 4.000 
 
 4 
 
 0.700 « 
 
 
 
 40.0 
 
 3.895 
 
 3§£ 
 
 0.595 
 
 H 
 
 
 
 35.0 
 
 3.773 
 
 3§£ 
 
 0.473 
 
 H 
 
 
 
 40.0 
 
 3.418 
 
 335 
 
 0.758 
 
 3! 
 
 
 
 35.0 
 
 3.296 
 
 m ~ 
 
 0.636 JJ 
 
 02 
 
 12 
 
 30.0 
 
 3.173 
 
 3Ji 
 
 0.513 H 
 
 
 
 25.0 
 
 3.050 
 
 3ft 
 
 0.390 ! M 
 
 
 
 20.5 
 
 2.940 
 
 2!S 
 
 0.280 & 
 
 
 
 35.0 
 
 3.183 
 
 3ft 
 
 0.823 H 
 
 
 
 30.0 
 
 3.036 
 
 3& 
 
 0.676 J? 
 
 C3 
 
 10 
 
 25.0 
 
 2.889 
 
 m 
 
 0.529 U 
 
 
 
 20.0 
 
 2.742 
 
 m 
 
 0.382 11 
 
 
 
 15.0 
 
 2.600 
 
 2JS 
 
 0.240 if 
 
 tC 170 is a Car Building Channel. 
 
 ~8T 
 
CHANNELS 
 
 STRUCTURAL CHANNELS - Continued 
 
 PT 
 
 C4 
 
 ■/I 
 
 W0.33" 
 
 10.230" 
 
 \J 
 
 
 
 - <d 
 
 
 0.280" 
 
 T 
 
 0.697" 
 
 C5 
 
 X 0.220" 
 
 3 
 
 , 
 
 C6 
 
 
 /I 
 
 
 VjO.3!" 
 
 i 0.210" 
 
 
 /_ 
 
 A 
 
 
 
 
 
 
 T 
 
 
 
 0.210 
 
 tA. 
 
 Section 
 Index 
 
 Depth of 
 
 Channel, 
 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 
 
 25.0 
 
 2.815 
 
 21? 
 
 0.615 
 
 IS 
 
 C4 
 
 9 
 
 20.0 
 
 2.652 
 
 m 
 
 0.452 
 
 i! 
 
 15.0 
 
 2.488 
 
 28i 
 
 0.288 
 
 * 
 
 
 
 13.25 
 
 2.430 
 
 2ft 
 
 0.230 
 
 H 
 
 
 
 21.25 
 
 2.622 
 
 2« 
 
 0.582 
 
 H 
 
 
 
 18.75 
 
 2.530 
 
 2H • 
 
 0.490 
 
 li 
 
 C5 
 
 8 
 
 16.25 
 
 2.439 
 
 2ft 
 
 0.399 
 
 H 
 
 
 
 13.75 
 
 2.347 
 
 2Ji 
 
 0.307 
 
 B 
 IS 
 
 
 
 11.25 
 
 2.260 
 
 2Ji 
 
 0.220 
 
 , ft 
 
 
 
 19.75 
 
 2.513 
 
 2|J 
 
 0.633 
 
 Si 
 
 
 
 17.25 
 
 2.408 
 
 2H 
 
 0.528 
 
 H 
 
 C 6 
 
 7 
 
 14.75 
 
 2.303 
 
 ' 2JS 
 
 0.423 
 
 SJ 
 
 
 
 12.25 
 
 2.198 
 
 2J5 
 
 0.318 
 
 ft 
 
 
 
 9.75 
 
 2.090 
 
 2ft 
 
 0.210 
 
 ii 
 
 83 
 
CARNEGIE STEEL COMPANY 
 
 STRUCTURAL CHANNELS— Concluded 
 
 J" 
 
 ^0.12" 
 
 Vi - 30 
 
 C7 
 
 J 
 
 71 
 
 pH 
 
 i 0.200" 
 
 
 i 
 
 *._ 
 
 
 __— — 
 
 
 0.4fl 
 
 r 
 
 m 
 
 I 
 
 i. 
 
 0.11" 
 
 C8 
 
 p 3.609- 
 
 0-29" J.0.190" \l I i 
 
 30.450" 
 
 0.190' 
 
 k S-- 
 
 ->l 
 
 „ C9 
 
 g I \ f— -2-700? 
 til 
 
 ~i ftiso" 
 
 J0-2S" 10.180!^ ,| J. n 
 
 T 
 h i"— 
 
 rH 
 .J. 
 
 0.113" 
 
 C72 
 
 -¥— riO.10" f 
 
 « 1 H — 1.788--*| / 
 
 1 VtMT'jMliU, 
 
 T 10.377' 
 
 ," i 
 
 0.170" 
 
 Section 
 Index ' 
 
 Depth of 
 Channel, 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 -Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 C 7 
 
 O 8 
 C 9 
 C72 
 
 6 
 
 5 
 4 
 3 
 
 15.5 
 
 13.0 
 
 10.5 
 
 8.0 
 
 11.5 
 9.0 
 6.5 
 
 7.25 
 6.25 
 5.25 
 
 6.0 
 5.0 
 4.0 
 
 2.283 
 2.160 
 2.038 
 1.920 
 
 2.037 
 1.890 
 1.750 
 
 1.725 
 1.652 
 1.580 
 
 1.602 
 1.504 
 1.410 
 
 2& 
 
 2 A 
 2,V 
 l« 
 
 2A 
 HI 
 I5i 
 
 1*3 
 
 m 
 
 181 
 
 HS 
 1H 
 
 1M 
 
 0.563 
 0.440 
 0.318 
 0.200 
 
 0.477 
 0.330 
 0.190 
 
 0.325 
 0.252 
 0.180 
 
 0.362 
 0.264 
 0.170 
 
 ft 
 
 ft 
 ft 
 
 H 
 
 n 
 
 li 
 
 ft 
 
 .H 
 
 X 
 
 ft 
 
 11 
 il 
 
 H N 
 
 34 
 
CHANNELS 
 
 
 
 SHIP BUILDING CHANNELS 
 
 
 
 
 r\ 
 
 New American Standard Sections 
 
 ■) 
 
 
 
 
 C 21 (BSC 26) 
 
 <N 
 
 © 
 
 
 
 
 — -*i 
 
 
 
 
 ViO-625" ,1,0.525" 
 
 
 "" 
 
 
 
 
 
 
 0.564 
 
 f\0.425" 
 
 C 171 (BSC 25) 
 
 ,-f- 
 
 10.600" 
 
 J.0.500" 
 
 -12" 
 
 0.686 
 
 
 0.652" 
 
 *■ — 
 
 ti 
 
 0.400" 
 
 
 
 
 ■ 
 
 
 
 C 26 (BSC 21) 
 
 
 <^> 
 
 o 
 
 
 
 
 
 
 T 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 \ |0.575" 
 
 i0.475" 
 
 iJ 
 
 
 
 
 
 
 
 
 
 i. 
 
 
 0.513" 
 
 0.637" 
 
 Section 
 Index 
 
 Depth of 
 
 Channel, 
 
 Inches 
 
 Weight 
 per Foot, 
 Founds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 C 21 
 (BSC 36) 
 
 C 171 
 (BSC 25) 
 
 C 26 
 (BSC 21) 
 
 12 
 12 
 10 
 
 44.4 
 40.3 
 36.2 
 34.2 
 
 40.8 
 36.8 
 32.7 
 30.6 
 
 36.8 
 33.4 
 30.0 , 
 28.3 
 
 4.200 
 4.100 
 4.000 
 3.950 
 
 3.700 
 3.600 
 3.500 
 3.450 
 
 4.200 
 4.100 
 4.000 
 3.950 
 
 41%4 
 4%2 
 
 4 
 3«ye4 
 
 3*%4 
 31%2 
 
 3H 
 
 3 2 %4 
 41%4 
 
 4 
 3ey 6t 
 
 0.725 
 0.625 
 0.525 
 0.475 
 
 0.700 
 0.600 
 0.500 
 0.450 
 
 0.675 
 0.575 
 0.475 
 0.425 
 
 2 %2 
 
 % 
 !%a 
 4 %4 
 
 !%2 
 
 H 
 
 2 %4 
 
 ±%4 
 8 %4 
 
 15 /s2 
 2 %4 
 
 Dimensions and properties of the British Standard Sections are indicated in bold type 
 
 85 
 
CARNEQIE STEEL COMPANY 
 
 SHIP BUILDING CHANNELS— Continued 
 New American Standard Sections — Continued 
 
 
 
 
 
 -h * 
 
 *■— 
 
 T\0.400" 
 
 
 T 
 
 
 
 
 
 \xa 
 
 1 
 
 o 
 o 
 
 CO* 
 
 
 < 
 
 C 27 (BSC 20) 
 7,634- 
 
 ,•0.475 * , 
 
 Id 
 
 * 
 
 
 
 
 
 c 
 
 
 < 
 
 t 
 10^ 
 
 J 
 
 0.522" 
 
 0.628' 
 
 f"" _ rr\0.3BO" 
 
 i 
 
 C 28 (BSC 19) 
 
 7.925"-— 
 
 10.500" 
 
 10.375" 
 
 0.555 
 
 <_ ^o". 
 
 , ^ 
 
 FT\ 
 
 0.400" 
 
 ^ 
 
 C 31 (BSC 18) 
 
 6.616-' 
 
 j, 
 
 i 0.575" 
 
 10.513" 
 
 0.637" 
 
 < y- 
 
 Section 
 
 Depth of 
 
 Channel, 
 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches 
 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 O 27 
 (BSC 20) 
 
 C 28 
 (BSC 19) 
 
 O 31 
 (BSC 18) 
 
 10 
 
 10 
 9 
 
 34.8 
 31.4 
 28.0 
 26.3 
 24.6 
 
 25.1 
 23.4 
 
 21.7 
 
 34.5 
 31.4 
 28.4 
 26.8 
 
 3.700 
 3.600 
 3.500 
 3.450 
 3.400 
 
 3.550 
 3.500 
 3.450 
 
 4.200 
 4.100 
 4.000 ' 
 3.950 
 
 3±%i 
 
 31%2 
 
 3M 
 
 32% 4 
 
 3l% 2 
 
 3»%4. 
 
 3K 
 
 32%4 
 
 41%4 
 4%2 
 
 4 
 
 3°y 01 
 
 0.675 
 0.575 
 0.475 
 0.425 
 0.375 
 
 0.425 
 0.375 
 0.325 
 
 - 0.675 
 0.575 
 0.475 
 0.425 
 
 *%4 
 <»%4 
 *%2 
 
 % 
 
 27 /e4 
 % 
 "Vu, 
 
 *%4 
 s %4 
 !%2 
 2 %4 
 
 Dimensions and properties of the British Standard Sections are indicated in bold type. 
 
CHANNELS 
 
 SHIP BUILDING CHANNELS— Continued 
 New American Standard Sections — Continued 
 
 rr\ 
 
 C 32 (BSC 17) 
 
 _t 6.731-" 
 
 i 0.550" i 0.450" 
 
 0.497 
 
 ri""t 
 
 0.603 
 
 ^0.375" 
 
 
 
 
 
 
 C 36 (BSC 13) 
 
 
 © 
 
 
 ,_* 
 
 
 <M 
 
 
 
 
 
 ViO.525" 
 
 i 0.425" 
 
 \>. , 
 
 
 
 
 
 
 0.471" 
 
 0.579 
 
 " r\0.350" 
 
 * "0.454" 
 
 , C 37 (BSC 12) 
 
 & 5.943-"- *, ' 
 
 10.500" 10.375" i 
 
 >. 
 
 Section 
 Index 
 
 Depth of 
 Channel, 
 
 Inches 
 
 •Weight 
 per Foot, 
 Founds 
 
 Flange Width, 
 Inches . 
 
 Web Thickness, 
 Inches 
 
 Decimal 
 
 Fractional 
 
 Decimal j Fractional 
 
 C 32 
 (BSC 17) 
 
 C 36 
 (BSC 13) 
 
 C 37 
 (BSC 12) 
 
 9 
 8 
 
 8 
 
 31.3 
 28.3 
 25.2 
 23.7 
 
 28.0 
 25.3 
 22.6 
 21.2 
 
 25.3 
 22.6 
 19.9 
 19.2 
 
 18.5 
 
 3.700 
 3.600 
 3.500 
 3.450 
 
 3.700 
 3.600 
 3.500 
 3.450 
 
 3.225 
 3.125 
 3.025 
 3.000 
 2.975 
 
 3*%4 
 
 3i% 2 
 3K 
 
 32%4 
 3*94* 
 
 3i% 2 
 3K 
 
 32%4 
 3%2 
 
 3H 
 3% 2 
 3 
 
 2%! 
 
 0.650 
 0.550 
 0.450 
 0.400 
 
 0.625 - 
 0.525 
 0.425 
 0.375 
 
 0.600 
 0.500 
 0.400 
 0.375 
 0.350 
 
 2 %2 
 
 3B /e* 
 
 2 %4 
 !%2 
 
 % 
 
 2 %t 
 % 
 
 !%2 
 
 H 
 
 »%2 
 
 % 
 
 !VS2 
 
 Dimensions and properties of the British Standard Sections are indicated in bold type. 
 
 87 
 
CARNEGIE STEEL COMPANY 
 
 SHIP BUILDING CHANNELS— Continued 
 New American Standard Sections — Continued 
 
 "* "JOMB" 
 
 0.350 
 
 C 41 (BSC 10) 
 -4.926—— 
 
 : 0.500" 
 
 i 0.400" 
 
 — * » 
 0.554 
 
 C 42 (BSC 9) 
 
 5.041-"-— 
 
 • 0.475" 
 
 J.0.375" 
 
 ~*i T0.429" 
 b-i— a 
 
 rT^O.325 
 
 C 46 (BSC 8) 
 
 / t 
 
 * 4.023- »j 
 
 10.475" '0.375" | 
 
 ^0.420" 
 
 0.300" 
 
 \-~lo.E 
 
 C109 
 
 —4.376— 
 
 f 6.SH>" ) 
 
 10.340" 
 
 0.440 
 
 Section 
 
 Depth of - 
 
 -Channel, 
 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Flange Width, 
 Inches 
 
 Web Thickness,, 
 Inches 
 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 41 
 (BSC 10) 
 
 C42 
 (BSC 9) 
 
 C46 
 (BSC 8) 
 
 O 109 
 
 7 
 
 7 
 
 6 
 6 
 
 24.9 
 22.5 
 20.1 
 18.9 
 
 19.8 
 17.4 
 16.3 
 
 21.9 
 19.8 
 17.8 
 16.8 
 
 15.3 
 
 3.700 
 3.600 
 3.500 
 3.450 
 
 3.100 
 3.000 
 
 2.950 
 
 3.700 
 3.600 
 3.500 
 3.450 
 
 3.500 
 
 3*%4 
 
 3i% 2 
 
 32%4 
 3%2 
 
 3 
 
 2«%4 
 
 3*%4 
 31%2 
 
 32%4 
 
 0.600 
 0.500 
 0.400 
 0.350 
 
 0.475 
 0.375 
 0.325 
 
 0.575 
 0.475 
 0.375 
 0.325 
 
 0.340 
 
 18 /is 
 
 J %2 . 
 
 s /s 
 2 y 4 
 
 a y 8 4 
 
 !%2 
 
 H 
 
 !%2 
 
 Dimensions and properties of the British Standard Sections are indicated in bold type. 
 
CHANNELS 
 
 SHIP BUILDING CHANNELS— Concluded 
 New American Standard Sections — Concluded 
 
 C 48 CBSC 5) 
 
 -5~ 
 
 
 0.S25" 
 
 
 < 
 
 r 
 
 8 
 
 © 
 
 CO 
 
 
 C 47 (BSC 7) 
 
 t 4.041-'- 
 
 tio.47B" :0.375" 
 
 
 © 
 
 
 
 
 
 
 «— 
 
 -...gr 
 
 
 — >1 
 
 4.449-- *|« 
 
 0.375" : 0.313" \J 
 
 0.413 
 
 < 6 'l 
 
 MISCELLANEOUS CAR BUILDING CHANNELS 
 
 '6.406" 
 
 r 
 
 k 
 
 FO 
 
 Ti 
 
 0.25" 
 
 *C 106 
 
 
 
 
 ;|o.25" 
 
 10.375" <■, 
 
 
 1 
 
 
 
 
 
 
 
 "-5%--- 
 
 -4l 
 
 07500" 
 
 ~T^ 
 
 °- 19 " C 200 
 
 ^" 
 
 
 2.395--—, 
 
 tlO-28" .;0.S0tJ. . 
 
 
 
 
 *-- 
 
 -4-" 
 
 -* 
 
 0.469 
 
 mi9"*C220 
 
 
 1 h 2.402----; 
 
 
 C|0.38" ;0.39<d 
 
 
 
 "i_,"£375" 
 
 0.438 
 
 
 0.31R 
 
 ro0.13," h 
 
 — * 
 
 1 *C190 
 
 u 
 
 1 
 
 s 
 
 I *~i.m"~-, 
 
 
 VlO.25" i0.2^, . 
 
 * 
 
 
 438 
 
 .,,-"- -J 
 
 Section 
 Index 
 
 Depth of 
 Channel, 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Flange Width, 
 Inches 
 
 Web Thickness, 
 Inches ' 
 
 Decimal 
 
 Fractional 
 
 Decimal 
 
 Fractional 
 
 C 47 
 (BSC 7) 
 
 C 48 
 (BSC 5) 
 
 6 
 6 
 
 16.2 
 
 14.9 i 
 
 13.3 
 12.0 
 
 3.000 
 
 2.938 
 
 2.563 
 2.500 
 
 3 
 
 2%o 
 2^ ' 
 
 0.37S 
 0.313 
 
 0.375 
 0.313 
 
 % 
 
 H 
 
 W.6 
 
 Dimensions of British Standard Sections are indicated in bold type. 
 
 MISCELLANEOUS CAR BUILDING CHANNELS 
 
 *C 106 
 
 5M 
 
 . 17.0 
 
 3.500 
 
 314 
 
 0.375 
 
 H 
 
 *C 20P 
 
 4 
 
 13.6/ 
 
 2.500 
 
 2H 
 
 0.500 
 
 a 
 
 *C220 
 
 4 
 
 10.1 
 
 2.087 
 
 2% 3 
 
 0.394 
 
 25 / M . 
 
 *C 190 
 
 3 
 
 7.1 
 
 1.984 
 
 1°%4 
 
 0.250 
 
 J€ 
 
 *Furnished only by special arrangement. 
 
CARNEGIE STEEL COMPANY 
 
 t-V 
 
 A 113 
 
 to 
 A 103 
 
 EQUAL ANGLES 
 
 EE3 
 
 K 
 
 LU 
 
 
 i%" 
 
 A 86 
 
 to 
 
 A 88 
 
 J %" 
 
 
 *A94 
 to 
 
 *A17 
 
 ~W 
 
 
 Size, 
 
 Thickness, 
 
 Weight per Foot, 
 
 
 Inches 
 
 Inches 
 
 Pounds 
 
 A 113 
 
 8x8 
 
 IK 
 
 56.9 
 
 A 112 
 
 8x8 
 
 1A 
 
 54.0 
 
 ' A 111 
 
 8x8 
 
 1 
 
 51.0 
 
 A 110 
 
 8x8 
 
 iS 
 
 48.1 
 
 A 109 
 
 8x8 
 
 Vs 
 
 45.0 
 
 A 108 
 
 8x8 
 
 a 
 
 42.0 
 
 A 107 
 
 8x8 
 
 k 
 
 38.9 
 
 A 106 
 
 8x8 
 
 a 
 
 35.8 
 
 A 105 
 
 8x8 
 
 % 
 
 32.7 
 
 A 104 
 
 8x8 
 
 A 
 
 29.6 
 
 A 103 
 
 8x8 
 
 H 
 
 26.4 
 
 A 86 
 
 6x6 
 
 1 
 
 37.4 
 
 A 87 
 
 6x6 
 
 1! 
 
 35.3 
 
 A 1 
 
 6x6 
 
 k 
 
 33.1 
 
 A 2 
 
 6x6 
 
 a 
 
 31.0 
 
 A 3 
 
 6x6 
 
 Vi 
 
 28.7 
 
 A 4 
 
 6x6 
 
 11 
 
 26.5 
 
 A 5 
 
 6x6 
 
 v% 
 
 24.2 
 
 A 6 
 
 6x6 
 
 A 
 
 21.9 
 
 A 7 
 
 6x6 
 
 H 
 
 19.6 
 
 A 8 
 
 6x6 
 
 1'a 
 
 17.2 
 
 A 88 
 
 6x6 
 
 % 
 
 14.9 
 
 *A 94 
 
 5x5 
 
 1 
 
 30.6 
 
 *A 95 
 
 , 5 *x 5 
 
 % 
 
 28.9 
 
 *A -9 / 
 
 5x5 
 
 2,7.2 
 
 *A 10 
 
 5x5 
 
 il 
 
 25.4 
 
 *A 11 
 
 5x5 
 
 H 
 
 23.6 
 
 *A 12 
 
 5x5 
 
 u 
 
 21.8 
 
 *A 13 
 
 5x5 
 
 % 
 
 20.0 
 
 *A 14 
 
 5x5 
 
 ft 
 
 18.1 
 
 *A 15 
 
 5x5 
 
 a 
 
 16.2 
 
 *A 16 
 
 5x5 
 
 7 
 
 14.3 
 
 *A 17 
 
 5x5 
 
 % 
 
 12.3 
 
 * Special, see page 58. 
 
 90 
 
ANGLES 
 
 EQUAL ANGLES— Continued 
 
 
 • 4"- * 
 
 I 
 
 
 ) 
 
 * 
 
 *...! 
 
 *A 18 
 
 to 
 *A284 
 
 - 3>fe— - 
 
 I 
 
 
 ■ 
 
 
 
 * A 26 
 
 to 
 *A285 
 
 
 ^ 
 
 ' 
 
 *A34 
 to 
 A 40 
 
 Section Index 
 
 •■ Size, 
 Inches 
 
 Thickness, 
 Inches 
 
 Weight per Foot, 
 Pourids 
 
 *A 18 
 
 4x4 
 
 a 
 
 19.9 
 
 A 19 
 
 4x4 
 
 H 
 
 18.5 
 
 A 20 
 
 4 x 4 ^ 
 
 a 
 
 17.1 
 
 A 21 
 
 4x4 
 
 % 
 
 15.7 
 
 A 22 
 
 4x4 
 
 ft 
 
 14.3 
 
 A 23 
 
 4x4 
 
 ^ 
 
 12.8 
 
 A 24 
 
 4x4 
 
 ' ft 
 
 11.3 
 
 A 25 
 
 4x4 
 
 H 
 
 9.8 
 
 A 90 
 
 4x4 
 
 ft 
 
 8.2 
 
 *A284 
 
 4x4 
 
 Ji 
 
 6.6 
 
 *A 26 
 
 3^x3^ 
 
 H 
 
 17.1 
 
 *A 27 
 
 3V 2 x ZVi 
 
 U 
 
 16.0 
 
 *A 28 
 
 33^x3^ 
 
 « 
 
 14.8 
 
 A 29 
 
 3^x3^ 
 
 M 
 
 13.6 
 
 A 30 
 
 3Kx3H 
 
 A 
 
 12.4 
 
 A 31 
 
 3V2XZV 2 
 
 H 
 
 11.1 
 
 A 32 
 
 3^x3H 
 
 ft 
 
 9.8 
 
 A 33 
 
 3^x3^ 
 
 J< 
 
 8.5/ 
 
 A 99 
 
 3K x 3K 
 
 A 
 
 7.2 
 
 *A285 
 
 3Hx3K 
 
 Ji 
 
 5.8 
 
 *A 34 
 
 3x3 
 
 % 
 
 11.5 
 
 *A 35 
 
 3x3 
 
 A 
 
 10.4 
 
 A 36 
 
 3x3 
 
 ^ 
 
 9.4 
 
 A 37 
 
 3x3 
 
 ft 
 
 8.3 
 
 A 38 
 
 3x3 
 
 J« 
 
 7.2 
 
 A 39 
 
 3x3 
 
 n . 
 
 6.1 
 
 A 40 
 
 3x3 
 
 H 
 
 4.9 
 
 * Special, see page 58. 
 
 ~ST~ 
 
CARNEGIE STEEL COMPANY 
 
 EQUAL ANGLES— Concluded 
 
 X 
 
 ■2Mt- 
 
 T % 
 
 * A 46 
 
 to 
 *A504 
 
 „-— 2"-'— — 
 
 T...U 
 
 *A56 
 
 to 
 *A506 
 
 
 Hi" 
 
 * A 61 
 
 to 
 *A507 
 
 —IX--. 
 
 *A X 66 
 
 to 
 A 102 
 
 
 * *A7 
 
 t— 1/ frt 
 
 ,70 
 . to 
 *A73 
 
 _L 
 
 % 
 
 *A78 
 . to 
 *A80 
 
 Section Index 
 
 Size, 
 Inches 
 
 Thickness, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 *A 46 
 
 2HX2M 
 
 X 
 
 7.7 
 
 A 47 
 
 2^x2^ 
 
 ft 
 
 6.8 
 
 A 48 
 
 2i4 x 2)4 
 
 'A 
 
 5.9 
 
 A" 49 
 
 2^x2^ 
 
 ' P. 
 
 1? 
 
 A 50 
 
 2Hx2}£ 
 
 A 100 
 
 2^x2H 
 
 ft 
 
 3.07 
 
 *A504 
 
 2^x2K 
 
 y% 
 
 2.08 
 
 *A 56 
 
 2x2 
 
 * 
 
 5.3 
 
 A 57 
 
 2x2 
 
 k /■ 
 
 4.7 
 
 A 58 
 
 2x2 
 
 a 
 
 3.92 
 
 A 59 
 
 2x2 
 
 K 
 
 3.19 
 
 A 60 
 
 2x2 
 
 ft 
 
 2.44 
 
 *A506 
 
 2x2 
 
 H 
 
 1.65 
 
 *A 61 
 
 VAxlH 
 
 ft 
 
 4.6 
 
 *A 62 
 
 lMxlM 
 
 % 
 
 3.99 
 
 *A 63 
 
 l%xlH 
 
 ft 
 
 3.39 
 
 *A 64 
 
 l?ixlM 
 
 H 
 
 2.77 
 
 *A 65 
 
 lKxlM 
 
 ft 
 
 2.12 
 
 *A507 
 
 lKxlM 
 
 H 
 
 1.44 
 
 *A 66 
 
 Wi 1H 
 
 % 
 
 3.35 
 
 A 67 
 
 l^x IK 
 
 ft 
 
 2.86 
 
 A 68 
 
 lMxiH 
 
 M 
 
 2.34 
 
 A 69 
 
 i«i iH 
 
 ft 
 
 1.80 
 
 A 102 
 
 Wi 1H 
 
 y% 
 
 1.23 
 
 *A 70 
 
 IX x ljf 
 
 ft 
 
 2.33 
 
 *A 71 
 
 lJi x lJi 
 
 X 
 
 1.92 
 
 *A 72 
 
 WiW 
 
 ft 
 
 1.48 
 
 *A 73 
 
 lJixlM 
 
 K 
 
 1.01 
 
 *A 78 
 
 lxl 
 
 M 
 
 1.49 
 
 *A 79 
 
 lxl 
 
 ft 
 
 1.16 
 
 *A 80 
 
 lxl 
 
 H 
 
 0.80 
 
 * Special, see page 58. 
 
 92 
 
ANQLES 
 
 UNEQUAL ANGLES 
 
 6 — - 
 
 n. 
 
 (....; Vi 
 
 V 
 
 * A 138 
 
 to 
 *A 139 
 
 
 s\ „ t 
 
 3f" 
 
 y 2 " ! Ho 
 
 *A320 
 
 to 
 *A329 
 
 3X". 
 
 L 
 
 C 1 %" t %" 
 
 * A 150 
 
 to 
 
 * A 310 
 
 Section Index 
 
 Size, 
 Inches 
 
 Thickness, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 *A138 
 
 8x6 
 
 1 
 
 44.2 
 
 *A137 
 
 8x6 
 
 H 
 
 41.7 
 
 *A136 
 
 8x6 
 
 39.1 
 
 *A135 
 
 8x6 
 
 s 
 
 36.5 
 
 *A 134 
 
 8x6 
 
 33.8 
 
 *A133 
 
 8x6 
 
 
 31.2 
 
 *A 132 
 
 8x6 
 
 ^1 
 
 28.5 
 
 *A131 
 
 8x6 
 
 ft 
 
 25.7 
 
 *A 130 
 
 8x6 
 
 23.0 
 
 *A 139 
 
 8x6 
 
 ft 
 
 20.2 
 
 *A320 
 
 8x3« 
 
 l 
 
 35.7 
 
 *A321 
 
 8 x3K 
 
 8 
 
 33.7 
 
 *A322 
 
 8x3X 
 
 31.7 
 
 *A323 
 
 8 x3H 
 
 H 
 
 29.6 
 
 *A324 
 
 8 x3H 
 
 27.5 
 
 *A325 
 
 8x3^ 
 
 g 
 
 25.3 
 
 *A326 
 
 8 x3H 
 
 23.2 
 
 *A327 
 
 8 x3H 
 
 ft 
 
 21.0 
 
 *A328 
 
 8x3^ 
 
 k 
 
 18.7 
 
 *A329 
 
 8x3^ 
 
 ft 
 
 16.5 
 
 *A150 
 
 7 x3H 
 
 1 
 
 32.3 
 
 *A 151 
 
 7 x3H 
 
 8 
 
 30.5 
 
 *A152 
 
 7 x3M 
 
 28.7 
 
 *A153 
 
 7 x3H 
 
 9 
 
 26.8 
 
 *A154 
 
 7x3!^ 
 
 24.9 
 
 *A155 
 
 7 x3J^ 
 
 8 
 
 23.0 
 
 *A156 
 
 7 x3H 
 
 21.0 
 
 *A157 
 
 7 x3H 
 
 ft 
 
 19.1 
 
 *A158 
 
 7 x3H 
 
 17.0 
 
 *A 159 
 
 7x3^ 
 
 ft . 
 
 15.0 
 
 *A310 
 
 7 x3J^ 
 
 13.0 
 
 * Special, see page 68. 
 
 93 
 
CARNEGIE STEEL COMPANY 
 
 UNEQUAL ANGLES— Continued 
 
 L-U 
 
 CIZ^\ 
 
 % 
 
 *A89 
 
 to 
 
 A 168 
 
 — | 
 
 t_ 
 
 %T^ 
 
 
 Y 
 
 *A92 
 
 to 
 *A301 
 
 -i — 
 
 Jfc 
 
 3 
 
 ■Jy»' '» 
 
 *A178 
 
 to 
 *A186 
 
 
 m- 
 
 \ 
 
 
 Section Index 
 
 Size, 
 
 Thickness, 
 
 Weight per Foot, 
 
 
 Inches 
 
 Inches 
 
 Founds 
 
 *A 89 
 
 6x4 
 
 1 
 
 30.6 
 
 *A 91 
 
 6x4 
 
 u 
 
 28.9 
 
 A 160 
 
 6x4 
 
 Vs 
 
 27.2 
 
 A 161 
 
 6x4 
 
 a 
 
 25.4 
 113.6 
 
 A 162 
 
 6x4 
 
 n 
 
 A 163 
 
 6x4 
 
 n 
 
 21.8 
 
 A 164 
 
 6x4 
 
 % 
 
 20.0 
 
 A 165 
 
 6x4 
 
 A 
 
 18.1 
 
 A 166 
 
 6x4 
 
 H 
 
 16.2 
 
 A 167 
 
 6x4 
 
 A 
 
 14.3 
 
 A 168 
 
 6x4 
 
 % 
 
 12.3. 
 
 *A 92 
 
 6 x zy 2 
 
 1 1 
 
 28.9 
 
 *A 93 
 
 6 x 3K 
 
 II 
 
 27.3 
 
 A 169 
 
 6 x zy 2 
 
 25.7 
 
 A 170 
 
 6 x 3M 
 
 it 
 
 24.0 
 
 A 171 
 
 6 x zy 2 
 
 % 
 
 22.4 
 
 A 172 
 
 6x3"^ 
 
 Ji 
 
 20.6 
 
 A 173 
 
 6 s3M 
 
 % 
 
 18.9 
 
 A 174 
 
 6 x 3H 
 
 A 
 
 17.1 
 
 A 175 
 
 6 x 3H 
 
 M 
 
 15.3 
 
 A 176 
 
 6 x 3H 
 
 ft 
 
 13.5 
 
 A 177 
 
 6 x 3H 
 
 H 
 
 11.7 
 
 *A301 
 
 6 x Z]4 
 
 A 
 
 9.8 
 
 *A178 
 
 5x4 
 
 Vt 
 
 24.2 
 
 *A 179 , 
 
 5x4 
 
 18- 
 
 22.7 
 
 *A 180 
 
 5x4 
 
 X 
 
 21.1 
 
 *A181 
 
 5x4 
 
 « 
 
 19.5 
 
 *A182 
 
 5x4 
 
 N 
 
 17.8 
 
 *A183 
 
 5x4 
 
 ft 
 
 16.2 
 
 *A184 
 
 5x4 
 
 K 
 
 14.5 
 
 *A 185 
 
 5x4 
 
 ft 
 
 12.8 
 
 *A 186 
 
 5x4 
 
 H 
 
 11.0 
 
 ♦Special, Bee page 58. 
 
 ~m~ 
 
ANGLES 
 
 UNEQUAL ANGLES— Continued 
 
 ■3J4 
 
 (CIk. t Mo" 
 
 *A187 
 to 
 A 96 
 
 3 
 
 ? 3 ! 
 
 *A196 
 
 to 
 A 280 
 
 ^ 
 
 1 I 
 
 "A 204 
 
 to 
 *A97 
 
 — 3%- — 
 
 _i 
 
 <J«' T «.' 
 
 *A212 
 ' to 
 *A98 
 
 Section Index 
 
 Size, ' 
 
 Thickness, 
 
 Weight per Foot, 
 
 
 Inches 
 
 Inches 
 
 Pounds 
 
 *A187 
 
 5 x 3K 
 
 H 
 
 22.7 
 
 *A188 
 
 5 x 3M 
 
 21.3 
 
 A 189 
 
 5 x 3'A 
 
 % 
 
 19.8 
 
 A 190 
 
 5 x zy 2 
 
 H 
 
 18.3 
 
 A 191 
 
 5 x 3K 
 
 H 
 
 16.8 
 
 A 192 
 
 5 x 3M 
 
 ft 
 
 15.2 
 
 A 193 
 
 5 x 3H 
 
 X 
 
 13.6 
 
 A 194 
 
 5 UX 
 
 ft 
 
 12.0 
 
 A 195 
 
 5 x3X 
 
 X 
 
 10.4 
 
 A 96 
 
 5 x 3A 
 
 ft 
 
 8.7 
 
 ,*A 196 
 
 5x3 
 
 H 
 
 19.9 
 
 *A 197 
 
 5x3 
 
 H 
 
 18.5 
 
 A 198 
 
 5x3 
 
 H 
 
 17.1 
 
 A 199 
 
 5x3 
 
 >% 
 
 15.7 
 
 A 200 
 
 5x3 
 
 ft 
 
 14.3 
 
 A 201 
 
 5x3 
 
 H 
 
 12.8 
 
 A 202 
 
 5x3 
 
 ft 
 
 11.3 
 
 A 203 
 
 5x3 
 
 H 
 
 9.8 
 
 A 280 
 
 5x3 
 
 ft 
 
 8.2 
 
 *A204 
 
 4H x 3 
 
 « 
 
 18.5 
 
 *A205 
 
 4H x 3 
 
 M 
 
 17.3 
 
 ■ *A 206 
 
 4K x 3 
 
 ft 
 
 16.0 
 
 *A 207 
 
 4H x 3 
 
 H 
 
 14.7 
 
 . *A 208 
 
 i\i x 3 
 
 ft 
 
 13.3 
 
 *A 209 
 
 4M x 3 
 
 M 
 
 11.9 
 
 *A210 
 
 4H x 3 
 
 ft 
 
 10.6 
 
 *A211 
 
 4H x 3 
 
 % 
 
 9.1 
 
 *A 97 
 
 4^ x 3 
 
 ft 
 
 7.7 
 
 *A212 
 
 4 x 3H 
 
 H 
 
 18.5 
 
 *A213 
 
 4 x 3M 
 
 M 
 
 17.3 
 
 *A214 
 
 4x3^ 
 
 ft 
 
 16.0 
 
 *A215 
 
 4x3^ 
 
 k 
 
 14.7 
 
 *A216 
 
 4 x 3H 
 
 ft 
 
 13.3 
 
 *A217 
 
 4 x 3H 
 
 h 
 
 11.9 
 
 *A218 
 
 4x3^ 
 
 ft 
 
 10.6 
 
 *A219 
 
 4 x 3H 
 
 K 
 
 9.1 
 
 *A '98 
 
 4 x3)i 
 
 ft 
 
 7.7 
 
 ♦Special, see page 58. 
 
 95 
 
CARNEGIE STEEL COMPANY 
 
 UNEQUAL ANGLES— Continued 
 
 ... 2%" -— ; 
 
 Z) 
 
 '.!%" 1W'« 3- -> 
 
 * A 220 i 
 
 to ! 
 
 *A 283^ 
 
 CT> 
 
 TW 
 
 * A 229 
 
 to 
 *A286 
 
 PvJ T %" r 2% 
 
 *A 238 ; 
 
 ' to .: 
 
 A 245 « 
 
 1 — ,, *,,„ « 
 
 *A 252 S 
 
 to 
 
 A 257 V 
 
 
 ^-1 
 
 
 fJ^i'i Th" 
 
 
 *A258 
 
 to 
 *A262 
 
 
 
 Section Index 
 
 Size, 
 Inches 
 
 Thickness 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 *A220 
 
 4x3 
 
 II 
 
 17.1 
 
 *A221 
 
 4x3 
 
 16.0 
 
 *A222 
 
 4x3 
 
 it 
 
 14.8 
 
 A 223 
 
 4x3 
 
 13.6 
 
 A 224 
 
 4x3 
 
 A 
 
 12.4 
 
 A 225 
 
 4x3 
 
 H 
 
 11.1 
 
 A 226 
 
 4x3 
 
 ft 
 
 9.8 
 
 A 227 
 
 4x3 
 
 8.5 , 
 
 A 228 
 
 4x3 
 
 A 
 
 7.2 
 
 *A283 
 
 4x3 
 
 K 
 
 5.8 
 
 *A229 
 
 3'A* 3 
 
 II 
 
 15.8 
 
 *A230 
 
 ,3^x 3 
 
 14.7 
 
 *A231 
 
 3Xx 3 
 
 II 
 
 13.6 
 
 *A232 
 
 3^x 3 
 
 12.5 
 
 A 233 
 
 3Hx 3 
 
 A 
 
 11.4 
 
 A 234 
 
 3^2 x 3 
 
 H 
 
 10.2 
 
 A 235 
 
 3^x 3 
 
 A 
 
 9.1 
 
 A 236 
 
 3Hx 3 
 
 7.9 
 
 A 237 
 
 3 l Ax 3 
 
 A 
 
 6.6 
 
 *A286 
 
 3Hx 3 
 
 M 
 
 5.4 
 
 *A238 
 
 3J4X2H 
 
 ti, 
 
 12.5 
 
 *A239 
 
 3<Ax2yi 
 
 M 
 
 11.5 
 
 *A240 
 
 3]4 x 2H 
 
 A 
 
 10.4 
 
 A 241 
 
 3Mx2>^ 
 
 k 
 
 9.4 
 
 A 242 
 
 3Mx2K 
 
 A 
 
 8.3 
 
 A 243 
 
 3Kjx2K 
 
 Jl 
 
 7.2 
 
 A 244 
 
 3M x 2K 
 
 A 
 
 6.1 
 
 A 245 
 
 3K x 2H 
 
 M 
 
 4.9 
 
 *A252 
 
 3x2M 
 
 A 
 
 9.5 
 
 *A253 
 
 3x2)j 
 
 54 
 
 8.5 
 
 A 254 
 
 3x2^ 
 
 A 
 
 7.6 
 
 A 255 
 
 3x2}^ 
 
 6.6 
 
 A 256 
 
 3 x 2J4 
 
 A 
 
 5.6 
 
 A 257 
 
 3 xZ)4 
 
 X 
 
 4.5 
 
 *A 258 
 
 3x2 
 
 H 
 
 7.7 
 
 *A259 
 
 3x2 
 
 ft 
 
 6.8 
 
 *A 260 
 
 3x2 
 
 5.9 
 
 *A261 
 
 3x2 
 
 § 
 
 5.0 
 
 *A262 
 
 3x2 
 
 4.1 
 
 ♦Special, seepage 58. 
 
 96 
 
ANGLES 
 
 UNEQUAL ANGLES— Concluded 
 
 - 2- 
 
 >? 
 
 *A264 
 
 to 
 *A523 
 
 
 TS /l6" 
 
 * A 610 
 
 to 
 
 * A 612 
 
 -1W~. 
 
 I i 
 
 M4e" 
 
 *A270 
 
 to 
 *A275 
 
 --1H-- 
 
 i_ 
 
 Mfc" 
 
 *A631 
 
 to 
 *A525 
 
 ,—H 
 
 *A646 
 
 and 
 *A645 
 
 * A 618 
 
 * t0 
 *A620 
 
 I-114- 
 
 V 16 
 
 *A670 
 
 to 
 *A624 
 
 Section Index 
 
 Size, 
 Inches 
 
 Thickness, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 *A264 
 
 2^x 2 
 
 x 
 
 6.8 
 
 *A265 
 
 2Hx 2 
 
 A 
 
 6.1 
 
 A-266 
 
 2J^x 2 
 
 % 
 
 5.3 
 
 A 267 
 
 2Hx 2 
 
 A 
 
 4.5 
 
 A 268 
 
 2^x 2 
 
 X 
 
 3.62 
 
 A 269 
 
 2Hx 2 
 
 A 
 
 2.75 
 
 *A523 
 
 2>^x 2 
 
 M 
 
 1.86 
 
 *A610 
 
 2^xlJ^ 
 
 A 
 
 3.92 
 
 *A 611 
 
 2^xlH 
 
 H 
 
 3.19 
 
 *A612 
 
 2HxlM 
 
 A 
 
 2.44 
 
 *A270 
 
 2Jixl^ 
 
 M 
 
 5.6 
 
 *A271 
 
 2MxlH 
 
 A 
 
 5.0 
 
 *A272 
 
 2JixlH 
 
 N 
 
 4.4 
 
 *A273 
 
 2«x 1H 
 
 A 
 
 3.66 
 
 *A274 
 
 2«stt 
 
 X 
 
 2.98 
 
 *A275 
 
 2MxlH 
 
 A 
 
 2.28 
 
 *A631 
 
 2x1^ 
 
 % 
 
 3.99 
 
 *A614 
 
 2 xlH 
 
 A 
 
 3.39 
 
 *A615 
 
 2x1^ 
 
 M 
 
 2.77 
 
 ' *A616 
 
 2 xlH 
 
 A 
 
 2.12 
 
 *A525 
 
 2 xlH 
 
 H 
 
 1.44 
 
 *A646 
 
 2 x IK 
 
 M 
 
 2.55 
 
 *A645 
 
 2 x 1M 
 
 A 
 
 1.96 
 
 *A618 
 
 15ixlM 
 
 « 
 
 2.34 
 
 *A619 
 
 l«x IX 
 
 A 
 
 1.80 
 
 *A620 
 
 lJixlJi 
 
 H 
 
 1.23 
 
 *A670 
 
 lHxIJi 
 
 A 
 
 2.59 
 
 *A623 
 
 lJ^XlJi 
 
 X 
 
 2.13, 
 
 *A624 
 
 lHx IX 
 
 A 
 
 1.64 
 
 * Special, see page 58. 
 
 97 
 
CARNEGIE STEEL COMPANY 
 
 <t 
 
 
 
 -4 
 
 
 "*M 
 
 
 
 ? 
 
 
 — ~S 
 
 %6 
 
 0«"' 
 
 t 
 
 * 
 
 
 
 
 T 1 
 
 
 
 
 Mi 
 
 £- 
 
 
 -3 %-----, 
 
 
 
 s 
 
 1 
 
 T 3 
 
 E 
 
 T 7 
 
 EQUAL TEES 
 
 3: 
 
 
 + 
 
 „ 4 : 
 
 T40 
 
 -^ 
 
 
 _U_i 
 
 T2 
 
 -.45^ 
 ■ 3K" 
 
 —%^- 
 
 "Wft 
 
 s 
 
 t 
 
 —9tf~ 
 
 T4 
 
 Ui 
 
 4.J 
 "1 
 
 T6 
 
 
 y f 
 
 ;^ — 1 
 
 T9 
 
 — %■ 
 
 He 
 
 Section 
 
 Size, Inches 
 
 Thickness, Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Index 
 
 Flange 
 
 Stem 
 
 Flange 
 
 Stem 
 
 T40 
 
 6^ 
 
 6K 
 
 0.40 to 0.55 
 
 0.45 
 
 19.8 
 
 T 1 
 
 4 
 
 4 
 
 H to »Aa 
 % to %o 
 
 M to »Ao 
 
 13.5 
 
 T 2 
 
 4 
 
 4 
 
 % to '/io 
 
 10.5 
 
 T 3 
 
 3K 
 
 3^ 
 
 i4 to »Ao 
 % to % 
 
 a to % 
 
 11.7 
 
 T 4 
 
 3H 
 
 3H 
 
 ^ to %fS 
 
 9.2 
 
 T 6 
 
 3 
 
 3 
 
 H to »Ao 
 
 'A to %o 
 
 9.9 
 
 T 7 
 
 3 
 
 3 
 
 •We to H 
 
 7 /ie to a 
 
 8.9 
 
 T 8 
 
 3 
 
 3 
 
 H to 'As 
 
 % to % e 
 
 7.8 
 
 T 9 
 
 3 
 
 3 
 
 Me toM 
 
 %o to% 
 
 6.7 
 
 98 
 
TEES 
 
 EQUAL TEES— Concluded 
 
 ,. 
 
 2y 4 ':-„ 
 
 eg 
 
 % 
 
 # i_ 
 
 T12 
 
 ! 
 
 4 
 
 
 
 >w 
 
 
 t 1 
 
 •an i 
 
 .: 6?"" 
 i 
 
 4 
 
 T 16 
 
 ■ 
 
 V 
 
 tzmic 
 
 .* lW-'-* 
 
 = f" 
 
 it 19 
 
 : ^ 7 / 32 
 
 T20 
 
 if 
 
 S3? 
 
 T21 
 
 
 M, 'SfTifi 
 
 yr" 
 
 ~ 3 /£ 
 
 T22 
 
 Section 
 
 Size, Inched 
 
 Thickness, Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Index 
 
 Flange 
 
 Stem 
 
 Flange 
 
 Stem 
 
 T10 
 
 2H 
 
 2M 
 
 «to A 
 
 H to A 
 
 6.4 
 
 T 11 
 
 2M 
 
 2H 
 
 Ato^ 
 
 AtoM 
 
 5.5 
 
 T12 
 
 2M 
 
 2M 
 
 AtoK 
 
 AtoM 
 
 4.9 
 
 T 13 
 
 2M 
 
 2« 
 
 Jito A 
 
 Mto A 
 
 4.1 
 
 T14 
 
 2 
 
 2 
 
 AtoK 
 
 Ato% 
 
 4.3 
 
 T15 
 
 2 
 
 2 
 
 a to a 
 
 Mto A 
 
 3.56 
 
 T16 
 
 1M 
 
 1M 
 
 Jito A 
 
 Mto A 
 
 3.09 
 
 T 17 
 
 l« 
 
 1H 
 
 M to& 
 
 H to A 
 
 2.47 
 
 T 18 
 
 IK 
 
 IK 
 
 A to A 
 
 A to A 
 
 1.94 
 
 T 19 
 
 1M 
 
 1M 
 
 M to A 
 
 Mto A 
 
 2.02 
 
 T20 
 
 l« 
 
 1M 
 
 A to A 
 
 A to A 
 
 1.59 
 
 T21 
 
 1 
 
 1 
 
 A to A 
 
 A to A 
 
 1.25 
 
 T22 
 
 1 
 
 1 
 
 Hto A 
 
 Hto* 
 
 0.89 
 
 99 
 
CARNEGIE STEEL COMPANY 
 
 UNEQUAL TEES 
 
 r 6 _> 
 
 -r-^-x. 
 
 T50 
 
 -m — -, 
 
 ~n< 
 
 n: 
 
 T 54 
 
 —»/£■ 
 
 -4%- "V 
 
 
 T 53 
 
 'fir 
 
 2-f 
 
 Section 
 
 Size, Inches 
 
 Thickness, Inches 
 
 Weight 
 
 per Foot, 
 
 Founds > 
 
 Index 
 
 Flange 
 
 Stem 
 
 Flange 
 
 Stem 
 
 |T 50 
 (T51 
 T 52 
 T54 
 T53 
 
 5 
 5 
 
 4A 
 
 4X 
 
 3 
 
 3 
 3 
 
 *$to & 
 % to A 
 A to A 
 Vs to A 
 
 SSto^ 
 
 a to » 
 
 H to% 
 Vs to A 
 Ato% 
 
 11.5 
 10.9 
 15.7 
 9.8 
 84 
 
 J^"toA". and stem 3)^"; weight 13.6 lbs. per foot. 
 H"toA"i and stem 2^"; weight 13.0 lbs. per foot. 
 
 t T 50 can be rolled with 
 i T 51 can be rolled with 
 
 100 
 
TEES 
 
 UNEQUAL TEES— Continued 
 
 r 
 
 
 
 m 
 
 ' i :i 
 
 i *■ 
 
 S? 1 S! 
 
 \ 
 
 
 \ 
 
 
 T56, 
 
 
 
 
 % 
 
 *- 
 
 •-4*4- 
 
 "^ 
 
 
 ^fl- 
 
 3_j£ 
 
 T55 
 
 -J% 
 
 _L.__ t 
 
 TB7 
 
 Yi; 
 
 r& 
 
 13- 
 
 T58 
 
 ^& 
 
 -%^ 
 
 j a 
 
 r* 
 
 T59 
 
 i« t-4-- 
 
 ^S? 
 
 s 
 
 -1H" 
 
 T60 
 
 Section 
 
 Size, Inches 
 
 Thickrteaa, Inches 
 
 Weight 
 
 per Foot, 
 
 Pounds 
 
 Index 
 
 Flange 
 
 Stem 
 
 Flange 
 
 Stem 
 
 T56 
 
 4M 
 
 2H 
 
 Nto A 
 
 %to A 
 
 9.2 
 
 T55 
 
 4K 
 
 2M 
 
 AtoK 
 
 AtoM 
 
 7.8 
 
 T57 
 
 4 
 
 5 
 
 Hto A 
 
 Hto A 
 
 15.3 
 
 T58 
 
 4 
 
 5 
 
 Mto A 
 
 «to A 
 
 11.9 
 
 T59 
 
 4 
 
 4^ 
 
 Mto A 
 
 Mto A 
 
 14.4 
 
 T60 
 
 4 
 
 4H 
 
 M to A 
 
 Mtoft 
 
 11.2 
 
 101 
 
CARNEGIE STEEL COMPANY 
 
 UNEQUAL TEES— Continued 
 
 r" -I- 
 
 L - J n 
 
 V 
 
 
 CO 
 
 
 T61 
 
 i 
 
 - 
 
 ~%" 
 
 
 ■■ 
 
 
 t ! 5j 
 
 I t 
 
 JZ 
 
 
 V "? 
 
 
 T66 
 
 t 
 
 
 
 -J ~%" 
 
 
 
 ; 
 
 s t«i 
 
 1 t 
 
 ^ 
 
 ^ 
 
 JOS 
 
 ca 
 
 T65 
 
 t 
 
 t 
 
 
 
 
 ... IMe" 
 -3%-'--— 
 
 _i..5J 
 
 
 T67 
 
 - ■-% 
 
 Section 
 
 Size, Inches 
 
 Thickness, Inches 
 
 Weight 
 
 Index 
 
 Flange 
 
 Stem 
 
 Flange 
 
 Stem 
 
 Pounds 
 
 T61 
 T44 
 T62 
 T63 
 T64 
 T65 
 T66 
 T67 
 
 4 
 
 4 
 
 4 
 
 4 
 
 4 
 
 4 
 
 3K 
 
 3^ 
 
 3 
 
 3 
 
 2H 
 
 2K 
 
 2 
 
 2 
 
 4 
 
 4 
 
 Mto A 
 Ato« 
 V% to A 
 A to K 
 Hto A 
 Ato^ 
 J^to A 
 «to A 
 
 Mto A 
 Ato« 
 % to A 
 A to M 
 Htq A 
 A toH 
 Hto A 
 % to A 
 
 9.2 
 7.8 
 8.5 
 7.2 
 7.8 
 6.7 
 12.6 
 9.8 
 
 102 
 
TEES 
 
 UNEQUAL TEES— Continued 
 
 * 
 
 31/0 
 
 — >, 
 
 1 
 
 a? 1 
 
 T ^ 
 
 te 
 
 08" 
 
 CO 
 
 
 T69 
 
 * - 
 
 1A 
 
 „ 
 
 f 3%-- 
 
 T70 
 
 , 3% „ 
 
 ! 5 I 5 1 ,n 
 
 
 .* 1 « 
 
 n 
 
 m^ T 
 
 M 
 
 
 T71 
 
 t 
 
 % 
 
 « 
 
 "Vs^ 
 
 ji g sS 
 
 T73 
 
 -%* 
 
 -1 
 
 T76 
 
 Section 
 
 Size, Inches 
 
 Thickness, Inches 
 
 Weight 
 
 per Foot, 
 
 Pounds 
 
 Index 
 
 Flange 
 
 Stem 
 
 Flange 
 
 Stem 
 
 T69 
 
 3H 
 
 3 
 
 Hto A 
 
 Hto A 
 
 10.8 
 
 T70 
 
 3H 
 
 3 
 
 Hto A 
 
 Hto A 
 
 8.5 
 
 T71 
 
 3H 
 
 3 
 
 AtoM 
 
 H 
 
 7.5 
 
 T72 
 
 3 
 
 4 
 
 Hto A 
 
 Hto A 
 
 11.7 
 
 T73 
 
 3 
 
 4 
 
 A to H 
 
 AtoJ^ 
 
 10.5 
 
 T74 
 
 3 
 
 4 
 
 Hto A 
 
 Hto A 
 
 9.2 
 
 T75 
 
 3 
 
 3H 
 
 Hto A 
 
 Hto A 
 
 10.8 
 
 T76 
 
 3 
 
 3H 
 
 Ato^ 
 
 Ato^ 
 
 9.7 
 
 T77 
 
 3 
 
 3H 
 
 Hto A 
 
 Hto A 
 
 8.5 
 
 103 
 
CARNEGIE STEEL COMPANY 
 
 UNEQUAL TEES— Concluded 
 
 -2% 1 I 
 
 3J7UI 
 
 -I 
 
 J T 86' 
 
 Wi 
 
 
 T 519 
 
 I— -1%-Hj 
 
 Vfc' ^ $ No.7 
 
 (-U4-- 1 . 
 
 T 605 
 
 I *T 
 
 M" 
 
 «f 
 
 Section 
 
 Size, Inches 
 
 Thickness, Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Index 
 
 Flange 
 
 Stem 
 
 Flange 
 
 Stem 
 
 T78 
 
 3 
 
 2X 
 
 %to ft 
 
 »A to A 
 
 7.1 
 
 T79 
 
 3 
 
 2X 
 
 ft to% 
 
 Ato« 
 
 6.1 
 
 T82 
 
 2X 
 
 3 
 
 Ktoft 
 
 Kto ft 
 
 7.1 
 
 T83 
 
 2X 
 
 3 
 
 ft to% 
 
 AtoM 
 
 6.1 
 
 T86 
 
 2X 
 
 IX 
 
 A, to A 
 
 A to ft 
 
 2.87 
 
 T87 
 
 2 
 
 IX 
 
 Jito A 
 
 5ito A 
 
 3.09 
 
 T519 
 
 IX 
 
 2 
 
 A to M 
 
 A to H 
 
 2.45 
 
 T605 
 
 IX 
 
 IX 
 
 Mto ft 
 
 HtoA 
 
 1.25 
 
 *T603 
 
 IX 
 
 % 
 
 No. 9 
 
 K to No. 7 
 
 0.88 
 
 * Furnished only by special arrangement. 
 
 104 
 
TEES 
 
 MISCELLANEOUS TEES 
 
 
 *.T 156 
 
 _ 4-,— 
 
 <| 
 
 
 %s 
 
 ...JW? '* 
 
 ¥\ 
 
 ^ 
 
 tf 
 
 Vi~ 
 
 1/ 
 
 , 2=-'— - 
 
 I 
 
 _i 
 
 
 
 
 
 
 *T 158 
 
 4 
 
 T-^S/li— + 
 
 3? 
 
 \L.T 
 
 
 Section 
 
 Size, Inches 
 
 Thickness, Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Index 
 
 Flange 
 
 Stem 
 
 Flange 
 
 Stem 
 
 *T 156 
 *T 157 
 *T158 
 
 4 
 3 
 
 i 3 
 
 2M 
 2« 
 
 See cut 
 See cut 
 See cut 
 
 Ktoy 2 
 
 %6 t5 Tic 
 
 %6 tO %6 
 
 ' 11.3 
 7.3 
 7.0 
 
 * Furnished only by special arrangement. 
 
 105 
 
CARNEGIE STEEL COMPANY 
 
 ZEES 
 
 c 
 
 1_ 
 
 •3H- 
 
 ~~2 9 /£S 
 
 1\ 
 
 Z 6 
 
 'Hi' 
 
 L 
 
 i 
 
 -354- 
 
 3 ! 
 
 Z 5 
 
 -%' 
 
 • 5 /lG 
 
 
 -2'Jie" 
 
 Z 4 
 
 - 6 / 16 
 
 ■SYi- 
 
 Section" 
 
 Size, Inches 
 
 - Thickness, 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Index 
 
 Flange 
 
 Web 
 
 Flange 
 
 Z3 
 
 3% 
 3ft 
 3^ 
 
 ey a 
 
 6ft 
 6 
 
 3% 
 3ft 
 3>i 
 
 
 34.6 
 32.0 
 29.4 
 
 Z2 
 
 3% 
 3ft 
 3K 
 
 ey s 
 
 6ft 
 6 
 
 3« 
 3ft 
 3*3 
 
 II 
 ft 
 
 28.1 
 25.4 
 22.8 
 
 Zl 
 
 35< 
 3ft 
 3H 
 
 6ft 
 6 
 
 3^ 
 
 3ft 
 3% 
 
 * 
 
 21.1 
 
 18.4 
 15.7 
 
 Z6 
 
 3% 
 3 iff 
 3M 
 
 5H 
 
 5ft 
 o 
 
 3% 
 3ft 
 3£ 
 
 1* 
 
 28.4 
 26.0 
 23.7 
 
 Z5 
 
 3« 
 
 514 
 5ft 
 o 
 
 3% 
 
 5* 
 ft 
 
 22.6 
 20.2 
 17.9 
 
 Z4 
 
 3H 
 
 5H 
 5ft 
 5 
 
 3« 
 1ft 
 
 H 
 
 ft 
 
 16.4 
 14.0 
 11.6 
 
 106 
 
ZEES 
 
 ZEES^-Conchided 
 
 
 J_ 
 
 V - 6 /l6 *$ 
 
 — &£-■ 
 Z9 
 
 j. r 
 
 i 
 
 _L 
 
 <"««" 
 
 £? 
 
 ■~2%- 
 
 Z 8 
 
 «-%« 
 
 
 '-4i« 
 
 -213/16— -J 
 
 Z 7 
 
 -:— SHg 
 
 -SMe- 
 
 " 6 /l6 *& j 
 
 -— -2«£— * 
 
 -44" Z 12, 
 
 L-i— 3 i/i 6 '- — j 
 
 _L 
 
 31 
 
 A ' 6 /16" «£ 
 
 ■— -2«6-— • 
 
 Hi" Z 11 
 
 (- 
 
 
 2?£— , 
 
 -54" Z 10 
 
 -2% 
 
 V 2«/ 16 - 
 
 -2%- 
 
 
 -i%- 
 
 "Z 14 
 
 
 
 
 1 
 
 
 
 , 
 
 
 
 
 r-- 6 /i6 
 
 
 s: ! 
 
 
 
 h 
 
 
 *Z 
 
 15 
 
 U-i-2%6— -J 
 
 
 i 
 
 
 j 
 
 5 !U 
 
 -u" 
 
 *Z 16 
 
 r j 
 
 
 
 
 Section 
 
 Size, Inches 
 
 Thickness, 
 Inches 
 
 Weight 
 
 per Foot, 
 
 Pounds 
 
 Index 
 
 Flange 
 
 Web 
 
 Flange 
 
 Z 9 
 
 1ft 
 3ft 
 
 1* 
 
 1ft 
 3ft 
 
 ft 
 
 23.0 
 20.9 
 18.9 
 
 Z 8 
 
 fft 
 3ft 
 
 4M 
 4ft 
 4 
 
 1ft 
 3ft 
 
 ft 
 ft 
 
 18.0 
 15.9 
 13.8 
 
 Z 7 
 
 1ft * 
 
 3ft 
 
 4H 
 1* 
 
 1ft 
 3ft 
 
 % 
 
 ft 
 
 12.5 
 
 10.3. 
 
 8.2 
 
 Z12 
 
 2»i 
 
 2« , 
 
 3ft 
 
 2Jf 
 
 2*4 
 
 § 
 
 14.3 
 12.6 
 
 Zll 
 
 2« 
 
 2« 
 
 3ft 
 3 
 
 1% 
 
 2*4 
 
 ft 
 
 11.5 
 9.8 
 
 ZIO 
 
 2Ji 
 2ii 
 
 3ft 
 3 
 
 2K 
 2*4 
 
 ft 
 
 8.5 
 6.7 
 
 *Z14 
 
 *Z15 
 
 > *Z16 
 
 1% 
 1% 
 1% 
 
 4M 
 3H 
 3H 
 
 2ft 
 
 2ft . 
 
 
 9.2 
 8.6 
 4.8 
 
 * Furnished only by special arrangement. 
 
 107 
 
CARNEQIE STEEL COMPANY 
 
 UNITED STATES STEEL SHEET PILING 
 
 Section Index 
 
 Width, 
 
 Inches 
 
 Web Thickness, 
 Inches 
 
 Weight per Foot, 
 Founds 
 
 M 105 
 M 104 
 M 103 
 
 13 X 
 
 13 X 
 
 QX 
 
 X 
 
 % 
 
 X 
 
 42.5 
 
 38 
 
 16 
 
 This Company manufactures Friestedt Interlocking Channel Bar Piling and Symmetrical 
 Interlock Channel Bar Filing, in addition to United States Steel Sheet Filing. Full information as' 
 to the properties and uses of these sections is given in a separate pamphlet entitled "Steel Sheet 
 Piling.* 
 
 108 
 
FLOOR PLATES 
 
 TROUGH PLATES 
 
 CORRUGATED PLATES 
 
 |«- 2%"- 
 
 1 2 8^ 6 - 
 
 M33 
 
 - — *&~ 
 
 £ 
 
 k--l%-*i 
 
 Section 
 
 Width, 
 
 Depth, 
 
 Thickness, 
 
 Weight per Foot, 
 
 Index 
 
 Inches 
 
 Inches 
 
 Inches 
 
 Pounds 
 
 *M 14 
 
 9 J* 
 
 3M 
 
 k 
 
 23.2 
 
 *M 13 
 
 9Vz 
 
 3M 
 
 Wo 
 
 21.4 
 
 *M 12 
 
 9^ 
 
 3% 
 
 % 
 
 19.7 
 
 *M 11 
 
 9H 
 
 3% 
 
 °A« 
 
 18.0 
 
 *M 10 
 
 9Y 2 
 
 3H 
 
 K 
 
 16.3 
 
 *M 35 
 
 12Wo 
 
 2% 
 
 J* 
 
 23.7 
 
 *M 34 
 
 12% 
 
 2i%e 
 
 %0 
 
 20.8 
 
 *M 33 
 
 12% a 
 
 2M 
 
 % 
 
 f 17.8 
 
 *M 32 
 
 8M 
 
 1H 
 
 M 
 
 12.0 
 
 *M 31 
 
 8% 
 
 1%6 
 
 %6 
 
 10.1 
 
 *M 30 
 
 SVi 
 
 1J* 
 
 M 
 
 8.1 
 
 * Furnished only by special arrangement. 
 
 109 
 
CARNEQIE STEEL COMPANY 
 
 CHECKERED PLATE 
 
 Section at Rib 
 
 Section 
 
 Thickness, 
 Inches 
 
 Width and Length, Inches 
 
 Weight per 
 
 Square Foot, 
 
 Pounds 
 
 Index 
 
 6tollJ£ 
 
 12 to 48 
 
 48H to 60 
 
 M 54 
 
 H 
 
 120 
 
 240 
 
 240 
 
 21.4 
 
 M 53 
 
 %« 
 
 120 
 
 240 
 
 240 
 
 18.9 
 
 M 52 
 
 % 
 
 120 
 
 240 
 
 240 
 
 16.3 
 
 M 51 
 
 Ho 
 
 120 
 
 240 
 
 240 
 
 13.8 
 
 M 50 
 
 'A 
 
 120 
 
 240 
 
 240 
 
 11.2 
 
 M49 
 
 %e 
 
 120 
 
 180 
 
 
 8.7 
 
 Checkered plates of greater lengths than shown in the above table may be submitted for special 
 consideration. 
 
 110 
 
FLAT ROLLED STEEL 
 
 RECTANGULAR AND CIRCULAR PLATES— Carbon Steel 
 
 SHEARED PLATES, THREE-SIXTEENTH INCHES AND UNDER, EXTREME SIZES 
 
 Thickness, 
 
 Weight, 
 Lbs. per 
 
 
 Widths and Lengths 
 
 in Inches 
 
 
 
 Inches, 
 
 
 
 
 
 
 
 
 Diameter, N 
 
 B. W. G. 
 
 Sq. Ft. 
 
 74 
 
 72 
 
 70 
 
 68 
 
 66 
 
 64 
 
 60 
 
 Inches 
 
 %o 
 
 7.65 
 
 200 
 
 220 
 
 240 
 
 250 
 
 270 
 
 320 
 
 375 
 
 77 
 
 *No. 8 
 
 6.73 
 
 
 200 
 
 210 
 
 216 
 
 230 
 
 260 
 
 280 
 
 74 
 
 *No. 9 
 
 6.04 
 
 
 
 160 
 
 170 
 
 190 
 
 220 
 
 240 
 
 70 
 
 *No. 10 
 
 5.47 
 
 
 
 
 144 
 
 170 
 
 200 
 
 230 
 
 68 
 
 * H 
 
 5.10 
 
 
 
 
 
 140 
 
 150 
 
 160 
 
 66 
 
 *No. 11 
 
 
 
 
 
 
 140 
 
 150 
 
 160 
 
 66 
 
 *No. 12 
 
 
 
 
 
 
 120 
 
 130 
 
 144 
 
 64 
 
 Thickness, 
 
 Weight, 
 
 
 
 
 
 
 
 
 
 Inches, 
 
 Lbs. per 
 
 54 
 
 48 
 
 42 
 
 36 
 
 30 
 
 24 
 
 
 
 B. W. G. 
 
 Sq. Ft. 
 
 
 
 
 
 
 
 
 
 %« 
 
 7.65 
 
 400 
 
 400 
 
 400 
 
 375 
 
 375 
 
 400 
 
 
 77 
 
 *No. 8 
 
 6.73 
 
 300 
 
 340 
 
 350 
 
 350 
 
 350 
 
 340 
 
 
 74 
 
 *No. 9 
 
 6.04 
 
 280 
 
 300 
 
 310 
 
 330 
 
 330 
 
 280 
 
 
 70 
 
 *No. 10 
 
 5.47 
 
 240 
 
 260 
 
 270 
 
 300 
 
 300 
 
 260 
 
 
 68 
 
 * y» 
 
 5.10 
 
 200 
 
 220 
 
 230 
 
 260 
 
 260 
 
 260 
 
 
 66 
 
 *No. 11 
 
 
 200 
 
 220 
 
 230 
 
 260 
 
 260 
 
 260 
 
 
 66 
 
 *No. 12 
 
 
 180 
 
 200 
 
 220 
 
 240 
 
 240 
 
 240 
 
 
 64 
 
 Rectangular Plates %o" thick, over 74" wide and Circular Plates $4e" thick, over 77" diameter 
 can be furnished to gage only and only under certain conditions. Such sizes should be submitted for 
 special consideration. 
 
 ♦Plates under % 6 " thick are furnished only by special arrangement. Plates lighter than 
 3's" should be specified to gage only. 
 
 Plates of greater dimensions than shown in above table, may be submitted for special consideration. 
 
 RECTANGULAR UNIVERSAL PLATES— Carbon Steel 
 
 UNIVERSAL MILL PLATES, ONE-FOURTH INCH AND OVER, EXTREME SIZES 
 
 Thick- 
 
 Weight, 
 
 Widths and Lengths in Inches 
 
 ness, 
 
 Lbs. per 
 Sq. Ft. 
 
 
 
 
 
 
 
 
 
 
 
 
 Inches 
 
 48-46 
 
 45-41 
 
 40-36 
 
 35-31 
 
 30-26 
 
 25-20 
 
 19-17 
 
 16-15 
 
 14-12 
 
 11 
 
 10-6J 
 
 M 
 
 10.20 
 
 
 
 
 
 
 1020 
 
 1020 
 
 1020 
 
 1020 
 
 540 
 
 540 
 
 %6 
 
 12.75 
 
 1020 
 
 1020 
 
 1140 
 
 1260 
 
 1320 
 
 1320 
 
 1080 
 
 1080 
 
 1080 
 
 600 
 
 600 
 
 % 
 
 15.30 
 
 1200 
 
 1200 
 
 1320 
 
 1380 
 
 1380 
 
 1380 
 
 1080 
 
 1080 
 
 1080 
 
 900 
 
 840 
 
 Tie 
 
 17.85 
 
 1320 
 
 1320 
 
 1380 
 
 1380 
 
 1380 
 
 1380 
 
 1080 
 
 1080 
 
 1080 
 
 900 
 
 840 
 
 %a 
 
 20.40 
 
 1380 
 
 1380 
 
 1380 
 
 1380 
 
 1380 
 
 1380 
 
 1080 
 
 1080 
 
 1080 
 
 1020 
 
 840 
 
 22.95 
 
 1380 
 
 1380 
 
 1380 
 
 1380 
 
 1380 
 
 1380 
 
 1080 
 
 1080 
 
 1080 
 
 1020 
 
 840 
 
 Yi 
 
 25.50 
 
 1380 
 
 1380 
 
 1380 
 
 1380 
 
 1380 
 
 1380 
 
 1080 
 
 1080 
 
 1080 
 
 1020 
 
 840 
 
 %, 
 
 30.60 
 
 1353 
 
 1357 
 
 1363 
 
 1372 
 
 1380 
 
 1380 
 
 1080 
 
 1080 
 
 1080 
 
 900 
 
 840 
 
 Va 
 
 35.70 
 
 1160 
 
 1163 
 
 1169 
 
 1177 
 
 1188 
 
 1203 
 
 1080 
 
 1080 
 
 1080 
 
 900 
 
 840 
 
 1 
 
 40.80 
 
 1015 
 
 1018 
 
 1023 
 
 1030 
 
 1039 
 
 1052 
 
 1080 
 
 1080 
 
 1080 
 
 900 
 
 840 
 
 IK 
 
 45.90 
 
 903 
 
 905 
 
 910 
 
 916 
 
 924 
 
 936 
 
 1080 
 
 1080 
 
 1080 
 
 840 
 
 840 
 
 1M 
 
 51.00 
 
 812 
 
 814 
 
 818 
 
 824 
 
 832 
 
 842 
 
 1071 
 
 1080 
 
 1080 
 
 840 
 
 840 
 
 m 
 
 56.10 
 
 738 
 
 740 
 
 744 
 
 749 
 
 756 
 
 766 
 
 973 
 
 1080 
 
 1080 
 
 840 
 
 840 
 
 Hi 
 
 61.20 
 
 677 
 
 679 
 
 682 
 
 687 
 
 693 
 
 702 
 
 892 
 
 1059 
 
 1080 
 
 840 
 
 840 
 
 1% 
 
 66.30 
 
 625 
 
 626 
 
 629 
 
 634 
 
 640 
 
 648 
 
 823 
 
 978 
 
 1080 
 
 840 
 
 840 
 
 1M 
 
 71.40 
 
 580 
 
 581 
 
 584 
 
 588 
 
 594 
 
 601 
 
 765 
 
 908 
 
 1038 
 
 720 
 
 720 
 
 i-Vi 
 
 76.50 
 
 541 
 
 543 
 
 545 
 
 549 
 
 554 
 
 561 
 
 714 
 
 847 
 
 968 
 
 660 
 
 720 
 
 2 
 
 81.60 
 
 507 
 
 509 
 
 511 
 
 515 
 
 519 
 
 526 
 
 669 
 
 794 
 
 907 
 
 600 
 
 720 
 
 Plates of greater dimensions than shown in above table, may be submitted for special consideration. 
 
 Ill 
 

 
 
 CARNEGIE STEEL COMPANY 
 
 
 
 
 RECTANGULAR AND CIRCULAR PLATES— Carbon Steel 
 
 SHEARED PLATES, ONE-FOURTH INCH AND OVER, EXTREME SIZES 
 
 
 Thick- 
 ness, 
 Inches 
 
 Weight, 
 Lbs. per 
 ■Sq. Ft. 
 
 Widths and Lengths in Inches 
 
 Diam., 
 Inches 
 
 132 
 
 126 
 
 120 
 
 114 
 
 108 
 
 102 
 
 96 
 
 90 
 
 .84 
 
 78 
 
 a 
 
 10.20 
 
 
 
 
 175 
 
 250 
 
 280 
 
 300 
 
 330 
 
 375 
 
 400 
 
 115 
 
 %a. 
 
 12.75 
 
 
 
 240 
 
 270 
 
 320 
 
 360 
 
 380 
 
 420 
 
 440 
 
 460 
 
 120 
 
 % 
 
 15.30 
 
 180 
 
 240 
 
 270 
 
 320 
 
 365 
 
 380 
 
 410 
 
 450 
 
 500 
 
 550 
 
 132 
 
 %« 
 
 17.85 
 
 200 
 
 270 
 
 300 
 
 360 
 
 370 
 
 410 
 
 430 
 
 460 
 
 510 
 
 550 
 
 132 
 
 k 
 
 20.40 
 
 240 
 
 270 
 
 320 
 
 365 
 
 400 
 
 450 
 
 480 
 
 510 
 
 550 % 
 
 580 
 
 134 
 
 %« 
 
 22.95 
 
 240 
 
 270 
 
 330 
 
 373 
 
 420 
 
 470 
 
 500 
 
 530 
 
 57Q % 
 
 600 
 
 134 
 
 % 
 
 25.50 
 
 240 
 
 300 
 
 350 
 
 390 
 
 450 
 
 500 
 
 520 
 
 540 
 
 600 
 
 620 
 
 134 
 
 w« 
 
 28.05 
 
 240 
 
 300 
 
 360 
 
 420 
 
 450 
 
 500 
 
 520 
 
 540 
 
 600 
 
 620 
 
 134 
 
 K 
 
 30.60 
 
 240 
 
 300 
 
 360 
 
 400 
 
 450 
 
 490 
 
 520 
 
 540 
 
 600 
 
 620 
 
 134 
 
 ls /io 
 
 33.15 
 
 240 
 
 300 
 
 340 
 
 385 
 
 440 
 
 490 
 
 510 
 
 530 
 
 600 
 
 620 
 
 134 
 
 K 
 
 35.70 
 
 240 
 
 300 
 
 330 
 
 375 
 
 440 
 
 480 
 
 510 
 
 530 
 
 600 
 
 620 
 
 134 
 
 1 
 
 40.80 
 
 240 
 
 300 
 
 300 
 
 340 
 
 440 
 
 460 
 
 500 
 
 530 
 
 580 
 
 600 
 
 134 
 
 IK 
 
 45.90 
 
 240 
 
 300 
 
 300 
 
 330 
 
 410 
 
 440 
 
 450 
 
 500 
 
 550 
 
 580 
 
 132 
 
 IK 
 
 51.00 
 
 230 
 
 270 
 
 300 
 
 310 
 
 380 
 
 400 
 
 420 
 
 490 
 
 530 
 
 550 
 
 132 
 
 ik 
 
 61.20 
 
 210 
 
 23Q 
 
 260 
 
 280 
 
 330 
 
 320 
 
 340 
 
 420 
 
 440 
 
 480 
 
 132 
 
 1M 
 
 71.40 
 
 200 
 
 200 
 
 220 
 
 240 
 
 280 
 
 270 
 
 300 
 
 380 
 
 380 
 
 410 
 
 132 
 
 2 
 
 81.60 
 
 180 
 
 180 
 
 190 
 
 210 
 
 240 
 
 240 
 
 260 
 
 320 
 
 330 
 
 360 
 
 132 
 
 2J€ 
 
 91.80 
 
 132 
 
 160 
 
 170 
 
 190 
 
 210 
 
 210 
 
 230 
 
 280 
 
 295 
 
 320 
 
 132 
 
 Thick- 
 ness, 
 Inches 
 
 Weight, 
 Lbs. per 
 Sq. Ft. 
 
 72 
 
 66 
 
 60 
 
 54 
 
 50 
 
 48 
 
 42 
 
 36 
 
 30 
 
 24 
 
 Diam., 
 Inches 
 
 , a 
 
 10.20 
 
 430 
 
 475 
 
 525 
 
 530 
 
 530 
 
 530 
 
 530 
 
 530 
 
 530 
 
 530 
 
 115 
 
 %e 
 
 12.75 
 
 480 
 
 500 
 
 560 
 
 550 
 
 575 
 
 575 
 
 550 
 
 550 
 
 550 
 
 580 
 
 120 
 
 K 
 
 15.30 
 
 600 
 
 600 
 
 620 
 
 620 
 
 620 
 
 620 
 
 600 
 
 580 
 
 600 
 
 600 
 
 132 
 
 Ho 
 
 17.85 
 
 600 
 
 630 
 
 630 
 
 640 
 
 640 
 
 640 
 
 600 
 
 580 
 
 600 
 
 600 
 
 132 
 
 K 
 
 20.40 
 
 610 
 
 630 
 
 630 
 
 640 
 
 640 
 
 640 
 
 600 
 
 580 
 
 630 
 
 600 
 
 134 
 
 %6 
 
 22.95 
 
 620 
 
 640 
 
 640 
 
 640 
 
 640 
 
 640 
 
 600 
 
 580 
 
 630 
 
 600 
 
 134 
 
 « 
 
 25.50 
 
 620 
 
 640 
 
 640 
 
 640 
 
 640 
 
 640 
 
 600 
 
 580 
 
 600 
 
 600 
 
 134 
 
 i^c 
 
 28.05 
 
 620 
 
 640 
 
 640 
 
 640 
 
 640 
 
 640 
 
 600 
 
 580 
 
 600 
 
 580 
 
 134 
 
 K 
 
 30.60 
 
 620 
 
 640 
 
 640 
 
 640 
 
 640 
 
 640 
 
 600 
 
 580 
 
 600 
 
 580 
 
 134 
 
 *%e 
 
 33.15 
 
 620 
 
 640 
 
 640 
 
 640 
 
 640 
 
 640 
 
 600 
 
 580 
 
 570 
 
 550 
 
 134 
 
 K 
 
 35.70 
 
 620 
 
 640 
 
 640 
 
 640 
 
 640 
 
 640 
 
 600 
 
 580 
 
 550 
 
 550 
 
 134 
 
 1 
 
 40.80 
 
 600 
 
 630 
 
 630 
 
 640 
 
 640 
 
 640 
 
 580. 
 
 580 
 
 520 
 
 530 
 
 134 
 
 IK 
 
 45.90 
 
 580 
 
 620 
 
 620 
 
 640 
 
 640 
 
 640 
 
 580 
 
 580 
 
 520 
 
 500 
 
 132 
 
 IK 
 
 51.00 
 
 550 
 
 600 
 
 600 
 
 600 
 
 600 
 
 600 
 
 560 
 
 560 
 
 520 
 
 450 
 
 132 
 
 IK 
 
 61.20 
 
 530 
 
 600 
 
 600 
 
 600 
 
 600 
 
 600 
 
 540 
 
 540 
 
 470 
 
 430 
 
 132 
 
 IK 
 
 71.40 
 
 450 
 
 490 
 
 550 
 
 550 
 
 550 
 
 550 
 
 540 
 
 540 
 
 430 
 
 380 
 
 132 
 
 2 
 
 81.60 
 
 400 
 
 440 
 
 480 
 
 500 
 
 500 
 
 500 
 
 500 
 
 500 
 
 400 
 
 350 
 
 132 
 
 2Ji 
 
 91.80 
 
 350 
 
 390 
 
 420 
 
 450 
 
 450 
 
 450 
 
 450 
 
 450 
 
 300 
 
 200 
 
 132 
 
 Plates 48" wide and u 
 For greater length anc 
 Plates of greater dimei 
 
 nder can also 1 
 
 Universal Mi 
 
 isionsthanshov 
 
 e rolle< 
 1 Sizes, 
 m in ab 
 
 onUn 
 see Un 
 ovetab 
 
 versal Mills. 
 
 veraal Mill Plate Table. 
 
 es may be submitted for special consit 
 
 eration. 
 
 112 
 

 
 
 
 
 FLAT 
 
 ROLLED STEEL 
 
 
 
 
 
 
 
 
 RECTANGULAR PLATES— Nickel Steel 
 
 SHEARED PLATES, ONE-FOURTH INCH AND OVER, EXTREME SIZES 
 
 Thick- 
 ness, 
 Inches 
 
 Widths and Lengths in Inches 
 
 102 
 
 96 
 
 90 
 
 84 
 
 78 
 
 72 
 
 66 
 
 60 
 
 54 
 
 50 
 
 48 
 
 42 
 
 36 
 280 
 
 30 
 260 
 
 24 
 260 
 
 K 
 
 
 
 
 
 
 240 
 
 240 
 
 260 
 
 280 
 
 280 
 
 280 
 
 280 
 
 %d 
 
 
 
 
 
 2fi0 
 
 260 
 
 270 
 
 300 
 
 310 
 
 310 
 
 340 
 
 340 
 
 340 
 
 310 
 
 310 
 
 % 
 
 
 280 
 
 340 
 
 390 
 
 420 
 
 450 
 
 500 
 
 500 
 
 500 
 
 500 
 
 480 
 
 450 
 
 450 
 
 430 
 
 430 
 
 %a 
 
 260 
 
 300 
 
 360 
 
 400 
 
 430 
 
 480 
 
 520 
 
 520 
 
 520 
 
 520 
 
 500 
 
 490 
 
 490 
 
 '480 
 
 480 
 
 M 
 
 270 
 
 320 
 
 380 
 
 420 
 
 460 
 
 485 
 
 520 
 
 520 
 
 520 
 
 520 
 
 500 
 
 490 
 
 490 
 
 480 
 
 480 
 
 %6 
 
 270 
 
 320 
 
 380 
 
 420 
 
 460 
 
 485 
 
 520 
 
 520 
 
 520 
 
 520 
 
 500 
 
 490 
 
 490 
 
 480 
 
 480 
 
 % 
 
 270 
 
 300 
 
 355 
 
 390 
 
 440 
 
 480 
 
 520 
 
 520 
 
 520 
 
 520 
 
 500 
 
 500 
 
 500 
 
 480 
 
 450 
 
 »Wo 
 
 260 
 
 300 
 
 355 
 
 390 
 
 440 
 
 460 
 
 490 
 
 500 
 
 500 
 
 500 
 
 500 
 
 500 
 
 480 
 
 480 
 
 450 
 
 % 
 
 260 
 
 300 
 
 355 
 
 390 
 
 440 
 
 450 
 
 460 
 
 500 
 
 500 
 
 500 
 
 500 
 
 500 
 
 480 
 
 480 
 
 450 
 
 ] %6 
 
 260 
 
 300 
 
 355 
 
 390 
 
 440 
 
 440 
 
 460 
 
 480 
 
 500 
 
 500 
 
 500 
 
 500 
 
 480 
 
 460 
 
 440 
 
 % 
 
 260 
 
 300 
 
 355 
 
 390 
 
 440 
 
 440 
 
 460 
 
 480 
 
 480 
 
 480 
 
 480 
 
 480 
 
 480 
 
 450 
 
 440 
 
 1 
 
 260 
 
 290 
 
 320 
 
 370 
 
 400 
 
 430 
 
 440 
 
 460 
 
 480 
 
 480 
 
 480 
 
 480 
 
 440 
 
 420 
 
 420 
 
 1H 
 
 250 
 
 270 
 
 295 
 
 330 
 
 375 
 
 400 
 
 410 
 
 420 
 
 440 
 
 440 
 
 440 
 
 440 
 
 440 
 
 420 
 
 420 
 
 1M 
 
 240 
 
 260 
 
 290 
 
 315 
 
 330 
 
 350 
 
 360 
 
 380 
 
 390 
 
 400 
 
 400 
 
 420 
 
 420 
 
 400 
 
 400 
 
 . 1^ 
 
 230 
 
 260 
 
 290 
 
 290 
 
 310 
 
 330 
 
 350 
 
 370 
 
 390 
 
 390 
 
 390 
 
 390 
 
 380 
 
 380 
 
 360 
 
 IX 
 
 220 
 
 230 
 
 250 
 
 270 
 
 300 
 
 310 
 
 330 
 
 350 
 
 370 
 
 390 
 
 390 
 
 360 
 
 340 
 
 340 
 
 320 
 
 2 . 
 
 210 
 
 230 
 
 250 
 
 260 
 
 290 
 
 295 
 
 310 
 
 330 
 
 350 
 
 370 
 
 370 
 
 340 
 
 320 
 
 320 
 
 290 
 
 RECTANGULAR PLATES— Nickel Steel 
 
 UNIVEBSAL MILL PLATES, ONE-FOURTH INCH AND OVER, EXTREME SIZES 
 
 Thick- 
 ness, 
 Inches 
 
 Widths and Lengths in Inches 
 
 48-46 
 
 45-41 
 
 40 ; 36 
 
 35-31 
 
 30-26 
 
 25-20 
 
 19-17 
 
 16-15 
 
 14-15 
 
 11 
 
 10-6 J 
 
 X 
 
 
 
 
 
 
 
 660 
 
 660 
 
 660 
 
 540 
 
 540 
 
 %e 
 
 540 
 
 540 
 
 600 
 
 660 
 
 720 
 
 780 
 
 780 
 
 780 
 
 780 
 
 600 
 
 600 
 
 % 
 
 720 
 
 720 
 
 780 
 
 840 
 
 960 
 
 960 
 
 1020 
 
 1020 
 
 1020 
 
 900 
 
 840 
 
 %e 
 
 840 
 
 840 
 
 960 
 
 1020 
 
 1080 
 
 1080 
 
 1020 
 
 1020 
 
 1020 
 
 900 
 
 840 
 
 y* 
 
 960 
 
 960 
 
 1080 
 
 1140 
 
 1200 
 
 1200 
 
 1020 
 
 1020 
 
 1020 
 
 1020 
 
 840 
 
 9ie 
 
 960 
 
 960 
 
 1080 
 
 1140 
 
 1200 
 
 1200 
 
 1020 
 
 1020 
 
 1020 
 
 1020 
 
 840 
 
 5^ 
 
 900 
 
 900 
 
 1020 
 
 1080 
 
 1140 
 
 1140 
 
 1000 
 
 1000 
 
 1020 
 
 1020 
 
 840 
 
 M 
 
 840 
 
 840 
 
 960 
 
 1020 
 
 1080 
 
 1080 
 
 1000 
 
 1000 
 
 1020 
 
 900 
 
 840 
 
 K 
 
 780 
 
 780 
 
 840 
 
 960 
 
 960 
 
 960 
 
 1000 
 
 1000 
 
 1000 
 
 900 
 
 840 
 
 1 
 
 720 
 
 750 
 
 780 
 
 816 
 
 840 
 
 900 
 
 1000 
 
 1000 
 
 1000 
 
 900 
 
 840 
 
 1H 
 
 640 
 
 667 
 
 693 
 
 725 
 
 744 
 
 800 
 
 1000 
 
 1000 
 
 1000 
 
 840 
 
 840 
 
 1M 
 
 575 
 
 600 
 
 624 
 
 652 
 
 672 
 
 720 
 
 1000 
 
 1000 
 
 1000 
 
 840 
 
 840 
 
 1% 
 
 525 
 
 545 
 
 567 
 
 593 
 
 600 
 
 655 
 
 970 
 
 1000 
 
 1000 
 
 840 
 
 840 
 
 1J* 
 
 480 
 
 500 
 
 520 
 
 544 
 
 540 
 
 600 
 
 890 
 
 1000 
 
 980 
 
 840 
 
 840 
 
 i» 
 
 444 
 
 461 
 
 480 
 
 502 
 
 504 
 
 554 
 
 820 
 
 978 
 
 980 
 
 840 
 
 840 
 
 1% 
 
 410 
 
 428 
 
 445 
 
 466 
 
 480 
 
 514 
 
 765 
 
 908 
 
 980 
 
 720 
 
 720 
 
 i% 
 
 384 
 
 400 
 
 416 
 
 435 
 
 444 
 
 480 
 
 710 
 
 847 
 
 968 
 
 660 
 
 720 
 
 2 
 
 360 
 
 375 
 
 390 
 
 408 
 
 420 
 
 450 
 
 670 
 
 794 
 
 90S 
 
 600 
 
 720 
 
 All sues of Rectangular Nickel Steel Plates given in above tables under W thick should be 
 
 specified to gage only. Plates 0j[' thick and over can be rolled to either gage or weight per square 
 foot. 
 
 113 
 
CARNEGIE STEEL COMPANY 
 
 SQUARE EDGE FLATS 
 
 ^— Width-— 
 
 Thickness 
 
 wide, x any thickness, K". UP to width. 
 
 wide, x any thickness, M" to 3", inclusive. 
 
 wide, x any thickness, W to 2", inclusive. 
 , wide, x any thickness, % 6 " to IK", inclusive. 
 Over VA" to 8", wide, x any thickness, % 6 " to 1" inclusive. 
 Sizes not listed will be considered. 
 
 %" 
 
 to 3", 
 
 Over 3" 
 
 to 5", 
 
 Over 5" 
 
 to 7", 
 
 Over 7" 
 
 to7H' 
 
 NUT STEEL FLATS 
 
 All sizes of Nut Steel Flats within the range of Square Edge Flats can be 
 furnished. Some of the smaller sizes can be furnished in coils. 
 
 BAND EDGE FLATS 
 
 -Width- - 
 
 D'" Thickness 
 
 From ; 
 Over 9 
 
 %", wide, x No. 18 to No. 4 B. W. G. 
 
 7/io". wide, x No. 19 to No. 4 B. W. G. 
 
 y 2 ", wide, x No. 22 to No. 4 B. W. G. 
 
 8/ie" to 1", wide, x No. 23 to No. 4 B. W. G. 
 
 Hie" to 2", wide, x No. 22 to No. 4 B. W. G. 
 
 2%e" to 3",. wide, x No. 21 to No. 1 B. W. G. 
 
 3% e " to 3H". wide, x No. 20 to No. 1 B. W. G. 
 
 3%a'' to 4", wide, x No. 19 to No. 1 B. W. G. 
 
 iVw" to 4W. wide, x No. 18 to No. 1 B. W. G. 
 
 49/V' to 5Via", wide, x No. 17 to No. 1 B. W. G. 
 
 5H" to 6%", wide, x No. 16 to No. 1 B. W. G. 
 
 6i%e" to &/»". wide, x No. 14 to No. 1 B. W. G. 
 
 8iMo" to 9%", wide, x No. 12 to No. 1 B. W. G. 
 
 10)i"> wide, x No. 12 to No. 1 B. W. G. 
 
 " to 9%" intermediate widths can be furnished. 
 
 i" in width, the size listed is the only one which is rolled, but 
 
 intermediate widths will be considered. 
 
 SKELP 
 
 All sizes within the range of Sheared Plates, Universal Mill Plates and 
 Band Edge Flats can be furnished. 
 
 114 
 
MERCHANT BARS 
 
 SQUARES 
 
 ! I | Size 
 
 Size %e" to 2", inclusive, advancing by 64ths. 
 
 Size 2%2'' to 3J4", inclusive, advancing by 32ds. 
 
 Size 3%6" to 5H'\ inclusive, advancing by 16ths. 
 Squares can also be rolled to decimal dimensions, if so arranged. 
 Squares %" and smaller can be furnished in coils. 
 
 ROUND CORNERED SQUARES 
 
 jSize 
 Size H" to %" % inclusive, advancing by 64ths. 
 
 LQ 
 
 ROUNDS 
 
 Qjsize , 
 
 Size %2" to 1%", inclusive, advancing by 64ths. 
 
 Size 1 2 % 2 " to 3H", inclusive, advancing by 32ds. 
 
 Size 3%o" to 7", inclusive, advancing by 16ths. 
 Rounds can also be rolled to decimal dimensions, if so arranged. 
 Bounds %" and smaller can be furnished in coils. 
 
 HALF ROUNDS 
 O 
 
 Size 
 Size %e'' to %", inclusive, advancing by 64ths. 
 Size i%e" to 1 %", inclusive, advancing by 16ths. 
 Size 2", 2H". 3". 
 
 i 
 
 HEXAGONS 
 
 Q] Si ze 
 
 Size H" to VAb", inclusive, advancing by 32ds. 
 Size l s /i" to 3% ". inclusive, advancing by 16ths. 
 Size 3%e" 
 
 OCTAGONS 
 
 q: 
 
 ;Size 
 
 Size %" to. 2", inclusive, advancing by 32ds. 
 _ 
 
CARNEGIE STEEL COMPANY 
 
 AREAS OF RECTANGULAR SECTIONS 
 
 SQUARE INCHES 
 
 Width, 
 Inches 
 
 Thickness, Inches 
 
 He 
 
 % 
 
 Vm 
 
 % 
 
 ■%e 
 
 % 
 
 fte 
 
 % 
 
 »Aa 
 
 % 
 
 % 
 
 % 
 
 ^o 
 
 % 
 
 ™A« 
 
 '1 
 
 1 
 
 .016 
 .031 
 .047 
 .063 
 
 .031 
 .063 
 .094 
 .125 
 
 .047 
 .094 
 .141 
 .188 
 
 .063 
 .125 
 .188 
 .250 
 
 .078 
 .156 
 .234 
 .313 
 
 .094 
 .188 
 .281 
 .375 
 
 .109 
 .219 
 .328 
 438 
 
 .125 
 .250 
 .375 
 .500 
 
 .141 
 .281 
 .422 
 .563 
 
 .156 
 .313 
 .469 
 .625 
 
 .172 
 .344 
 .516 
 .688 
 
 .188 
 .375 
 .563 
 .750 
 
 .203 
 .406 
 .609 
 .813 
 
 .22 
 .44 
 .66 
 .88 
 
 .23 
 .47 
 .70 
 .94 
 
 .25 
 
 .50 
 
 .75 
 
 1.00 
 
 IK 
 
 l% 
 2 
 
 .078 
 .094 
 .109 
 .125 
 
 .156 
 .188 
 .219 
 .250 
 
 .234 
 .281 
 .328 
 .375 
 
 313 
 .375 
 .438 
 .500 
 
 .391 
 .469 
 .547 
 .625 
 
 .469 
 .563 
 .656 
 .750 
 
 .547 
 .656 
 .766 
 .875 
 
 .625 
 .750 
 .875 
 1.000 
 
 .703 
 
 .844 
 .984 
 1.125 
 
 .781 
 .938 
 1.094 
 1.250 
 
 .859 
 1.031 
 1.203 
 1.375 
 
 .938 
 1.125 
 1.313 
 1.500 
 
 1.016 
 1.219 
 1.422 
 1.625 
 
 1.09 
 1.31 
 1.53 
 1.75 
 
 1.17 
 1.41 
 1.64 
 1.88 
 
 1.25 
 1.50 
 1.75 
 2.00 
 
 VA 
 3 
 
 .141 
 .156 
 .172 
 .188 
 
 .281 
 .313 
 .344 
 .375 
 
 .422 
 .469 
 .516 
 .563 
 
 .563 
 .625 
 
 .688 
 .750 
 
 .703 
 .781 
 .859 
 .938 
 
 .844 
 
 .938 
 
 1.031 
 
 1.125 
 
 .984 
 1.094 
 1.203 
 1.313 
 
 1.125 
 1.250 
 1.375 
 1.500 
 
 1.266 
 1.406 
 1.547 
 1.688 
 
 1.406 
 1.563 
 1.719 
 1.875 
 
 1.547 
 1.719 
 1.891 
 2.063 
 
 1.688 
 1.875 
 2.063 
 2.250 
 
 1.828 
 2.031 
 2.234 
 2.438 
 
 1.97 
 2.19 
 2.41 
 2.63 
 
 2.11 
 2.34 
 2.58 
 2.81 
 
 2.25 
 2.50 
 2.75 
 3.00 
 
 3'A 
 
 3H 
 3% 
 4 
 
 .203 
 .219 
 .234 
 .250 
 
 .406 
 .438 
 .469 
 .500 
 
 .609 
 .656 
 .703 
 .750 
 
 .813 
 .875 
 .938 
 1.000 
 
 1.016 
 1.094 
 1.172 
 1.250 
 
 1.219 
 1.313 
 1.406 
 1.500 
 
 1.422 
 1.531 
 1.641 
 1.750 
 
 1.625 
 1.750 
 1.875 
 2.0QJ 
 
 1.828 
 1.969 
 2.109 
 2.250 
 
 2.031 
 2.188 
 2.344 
 2.500 
 
 2.234 
 2.406 
 2.578 
 2.750 
 
 2.438 
 2.625 
 2.813 
 3.000 
 
 2.641 
 2.844 
 3.047 
 3.250 
 
 2.84 
 3.06 
 3.28 
 3.50 
 
 3.05 
 3.28 
 3.52 
 3.75 
 
 3.25 
 3.50 
 3.75 
 4.00 
 
 '4Ji 
 
 4K 
 
 5 
 
 .266 
 .281 
 .297 
 .313 
 
 .531 
 .563 
 .594 
 .625 
 
 .797 
 .844 
 .891 
 .938 
 
 1.063 
 1.125 
 1.188 
 1.250 
 
 1.328 
 1.406 
 1.484 
 1.563 
 
 1.594 
 1.688 
 1.781 
 1.875 
 
 1.859 
 1.969 
 2.078 
 2.188 
 
 2.125 
 2.250 
 2.375 
 2.500 
 
 2.391 
 2.531 
 2.672 
 2.813 
 
 2.656 
 2.813 
 2.969 
 3.125 
 
 2.922 
 3.094 
 3.266 
 3.438 
 
 3.188 
 3.375 
 3.563 
 3.750 
 
 3.453 
 3.656 
 3.859 
 4.063 
 
 3.72 
 3.94 
 4.16 
 
 4.38 
 
 3.98 
 4.22 
 4.45 
 4.69 
 
 4.25 
 4.50 
 4.75 
 5.00 
 
 5Ji 
 
 5H 
 
 , 6 
 
 .328 
 .344 
 .359 
 .375 
 
 .656 
 .688 
 .719 
 .750 
 
 .984 
 1.031 
 1.078 
 1.125 
 
 1.313 
 1.375 
 1.438 
 1.500 
 
 1.641 
 1.719 
 1.797 
 1.875 
 
 1.969 
 2.063 
 2.156 
 2.250 
 
 2.297 
 2.406 
 2.516 
 2.625 
 
 2.625 
 2.750 
 2.875 
 3.000 
 
 2.953 
 3.094 
 3.234 
 3.375 
 
 3.281 
 3.438 
 3.594 
 3.750 
 
 3.609 
 3.781 
 3.953 
 4.125 
 
 3.938 
 4.125 
 4.313 
 4.500 
 
 4.266 
 4.469 
 4.672 
 4.875 
 
 4.59 
 4.81 
 5.03 
 5.25 
 
 4.92 
 5.16 
 5.39 
 5.63 
 
 5.25 
 5.50 
 5.75 
 6.00 
 
 6Ji 
 6H 
 
 7 
 
 .391 
 .406 
 .422 
 .438 
 
 .781 
 .813 
 .844 
 .875 
 
 1.172 
 1.219 
 1.266 
 1.313 
 
 1.563 
 1.625 
 1.688 
 1.750 
 
 1.953 
 2.031 
 2.109 
 2.188 
 
 2.344 
 2.438 
 2.531 
 2.625 
 
 2.734 
 2.844 
 2.953 
 3.063 
 
 3.125 
 3.250 
 3.375 
 3.500 
 
 3.516 
 3.656 
 3.797 
 3.938 
 
 3.906 
 4.063 
 4.219 
 4.375 
 
 4.297 
 4.469 
 4.641 
 4.813 
 
 4.688 
 4.875 
 5.063 
 5.250 
 
 5.078 
 5.281 
 5.484 
 5.688 
 
 5.47 
 5.69 
 5.91 
 6.13 
 
 5.86 
 6.09 
 6.33 
 6.56 
 
 6.25 
 6.50 
 6.75 
 7.00 
 
 7& 
 
 ,7H 
 7M 
 8 
 
 .453 
 .469 
 .484 
 .500 
 
 .906 
 .938 
 .969 
 1.000 
 
 1.359 
 1.406 
 1.453 
 
 1.500 
 
 1.813 
 1.875 
 1.938 
 2.000 
 
 2.266 
 2.344 
 2.422 
 2.500 
 
 2.719 
 2.813 
 2.906 
 3.000 
 
 3.172 
 3.281 
 3.391 
 3.500 
 
 3.625 
 3.750 
 3.875 
 4.000 
 
 4.078 
 4.219 
 4.359 
 4.500 
 
 4.531 
 
 4.688 
 4.844 
 5.000 
 
 4.984 
 5.156 
 5.328 
 9.500 
 
 5.438 
 5.625 
 5.813 
 6.000 
 
 5.891 
 6.094 
 6.297 
 6.500 
 
 6.34 
 6.56 
 6.78 
 7.00 
 
 6.80 
 7.03 
 7.27 
 7.50 
 
 7.25 
 7.50 
 7.75 
 8.00 
 
 8K 
 8H 
 8^ 
 ■ 9 
 
 .516 
 .531 
 .547 
 .563 
 
 1.031 
 1.063 
 1.094 
 1.125 
 
 1.547 
 1.594 
 1.641 
 1.688 
 
 2.063 
 2.125 
 2.188 
 2.250 
 
 2.578 
 2.656 
 2.734 
 2.813 
 
 3.094 
 3.188 
 3.281 
 3.375 
 
 3.609 
 3.719 
 3.828 
 3.938 
 
 4.125 
 4.250 
 4.375 
 4.500 
 
 4.641 
 4.781 
 4.922 
 5.063 
 
 5.156 
 5.313 
 5.469 
 5.625 
 
 5.672 
 5.844 
 6.016 
 6.188 
 
 6.188 
 6.375 
 6.563 
 6.750 
 
 6.703 
 6.906 
 7.109 
 7.313 
 
 7.22 
 7.44 
 7.66 
 7.88 
 
 7.73 
 7.97 
 8.20 
 8.44 
 
 8.25 
 8.50 
 8.75 
 9.00 
 
 -9)i 
 
 9^ 
 9M 
 10 
 
 .578 
 .594 
 .609 
 .625 
 
 1.156 
 1.188 
 1.219 
 1.250 
 
 1.734 
 1.781 
 1.828 
 1.875 
 
 2.313 
 2.375 
 2.438 
 2.500 
 
 2.891 
 2.969 
 3.047 
 3.125 
 
 3.469 
 3.563 
 3.656 
 3.750 
 
 4.047 
 4.156 
 4.266 
 4.375 
 
 4.625 
 4.750 
 4.875 
 5.000 
 
 5.203 
 5.344 
 5.484 
 5.625 
 
 5.781 
 5.938 
 6.094 
 6.250 
 
 6.359 
 6.531 
 6.703 
 6.875 
 
 6.938 
 7.125 
 7.313 
 7.500 
 
 7.516 
 7.719 
 7.922 
 8.125 
 
 8.09 
 8.31 
 8.53 
 8.75 
 
 8.67 
 8.91 
 9.14 
 9.38 
 
 9.25 
 9.50 
 9.75 
 10.00 
 
 10 Ji 
 10VS 
 10 Ji 
 
 11 
 
 ,.641 
 .656 
 .672 
 .688 
 
 1.281 
 1.313 
 1.344 
 1.375 
 
 1.922 
 1.969 
 2.016 
 2.063 
 
 2.563 
 2.625 
 2.688 
 2.750 
 
 3.203 
 3.281 
 3.359 
 3.438 
 
 3.844 
 3.938 
 4.031 
 4.125 
 
 4.484 
 4.594 
 4.703 
 4.813 
 
 5.125 
 5.250 
 5.375 
 5.500 
 
 5.766 
 5.903 
 6.047 
 6.188 
 
 6.406 
 6.563 
 6.719 
 6.875 
 
 7.047 
 7.219 
 7.391 
 7.563 
 
 7.688 
 7.875 
 8.063 
 8.250 
 
 8.328 
 8.531 
 8.734 
 8.938 
 
 8.97 
 9.19 
 9.41 
 9.63 
 
 9.61 
 9.84 
 10.08 
 10.31 
 
 10.25 
 10.50 
 10.75 
 11.00 
 
 11 M 
 11H 
 11M' 
 
 12 
 
 .703 
 .719 
 .734 
 .750 
 
 1.406 
 1.438 
 1.469 
 1.500 
 
 2.109 
 2.156 
 2.203 
 2.250 
 
 2.813 
 2.875 
 2.938 
 3.000 
 
 3.516 
 3.594 
 3.672 
 3.750 
 
 4.219 
 4.313 
 4.406 
 4.500 
 
 4.922 
 5.031 
 5.141 
 5.250 
 
 5.625 
 5.750 
 5.875 
 6.000 
 
 6.328 
 6.469 
 6.609 
 6.750 
 
 7.031 
 7.188 
 7.344 
 7.500 
 
 7.734 
 7.906 
 8.078 
 8.250 
 
 8.438 
 8.625 
 8.813 
 9.000 
 
 9.141 
 9.344 
 9.547 
 9.750 
 
 9.84 
 10.06 
 10.28 
 10.50 
 
 10.55 
 10.78 
 11.02 
 11.25 
 
 11.25 
 11.50 
 11.75 
 12.00 
 
 116 
 
AREAS OF RECTANGLES 
 
 AREAS OF RECTANGULAR SECTIONS— Continued 
 
 SQUARE INCHES 
 
 Width, 
 
 Thickness, Inches 
 
 Incfies 
 
 %6 
 
 % 
 
 He 
 
 % 
 
 He 
 
 % 
 
 %e 
 
 % 
 
 %e 
 
 % 
 
 %e 
 
 Vi 
 
 *%« 
 
 % 
 
 16 /ie 
 
 1 
 
 12H 
 13 
 
 13J^ 
 14 
 
 .781 
 .813 
 .844 
 .875 
 
 1.563 
 1.625 
 1.688 
 1.750 
 
 2.344 
 2.438 
 2.531 
 2.625 
 
 3.13 
 3.25 
 3.38 
 3.50 
 
 3.91 
 4.06 
 4.22 
 4.38 
 
 4.69 
 4.88 
 5.06 
 5.25 
 
 5.47 
 5.69 
 5.91 
 6.13 
 
 6.25 
 6.50 
 6.75 
 7.00 
 
 7.03 
 7.31 
 7.59 
 7.88 
 
 7.81 
 8.13 
 8.44 
 8.75 
 
 8.59 
 8.94 
 9.28 
 9.63 
 
 9.38 
 9.75 
 10.13 
 10.50 
 
 10.16 
 10.56 
 10.97 
 11.38 
 
 10.94 
 11.38 
 11.81 
 12.25 
 
 11.72 
 12.19 
 12.66 
 13.13 
 
 12.50 
 13.00 
 13.50 
 14.00 
 
 15 
 
 15}* 
 
 16 
 
 .906 
 
 .938 
 
 .969 
 
 1.000 
 
 1.813 
 1.875 
 1.938 
 2.000 
 
 2.719 
 2.813 
 2.906 
 3.000 
 
 3.63 
 3.75 
 
 3.88 
 4.00 
 
 4.53 
 4.69 
 
 4.84 
 5.00 
 
 5.44 
 5.63 
 6.81 
 6.00 
 
 6.34 
 6.56 
 6.78 
 7.00 
 
 7.25 
 7.50 
 7.75 
 8.00 
 
 8.16 
 8.44 
 8.72 
 9.00 
 
 9.06 
 9.38 
 9.69 
 10.00 
 
 9.97 
 10.31 
 10.66 
 11.00 
 
 10.88 
 11.25 
 11.63 
 12.00 
 
 11.78 
 12.19 
 12.59 
 13.00 
 
 12.69 
 13.13 
 13.56 
 14.00 
 
 13.59 
 14.06 
 14.53 
 15.00 
 
 14.50 
 15.00 
 15.50 
 16.00 
 
 16}* 
 17 
 
 17J* 
 18 
 
 1.031 
 1.063 
 1.094 
 1.125 
 
 2.063 
 2.125 
 2.188 
 2.250 
 
 3.094 
 3.188 
 3.281 
 3.375 
 
 4.13 
 4.25 
 4.38 
 4.50 
 
 5.16 
 5.31 
 5.47 
 5.63 
 
 6.19 
 6.38 
 6.56 
 6.75 
 
 7.22 
 7.44 
 7.66 
 7.88 
 
 8.25 
 8.50 
 8.75 
 9.00 
 
 9.28 
 9.56 
 9.84 
 10.13 
 
 10.31 
 10.63 
 10.94 
 11.25 
 
 11.34 
 11.69 
 12.03 
 12.38 
 
 12.38 
 12.75 
 13.13 
 13.50 
 
 13.41 
 13.81 
 14.22 
 14.63 
 
 14.44 
 
 14.88 
 15.31 
 15.75 
 
 15.47 
 15.94 
 16.41 
 16.88 
 
 16.50 
 17.00 
 17.50 
 18.00 
 
 18}$ 
 19 
 
 19H 
 20 
 
 1.156 
 1.188 
 1.219 
 1.250 
 
 2.313 
 2.375 
 2.438 
 2.500 
 
 3.469 
 3.563 
 3.656 
 3.750 
 
 4.63 
 
 4.75 
 4.88 
 5.00 
 
 5.78 
 5.94 
 6.09 
 6.25 
 
 6.94 
 7.13 
 7.31 
 7.50 
 
 8.09 
 8.31 
 8.53 
 8.75 
 
 9.25 
 9.50 
 9.75 
 10.00 
 
 10.41 
 10.69 
 10.97 
 11.25 
 
 11.56 
 11.88 
 12.19 
 12.50 
 
 12.72 
 13.06 
 13.41 
 13.75 
 
 13.88 
 14.25 
 14.63 
 15.00 
 
 15.03 
 15.44 
 15.84 
 16.25 
 
 16.19 
 16.63 
 17.06 
 17.50 
 
 17.34 
 17.81 
 18.28 
 18.75 
 
 18.50 
 19.00 
 19.50 
 20.00 
 
 20}* 
 21 
 
 21^ 
 22 
 
 1.281 
 1.313 
 1.344 
 1.375 
 
 2.563 
 2.625 
 2.688 
 2.750 
 
 3.844 
 3.938 
 4.031 
 4.125 
 
 5.13 
 5.25 
 5.38 
 5.50 
 
 6.41 
 6.56 
 6.72 
 6.88 
 
 7.69 
 
 7.88 
 8.06 
 8.25 
 
 8.97 
 9.19 
 9.41 
 .9.63 
 
 10.25 
 10.50 
 10.75 
 11.00 
 
 11.53 
 11.81 
 12.09 
 12.38 
 
 12.81 
 13.13 
 13.44 
 13.75 
 
 14.08 
 
 14.44 
 14.78 
 15.13 
 
 15.38 
 15.75 
 16.13 
 16.50 
 
 16.66 
 17.08 
 17.47 
 17.88 
 
 17.94 
 18.38 
 18.81 
 19.25 
 
 19.22 
 19.69 
 20.16 
 20.63 
 
 20.50 
 21.00 
 21.50 
 22.00 
 
 22}* 
 23 
 23 }£ 
 
 24 
 
 1.406 
 1.438 
 1.469 
 1.500 
 
 2.813 
 2.875 
 2.938 
 3.000 
 
 4.219 
 4.313 
 4.406 
 4.500 
 
 5.63 
 5.75 
 5.88 
 6.00 
 
 7.03 
 7.19 
 7.34 
 7:50 
 
 8.44 
 8.63 
 8.81 
 9.00 
 
 9.84 
 10.06 
 10.28 
 10.50 
 
 11.25 
 11.50 
 11.75 
 12.00 
 
 12.66 
 12.94 
 13.22 
 13.50 
 
 14.06 
 14.38 
 14.69 
 15.00 
 
 15.47 
 15.81 
 16.16 
 16.50 
 
 16.88 
 17.25 
 17.63 
 18.00 
 
 18.28 
 18.69 
 19.09 
 19.50 
 
 19.69 
 20.13 
 20.56 
 21.00 
 
 21.09 
 21.56 
 22.03 
 22.50 
 
 22.50 
 23.00 
 23.50 
 24.00 
 
 25 
 26 
 27 
 28 
 
 1.563 
 1.625 
 1.688 
 1.750 
 
 3.125 
 3.250 
 3.375 
 3.500 
 
 4.688 
 4.875 
 5.063 
 5.250 
 
 6.25 
 6.50 
 6.75 
 7.00 
 
 7.81 
 8.13 
 8.44 
 8.75 
 
 9.38 
 9.75 
 
 10.13 
 10.50 
 
 10.94 
 11.38 
 11.81 
 12.25 
 
 12.50 
 13.00 
 13.50 
 14.00 
 
 14.06 
 14.63 
 15.19 
 15.75 
 
 15.63 
 16.25 
 16.88 
 17.50 
 
 17.19 
 17.88 
 18.56 
 19.25 
 
 18.75 
 19.50 
 20.25 
 21.00 
 
 20.31 
 21.13 
 21.94 
 22.75 
 
 21.88 
 22.75 
 23.63 
 24.50 
 
 23.44 
 24.38 
 25.31 
 26.25 
 
 25.00 
 26.00 
 27.00 
 28.00 
 
 29 
 30 
 31 
 32 
 
 1.813 
 1.875 
 1.938 
 2.000 
 
 3.625 
 3.750 
 3.875 
 4.000 
 
 5.438 
 5.625 
 5.813 
 6.000 
 
 7.25 
 7.50 
 7.75 
 8.00 
 
 9.06 
 9.38 
 9.69 
 10.00 
 
 10.88 
 11.25 
 11.63 
 12.00 
 
 12.69 
 13.13 
 13.56 
 14.00 
 
 14.50 
 15.00 
 15.50 
 16.00 
 
 16.31 
 16.88 
 17.44 
 18.00 
 
 18.13 
 18.75 
 19.38 
 20.00 
 
 19.94 
 20.63 
 21.31 
 22.00 
 
 21.75 
 22.50 
 23.25 
 24.00 
 
 23.56 
 24.38 
 25.19 
 26.00 
 
 25.38 
 26.25 
 27.13 
 28.00 
 
 27.19 
 28.13 
 29.06 
 30.00 
 
 29.00 
 30.00 
 31.00 
 32.00 
 
 33 
 31 
 35 
 36 
 
 2.063 
 2.125 
 2.188 
 2.250 
 
 4.125 
 4.250 
 4.375 
 4.500 
 
 6.188 
 6.375 
 6.563 
 6.750 
 
 8.25 
 8.50 
 8.75 
 9.00 
 
 10.31 
 10.63 
 10.94 
 11.25 
 
 12.38 
 12.75 
 13.13 
 13.50 
 
 14.44 
 14.88 
 15.31 
 15.75 
 
 16.50 
 17.00 
 17.50 
 18.00 
 
 18.56 
 19.13 
 19.69 
 20.25 
 
 20.63 
 21.25 
 21.88 
 22.50 
 
 22.69 
 23.38 
 24.06 
 24.75 
 
 24.75 
 25.50 
 26.25 
 27.00 
 
 26.81 
 27.63 
 28.44 
 29.25 
 
 28.88 
 29.75 
 30.63 
 31.50 
 
 30.94 
 31.88 
 32.81 
 33.75 
 
 33.00 
 34.00 
 35.00 
 36.00 
 
 37 
 38 
 39 
 40 
 
 2.313 
 2.375 
 2.438 
 2.500 
 
 4.625 
 4.750 
 4.875 
 5.000 
 
 6.938 
 7.125 
 7.313 
 7.500 
 
 9.25 
 9.50 
 9.75 
 10.00 
 
 11.56 
 11.88 
 12.19 
 12.50 
 
 13.88 
 14.25 
 14.63 
 15.00 
 
 16.19 
 16.63 
 17.06 
 17.50 
 
 18.50 
 19.00 
 19.50 
 20.00 
 
 20.81 
 21.38 
 21.94 
 22.50 
 
 23.13 
 23.75 
 24.38 
 25.00 
 
 25.44 
 26.13 
 26.81 
 27.50 
 
 27.75 
 28.50 
 29.25 
 30.00 
 
 30.06 
 30.88 
 31.69 
 32.50 
 
 32.38 
 33.25 
 34.13 
 35.00 
 
 34.69 
 35.63 
 36.56 
 37.50 
 
 37.00 
 38.00 
 39.00 
 40.00 
 
 41 
 42 
 43 
 
 44 
 
 2.563 
 2.625 
 2.688 
 2.750 
 
 5.125 
 5.250 
 5.375 
 5.500 
 
 7.688 
 7.875 
 8.063 
 8.250 
 
 10.25 
 10.50 
 10.75 
 11.00 
 
 12.81 
 13.13 
 13.44 
 13.75 
 
 15.38 
 15.75 
 16.13 
 16.50 
 
 17.94 
 18.38 
 18.81 
 19.25 
 
 20.50 
 21.00 
 21.50 
 22.00 
 
 23.06 
 23.63 
 24.19 
 24.75 
 
 25.63 
 26.25 
 26.88 
 27.50 
 
 28.19 
 28.88 
 29.56 
 30.25 
 
 30.75 
 31.50 
 32.26 
 33.00 
 
 33.31 
 34.13 
 34.94 
 35.75 
 
 35.88 
 36.75 
 37.63 
 38.50 
 
 38.44 
 39.38 
 40.31 
 41.25 
 
 41.00 
 42.00 
 43.00 
 44.00 
 
 45 
 46 
 47 
 48 
 
 2.813 
 2.875 
 2.938 
 3.000 
 
 5.625 
 5.750 
 5.875 
 6.000 
 
 8.438 
 8.625 
 8.813 
 9.000 
 
 11.25 
 11.50 
 11.75 
 12.00 
 
 14.06 
 14.38 
 14.69 
 15.00 
 
 16.88 
 17.25 
 17.63 
 18.00 
 
 19.69 
 20.13 
 20.56 
 21.00 
 
 22.50 
 23.00 
 23.50 
 24.00 
 
 25.31 
 25.88 
 26.44 
 27.00 
 
 28.13 
 28.75 
 29.38 
 30.00 
 
 30.94 
 31.63 
 32.31 
 33.00 
 
 33.75 
 34.50 
 35.25 
 36.00 
 
 36.56 
 37.38 
 38.19 
 39.00 
 
 39.38 
 40.25 
 41.13 
 42.00 
 
 42.19 
 43.13 
 44.06 
 45.00 
 
 45.00 
 46.00 
 47.00 
 48.00 
 
 117 
 
CARNEQIE STEEL COMPANY 
 
 AREAS OF RECTANGULAR SECTIONS— Concluded 
 
 SQUARE INCHES 
 
 
 Thickness, Inches 1 
 
 Width 
 
 
 Inches 
 
 Vl« 
 
 Vs 
 
 9ie 
 
 Vl 
 
 5 /ie 
 
 %■ 
 
 %6 
 
 % 
 
 %<s 
 
 % 
 
 % 
 
 % 
 
 J 9io 
 
 % 
 
 15 Ae 
 
 .1 
 
 49 
 
 3.06 
 
 6.13 
 
 9J9 
 
 12.25 
 
 15.31 
 
 18.3S 
 
 21.44 
 
 24.50 
 
 27.56 
 
 30.63 
 
 33.69 
 
 36.75 
 
 39.81 
 
 42.88 
 
 45.94 
 
 49.00 
 
 50 
 
 3.13 
 
 6.2E 
 
 9.38 
 
 12.50 
 
 15.63 
 
 18.75 
 
 21.88 
 
 25.00 
 
 28.13 
 
 31.25 
 
 34.38 
 
 37.50 
 
 40.63 
 
 43.75 
 
 46.88 
 
 50.00 
 
 51 
 
 3.19 
 
 6.3! 
 
 9.56 
 
 12.75 
 
 15.94 
 
 19.13 
 
 22.31 
 
 25.50 
 
 28.69 
 
 31.88 
 
 35.06 
 
 38.25 
 
 41.44 
 
 44.63 
 
 47.81 
 
 51.00 
 
 52 
 
 3.25 
 
 6.5C 
 
 9.75 
 
 13.00 
 
 16.25 
 
 19.50 
 
 22.75 
 
 26.00 
 
 29.25 
 
 32.50 
 
 35.75 
 
 39.00 
 
 42.25 
 
 45.50 
 
 48.75 
 
 52.00 
 
 53 
 
 3.31 
 
 6.63 
 
 9.94 
 
 13.25 
 
 16.56 
 
 19.88 
 
 23.19 
 
 26.50 
 
 29.81 
 
 33.13 
 
 36.44 
 
 39.75 
 
 43.06 
 
 46.38 
 
 49.69 
 
 53.00 
 
 54 
 
 3.38 
 
 6.75 
 
 10.13 
 
 13.50 
 
 16.88 
 
 20.25 
 
 23.63 
 
 27.00 
 
 30.38 
 
 33.75 
 
 37.13 
 
 40.50 
 
 43.88 
 
 47.25 
 
 50.63 
 
 54.00 
 
 55 
 
 3.44 
 
 6.88 
 
 10.31 
 
 13.75 
 
 17.19 
 
 20.63 
 
 24.06 
 
 27.50 
 
 30.94 
 
 34.38 
 
 37.81 
 
 41.25 
 
 44.69 
 
 48.13 
 
 51.56 
 
 55.00 
 
 56 
 
 3.50 
 
 7.00 
 
 10.50 
 
 14.00 
 
 17.50 
 
 21.00 
 
 24.50 
 
 28.00 
 
 31.50 
 
 35.00 
 
 38.50 
 
 42.00 
 
 45.50 
 
 49.00 
 
 52.50 
 
 56.00 
 
 57 
 
 3.56 
 
 7.13 
 
 10.69 
 
 14.25 
 
 17.81 
 
 21.38 
 
 24.94 
 
 28.50 
 
 32.06 
 
 35.63 
 
 39.19 
 
 42.75 
 
 46.31 
 
 49.88 
 
 53.44 
 
 57.00 
 
 58 
 
 3.63 
 
 7.25 
 
 10.88 
 
 14.50 
 
 18.13 
 
 21.75 
 
 25.38 
 
 29.00 
 
 32.63 
 
 36.25 
 
 39.88 
 
 43.50 
 
 47.13 
 
 50.75 
 
 54.38 
 
 58.00 
 
 59 
 
 3.69 
 
 7.38 
 
 11.06 
 
 14.75 
 
 18.44 
 
 22.13 
 
 25.81 
 
 29.50 
 
 33.19 
 
 36.88 
 
 40.56 
 
 44.25 
 
 47.94 
 
 51.63 
 
 55.31 
 
 59.00 
 
 60 
 
 3.75 
 
 7.50 
 
 11.25 
 
 15.00 
 
 18.75 
 
 22.50 
 
 26.25 
 
 30.00 
 
 33.75 
 
 37.50 
 
 41.25 
 
 45.00 
 
 48.75 
 
 52.50 
 
 56.25 
 
 60.00 
 
 61 
 
 3.81 
 
 7.63 
 
 11.44 
 
 15.25 
 
 19.06 
 
 22.88 
 
 26.69 
 
 30.50 
 
 34.31 
 
 38.13 
 
 41.94 
 
 45.75 
 
 49.56 
 
 53^38 
 
 57.19 
 
 61.00 
 
 65 
 
 3.88 
 
 7.75 
 
 11.63 
 
 15.50 
 
 19.38 
 
 23.25 
 
 27.13 
 
 31.00 
 
 34.88 
 
 38.75 
 
 42.63 
 
 46.50 
 
 50.38 
 
 54.25 
 
 58.13 
 
 62.00 
 
 63 
 
 3.94 
 
 7.88 
 
 11.81 
 
 15.75 
 
 19.69 
 
 23.63 
 
 27.56 
 
 31.50 
 
 35.44 
 
 39.38 
 
 43.31 
 
 47.25 
 
 51.19 
 
 55.13 
 
 59.06 
 
 63.00 
 
 64 
 
 4.00 
 
 8.00 
 
 12.00 
 
 16.00 
 
 20.00 
 
 24.00 
 
 28.00 
 
 32.00 
 
 36.00 
 
 40.00 
 
 44.00 
 
 48.00 
 
 52.00 
 
 56.00 
 
 60.00 
 
 64.00 
 
 65 
 
 4.06 
 
 8.13 
 
 12.19 
 
 16.25 
 
 20.31 
 
 24.38 
 
 28.44 
 
 32.50 
 
 36.56 
 
 40.63 
 
 44.69 
 
 48.75 
 
 52.81 
 
 56.88 
 
 60.94 
 
 65.00 
 
 66 
 
 4.13 
 
 8.25 
 
 12.38 
 
 16.50 
 
 20.63 
 
 24.75 
 
 28.88 
 
 33.00 
 
 37.13 
 
 41.25 
 
 45.38 
 
 49.50 
 
 53.63 
 
 57.75 
 
 61.88 
 
 66.00 
 
 67 , 
 
 4.19 
 
 8.38 
 
 12.56 
 
 16.75 
 
 20.94 
 
 25.13 
 
 29.31 
 
 33.50 
 
 37.69 
 
 41.88 
 
 46.06 
 
 50.25 
 
 54.44 
 
 58.63 
 
 62.81 
 
 67.00 
 
 68 
 
 4.25 
 
 8.50 
 
 12.75 
 
 17.00 
 
 21.25 
 
 25.50 
 
 29.75 
 
 34.00 
 
 38.25 
 
 42.50 
 
 46.75 
 
 51.00 
 
 55.25 
 
 59.50 
 
 63.75 
 
 68.00 
 
 69 
 
 4.31 
 
 8.63 
 
 12.94 
 
 17.25 
 
 21.56 
 
 25.88 
 
 30.19 
 
 34.50 
 
 38.81 
 
 43.13 
 
 47.44 
 
 51.75 
 
 56.06 
 
 60.38 
 
 64.69 
 
 69.00 
 
 70 
 
 4.38 
 
 8.75 
 
 13.13 
 
 17.50 
 
 21.88 
 
 26.25 
 
 30.63 
 
 35.00 
 
 39.38 
 
 43.75 
 
 48.13 
 
 52.50 
 
 56.88 
 
 61.25 
 
 65.63 
 
 70.00 
 
 71 
 
 4.44 
 
 8.88 
 
 13.31 
 
 17.75 
 
 22.19 
 
 26.63 
 
 31.06 
 
 35.50 
 
 39.94 
 
 44.38 
 
 48.81 
 
 53.25 
 
 57.69 
 
 62.13 
 
 66.56 
 
 71.00 
 
 72 
 
 4.50 
 
 9.00 
 
 13.50 
 
 18.00 
 
 22.50 
 
 27.00 
 
 31.50 
 
 36.00 
 
 40.50 
 
 45.00 
 
 49.50 
 
 54.00 
 
 58.50 
 
 63.00 
 
 67.50 
 
 72.00 
 
 73 
 
 4.56 
 
 9.13 
 
 13.69 
 
 18.25 
 
 22.81 
 
 27.38 
 
 31.94 
 
 36.50 
 
 41.06 
 
 45.63 
 
 50.19 
 
 54.75 
 
 59.31 
 
 63.88 
 
 68.44 
 
 73.00 
 
 74 
 
 4.63 
 
 9.25 
 
 13.88 
 
 18.50 
 
 23.13 
 
 27.75 
 
 32.38 
 
 37.00 
 
 41.63 
 
 46.25 
 
 50.88 
 
 55.50 
 
 60.13 
 
 64.75 
 
 69.38 
 
 74.00 
 
 75 
 
 4.69 
 
 9.38 
 
 14.06 
 
 18.75 
 
 23.44 
 
 28.13 
 
 32.81 
 
 37.50 
 
 42.19 
 
 46.88 
 
 51.56 
 
 56.25 
 
 60.94 
 
 65.63 
 
 70.31 
 
 75.00 
 
 76 
 
 4.75 
 
 9.50 
 
 14.25 
 
 19.00 
 
 23.75 
 
 28.50 
 
 33.25 
 
 38.00 
 
 42.75 
 
 47.50 
 
 52.25 
 
 57.00 
 
 61.75 
 
 66.50 
 
 71.25 
 
 76.00 
 
 77 
 
 4.81 
 
 9.63 
 
 14.44 
 
 19.25 
 
 24.06 
 
 28.88 
 
 33.69 
 
 38.50 
 
 43.31 
 
 48.13 
 
 52.94 
 
 57.75 
 
 62.56 
 
 67.38 
 
 72.19 
 
 77.00 
 
 78 
 
 4.88 
 
 9.75 
 
 14.63 
 
 19.50 
 
 24.38 
 
 29.25 
 
 34.13 
 
 39.00 
 
 43.88 
 
 48.75 
 
 53.63 
 
 58.50 
 
 63.38 
 
 68.25 
 
 73.13 
 
 78.00 
 
 79 
 
 4.94 
 
 9.88 
 
 14.81 
 
 19.75 
 
 24.69 
 
 29.63 
 
 34.56 
 
 39.50 
 
 44.44 
 
 49.38 
 
 54.31 
 
 59.25 
 
 64.19 
 
 69.13 
 
 74.06 
 
 79.00 
 
 80 
 
 5.0Q 
 
 10.00 
 
 15.00 
 
 20.00 
 
 25.00 
 
 30.00 
 
 35.00 
 
 40.00 
 
 45.00 
 
 50.00 
 
 55.00 
 
 60.00 
 
 65.00 
 
 70.00 
 
 75.00 
 
 80.00 
 
 81 
 
 5.06 
 
 10.13 
 
 15.19 
 
 20.25 
 
 25.31 
 
 30.38 
 
 35.44 
 
 40.50 
 
 45.56 
 
 50.63 
 
 55.69 
 
 60.75 
 
 65.81 
 
 70.88 
 
 75.94 
 
 81.00 
 
 82 
 
 5.13 
 
 10.25 
 10.38 
 
 15.38 
 
 20.50 
 
 25.63 
 
 30.75 
 
 35.88 
 
 41.00 
 
 46.13 
 
 51.25 
 
 56.38 
 
 61.50 
 
 66.63 
 
 71.75 
 
 76.88 
 
 82.00 
 
 83 
 
 5.19 
 
 15.56 
 
 20.75 
 
 25.94 
 
 31.13 
 
 36.31 
 
 41.50 
 
 46.69 
 
 51.88 
 
 57.06 
 
 62.25 
 
 67.44 
 
 72.63 
 
 77.81 
 
 83.00 
 
 .84 
 
 5.25 
 
 10.50 
 
 15.75 
 
 21.00 
 
 26.25 
 
 31.50 
 
 36.75 
 
 42.00 
 
 47.25 
 
 52.50 
 
 57.75 
 
 63.00 
 
 68.25 
 
 73.50 
 
 78.75 
 
 84.00 
 
 85 
 
 5.31 
 
 10.63 
 
 15.94 
 
 21.25 
 
 26.56 
 
 31.88 
 
 37.19 
 
 42.50 
 
 47.81 
 
 53.13 
 
 58.44 
 
 63.75 
 
 69.06 
 
 74.38 
 
 79.69 
 
 85.00 
 
 86 
 
 5.38 
 
 10.75 
 
 16.13 
 
 21.50 
 
 26.88 
 
 32.25 
 
 37.63 
 
 43.00 
 
 48.38 
 
 53.75 
 
 59.13 
 
 64.50 
 
 69.88 
 
 75.25 
 
 80.63 
 
 86.00 
 
 87 
 
 5.44 
 
 10.88 
 
 16.31 
 
 21.75 
 
 27.19 
 
 32.63 
 
 38.06 
 
 43.50 
 
 48.94 
 
 54.38 
 
 59.81 
 
 65.25 
 
 70.69 
 
 76.13 
 
 81.56 
 
 87.00 
 
 88 
 
 5.50 
 
 11.00 
 
 16.50 
 
 22.00 
 
 27.50 
 
 33.00 
 
 38.50 
 
 44.00 
 
 49.50 
 
 55.00 
 
 60.50 
 
 66.00 
 
 71.50 
 
 77.00 
 
 82.50 
 
 88.00 
 
 89 
 
 5.56 
 
 11.13 
 
 16.69 
 
 !2.25 
 
 27.81 
 
 33.38 
 
 38.94 
 
 44.50 
 
 50.06 
 
 55.63 
 
 61.19 
 
 66.75 
 
 72.31 
 
 77.88 
 
 83.44 
 
 89.00 
 
 90 
 
 5.63 
 
 11.25 
 
 16.88 
 
 ,2 50 
 
 28.13 
 
 23.75 
 
 39.38 
 
 45.00 
 
 50.63 
 
 56.25 
 
 61.88 
 
 67.50 
 
 73.13 
 
 78.75 
 
 84.38 
 
 90.00 
 
 91 
 
 5.69 
 
 11.38 
 
 17.06 
 
 .2.75 
 
 28.44 
 
 24.13 
 
 39.81 
 
 45.50 
 
 51.19 
 
 56.88 
 
 62.56 
 
 68.25 
 
 73.94 
 
 79.63 
 
 85.31 
 
 91.00 
 
 92 
 
 5.75 
 
 11.50 
 
 17.25 
 
 ,3.00 
 
 28.75 
 
 24.50 
 
 40.25 
 
 46.00 
 
 51.75 
 
 57.50 
 
 63.25 
 
 69.00 
 
 74.75 
 
 80.50 
 
 86.25 
 
 92.00 
 
 93 
 
 5.81 
 
 11.63 
 
 17.44 
 
 ,3.25 
 
 29.06 
 
 24.88 
 
 40.69 
 
 46.50 
 
 52.31 
 
 58.13 
 
 63.94 
 
 69.75 
 
 75.56 
 
 81.38 
 
 87.19 
 
 93.00 
 
 94 
 
 5.88 
 
 11.75 
 
 17.63 
 
 23.50 
 
 29.38 
 
 25.25 
 
 41.13 
 
 47.00 
 
 52.88 
 
 58.75 
 
 64.63 
 
 70.50 
 
 76.38 
 
 82.25 
 
 88.13 
 
 94.00 
 
 95 
 
 5.94 
 
 11.88 
 
 17.81 
 
 3.75 
 
 29.69 
 
 25.63 
 
 41.56 
 
 47.50 
 
 53.44 
 
 59.38 
 
 65.31 
 
 71.25 
 
 77.19 
 
 83.13 
 
 89.06 
 
 95.00 
 
 96 
 
 6.00 
 
 12.00 
 
 18.00 
 
 4.00 
 
 20.00 
 
 26.00 
 
 42.00 
 
 48.00 
 
 54.00 
 
 60.00 
 
 66.00 
 
 72.00 
 
 78.00 
 
 84.00 
 
 90.00 
 
 96.00 
 
 97 
 
 6.06 
 
 12.13 
 
 18.19 
 
 ,4.25 
 
 10.31 
 
 26.38 
 
 12.44 
 
 18.50 
 
 54.56 
 
 60.63 
 
 86.69 
 
 72.75 
 
 78.81 
 
 84.88 
 
 90.94 
 
 97.00 
 
 98 
 
 6.13 
 
 12.25 
 
 18.38 
 
 4.50 
 
 10.63 
 
 26.75 
 
 12.88 
 
 19.00 
 
 55.13 
 
 61.25 
 
 87.38 
 
 73.50 
 
 79.63 
 
 85.75 
 
 91.88 
 
 98.00 
 
 99 
 
 6.19 
 
 12.38 
 
 18.56! 
 
 4.75 
 
 0.94 37.13 
 
 13.31 
 
 19:50 
 
 55.69 
 
 81.88 
 
 88.06 
 
 74.25 
 
 80.44 
 
 86.63 
 
 22.81 
 
 29.00 
 
 100 
 
 6.25 
 
 12.50 
 
 18.755 
 
 5.00, 
 
 1.25 
 
 17.50 
 
 13.75 
 
 50.00 
 
 56.25 
 
 62.50 
 
 88.75 
 
 75.00 
 
 81.25 
 
 87.50 
 
 93.75 
 
 100.0 
 
 118 
 
WEIGHTS OF FLAT ROLLED STEEL 
 
 WEIGHTS OF FLAT ROLLED STEEL 
 
 POUNDS PER LINEAL FOOT 
 
 Width, 
 
 Thickness, Inches 
 
 Inches 
 
 He 
 
 %. 
 
 %6 
 
 % 
 
 He 
 
 % 
 
 He 
 
 % 
 
 Ho 
 
 % 
 
 Hie 
 
 % 
 
 "Ho 
 
 Vs 
 
 l %e 
 
 1 
 
 H 
 A 
 K 
 1 
 
 .053 
 ,106 
 .159 
 .213 
 
 .106 
 .213 
 .319 
 .425 
 
 .159 
 .319 
 .478 
 .638 
 
 .213 
 .425 
 .638 
 .850 
 
 .27 
 
 .53 
 
 .80 
 
 1.06 
 
 .32 
 
 .64 
 
 .96 
 
 1.28 
 
 .37 
 .74 
 1.12 
 1.49 
 
 .43 
 .85 
 1.28 
 1.70 
 
 .48 
 .96 
 1.43 
 1.91 
 
 .53 
 1.06 
 1.59 
 2.13 
 
 .58 
 1.17 
 1.75 
 2.34 
 
 .64 
 1.28 
 1.91 
 2.55 
 
 .69 
 1.38 
 2.07 
 2.76 
 
 .74 
 1.49 
 2.23 
 2.98 
 
 . .80 
 1.59 
 2.39 
 3.19 
 
 .85 
 1.70 
 2.55 
 3.40 
 
 IK 
 
 m 
 
 IK 
 2 
 
 .266 
 .319 
 .372 
 .125 
 
 .531 
 .638 
 .744 
 .850 
 
 .797 
 .956 
 1.116 
 1.275 
 
 1.063 
 1.275 
 1.488 
 1.700 
 
 1.33 
 1.59 
 1.86 
 2.13 
 
 1.59 
 1.91 
 2.23 
 2.55 
 
 1.86 
 2.23 
 2.60 
 2.98 
 
 2.13 
 2.55 
 2.98 
 3.40 
 
 2.39 
 2.87 
 3.35 
 3.83 
 
 2.66 
 3.19 
 3.72 
 4.25 
 
 2.92 
 3.51 
 4.09 
 4.68 
 
 3.19 
 3.83 
 4.46 
 5.10 
 
 3.45 
 4.14 
 4.83 
 5.53 
 
 3.72 
 4.46 
 5.21 
 5.95 
 
 3.98 
 4.78 
 5.58 
 6.38 
 
 4.25 
 5.10 
 5.95 
 6.80 
 
 2M 
 
 2A 
 2K 
 • 3 
 
 .478 
 .531 
 .584 
 .638 
 
 .956 
 1.063 
 1.169 
 1.275 
 
 1.434 
 1.594 
 1.753 
 1.913 
 
 1.913 
 
 2.125 
 2.338 
 2.550 
 
 2.39 
 2.66 
 2.92 
 3.19 
 
 2.87 
 3.19 
 3.51 
 3.83 
 
 3.35 
 3.72 
 4.09 
 4.46 
 
 3.83 
 4.25 
 4.68 
 5.10 
 
 4.30 
 4.78 
 5.26 
 5.74 
 
 4.78 
 5.31 
 5.84 
 6.38 
 
 5.26 
 
 5.84 
 6.43 
 7.01 
 
 5.74 
 6.38 
 7.01 
 7.65 
 
 6.22 
 6.91 
 7.60 
 8.29 
 
 6.69 
 7.44 
 8.18 
 8.93 
 
 7.17 
 7.97 
 8.77 
 9.56 
 
 7.65 
 8.50 
 9.35 
 10.20 
 
 3K 
 
 3M 
 
 4 
 
 .691 
 .744 
 .797 
 .850 
 
 1.381 
 1.488 
 1.594 
 1.700 
 
 2.072 
 2.231 
 2.391 
 2.550 
 
 2.763 
 2.975 
 3.188 
 3.400 
 
 3.45 
 3.72 
 3.98 
 4.25 
 
 4.14 
 4.46 
 4.78 
 5.1B 
 
 4.83 
 5.21 
 5.58 
 5.95 
 
 5.53 
 5.95 
 6.38 
 6.80 
 
 6.22 
 6.69 
 7.17 
 7.65 
 
 6.91 
 
 7.44 
 7.97 
 8.50 
 
 7.60 
 8.18 
 8.77 
 9.35 
 
 8.29 
 8.93 
 9.56 
 10.20 
 
 8.98 
 9.6J 
 10.36 
 11.05 
 
 9.67 
 10.41 
 11.16 
 11.90 
 
 10.36 
 11.16 
 11.95 
 12:75 
 
 11.05 
 11.90 
 12.75 
 13.6.0 
 
 iK 
 5 
 
 .903 
 .956 
 1.009 
 1.063 
 
 1.806 
 1.913 
 2.019 
 2.125 
 
 2.709 
 2.869 
 3.028 
 3.188 
 
 3.613 
 
 3.825 
 4.038 
 4.250 
 
 4.52 
 4.78 
 5.05 
 5.31 
 
 5.42 
 5.74 
 6.06 
 6.38 
 
 6.32 
 6.69 
 7.07 
 7.44 
 
 7.23 
 7.65 
 8.08 
 8.50 
 
 8.13 
 8.61 
 9.08 
 9.56 
 
 9.03 
 9.56 
 10.09 
 10.63 
 
 9.93 
 10.52 
 11.10 
 11.69 
 
 10.84 
 11.48 
 12.11 
 12.75 
 
 11.74 
 12.43 
 13.12 
 13.81 
 
 12.64 
 13.39 
 14.13 
 14.88 
 
 13.55 
 14.34 
 15.14 
 15.94 
 
 14.45 
 15.30 
 16.15 
 17.00 
 
 5M 
 5A 
 
 6 
 
 1.116 
 1.169 
 1.222 
 1.275 
 
 2.231 
 2.338 
 2.444 
 2.550 
 
 3.347 
 3.506 
 3.666 
 3.825 
 
 4.463 
 4.675 
 4.888 
 5.100 
 
 5.58 
 5.84 
 6.11 
 6.38 
 
 6.69 
 7.01 
 7.33 
 7.65 
 
 7.81 
 8.18 
 8.55 
 8.93 
 
 8.93 
 9.35 
 9.78 
 10.20 
 
 10.04 
 10.52 
 11.00 
 11.48 
 
 11.16 
 11.69 
 12.22 
 12.75 
 
 12.27 
 12.86 
 13.44 
 14.03 
 
 13.39 
 14.03 
 14.66 
 15.30 
 
 14.50 
 15.19 
 15.88 
 16.58 
 
 15.62 
 16.36 
 17.11 
 17.85 
 
 16.73 
 17.53 
 18.33 
 19.13 
 
 17.85 
 18.70 
 19.55 
 20.40 
 
 6H 
 
 WA 
 
 6K 
 7 
 
 1.328 
 1.381 
 1.434 
 1.488 
 
 2.656 
 2.763 
 2.869 
 2.975 
 
 3.984 
 4.144 
 4.303 
 4.463 
 
 5.313 
 5.525 
 5.738 
 5.950 
 
 6.64 
 6.91 
 7.17 
 7.44 
 
 7.97 
 8.29 
 8.61 
 8.93 
 
 9.30 
 9.67 
 10.04 
 10.41 
 
 10.63 
 11.05 
 11.48 
 11.90 
 
 11.95 
 12.43 
 12.91 
 13.39 
 
 13.28 
 13.81 
 14.34 
 14.88 
 
 14.61 
 15.19 
 15.78 
 16.36 
 
 15.94 
 16.58 
 17.21 
 17.85 
 
 17.27 
 17.96 
 18.65 
 19.34 
 
 18.59 
 19.34 
 20.08 
 20.83 
 
 19.92 
 20.72 
 21.52 
 22.31 
 
 21.25 
 22.10 
 22.95 
 23.80 
 
 IK 
 
 m 
 
 7K 
 8 
 
 1.541 
 1.594 
 1.647 
 1.700 
 
 3.081 
 3.188 
 3.294 
 3.400 
 
 4.622 
 4.781 
 4.941 
 5.100 
 
 6.163 
 6.375 
 6.588 
 6.800 
 
 7.70 
 7.97 
 8.23 
 8.50 
 
 9.24 
 9.56 
 9.88 
 10.20 
 
 10.78 
 11.16 
 11.53 
 11.90 
 
 12.33 
 12.75 
 13.18 
 13.60 
 
 13.87 
 14.34 
 14.82 
 15.30 
 
 15.41 
 15.94 
 16.47 
 17.00 
 
 16.95 
 17.53 
 18.12 
 18.70 
 
 18.49 
 19.13 
 19.76 
 20.40 
 
 20.03 
 20.72 
 21.41 
 22.10 
 
 21.57 
 22.31 
 23.06 
 23.80 
 
 23.11 
 23.91 
 24.70 
 25.50 
 
 24.65 
 25.50 
 26.35 
 27.20 
 
 8M 
 
 sa 
 SK 
 9 
 
 1.753 
 1.806 
 1.859 
 1.913 
 
 3.506 
 3.613 
 3.719 
 3.825 
 
 5.259 
 5.419 
 5.578 
 5.738 
 
 7.013 
 7.225 
 7.438 
 7.650 
 
 8.77 
 9.03 
 9.30 
 9.56 
 
 10.52 
 10.84 
 11.16 
 11.48 
 
 12.27 
 12.64 
 13.02 
 13.39 
 
 14.03 
 14.45 
 14.88 
 15.30 
 
 15.78 
 16.26 
 16.73 
 17.21 
 
 17.53 
 18.06 
 18.59 
 19.13 
 
 19.28 
 19.87 
 20.45 
 21.04 
 
 21.04 
 21.68 
 22.31 
 22.95 
 
 22.79 
 23.48 
 24.17 
 24.86 
 
 24.54 
 25.29 
 26.03 
 26.78 
 
 26.30 
 27.09 
 27.89 
 28.69 
 
 28.05 
 28:90 
 29.75 
 30.60 
 
 9K 
 9A 
 9K 
 10 
 
 1.966 
 2.019 
 2.072 
 2.125 
 
 3.931 
 4.038 
 4.144 
 4.250 
 
 5.897 
 6.056 
 6.216 
 6.375 
 
 7.863 
 8.075 
 8.288 
 8.500 
 
 9.83 
 10.09 
 10.36 
 10.63 
 
 11.79 
 12.11 
 12.43 
 12.75 
 
 13.76 
 14.13 
 14.50 
 14.88 
 
 15.73 
 16.15 
 16.58 
 17.00 
 
 17.69 
 18.17 
 18.65 
 19.13 
 
 19.66 
 20.19 
 20.72 
 21.25 
 
 21.62 
 22.21 
 22.79 
 23.38 
 
 23.59 
 24.23 
 24.86 
 25.50 
 
 25.55 
 26.24 
 26.93 
 27.63 
 
 27.52 
 28.26 
 29.01 
 29.75 
 
 29.48 
 30.28 
 31.08 
 31.88 
 
 31.45 
 32.30 
 33.15 
 34.00 
 
 10 K 
 10A 
 10K 
 11 
 
 2.178 
 2.231 
 2.284 
 2.338 
 
 4.356 
 4.463 
 4.569 
 4.675 
 
 6.534 
 6.694 
 6.853 
 7.013 
 
 8.713 
 8.925 
 9.138 
 9.350 
 
 10.89 
 11.16 
 11.42 
 11.69 
 
 13.07 
 13.39 
 13.71 
 14.03 
 
 15.25 
 15.62 
 15.99 
 16.36 
 
 17.43 
 17.85 
 18.28 
 18.70 
 
 19.60 
 20.08 
 20.56 
 21.04 
 
 21.78 
 22.31 
 22.84 
 23.38 
 
 23.96 
 24.54 
 25.13 
 25.71 
 
 26.14 
 26.78 
 27.41 
 28.05 
 
 28.32 
 29.01 
 29.70 
 30.39 
 
 30.49 
 31.24 
 31.98 
 32.73 
 
 32.67 
 33.47 
 34.27 
 35.06 
 
 34.85 
 35.70 
 36.55 
 37.40 
 
 Mi 
 
 UA 
 n% 
 
 12 
 
 2.391 
 2.444 
 2.497 
 2.550 
 
 4.781 
 4.888 
 4.994 
 5.100 
 
 7.172 
 7.331 
 7.491 
 7.650 
 
 9.563 
 9.775 
 9.988 
 10.20 
 
 11.95 
 12.22 
 12.48 
 12.75 
 
 14.34 
 14.66 
 14.98 
 15.30 
 
 16.73 
 17.11 
 17.48 
 17.85 
 
 19.13 
 19.55 
 19.98 
 20.40 
 
 21.52 
 21.99 
 22.47 
 22.95 
 
 23.91 
 24.44 
 24.97 
 25.50 
 
 26.30 
 26.88 
 27.47 
 28.05 
 
 28.69 
 29.33 
 29.96 
 30.60 
 
 31.08 
 31.77 
 32.46 
 33.15 
 
 33.47 
 34.21 
 34.96 
 35.70 
 
 35.86 
 36.66 
 37.45 
 38.25 
 
 38.25 
 39.10 
 39.95 
 40.80 
 
 119 
 
CARNEQIE STEEL COMPANY 
 
 
 WEIGHTS OF FLAT ItOLLED STEEL— Continued 
 
 
 POUNDS PER LINEAL FOOT 
 
 Width 
 Inches 
 
 Thickness, Inches 
 
 Mo 
 
 % 
 
 %o 
 
 Vi 
 
 %e 
 
 % 
 
 7 /ie 
 
 % 
 
 He 
 
 % 
 
 !%« 
 
 % 
 
 !%6 
 
 % 
 
 !%0 
 
 1 ■ 
 
 13 
 
 WA 
 
 14 
 
 2.66 
 2.76 
 2.87 
 2.98 
 
 5.31 
 5.53 
 5.74 
 5.95 
 
 7.97 
 8.29 
 8.61 
 8.93 
 
 10.63 
 11.05 
 11.48 
 11.90 
 
 13.28 
 13.81 
 14.34 
 14.88 
 
 15.94 
 16.58 
 17.21 
 17.85 
 
 18.59 
 19.34 
 20.08 
 20.83 
 
 21.25 
 22.10 
 22.95 
 23.80 
 
 23.91 
 24.86 
 25.82 
 26.78 
 
 26.56 
 27.63 
 28.69 
 29.75 
 
 29.2 
 30.4 
 31.6 
 32.7 
 
 31.9 
 33.2 
 34.4 
 35.7 
 
 34.5 
 35.9 
 37.3 
 38.7 
 
 37.2 
 38.7 
 40.2 
 41.7 
 
 39.8 
 41.4 
 43.0 
 44.6 
 
 42.5 
 44.2 
 45.9 
 47.6 
 
 15 
 
 15H 
 
 16 
 
 3.08 
 3.19 
 3.29 
 3.40 
 
 6.16 
 6.38 
 6.59 
 6.80 
 
 9.24 
 9.56 
 9.88 
 10.20 
 
 12.33 
 12.75 
 13.18 
 13.60 
 
 15.41 
 15.94 
 16.47 
 17.00 
 
 18.49 
 19.13 
 19.76 
 20.40 
 
 21.57 
 22.31 
 23.06 
 23.80 
 
 24.65 
 25.50 
 26.35 
 27.20 
 
 27.73 
 28.69 
 29.64 
 30.60 
 
 30.81 
 31.88 
 32.94 
 34.00 
 
 33.9 
 35.1 
 36.2 
 37.4 
 
 37.0 
 .38.3 
 
 39.5 
 40.8 
 
 40.1 
 41.4 
 42.8 
 44.2 
 
 43.1 
 44.6 
 46.1 
 47.6 
 
 46.2 
 47.8 
 49.4 
 51.0 
 
 49.3 
 51.0 
 52.7 
 54.4 
 
 16H 
 17 
 
 17H 
 18 
 
 3.51 
 3.61 
 3.72 
 3.83 
 
 7.01 
 7.23 
 7.44 
 7.65 
 
 10.52 
 10.84 
 11.16 
 11.48 
 
 14.03 
 14.45 
 14.88 
 15.30 
 
 17.53 
 18.06 
 18.59 
 19.13 
 
 21.04 
 21.68 
 22.31 
 22.95 
 
 24.54 
 25.29 
 26.03 
 26.78 
 
 28.05 
 28.90 
 29.75 
 30.60 
 
 31.56 
 32.51 
 33.47 
 34.43 
 
 35.06 
 36.13 
 37.19 
 38.25 
 
 38.6 
 39.7 
 40.9 
 42.1 
 
 42.1 
 43.4 
 44.6 
 45.9 
 
 45.6 
 47.0 
 48.3 
 49.7 
 
 49.1 
 50.6 
 52.1 
 53.6 
 
 52.6 
 54.2 
 55.8 
 57.4 
 
 56.1 
 57.8 
 59.5 
 61/2 • 
 
 18H 
 19 
 
 19H 
 20 
 
 3.93 
 4.04 
 4.14 
 4.25 
 
 7.86 
 8.08 
 8.29 
 8.50 
 
 11.79 
 
 12.11 
 12.43 
 12.75 
 
 15.73 
 16.15 
 16.58 
 17.00 
 
 19.66 
 20.19 
 20.72 
 21.25 
 
 23.59 
 24.23 
 24.86 
 25.50 
 
 27.52 
 28.26 
 29.01 
 29.75 
 
 31.45 
 32.30 
 33.15 
 34.00 
 
 35.38 
 36.34 
 37.29 
 38.25 
 
 39.31 
 40.38 
 41.44 
 42.60 
 
 43.2 
 
 44.4 
 45.6 
 46.8 
 
 47.2 
 48.5 
 49.7 
 51.0 
 
 51.1 
 52.5 
 53.9 
 55.3 
 
 55.0 
 56.5 
 58.0 
 59.5 
 
 59.0 
 60.6 
 62.2 
 63.8 
 
 62.9 
 64.6 
 66.3 
 68.0 
 
 20^ 
 21 
 
 21M 
 22 
 
 4.36 
 4.46 
 4.57 
 4.68 
 
 8.71 
 8.93 
 9.14 
 9.35 
 
 13.07 
 13.39 
 13.71 
 14.03 
 
 17.43 
 17.85 
 18.28 
 18.70 
 
 21.78 
 22.31 
 22.84 
 23.38 
 
 26.14 
 26.78 
 27.41 
 28.05 
 
 30.49 
 31.24 
 31.98 
 32.73 
 
 34.85 
 35.70 
 36.55 
 37.40 
 
 39.21 
 40.16 
 41.12 
 42.08 
 
 43.56 
 44.63 
 45.69 
 46.75 
 
 47.9 
 49.1 
 50.3 
 51.4 
 
 52.3 
 53.6 
 
 54.8 
 56.1 
 
 56.6 
 58.0 
 59.4 
 60.8 
 
 61.0 
 62.5 
 64.0 
 65.5 
 
 65.3 
 66.9 
 68.5 
 70.1 
 
 69.7 
 71.4 
 73.1 
 74.8 
 
 22^ 
 23 
 
 23H 
 24 
 
 4.78 
 4.89 
 4.99 
 5.10 
 
 9.56 
 9.78 
 9.99 
 10.20 
 
 14.34 
 14.66 
 14.98 
 15.30 
 
 19.13 
 19.55 
 19.98 
 20.40 
 
 23.91 
 24.44 
 24.97 
 25.50 
 
 28.69 
 29.33 
 29.96 
 30.60 
 
 33.47 
 34.21 
 34.96 
 35.70 
 
 38.25 
 39.10 
 39.95 
 40.80 
 
 43.03 
 43.99 
 44.94 
 45.90 
 
 47.81 
 48.88 
 49.94 
 51.00 
 
 52.6 
 53.8 
 54.9 
 56.1 
 
 5Y.4 
 58.7 
 59.9 
 61.2 
 
 62.2 
 63.5 
 64.9 
 66.3 
 
 66.9 
 68.4 
 69.9 
 71.4 
 
 71.7 
 73.3 
 74.9 
 76.5 
 
 76.5 
 78.2 
 79.9 
 81.6 
 
 25 
 26 
 27 
 28 
 
 5.31 
 5.53 
 5.74 
 5.95 
 
 10.63 
 11.05 
 11.48 
 11.90 
 
 15.94 
 16.58 
 17.21 
 17.85 
 
 21.25 
 22.10 
 22.95 
 23.80 
 
 26.56 
 27.63 
 28.69 
 29.75 
 
 31.88 
 33.15 
 34.43 
 35.70 
 
 37.19 
 38.68 
 40.16 
 41.65 
 
 42.50 
 44.20 
 45.90 
 47.60 
 
 47.81 
 49.73 
 51.64 
 53.55 
 
 53.13 
 55.25 
 57.38 
 59.50 
 
 58.4 
 60.8 
 63.1 
 65.5 
 
 63.8 
 66.3 
 68.9 
 71.4 
 
 69.1 
 71.8 
 74.6 
 77.4 
 
 74.4 
 77.4 
 80.3 
 83.3 
 
 79.7 
 82.9 
 86.1 
 89.3 
 
 85.0 
 88.4 
 91.8 
 95.2 
 
 29 
 30 
 31 
 32 
 
 6.16 
 6.38 
 6.59 
 6.80 
 
 12.33 
 
 12.75 
 13.18 
 13.60 
 
 18.49 
 19.13 
 19.76 
 20.40 
 
 24.65 
 25.50 
 26.35 
 27.20 
 
 30.81 
 31.88 
 32.94 
 34.00 
 
 36.98 
 38.25 
 39.53 
 40.80 
 
 43.14 
 44.63 
 46.11 
 47.60 
 
 49.30 
 51.00 
 52.70 
 54.40 
 
 55.46 
 57.38 
 59.29 
 61.20 
 
 61.63 
 63.75 
 65.88 
 68.00 
 
 67.8 
 70.1 
 72.5 
 74.8 
 
 74.0 
 76.5 
 79.1 
 81.6 
 
 80.1 
 82.9 
 85.6 
 88.4 
 
 86.3 
 89.3 
 92.2 
 95.2 
 
 92.4 
 95.6 
 98.8 
 102.0 
 
 98.6 
 102.0 
 105.4 
 108.8 
 
 33 
 34 
 35 
 36 
 
 7.01 
 7.23 
 7.44 
 7.65 
 
 14.03 
 14.45 
 14.88 
 15.30 
 
 21.04 
 21.68 
 22.31 
 22.95 
 
 28.05 
 28.90 
 29.75 
 30.60 
 
 35.06 
 36.13 
 37.19 
 38.25 
 
 42.08 
 43.35 
 44.63 
 45.90 
 
 49.09 
 50.58 
 52.06 
 53.55 
 
 56.10 
 57.80 
 59.50 
 61.20 
 
 63.11 
 65.03 
 66.94 
 68.85 
 
 70.13 
 72.25 
 74.38 
 76.50 
 
 77.1 
 79.5 
 81.8 
 84.2 
 
 84.2 
 86.7 
 89.3 
 91.8 
 
 91.2 
 93.9 
 96.7 
 99.5 
 
 98.2 
 101.2 
 104.1 
 107.1 
 
 105.2 
 108.4 
 111.6 
 114.8 
 
 112.2 
 115.6 
 119.0 
 122.4 
 
 37 
 38' 
 39 
 40 
 
 7.86 
 8.08 
 8.29 
 8.50 
 
 15.73 
 16.15 
 16.58 
 17.00 
 
 23.59 
 24.23 
 24.86 
 25.50 
 
 31.45 
 32.30 
 33.15 
 34.00 
 
 39.31 
 40.38 
 41.44 
 42.50 
 
 47.18 
 48.45 
 49.73 
 51.00 
 
 55.04 
 56.53 
 58.01 
 59.50 
 
 62.90 
 64.60 
 66.30 
 68.00 
 
 70.76 
 72.68 
 74.59 
 76.50 
 
 78.63 
 80.75 
 82.88 
 85.00 
 
 86.5 
 88.8 
 91.2 
 93.5 
 
 94.4 
 96.9 
 99.5 
 102.0 
 
 102.2 
 105.0 
 107.7 
 110.5 
 
 110.1 
 113.1 
 116.0 
 119.0 
 
 117.9 
 121.1 
 124.3 
 127.5 
 
 125.8 
 129.2 
 132.6 
 136.0 
 
 41 
 42 
 43 
 
 44 
 
 8.71 
 8.93 
 9.14 
 9.35 
 
 17.43 
 17.85 
 18.28 
 18.70 
 
 26.14 
 26.78 
 27.41 
 28.05 
 
 34.85 
 35.70 
 36.55 
 37.40 
 
 43.56 
 44.63 
 45.69 
 46.75 
 
 52.28 
 53.55 
 54.83 
 56.10 
 
 60.99 
 62.48 
 63.96 
 65.45 
 
 69.70 
 71.40 
 73.10 
 74.80 
 
 78.41 
 80.33 
 82.24 
 84.15 
 
 87.13 
 89.25 
 91.38 
 93.50 
 
 95.8 
 98.2 
 100.5 
 102.9 
 
 104.6 
 107.1 
 109.7 
 112.2 
 
 113.3 
 116.0 
 118.8 
 121.6 
 
 122.0 
 125.0 
 127.9 
 130.9 
 
 130.7 
 133.9 
 137.1 
 140.3 
 
 139.4 
 142.8 
 146.2 
 149.6 
 
 45 
 46 
 47 
 48 
 
 9.56 
 9.78 
 9.99 
 10.20 
 
 19.13 
 19.55 
 19.98 
 20.40 
 
 28.69 
 29.33 
 29.96 
 30.60 
 
 38.25 
 39.10 
 39.95 
 40.80 
 
 47.81 
 48.88 
 49.94 
 51.00 
 
 57.38 
 58.65 
 59.93 
 61.20 
 
 66.94 
 68.43 
 69.91 
 71.40 
 
 76.50 
 78.20 
 79.90 
 81.60 
 
 86.06 
 87.98 
 89.89 
 91.80 
 
 95.63 
 97.75 
 99.88 
 102.0 
 
 105.2 
 107.5 
 109.9 
 112.2 
 
 114.8 
 117.3 
 119.9 
 122.4 
 
 124.3 
 127.1 
 129.8 
 132.6 
 
 133.9 
 136.9 
 139.8 
 142.8 
 
 143.4 
 146.6 
 149.8 
 153.0 
 
 153.0 
 156.4 
 159.8 
 163.2 
 
 120 
 

 
 
 WEIGHTS OF FLAT 
 
 ROLLED STEEL 
 
 
 
 
 
 WEIGHTS OF FLAT ROLLED STEEL— Concluded 
 
 
 POUNDS PER LINEAL FOOT 
 
 Width, 
 Inches 
 
 Thickness, Inches 
 
 Ho 
 
 % 
 
 %6 
 
 Yi 
 
 ■He 
 
 % 
 
 %6 
 
 % 
 
 %o 
 
 % 
 
 !%0 
 
 % 
 
 13 /io 
 
 % 
 
 15 Ao 
 
 1 
 
 49 
 50 
 51 
 52 
 
 10.4 
 10.6 
 10.8 
 11.1 
 
 20.8 
 21.3 
 21.7 
 22.1 
 
 31.2 
 31.9 
 32.5 
 33.2 
 
 41.7 
 42.5 
 43.4 
 44.2 
 
 52.1 
 53.1 
 54.2 
 55.3 
 
 62.5 
 63.8 
 65.0 
 66.3 
 
 72.9 
 74.4 
 75.9 
 77.4 
 
 83.3 
 85.0 
 86.7 
 88.4 
 
 93.7 
 95.6 
 97.5 
 99.5 
 
 104.1 
 106.3 
 108.4 
 110.5 
 
 114.5 
 116.9 
 119.2 
 121.6 
 
 125.0 
 127.5 
 130.1 
 132.6 
 
 135.4 
 138.1 
 140.9 
 143.7 
 
 145.8 
 148.8 
 151.7 
 154.7 
 
 156.2 
 159.4 
 162.6 
 165.8 
 
 166.6 
 170.0 
 173.4 
 176.8 
 
 53 
 54 
 55 
 56 
 
 11.3 
 11.5 
 11.7 
 11.9 
 
 22.5 
 23.0 
 23.4 
 23.8 
 
 33.8 
 34.4 
 35.1 
 35.7 
 
 45.1 
 45.9 
 46.8 
 47.6 
 
 56.3 
 57.4 
 58.4 
 59.6 
 
 67.6 
 68.9 
 70.1 
 71.4 
 
 78.8 
 80.3 
 81.8 
 83.3 
 
 90.1 
 91.8 
 93.5 
 95.2 
 
 101.4 
 103.3 
 105.2 
 107.1 
 
 112.6 
 114.8 
 116.9 
 119.0 
 
 123.9 
 126.2 
 128.6 
 130.9 
 
 135.2 
 137.7 
 140.3 
 142.8 
 
 146.4 
 149.2 
 151.9 
 154.7 
 
 157.7 
 160.7 
 163.6 
 166.6 
 
 168.9 
 172,1 
 175.3 
 178.5 
 
 180.2 
 183.6 
 187.0 
 190.4 
 
 57 
 58 
 59 
 60 
 
 12.1 
 12.3 
 12.5 
 12.8 
 
 24.2 
 24.7 
 25.1 
 25.5 
 
 36.3 
 37.0 
 37.6 
 38.3 
 
 48.5 
 49.3 
 50.2 
 51.0 
 
 60.6 
 61.6 
 62.7 
 63.8 
 
 72.7 
 74.0 
 75.2 
 76.5 
 
 84.8 
 86.3 
 87.8 
 89.3 
 
 96.9 
 98.6 
 100.3 
 102.0 
 
 109.0 
 110.9 
 112.8 
 114.8 
 
 121.1 
 123.3 
 125.4 
 127.5 
 
 133.2 
 135.6 
 137.9 
 140.3 
 
 145.4 
 147.9 
 150.5 
 153.0 
 
 157.5 
 160.2 
 163.0 
 165.8 
 
 169.6 
 172.6 
 175.5 
 178.5 
 
 181.7 
 184.9 
 188.1 
 191.3 
 
 193.8 
 197.2 
 200.6 
 204.0 
 
 61 
 62 
 63 
 
 64 
 
 13.0 
 13.2 
 13.4 
 13:6 
 
 25.9 
 26.4 
 26.8 
 27.2 
 
 38.9 
 39.5 
 4Q.2 
 4Q.-8 
 
 51.9 
 52.7 
 53.6 
 54.4 
 
 64.8 
 65.9 
 66.9 
 68.0 
 
 77.8 
 79.1 
 80.3 
 81.6 
 
 90.7 
 92.2 
 93.7 
 95.2 
 
 103.7 
 105.4 
 107.1 
 108.8 
 
 116.7 
 118.6 
 120.5 
 122.4 
 
 129.6 
 131.8 
 133.9 
 136.0 
 
 142.6 
 144.9 
 147.3 
 149.6 
 
 155.6 
 158.1 
 160.7 
 163.2 
 
 168.5 
 171.3 
 174.0 
 176.8 
 
 181.5 
 184.5 
 187.4 
 190.4 
 
 194.4 
 197.6 
 200.8 
 204.0 
 
 207.4 
 210.8 
 214.2 
 217.6 
 
 65 
 66 
 67 
 68 
 
 13.8 
 14.0 
 14.2 
 14.5 
 
 27.6 
 28.1 
 28.5 
 28.9 
 
 41.4 
 42.1 
 42.7 
 43.4 
 
 55.3 
 56.1 
 57.0 
 57.8 
 
 69.1 
 70.1 
 71.2 
 72.3 
 
 82.9 
 84.2 
 85.4 
 86.7 
 
 96.7 
 98.2 
 99.7 
 101.2 
 
 110.5 
 112.2 
 .113.9 
 115.6 
 
 124.3 
 126.2 
 128.1 
 130.1 
 
 138.1 
 140.3 
 142.4 
 144.5 
 
 151.9 
 154.3 
 156.6 
 159.0 
 
 165.8 
 168.3 
 170.9 
 173.4 
 
 179.6 
 182.3 
 185.1 
 187.9 
 
 193.4 
 196.4 
 199.3 
 202.3 
 
 207.2 
 210.4 
 213.6 
 216.8 
 
 221.0 
 224.4 
 227.8 
 231.2 
 
 69 
 70 
 71 
 72 
 
 14.7 
 14.9 
 15.1 
 15.3 
 
 29.3 
 29.8 
 30.2 
 30.6 
 
 44.0 
 44.6 
 45.3 
 45.9 
 
 58.7 
 59.5 
 60.4 
 61.2 
 
 73.3 
 
 74.4 
 75.4 
 76.5 
 
 88.0 
 89.3 
 90.5 
 91.8 
 
 102.6 
 104.1 
 105.6 
 107.1 
 
 117.3 
 119.0 
 120.7 
 122.4 
 
 132.0 
 133.9 
 135.8 
 137.7 
 
 146.6 
 148.8 
 150.9 
 153.0 
 
 161.3 
 163.6 
 166.0 
 168.3 
 
 176.0 
 178.5 
 181.1 
 183.6 
 
 190.6 
 193.4 
 196.1 
 198.9 
 
 205.3 
 208.3 
 211.2 
 214.2 
 
 219.9 
 223.1 
 226.3 
 229.5 
 
 234.6 
 238.0 
 241.4 
 244.8 
 
 73 
 
 74 
 75 
 76 
 
 15.5 
 15.7 
 15.9 
 16.2 
 
 31.0 
 31.5 
 31.9 
 32.3 
 
 46.5 
 47.2 
 47.8 
 48.5 
 
 62.1 
 62.9 
 63.8 
 64.6 
 
 77.6 
 78.6 
 79.7 
 80.8 
 
 93.1 
 94.4 
 95.6 
 96.9 
 
 108.6 
 110.1 
 111.6 
 113.1 
 
 124.1 
 125.8 
 127.5 
 129.2 
 
 139.6 
 141.5 
 143.4 
 145.4 
 
 155.1 
 157.3 
 159.4 
 161.5 
 
 170.6 
 173.0 
 175.3 
 177.7 
 
 186.2 
 188.7 
 191.3 
 193.8 
 
 201.7 
 204.4 
 207.2 
 210.0 
 
 217.2 
 220.2 
 223.1 
 226.1 
 
 232.7 
 235.9 
 239.1 
 242.3 
 
 248.2 
 251.6 
 255.0 
 258.4 
 
 77 
 78 
 79 
 80 
 
 16.4 
 16.6 
 16.8 
 17.0 
 
 32.7 
 33.2 
 33.6 
 34.0 
 
 49.1 
 49.7 
 50.4 
 51.0 
 
 65.5 
 66.3 
 67.2 
 68.0 
 
 81.8 
 82.9 
 83.9 
 85.0 
 
 98.2 
 99.5 
 100.7 
 102.0 
 
 114.5 
 116.0 
 117.5 
 119.0 
 
 130.9 
 132.6 
 134.3 
 136.0 
 
 147.3 
 149.2 
 151.1 
 153.0 
 
 163.6 
 165.8 
 167.9 
 170.0 
 
 180.0 
 182.3 
 184.7 
 187.0 
 
 196.4 
 198.9 
 201.5 
 204.0 
 
 212.7 
 215.5 
 218.2 
 221.0 
 
 229.1 
 232.1 
 235.0 
 238.0 
 
 245.4 
 248.6 
 251.8 
 255.0 
 
 261.8 
 265.2 
 268.6 
 272.0 
 
 81 
 82 
 83 
 84 
 
 17.2 
 17.4 
 17.6 
 17.9 
 
 34.4 
 34.9 
 35.3 
 35.7 
 
 51.6 
 52.3 
 52.9 
 53.6 
 
 68.9 
 69.7 
 70.6 
 71.4 
 
 86.1 
 87.1 
 88.2 
 89.3 
 
 103.3 
 104.6 
 105.8 
 107.1 
 
 120.5 
 122.0 
 123.5 
 125.0 
 
 137.7 
 139.4 
 141.1 
 142.8 
 
 154.9 
 156.8 
 158.7 
 160.7 
 
 172.1 
 174.3 
 176.4 
 178.5 
 
 189.3 
 191.7 
 194.0 
 196.4 
 
 206.6 
 209.1 
 211.7 
 214.2 
 
 223.8 
 226.5 
 229.3 
 232.1 
 
 241.0 
 244.0 
 246.9 
 249.9 
 
 258.2 
 261.4 
 264.6 
 267.8 
 
 2,75.4 
 278.8 
 282.2 
 285.6 
 
 85 
 86 
 87 
 88 
 
 18.1 
 18.3 
 18.5 
 18.7 
 
 36.1 
 36.6 
 37.0 
 37.4 
 
 54.2 
 54.8 
 55.5 
 56.1 
 
 72.3 
 73.1 
 74.0 
 74.8 
 
 90.3 
 91.4 
 92.4 
 93.5 
 
 108.4 
 109.7 
 110.9 
 112.2 
 
 126.4 
 127.9 
 129.4 
 130.9 
 
 144.5 
 146.2 
 147.9 
 149.6 
 
 162.6 
 164.5 
 166.4 
 168.3 
 
 180.6 
 182.8 
 184.9 
 187.0 
 
 198.7 
 201.0 
 203.4 
 205.7 
 
 216.8 
 219.3 
 221.9 
 224.4 
 
 234.8 
 237.6 
 240.3 
 243.1 
 
 252.9 
 255.9 
 258.8 
 261.8 
 
 270.9 
 274.1 
 277.3 
 280.5 
 
 289.0 
 292.4 
 295.8 
 299.2 
 
 89 
 90 
 91' 
 92 
 
 18.9 
 19.1 
 19.3 
 19.6 
 
 37.8 
 38.3 
 38.7 
 39.1 
 
 56.7 
 57.4 
 58.0 
 58.7 
 
 75.7 
 76.5 
 77.4 
 78.2 
 
 94.6 
 95.6 
 96.7 
 97.8 
 
 113.5 
 114.8 
 116.0 
 117.3 
 
 132.4 
 133.9 
 135.4 
 136.9 
 
 151.3 
 153.0 
 154.7 
 156.4 
 
 170.2 
 172.1 
 174.0 
 176.0 
 
 189.1 
 191.3 
 193.4 
 195.5 
 
 208.0 
 210.4 
 212.7 
 215.1 
 
 227.0 
 229.5 
 232.1 
 234.6 
 
 245.9 
 248.6 
 251.4 
 254.2 
 
 264.8 
 267.8 
 270.7 
 273.7 
 
 283.7 
 286.9 
 290.1 
 293.3 
 
 302.6 
 306.0 
 309.4 
 312.8 
 
 93 
 94 
 95 
 96 
 
 19.8 
 20.0 
 20.2 
 20.4 
 
 39.5 
 40.0 
 40.4 
 40.8 
 
 59.3 
 59.9 
 60.6 
 61.2 
 
 79.1 
 79.9 
 80.8 
 81.6 
 
 •98.8 
 99.9 
 100.9 
 102.0 
 
 118.6 
 119.9 
 121.1 
 122.4 
 
 138.3 
 139.8 
 141.3 
 142.8 
 
 158.1 
 159.8 
 161.5 
 163.2 
 
 177.9 
 179.8 
 181.7 
 183.6 
 
 197.6 
 199.8 
 201.9 
 204.0 
 
 217.4 
 219.7 
 222.1 
 224.4 
 
 237.2 
 239.7 
 242.3 
 244.8 
 
 256.9 
 259.7 
 262.4 
 265.2 
 
 276.7 
 279.7 
 282.6 
 285.6 
 
 296.4 
 299.6 
 302.8 
 306.0 
 
 316.2 
 319.6 
 323.0 
 326.4 
 
 97 
 98 
 99 
 100 
 
 20.6 
 20.8 
 21.0 
 21.3 
 
 41.2 
 41.7 
 42.1 
 42.5 
 
 61.8 
 62.5 
 63.1 
 63.8 
 
 82.5 
 83.3 
 84.2 
 85.0 
 
 103.1 
 104.1 
 105.2 
 106.3 
 
 123.7 
 125.0 
 126.2 
 127.5 
 
 144.3 
 145.8 
 147.3 
 148.8 
 
 164.9 
 166.6 
 168.3 
 170.0 
 
 185.5 
 187.4 
 189.3 
 191.3 
 
 206.1 
 208.3 
 210.4 
 212.5 
 
 226.7 
 229.1 
 231.4 
 233.8 
 
 247.4 
 249.9 
 252.5 
 255.0 
 
 268.0 
 270.7 
 273.5 
 276.3 
 
 288.6 
 291.6 
 294.5 
 297.5 
 
 309.2 
 312.4 
 315.6 
 318.8 
 
 329.8 
 333.2 
 336.6 
 340.0 
 
 121 
 

 ' 
 
 CARNEGIE STEEL COMPANY 
 
 
 
 
 
 SQUARE AND 
 
 ROUND BARS 
 
 
 
 
 WEIGHTS AND AREAS 
 
 Size, 
 
 Weight, Lba. 
 per Foot 
 
 Area, Square 
 Inches 
 
 Size, 
 
 Weight, Lbs. 
 per Foot 
 
 Area, Square 
 Inches 
 
 laches 
 
 
 
 
 
 Inches 
 
 
 
 
 
 
 D • 
 
 O 
 
 □ 
 
 o 
 
 
 □ 
 
 o 
 
 □ 
 
 o 
 
 
 
 ft 
 
 .013 
 .053 
 .120 
 
 .010 
 .042 
 .094 
 
 .0039. 
 .0156 
 .0352 
 
 \ 
 
 .0031 
 .0123 
 .0276 
 
 3 
 
 ft 
 
 A 
 
 30.60 
 31.89 
 33.20 
 34.54 
 
 24.03 
 25.05 
 26.08 
 27.13 
 
 9.000 
 
 9.379 
 
 9.766 
 
 10.160 
 
 7.069 
 7.366 
 7.670 
 7.980 
 
 % 
 
 13 
 
 .213 
 .332 
 
 .478 
 .651 
 
 .167 
 .261 
 .376 
 .511 
 
 .0625 
 .0977 
 .1406 
 .1914 
 
 .0491 
 .0767 
 .1105 
 .1503 
 
 a 
 
 A 
 H 
 A 
 
 35.91 
 37.31 
 38.73 
 40.18 
 
 28.21 
 29.30 
 30.42 
 31.55 
 
 10.563 
 10.973 
 11.391 
 11.816 
 
 8.296 
 8.618 
 8.946 
 9.281 
 
 ft 
 H 
 
 .850 
 1.076 
 1.328 
 1.607 
 
 .668 
 
 .845 
 
 1.043 
 
 1.262 
 
 .2500 
 .3164 
 .3906 
 .4727 
 
 .1963 
 .2485 
 .3068 
 .3712 
 
 ft 
 H 
 
 41.65 
 43.15 
 44.68 
 46.23 
 
 32.71, 
 33.89 
 35.09 
 36.31 
 
 12.250 
 12.691 
 13.141 
 13.598 
 
 9.621 
 
 9.968 
 
 10.321 
 
 10.680 
 
 'A 
 
 II 
 43 
 
 1.913 
 2.245 
 2.603 
 2.988 
 
 1.S02 
 1.763 
 2.044 
 2.347 
 
 .5625 
 .6602 
 .7656 
 .8789 
 
 .4418 
 .5185 
 .6013 
 .6903 
 
 it 
 Vs 
 
 47.81 
 49.42 
 51.05 
 52,71 
 
 l 8 7 :lf 
 
 40.10 
 41.4Q 
 
 14.063 
 14.535 
 15.016 
 15.504 
 
 11.045 
 11.416 
 11.793 
 12.177 
 
 1 
 ft 
 
 3.400 
 3.838 
 4.303 
 4.795 
 
 2.670 
 3.015 
 3.380 
 3.766 
 
 1.0000 
 1.1289 
 1.2656 
 1.4102 
 
 .7854 
 
 .8866; 
 
 .9940 
 
 1.1075 
 
 4 
 
 ft 
 A. 
 
 54.40 
 56.11 
 57.85 
 59.62 
 
 42.73 
 44.07 
 45.44 
 46.83 
 
 16.000 
 16.504 
 17.016 
 17.535 
 
 12.566 
 12.962 
 13.364 
 13.772 
 
 ft 
 A 
 
 5.313 
 5.857 
 6.428 
 7.026 
 
 4.172 
 4.600 
 5.049 
 5.518 
 
 1.5625 
 1.7227 
 1.8906 
 2.0664 
 
 1.2272 
 1.3530 
 1.4849 
 1.6230 
 
 A 
 
 % 
 
 A 
 
 61.41 
 63.23 
 65.08 
 66.95 
 
 .48.23 
 49.66 
 51.11 
 52.58 
 
 18.063 
 18.598 
 19.141 
 19.691 
 
 14.186 
 14.607 
 15.033 
 15.466 
 
 J^ 
 A 
 % 
 « 
 
 7.650 
 8.301 
 8.978 
 9.682 
 
 6.008 
 6.519 
 7.051 
 7.604 
 
 2.2500 
 
 2.4414 
 2.6406 
 2.8477 
 
 1.7671 
 1.9175 
 2.0739 
 2.2365 
 
 ft 
 
 68.85 
 70.78 
 72.73 
 74.71 
 
 54.07 
 55.59 
 57.12 
 58.67 
 
 20.250 
 20.816 
 21.391 
 21.973 
 
 15.904 
 16.349 
 16.800 
 17.257 
 
 H 
 
 10.413 
 11.170 
 11.953 
 12.763 
 
 8.178 
 
 8.773 
 
 9.388 
 
 10.024 
 
 3.0625 
 3.2852 
 3.5156 
 3.7539 
 
 2.4053 
 2.5803 
 2.7612 
 2.9483 
 
 H 
 II 
 
 76.71 
 78.74 
 80.80 
 82.89 
 
 60.25 
 61.85 
 63.46 
 65.10 
 
 22.563 
 23.160 
 23.766 
 24.379 
 
 17.721 
 18.190 
 18.665 
 19.147 
 
 2 
 
 ft 
 
 A 
 
 13.600 
 14.463 
 15.353 
 16.270 
 
 10.681 
 11.359 
 12.058 
 12.778 
 
 4.0000 
 4.2539 
 4.5156 
 4.7852 
 
 3.1416 
 3.3410 
 3.5466 
 3.7583 
 
 5 
 
 ft 
 
 A 
 
 85.00 
 87.14 
 89.30 
 91.49 
 
 66.76 
 68.44 
 70.14 
 71.86 
 
 25.000 
 25.629 
 26.266 
 26.910 
 
 19.635* 
 20.129 
 20.629 
 21.135 
 
 * 
 
 A 
 
 17.213 
 18.182 
 19.178 
 20.201 
 
 13.519 
 14.280 
 15.062 
 15.866 
 
 5.0625 
 5.3477 
 5.6406 
 5.9414 
 
 3.9761 
 4.2000 
 4.4301 
 4.6664 
 
 H 
 
 n 
 T3 
 
 % 
 
 ft 
 
 93.71 
 
 95.96 
 
 98.23 
 
 100.53 
 
 73.60 
 75.36 
 77.15 
 78.95 
 
 27.563 
 28.223 
 28.891 
 29.566 
 
 21.648 
 22.166 
 22.691 
 23.221 
 
 « 
 
 21.250 
 22.326 
 23.428 
 24.557 
 
 16.690 
 17.534 
 18.400 
 19.287 
 
 6.2500 
 6.5664 
 6.8906 
 7.2227 
 
 4.9087 
 5.1572 
 5.4119 
 5.6727 
 
 A 
 % 
 ii 
 
 102.85 
 105.20 
 107.58 
 109.98 
 
 80.78 
 82.62 
 84.49 
 86.38 
 
 30.250 
 30.941 
 31.641 
 32.348 
 
 23.758 
 24.301 
 24.850 
 25.406 
 
 % 
 II 
 
 25.713 
 26.895 
 28.103 
 29.338 
 
 20.195 
 21.123 
 22.072 
 23.042 
 
 7.5625 
 7.9102 
 8.2656 
 8.6289 
 
 5.9396 
 6.2126 
 6.4918 
 6.7771 
 
 U 
 
 II 
 if 
 
 112.41 
 114.87 
 117.35 
 119.86 
 
 88.29 
 90.22 
 92.17 
 94.14 
 
 33.063 
 33.785 
 34.516 
 35.254 
 
 25.967 
 26.535 
 27.109 
 27.688 
 
 3 
 
 30.600 
 
 24.033 
 
 9.0000 
 
 7.0686 
 
 6 
 
 122.40 
 
 96.13 
 
 36.000 
 
 28.274 
 
 122 
 
, 
 
 
 
 WEIGHTS OF 
 
 BAR 
 
 
 
 
 
 SQUARE AND ROUND BARS 
 
 
 
 WEIGHTS 
 
 AND AREAS 
 
 
 Size, 
 Inches 
 
 Weight, Lbs. 
 per Foot 
 
 Area, Square 
 Inches 
 
 Size, 
 
 Weight, Lbs. 
 per Foot 
 
 Area, Square 
 
 Inches 
 
 
 
 
 
 Inches 
 
 
 
 
 
 
 □ 
 
 . o 
 
 □ 
 
 o 
 
 
 D 
 
 o 
 
 □ 
 
 o 
 
 6 
 
 ft 
 \i 
 ft 
 
 122.40 
 124.96 
 127.55 
 130.17 
 
 96.13 
 
 98.15 
 
 100.18 
 
 102.23 
 
 36.000 
 36.754 
 37.516 
 38.285 
 
 28.274 
 28.866 
 29.465 
 30.069 
 
 9 
 
 275.40 
 279.24 
 283.10 
 286.99 
 
 216.30 
 219.31 
 222.35 
 225.41 
 
 81.000 
 82.129 
 83.266 
 84.410 
 
 63.617 
 64.504 
 65.397 
 66.296 
 
 ft 
 
 132.81 
 135.48 
 138.18 
 140.90 
 
 104.31 
 106.41 
 108.53 
 110.66 
 
 39.063 
 39.848 
 40.641 
 41.441 
 
 30.680 
 31.296 
 31.919 
 32.548 
 
 ft 
 
 ft 
 
 290.91 
 294.86 
 298.83 
 302.83 
 
 228.48 
 231.58 
 234.70 
 237.84 
 
 85.563 
 86.723 
 87.891 
 89.066 
 
 67.201 
 68.112 
 69.029 
 69.953 
 
 H 
 
 ft 
 li 
 
 143.65 
 146.43 
 149.23 
 152.06 
 
 112.82 
 115.00 
 117.20 
 119.43 
 
 42.250 
 43.066 
 43.891 
 44.723 
 
 33.183 
 33.824 
 34.472 
 35.125 
 
 ft 
 
 H 
 
 ih. 
 
 306.85 
 310.90 
 314.98 
 319.08 
 
 241.00 
 244.18 
 247.38 
 250.61 
 
 90.250 
 91.441 
 92.641 
 93.848 
 
 70.882 
 71.818 
 72.760 
 73.708 
 
 H 
 
 154.91 
 157.79 
 160.70 
 163.64 
 
 121.67 
 123.93 
 126.22 
 128.52 
 
 45.563 
 46.410 
 47.266 
 48.129 
 
 35.785 
 36.450 
 37.122 
 37.800 
 
 H 
 
 II 
 • if 
 
 323.21 
 327.37 
 331.55 
 335.76 
 
 253.85 
 257.12 
 260.40 
 263.71 
 
 95.063 
 96.285 
 97.516 
 98.754 
 
 74.662 
 75.622 
 76.589 
 77.561 
 
 7 
 ft 
 
 166.60 
 169.59 
 172.60 
 175.64 
 
 130.85 
 133.19 
 135.56 
 137.95 
 
 49.000 
 49.879 
 50.766 
 51.660 
 
 38.485 
 39.175 
 39.871 
 40.574 
 
 10 
 
 ft 
 H 
 ft 
 
 340.00 
 344.26 
 348.55 
 352.87 
 
 267.04 
 270.38 
 273.75 
 277.14 
 
 100.000 
 101.254 
 102.516 
 103.785 
 
 78.540 
 79.525 
 80.516 
 81.513 
 
 ft 
 
 178.71 
 181.81 
 184.93 
 188.07 
 
 140.36 
 142.79 
 145.24 
 147.71 
 
 52.563 
 53.473 
 54.391 
 55.316 
 
 41.282 
 41.997 
 42.718 
 43.445 
 
 H 
 
 ft 
 % 
 ft 
 
 357.21 
 361.58 
 365.98 
 370.40 
 
 280.55 
 283.99 
 287.44 
 290.91 
 
 105.063 
 106.348 
 107.641 
 108.941 
 
 82.516 
 83.525 
 84.541 
 85.563 
 
 ft 
 % 
 « 
 
 191.25 
 194.45 
 197.68 
 200.93 
 
 150.21 
 152.72 
 155.26 
 157.81 
 
 56.250 
 57.191 
 58.141 
 59.098 
 
 44.179 
 44.918 
 45.664 
 46.415 
 
 ft 
 a 
 
 374.85 
 379.33 
 383.83 
 388.36 
 
 294.41 
 297.92 
 301.46 
 305.02 
 
 H0.250 
 111.566 
 112.891 
 114.223 
 
 86.590 
 87.624 
 88.664 
 89.710 
 
 11 
 
 204.21 
 207.52 
 210.85 
 214.21 
 
 160.39 
 162.99 
 165.60 
 168.24 
 
 60.063 
 61.035 
 62.016 
 63.004 
 
 47.173 
 47.937 
 48.707 
 49.483 
 
 11 
 
 392.91 
 397.49 
 402.10 
 406.74 
 
 308.59 
 312.19 
 315.81 
 319.45 
 
 115.563 
 116.910 
 118.266 
 119.629 
 
 90.763 
 91.821 
 92.886 
 93.957 
 
 s 
 
 ft 
 
 ft 
 
 217.60 
 221.01 
 224.45 
 227.92 
 
 170.90 
 173.58 
 176.29 
 179.01 
 
 64.000 
 65.004 
 66.016 
 67.035 
 
 50.265 
 51.054 
 51.849 
 52.649 
 
 n 
 
 ft 
 X 
 ft 
 
 411.40 
 416.09 
 420.80 
 425.54 
 
 323.11 
 326.80 
 330.50 
 334.22 
 
 121.000 
 122.379 
 123.766 
 125.160 
 
 95.033 
 96.116 
 97.205 
 98.301 
 
 ft 
 
 ft 
 
 231.41 
 234.93 
 238.48 
 242.05 
 
 181.75 
 184.52 
 187.30 
 190.11 
 
 68.063 
 69.098 
 70.141 
 71.191 
 
 53.456 
 54.269 
 55.088 
 55.914 
 
 H 
 ft 
 Vs 
 ft 
 
 430.31 
 435.11 
 439.93 
 444.78 
 
 337.97 
 341.73 
 345.52 
 349.33 
 
 126.563 
 127.973 
 129.391 
 130.816 
 
 99.402 
 100.510 
 101.623 
 102.743 
 
 ft 
 tt 
 
 245.65 
 249.28 
 252.93 
 256.61 
 
 192.93 
 195.78 
 198.65 
 201.54 
 
 72.250 
 73.316 
 74.391 
 75.473 
 
 56.745 
 57.583 
 58.426 
 59.276 
 
 ft 
 a 
 
 449.65 
 454.55 
 459.48 
 464.43 
 
 353.16 
 357.00 
 360.87 
 364.76 
 
 132.250 
 133.691 
 135.141 
 136.598 
 
 103.869 
 105.001 
 106.139 
 107.284 
 
 ft 
 
 is 
 
 260.31 
 264.04 
 267.80 
 271.59 
 
 204.45 
 207.38 
 210.33 
 213.31 
 
 76.563 
 77.660 
 78.766 
 79.879 
 
 60.132 
 60.994 
 61.863 
 62.737 
 
 u 
 II 
 
 469.41 
 474.42 
 479.45 
 484.51 
 
 368.68 
 372.61 
 376.56 
 380.54 
 
 138.063 
 139.535 
 141.016 
 142.504 
 
 108.434 
 109.591 
 110.754 
 111.923 
 
 9 
 
 275.40^ 
 
 216.30 
 
 81.000 
 
 63.617 
 
 12 
 
 489.60 
 
 384.53 
 
 144.000 
 
 113.098 
 
 123 
 
CARNEGIE STEEL COMPANY 
 
 COLD TWISTED SQUARE BARS 
 
 Size, 
 Inches 
 
 Area, 
 Square Inches 
 
 Weight per Foot, 
 Pounds 
 
 2 
 
 4.0000 
 
 13.600 
 
 
 lVs ' 
 
 3.5156 
 
 11.953 
 
 
 m 
 
 3.0625 
 
 10.413 
 
 
 1H 
 
 2.6406 
 
 8.978 
 
 
 1H 
 
 2.2500 
 
 7.650 
 
 
 lVa 
 
 1.8906 
 
 6.428 
 
 
 IX 
 
 1.5625 
 
 5.313 
 
 
 1H 
 
 1.2656 
 
 4.303 
 
 
 1 
 
 1.0000 
 
 3.400 
 
 
 *%« 
 
 0.8789 
 
 2.988 
 
 
 Va 
 
 0.7656 
 
 2.603 
 
 
 ll Ho 
 
 0.6602 
 
 2.245 
 
 
 M 
 
 0.5625 
 
 1.913 
 
 
 'We 
 
 0.4727 
 
 1.607 
 
 
 ^ 
 
 0.3906 
 
 1.328 
 
 
 %6 
 
 0.3164 
 
 1.076 
 
 
 ^ 
 
 0.2500 
 
 0.850 
 
 
 %« 
 
 0.1914 
 
 0.651 
 
 
 « 
 
 0.1406 
 
 0.478 
 
 
 %o 
 
 0.0977 
 
 0.332 
 
 
 X 
 
 0.0625 
 
 0.213 
 
 
 Cold twisted bars will conform to Manufacturers' Standard Specifications, unless otherwise specified. 
 
 124 
 
CONCRETE REINFORCEMENT BARS 
 
 DEFORMED BARS 
 
 CUP EAR 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 *M 1528 
 
 Hi 
 
 7.65 
 
 *M 1530 
 
 Hi 
 
 5^31 
 
 *M 1531 
 
 IX 
 
 , 4.30 
 
 *M 1532 
 
 1 
 
 3.40 
 
 *M 1533 
 
 % 
 
 2.60 
 
 *M 1534 
 
 % 
 
 1.91 
 
 *M 1535 
 
 % 
 
 1.33 
 
 *M 1536 
 
 % 
 
 0.85 
 
 *M 1537 
 
 % 
 
 0.48 
 
 * Furnished only by special arrangement. 
 
 125 
 
CARNEGIE STEEL COMPANY 
 
 DEFORMED BARS— Continued 
 
 CORRUGATED SQUARE BAR CORRUGATED SQUARE BAR 
 " TYPE A TYPE B 
 
 / / M£ / M / §F 
 
 S 
 
 Rolled for Corrugated Bar Co. 
 
 CORRUGATED ROUND BAR 
 TYPE C 
 
 CORRUGATED SQUARE BAR 
 TYPE D 
 
 
 
 Rolled for Corrugated Bar Co. 
 
 
 Section 
 
 Size, 
 
 Weight per Foot, 
 
 Section 
 
 Size, 
 
 Weight per Foot, 
 
 Index 
 
 Inches 
 
 Pounds 
 
 Index 
 
 Inches 
 
 Pounds 
 
 Corrugated Square Bar- 
 
 -Type A 
 
 Corrugated Square Bar- 
 
 -TypeB 
 
 *M 1980 
 
 1J4 
 
 4.00 
 
 *M 1550 
 
 1« 
 
 5.31 
 
 *M 1981 
 
 1 
 
 2.70 
 
 *M 1551 
 
 1 
 
 3.40 
 
 *M 1982 
 
 % 
 
 1.95 
 
 *M 1552 
 
 Vs 
 
 2.60 
 
 *M 1983 
 
 Vi 
 
 1.35 
 
 *M 1553 
 
 % 
 
 1.91 
 
 *M 1984 
 
 X 
 
 0.64 
 
 *M 1554 
 
 % 
 
 1.33 
 
 
 
 
 *M 1555 
 
 X 
 
 0.85 
 
 
 
 
 *M 1558 
 
 % 
 
 0.48 
 
 
 
 
 *M 1557 
 
 % 
 
 0.37 
 
 
 
 
 *M 1556 
 
 l A 
 
 0.21 
 
 Corrugated Round Bar- 
 
 -TypeC 
 
 Corrugated Square Bar- 
 
 -TypeD 
 
 
 
 
 *M 1732 
 
 1M 
 
 10.48 
 
 
 
 
 *M 1731 
 
 \X 
 
 7.69 
 
 *M 1618 
 
 IH 
 
 4.21 
 
 *M 1650 
 
 1M 
 
 5.35 
 
 *M 1617 
 
 iy s 
 
 3.41 
 
 *M 1651 
 
 IX 
 
 4.34 
 
 *M 1616 
 
 i 
 
 2.69 
 
 *M 1652 
 
 1 
 
 3.43 
 
 *M 1615 
 
 % s 
 
 2.06 
 
 *M 1653 
 
 X 
 
 2.64 
 
 *M 1614 
 
 H 
 
 1.52 
 
 *M 1654 
 
 % 
 
 1.94 
 
 *M 1613 
 
 % 
 
 1.05 
 
 *M 1655 
 
 % 
 
 1.35 
 
 *M 1612 
 
 %6 
 
 0.86 
 
 *M 1656 
 
 X 
 
 0.86 
 
 *M 1611 
 
 H 
 
 0.66 
 
 *M 1657 
 
 % 
 
 0.49 
 
 *M 1610 
 
 Vs 
 
 0.38 
 
 *M 1658 
 
 X 
 
 0.22 
 
 * Furnished only by special arrangement. 
 
 126 
 
CONCRETE REINFORCEMENT BARS 
 
 DEFORMED BARS— Continued 
 LUG BAR— TYPE A LUG BAR— TYPE B 
 
 Rolled for Corrugated Bar Co. 
 
 HERRINGBONE BAR 
 
 Rolled for Corrugated Bar Co. 
 
 Section 
 
 Size, 
 
 Weight per Foot, 
 
 Section 
 
 Size, 
 
 Weight per Foot, 
 
 Index 
 
 Inches 
 
 Pounds 
 
 Index 
 
 Inches 
 
 Pounds 
 
 Lug Bar — Type A 
 
 Lug Bar— Type B 
 
 *M 1578 
 
 1M 
 
 5.31 
 
 *M 1648 
 
 IJi 
 
 5.31 
 
 *M 1577 
 
 IK 
 
 4.30 
 
 *M 1647 
 
 1M 
 
 4.30 
 
 *M 1576 
 
 l 
 
 3.40 
 
 *M 1646 
 
 l 
 
 3.40 
 
 *M 1575 
 
 % 
 
 2.60 
 
 *M 1645 
 
 % 
 
 2.60 
 
 *M 1571 
 
 % 
 
 1.91 
 
 *M 1644 
 
 % 
 
 1.91 
 
 *M 1573 
 
 % 
 
 1.33 
 
 *M 1643 
 
 % 
 
 1.33 
 
 *M 1572 
 
 X 
 
 0.85 
 
 *M 1642 
 
 , X 
 
 0.85 
 
 *M 1579 
 
 %« 
 
 0.65 
 
 *M 1641 
 
 Vs 
 
 0.48 
 
 *M 1571 
 
 % 
 
 0.48 
 
 *M 1640 
 
 H 
 
 . 0.21 
 
 *M 1570 
 
 X 
 
 0.21 
 
 
 
 
 Herringbone Bar 
 
 Section 
 
 Size, 
 
 Weight per Foot, 
 
 Index 
 
 Inches 
 
 Pounds 
 
 *M 1673 
 
 IX 
 
 5.13 
 
 *M 1672 
 
 IK 
 
 3.62 
 
 *M 1671 
 
 1 
 
 2.38 
 
 *M 1670 
 
 % 
 
 1.72 
 
 *M 1669 
 
 M 
 
 1.28 
 
 *M 1668 
 
 % 
 
 0.91 
 
 * Furnished only by special arrangement. 
 
 127 
 
CARNEGIE STEEL COMPANY 
 
 DEFORMED BARS— Continued 
 HAVEMEYER SQUARE BAR HAVEMEYER ROUND BAR 
 
 Rolled for Concrete Steel Co. 
 HAVEMEYER PLAT BAR ELCANNES BAR 
 
 Rolled for Concrete Steel Co. 
 
 Rolled for Elie Cannes 
 
 Section 
 Index 
 
 Size, ' 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 Ha 
 
 vemeyer Square 
 
 Bar 
 
 Havemeyer Hound Bar 
 
 *M 1599 
 
 IX 
 
 7.65 
 
 
 
 
 *M 1609 
 
 1% 
 
 6.43 
 
 
 
 
 *M 1608 
 
 1M 
 
 5.31 
 
 *M 1629 
 
 1M 
 
 4.17 
 
 *M 1607 
 
 IK 
 
 4.30 
 
 *M 1628 
 
 IK 
 
 3.38 
 
 *M 1606 
 
 l 
 
 3.40 
 
 *M 1627 
 
 1 
 
 2.67 
 
 *M 1605 
 
 % 
 
 2.60 
 
 *M 1626 
 
 % 
 
 2.04 
 
 *M 1604 
 
 H 
 
 1.91 
 
 *M 1625 
 
 % 
 
 1.50 
 
 *M 1603 
 
 % 
 
 1.33 
 
 *M 1624 
 
 % 
 
 - 1.04 
 
 *M 1602 
 
 K 
 
 0.85 
 
 *M 1623 
 
 K 
 
 0.67 
 
 *M 1601 
 
 % 
 
 0.48 
 
 *M 1622 
 
 % 
 
 0.38 
 
 *M 1598 
 
 %<s 
 
 0.33 
 
 *M 1600 
 
 K 
 
 0.17 
 
 *M 1621 
 
 H 
 
 0.21 
 
 
 
 
 Havemeyer Flat Bar 
 
 Elcannes Bar 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 *M 2230 
 
 Wx« 
 
 2.98 
 
 *M 1901 
 
 1M 
 
 5.31 
 
 *M2231 
 
 1%X%0 
 
 2.60 
 
 *M 1902 
 
 IK 
 
 4.30 
 
 *M 2232 
 
 l'AxVs 
 
 2.23 
 
 *M 1903 
 
 1 
 
 3.40 
 
 *M 2233 
 
 lKxM 
 
 2.55 
 
 *M 1904 
 
 % 
 
 2.60 
 
 *M 2234 
 
 IKx H 
 
 1.91 
 
 *M 1905 
 
 % 
 
 1.91 
 
 *M 2235 
 
 lKx% 6 
 
 1.59 
 
 *M 1906 
 
 % 
 
 1.33 
 
 *M2236 
 
 IMx % 
 
 1.59 
 
 *M 1907 
 
 H 
 
 0.85 
 
 *M2237 
 
 1 xH 
 
 1.28 
 
 *M 1908 
 
 % 
 
 0.48 
 
 *M 2238 
 
 1 x a 
 
 0.85 
 
 
 
 
 * Furnished only by Bpecial arrangement. 
 
 128 
 
CONCRETE REINFORCEMENT BARS 
 
 DEFORMED BARS— Continued 
 
 WING BAR— TYPE B 
 
 Rolled for Trussed Concrete Steel Co. 
 
 SQUARE RIB BAR— TYPE A ROUND RIB BAR— TYPE B 
 
 /gyj^ j 
 
 fV /IP'^M 
 
 f "Jt P 
 
 ^" r J 1 
 
 I. J 
 
 I lf> 
 
 Rolled for Trussed Concrete Steel Co. 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 Wing Bar — Type A 
 
 Wing Bar— Type B 
 
 *M 1513 
 
 % 
 
 2.70 
 
 *M 1509 
 
 3X 
 
 10.2 
 
 *M 1512 
 
 X 
 
 ■ 1.40 
 
 *M 1510 
 
 2M 
 
 6.8 
 
 
 
 
 *M 1516 
 
 2X 
 
 4.8 
 
 Square Rib Bar — Type A 
 
 Rou 
 
 nd Rib Bar— Type B 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 *M 1918 
 
 IX 
 
 5.31 
 
 *M 2508 
 
 IX 
 
 4.17 
 
 *M 1917 
 
 1H 
 
 4.30 
 
 *M 2507 
 
 IK 
 
 3.38 
 
 *M 1916 
 
 l 
 
 3.40 
 
 *M 2506 
 
 1 
 
 2.67 
 
 *M 1915 
 
 % 
 
 2.60 
 
 *M 2505 
 
 H 
 
 2.04 
 
 *M 1914 
 
 % 
 
 1.91 
 
 *M 2504 
 
 X 
 
 1.50 
 
 *M 1913 
 
 % 
 
 1.33 
 
 *M 2503 
 
 % 
 
 1.04 
 
 *M 1912 
 
 X 
 
 0.85 
 
 *M 2502 
 
 X 
 
 0.67 
 
 *M 1911 
 
 H 
 
 0.48 
 
 *M 2501 
 
 X 
 
 0.38 
 
 *M 1910 
 
 X 
 
 0.21 
 
 
 
 
 * Furnished only by special arrangement. 
 
CARNEQIE STEEL COMPANY 
 
 i 
 
 DEFORMED BARS— Continued 
 
 MONOTYPE BAR 
 
 Rolled for Philadelphia Steel and Wire Co. 
 
 WING BAR 
 
 Rolled for 
 Thomas Reinforcement Co. 
 
 SLANT RIB BAR 
 
 Rolled for 
 Mississippi Valley Construction Co. 
 
 Section 
 
 Size, 
 
 Weight per Foot, 
 
 Section 
 
 Size, 
 
 height per Foot, 
 
 Index 
 
 Inches 
 
 Pounds 
 
 Index 
 
 Inches 
 
 Pounds 
 
 Monotyp 
 
 Bar — Equivale 
 
 it to Square 
 
 Monotyp* 
 
 Bar — Equivalent to Round 
 
 *M 2151 
 
 1M 
 
 5.39 
 
 *M 2161 
 
 IK 
 
 4.24 
 
 *M 2152 
 
 1H 
 
 4.37 
 
 *M 2162 
 
 1H 
 
 3.43 
 
 *M 2153 
 
 1 
 
 3.45 
 
 *M 2163 
 
 1 
 
 2.71 
 
 *M 2154 
 
 H 
 
 2.64 
 
 *M 2164 
 
 % 
 
 2.08 
 
 *M 2155 
 
 % 
 
 1.94 
 
 *M 2165 
 
 M 
 
 1.53 
 
 *M 2156 
 
 % 
 
 1.35 
 
 *M 2166 
 
 Vt 
 
 1.06 
 
 *M 2157 
 
 y* 
 
 0.86 
 
 *M 2167 
 
 l A 
 
 0.68 
 
 *M 2158 
 
 Vs 
 
 0.49 
 
 *M 2168 
 
 % 
 
 ) 0.38 
 
 Wing Bar 
 
 Slant Rib Bar 
 
 *M 2135 
 
 2K 
 
 5.08 
 
 *M 1297 
 
 Hi 
 
 5.31 
 
 *M 2134 
 
 2 
 
 1 4.02 
 
 *M 1296 
 
 l 
 
 3.40 
 
 *M 2133 
 
 \% 
 
 3.06 
 
 *M 1295 
 
 Vs 
 
 2.60 
 
 *M 2132 
 
 1M 
 
 2.08 
 
 *M 1294 
 
 }i 
 
 1.91 
 
 *M 2131 
 
 IK 
 
 1.08 
 
 *M 1293 
 
 % 
 
 1.33 
 
 
 
 
 *M 1292 
 
 Y2 
 
 0.85 
 
 
 
 
 *M 1291 
 
 % 
 
 0.48 
 
 
 
 
 *M 1290 
 
 H 
 
 0.21 
 
 * Furnished only by special arrangement. 
 
 130 
 
CONCRETE REINFORCEMENT BARS 
 
 DEFORMED BARS— Continued 
 SCOPIELD BAR THACHER BAR 
 
 MONOLITH BAR 
 
 Section 
 
 Size, 
 
 Weight per Foot, 
 
 Section 
 
 Size, 
 
 Weight per Foot, 
 
 Index 
 
 Inches 
 
 Pounds 
 
 Index 
 
 Inches 
 
 Pounds 
 
 Scofield Bar 
 
 Thacher Bar 
 
 
 
 Equivalent to Round 
 
 
 
 
 *M 1969 
 
 IK 
 
 6.01 
 
 *M 1546 
 
 IK 
 
 5.20 
 
 *M 1968 
 
 IK 
 
 4.17 
 
 *M 1545 
 
 IJi 
 
 3.55 
 
 *M 1967 
 
 IK 
 
 3.38 
 
 *M 1544 
 
 1 
 
 2.32 
 
 *M 1966 
 
 1 
 
 2.67 
 
 *M 1543 
 
 K 
 
 1^79 
 
 *M 1965 
 
 K 
 
 2.04 
 
 *M 1542 
 
 H 
 
 1.34 
 
 *M 1964 
 
 % 
 
 1.50 
 
 *M 1541 
 
 H 
 
 0.92 
 
 *M 1963 
 
 % 
 
 1.04 
 
 *M 1540 
 
 K 
 
 0.58 
 
 *M 1962 
 
 K 
 
 0.67 
 
 
 
 
 *M 1961 
 
 Vs 
 
 0.38 
 
 Equivalent to Square 
 
 
 
 
 *M 1583 
 
 % 
 
 1.33 
 
 
 
 
 *M 1582 
 
 K 
 
 0.85 
 
 
 
 
 *M 1581 
 
 K 
 
 0.48 
 
 
 
 
 
 Monolith Bar 
 
 
 Section 
 
 Size, 
 
 Weight per Foot, 
 
 Index 
 
 Inches 
 
 Pounds 
 
 *M 1500 
 
 IK 
 
 7.65 
 
 *M 1508 
 
 IK 
 
 5.31 
 
 *M 1507 
 
 l 
 
 3.40 
 
 *M 1517 
 
 H 
 
 1.91 
 
 *M 1506 
 
 % 
 
 1.33 
 
 *M 1505 
 
 y% 
 
 0.85 
 
 *M 1504 
 
 Vs 
 
 0.48 
 
 * Furnished only by special arrangement. 
 
 131 
 
CARNEGIE STEEL COMPANY 
 
 FACING BAR 
 *M1663 
 
 Boiled for Concrete Steel Co. 
 GIRQER BAR SECTIONS 
 
 *M 1852 
 
 Customer's No. 704 
 
 *M 1853 
 
 Customer's No. 705 
 
 (\_JTI 
 
 ni 
 
 _!».._ J 
 
 WASHBOARD SECTION - TYPE A 
 *M 1521 
 
 WASHBOARD SECTION "- TYPE B 
 , *M 1522 
 
 Rolled for Trussed Concrete Steel Co. 
 
 Section 
 
 Size, 
 
 Weight per Foot, 
 
 Index 
 
 Inches 
 
 Pounds 
 
 *M 1663 
 
 iM^lMxKo 
 
 1.46 
 
 *M 1852 
 
 4 xlHx% 
 
 4.1 
 
 *M 1853 
 
 1 X 1 X % 2 
 
 1.52 
 
 *M 1521 
 
 &H X %2 X %2 
 
 3.20 
 
 *M 1522 
 
 6J^ X % X % 2 
 
 3.95 
 
 *Rolled only by special arrangement. 
 
 132 
 
CONCRETE REINFORCEMENT BARS 
 
 HANGER BARS 
 *M980 
 
 I.P_ 
 
 4,4*M 986 
 
 y&Y *M982 -*jl^" 
 
 Is 2- 
 
 t»L*M987 
 
 t— l 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Thickness, 
 Inches 
 
 Weight per Foot, 
 Founds 
 
 *M 980 
 
 *M 935 
 
 *M 981 
 *M 982 
 *M 983 
 *M 984 
 *M 986 
 *M 987 
 
 4KxlJi 
 4M x l'%4 
 iX xlM4i 
 3J4xl 
 
 3Hx «y a * 
 
 2'Ax H 
 
 2H x H 
 
 2 
 
 2 
 
 1 
 1 
 
 % 
 
 X 
 
 x 
 
 S.31 
 4.63 
 4.18 
 4.41 
 3.85 
 2.61 
 1.65 
 2.29 
 1.43 
 1.30 
 1.09 
 
 * Furnished only by special arrangement. 
 
 133 
 
CARNEGIE STEEL COMPANY 
 
 CROSS TIE SECTIONS 
 
 M28A 
 Same aa M 28, excepting Web Thickness, %a' 
 
 Section 
 
 Depth, 
 Inches 
 
 Width of Flanges 
 
 Web Thickness, 
 ' Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Index 
 
 Top, Inches 
 
 Bottom, Inches 
 
 M 28A 
 
 6J4 
 
 5 
 
 10 
 
 7 M 
 
 29.8 
 
 M28 
 
 6J4 
 
 5 
 
 10 
 
 Sis 
 
 27.8 
 
 M 29 
 
 5^ 
 
 5 
 
 8 
 
 M tO 3%4 
 
 24.0 
 
 M 21 
 
 5H 
 
 4.H 
 
 8 
 
 K 
 
 20.0 
 
 M25 
 
 4K 
 
 4 
 
 6 
 
 K 
 
 14.5 
 
 M 24 
 
 3 
 
 3 
 
 5 
 
 18 /64 
 
 9.5 
 
 Full information aa to uses of steel cross ties is given in a separate pamphlet on Steel 
 Cross Ties, 
 
 134 
 
CROSS TIES 
 
 CROSS TIE SECTIONS— Concluded 
 
 
 M27 ^VA- 
 ij 
 
 -$% 
 
 7"- 
 
 M20 
 
 hi 
 
 M18 S// 4 " 3%i ,\w 
 
 i, 5 r. 
 
 M26 £__(( %gr jj 
 HH*'_ 4 , h » it 
 
 M19 C|^^Wi^\ 
 
 l, — -1 4-"- J 
 
 Section 
 
 Depth, 
 
 Width, 
 
 Web Thickness, 
 
 Weight per Foot, 
 
 Index 
 
 Inches 
 
 Inches 
 
 Inches 
 
 Founds 
 
 M27 
 
 2M 
 
 7 
 
 Ji 
 
 9.0 
 
 M20 
 
 2 
 
 6 
 
 %e 
 
 6.0 
 
 M 18 
 
 1}^ 
 
 5 
 
 %2 
 
 4.0 
 
 M26 
 
 !%6 
 
 4i%e 
 
 Ja- 
 
 3.20 
 
 M 19 
 
 5i 
 
 4 
 
 ys* 
 
 2.50 
 
 Full inf onnation as to uses of steel cross ties is given in a separate pamphlet on Steel Cross Ties. 
 
 135 
 
CARNEQIE STEEL COMPANY 
 
 A. S. C. E. RAILS AND LIGHT RAILS 
 
 Section 
 
 Weight- 
 
 per Yard, 
 
 Pounds 
 
 a 
 
 b 
 
 c 
 
 d 
 
 e 
 
 f 
 
 g 
 
 h 
 
 i 
 
 i 
 
 k 
 
 1 
 
 Index 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 10040 
 
 100 
 
 5H 
 
 5%. 
 
 2H 
 
 in 
 
 3ft 
 
 8$ 
 
 ft 
 
 23ft 
 
 G 
 
 15 
 
 x 
 
 ft 
 
 ft 
 
 9040 
 
 80 
 
 5% 
 
 5% 
 
 2% 
 
 liS 
 
 2JJ 
 
 H 
 
 9 
 Iff 
 
 2ft 5 ,, 
 
 ft 
 
 X 
 
 ft 
 
 ft 
 
 8540 
 
 85 
 
 5ft 
 
 5ft 
 
 2ft 
 
 Hi 
 
 2M 
 
 ii 
 
 ft 
 
 2JI 
 
 ft 
 
 X 
 
 ft 
 
 A 
 
 8040 
 
 80 
 
 5 
 
 5 
 
 2K 
 
 IK 
 
 2M 
 
 Vs 
 
 ii 
 
 2ft 
 
 ft 
 
 X 
 
 ft 
 
 ft 
 
 7540 
 
 75 
 
 41* 
 
 41* 
 
 2iS 
 
 iaj 
 
 28S 
 
 n 
 
 15 
 
 2ft". 
 
 ft 
 
 X 
 
 ft 
 
 ft 
 
 7040 
 
 70 
 
 4^ 
 
 4M 
 
 2ft 
 
 Hi 
 
 24s 
 
 \l 
 
 ii 
 
 2ft 
 
 A 
 
 X 
 
 ft 
 
 ft 
 
 6540 
 
 65 
 
 4ft 
 
 4ft 
 
 211 
 
 1 D 
 
 Ws 
 
 SS 
 
 H 
 
 HI 
 
 ft 
 
 X 
 
 ft 
 
 ft 
 
 6040 
 
 60 
 
 4M 
 
 4Ji 
 
 2% 
 
 1ft 
 
 2Ji 
 
 « 
 
 ii 
 
 IHi 
 
 ft 
 
 X 
 
 ft 
 
 A 
 
 5540 
 
 55 
 
 4ft 
 
 4ft 
 
 2M 
 
 Hi 
 
 2Ji 
 
 SI 
 
 M 
 
 iHi 
 
 A 
 
 X 
 
 ft 
 
 1 
 
 lo 
 
 5040 
 
 50 
 
 3V 8 
 
 3Vs 
 
 2« 
 
 m 
 
 2ft 
 
 « 
 
 T 
 Iff 
 
 m 
 
 A 
 
 X 
 
 ft 
 
 1 
 Id 
 
 4540 
 
 45 
 
 m 
 
 m 
 
 2 
 
 ift 
 
 m 
 
 Si 
 
 H 
 
 Hi 
 
 A 
 
 X 
 
 ft 
 
 ft 
 
 4040 
 
 40 
 
 VA 
 
 3H 
 
 1^ 
 
 ift 
 
 Hi 
 
 % 
 
 ii 
 
 IftV 
 
 A 
 
 X 
 
 ft 
 
 ft 
 
 3540 
 
 35 
 
 3ft 
 
 3ft 
 
 1M 
 
 ii 
 
 HI 
 
 ii 
 
 Ii 
 
 Hi 
 
 ft 
 
 X 
 
 ft 
 
 ft 
 
 3040 
 
 30 
 
 3H 
 
 3M 
 
 1H 
 
 % 
 
 152 
 
 ii 
 
 ii 
 
 Hi 
 
 ft 
 
 X 
 
 ft 
 
 ft 
 
 2540 
 
 25 
 
 2U 
 
 2*A 
 
 IK 
 
 M 
 
 Hi 
 
 ii 
 
 ii 
 
 lft% 
 
 X 
 
 X 
 
 ft 
 
 ft 
 
 2040 
 
 20 
 
 2M 
 
 2% 
 
 HI 
 
 M 
 
 1-53 
 
 7 
 T3 
 
 X 
 
 Hi 
 
 X 
 
 A 
 
 
 ft 
 
 1640 
 
 16 
 
 2H 
 
 2M 
 
 Hi 
 
 ii 
 
 Hi 
 
 H 
 
 ft 
 
 H5» 
 
 A 
 
 ft 
 
 
 ft 
 
 1440 
 
 14 
 
 2ft 
 
 2ft 
 
 ift 
 
 % 
 
 ift 
 
 ii 
 
 x 
 
 H 
 
 G 
 32 
 
 A 
 
 
 16 
 
 1240 
 
 12 
 
 2 
 
 2 
 
 l 
 
 ft 
 
 ift 
 
 a 
 
 ft 
 
 15 
 
 ft 
 
 ft 
 
 
 ft 
 
 1040 
 
 10 
 
 IK 
 
 Hi 
 
 H 
 
 « 
 
 H 
 
 ii 
 
 .ft 
 
 ii 
 
 ft 
 
 ft 
 
 
 ft 
 
 840 
 
 8 
 
 1ft 
 
 1ft 
 
 11 
 
 it 
 
 18 
 
 ft 
 
 ft 
 
 ii 
 
 ft 
 
 ft 
 
 
 ft 
 
RAILS 
 
 AMERICAN RAILWAY ASSOCIATION RAILS 
 
 
 
 
 
 SERIES 
 
 A 
 
 
 
 
 
 
 
 
 Section 
 Index 
 
 Weight 
 Per Yard 
 
 a 
 
 b 
 
 c 
 
 d 
 
 e 
 
 f 
 
 e 
 
 h 
 
 i 
 
 i 
 
 k 
 
 I 
 
 Pounds 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 ft 
 
 In. 
 
 10020 
 
 100 
 
 6 
 
 5M 
 
 2% 
 
 1ft 
 
 3H 
 
 lft 
 
 ft 
 
 2f& 
 
 % 
 
 H 
 
 ft 
 
 9020 
 
 90 
 
 5H 
 
 BVs 
 
 2ft 
 
 1H 
 
 3 32 
 
 1 
 
 ft 
 
 ■^32 
 
 % 
 
 % 
 
 ft 
 
 ft 
 
 8020 
 
 80 
 
 5X 
 
 W% 
 
 2J^ 
 
 lft 
 
 2H 
 
 u 
 
 S3 
 
 2ft 
 
 H 
 
 % 
 
 ft 
 
 ft 
 
 7020 
 
 70 
 
 AH 
 
 4M 
 
 2H 
 
 m 
 
 2K 
 
 a 
 
 X 
 
 2J? 
 
 % 
 
 % 
 
 ft 
 
 ft 
 
 6020 
 
 60 
 
 iH 
 
 4 
 
 2J€ 
 
 1H 
 
 2iS 
 
 « 
 
 if 
 
 24i 
 
 % 
 
 Ve 
 
 ft 
 
 ft 
 
 <*■—■ --C 
 
 SERIES B 
 
 Section 
 
 Weight 
 
 Per Yard, 
 
 Pounds 
 
 a 
 
 b 
 
 c 
 
 d 
 
 e 
 
 f 
 
 g 
 
 h 
 
 i 
 
 i 
 
 k 
 
 1 
 
 Index 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 10030 
 
 9030 
 
 8030 
 
 *7030 
 
 *6030 
 
 100 
 90 
 80 
 70 
 60 
 
 5SJ 
 
 sw 
 
 4« 
 4H 
 4ft 
 
 5& 
 4« 
 4ft 
 4* 
 3tt 
 
 2S4 
 2ft 
 2ft 
 2% 
 2J^ 
 
 1» 
 
 111 
 
 U! 
 US 
 1M 
 
 211 
 2% 
 2M 
 2« 
 2ft 
 
 1A 
 lft 
 1 
 
 59 
 B~<f 
 
 K 
 
 ft 
 ft 
 II 
 H 
 ii 
 
 2ft 
 2Ji 
 2H 
 2ife 
 1!? 
 
 H 
 
 'A 
 
 % 
 % 
 
 % 
 
 ft 
 ft 
 ft 
 ft 
 iff 
 
 ft 
 ft 
 ft 
 ft 
 ft 
 
 ft 
 
 ft 
 ft 
 A 
 A 
 
 * Not rolled by Carnegie Steel Company. 
 
 137 
 
CARNEGIE STEEL COMPANY 
 
 SPLICE BARS 
 A. S. C. E. KAILS AND LIGHT RAILS 
 
 2040 S 1640 to S 840 
 
 13° ; 
 
 * -fc *1- 
 
 "f^ 
 
 r - Hi 
 
 SRad.-l- 
 
 rt J*-c-* *d* * 
 
 Section 
 
 Weight 
 per Foot, 
 
 n 
 
 b 
 
 c 
 
 d 
 
 e 
 
 1 
 
 g 
 
 h 
 
 i 
 
 i 
 
 k 
 
 1 
 
 Index 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 PoundH 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 in. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 in. 
 
 S 10040 
 
 15.80 
 
 3 S \ 
 
 iss 
 
 n 
 
 % 
 
 if 
 
 1M 
 
 H 
 
 1t?5 
 
 ii 
 
 h 
 
 3M 
 
 a 
 
 S 9040 
 
 13.50 
 
 OliB 
 
 1H 
 
 « 
 
 li 
 
 if 
 
 1A 
 
 a 
 
 HI 
 
 11 
 
 J! 
 
 2}S 
 
 H 
 
 S 8540 
 
 12.40 
 
 Wi 
 
 Hi 
 
 « 
 
 H 
 
 is 
 
 1A 
 
 )4 
 
 % 
 
 M 
 
 A 
 
 2» 
 
 U 
 
 S 8040 
 
 11.50 
 
 2Vb 
 
 Hi 
 
 Si 
 
 H 
 
 i! 
 
 IK 
 
 A 
 
 K 
 
 5i 
 
 A 
 
 2% 
 
 A 
 
 S 7540 
 
 10.70 
 
 ni 
 
 l«i 
 
 « 
 
 S3 
 
 A 
 
 itf 
 
 A 
 
 107 
 
 TES 
 
 SI 
 
 AV 
 
 25i 
 
 A 
 
 S 7040 
 
 10.00 
 
 2JI 
 
 in 
 
 35 
 
 ii 
 
 S5 
 
 1A 
 
 A 
 
 «i 
 
 S3 
 
 tt 
 
 2H 
 
 A 
 
 S 6540 
 
 9.20 
 
 2% 
 
 m 
 
 If 
 
 li 
 
 if 
 
 1H 
 
 A 
 
 M 
 
 « 
 
 A 
 
 2iS 
 
 A 
 
 S 6040 
 
 8.40 
 
 2*5 
 
 1H 
 
 if 
 
 % 
 
 « 
 
 1A 
 
 A 1 
 
 A'* 
 
 « 
 
 AV 
 
 O 5 
 
 % 
 
 S 5540 
 
 7.50 
 
 2» 
 
 1JI 
 
 Si 
 
 « 
 
 % 
 
 1H 
 
 A 
 
 ■Sft 
 
 X 
 
 A 
 
 2A 
 
 H 
 
 S 5040 
 
 6.62 
 
 2A 
 
 1M 
 
 4? 
 
 H 
 
 K 
 
 1A 
 
 if 
 
 % 
 
 Sfi 
 
 A 
 
 2A 
 
 H 
 
 S 4540 
 
 5.80 
 
 m 
 
 1* 
 
 M 
 
 X 
 
 « 
 
 a* 
 
 M 
 
 35 
 
 i? 
 
 A 
 
 n* 
 
 % 
 
 S 4040 
 
 5.00 
 
 m 
 
 Si 
 
 H 
 
 H 
 
 ii 
 
 SI 
 
 if 
 
 Afe 
 
 A 
 
 T§B 
 
 m 
 
 A 
 
 S 3540 
 
 4.58 
 
 m 
 
 85 
 
 SI 
 
 7 
 IB 
 
 A 
 
 Si 
 
 ii 
 
 « 
 
 *i 
 
 A 
 
 15? 
 
 A 
 
 S 3040 
 
 3.97 
 
 1H 
 
 H 
 
 7 
 
 in 
 
 i3 
 
 A 
 
 H 
 
 i? 
 
 » 
 
 Y,. 
 
 A 
 
 Mi 
 
 A 
 
 S 2540 
 
 2.20 
 
 ift 
 
 ^ 
 
 « 
 
 ii 
 
 A 
 
 n 
 
 A 
 
 M 
 
 
 
 
 
 S 2040 
 
 1.87 
 
 in 
 
 ii 
 
 « 
 
 A 
 
 
 
 
 
 
 
 
 
 S 1640 
 
 1.70 
 
 i*i 
 
 *5 
 
 45 
 
 A 
 
 
 
 
 
 
 
 
 
 S 1440 
 
 1.36 
 
 1A 
 
 H 
 
 A 
 
 A 
 
 
 
 
 
 
 
 
 
 S 1240 
 
 1.36 
 
 1A 
 
 ii 
 
 7 
 
 A 
 
 
 
 
 
 
 
 
 
 S 1040 
 
 0.985 
 
 a 
 
 H 
 
 A 
 
 H 
 
 
 
 
 
 
 
 
 
 S 840 
 
 0.747 
 
 li 
 
 A 
 
 A 
 
 7 
 35 
 
 
 
 
 
 
 i 
 
 
 
 Splice Bars S 10040 to S 5040, inclusive, are for A. S. C. E. Rails. 
 Splice Bars S 4540 to S 840, inclusive, are for Light Rails.' 
 
 138 
 
SPLICE BARS 
 
 SPLICE BARS— Concluded 
 AMERICAN RAILWAY ASSOCIATION RAILS 
 
 SERIES A 
 
 Section 
 
 Weight 
 per Foot, 
 Unfinished 
 
 a 
 
 b 
 
 c 
 
 d 
 
 e 
 
 f 
 
 g 
 
 g 1 
 
 h 
 
 i 
 
 j 
 
 k 
 
 1 
 
 Ii\dex 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 
 
 Founds 
 
 In. 
 
 S 10020 
 S 9020 
 *S 8020 
 S 7020 
 S 6020 
 
 19.04 
 16.64 
 13.43 
 11.64 
 10.63 
 
 3% 
 3& 
 
 2H 
 281 
 
 Ill 
 111 
 1H 
 
 m 
 
 Hi 
 
 n 
 a 
 u 
 n 
 u 
 
 u 
 
 H 
 H 
 
 a 
 it 
 av 
 a 
 
 M 
 
 1« 
 1& 
 
 1A 
 1H 
 
 1 7 
 
 Hi 
 
 H 
 
 iS 
 
 II 
 H 
 
 66 
 
 T28 
 
 A 
 H 
 » 
 
 AV 
 
 1 
 H 
 ft 
 fi 
 
 5i 
 
 is 
 
 A 
 II 
 M 
 
 3A 
 3 
 
 2Vi 
 2A 
 2A 
 
 H 
 « 
 
 H 
 % 
 
 S 9030 to S 6030 
 
 ' -*ri 
 
 SERIES B 
 
 -k- -V-1-- 
 
 — J.-1.J 
 
 
 Weight 
 per Foot, 
 Unfinished 
 
 a 
 
 b 
 
 e 
 
 d 
 
 e 
 
 f 
 
 g 
 
 g» 
 
 h 
 
 i 
 
 j 
 
 k 
 
 1 
 
 Index 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 
 
 Pounds 
 
 In. 
 
 *S 10030 
 *S 9030 
 »S 8030 
 *S 7030 
 *S 6030 
 
 16.92 
 14.42 
 12.65 
 11.90 
 9.50 
 
 28! 
 2% 
 
 m 
 
 2tf 
 2A 
 
 IB 
 
 m 
 
 1.1! 
 1A 
 IK 
 
 §8 
 
 5! 
 Si 
 if 
 
 i. 1 
 
 H 
 H 
 % 
 
 M 
 i* 
 
 A% 
 AV 
 
 1H 
 
 1A 
 1A 
 
 4 
 
 1& 
 
 1A 
 
 lyh 
 
 IS 
 
 H 
 
 §1 
 88 
 
 u 
 % 
 
 AV 
 A 
 
 A'* 
 A1> 
 
 a 
 
 li 
 
 fi 
 M 
 
 A% 
 
 « 
 
 A% 
 A 
 
 3fl¥ 
 
 2iSI 
 284 
 
 2i B A 
 2A 
 
 K 
 88 
 
 *Not rolled by Carnegie Steel Company. 
 
 139 
 
CARNEQIE STEEL COMPANY 
 
 
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RAIL ACCESSORIES 
 
 
 
 " > 
 
 
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 -«4~»-%-J»-%-Av4 
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 " 
 
 RAIL CLIPS 
 
 No. 103 
 
 
 !No. 114 
 
 i«Jtf---J 
 
 
 
 
 l : I 
 
 %-' 
 
 
 
 
 ' I i^Tt- 'J 
 
 i w \«— »> — ■■ j i i. i 1 
 
 iNo. 118 
 
 
 •2H- 
 
 
 
 "> 
 
 18 
 
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 tfs-i 
 
 1 
 
 
 
 
 
 04, 
 
 $ \ ! 
 
 i 
 
 & 
 
 -y4-'-*- 15 /i6- 
 
 6' " 
 
 
 No. 104 
 
 No. 108 
 
 Rail Clip 
 No. 
 
 Size, 
 Inches 
 
 Weight 
 
 per Foot, 
 
 Founds 
 
 Weight of 
 
 Finished 
 
 CUp, 
 Pounds 
 
 Rail Section 
 
 103 
 114 
 118 
 104 
 108 
 
 2Mx2 
 
 l«xlH 
 
 2^x2 
 
 2}»x2 
 
 2^x2 
 
 4.4 
 2.3 
 5.65 
 7.3 
 
 4.8 . 
 
 0.64 
 0.25 
 0.85 
 1.10 
 0.70 
 
 100 to 60 lb. A.,S. C. E. Rails. 
 50 to 20 lb. A. S. C. E. Bails. 
 100 to 60 lb. E. B. Rails. 
 100 to 60 lb. A.S.O.E. Angle Bars 
 Girder Rails. 
 
 Clips can be furnished with M" diameter holes. 
 
 141 
 
CARNEQIE STEEL COMPANY 
 
 PIPE— BLACK AND GALVANIZED 
 
 NATIONAL TUBE COMPANY STANDARD 
 
 STANDARD PIPE 
 
 
 Diameters, 
 , Inches 
 
 Thick- 
 ness, 
 Inches 
 
 Weight per Foot, 
 Pounds 
 
 Threads 
 per 
 Inch 
 
 Couplings 
 
 In. 
 
 External 
 
 Internal 
 
 Plain 
 ' Ends 
 
 Threads 
 and 
 
 Couplings 
 
 Diameter 
 Inches 
 
 Length, 
 Inches, 
 
 Weight, 
 Pounds 
 
 x 
 
 .405 
 
 .269 
 
 .068 
 
 .244 
 
 .245 
 
 27 
 
 .562 
 
 % 
 
 .029 
 
 v a 
 
 .540 
 
 .364 
 
 .088 
 
 .424 
 
 .425 
 
 18 
 
 .685 
 
 1 
 
 .043 
 
 . X 
 
 .675 
 
 .493 
 
 .091 
 
 .567 
 
 .568 
 
 18 
 
 .848 
 
 1M " 
 
 .070 
 
 x 
 
 .840 
 
 .622 
 
 .109 
 
 .850 
 
 .852 
 
 14 
 
 1.024 
 
 W 
 
 .116 
 
 H 
 
 1.050 
 
 • .824 
 
 .113 
 
 1.130 
 
 1.134 
 
 114 
 
 1.281 
 
 W 
 
 .209 
 
 i 
 
 1.315 
 
 1.049 
 
 .133 
 
 1.678 
 
 1.684 
 
 HH- 
 
 1.576 
 
 VA 
 
 .343 
 
 IX 
 
 1.660 
 
 1.380 
 
 .140 
 
 2.272 
 
 2.281 
 
 11X 
 
 1.950 
 
 2X 
 
 .535 
 
 IX 
 
 1.900 
 
 1.610 
 
 .145 
 
 2.717 
 
 2.731 
 
 HM 
 
 2.218 
 
 2% 
 
 .743 
 
 2 
 
 2.375 
 
 2.067 
 
 .154 
 
 3.652 
 
 3.678 
 
 11}£ 
 
 2.760 
 
 2% 
 
 1.208 
 
 2X 
 
 2.875 
 
 2.469 
 
 .203 
 
 5.793 
 
 5.819 
 
 8 
 
 3.276 
 
 2Vs 
 
 1.720 
 
 3 
 
 3.500 
 
 3.068 
 
 .216 
 
 .7.575 
 
 7.616 
 
 8 
 
 3.948 
 
 ZX 
 
 2.498 
 
 3X 
 
 4.000 
 
 3.548 
 
 .226 
 
 9.109 
 
 9.202 
 
 8 
 
 4.591 
 
 3% 
 
 4.241 
 
 4 
 
 4.500 
 
 4.026 
 
 .237 
 
 10.790 
 
 10.889 
 
 8 
 
 5.091 
 
 m 
 
 4.741 
 
 4M 
 
 5.000 
 
 4.506 
 
 .247 
 
 12.538 
 
 12.642 
 
 8 
 
 5.591 
 
 3% 
 
 5.241 
 
 5 
 
 5.563 
 
 5.047 
 
 .258 
 
 14.617 
 
 14.810 
 
 8 
 
 6.296 
 
 4H 
 
 8.091 
 
 6 
 
 6.625 
 
 6.065 
 
 .280 
 
 18.974 
 
 19.185 
 
 8 
 
 7.358 
 
 m 
 
 9.554 
 
 7 
 
 7.625 
 
 7.023 
 
 .301 
 
 23.544 
 
 23.769 
 
 8 
 
 8.358 
 
 ±X 
 
 10.932 
 
 8 
 
 8.625 
 
 8.071 
 
 .277 
 
 24.696 
 
 25.000 
 
 8 
 
 9.358 
 
 m 
 
 13.905 
 
 8 
 
 8.625 
 
 7.981 
 
 .322 
 
 28.554 
 
 28.809 
 
 8 
 
 9.358 
 
 m 
 
 13.905 
 
 9 
 
 9.625 
 
 8.941 
 
 .342 
 
 33.907 
 
 34.188 
 
 8 
 
 10.358 
 
 5X 
 
 17.236 
 
 10 
 
 10.750 
 
 10.192 
 
 .279 
 
 31.201 
 
 32.000 
 
 8 
 
 11.721 
 
 6H 
 
 29.877 
 
 10 
 
 10.750 
 
 10.136 
 
 .307 
 
 34.240 
 
 35.000 
 
 8 
 
 11.721 
 
 6X 
 
 29.877 
 
 10 
 
 10.750 
 
 10.020 
 
 .365 
 
 40.483 
 
 41,132 
 
 8 
 
 11.721 
 
 ex 
 
 29.877 
 
 11 
 
 11.750 
 
 11.000 
 
 .375* 
 
 45.557 
 
 46.247 
 
 8 
 
 12.721 
 
 ex 
 
 32.550 
 
 12 
 
 12.750 
 
 12.090 
 
 .330 
 
 43.773 
 
 45.000 
 
 8 
 
 13.958 
 
 eX 
 
 43.098 
 
 12 
 
 12.750 
 
 12.000 
 
 .375 
 
 49.562 
 
 50.706 
 
 8 
 
 13.958 
 
 ex 
 
 43.098 
 
 13 
 
 14.000 
 
 13.250 
 
 .375 
 
 54.568 
 
 55.824 
 
 8 
 
 15.208 
 
 6X 
 
 47.152 
 
 14 
 
 15.000 
 
 14.250 
 
 .375 
 
 58.573 
 
 60.375 
 
 8 
 
 16.446 
 
 6X 
 
 59.493 
 
 15 
 
 16.000 
 
 15.250 
 
 .375 
 
 62.579 
 
 64.500 
 
 8 
 
 17.446 
 
 ex 
 
 63.294 
 
 The permissible variation in weight is 5 per cent, above and 5 per cent, below. 
 
 Furnished with threads and couplings and in random lengths unless otherwise ordered. 
 
 Taper of threads is %'' diameter per foot length for all sizes. 
 
 The weight per foot of pipe with threads and couplings is based on a length of 20 feet, 
 including the coupling, but shipping lengths of small sizes will usually average less than 20 feet. 
 
 All weights and dimensions are nominal. On sizes made in more than one weight, weight 
 desired must be specified. 
 
 142 
 
PIPE 
 
 PIPE— BLACK AND GALVANIZED— Concluded 
 
 NATIONAL TUBE COMPANY STANDARD 
 
 EXTRA STRONG PIPE DOUBLE EXTRA STRONG PIPE 
 
 
 Diameters, 
 
 
 Weight, 
 per 
 
 
 Diameters, 
 
 
 Weight 
 
 
 Inches 
 
 Thick- 
 
 Foot, 
 
 Size, 
 In. 
 
 Inches 
 
 Thick- 
 
 Foot, 
 
 In. 
 
 
 
 ness, 
 Inches 
 
 Founds 
 
 
 ness, 
 Inches 
 
 Founds 
 
 
 External 
 
 Internal 
 
 Plain 
 Ends' 
 
 External 
 
 Internal 
 
 Plain 
 Ends 
 
 Yt 
 Yi 
 % 
 X 
 
 .405 
 .540 
 .675 
 .840 
 
 .215 
 .302 
 .423 
 .546 
 
 .095 
 .119 
 .126 
 .147 
 
 .314 
 
 .535 
 
 .738 
 
 1.087 
 
 X 
 1* 
 
 IK 
 
 .840 
 1.050 
 1.315 
 1.660 
 
 .252 
 .434 
 .599 
 .896 
 
 .294 
 .308 
 .358 
 .382 
 
 1.714 
 2.440 
 3.659 
 5.214 
 
 X 
 
 is 
 
 1.050 
 1.315 
 1.660 
 1.900 
 
 .742 
 
 .957 
 
 1.278 
 
 1.500 
 
 .154 
 .179 
 .191 
 .200 
 
 1.473 
 2.171 
 2.996 
 3.631 
 
 IX 
 2 
 
 2X 
 3 
 
 1.900 
 2.375 
 2.875 
 3.500 
 
 1.100 
 1.503 
 1.771 
 2.300 
 
 .400 
 .436 
 n552 
 .600 
 
 6.408 
 
 9.029 
 
 13.695 
 
 18.583 
 
 2 
 
 2Yz 
 
 3 
 
 3K 
 
 2.375 
 2.875 
 3.500 
 4.000 
 
 1.939 
 2.323 
 2.900 
 3.364 
 
 .218 
 .276 
 .300 
 .318 
 
 5.022 
 
 7.661 
 
 10.252 
 
 12.505 
 
 SX 
 4 
 
 4H 
 5 
 
 4.000 
 4.500 
 5.000 
 5.563 
 
 2.728 
 3.152 
 3.580 
 4.063 
 
 .636 
 .674 
 .710 
 .750 
 
 22.850 
 27.541 
 32.530 
 38.552 
 
 4 
 
 4H 
 
 5 
 
 4.500 
 5.000 
 5.563 
 6.625 
 
 3.826 
 4.290 
 4.813 
 5.761 
 
 .337 
 .355 
 .375 
 .432 
 
 14.983 
 17.611 
 20.778 
 28.573 
 
 6 
 
 7 
 8 
 
 6.625 
 7.625 
 8.625 
 
 4.897 
 5.875 
 6.875 
 
 .864 
 .875 
 .875 
 
 53.160 
 63.079 
 72.424 
 
 6 
 
 
 
 
 
 V 
 
 8 
 
 9 
 
 10 
 
 7.625 
 
 8.625 
 
 9.625 
 
 10.750 
 
 6.625 
 7.625 
 8.625 
 9.750 
 
 .500 
 .500 
 .500 
 .500 
 
 38.048 
 43.388 
 48.728 
 54.735 
 
 Furnished with plain ends and 
 lengths unless otherwise ordered. 
 
 Permissible variation in weight, 
 strong pipe, 5 per cent, above and : 
 
 in random 
 
 for extra 
 per cent. 
 
 11 
 12 
 13 
 14 
 
 11.750 
 12.750 
 14.000 
 15.000 
 
 10.750 
 11.750 
 13.000 
 14.000 
 
 .500 
 .500 
 .500 
 .500 
 
 60.075 
 65.415 
 72.091 
 77.431 
 
 below. 
 
 For double extra strong pipe, 10 per cent, 
 above and 10 per cent, below. 
 
 All weights and dimensions are nominal. 
 
 15 
 
 16.000 
 
 15.000 
 
 .500 
 
 82.771 
 
 
 
 
 
 LARGE O. D. PIPE 
 
 Weight per Foot, Pounds 
 
 Thickness, Inches 
 
 % %. 
 
 %« 
 
 ¥2 
 
 ■lio 
 
 % 
 
 % 
 
 14 
 15 
 16 
 17 
 18 
 20 
 21 
 22 
 24 
 26 
 28 
 30 
 
 713 
 383 
 053 
 723 
 393 
 
 45.682 
 49.020 
 52.357 
 55.695 
 59.032 
 65.708 
 69.045 
 72.383 
 
 54 
 58 
 62 
 66 
 70 
 78. 
 82. 
 86 
 94 
 102 
 
 568 
 573 
 579 
 584 
 589 
 599 
 604 
 609 
 619 
 629 
 
 63 
 
 68 
 
 72. 
 
 77. 
 
 82 
 
 91 
 
 96 
 
 100 
 
 110 
 
 119 
 
 128, 
 
 138. 
 
 371 
 044 
 716 
 389 
 061 
 407 
 079 
 752 
 097 
 442 
 787 
 132 
 
 72. 
 
 77. 
 
 82. 
 
 88 
 
 93 
 104 
 109 
 114. 
 125 
 136 
 146 
 157. 
 
 091 
 431 
 771 
 111 
 451 
 131 
 471 
 811 
 491 
 172 
 852 
 532 
 
 80. 
 
 86. 
 
 92 
 
 98. 
 104. 
 116. 
 122. 
 128. 
 140. 
 152. 
 
 164. 
 176. 
 
 726 
 734 
 742 
 749 
 ,757 
 772 
 780 
 .787 
 802 
 818 
 833 
 848 
 
 89 
 95 
 102 
 109 
 115 
 129 
 136 
 142 
 156 
 169 
 182 
 196 
 
 279 
 
 954 
 .629 
 
 304 
 .979 
 .330 
 .005 
 
 680 
 .030 
 
 106. 
 114, 
 122. 
 130. 
 138, 
 154, 
 162 
 170 
 186, 
 
 .380202 
 .730218 
 
 .081 
 
 234 
 
 134 
 144 
 154 
 164 
 174 
 194 
 204 
 ,215 
 235 
 255 
 275 
 296 
 
 122.654 
 132.000 
 141.345 
 150.690 
 160.035 
 178.725 
 
 138.842 
 149.522 
 160.202 
 170.882 
 181.562 
 202.923 
 
 Famished with plain ends and in random lengths, unless 
 Alt weights and dimensions are nominal. 
 
 143 
 
 otherwise ordered. 
 
CARNEGIE STEEL COMPANY 
 
 SCREW THREADS 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 Bolts, Rods, Eye Bars, Turnbuckles, Sleeve Nuts, and Clevises 
 
 Diameter 
 
 Area 
 
 Number 
 
 of 
 Threads 
 
 Diameter 
 
 Area 
 
 Number 
 , of 
 
 Total 
 
 Net, 
 
 Total 
 
 Net 
 
 Total, 
 
 Net, 
 
 Total 
 
 Net 
 
 Threads 
 
 d, 
 
 
 Dia., d, 
 
 
 per 
 
 d, 
 
 c, 
 
 Dia., d, 
 
 Dia., c, 
 
 per 
 
 In. 
 
 In. 
 
 Sq. In. 
 
 Sq. In. 
 
 Inch 
 
 In. 
 
 In. 
 
 Sq. In. 
 
 Sq. In. 
 
 Inch 
 
 M 
 
 .185 ' 
 
 .049 
 
 .027 
 
 20 
 
 2K 
 
 2.175 
 
 4.909 
 
 3.716 
 
 4 
 
 %' 
 
 .294 
 
 .110 
 
 .068 
 
 16 
 
 2% 
 
 2.300 
 
 5.412 
 
 4.156 
 
 4 
 
 H 
 
 .400 
 
 .196 
 
 .126 
 
 13 
 
 2% 
 
 2.425 
 
 5.940 
 
 4.619 
 
 4 • 
 
 ■H 
 
 .507 
 
 .307 
 
 .202 
 
 11 
 
 2% 
 
 2.550 
 
 6.492 
 
 5.108 
 
 4 
 
 
 .620 
 .731 
 
 .442 
 .601 
 
 .302 
 .419 
 
 10 
 9 
 
 3 
 
 3M 
 
 2.629 
 2.879 
 
 7.069 
 8.296 
 
 5.428 
 6.509 
 
 3^ 
 3H 
 
 l 
 
 .838 
 
 .785 
 
 .551 
 
 8 
 
 3M 
 
 3.100 
 
 9.621 
 
 7.549 
 
 3K 
 
 1H 
 
 ,.939 
 
 .994 
 
 .693 
 
 7 
 
 3M 
 
 3.317 
 
 11.045 
 
 8.641 
 
 3 
 
 1J4 
 
 1.064 
 
 1.227 
 
 .890 
 
 7 
 
 
 
 
 
 
 1% 
 
 1.158 
 
 1.485 
 
 1.054 
 
 1 6 
 
 4 
 
 3.567 
 
 12.566 
 
 9.993 
 
 3 
 
 in 
 
 1.283 
 
 1.767 
 
 1.294 
 
 6 
 
 iH 
 
 3.798 
 
 14.186 
 
 11.330 
 
 2% 
 
 w& 
 
 1.389 
 
 2.074 
 
 1.515 
 
 5H 
 
 m 
 
 4.028 
 
 15.904 
 
 12.741 
 
 2% 
 
 1M 
 
 1.490 
 
 2.405 
 
 1.744 
 
 5 
 
 Wi 
 
 4.255 
 
 17.721 
 
 14.221 
 
 2H 
 
 m 
 
 1.615 
 
 2.761 
 
 2.049 
 
 5 
 
 5 
 
 4.480 
 
 19.635 
 
 15.766 
 
 2H 
 
 2 
 
 1.711 
 
 3.142 
 
 2.300 
 
 4M 
 
 5H 
 
 4.730 
 
 21.648 
 
 17.574 
 
 2M 
 
 2H 
 
 1.836 
 
 3.547 
 
 2.649 
 
 m 
 
 5H 
 
 4.953 
 
 23.758 
 
 19.268 
 
 2H 
 
 2M 
 
 1.961 
 
 3.976 
 
 3.021 
 
 m 
 
 5M 
 
 5.203 
 
 25.967 
 
 21.262 
 
 2% 
 
 2« 
 
 2.086 
 
 4.430 
 
 3.419 
 
 m 
 
 6 
 
 5.423 
 
 28.274 
 
 23.095 
 
 2H . 
 
 _£..-, 
 
 BOLT HEADS AND NUTS 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 V 
 
 w-h-w 
 
 «-h-J 
 
 Rough Nut 
 
 Finished Nut 
 
 Rough Head 
 
 Finished Head 
 
 f 
 
 g 
 
 f 
 
 g 
 
 t 
 
 h 
 
 f 
 
 h 
 
 1.5d+M" 
 
 d 
 
 1.5d+M 8 " 
 
 d-tto" 
 
 1.5d+H" 
 
 0.5 f 
 
 1.5d+% " 
 
 0.5f— %a" 
 
 For Screw Threads, Bolt Heads and Nuts, the American Bridge Company has adopted the 
 Franklin Institute Standard, commonly known as United States Standard. 
 
 144 
 
BOLTS 
 
 BOLT HEADS AND NUTS, Dimensions in Inches 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 
 
 
 HEAD 
 
 , 
 
 m 
 
 J a 
 
 s 
 
 NUT 
 
 (9 
 
 Hexagonal 
 
 Hex. or 
 
 Square 
 
 Square 
 
 Hexagonal 
 
 Hex. or 
 Square 
 
 Square 
 
 o S 
 
 \(' 
 
 % 
 
 rr\ 
 
 
 a> 
 
 
 d 
 
 m 
 
 [( 
 
 3 
 
 i" 
 
 3 
 
 1 J 
 
 
 Diameter 
 
 Diameter 
 
 Diameter 
 
 
 Diameter 
 
 
 Long 
 
 Short 
 
 Height 
 
 Long 
 
 Short 
 
 Long 
 
 Short 
 
 Height 
 
 Long 
 
 Short 
 
 K 
 
 % 
 
 K 
 
 X 
 
 n 
 
 K . 
 
 X 
 
 a 
 
 K 
 
 X 
 
 ii 
 
 K 
 
 % 
 
 w 
 
 1 
 
 fi 
 
 K 
 
 ft 
 
 i 
 
 IX 
 1H 
 
 - ii 
 
 K 
 
 K 
 
 i 
 
 «l 
 
 % 
 K 
 
 1 
 
 IX 
 
 « 
 
 H 
 
 IX 
 
 tft 
 
 s 
 
 1ft 
 
 H 
 
 i« 
 
 Ift' 
 
 % 
 
 1% 
 
 J6 
 
 ft 
 
 ift 
 
 1H 
 
 IK 
 
 K 
 
 ift 
 
 lJi 
 
 X 
 
 irt 
 
 Hi 
 
 1ft 
 
 X 
 
 2ft 
 
 1ft 
 
 K 
 
 Hi 
 
 1ft 
 
 K 
 
 2ft 
 
 1ft 
 
 1 
 
 IK 
 
 IK 
 
 a 
 
 2 is 
 
 IK 
 
 1 
 
 IK 
 
 IK 
 
 1 
 
 2ft 
 
 IK 
 
 IK 
 
 2K 
 
 Hi 
 
 11 
 
 2ft 
 
 1« 
 
 if* 
 
 2K 
 
 HI 
 
 m 
 
 2ft 
 
 Hi 
 
 IK 
 
 m 
 
 2ft 
 
 2 
 
 i 
 
 • 2}S 
 
 2 
 
 IM 
 
 2ft 
 
 2 
 
 IX 
 
 m 
 
 2 
 
 2ft 
 
 2ft 
 
 ik 
 
 3^" 
 
 ift 
 
 IK 
 
 2ft 
 
 2k 
 
 2 fr 
 2K 
 
 i% 
 
 3K 
 
 2 # 
 2K 
 
 m 
 
 2M 
 
 2« 
 
 ift 
 
 Z% 
 
 IK 
 
 IK 
 
 m 
 
 m 
 
 3 
 
 2ft 
 2k 
 
 ift 
 
 3% 
 
 2k 
 
 y% 
 
 3 
 
 2 $ 
 
 2k 
 
 1M 
 
 m 
 
 2ft 
 
 IX 
 
 •3ft 
 
 1M 
 
 3K 
 
 IH 
 
 3ft 
 
 IK 
 
 m 
 
 2X 
 
 ik 
 
 3tb 
 
 2i§ 
 
 IK 
 
 4ft 
 
 21* 
 
 m 
 
 3ft 
 
 2i| 
 
 IK 
 
 4ft 
 
 2« 
 
 2 
 
 3K 
 
 3K 
 
 ift 
 
 4ft 
 
 3K 
 
 2 
 
 3K 
 
 3H 
 
 2 
 
 4ft 
 
 3K 
 
 'M 
 
 4ft 
 
 3K 
 
 IK 
 
 4+if 
 
 3K 
 
 2M 
 2^ 
 
 4ft 
 
 3K , 
 
 2K 
 
 4}* 
 
 3K 
 
 2K 
 2% 
 
 4K 
 
 3K 
 
 2k 
 
 5K 
 
 3K 
 
 4H 
 
 3% 
 
 2K 
 2K 
 
 5K 
 
 3K 
 
 418 
 
 4M 
 
 6 
 
 4K 
 
 2M 
 
 4fJ 
 
 IX 
 
 6. 
 
 4K 
 
 3 
 
 5*4 
 
 4« 
 
 2ft 
 
 6ft 
 
 4K 
 
 3 
 
 5K 
 
 m 
 
 3 
 
 6ft 
 
 4K 
 
 ■AX; 
 
 3K 
 
 5» 
 
 5 
 
 2K 
 
 Vft 
 7k 
 
 5 
 
 3H 
 
 5H 
 
 5 
 
 3K 
 
 Vft 
 7H 
 
 5 
 
 6Ji 
 
 5% 
 
 2ii 
 
 5K 
 
 3K 
 
 «K 
 
 5% 
 
 3K 
 
 5K 
 
 BOLT THREADS, Length in Inches 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 Length, 
 
 Diameter, Inches 
 
 Inches 
 
 K 
 
 K 
 
 K 
 
 K 
 
 X 
 
 K 
 
 1 
 
 IK 
 
 IK 
 
 1 to IK 
 
 X 
 
 K 
 
 l 
 
 IK 
 
 
 
 
 
 
 IK t° 2 
 
 X 
 
 K 
 
 l 
 
 IK 
 
 IK 
 
 IK 
 
 
 
 
 2Kto 2K 
 
 X 
 
 K 
 
 l 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 
 
 2Kto 3 
 
 K 
 
 K 
 
 1 
 
 IK 
 
 IK 
 
 1M 
 
 IK 
 
 2K 
 
 
 3Kto 4 
 
 K 
 
 K- 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 2K 
 
 2K 
 
 4Kto 8 
 
 l 
 
 l 
 
 IK 
 
 IK 
 
 1M 
 
 2 
 
 2K 
 
 2K 
 
 2K 
 
 8K to 12 
 
 l 
 
 l 
 
 IK 
 
 1M 
 
 2 
 
 2K 
 
 2K 
 
 3 
 
 . 3 
 
 12Kto20 
 
 .1 
 
 1 
 
 IK 
 
 2 
 
 2 
 
 2K 
 
 2K 
 
 3 
 
 1 3 
 
 Bolts not listed are threaded about 3 times the diameter; in 'no case are standard bolts 
 threaded closer to the head than 1 i inch. 
 
 _ _____ 
 
CARNEGIE STEEL COMPANY 
 
 BOLTS WITH SQUARE HEADS AND' NUTS 
 \ 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 Weight in Pounds pee 100 Bolts 
 
 Length 
 Under 
 
 
 
 
 Diameter of Boli 
 
 , Inches 
 
 
 
 
 Head, 
 Inches 
 
 y* 
 
 B Ao 
 
 % 
 
 7 /ie 
 
 % 
 
 % 
 
 % 
 
 %. 
 
 1 
 
 1 
 
 4 
 
 7 
 
 11 
 
 15 
 
 22 
 
 37 
 
 56 
 
 
 
 1% 
 
 4 
 
 7 
 
 11 
 
 16 
 
 23 
 
 39 
 
 59 
 
 
 
 m 
 
 5 
 
 8 
 
 12 
 
 17. 
 
 24 
 
 41 
 
 62 
 
 
 
 m 
 
 5 
 
 8 
 
 13 
 
 18 
 
 26 
 
 43 
 
 64 
 
 
 
 2 
 
 5 
 
 9 
 
 14 
 
 19 
 
 27 
 
 45 
 
 67 
 
 101 
 
 144 
 
 ' 2M 
 
 6 
 
 9 
 
 15 
 
 20 
 
 28 
 
 47 . 
 
 71 
 
 104 
 
 150 
 
 VA 
 
 6 
 
 10 
 
 15 
 
 21 
 
 30 
 
 49 
 
 74 
 
 109 
 
 155 
 
 2M 
 
 6 
 
 10 
 
 16 
 
 22 
 
 31 
 
 51 
 
 77 
 
 113 
 
 161 
 
 3 
 
 7 
 
 11 
 
 17 
 
 24 
 
 33 
 
 54 
 
 80 
 
 117 
 
 167 
 
 3H 
 
 7 
 
 12 
 
 18 
 
 25 
 
 35 • 
 
 58 
 
 86 
 
 126 
 
 178 
 
 4 
 
 8 
 
 13 
 
 20 
 
 28 
 
 38 
 
 62 
 
 92 
 
 134 
 
 189 
 
 4H 
 
 9 
 
 14 
 
 21 
 
 30 
 
 41 
 
 66 
 
 98 
 
 142 
 
 198 
 
 5 
 
 10 
 
 15 
 
 23 
 
 32 
 
 43 
 
 71 
 
 104 
 
 151 
 
 * 209 
 
 514 
 
 10 
 
 16 
 
 25 
 
 34 
 
 46 
 
 75 
 
 111 
 
 159 
 
 220 
 
 6 
 
 11 
 
 17 
 
 26 
 
 • 36 
 
 49 
 
 79 
 
 117 
 
 168 
 
 232 
 
 6M 
 
 
 
 28 
 
 38 
 
 52 
 
 84 
 
 123 
 
 176 
 
 243 
 
 7 
 
 
 
 29 
 
 40 
 
 55 
 
 88 
 
 129 
 
 185 
 
 254 
 
 7K 
 
 
 
 31 
 
 42 
 
 57 
 
 92 
 
 136 
 
 193 
 
 265 
 
 8 
 
 
 
 32 
 
 45 
 
 60 
 
 97 
 
 142 
 
 202 
 
 276 
 
 9 
 
 
 
 34 
 
 49 
 
 65 
 
 105 
 
 154 
 
 218 
 
 298 
 
 10 
 
 
 
 
 53 
 
 71 
 
 114 
 
 167 
 
 235 
 
 320 
 
 12 
 
 
 
 
 61 
 
 82 
 
 131 
 
 192 
 
 269 
 
 364 
 
 14 
 
 
 
 
 
 93 
 
 148 
 
 217 
 
 303 
 
 409 
 
 Per Inch 
 Additional 
 
 1.4 
 
 2.2 
 
 3.1 
 
 4.3 
 
 5.6 
 
 8.7 
 
 12.5 
 
 17.0 
 
 22.3 
 
 SQUARE NUTS AND BOLT HEADS 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 Weights in Pounds fob One Head and One Nut 
 
 Diameter of Bolt, 
 Inches 
 
 1%. 
 
 1% 
 
 1% 
 
 2 
 
 2y 2 
 
 3 
 
 Square Head and Nut 
 
 Weight of Shank per Inch 
 
 2.05 
 .3477 
 
 3.51 
 .5007 
 
 5.48 
 .6815 
 
 8.08 
 .8900 
 
 15.5 
 1.391 
 
 26.2 
 2.003 
 
 146 
 
BOLTS 
 
 BOLTS WITH HEXAGON HEADS AND NUTS 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 Weight in Pounds per 100 Bolts 
 
 Length 
 Under 
 
 Diameter of Bolt, Inches 
 
 Length 
 Under 
 Head, 
 
 Diameter of Bolt, Inches 
 
 Head, 
 
 
 
 
 
 
 
 
 
 
 
 Inches 
 
 y 2 
 
 % 
 
 % 
 
 % 
 
 1 
 
 Inches 
 
 % 
 
 % 
 
 % 
 
 % 
 
 1 
 
 1 
 
 19 
 
 33 
 
 52 
 
 
 
 8 
 
 58 
 
 92 
 
 137 
 
 194 
 
 264 
 
 1H 
 
 20 
 
 34 
 
 54 
 
 
 
 sy 2 
 
 60 
 
 96 
 
 143 
 
 202 
 
 274 
 
 VA 
 
 22 
 
 36 
 
 57 
 
 
 
 9 
 
 63 
 
 100 
 
 149 
 
 210 
 
 285 
 
 1% 
 
 23 
 
 38 
 
 60 
 
 
 
 9K 
 
 66 
 
 105 
 
 156 
 
 219 
 
 296 
 
 2 
 
 24 
 
 40 
 
 63 
 
 93 
 
 132 
 
 10 
 
 68 
 
 109 
 
 162 
 
 227 
 
 307 
 
 2X 
 
 26 
 
 43 
 
 66 
 
 97 
 
 137 
 
 10H 
 
 71 
 
 114 
 
 168 
 
 236 
 
 318 
 
 ■m 
 
 27 
 
 45 
 
 69 
 
 101 
 
 143 
 
 11 
 
 74 
 
 118 
 
 174 
 
 244 
 
 329 
 
 2% 
 
 29 
 
 47 
 
 72 
 
 105 
 
 148 
 
 HH 
 
 77 
 
 122 
 
 181 
 
 253 
 
 341 
 
 3 
 
 30 
 
 49 
 
 75 
 
 109 
 
 154 
 
 12 
 
 80 
 
 127 
 
 187 
 
 261 
 
 352 
 
 ax 
 
 31 
 
 51 
 
 78 
 
 114 
 
 160 
 
 12H 
 
 82 
 
 131 
 
 193 
 
 270 
 
 363 
 
 zyi 
 
 33 
 
 54 
 
 82 
 
 118 
 
 165 
 
 13 
 
 85 
 
 135 
 
 199 
 
 278 
 
 374 
 
 3% 
 
 34 
 
 56 
 
 85 
 
 122 
 
 171 
 
 13M 
 
 88 
 
 139 
 
 206 
 
 287 
 
 385 
 
 4 
 
 35 
 
 58 
 
 88 
 
 126 
 
 176 
 
 14 
 
 91 
 
 144 
 
 212 
 
 295 
 
 396 
 
 4« 
 
 37 
 
 60 
 
 90 
 
 130 
 
 180 
 
 UH 
 
 93 
 
 148 
 
 218 
 
 304 
 
 407 
 
 4H 
 
 38 
 
 62 
 
 94 
 
 134 
 
 186 
 
 15 
 
 96 
 
 152 
 
 225 
 
 312 
 
 418 
 
 4M 
 
 39 
 
 64 
 
 97 
 
 138 
 
 191 
 
 15H 
 
 99 
 
 157 
 
 231 
 
 321 
 
 430 
 
 5 
 
 41 
 
 66 
 
 100 
 
 143 
 
 197 
 
 16 
 
 102 
 
 161 
 
 237 
 
 329 
 
 441 
 
 5M 
 
 42 
 
 68 
 
 103 
 
 147 
 
 202 
 
 16H 
 
 105 
 
 165 
 
 243 
 
 338 
 
 452 
 
 5« 
 
 44 
 
 71 
 
 106 
 
 151 
 
 208 
 
 17 
 
 107 
 
 170 
 
 250 
 
 346 
 
 463 
 
 5M 
 
 45 
 
 73 
 
 109 
 
 156 
 
 213 
 
 ny* 
 
 110 
 
 174 
 
 256 
 
 355 
 
 474 
 
 6 
 
 46 
 
 75 
 
 112 
 
 160 
 
 219 
 
 18 
 
 113 
 
 177 
 
 262 
 
 364 
 
 485 
 
 6M 
 
 48 
 
 77 
 
 115 
 
 164 
 
 225 
 
 18^ 
 
 116 
 
 183 
 
 268 
 
 372 
 
 496 
 
 6H 
 
 49 
 
 79 
 
 119 
 
 168 
 
 230 
 
 19 
 
 119 
 
 187 
 
 275 
 
 381 
 
 507 
 
 6K 
 
 51 
 
 81 
 
 122 
 
 173 
 
 236 
 
 19M 
 
 121 
 
 191 
 
 281 
 
 389 
 
 519 
 
 7 
 
 52 
 
 84 
 
 125 
 
 177 
 
 241 
 
 20 
 
 124 
 
 196 
 
 287 
 
 398 
 
 530 
 
 7« 
 
 53 
 
 86 
 
 128 
 
 181 
 
 247 
 
 
 
 
 
 
 
 7J4 
 
 55 
 
 88 
 
 131 
 
 185 
 
 252 
 
 
 
 
 
 
 
 7% 
 
 56 
 
 90 
 
 134 
 
 190 
 
 258 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Additional 
 
 5.6 
 
 8.7 
 
 12.5 
 
 17.0 
 
 22.3 
 
 Additional 
 
 5.6 
 
 8.7 
 
 12.5 
 
 17.0 
 
 22.3 
 
 HEXAGON NUTS AND BOLT HEADS 
 
 AMERICAN BRIDGE COMFANT STANDARD 
 
 Weights in Pounds for One Head and One Nut 
 
 Diameter of Bolt, 
 Inches 
 
 1% 
 
 1% 
 
 1% 
 
 2 
 
 2% 
 
 3 
 
 Hexagon Head and Nut . . 
 Weight of Shank per Inch 
 
 1.73 
 .3477 
 
 2.95 
 .5007 
 
 4.61 
 .6815 
 
 6.79 
 .8900 
 
 13.0 
 1.391 
 
 22.0 
 2.003 
 
 147 
 

 
 CARNEQIE STEEL COMPANY 
 
 
 
 
 
 UPSET SCREW ENDS FOR SQUARE 
 
 BARS 
 
 
 
 
 AMERICAN BRIDGE: COMPANY STANDARD 
 
 VMv-- T 
 
 
 
 d 11 
 
 
 1! 
 
 ■■ 
 
 I 
 
 c i 
 
 
 
 
 W>: i 
 
 
 
 Pitch and Shape of Thread A. B. Co. Standard 
 
 
 BAR 
 
 UPSET 
 
 Side of 
 Square 
 
 d, 
 Inches 
 
 Area, 
 
 Sq. 
 
 Inches 
 
 Weight 
 per 
 Foot, 
 Lbs. 
 
 Diameter 
 
 b, 
 
 Inches 
 
 Length 
 
 a, 
 Inches 
 
 Additional 
 Length 
 
 for 
 Upset 
 
 Inches 
 
 Diameter 
 
 at 
 Root of 
 Thread 
 
 c, 
 Inches 
 
 Area 
 
 At Root 
 
 of 
 
 Thread, 
 
 Sq. Inches 
 
 Excess 
 Over 
 
 Area of 
 Bar, 
 % 
 
 * M 
 
 0.563 
 
 1.91 
 
 IK 
 
 4 
 
 4 
 
 0.939 
 
 0.693 
 
 23.2 
 
 * H 
 
 0.766 
 
 2.60 
 
 IK 
 
 4 
 
 3H 
 
 1.064 
 
 0.890 
 
 16.2 
 
 l 
 
 1.000 
 
 3.40 
 
 1M 
 
 4 
 
 4 
 
 1.283 
 
 1.294 
 
 29.4 
 
 IK 
 
 1.266 
 
 4.30 
 
 1% 
 
 4 
 
 3K 
 
 1.389 
 
 1.515 
 
 19.7 
 
 1M 
 
 1.563 
 
 5.31 
 
 W 
 
 4K 
 
 4K 
 
 1.615 
 
 2.049 
 
 31.1 
 
 1« 
 
 1.891 
 
 6.43 
 
 2 
 
 4K 
 
 4 
 
 1.711 
 
 2.300 
 
 21.7 
 
 IK 
 
 2.250 
 
 7.65 
 
 2H 
 
 5 
 
 5 
 
 1.961 
 
 3.021 
 
 34.3 
 
 IK 
 
 2.641 
 
 8.98 
 
 2Vs 
 
 5 
 
 4K 
 
 2.086 
 
 3.419 
 
 29.5 
 
 1M 
 
 3.063 
 
 10.41 
 
 2K 
 
 5K 
 
 4K 
 
 2.175 
 
 3.716 
 
 21.3 
 
 IK 
 
 3.516 
 
 11.95 
 
 2% 
 
 5J3 
 
 5 
 
 2.425 
 
 4.619 
 
 31.4 
 
 2 
 
 4.000 
 
 13.60 
 
 2K 
 
 6 
 
 5 
 
 2.550 
 
 5.108 
 
 27.7 
 
 2K 
 
 4.516 
 
 15.35 
 
 3 
 
 6 
 
 4M 
 
 2.629 
 
 5.428 
 
 20.2 
 
 2& 
 
 5.063 
 
 17.21 
 
 3M- 
 
 6H 
 
 5K 
 
 2.879 
 
 6.509 
 
 28.6 " 
 
 2^ 
 
 5.641 
 
 19.18 
 
 3K 
 
 7 
 
 6M 
 
 3.100 
 
 7.549 
 
 33.8 
 
 2H 
 
 6.250 
 
 21.25 
 
 3% 
 
 7 
 
 7 
 
 3.317 
 
 8.641 
 
 38.3 
 
 2H' 
 
 6.891 
 
 23.43 
 
 ZU 
 
 7 
 
 5^ 
 
 3.317 
 
 8.641 
 
 25.4 
 
 25i 
 
 7.563 
 
 25.71 
 
 4 
 
 7K 
 
 6K 
 
 3.567 
 
 9.993 
 
 32.1 
 
 2% 
 
 8.266 
 
 28.10 
 
 Wi 
 
 8 
 
 7K 
 
 3.798 
 
 11.330 
 
 37.1 
 
 3 
 
 9.000 
 
 30.60 
 
 4M 
 
 8 
 
 6 
 
 3.798 
 
 11.330 
 
 25.9 
 
 3M 
 
 9.766 
 
 33.20 
 
 4M 
 
 8H 
 
 7 
 
 4.028 
 
 12.741 
 
 30.5 
 
 3M 
 
 10.563 
 
 35.91 
 
 4% 
 
 sy 2 
 
 7K 
 
 4.255 
 
 14.221 
 
 34.6 
 
 ' Upset 
 
 s marked 
 
 * are special. 
 
 
 
 
 
 148 
 

 
 
 
 UPSET SCREW ENDS 
 
 
 
 
 
 UPSET SCREW ENDS FOR ROUND BARS 
 
 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 YMV- ? 
 
 
 
 t — c 
 
 1 
 
 ■ 
 
 111 
 
 ■ 
 
 I 
 
 ! J 
 c b 
 
 / 
 
 
 
 ! 
 
 AWMA 
 
 W — ■ i 
 
 
 Pitch and Shape of Thread A. B. Co. Standard 
 
 ■ 
 
 BAR 
 
 UPSET 
 
 Diameter 
 Inches 
 
 Area, 
 
 Sq. 
 
 Inches 
 
 Weight 
 per 
 Foot, 
 Lbs. 
 
 Diameter 
 
 b, 
 
 Inches 
 
 Length 
 
 a, 
 Inches 
 
 Addition;! 
 Length 
 
 for 
 Upset 
 
 Inches 
 
 Diameter 
 
 at 
 Hoot of 
 Thread 
 
 c, 
 Inches 
 
 Area 
 
 At Root 
 
 of 
 Thread, 
 Sq. Inches 
 
 Excess 
 Over 
 
 Area of 
 
 Bar, 
 
 % 
 
 * a 
 
 0.442 
 
 1.50 
 
 1 
 
 4 
 
 4 
 
 0.838 
 
 0.551 
 
 24.7 
 
 * % 
 
 0.601 
 
 2.04 
 
 IX 
 
 4 
 
 5 
 
 1.064 
 
 0.890 
 
 48.0 
 
 i 
 
 0.785 
 
 2.67 
 
 W 
 
 4 
 
 4 
 
 1.158 
 
 1.054 
 
 34.2 
 
 m 
 
 0.994 
 
 3.38 
 
 1H 
 
 4 
 
 4 
 
 1.283 
 
 1.294 
 
 30.2 
 
 IX 
 
 1.227 
 
 4.17 
 
 m 
 
 4 
 
 4 
 
 1.389 
 
 1.515 
 
 23.5 
 
 m 
 
 1.485 
 
 5.05 
 
 1% 
 
 4 
 
 4 
 
 1.490 
 
 1.744 
 
 17.5 
 
 m 
 
 1.767 
 
 6.01 
 
 2 
 
 4J* 
 
 4K 
 
 1.711 
 
 2.300 
 
 30.2 
 
 m 
 
 2.074 
 
 7.05 
 
 2H 
 
 4H 
 
 4 
 
 1.836 
 
 2.649 
 
 27.7 
 
 1M 
 
 2.405 
 
 8.18 
 
 2X 
 
 5 
 
 4 
 
 1.961 
 
 3.021 
 
 25.6 
 
 IK 
 
 2.761 
 
 9.39 
 
 2*A 
 
 5 
 
 4 
 
 2.086 
 
 3.419 
 
 23.8 
 
 2 
 
 3.142 
 
 10.68 
 
 2H 
 
 5M 
 
 4 
 
 2.175 
 
 3.716 
 
 18.3 
 
 2H 
 
 3.547 
 
 12.06 
 
 2% 
 
 5M 
 
 3K 
 
 2.300 
 
 4.156 
 
 17.2 
 
 2X 
 
 3.976 
 
 13.52 
 
 2% 
 
 6 
 
 4M 
 
 2.550 
 
 5.108 
 
 28.4 
 
 2% 
 
 4.430 
 
 15.06 
 
 3 
 
 6 
 
 4K 
 
 2.629 
 
 5.428 
 
 22.5 
 
 2K 
 
 4.909 
 
 16.69 
 
 3J€ 
 
 6K 
 
 5M 
 
 2.879 
 
 6.509 
 
 32.6 
 
 ' 2% 
 
 5.412" 
 
 18.40 
 
 ZX 
 
 ey 3 
 
 4K 
 
 2.879 
 
 6.509 
 
 20.3 
 
 2% 
 
 5.940 
 
 20.19 
 
 3H 
 
 7 
 
 5H 
 
 3.100 
 
 7.549 
 
 27.1 
 
 2% 
 
 6.492 
 
 22.07 
 
 3% 
 
 7 
 
 6 
 
 3.317 
 
 8.641 
 
 33.1 
 
 3 
 
 7.069 
 
 24.03 
 
 3% 
 
 7 
 
 5 
 
 3.317 
 
 8.641 
 
 22.2 
 
 3K 
 
 7.670 
 
 26.08 
 
 4 
 
 7% 
 
 6 
 
 3.567 
 
 9.993 
 
 30.3 
 
 3X 
 
 8.296 
 
 28.21 
 
 4 
 
 7X 
 
 5 
 
 3.567 
 
 9.993 
 
 20.5 
 
 3% 
 
 8.946 
 
 30.42 
 
 4M 
 
 8 
 
 5H 
 
 3.798 
 
 11.330 
 
 26.6 
 
 3H 
 
 9.621 
 
 32.71 
 
 4M 
 
 8 
 
 5 
 
 3.798 
 
 11.330 
 
 17.8 
 
 3% 
 
 10.321 
 
 35.09 
 
 4K 
 
 SH 
 
 5H 
 
 4.028 
 
 12.741 
 
 23.4 
 
 3% 
 
 11.045 
 
 37.55 
 
 i% 
 
 SH 
 
 6 
 
 4.255 
 
 14.221 
 
 28.8 
 
 3% 
 
 11.793 
 
 40.10 
 
 4« 
 
 8H 
 
 5K 
 
 4.255 
 
 14.221 
 
 20.6 
 
 Dpseti 
 
 marked * are apt 
 
 cial. 
 
 
 \ 
 
 
 
 149 
 

 
 
 
 CARNEQIE 
 
 STEEL COMPANY 
 
 
 
 
 
 EYE Bi 
 
 AMERICAN BRIDGE CO! 
 
 ORDINARY EYE BAR 
 
 JPANY STANDARD 
 
 ADJUSTABLE EYE BAR 
 
 
 
 I - 
 
 
 
 
 iLXQZ-j 
 
 ( s~ tti'M Xi 
 
 
 
 
 1 <*- 
 
 J™M 
 
 \ 
 
 1 I 1 
 
 '"V-V — ] i 
 
 
 
 
 
 
 u...i __^j^.y.. ! ■? 
 
 4/ i.— a .-J 
 
 "T ; > """: . -i 
 
 ^ — a ... -». * b-- 
 
 Minimum length of short end from center of 
 pin to end of screw, 6'-6", preferably 7M)". 
 
 Thread on short end to be left hand. 
 
 Pitch and Shape of Thread A. B. Co. 
 Standard. 
 
 BAE 
 
 HEAD 
 
 BAR 
 
 SCREW END 
 
 Widtt 
 In. 
 
 Thickness 
 
 Dia. 
 d. 
 In. 
 
 Maximum 
 ' Pin 
 
 Additional 
 Material, a, 
 Ft. and In. 
 
 Width 
 In. 
 
 Min. 
 thick- 
 ness 
 In. 
 
 Dia. 
 In. 
 
 Excess 
 
 Upset 
 
 over 
 
 Bar 
 
 % 
 
 
 Additional 
 
 Material,!}, 
 Ft. and In. 
 
 Max 
 In. 
 
 Min 
 In. 
 
 Dia. 
 In. 
 
 Excess 
 Head 
 over 
 Bar, 
 % 
 
 For 
 order- 
 ing 
 Bar 
 
 For 
 figuring 
 Weight 
 
 m, 
 In. 
 
 For 
 order- 
 ing 
 Bar 
 
 For 
 
 figur- 
 ing 
 Wt. 
 
 2 
 
 1 
 1 
 
 
 4^ 
 * 6H 
 
 2% 
 
 3X 
 
 37.5 
 
 1- 
 1- 4 
 1- 9 
 
 0- 7 
 0-11 
 
 1- 4 
 
 2 
 
 * % 
 
 % 
 
 W 
 IX 
 2 
 
 39.6 
 36.6 
 31.4 
 
 4 
 
 4X 
 4V, 
 
 1- 
 1- 
 0-11 
 
 8 
 
 7X 
 
 7X 
 
 2H 
 
 6 
 
 7 
 * 8 
 
 2X 
 
 3X 
 *x 
 
 40.0 
 
 1- 3 
 
 1- 7 
 
 2- 
 
 0-10 
 1- 2 
 1- 7 
 
 2X 
 
 * % 
 
 X 
 1 
 
 2X 
 2X 
 2% 
 
 41.2 
 38.1 
 36.7 
 
 4X 
 
 5 
 
 5 
 
 1- 
 1- 
 1- 
 
 8 
 8 
 7X 
 
 3 
 
 IK 
 
 X 
 
 7X 
 
 8H 
 
 * 9H 
 
 3X 
 5X 
 
 41.7 
 
 1- 6 
 1-11 
 
 2- 4 
 
 1- 1 
 1- 5 
 1-10 
 
 3 
 
 * M 
 X 
 l 
 
 2M 
 2X 
 2X 
 
 34.3 
 41.6 
 23.9 
 
 5 
 
 5X 
 5X 
 
 1- 
 1 -1 
 1- 1 
 
 ■OX 
 
 SX 
 SX 
 7X 
 SX 
 9X 
 
 4 
 
 1% 
 
 to. 
 X 
 l 
 
 10 
 11 
 
 *12 
 
 4H 
 6K 
 
 37.5 
 
 1-11 
 2- 3 
 2- 8 
 
 1- 6 
 1-10 
 
 2- 2 
 
 4 
 
 * 'A 
 X 
 1 
 
 ix 
 
 2X 
 2% 
 3 
 3X 
 
 23.9 
 32.0 
 35.7 
 44.6 
 
 5X 
 5X 
 6 
 6X 
 
 1- 1 
 0-11 
 1- 1 
 1- 2 
 
 5 
 
 2 
 
 54 
 1 
 1 
 
 12 
 13H 
 *15 
 
 5J€ 
 6M 
 8J4 
 
 35.0 
 
 2- 1 
 2- 8 
 3t 3 
 
 1- 8 
 
 2- 2 
 2- 9 
 
 5 
 
 * % 
 x 
 i 
 
 1H 
 
 2% 
 
 3 
 
 3M 
 
 3X 
 
 3X. 
 
 36.2 
 24.1 
 30.2 
 34.2 
 38.3 
 
 6 
 6 
 
 ex 
 
 7 
 
 7 
 
 1- 
 0-11 
 1- 
 1- 1 
 1- 2 
 
 8 
 
 7 
 
 8 
 
 SX 
 
 9 
 
 6 , 
 
 2 
 
 H 
 l 
 l 
 
 14 
 
 14M 
 *16H 
 
 5M 
 6X 
 8J4 
 
 37.5 
 
 2- 4 
 
 2- 6 
 
 3- 2 
 
 1-10 
 2- 1 
 2- 8 
 
 7 
 
 2 
 
 1 
 
 IX 
 1H 
 
 16M 
 
 nx 
 
 *18'A 
 
 7 
 8 
 9 
 
 35.7 
 
 2- 7 
 2-11 
 
 3- 4 
 
 2- 2 
 2- 6 
 2-11 
 
 6 
 
 7 
 
 8 
 
 *l 
 IX 
 
 *iy 8 
 m 
 w 
 
 3X 
 3H 
 4 
 4M 
 
 25.8 
 28.0 
 33.2- 
 37.3 
 26.9 
 29.5 
 32.4 
 35.4 
 
 7 
 7 
 
 7X 
 8 
 
 1- 
 1- 
 1- 1 
 1- 2 
 
 7X 
 8 
 
 SX' 
 QX 
 
 8 
 
 2 
 
 l 
 
 18 
 
 19 
 
 *20 
 
 7 
 8 
 9 
 
 37.5 
 
 2- 8 
 
 3- 
 3- 4 
 
 2- 3 
 2- 6 
 2-11 
 
 4 
 
 ±X 
 4M 
 
 7X 
 8 
 
 SX 
 SX 
 
 1- 
 1- 1 
 1- 2 
 1- 2 
 
 s 
 
 SX 
 9 
 9X 
 
 9 
 
 2 
 
 1H 
 
 20 
 22 
 
 7^ 
 9H 
 
 3S.9 
 
 2-11 
 3- 7 
 
 2- 6 
 
 3- 1 
 
 10 
 
 2 
 
 iy s 
 IK 
 m 
 
 22^ 
 24 
 *25 
 
 9 
 10M 
 UK 
 
 35.0 
 
 3- 5 
 
 3- 9 
 
 4- 1 
 
 2-10 
 3- 3 
 3- 7 
 
 *IX 
 IX 
 
 w 
 
 IX 
 IX 
 
 4M 
 
 iX 
 
 4M 
 
 5 
 
 BX 
 
 25.9 
 27.4 
 29.3 
 31.4 
 35.2 
 
 8 
 
 SX 
 
 8X 
 
 9 
 
 9K 
 
 1- 
 1- 1 
 1- 1 
 1- 2 
 
 1- 3 
 
 8 
 
 SX 
 SX 
 9 
 10 
 
 12 
 14 
 
 2 ■ 
 
 2 
 2 
 
 1M 
 
 i« 
 
 1H 
 l-K 
 IX 
 1M 
 
 26}* 
 28 
 *29M 
 
 10 
 
 11H 
 
 13 
 
 37.5 
 
 3- 8 
 
 4- 2 
 4- 8 
 
 3- 3 
 
 3- 8 
 
 4- 1 
 
 31 
 
 33 
 
 *34 
 
 12 
 14 
 15 
 
 35.7 
 
 4- 3 
 4-10 
 
 5- 5 
 
 3- 9 
 
 4- 4 
 4- 8 
 
 Bars marked * should only be used when 
 
 absolutely unavoidable. 
 
 Deduct pin hole when figuring weight. 
 
 16 
 
 i« 
 1% 
 
 36 
 *37M 
 
 14 
 16 
 
 37.5 
 34.4 
 
 4-11 
 5- 5 
 
 4- 5 
 4-10 
 
 160 
 
LOOP RODS 
 
 LOOP RODS 
 
 AMERICAN BRIDGE COMPANY BTANDARD 
 
 Mi" W 
 
 Right Thread 
 
 Thr. 
 
 Left Thread 
 
 J 
 
 a t~ m P_ ^Min. Length 4-7" >5"-i For Turnbuckle 
 * *. "~~l_ 3 .".JFor Sleeve Nut 
 
 Pitch and Shape of Thread A. B. Co. Standard 
 
 Additional Length "A" in Feet and Inches for One Loop 
 
 A=4.17p+5.89r 
 
 Diam. 
 pf 
 
 Diameter or Side "r" of Rod in Inches 
 
 Pin, 
 P 
 
 % 
 
 % 
 
 1 
 
 m 
 
 v,i 
 
 1% 
 
 iy 2 
 
 1% 
 
 iy 4 
 
 1% 
 
 2 
 
 IK 
 
 0- 
 
 9K 
 
 0-10 
 
 0-11 
 
 O-HK 
 
 
 
 
 
 
 
 
 IK 
 
 IK 
 
 0-10 
 0-11 
 1- 
 
 0-10K 
 0-llK 
 1- OH 
 
 0-11H 
 1- OK 
 1- IK 
 
 1- 
 
 l- i 
 
 1- 2 
 
 1- 1 
 1- 2 
 1- 3 
 
 1- 2H 
 
 1- 3K 
 
 1- 4H 
 
 1- 5 
 
 1- 6 
 
 
 
 2 
 
 1- 
 
 1 
 
 1- IK 
 
 1- 2M 
 
 1- 3 
 
 1- 4 
 
 1- 4K 
 
 1- 5K 
 
 1- 6 
 
 1- 7 
 
 1- 7M 
 
 1- 8K 
 
 2K 
 2K 
 2% 
 
 1- 
 1- 
 1- 
 
 2 
 3 
 
 4 
 
 1- 3 
 1- 4 
 1- 5 
 
 1- 3K 
 1- 4K 
 1- 5K 
 
 l- m. 
 
 1- 5H 
 
 l- 6K 
 
 1- S 
 1- 6 
 1- 7 
 
 1- 5K 
 1- 7 
 1- 8 
 
 1- 6H 
 l- 7K 
 1- 8H 
 
 1- 7 
 1- 8 
 1- 9K 
 
 1- 8 
 1- 9 
 1-10 
 
 1- 8K 
 1- 9H 
 1-11 
 
 1- 9K 
 1-10K 
 1-llK 
 
 3 
 
 1- 
 
 5 
 
 1- 6 
 
 1- 6H 
 
 1- 7H 
 
 1- 8 
 
 1- 9 
 
 1- 9K 
 
 1-10K 
 
 1-11 
 
 2- 
 
 2- OH 
 
 *3K 
 3K 
 
 1- 
 1- 
 1- 
 
 6 
 
 7K 
 8K 
 
 1- 7 
 1- 8 
 1- 9 
 
 1- 7K 
 l- 8K 
 1-10 
 
 1- 8K 
 1- 9K 
 1-10K 
 
 1- 9 
 1-10 
 1-11 
 
 1-10 
 1-11 
 2- 
 
 i-iok 
 1-llK 
 
 2- OK 
 
 1-HK 
 2- OK 
 2- IK 
 
 2- 
 2- 1 
 2- 2 
 
 2- 1 
 2- 2 
 2- 3 
 
 2- in 
 
 2- 2K 
 2- 3K 
 
 4 
 
 1- 
 
 9K 
 
 1-10 
 
 1-11 
 
 1-llK 
 
 2- OK 
 
 2- 1 
 
 2- 2 
 
 2- 2K 
 
 2- 3 
 
 2- 4 
 
 2- 4K 
 
 *4K 
 
 4H 
 
 *45i 
 
 
 
 1-11 
 2- 
 2- 1 
 
 2- 
 2- 1 
 2- 2 
 
 2- OK 
 2- IK 
 2- 2H 
 
 2- IK 
 2- 2K 
 2- 3K 
 
 2- 2 
 2- 3 
 2- 4 
 
 2- 3 
 2- 4 
 2- 5 
 
 2- 3K 
 2-4K 
 2- 5K 
 
 2- 4M 
 2- 5K 
 2- 6H 
 
 2- 5 
 2- 6 
 2- 7 
 
 2- 6 
 2- 7 
 2- 8 
 
 5 
 
 
 
 2- 2H 
 
 2- 3 
 
 2- 3K 
 
 2- 4M 
 
 2- 5 
 
 2- 6 
 
 2- 6K 
 
 2- 7^ 
 
 2- 8 
 
 2- 9 
 
 *5Ji 
 5K 
 
 *5M 
 
 
 
 
 2- 4 
 2- 5 
 2- 6 
 
 2- 5 
 2- 6 
 2- 7 
 
 2- 5K 
 2- 6K 
 2- 7K 
 
 2- 6 
 2- 7K 
 2- 8K 
 
 2- 7 
 2- 8 
 2- 9 
 
 2- 7K 
 2- 9 
 2-10 
 
 2- 8M 
 2- 9H 
 2-10H 
 
 2- 9 
 2-10 
 2-11H 
 
 2-10 
 2-11 
 3- 
 
 6 
 
 
 
 
 2- 7 
 
 2- 8 
 
 2- 8K 
 
 2- 9K 
 
 2-10 
 
 2-11 
 
 2-11H 
 
 3- OK 
 
 3- 1 
 
 *6K 
 *6M 
 
 
 
 
 
 2- 9 
 2-10 
 2-11 
 
 2- 9K 
 2-10H 
 
 3- 
 
 2-10K 
 2-11K 
 3- OK 
 
 2-11 
 3- 
 3- 1 
 
 3- 
 3- 1 
 3- 2 
 
 3- oy 2 
 
 3- IK 
 3- 2K 
 
 3- IK 
 3- 2K 
 3- 3K 
 
 3- 2 
 3- 3 
 3- 4 
 
 7 
 
 
 
 • 
 
 
 3- 
 
 3- 1 
 
 3- IK 
 
 3- 2K 
 
 3- 3 
 
 3- 3K 
 
 3- 4K 
 
 3- 5 
 
 Pins marked * are special. Maximum shipping length of ' '1"=^5 feet. 
 
 151 
 
CARNEQIE STEEL COMPANY 
 
 CLEVISES 
 
 AMERICAN BBIDGS COMPANY STANDARD 
 
 All dimensions in inches 
 
 ]Grip 
 
 ma:::? 
 
 
 
 Grip= 
 
 thickness of plate + K" but must not exceed dimension f 
 
 
 
 » i 
 
 Head 
 
 Nut 
 
 Fork 
 
 2 "2 
 
 S"fi 
 
 
 
 
 i 
 
 
 
 
 
 
 
 
 
 i 
 
 
 
 0| 
 
 d 
 
 w 
 
 t 
 
 Max. 
 P 
 
 Mm 
 P 
 
 r 
 
 X 
 
 y 
 
 n 
 
 c 
 
 u 
 
 u 
 
 e 
 
 f 
 
 a 
 
 s 
 
 
 3 
 
 3 
 
 iy, 
 
 a 
 
 IK 
 
 1 
 
 2K 
 
 2M 
 
 3 
 
 IK 
 
 2H 
 
 IK 
 
 1 
 
 3A 
 
 IK 
 
 5 
 
 4 
 
 4 
 
 4 
 
 4 
 
 2 
 
 K 
 
 2 
 
 IK 
 
 3 
 
 3 
 
 4 
 
 1% 
 
 2% 
 
 1H 
 
 IK 
 
 3K 
 
 IK 
 
 6 
 
 5 
 
 8 
 
 5 
 
 5 
 
 2K 
 
 % 
 
 2K 
 
 IK 
 
 3M 
 
 3% 
 
 5 
 
 2H 
 
 3M 
 
 2K 
 
 IK 
 
 4K 
 
 2K 
 
 7 
 
 6 
 
 16 
 
 6 
 
 6 
 
 3 
 
 % 
 
 3 
 
 2 
 
 4K 
 
 4K 
 
 6 
 
 2K 
 
 4K 
 
 2K 
 
 2 
 
 5K 
 
 2M 
 
 8 
 
 7 
 
 26 
 
 7 
 
 7 
 
 3K 
 
 % 
 
 3K 
 
 2K 
 
 5K 
 
 5K 
 
 7 
 
 3 
 
 5 
 
 3 
 
 2K 
 
 6ft 
 
 3K 
 
 9 
 
 8 
 
 36 
 
 
 Clevis Numbees 
 
 FOR 
 
 Various Rods and Pins 
 
 
 
 Bods 
 
 Pins 
 
 Round 
 
 Square 
 
 Upset 
 
 1 
 
 1% 
 
 1% 
 
 i% 
 
 2 
 
 2y 4 
 
 2% 
 
 2% 
 
 3 
 
 3y 4 
 
 3% 
 
 K 
 
 
 1 
 
 3 
 
 3 
 
 3 
 
 
 
 
 
 
 
 
 
 
 K 
 K 
 
 IK 
 IK 
 
 3 
 
 3 
 
 3 
 
 4 
 
 4 
 4 
 
 4 
 4 
 
 
 
 
 
 
 
 K 
 
 4 
 
 
 l 
 
 1 
 
 IK 
 IK 
 
 
 4 
 4 
 
 4 
 
 4 
 
 4 
 
 4 
 4 
 
 5 
 
 5 
 
 
 
 
 
 IK 
 
 4 
 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 IK 
 IK 
 
 
 4 
 
 4 
 5 
 5 
 
 4 
 
 4 
 5 
 
 5 
 5 
 5 
 
 5 
 5 
 5 
 
 
 
 
 
 IK 
 
 5 
 5 
 
 
 
 5 
 
 
 IK 
 
 IK 
 
 2 
 2K 
 
 
 
 5 
 5 
 
 5 
 5 
 
 S 
 5 
 
 5 
 
 S 
 
 5 
 
 6 
 6 
 
 6 
 6 
 
 
 ' 
 
 IK 
 
 5 
 
 
 m 
 
 IK 
 
 2K 
 
 
 
 
 
 6 
 
 6 
 
 6 
 
 6 
 
 6 
 
 7 
 
 7 
 
 i% 
 
 IK 
 IK 
 
 2K 
 2K 
 
 
 
 
 
 6 
 6 
 
 6 
 6 
 
 6 
 6 
 
 6 
 
 6 
 6 
 
 7 
 7 
 
 7 
 
 2 
 
 6 
 
 7 
 
 2K 
 
 IK 
 
 2K 
 2K 
 
 
 
 
 
 6 
 
 6 
 
 6 
 
 7 
 
 6 
 
 7 
 
 6 
 
 7 
 7 
 
 7 
 
 
 7 
 
 7 
 
 2K " 
 
 2 
 
 2K 
 
 
 
 
 
 
 
 7 
 
 7 
 
 7 
 
 7 
 
 7 
 
 2K 
 
 2K 
 
 3 
 
 
 
 
 
 
 7 
 
 7 
 
 7 
 
 7 
 
 7 
 
 Clevises above and to right of zigzag, line may be used with forks strafght, those below and 
 to left of this line should have forks closed so as not to overstrain pin. 
 
 152 
 
TURNBUCKLES AND SLEEVE NUTS 
 
 
 TURNBUCKLES AND SLEEVE 'NUTS 
 
 
 
 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 
 
 
 
 
 
 All Dimensions in Inches 
 
 
 
 - 
 
 TURNBUCKLES 
 
 
 SLEEVE 
 
 NUTS 
 
 
 r d-»- 
 
 a----* 
 
 <-d-» 
 
 
 
 r a-r-4"~ 
 
 ■*«h 
 
 
 
 
 1 
 
 3 s 
 
 .1--MGM. 
 
 [*C*| 
 
 l- b- 
 
 
 
 rf" 
 
 i, 
 
 ...J 
 
 hm 
 
 ?Zlf 
 
 ;l 
 
 \ 1 
 
 p._ 
 
 ^|0| 
 
 t J £1 
 
 hi 
 
 > i>~ 
 
 i 
 
 1^_ 
 
 
 J 
 -i— • 
 
 turnl 
 
 
 
 
 i 
 
 
 a=6"; a=9" foi 
 
 ucklee marked *. 
 
 
 "™"l 
 
 
 
 Fitch and shape 
 
 )f thread, A. B. Co. Standard. 
 
 Pitch and shape of thread, A. B. Co 
 
 . Standard 
 
 Diam. 
 
 Standard Dimensions 
 
 ■+J to 
 
 Diam. 
 
 ' Standard Dimensions 
 
 
 ,?. 
 
 of 
 
 Screw 
 
 u 
 
 
 
 
 
 Si 
 
 of 
 
 Screw 
 
 u 
 
 
 
 
 
 
 d 
 
 i 
 
 c 
 
 t 
 
 g 
 
 b 
 
 d 
 
 1 
 
 a 
 
 b 
 
 c 
 
 t 
 
 % 
 
 A 
 
 7% 
 
 ft 
 
 3 
 
 ie 
 
 % 
 
 1ft 
 
 i 
 
 
 
 
 
 
 
 
 
 ft 
 
 U 
 
 7ft 
 
 % 
 
 % 
 
 % 
 
 1% 
 
 i 
 
 
 
 
 
 
 
 
 
 % 
 
 % 
 
 7% 
 
 % 
 
 % 
 
 % 
 
 1% 
 
 i 
 
 
 
 
 
 
 
 
 
 ft 
 
 U 
 
 7JS 
 
 « 
 
 ft 
 
 % 
 
 1ft 
 
 i% 
 
 
 
 
 
 
 
 
 
 K 
 
 \l 
 
 7% 
 
 a 
 
 ft 
 
 'A 
 
 1ft 
 
 i% 
 
 
 
 
 
 „ 
 
 
 
 
 a 
 
 i% 
 
 8& 
 
 ift 
 
 « 
 
 % 
 
 2 
 
 2 
 
 
 
 
 
 
 
 
 
 % 
 
 1ft 
 
 8% 
 
 1% 
 
 % 
 
 1 
 
 2% 
 
 3 
 
 % 
 
 1% 
 
 7 
 
 1% 
 
 1% 
 
 1% 
 
 % 
 
 3 
 
 i 
 
 1% 
 
 9 
 
 ift 
 
 7 
 
 IB 
 
 1% 
 
 2ft 
 
 4 
 
 1 
 
 1% 
 
 7 
 
 1% 
 
 1% 
 
 1% 
 
 H 
 
 3 
 
 1% 
 
 1« 
 
 9% 
 
 ift 
 
 % 
 
 IK 
 
 2ft 
 
 5 
 
 1% 
 
 IK 
 
 7% 
 
 2 
 
 2ft 
 
 1% 
 
 ft 
 
 4 
 
 1% 
 
 1% 
 
 9M 
 
 ift 
 
 % 
 
 1% 
 
 2M 
 
 6 
 
 1M 
 
 1% 
 
 7% 
 
 2 
 
 2ft 
 
 1% 
 
 ft 
 
 4 
 
 1% 
 
 2ft 
 
 10% 
 
 m 
 
 % 
 
 1% 
 
 3ft 
 
 7 
 
 1% 
 
 2 
 
 8 
 
 2% 
 
 2K 
 
 1% 
 
 % 
 
 5 
 
 1% 
 
 2% 
 
 10% 
 
 1U 
 
 % 
 
 Ik 
 
 3ft 
 
 8 
 
 1% 
 
 2 
 
 8 
 
 2% 
 
 2M 
 
 1% 
 
 % 
 
 6 
 
 1% 
 
 2ft 
 
 10% 
 
 2 
 
 % 
 
 1% 
 
 3% 
 
 10 
 
 1% 
 
 2% 
 
 8% 
 
 2% 
 
 3ft 
 
 1% 
 
 ft 
 
 8 
 
 1M 
 
 2% 
 
 1W 
 
 2% 
 
 K 
 
 2 
 
 3« 
 
 11 
 
 1% 
 
 2% 
 
 8% 
 
 2% 
 
 3ft 
 
 1% 
 
 ft 
 
 9 
 
 1% 
 
 2H 
 
 1W 
 
 2ft 
 
 tt 
 
 2% 
 
 3% 
 
 12 
 
 1% 
 
 2% 
 
 9 
 
 3% 
 
 3% 
 
 2% 
 
 % 
 
 10 
 
 2 
 
 3 
 
 12 
 
 2% 
 
 ii 
 
 2% 
 
 4% 
 
 14 
 
 2 
 
 2% 
 
 9 
 
 3% 
 
 3% 
 
 2% 
 
 % 
 
 11 
 
 2% 
 
 3ft 
 
 12% 
 
 2% 
 
 it 
 
 2% 
 
 4% 
 
 17 
 
 2% 
 
 2% 
 
 9% 
 
 3% 
 
 4ft 
 
 2% 
 
 ft 
 
 14 
 
 2% 
 
 3% 
 
 12M 
 
 2H 
 
 if 
 
 2% 
 
 4M 
 
 20 
 
 2H 
 
 2% 
 
 9% 
 
 3% 
 
 4ft 
 
 2% 
 
 S 
 Id 
 
 15 
 
 2% 
 
 3ft 
 
 13% 
 
 2% 
 
 H 
 
 2M 
 
 4% 
 
 22 
 
 2% 
 
 3 
 
 10 
 
 3% 
 
 4% 
 
 2% 
 
 % 
 
 18 
 
 2% 
 
 3M 
 
 13% 
 
 3ft 
 
 » 
 
 3 
 
 5% 
 
 25 
 
 2% 
 
 3 
 
 10 
 
 3% 
 
 4% 
 
 2% 
 
 % 
 
 19 
 
 2% 
 
 4% 
 
 14M 
 
 3% 
 
 IS 
 
 3% 
 
 5% 
 
 33 
 
 2% 
 
 3% 
 
 10% 
 
 4% 
 
 411 
 
 2% 
 
 ii 
 
 23 
 
 2% 
 
 4ft 
 
 14% 
 
 3ft 
 
 ift 
 
 3% 
 
 6ft 
 
 36 
 
 2% 
 
 3% 
 
 11 
 
 4% 
 
 5% 
 
 3% 
 
 % 
 
 27 
 
 3 
 
 4% 
 
 15 
 
 3% 
 
 1ft 
 
 3% 
 
 6% 
 
 40 
 
 3 
 
 3% 
 
 11 
 
 4% 
 
 5% 
 
 3% 
 
 M 
 
 28 
 
 3% 
 
 4% 
 
 15M 
 
 3% 
 
 1ft 
 
 4 
 
 6M 
 
 50 
 
 3% 
 
 3M 
 
 11% 
 
 5 
 
 518 
 
 3% 
 
 IS 
 
 35 
 
 3% 
 
 5% 
 
 16% 
 
 4% 
 
 ift 
 
 4 
 
 7% 
 
 65 
 
 3% 
 
 4 
 
 12 
 
 5%. 
 
 6% 
 
 3% 
 
 % 
 
 40 
 
 3« 
 
 5% 
 
 17% 
 
 4ft 
 
 1ft 
 
 5 
 
 8% 
 
 95 
 
 3% 
 
 4k 
 
 12% 
 
 5% 
 
 61J 
 
 3% 
 
 1! 
 
 47 
 
 4 
 
 6 
 
 18 
 
 4% 
 
 ift 
 
 5 
 
 8% 
 
 108 
 
 4 
 
 4% 
 
 13 
 
 6% 
 
 7ft 
 
 4% 
 
 1 
 
 55 
 
 *4Ji 
 
 6% 
 
 21% 
 
 4% 
 
 1% 
 
 5ft 
 
 9% 
 
 140 
 
 4M 
 
 4% 
 
 13% 
 
 6H 
 
 7% 
 
 4% 
 
 ift 
 
 65 
 
 *4% 
 
 6K 
 
 22% 
 
 5% 
 
 1M 
 
 6% 
 
 10« 
 
 195 
 
 4% 
 
 5 
 
 14 
 
 6% 
 
 715 
 
 4% 
 
 ift 
 
 75 
 
 *4K 7M 
 
 23% 
 
 5%- 
 
 2 
 
 6% 
 
 11% 
 
 205 
 
 
 
 
 
 
 
 
 
 *5 7% 
 
 24 
 
 6 
 
 2K 
 
 6% 
 
 11% 250 
 
 
 
 
 
 
 153 
 
CARNEQIE STEEL COMPANY 
 
 RECESSED PIN NUTS 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 All Dimensions in Inches 
 
 Distance between Shoulders J*"""*! 
 
 Distance between Nuta=Grip 
 
 J*SJ , 
 
 To obtain grip, add tY' for each bar. i,_t~J NutB threaded 6 threads per inch. 
 
 To obtain distance between shoulders, add amount given in table to grip. 
 
 
 Pin 
 
 Nut 
 
 Diameter of Fin, 
 
 Thread 
 
 Add 
 to 
 
 
 Diameter 
 
 5 
 
 of 
 
 -^" at 
 
 Pattern 
 
 
 
 \ 
 
 
 
 
 No. 
 
 
 a 
 
 . b 
 
 Grip 
 
 t 
 
 n 
 
 m 
 
 c 
 
 s 
 
 
 2, 2% 
 
 ik; 
 
 1 
 
 H 
 
 % 
 
 2t# 
 
 3M 
 
 2S 
 
 ¥ 
 
 1A 
 
 1.1 
 
 PN21 
 
 2%, 2% 
 
 2 
 
 IV* 
 
 V* 
 
 1 
 
 3ft 
 
 4VS 
 
 3** 
 
 H 
 
 it* 
 
 1.7 
 
 PN22 
 
 3, *3K, 3y 2 
 
 2U 
 
 1M. 
 
 V\ 
 
 ivs 
 
 4A 
 
 b 
 
 3/ a 
 
 *ft 
 
 2A 
 
 2.5 
 
 PN23 
 
 *3%, 4 
 
 3 
 
 iy» 
 
 H 
 
 1W 
 
 4« 
 
 bH 
 
 4»/» 
 
 % 
 
 2tK 
 
 3.7 
 
 PN24 
 
 *4Ji, 4}^, *&% 
 5, *5X 
 
 3U 
 
 m 
 
 V, 
 
 1*6 
 
 fit* 
 
 «H 
 
 bii 
 
 H 
 
 3A 
 
 4.6 
 
 PN25 
 
 4 
 
 lVs 
 
 U 
 
 m 
 
 6V< 
 
 7yV 
 
 bM 
 
 « 
 
 «W 
 
 6.2 
 
 PN26 
 
 5H, *5M, 6, 
 
 4K 
 
 m 
 
 v<> 
 
 m 
 
 7 
 
 8V« 
 
 |t>H 
 
 H 
 
 7" 1 * 
 
 7.8 
 
 PN27 
 
 *6J€. *^J4 
 
 fi 
 
 1H 
 
 a 4 
 
 l»4 
 
 7% 
 
 «''/» 
 
 7 
 
 W 
 
 4« 
 
 9.9 
 
 PN28 
 
 *6M, 7 
 
 fiM 
 
 a 
 
 % 
 
 T'/« 
 
 «V* 
 
 yv» 
 
 VV* 
 
 H. 
 
 i>A 
 
 11.8 
 
 PN29 
 
 *7M. *7M 
 
 5^ 
 
 2 
 
 V4. 
 
 *4 
 
 T'/ B 
 
 8*/8 
 
 10 
 
 8 
 
 % 
 
 bA 
 
 14.3 
 
 PN30 
 
 *7%, 8, *8K 
 
 fi 
 
 aw 
 
 2V« 
 
 «H 
 
 10 to 
 
 8M 
 
 % 
 
 w* 
 
 18.6 
 
 PN31 
 
 *8^: 9 
 
 6 
 
 24 
 
 *4 
 
 2</ s 
 
 W4 
 
 11'/, 
 
 UH 
 
 % 
 
 b« 
 
 23.8 
 
 PN32 
 
 *9M, 10 
 
 6 
 
 2H 
 
 »A 
 
 2Vi 
 
 UK 
 
 13 
 
 10^8 
 
 % 
 
 i>« 
 
 31.1 
 
 PN33 
 
 Ping marked * are special. 
 
 COTTER PINS 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 f^-* All Dimensions in Inches 
 
 Horizontal or Vertical 
 
 Pin Finished 
 
 Horizontal Pin Rough or Finished 
 
 Pin 
 
 Head 
 
 g 
 
 Cotter 
 
 Pin 
 
 
 Cotter 
 
 P 
 
 h 
 
 c 
 
 d 
 
 Pi 
 
 
 c 
 
 d 
 
 Hi 
 
 Hi 
 
 
 2 
 
 H 
 
 Ik 
 
 
 2 
 
 H 
 
 IK 
 
 m 
 
 
 2H 
 
 X 
 
 m 
 
 
 2K 
 
 M 
 
 W 
 
 2 
 
 * 
 
 2% 
 
 X 
 
 1% 
 
 v 
 
 2^ 
 
 W 
 
 2 
 
 2% 
 
 :s 
 
 3 
 
 % 
 
 2 
 
 ^ 
 
 3 
 
 H 
 
 2M 
 
 2% 
 
 + 
 
 3 H 
 
 % 
 
 2M 
 2ji 
 
 + 
 
 3V£ 
 
 'A 
 
 2K 
 
 2% 
 
 Of 
 
 3% 
 
 % 
 
 & 
 
 3M 
 
 aj 
 
 2% 
 
 3H 
 
 
 4 
 
 % 
 
 2M 
 
 
 4 
 
 8^1 
 
 3 
 
 3H 
 
 
 S 
 
 % 
 
 3 
 
 
 5 
 
 v< 
 
 3M 
 
 3M 
 
 jz; 
 
 5 
 
 X 
 
 3M 
 3J| 
 
 & 
 
 5 
 
 l| 
 
 3H 
 
 4 
 
 
 6 
 
 y* 
 
 6 
 
 K 
 
 3% 
 
 4Ji 
 
 
 6 
 
 *A 
 
 3M 
 
 
 6 
 
 H 
 
 184 
 
RIVETS 
 
 STRUCTURAL RIVETS 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 Dimensions in Inches 
 
 
 — -1%6- 
 
 — »l 
 
 
 
 / 
 
 
 / 
 
 \ 
 
 \ <f 
 
 <*-- 
 
 -— 1%- 
 
 ■ 
 
 
 — We- 
 
 — i 
 
 \ 4. 
 
 
 -%--- 
 
 
 / 
 
 \ 
 
 --- ih~— i 
 
 -M- 
 
 ..f 
 
 •a. 
 
 t— -IS* — -J 
 
 ?Ts 
 
 I— 19b— J 
 
 •^ 
 
 * — 1 — y 
 
 1."%-* 
 
 
 ai? 
 
 a v 
 
 General Formulas for Proportions of Rivets, in Inches 
 Full driven head, diameter, a=1.5 d + H" 
 " " " depth, b=0.425a 
 
 " radius, c=b 
 radius, e=1.5b 
 Countersunk head, depth, f=0.5 d 
 
 " " diameter, g=1.577 d ' 
 
 155 
 
CARNEGIE STEEL COMPANY 
 
 STRUCTURAL RIVETS 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 Lengths of Field Rivets for Various Grips 
 
 Dimensions in Inches 
 
 K-Grip, a* I*— Grip, a* .-Grip, b— »; * — Grip, b — *i 
 
 * -Length---* * Length- * 
 
 U. — Length — * 
 
 Length — * 
 
 Grip 
 
 Diameter 
 
 Grip 
 b 
 
 Diameter 
 
 a 
 
 % 
 
 % 
 
 % 
 
 % 
 
 1 
 
 % 
 
 % 
 
 % 
 
 % 
 
 1 
 
 k 
 
 IK 
 
 1% 
 
 IK 
 
 2 
 
 2K 
 
 K 
 
 1H 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 % 
 
 l'K 
 
 IK 
 
 2 
 
 2K 
 
 2K 
 
 V% 
 
 lJi 
 
 IK 
 
 IK 
 
 IK 
 
 p 
 
 K 
 
 IX 
 
 2 
 
 2K 
 
 2% 
 
 2% 
 
 ¥ 
 
 1H 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 1% 
 
 2K 
 
 2K 
 
 2K 
 
 2K 
 
 % 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 i 
 
 2 
 
 2M 
 
 2K 
 
 2K 
 
 2% 
 
 1 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 K 
 
 zy% 
 
 2% 
 
 2K 
 
 2M 
 
 2M 
 
 K 
 
 1M 
 
 IK 
 
 IK 
 
 2 
 
 2 
 
 M 
 
 2K 
 
 2)4 
 
 2K 
 
 2K 
 
 2% 
 
 H 
 
 IK 
 
 2 
 
 2 
 
 2K 
 
 2K 
 
 K 
 
 2% 
 
 2% 
 
 2M 
 
 2% 
 
 3 
 
 % 
 
 2 
 
 2K 
 
 2K 
 
 2K 
 
 2K 
 
 K 
 
 2% 
 
 2K 
 
 3 
 
 3y$ 
 
 3H 
 
 a 
 
 2K 
 
 2K 
 
 2K 
 
 2K 
 
 2K 
 
 K 
 
 2Vi 
 
 3 
 
 3H 
 
 3H 
 
 3% 
 
 Vb 
 
 2Ji 
 
 2K 
 
 2V, 
 
 2K 
 
 2K 
 
 Vi 
 
 3 
 
 3H 
 
 3K 
 
 3K 
 
 3% 
 
 a 
 
 2H 
 
 2K 
 
 2 '6 
 
 2K 
 
 2K 
 
 % 
 
 3K 
 
 3% 
 
 3K 
 
 3K 
 
 3% 
 
 K 
 
 2K 
 
 2K 
 
 2% 
 
 2K 
 
 3 
 
 2 
 
 3K 
 
 3K 
 
 3K 
 
 3% 
 
 3K 
 
 2 
 
 2K 
 
 2K 
 
 3 
 
 3 
 
 3K 
 
 K 
 
 3H 
 
 3K 
 
 3% 
 
 3% 
 
 4 
 
 K 
 
 2K 
 
 3 
 
 3K 
 
 3K 
 
 3 H 
 
 H 
 
 3K 
 
 35i 
 
 314, 
 
 4 
 
 4H 
 
 }i 
 
 3 
 
 3K 
 
 3K 
 
 3K 
 
 5^ 
 
 K 
 
 3K 
 
 3K 
 
 4 
 
 4H 
 
 4K 
 
 % 
 
 3K 
 
 3K 
 
 3K 
 
 3K 
 
 3K 
 
 K 
 
 3K 
 
 4 
 
 4H 
 
 4Ji 
 
 4% 
 
 K 
 
 3M 
 
 3K 
 
 3K 
 
 3H 
 
 3K 
 
 K 
 
 3K 
 
 4M 
 
 4K 
 
 4K 
 
 4K 
 
 % 
 
 3K 
 
 3K 
 
 3K 
 
 3K 
 
 3K 
 
 % 
 
 4 
 
 4K 
 
 4H 
 
 i% 
 
 4K 
 
 1^ 
 
 3K 
 
 3K 
 
 3M 
 3K 
 
 3K 
 
 3K 
 
 K 
 
 4H 
 
 4K 
 
 4K 
 
 4K 
 
 4K 
 
 3K 
 
 3M 
 
 3K 
 
 4 
 
 3 
 
 4K 
 
 1% 
 
 4K 
 
 4K 
 
 5 
 
 3 
 
 3K 
 
 4 
 
 4 
 
 4K 
 
 4K 
 4K 
 
 k 
 
 4K 
 
 4K 
 
 4K 
 
 5 
 
 5K 
 
 H 
 
 4 
 
 4K 
 
 4K 
 
 4K 
 
 H 
 
 4K 
 
 4K 
 
 5 
 
 5H 
 
 5H 
 
 M 
 
 4K 
 
 4K 
 
 4X 
 
 4K 
 
 4K 
 
 K 
 
 4K 
 
 5 
 
 5K 
 
 5Ji 
 
 5% 
 
 N 
 
 4M 
 
 4H 
 
 4K 
 
 4^ 
 
 4K 
 
 K 
 
 4K 
 
 5K 
 
 5M 
 
 5K 
 
 SK 
 
 K 
 
 4K 
 
 4K 
 
 4K 
 
 4K 
 
 •4M 
 
 K 
 
 5 
 
 5K 
 
 5K 
 
 5K 
 
 5JI 
 
 5^ 
 
 4K 
 
 4K 
 
 4K 
 
 4V 
 
 4K 
 
 H 
 
 5K 
 
 5K 
 
 5K 
 
 5K 
 
 5M 
 
 a 
 
 4K 
 
 4K 
 
 4K 
 
 4K 
 
 5 
 
 K. 
 
 5M 
 
 5K 
 
 5K 
 
 5M 
 
 5J^ 
 
 H 
 
 4M 
 
 4K 
 
 4K 
 
 5 
 
 5K 
 
 4 
 
 . 5K 
 
 5K 
 
 5K 
 
 5% ' 
 
 6 
 
 4 
 
 4K 
 
 5 
 
 5 
 
 5K 
 
 5K* 
 
 k 
 
 5K 
 
 5% 
 
 6 
 
 6K 
 
 8 8 
 
 J^ 
 
 5K 
 
 5K 
 
 5K 
 
 5K 
 
 5K 
 
 ' Vi 
 
 5M 
 
 6 
 
 6H 
 
 6 J*. 
 
 H 
 
 5K 
 
 5K 
 
 5K 
 SK 
 
 5K 
 
 5K 
 
 % 
 
 6 
 
 6K 
 
 6K 
 
 6K 
 
 6M 
 
 H 
 
 5K 
 
 5K 
 
 5K 
 
 5K 
 5K 
 
 H 
 
 6K 
 
 6K 
 
 6K 
 
 6 lf 
 
 6M 
 
 I 
 
 5K 
 
 5K 
 
 SK 
 
 5K 
 
 % 
 
 6M 
 
 6K 
 
 6K 
 
 6 H 
 
 6Ji 
 
 5M 
 
 5K 
 
 5K 
 
 5K 
 
 6 
 
 % 
 
 6K 
 
 6K 
 
 6K 
 
 6K 
 
 7 
 
 *<x 
 
 5K 
 
 6 
 
 6 
 
 6 
 
 6K 
 
 K 
 
 6H 
 
 6K 
 
 6K 
 
 7 
 
 7K 
 
 6 
 
 6K 
 
 6K 
 
 6K 
 
 6K 
 
 5 
 
 6K 
 
 6K 
 
 7 
 
 7H 
 
 7K 
 
 5 
 
 6K 
 
 6K 
 
 6M 
 6K 
 
 6K 
 
 6K 
 
 K 
 
 
 
 7K 
 
 7% 
 
 7% 
 
 M 
 
 
 
 6K 
 
 6K 
 
 Vi 
 
 
 
 7M 
 
 7K 
 
 7H 
 
 H 
 
 
 
 6K 
 
 6K 
 
 6K 
 
 % 
 
 
 
 7K 
 
 7K 
 
 7^ 
 
 % 
 
 
 
 6K 
 
 6K 
 
 6K 
 
 k 
 
 
 
 7K 
 
 7§* 
 
 7K 
 
 H 
 
 
 
 6K 
 
 , 6K 
 
 7 
 
 % 
 
 
 
 7K 
 
 7% 
 
 8 
 
 % 
 
 
 
 7 
 
 7- 
 
 7K 
 
 H 
 
 
 
 7% 
 
 8 
 
 8H 
 
 »A 
 
 
 
 7K 
 
 7K 
 
 7K- 
 7K 
 
 ii 
 
 
 
 8 
 
 8K 
 
 8M 
 
 X 
 
 
 
 7K 
 
 7K 
 
 156 
 
RIVETS 
 
 
 STRUCTURAL RIVETS 
 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 Weight in Pounds per 100 Rivets with 
 
 Button Heads 
 
 Length 
 Under 
 
 Diameter of Rivet, Inches 
 
 Length 
 Under 
 Head, 
 Inches 
 
 Diameter of Rivet, Inches 
 
 Head, 
 Inches 
 
 % 
 
 V2 
 
 % 
 
 % 
 
 % 
 
 1 
 
 m 
 
 1% 
 
 % 
 
 y 2 
 
 % 
 
 % 
 
 % 
 
 1 
 
 m 
 
 1% 
 
 
 
 
 
 
 
 
 
 
 5 
 
 18 
 
 33 
 
 53 
 
 78 
 
 109 
 
 146 
 
 190 
 
 252 
 
 
 
 
 
 
 
 • 
 
 
 
 X 
 
 18 
 
 34 
 
 54 
 
 80 
 
 111 
 
 149 
 
 193 
 
 256 
 
 Hi 
 
 6 
 
 12 
 
 
 
 
 
 
 ■ - 
 
 X 
 
 19 
 
 34 
 
 55 
 
 82 
 
 113 
 
 152 
 
 197 
 
 260 
 
 x 
 
 7 
 
 13 
 
 
 
 
 
 
 
 X 
 
 19 
 
 35 
 
 56 
 
 83 
 
 115 
 
 155 
 
 200 
 
 265 
 
 x 
 
 7 
 
 13 
 
 23 
 
 35 
 
 50 
 
 68 
 
 91 
 
 130 
 
 X 
 
 20 
 
 36 
 
 57 
 
 85 
 
 118 
 
 157 
 
 204 
 
 269 
 
 X 
 
 7 
 
 14 
 
 24 
 
 36 
 
 52 
 
 71 
 
 95 
 
 134 
 
 X 
 
 20 
 
 36 
 
 58 
 
 86 
 
 120 
 
 160 
 
 207 
 
 273 
 
 X 
 
 8 
 
 15 
 
 25 
 
 37 
 
 54 
 
 74 
 
 98 
 
 139 
 
 X 
 
 20 
 
 37 
 
 60 
 
 88 
 
 122 
 
 163 
 
 211 
 
 278 
 
 x 
 
 8 
 
 15 
 
 26 
 
 39 
 
 56 
 
 77 
 
 102 
 
 143 
 
 X 
 
 21 
 
 38 
 
 61 
 
 89 
 
 124 
 
 166 
 
 214 
 
 282 
 
 2 
 
 9 
 
 16 
 
 27 
 
 41 
 
 58 
 
 80 
 
 105 
 
 148 
 
 6 
 
 21 
 
 38 
 
 62 
 
 91 
 
 126 
 
 169 
 
 218 
 
 287 
 
 X 
 
 9 
 
 17 
 
 28 
 
 43 
 
 60 
 
 82 
 
 109 
 
 152 
 
 X 
 
 22 
 
 39 
 
 63 
 
 93 
 
 128 
 
 171 
 
 222 
 
 291 
 
 X 
 
 9 
 
 18 
 
 29 
 
 44 
 
 62 
 
 85 
 
 112 
 
 156 
 
 x ■ 
 
 22 
 
 40 
 
 64 
 
 94 
 
 130 
 
 174 
 
 225. 
 
 295 
 
 X 
 
 10 
 
 18 
 
 30 
 
 46 
 
 64 
 
 88 
 
 116 
 
 161 
 
 X 
 
 22 
 
 40 
 
 65 
 
 96 
 
 132 
 
 177 
 
 229 
 
 300 
 
 x 
 
 10 
 
 19 
 
 31 
 
 47 
 
 67 
 
 91 
 
 119 
 
 165 
 
 X 
 
 23 
 
 41 
 
 66 
 
 97 
 
 135 
 
 180 
 
 232 
 
 304 
 
 % 
 
 11 
 
 20 
 
 32- 
 
 49 
 
 69 
 
 93 
 
 123 
 
 169 
 
 X 
 
 23 
 
 42 
 
 67 
 
 99 
 
 137 
 
 182 
 
 236 
 
 308 
 
 x 
 
 11 
 
 20 
 
 34 
 
 50 
 
 71 
 
 96 
 
 126 
 
 174 
 
 X 
 
 24 
 
 43 
 
 68 
 
 100 
 
 139 
 
 185 
 
 239 
 
 313 
 
 X 
 
 11 
 
 21 
 
 35 
 
 52 
 
 73 
 
 99 
 
 130 
 
 178 
 
 X 
 
 24 
 
 43 
 
 69 
 
 102 
 
 141 
 
 188 
 
 243 
 
 317 
 
 3 
 
 12 
 
 2"2 
 
 36 
 
 54 
 
 75 
 
 102 
 
 133 
 
 182 
 
 7 
 
 24 
 
 44 
 
 70 
 
 104 
 
 143 
 
 191 
 
 246 
 
 321 
 
 X 
 
 12 
 
 22 
 
 37 
 
 55 
 
 77 
 
 105 
 
 137 
 
 187 
 
 X 
 
 25 
 
 45 
 
 71 
 
 105 
 
 145 
 
 194 
 
 250 
 
 326 
 
 X 
 
 13 
 
 23 
 
 38 
 
 57 
 
 79 
 
 107 
 
 141 
 
 191 
 
 X 
 
 25 
 
 45 
 
 73 
 
 107 
 
 147 
 
 196 
 
 253 
 
 330 
 
 X 
 
 13 
 
 24 
 
 39 
 
 58 
 
 81 
 
 110 
 
 144 
 
 195 
 
 X 
 
 26 
 
 46 
 
 74 
 
 108 
 
 149 
 
 199 
 
 257 
 
 334 
 
 X 
 
 13 
 
 24 
 
 40 
 
 60 
 
 84 
 
 113 
 
 148 
 
 200 
 
 X 
 
 26 
 
 47 
 
 75 
 
 110 
 
 152 
 
 202 
 
 260 
 
 339 
 
 X 
 
 14 
 
 25 
 
 41 
 
 61 
 
 86 
 
 116 
 
 151 
 
 204 
 
 % 
 
 26 
 
 47 
 
 76 
 
 111 
 
 154 
 
 205 
 
 264 
 
 343' 
 
 X 
 
 14 
 
 26 
 
 42 
 
 63 
 
 88 
 
 118 
 
 155 
 
 208 
 
 X 
 
 27 
 
 48 
 
 77 
 
 113 
 
 156 
 
 207 
 
 267 
 
 347 
 
 X 
 
 15 
 
 27 
 
 43 
 
 64 
 
 90 
 
 121 
 
 158 
 
 213 
 
 X 
 
 27 
 
 49 
 
 78 
 
 114 
 
 158 
 
 210 
 
 271 
 
 352 
 
 4 
 
 15 
 
 27 
 
 44 
 
 66 
 
 92 
 
 124 
 
 162 
 
 217 
 
 8 
 
 27 
 
 50 
 
 79 
 
 116 
 
 160 
 
 213 
 
 274 
 
 356 
 
 x 
 
 15 
 
 28 
 
 45 
 
 68 
 
 94 
 
 127 
 
 165 
 
 221 
 
 X 
 
 28 
 
 50 
 
 80 
 
 118 
 
 162 
 
 216 
 
 278 
 
 360 . 
 
 •x 
 
 16 
 
 29 
 
 47 
 
 69 
 
 96 
 
 130 
 
 169 
 
 226 
 
 X 
 
 28 
 
 51 
 
 81 
 
 119 
 
 164 
 
 219 
 
 281 
 
 365 
 
 x 
 
 16 
 
 29 
 
 48 
 
 71 
 
 98 
 
 132 
 
 172 
 
 230 
 
 % 
 
 29 
 
 52 
 
 82 
 
 121 
 
 166 
 
 221 
 
 285 
 
 369 
 
 x 
 
 16 
 
 30 
 
 49 
 
 72 
 
 101 
 
 135 
 
 176 
 
 234 
 
 9 
 
 29 
 
 52 
 
 83 
 
 122 
 
 169 
 
 224 
 
 288 
 
 373 
 
 X 
 
 17 
 
 31 
 
 50 
 
 74 
 
 103 
 
 138 
 
 179 
 
 239 
 
 29 
 
 53 
 
 84 
 
 124 
 
 171 
 
 227 
 
 292 
 
 378 
 
 X 
 
 17 
 
 31 
 
 51 
 
 75 
 
 105 
 
 141 
 
 183 
 
 243 
 
 M 
 
 30 
 
 54 
 
 86 
 
 125 
 
 173 
 
 230 
 
 295 
 
 382 
 
 v» 
 
 18 
 
 32 
 
 52 
 
 77 
 
 107 
 
 143 
 
 186 
 
 247 
 
 X 
 
 30 
 
 54 
 
 87 
 
 127 
 
 175 
 
 232 
 
 299 
 
 386 
 
 Button Heads 
 
 Diameter of Rivets, Inches ■ 
 
 % 
 
 Yi 1 % 
 
 % 
 
 % 
 
 1 
 
 1% 
 
 VA 
 
 100 Heads as made' on rii 
 
 ets, Pounds. . . 
 
 2.4 
 
 5.0 9.7 
 
 16.0 
 
 24.0 
 
 35.0 
 
 49.0 
 
 78.0 
 
 100 Heads as driven in w 
 
 ork, Pounds. . . 
 
 1.9 
 
 4.0 1 7.5 
 
 12.5 
 
 18.5 
 
 27.0 
 
 37.5 
 
 51.0 
 
CARNEQ1E STEEL COMPANY 
 
 AMERICAN BRIDGE COMPANY 
 SPECIFICATIONS 
 
 FOB 
 
 STEEL STRUCTURES 
 
 Design, Details of Construction and Workmanship 
 Adopted 1912 
 
 DESIGN 
 
 1. Loads. The steel frame of all structures shall be designed 
 so as to safely support the dead and live loads. The dead load shall 
 consist of the weight of all permanent construction and fixtures, 
 such as walls, floors, roofs, interior partitions, and fixed or permanent 
 appliances. The live load shall consist of m'ovable loads on floors, 
 loads due to machinery or other appliances, and the exterior loads 
 due to snow on the roof and to wind. 
 
 2. For structures carrying traveling machinery, such as cranes, 
 conveyors, etc., 25 per cent shall be added to the stresses resulting 
 from such live load, to provide for the effect of impact and 
 vibrations. 
 
 3. The wind pressure shall be assumed acting horizontally in 
 any direction as follows: — 
 
 First: For finished structures — A pressure of 20 pounds per 
 square foot on the sides and ends of buildings and on the vertical 
 projection of roof surfaces, or 
 
 Second : In process of construction — A pressure of 30 pounds 
 per square foot on vertical surfaces and the vertical projection of 
 inclined surfaces of all exposed metal or other frame work. 
 
 158 
 
CONSTRUCTION SPECIFICATIONS 
 
 4. Unit Stresses. All parts of structures shall be proportioned 
 so that the sum of the dead and live loads, together with the 
 impact, if any, shall not cause the stresses to exceed the following 
 amounts in pounds per square inch: 
 
 Tension, net section, rolled steel 16000 
 
 Direct compression, rolled steel and steel castings 16000 
 
 Bending, on extreme fibers of rolled shapes, 
 
 built sections, girders, and steel castings 16000 
 
 Bending on extreme fibers of pins 24000 
 
 Shear on shop rivets and pins 12000 
 
 Shear on bolts and field rivets ■. 10000 
 
 Shear — average — on webs of plate girders and 
 
 rolled beams, gross section ' 10000 
 
 Bearing pressure on shop rivets and pins 24000 
 
 Bearing on bolts and field rivets 20000 
 
 Pressure per linear inch on expansion rollers shall not exceed 
 600 times the diameter of rollers in inches. 
 
 Axial compression of gross sections of columns, for 
 
 ratio of l/r up to 120 19000—100 l/r 
 
 witha maximum of 13000 
 
 where Z=effective length of member in inches, 
 
 r=corresponding radius of gyration of section in inches. 
 
 For ratios of l/r up to 120, and for greater ratios up to 200, use 
 the amounts given in the following table. For intermediate ratios, 
 use proportional amounts. 
 
 Ratio 
 
 Amount 
 
 Eutio 
 
 Amount 
 
 60 
 
 13000 
 
 130 
 
 6500 
 
 70 
 
 12000 
 
 140 
 
 6000 
 
 80 
 
 11000 
 
 150 
 
 5500 
 
 90 
 
 10000 
 
 160 
 
 5000 
 
 100 
 
 9000 
 
 170 
 
 4500 
 
 110 
 
 8000 
 
 180 
 
 4000 
 
 120 
 
 7000 
 
 190 
 
 3500 
 
 5. For bracing and combined stresses due to wind and other 
 loading, the permissible working stresses may be increased 25 per 
 cent — provided the section thus found is not less than that required 
 by the dead and live loads alone. 
 
 159 
 
CARNEQIE STEEL COMPANY 
 
 PROPORTION OF PARTS 
 
 I 
 
 6. General. The effective or unsupported length of main 
 compression members shall not exceed 120 times, and for secondary 
 members 200 times, the least radius of gyration. 
 
 7. In proportioning columns,' provision must be made for 
 eccentric loading. 
 
 8. In proportioning tension members, net section must be used. 
 Rivet holes deducted must be taken % inch larger than the nominal 
 size of rivets. 
 
 9. Members subject-to the action of both axial and bending 
 stresses shall be proportioned so that the greatest fiber stress will 
 not exceed the allowed limits in that member. 
 
 10. Members subject to alternate stresses of tension and 
 compression shall be proportioned for the stress giving the largest 
 section, but their connections shall be proportioned for the v sum of 
 the stresses. 
 
 11. Girders. Rolled beams and channels, and built-up members 
 used as beams and girders shall be proportioned by the moment 
 of inertia of their gross sections. 
 
 12. Plate girder webs shall have a thickness not less than 1460 
 of the unsupported distance between flange angles. The webs 
 shall have stiffeners, generally in pairs, over bearings, at points of 
 concentrated loading, and at other points where the thickness of 
 the web is less than % of the unsupported distance between 
 flange angles, generally not farther apart than the depth of the web 
 plate, with a maximum limit of 6 feet. 
 
 13. The lateral unsupported length of beams and girders shall 
 not exceed 40 times the width of the compression flange. When the 
 unsupported length (I) exceeds 10 times the width (6) of the 
 compression flange, the stress per square inch in the compression 
 flange shall not exceed 19000 — 300 l/b. 
 
 DETAILS OF STEEL CONSTRUCTION 
 
 14. General. Adjustable members in any part of structures shall 
 preferably be avoided. 
 
 15. Sections shall preferably be made symmetrical. 
 
 16. No connection, except lattice bars, shall have less than two rivets. 
 
 160 
 
CONSTRUCTION SPECIFICATIONS 
 
 17. Trusses shall preferably be riveted structures. Heavy 
 trusses of long span, where the riveted field connections would 
 
 ■ become unwieldy, or for other good reasons, may be designed as 
 pin-connected structures. 
 
 18. Abutting joint in compression members faced for bearing 
 shall be spliced sufficiently to hold the connecting members accu- 
 rately in place. All other joints' in riveted work, whether in tension 
 or compression, shall be fully spliced. 
 
 . 19. Lateral, longitudinal and transverse bracing in all structures 
 shall preferably be composed of rigid members, and shall be designed 
 to be sufficient to withstand wind and other lateral forces when 
 building is in process of erection as well as after completion. 
 
 20. Girders. When two or more rolled beams are used to form a 
 girder, they shall be connected by bolts and separators at intervals 
 of not more than 5 feet. All beams having a depth of 12 inches and 
 more shall have at least two bolts to each separator. 
 
 21. The flange plates of all girders shall be limited in width, so 
 as not to extend more than 6 inches beyond the outer line of rivets 
 connecting them to the angles, of 8 times the thickness of the 
 thinnest plate. 
 
 22. Web stiffeners shall be in pairs, and shall have a close bearing 
 against the flange angles. Those over the end bearing or forming 
 the connection between girder and column shall be on fillers. 
 Intermediate stiffeners may be on fillers or crimped over the flange 
 angles. 
 
 23. Web plates of girders must be spliced at all points by a 
 plate on each side of the web, capable of transmitting the full stress 
 through splice rivets. 
 
 24. Riveting. The minimum distance between centers of rivet 
 holes shall be three diameters of the rivet; but the distance shall 
 preferably be not less than 3 inches for J^-inch rivets, 2J^ inches 
 for %-inch rivets, 2 inches for ji^-inch rivets, and 1% inches for 
 J^-inch rivets. The maximum pitch in the line of the stress for 
 members composed of plates and shapes will be 6 inches for J^-inch 
 rivets, 6 inches for %-inch rivets, 4J^ inches for -j^-inch rivets and 
 4 inches for J^-inch rivets. 
 
 25. For angles in built sections with two gage lines, with rivets 
 staggered, the maximum pitch in each line shall be twice as great 
 as given above. Where two or more plates are in contact, rivets 
 not more than 12 inches apart in either direction shall be used to 
 hold the plates together. 
 
 161 
 
CARNEQIE STEEL COMPANY 
 
 26. The minimum distance from the center of any rivet hole 
 to a sheared edge shall be 13^ inches for J^-inch rivets, 1M inches 
 for %-inch rivets, \y% inches for %-inch rivets, and 1 inch ,f or 
 3^-inch rivets; and to a rolled edge, 1J^, 1%, 1, and y% inches, 
 respectively. 
 
 27. The maximum distance from any edge shall be eight times 
 the thickness of the plate. 
 
 28. The pitch of rivets at the ends of built compression members 
 shall not exceed four diameters of the rivets for a length equal to 
 one and one-half times the maximum width of the member. 
 
 29. Latticing. The open sides of compression members shall be 
 provided with lattice bars, having tie plates at each end and at 
 intermediate points where the lattice is interrupted. The tie 
 plates shall be as near the ends as practicable. In main members 
 carrying calculated stresses, the end tie plates shall have a length 
 not less than the distance between the lines of rivets connecting 
 them to the flanges, and intermediate ones not less than half, 
 this distance. Their thickness shall not be less than Yso of the 
 same distance. , 
 
 30. The latticing of compression members shall be proportioned 
 to resist a shearing stress equal to 2 per cent of the direct stress. 
 The minimum thickness of lattice bars shall be for single lattice, 
 %o, and for double lattice, %o of the distance between the end 
 rivets. Their minimum width shall be as follows: 
 
 For 15-inch channels, or 
 built sections with SYz and 4-inch angles, 2)4. inches ( %-inch rivets). 
 
 For 12-10-and 9-inch channels, or 
 built sections with 3-inch angles 2J4 inches (M-inch rivets). 
 
 For 8-and 7-inch channels, or 
 built sections with 2J£-inch angles 2 inches (Ji^-inch rivets). 
 
 For 6-and 5-inch channels, or 
 built sections with 2-inch angles \% inches (J£-mch rivets). 
 
 31. The inclination of lattice bars with the axis of the member 
 shall generally be not less than 45 degrees. When the distance 
 between the rivet lines in the flanges is more than 15 inches, if a 
 single rivet bar is used, the lattice shall be double. 
 
 32. The pitch of lattice connections, along the flange, divided 
 by the least radius of gyration of the member between connections, 
 shall be less than the corresponding ratio of the member as a whole. 
 
 162 
 
CONSTRUCTION SPECIFICATION 
 
 33. Pins. Pin holes shall be reinforced by plates where necessary. 
 At least one plate shall be as wide as the projecting flanges will 
 allow; where angles are used, this plate shall be on the same side as 
 the angles. The plates shall contain sufficient rivets to distribute 
 their portion of the pin pressure to the full cross section of the 
 member. 
 
 34 Pins shall be long enough to insure a full bearing of- all parts 
 connected upon the turned-down body of the pin.- Members 
 packed on pins shall be held against lateral movement. 
 
 WORKMANSHIP 
 
 35. General. The workmanship shall be equal to the best 
 practice in modern structural works. Shearing shall be done 
 accurately, and all portions of the work exposed to view shall be 
 neatly finished. 
 
 36. Punching. The diameter of the punch shall not be more 
 than %6 inch, nor that of the die more than y% inch, larger than 
 the diameter of the rivet. Punching shall be done accurately, but 
 an occasional slight inaccuracy in the matching of holes may be 
 corrected with reamer. Drifting to enlarge unfair holes will not 
 be allowed. 
 
 37. Riveting. The size of rivets shall be as called for on the 
 plans. Rivets shall be driven by pressure tools wherever possible. 
 Pneumatic hammers shall be used in preference to hand driving. 
 Rivets shall look neat and finished, with heads of approved shape, 
 full and of equal size. They shall be centered on the shank and 
 shall grip the assembled pieces firmly. 
 
 38. Assembling. Riveted members shall have all parts well 
 pinned up and firmly drawn together with bolts before riveting 
 is commenced. Contact surfaces shall be painted. Abutting 
 joints shall be cut or dressed true and straight and fitted closely 
 together. In compression joints depending on contact bearing, the 
 surfaces shall be truly faced, so as to have even bearing after they 
 are riveted up complete and when perfectly aligned. The several 
 pieces forming one built member shall be straight and shall fit 
 closely together, and finished members shall be free from twists, 
 bends or open joints. 
 
 163 
 
CARNEQIE STEEL COMPANY 
 
 39. Eye Bars. Eye bars shall be straight and true to size, and 
 shall be free from twists, folds in the neck or head, or any other 
 defect. Heads shall be made by upsetting, rolling or forging. 
 Welding will not be allowed. Before boring, each eye bar shall be 
 perfectly annealed and carefully straightened. Pin holes shall be 
 in the center line of bars and in the center of heads. Bars of the 
 same length shall be bored so accurately that, when placed 
 together, pins Ys2 inch smaller in diameter than the pin holes can 
 be passed through the holes at both ends of the bars at the, same 
 time. 
 
 40. Pins. Pins and rollers shall be turned accurately to gages, 
 and shall be straight, smooth and entirely free from flaws. Pin holes 
 shall be bored true to gages, smooth and straight, at right angles 
 to the axis of the member and parallel to each other, unless other- 
 wise called for. Wherever possible, the boring shall be done after 
 the member is riveted up. The distance from center to center of 
 pin holes shall be correct within Y32 inch, and the diameter of the 
 hole not more than %o inch larger than that of the pin for pins 
 up to 5 inches diameter, and %2 inch for larger pins. 
 
 41. Bed Plates. Expansion bed plates shall be planed true and 
 smooth. The cut of the planing tool shall correspond with the 
 direction of expansion. 
 
 42. Annealing. Steel, except in minor details, which has been 
 partially heated, shall be properly annealed. Welds in steel will 
 not be allowed. All steel castings shall be annealed. 
 
 43. Painting. Steel work, before leaving the shop, shall be 
 thoroughly cleaned' and given one good coating of such paint as 
 may be called for, well worked into all joints and open spaces. 
 
 44. In riveted work, the surfaces coming in contact shall be 
 painted' before being riveted together. 
 
 45. Machine-finished bearing surfaces coming in "Contact with 
 similar surfaces should be coated with white lead and tallow before 
 shipment. 
 
 46. inspection. The manufacturer shall furnish all facilities for 
 inspecting and testing the weight, quality of material and work- 
 manship. He shall furnish a suitable testing machine for testing 
 the specimens, as well as prepare the pieces for the machine free of 
 charge. 
 
 47. He shall give the inspector for the purchaser free access 
 to all parts of the works where the material under inspection is 
 manufactured. 
 
 164 
 
ELEMENTS OF SECTIONS 
 
 ELEMENTS OF SECTIONS 
 
 Definitions 
 
 In the computations of structural designing, certain mathematical 
 expressions are used to designate the values of structural shapes in 
 the various conditions under which they are subjected to stress. 
 In the pages which immediately follow, these values, usually called 
 properties, are given in United States measurements for shapes 
 common in structural designs, and are defined as follows: — 
 
 A— Area of Section, expressed in square inches. 
 
 r— Radius of Gyration. The distance in inches from the center of 
 moments of a section to the point or line at which its area is consid- 
 ered concentrated. The radius of gyration of a section referred 
 to any axis is always the square root of the moment of inertia 
 of the section referred to that axis divided by the area. 
 
 I— Moment of inertia. The summation, expressed in inches to the 
 fourth power, of the products of the elementary areas of a section 
 by the squares of their distances from its center of gravity or 
 other axis assumed for purposes of computation. 
 * s— Section Modulus. The moment of inertia divided by the distance 
 (n) from the axis of moments to the extreme fiber. In an unsym- 
 metrical section there are two section moduli for each axis of 
 moments, the least of which determines the safe unit stress. 
 
 Neutral Axis. Axis of moments through center of area. 
 
 x and y. The distance or distances in an unsymmetrical section 
 from the back or working line of the section to the center of gravity 
 of the section. 
 
 The section modulus is used to determine the stress in the extreme 
 fiber of a shape subject to bending by dividing the bending moment 
 by the section modulus, both expressed in like units of measurement. 
 It is also used vice versa in the selection from a table of shapes of 
 the proper section required to support a load by dividing the bend- 
 ing stress by the allowable fiber stress, both in like units of weight. 
 
 The radius of gyration is used to ascertain the safe load any 
 section or shape will sustain when used in compression as a strut 
 or column. The unbraced length of the section divided by the 
 radius of gyration is denominated the ratio of slenderness. 
 
 The elements of steel sections are based upon the theoretical 
 dimensions given in the pages which precede. No account has been 
 taken of fillets or rounded corners, neither have any approximations 
 entered into any of the calculations. 
 
 166 
 
CARNEQIE STEEL COMPANY 
 
 SQUARE 
 Axis of moments through center 
 
 -Id 
 
 1 T - 
 
 — - 
 
 
 * d •" 
 
 A = 
 
 x = 
 Ii-i = 
 Si-i = 
 
 ri-i = 
 
 d" 
 
 d_ 
 
 2 
 
 d* 
 
 12 
 
 d° 
 
 6 
 
 d_ 
 ^12 
 
 =0.288675d 
 
 SQUARE 
 Axis of moments on base 
 
 ( — 
 
 
 - ~» 
 
 1 
 X 
 
 
 d 
 
 1-i— 
 
 
 — h 
 
 U j »i 
 
 A 
 
 x 
 
 Ii-i 
 
 Si-i 
 
 \ ri-i 
 
 d2 
 d 
 d* 
 3 
 d» 
 3 
 d 
 
 =0.577350d 
 
 SQUARE 
 Axis of moments on diagonal 
 
 A 
 x 
 
 Ii-i 
 
 Si-; 
 
 d2 
 
 -=0.707107d 
 
 V 2 
 
 d* 
 12 
 da 
 6 V2" =0.117851 d a 
 
 V 12 
 
 r =0.288675d 
 
 HOLLOW SQUARE 
 Axis of moments through center 
 
 
 
 
 
 "-> 
 
 X 
 
 
 ;~di~ 
 4i" 
 
 ' 
 
 1 
 
 -1 d 
 
 I— _ 
 
 
 
 
 » 
 
 A = 
 x = 
 
 Ii-i = 
 Si-i = 
 ri-i = 
 
 ** — d * 
 
 jm 
 
 HOLLOW SQUARE 
 Axis of moments on diagonal 
 
 Ii-i = 
 
 Si-i = 
 ri-i 
 
 d2-di» 
 _d 
 
 V 2 " 
 
 d*-di* 
 
 ~ IS 
 
 d*-di* d*-di< 
 
 - ~. ■ = 0.117851 \T 
 6 \2d d 
 
 ■A/ d a +di» 
 * 12 
 
 166 
 
ELEMENTS, OF SECTIONS 
 
 RECTANGLE 
 Axis of momenta through center 
 
 T 
 
 ...j 
 
 ii-i 
 
 Si-i 
 ri-i 
 
 •4 -b - 
 
 bd 
 d 
 2 
 bd? 
 
 12 
 bd' 
 
 6 
 d 
 V"12~ 
 
 : = 0.288675d 
 
 RECTANGLE 
 Axis of moments on base 
 
 d 
 
 1 
 
 1* 
 
 -— b- 
 
 A 
 x. 
 
 Ii-i 
 
 8h 
 ri-i 
 
 bd 
 
 d 
 
 bd» 
 
 3 
 bda 
 
 3 
 
 _d 
 
 V3~ : 
 
 : 0.577350d 
 
 RECTANGLE 
 Axis of moments on diagonal 
 
 v d. 
 
 bd 
 
 bd 
 
 Ii-i 
 
 Si-i 
 
 -V b*+da 
 
 b» d» 
 6 (ba+d") 
 
 ba d« 
 
 6 V ba+d? 
 
 bd 
 
 r i-i r= <J 6 (b»+da) 
 
 RECTANGLE 
 Axis of moments any line 
 through center of gravity 
 
 bd 
 
 Ii-i = 
 
 Si-i = 
 
 Vb 2 si 
 
 
 b sin a 
 
 + d cos a 
 
 2 
 
 bd (ba sin 2 a + d« cos 2 o) 
 
 bd (ba 
 
 12 
 sina o + d' cosa a ) 
 
 6 (b 
 
 sin a + d cos a) 
 
 / b 2 sin 2 
 
 a + da cosa 
 
 12 
 
 HOLLOW RECTANGLE 
 Axis of moments through center 
 
 
 
 
 
 t 
 •■j-br- 
 
 
 x 
 
 \dT - ' 
 
 
 t 
 
 
 
 Id 
 
 A = 
 
 Ii-i = 
 Si-i = 
 
 bd- bi di 
 
 d 
 
 2 
 
 bd°-bi di° 
 
 12 
 bds-bi di» 
 
 6d 
 
 —— b- 
 
 -\ l bda-^dta 
 ri-i — \ 12 (bd-bx d 
 
 di) 
 
 16,7 
 
CARNEQIE STEEL COMPANY 
 
 TRIANGLE 
 
 Axis of moments through 
 
 center of gravity 
 
 A = 
 
 L. b -J 
 
 bd 
 2 
 
 2d 
 3 
 
 bd» 
 36 
 bd» 
 24 
 d 
 Vl8 : 
 
 xx =4 
 
 = 0.235702d 
 
 TRIANGLE 
 Axis of moments on base 
 
 r~ "a > 
 
 TRAPEZOID 
 
 Axis of moments through 
 
 center of gravity 
 
 r«-bi->; 
 
 d(b + b x ) 
 
 2 
 d(bi + 2b) 
 3(b + bi) " 
 
 d (b + 2bi) 
 Xl 3 (b + bi) ' 
 
 da (b° + 4 bbi + bi») 
 
 36 (b + bi) 
 da (b3 + 4 bb t + bi») 
 
 12 (bi + 2 b) 
 
 d 
 6 (b + bi) 
 
 V 2 (ba + 4 bbi + bi2) 
 
 TRAPEZOID 
 Axis of moments on base 
 
 ,~br<! 
 
 A = 
 
 U b 
 
 d (b + bi) 
 
 2 
 d 
 d» (b + 3bi) 
 
 12 
 da (b + 3 bi) 
 
 12 
 
 -7= \/ b + 3bi 
 
 _ V6 \ b + bi 
 
 REGULAR POLYGON 
 
 Axis of moments through 
 
 center 
 
 a=2 V(R -R?) 
 
 Number of Sides- 
 
 M na2 cot * =H nRa sin 2 cj, = n Rj2 tan<^ 
 
 R = » ■<- •<■ Xl = Rl —"2 tarn 
 
 _ A (12 R,2 + m) 
 48 
 
 A(12Ri2 + a8) 
 48Ri 
 
 , -\| 12 R t a + a" 
 ' 48 
 
 168 
 
ELEMENTS OF SECTIONS 
 
 ird2 
 
 = 0.785398 d* 
 
 0.049087 d* 
 
 = 0.098175 d« 
 
 0.785398 (d2-di2) 
 
 0.049087 (di-di*) 
 
 0.098175 ^112 
 
 = 0.392699 d2 
 
 d(3 ^ 4) = 0.287793d. x t - 3 d — 0.212207d 
 
 d*(9 7r=-64) 
 1152 ir 
 
 d3(9 7T2-64) 
 
 192 (3 ir -4) 
 
 : 0.006860 d* 
 = p.023836 ds 
 
 d V (9^ 2 -64) _ 0.132I68 d 
 12ir 
 
 HOLLOW 
 HALF CIRCLE 
 
 A = 
 
 Axis of moments through * 
 center of gravity 
 
 1 I1-1-- 
 
 r" 
 
 r 
 
 -dr~J 
 
 fc, — d — i 
 
 Si-: 
 
 7T(d2-dlg) 
 
 8 
 2 (d3-d t 3) 
 3 % (ds-di*) il_ 6 ir (d^-d^) 
 
 9 tt8 (d*-di*) (d°-dig)-64 (da-d^s 
 1152 tz (d*-di2) 
 
 : 0.392699 (ds-di^) 
 
 3 tt d (da-di2)-4 (d»-di8) 
 
 J-,- 
 
 if x > xi Si-i= 
 
 Xl 
 
 if xi > x 
 
 1= 12 IT J' 
 
 9 ir* (d*-di«) (da-di2)-64 (d8-di«)g 
 (da-di2)2 
 
 ELLIPSE 
 
 Axis of moments 
 
 through center 
 
 A = 
 
 Ii-i= 
 
 Si-i= 
 
 7r ddi 
 
 4 
 d 
 2 
 jr d« di 
 
 64 
 ird^di 
 
 L — d r — ' 
 
 ■ 0.785398 ddi 
 
 = 0.049087 d» di 
 - = 0.098175 da dt 
 
 d 
 
 4 
 
 169 
 
CARNEGIE STEEL COMPANY 
 
 BEAM 
 
 " y ~i 
 
 m n 
 ^ 
 
 e c d 
 
 m n | 
 
 -f-T 
 
 y = 
 ii-i= 
 I2-2— 
 
 dt + 2a(m+n) 
 
 _d 
 2 
 
 bd»- 
 
 4(m-n) 
 
 (c*-e*) 
 
 2nb8+et8+-^S- (b*-t*) 
 
 12 
 
 % 
 
 It— 
 
 ...t_..i..._ 
 m n 
 1 
 
 ""1 
 
 1 e c d 
 
 _. i 
 
 -U- 
 
 ']""!"" 
 
 CHANNEL 
 
 A = dt + a (m+n) 
 
 . = f 
 
 b3n + cti + i&pL (b+2t) 
 
 T bda - ^5T «"-*> 
 1 1-1= Hrer* 
 
 12 
 
 2nba+ets'+ -^-S- (b*-t*) 
 I 2 -2= g^ Aya 
 
 -y 
 
 -a— << 
 
 V 
 
 1 
 
 ^ 
 
 c d 
 
 5=ft 
 
 . 0.^.3 i 
 — b i 
 
 ZEE 
 A = t(d+2a) 
 d 
 
 x = 
 
 y = 
 
 2 
 
 2b-t 
 
 Tan2a=< dt T ti! )', ba - bt ) 
 11-1-I2-2 
 
 1 1-1= 
 
 I 2 -2= 
 
 la -8= 
 14-4= 
 
 bda-a(d-2t)s 
 12 
 
 d(b+a)3-2a°c-6ab'c 
 12 
 
 I2-2 cosgo-Ii-^inag 
 cos 2a 
 
 I1-1 cosgg-l2-2 sin'a 
 cos 2a 
 
 170 
 
ELEMENTS OF SECTIONS 
 
 t (b+c) 
 
 ba+ct 
 2(b+c) 
 
 t(b-x)8+bs»-a (x-t)» 
 3 
 
 cta+c8t+3et(b-fa+2t)g+t*+6tg(2i-t)' 
 cts+cat+3ctb2+t* 
 
 12 
 
 r*-yH 
 
 \ 
 
 iT" 
 
 4'* 
 
 it 
 
 X 
 
 -b— - >! 
 
 UNEQUAL ANGLE 
 
 A = t(b+c) 
 
 t(b+2c)+c» 
 = 2<b+c) 
 
 _ t(2a+d)+a" 
 ~~ 2(a+d) 
 
 T"» 
 
 c d 
 
 Tan2a= t[(2y-t)d(d-2s)+a(2K-t)(b+t-2y)l 
 
 2(Il-l-l2-2> 
 
 1 1-1 = 
 
 1 2-2 = 
 
 1 8-8 = 
 
 1 4-4 = 
 
 t(d-x)3+bx8-a(x-t)8 
 3 
 
 t(b-y)3+dy»-c(y-t)8 
 3 
 
 l2-2COs3g-Ii-isin !! a 
 cos 2a 
 
 Ii-icosga-Ia-asin 2 ^ 
 cos 2a 
 
 TEE 
 
 e(t+u) 
 2 
 
 +mt+a(m+n) 
 
 6an2+2a(m-n) ( m+2n)+3tda-e( t-u) (3d-e) 
 
 - 1 sx 
 
 _b_ 
 
 2 
 
 -A(x-m)2 
 
 e3(3u+t)+4bm8-2a(m-n)3 
 12 ' 
 
 nb8+(m-n)t°+ en» 
 12 ~ 
 
 , a(m-n)[2a^+f2a+3t)gl 
 
 , e(t-u) I(t-u) a +2(t+2n)') 
 + iij 
 
 171 
 
CARNEGIE STEEL COMPANY 
 
 COMPOUND SECTIONS 
 
 Moments of Inebtia, Section Modtjli, and Radii of Gtbation 
 
 The moment of inertia of a compound section about its neutral axis- is equal to the sum of 
 
 the moment of inertia, I, of the component parts about axes through their own centers of gravity, 
 
 plus the areas A, of the component parts multiplied by the squares of the distances d, of their 
 
 own centers of gravity from the neutral axis of the compound section, or 
 
 Moment of Inertia I 1 = I+Ad 2 
 
 f—ZO- 
 
 ^f 
 
 *> 1 
 
 1.75 
 
 — «i 
 
 S»._. | /^> 
 
 4 
 
 2.28 t 
 
 
 Section Modulus 
 
 SI: 
 
 & a 
 
 3 S 
 
 Radius of Gyration r 1 ; 
 
 V£ 
 
 Example 1. Required the moments of inertia and the 
 section moduli about axes 1-1 and 2-2 of a compound 
 -t- * ,* - section to be used as a girder, composed of 
 . !' . ! * 1 Web Plate 33"xJi" 
 
 8 "a 4 Flange Angles 6"x4"x%" 
 
 2 Flange Plates 14"x%" 
 basing the properties on the gross area of the section. 
 Determine the distances, of the center lines of gravity of 
 
 J — <p j Cp T plates and angles, from the neutral axes of the compound 
 
 2 r 3.75* section, from the dimensions given, then for 
 
 AXIS 1-1 Ii-i of 4-6"x4"xM" Angles = 4 x 7.52 = 30.08 Inches * 
 
 Ada of 4-6"x4"x%" " = 4 x 5.86x15.722 = 5792.46 
 
 Ii-i of 1-33' W Plate = 1 a °- 50 f o 333 = 1497.38 
 
 e— i ? 
 
 Ii-i of 2-14"xJi 
 Ada of 2-14"xSs 
 
 :2x 
 
 12 
 
 14x0.75JL 
 12 
 
 0.98 
 
 : 2 x 10.50 xl7.1252 = 6158.58 
 
 Moment of Inertia, gross section 
 
 Section Modulus, " "= ^Iq 8 
 
 AXIS 2-2 Ia-a of 4-6"x4"x%" Angles = 4 s 21.07 
 Ada of 4-6"x4"xM"' " = 4 x 5^.88x2.282 
 
 I2-2 of l-33"xM" Plate = 1 x 
 
 I2-2 of 2-14"xM" " = 2 x 
 
 Moment of Inertia, gross section 
 Section Modulus, " " 
 
 33x0.50° 
 12 
 0.75x148 
 
 12 
 549.47 
 
 13479.48 Inches * 
 
 770.26 Inches » 
 
 84.28 Inches 4 
 121.85 
 
 0.34 " 
 : 343.00 
 
 549.47 Inches * 
 78.50 Inches a 
 
 If it is desired to calculate the properties of the net section, viz., to deduct the area of the rivet 
 holes, proceed as follows, assuming that %'' holes for %" rivets are to be deducted and that not more 
 than one rivet will be driven in any one leg of the angles in the same plane of the section. 
 
 0.8 75x1.3758 _ 
 12 — 
 
 4 x 1.203x16.8125a = 
 1.75x0.8758 _: 
 
 AXIS 1-1 I i_i of gross section 
 Deduct Ii.i of 4-0.8'75"xl.375"Kectangles= 4 x- 
 Adaof4-0.875"xl.375" " 
 
 Ii-iof2-0.875"xl.75" " =2x 
 
 Ad2of2-0.875"xl.75" " = 2x1.531x14.252 = 
 
 Moment of Inertia, net section 
 
 Section Modulus, " " = 11 ff B ^ 9 - = 
 
 AXIS 2-2 I2-2 of gross section = 
 
 Deduct l2-2of4-0.875"xl.375"Rectangles=4 x 1 - 375 g- 875 ' 1 — 
 
 " Ad2of4-0.875"xl.375" " =4x1.203x3.752 = 
 
 l2- 2 of2-0.875"xl.75" " =2 x 
 
 Moment of Inertia, net section 
 Section Modulus, " " 
 
 172 
 
 0.875x1.753 
 
 12 
 
 480.71 
 7 
 
 13479.48 Inches * 
 
 0.76 " 
 
 1360.16 " 
 
 0.20 " 
 
 621.77 " 
 
 11496.59 Inches * 
 
 656.95 Inches 8 
 549.47 Inches * 
 0.31 " 
 67.67 " 
 0.78 " 
 480.71 Inches * 
 68.67 Inches > 
 
ELEMENTS OF SECTIONS 
 
 COMPOUND SECTIONS — Concluded 
 
 Example 2. Required the moments of inertia and radii of 
 
 „ 14 — ....--.), gyration about axes 1-1 and 2-2 of a column section composed 
 
 ^ 
 
 a i- 
 
 .513, 
 
 «-'-> 
 
 as follows: — 
 
 2 Channels 12"x30 pounds per foot, 
 2 Flange Plates U"x%", 
 .1 properties to be based on the gross section, no deduction 
 being made for holes, 
 
 Ix Determine the distances, d, of center lines of gravity for 
 
 [ jp i the various sections from the neutral axes 1-1 and 2-2, in 
 
 *A\ accordance with the dimensions given, then for 
 
 w 
 
 2 k.164- 
 
 AXIS 1-1 In of 2-12"Channels301bs.= 2x 161.65 = 323.30 Inches* 
 
 In of 2-U"x%" Plates = 2x ■ 14 *°™" = 0.98 " 
 
 Ada f 2-14"x^" " = 2 f 10.5 x 6.375a — 853.45 
 
 Moment of Inertia, gross section 1177.73 Inches 4 
 
 VI 177 73 
 gg-gj = 5.52 Inches 
 
 AXIS 2-2 I2-2 of 2-12" Channels30 lbs. = 2x 5.22 = 10.44 Inches* 
 
 Ada of 2-12"Channels301bs.= 2x 8.82x4.1642= 305.86 " 
 
 I2-2 of 2-14"x%" Plates = 2 x °- 75 ^ 14 ° = 343.0 " 
 
 Moment of Inertia, gross section 659.30 Inches* 
 
 Radius of Gyration," » = \ lf$ = 4.13 Inches 
 
 ^^drr^^ 
 
 Example 3. Required the radii of gyration about axes 1-1 
 JoIm" - ? and 2-2 of a strut section composed as follows: — 
 "" L fcj, 4-6"x4"xM" Angles latticed by He" bars, 
 
 u5 j properties to be based on the gross section of angles, no deduc- 
 1 1 * — *-l tions being made for rivet holes nor any allowance for lattice bars. 
 
 n] ri Determine the distances, d, of center lines of gravity of angles 
 
 . 'J 1 1 _ from neutral axes 1-1 and 2-2 in accordance with the dimensions 
 
 I % given, then for 
 
 2' 
 AXIS 1-1 Ii_i of 4-6"x4"x^" Angles = 4x4.90 = 19.60 Inches* 
 
 > ( Ada of 4-6"x4"x^" " =4x3.61x5.063 = 369.72 
 
 Moment of Inertia, gross section 389.32 Inches 4 
 
 *fc f BRfl ^2 
 
 Radius of Gyration, " " = \ jj^j = 5.19 Inches 
 
 AXIS 2-2 From tables of radii of gyration for 2 angles (placed back to back 
 page 202, axis 2-2, %" apart, r 2 -2 of 4-6"x4"xM" angles=2.97 Inches. 
 Where sections are assembled without any web or flange plates, as, for example, latticed 
 channel columns or latticed angle struts, the radius of gyration, ri-i can be readily obtained, 
 without considering the moment of inertia, from the radius of gyration, r, of one section about 
 i ts neutral axis, and the distance, d, between the center of gravity of the section and the 
 neutral axis parallel to the axis of section. 
 
 VI + Ada" I 
 j , where -j = ra, and ri-i = ^ r2+ da 
 
 Thus, in the above e xample, 
 
 ft4= i] 1.17a+5.062 = 5.19 Inches 
 
 ' 173 
 

 
 
 CARNEGIE STEEL COMPANY 
 
 
 
 
 ELEMENTS OF STRUCTURAL BEAMS 
 
 ■ l» 
 
 dc 
 
 2 
 
 Section 
 Index 
 
 Depth 
 
 of 
 Beam 
 
 Weight 
 per 
 Foot 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 Width 
 
 of 
 Flange 
 
 Thick- 
 ness of 
 Web 
 
 Axis 1-1 
 
 Axis 2-2 
 
 I 
 
 r 
 
 S 
 
 I 
 
 r 
 
 S 
 
 In. 
 
 Lbs. 
 
 In.s 
 
 In. 
 
 fin. 
 
 In.* 
 
 In. 
 
 In.= 
 
 In.* 
 
 In. 
 
 In.s 
 
 B61 
 
 27 
 
 90.0 
 
 26.33 
 
 9.000 
 
 0.524 
 
 2958.3 
 
 10.60 
 
 219.1 
 
 75.3 
 
 1:69 
 
 16.7 
 
 B24 
 
 24 
 
 115.0 
 110.0 
 105.0 
 
 33.98 
 32.48 
 30.98 
 
 8.000 
 7.938 
 7.875 
 
 0.750 
 0.688 
 0.625 
 
 2955.5 
 2883.5 
 2811.5 
 
 9.33 
 9.42 
 9.53 
 
 246.3 
 240.3 
 234.3 
 
 83.2 
 81.0 
 78.9 
 
 1.57 
 1.58 
 1.60 
 
 20.8 
 20.4 
 20.0 
 
 B 1 
 
 24 
 
 100.0 
 95.0 
 90.0 
 85.0 
 80.0 
 
 29.41 
 27.94 
 26.47 
 25.00 
 23.32 
 
 r.254 
 7.193 
 7.131 
 7.070 
 7.000 
 
 0.754 
 0.693 
 .0.631 
 0.570 
 0.500 
 
 2379.6 
 2309.0 
 2238.4 
 2167.8 
 2087.2 
 
 9.00 
 9.09 
 9.20 
 9.31 
 9.46 
 
 198.3 
 192.4 
 186.5 
 180.7 
 173.9 
 
 48.6 
 47.1 
 45.7 
 44.4 
 42.9 
 
 1.28 
 1.30 
 1.31 
 1.33 
 1.36 
 
 13.4 
 13.1 
 12.8 
 12.6 
 12.3 
 
 B62 
 
 24 
 
 74.0 
 
 21.70 
 
 9.000 
 
 0.476 
 
 1950.1 
 
 9.48 
 
 162.5 
 
 61.2 
 
 1.68 
 
 13.6 
 
 B63 
 
 21 
 
 60.5 
 
 17.68 
 
 8.250 
 
 0.428 
 
 1235.5 
 
 8.36 
 
 117.7 
 
 43.5 
 
 1.57 
 
 10.6 
 
 B 2 
 
 20 
 
 100.0 
 95.0 
 90.0 
 85.0 
 80.0 
 
 29.41 
 27.94 
 26.47 
 25.00 
 23.73 
 
 7.284 
 7.210 
 7.137 
 7.063 
 7.000 
 
 0.884 
 0.810 
 0.737 
 0.663 
 0.600 
 
 1655.6 
 1606.6 
 1557.6 
 1508.5 
 1466.3 
 
 7.50 
 7.58 
 7.67 
 7.77 
 7.86 
 
 165.6 
 160.7 
 155.8 
 150.9 
 146.6 
 
 ■ r 2.7 
 i.U.8 
 49.0 
 47.3 
 45.8 
 
 1.34 
 1.35 
 1.36 
 1.37 
 1.39 
 
 14.5 
 14.1 
 13.7 
 13.4 
 13.1 
 
 B 3 
 
 20 
 
 75.0 
 70.0 
 65.0 
 
 22.06 
 20.59 
 19.08 
 
 6.399 
 6.325 
 6.250 
 
 Q.649 
 0.575 
 0.500 
 
 1268.8 
 1219.8 
 1169.5 
 
 7.58 
 7.70 
 7.83 
 
 126.9 
 122.0 
 117.0 
 
 30.3 
 29.0 
 27.9, 
 
 1.17 
 1.19 
 1.21 
 
 9.5 
 9.2 
 8.9 
 
 B81 
 
 18 
 
 90.0 
 85.0 
 80.0 
 75.0 
 
 26.47 
 25.00 
 23.53 
 22.05 
 
 7.245 
 7.163 
 7.082 
 7.000 
 
 0.807 
 0.725 
 0.644 
 0.562 
 
 1260.4 
 1220.7 
 1181.0 
 1141.3 
 
 6.90 
 6.99 
 7.09 
 7.19 
 
 140.0 
 135.6 
 131.2 
 126.8 
 
 52.0 
 50.0 
 48.1 
 46.2 
 
 1.40 
 1.42 
 1.43 
 1.45 
 
 14.4 
 14.0 
 13.6 
 13.2 
 
 B80 
 
 18 
 
 70.0 
 65.0 
 60.0 
 55.0 
 
 20.59 
 19.12 
 17.65 
 15.93 
 
 6.259 
 6.177 
 6.095 
 6.000 
 
 0.719 
 0.637 
 0.555 
 0.460 
 
 921.2 
 881.5 
 841.8 
 795.6 
 
 6.69 
 6.79 
 6.91 
 7.07 
 
 102.4 
 97.9 
 93.5 
 88.4 
 
 24.6 
 23.5 
 22.4 
 
 21.2 
 
 1.09 
 1.11 
 1.13 
 1.15 
 
 7.9 
 7.6 
 7.3 
 7.1 
 
 B64 
 
 18 
 
 48.0 
 
 14.08 
 
 7.500 
 
 0.380 
 
 737.1 
 
 7.23 
 
 81.9 
 
 30.0 
 
 1.46 
 
 8.0 
 
 B 5 
 
 15 
 
 75.0 
 70.0 
 65.0 
 60.0 
 
 22.06 
 20.59 
 19.12 
 17.67 
 
 6.292 
 6.194 
 -6.096 
 6.000 
 
 5 / .746 
 5.648 
 5.550 
 5.500 
 
 0.882 
 0.784 
 0.686 
 0.590 
 
 691.2 
 663.7 
 636.1 
 609.0 
 
 5.60 
 5.68 
 
 5.77 
 5.87 
 
 92.2 
 
 88.5 
 84.8 
 81.2 
 
 30.7 
 29.0 
 27.4 
 26.0 
 
 1.18 
 1.19 
 1.20 
 1.21 
 
 9.8 
 9.4 
 9.0 
 
 8.7 
 
 B 7 
 
 15 
 
 55.0 
 50.0 
 45.0 
 42.0 
 
 16.18 
 14.71 
 13.24 
 12.48 
 
 0.656 
 0.558 
 0.460 
 0.410 
 
 511.0 
 483.4 
 455.9 
 441.8 
 
 5.62 
 
 . 5.73 
 
 5.87 
 
 5.95 
 
 68.1 
 64.5 
 60.8 
 58.9 
 
 17.1 
 16.0 
 15.1 
 14.6 
 
 1.02 
 1.04 
 1.07 
 1.08 
 
 5.9 
 5.7 
 5.4 
 5.3 
 
 B65 
 
 15 
 
 37.5 
 
 10.91 
 
 6.750 
 
 0.332 
 
 405.5 
 
 6.10 
 
 54.1 
 
 19.9 
 
 1.35 
 
 5.9 
 
 174 
 
ELEMENTS OF SECTIONS 
 
 ELEMENTS OF STRUCTURAL 
 
 i2 
 
 BEAMS— Concluded 
 
 
 
 
 1- — 
 
 — -1 
 
 
 
 
 • 
 
 '2 
 
 Section 
 Index 
 
 Depth 
 
 of 
 Beam 
 
 Weight 
 per 
 Foot 
 
 Area 
 of 
 Sec- 
 tion 
 
 Width 
 
 of 
 Flange 
 
 Thick- 
 ness of 
 Web 
 
 Axis 1-1 
 
 Axis 2-2 
 
 I 
 
 r 
 
 S 
 
 I 
 
 r 
 
 S* 
 
 In. 
 
 Lbs. 
 
 In.2 
 
 In. 
 
 In. 
 
 In.* 
 
 In. 
 
 In.3 
 
 In.* 
 
 In. 
 
 In.s 
 
 B 8 
 
 12 
 
 55.0 • 
 50.0 
 45.0 
 40.0 
 
 16.18 
 14.71 
 13.24 
 11.84 
 
 5.611 
 5.489 
 5.366 
 5.250 
 
 0.821 
 0.699 
 0.576 
 0.460 
 
 321.0 
 303.4 
 285.7 
 269.0 
 
 4.45 
 4.54 
 4.65 
 
 4.77 
 
 53.5 
 50.6 
 47.6 
 44.8 
 
 17:5 
 16.1 
 14.9 
 13.8 
 
 1.04 
 1.05 
 1.06 
 1.08 
 
 6.2 
 5.9 
 5.6 
 5.3 
 
 B 9 
 
 12 
 
 35.0 
 31.5 
 
 10.29 
 9.26 
 
 5.086 
 5.000 
 
 0.436 
 0.350 
 
 228.3 
 215.8 
 
 4.71 
 4.83 
 
 38.0 
 36.0 
 
 10.1 
 9.5 
 
 0.99 
 1.01 
 
 4.0 
 3.8 
 
 B66 
 
 12 
 
 28.0 
 
 8.15 
 
 6.000 
 
 0.284 
 
 199.4 
 
 4.95 
 
 33.2 
 
 12.6 
 
 1.24 
 
 4.2 
 
 B 11 
 
 10 
 
 40.0 
 35.0 
 30.0 
 25.0 
 
 11.76 
 
 10.29 
 
 8.82 
 
 7.37 
 
 5.099 
 4.952 
 4.805 
 4.660 
 
 0.749 
 0.602 
 0.455 
 0.310 
 
 158.7 
 146.4 
 134.2 
 122.1 
 
 3.67 
 3.77 
 3.90 
 4.07 
 
 31.7 
 29.3 
 26.8 
 24.4 
 
 9.5 
 8.5 
 7.7 
 6.9 
 
 0.90 
 0.91 
 0.93 
 0.97 
 
 3.7 
 3.4 
 3.2 
 3.0 
 
 B67 
 
 10 
 
 22.25 
 
 6.54 
 
 5.500 
 
 0.252 
 
 113.6 
 
 4.17 
 
 22.7 
 
 9.0 
 
 1.17 
 
 3.3 
 
 B 13 
 
 9 
 
 35.0 
 30.0 
 25.0 
 21.0 
 
 10.29 
 8.82 
 7.35 
 6.31 
 
 4.772 
 4.609 
 4.446 
 4.330 
 
 0.732 
 0.569 
 0.406 
 0.290 
 
 111.8 
 
 101.9 
 
 91.9 
 
 84.9 
 
 3.29 
 3.40 
 3.54 
 3.67 
 
 24.8 
 22.6 
 20.4 
 18.9 
 
 7.3 
 6.4 
 5.7 
 5.2 
 
 0.84 
 0.85 
 0.88 
 0.90 
 
 3.1 
 2.8 
 2.5 
 2.4 
 
 B 15 
 
 8 
 
 25.5 
 23.0 
 20.5 
 18.0 
 
 7.50 
 6.76 
 6.03 
 5.33 
 
 4.271 
 4.179 
 4.087 
 4.000 
 
 0.541 
 0.449 
 0.357 
 0.270 
 
 68.4 
 64.5 
 60.6 
 56.9 
 
 3.02 
 3.09 
 3.17 
 3.27 
 
 17.1 
 16.1 
 15.2 
 14.2 
 
 4.8 
 4.4 
 4.1 
 3.8 
 
 0.80 
 0.81: 
 0.82 1 
 0.84 
 
 2.2 
 2.1 
 2.0 
 1.9 
 
 B68 
 
 8 
 
 17.5 
 
 5.12 
 
 5.000 
 
 0.220 
 
 58.4 
 
 3.38 
 
 14.6 
 
 6.2 
 
 1.10 
 
 2.5 
 
 B 17 
 
 7 
 
 20.0 
 17.5 
 15.0 
 
 5.88 
 5.15 
 4.42 
 
 3.868 
 3.763 
 3.660 
 
 0.458 
 0.353 
 0.250 
 
 42.2 
 39.2 
 36.2 
 
 2.68 
 2.76 
 2.86 
 
 12.1 
 11.2 
 10.4 
 
 3.2 
 2.9 
 
 2.7 
 
 0.74 
 0.76 
 0.78 
 
 1.7 
 1.6 
 1.5 
 
 B 19 
 
 6 
 
 17.25 
 14.75 
 12.25 
 
 5.07 
 4.34 
 3.61 
 
 3.575 
 3.452 
 3.330 
 
 0.475 
 0.352 
 0.230 
 
 26.2 
 24.0 
 21.8 
 
 2.27 
 2.35 
 2.46 
 
 8.7 
 8.0 
 7.3 
 
 2.4 
 2.1 
 1.9 
 
 0.68 
 0.69 
 0.72 i 
 
 1.3 
 1.2 
 1.1 
 
 B 21 
 
 5 
 
 14.75 
 
 12.25 
 
 9.75 
 
 4.34 
 3.60 
 
 2.87 
 
 3.294 
 3.147 
 3.000 
 
 0.504 
 0.357 
 0.210 
 
 15.2 
 13.6 
 12.1 
 
 1.87 
 1.94 
 2.05 
 
 6.1 
 5.5 
 4.8 
 
 1.7 
 1.5 
 1.2 
 
 0.63 
 0.63' 
 0.65 
 
 1.0 
 
 0.92 
 
 0.82 
 
 B23 
 
 4 
 
 10.5 
 9.5 
 8.5 
 7.5 
 
 3^.09 
 2.79 
 2.50 
 2.21 
 
 2.880 
 2.807 
 2.733 
 2.660 
 
 0.410 
 0.337 
 0.263 
 0.190 
 
 7.1 
 6.8 
 6.4 
 6.0 
 
 1.52 
 1.55 
 1.59 
 1.64 
 
 3.6 
 
 3.4 
 
 3.2 
 
 V3.0 
 
 1.0 
 0.93 
 0.85 
 0.77 
 
 0.57 
 0.58 
 0.58 
 0.59 
 
 0.70 
 0.66 
 0.62 
 0.58 
 
 B77 
 
 3 
 
 7.5 
 6.5 
 5.5 
 
 2.21 
 1.91 
 1.63 
 
 2.521 
 2.423 
 2.330 
 
 0.361 
 0.263 
 0.170 
 
 2.9 
 2.7 
 2.5 
 
 1.15 
 1.19 
 1.23 
 
 1.9 
 1.8 
 1.7 
 
 0.60 
 0.53 
 0.46 
 
 0.52 
 0.52 
 0.53 
 
 0.48 
 0.44 
 0.40 
 
 175 
 

 
 
 CARNEQIE STEEL COMPANY 
 
 
 
 
 ELEMENTS OF STRUCTURAL CHANNELS 
 
 4 - -L Ik 
 
 V > >> 
 
 Il -t 
 
 
 Depth 
 
 Weight 
 
 Area 
 
 Width 
 
 Thick- 
 
 Axis 1-1 
 
 
 
 Aris 2-2 
 
 . Section 
 Index 
 
 of 
 Channe 
 
 per 
 Foot 
 
 of 
 
 Section 
 
 of 
 
 Flange 
 
 ness of 
 Web 
 
 
 
 
 
 I 
 
 r 
 
 S 
 
 I 
 
 r - 
 
 S 
 
 y 
 
 In. 
 
 Lbs. 
 
 In.!! 
 
 In. 
 
 In. 
 
 In* 
 
 In. 
 
 In.a 
 
 In.* 
 
 In. 
 
 In.a 
 
 In. 
 
 • 
 
 
 55.0 
 
 16.18 
 
 3.818 
 
 0.818 
 
 430.2 
 
 5.16 
 
 57.4 
 
 12.2 
 
 0.87 
 
 4.1 
 
 0.82 
 
 
 
 50.0 
 
 14.71 
 
 3.720 
 
 0.720 
 
 402.7 
 
 5.23 
 
 53.7 
 
 11.2 
 
 0.87 
 
 3.8 
 
 0.80 
 
 C 1 
 
 15 
 
 45.0 
 
 13.24 
 
 3.622 
 
 0.622 
 
 375.1 
 
 5.32 
 
 50.0 
 
 10.3 
 
 0.88 
 
 3.6 
 
 0.79 
 
 40.0 
 
 11.76 
 
 3.524 
 
 0.524 
 
 347.5 
 
 5.43 
 
 46.3 
 
 9.4 
 
 0.89 
 
 3.4 
 
 0.78 
 
 
 
 35.0 
 
 10.29 
 
 3.426 
 
 0.426 
 
 319.9 
 
 5.58 
 
 42.7 
 
 8.5 
 
 0.91 
 
 3.2 
 
 0.79 
 
 
 
 33.0 
 
 9.90 
 
 3.400 
 
 0.400 
 
 312.6 
 
 5.62 
 
 41.7 
 
 8.2 
 
 0.91 
 
 3.2 
 
 0.79 
 
 
 
 40.0 
 
 11.76 
 
 3.418 
 
 0.758 
 
 196.9 
 
 4.09 
 
 32.8 
 
 6.6 
 
 0.75 
 
 2.5 
 
 0.72 
 
 
 
 35.0 
 
 10.29 
 
 3.296 
 
 0.636 
 
 179.3 
 
 4.17 
 
 29.9 
 
 5.9 
 
 0.76 
 
 2.3 
 
 0.69 
 
 C 2 
 
 12 
 
 30.0 
 
 8.82 
 
 3.173 
 
 0.513 
 
 161.7. 
 
 4.28 
 
 26.9 
 
 5.2 
 
 0.77 
 
 2.1 
 
 0.68 
 
 
 
 25.0 
 
 7.35 
 
 3.050 
 
 0.390 
 
 144.0 
 
 4.43 
 
 24.0 
 
 4.5 
 
 0.79 
 
 1.9 
 
 0.68 
 
 
 
 20.5 
 
 6.03 
 
 2.940 
 
 0.280 
 
 128.1 
 
 4.61 
 
 21.4 
 
 3.9 
 
 0.81 
 
 1.7 
 
 0.70 
 
 
 
 35.0 
 
 10.29 
 
 3.183 
 
 0.823 
 
 115.5 
 
 3.35 
 
 23.1 
 
 4.7 
 
 0.67 
 
 1.9 
 
 0.70 
 
 
 
 30.0 
 
 8.82 
 
 3.036 
 
 0.676 
 
 103.2 
 
 3.42 
 
 20.7 
 
 4.0 
 
 0.67 
 
 1.7 
 
 0.65 
 
 C 3 
 
 10 
 
 25.0 
 
 7.35 
 
 2.889 
 
 0.529 
 
 91.0 
 
 3.52 
 
 18.2 
 
 3.4 
 
 0.68 
 
 1.5 
 
 0.62 
 
 
 
 20.0 
 
 5.88 
 
 2.742 
 
 0.382 
 
 78.7 
 
 3.66 
 
 15.7 
 
 2.9 
 
 0.70 
 
 1.3 
 
 0.61 
 
 
 
 15.0 
 
 4.46 
 
 2.600 
 
 0.240 
 
 66.9 
 
 3.87 
 
 13.4 
 
 2.3 
 
 0.72 
 
 1.2 
 
 0.64 
 
 
 
 25.0 
 
 7.35 
 
 2.815 
 
 0.615 
 
 70.7 
 
 3.10 
 
 15.7 
 
 3.0 
 
 0.64 
 
 1.4 
 
 0.62 
 
 C 4 
 
 g 
 
 20.0 
 
 5.88 
 
 2.652 
 
 0.452 
 
 60.8 
 
 3.21 
 
 13.5 
 
 2.5 
 
 0.65 
 
 1.2 • 
 
 0.59 
 
 
 
 15.0 
 
 4.41 
 
 2.488 
 
 0.288 
 
 50.9 
 
 3.40 
 
 11.3 
 
 2.0 
 
 0.67 
 
 1.0 
 
 0.59 
 
 
 
 13.25 
 
 3.89 
 
 2.430 
 
 0.230 
 
 47.3 
 
 3.49 
 
 10.5 
 
 1.8 
 
 0.67 
 
 0.97 
 
 0.61 
 
 
 
 21.25 
 
 6.25 
 
 2.622 
 
 0.582 
 
 47.8 
 
 2.77 
 
 11.9 
 
 2.3 
 
 0.60 
 
 1.1 
 
 0.59 
 
 
 
 18.75 
 
 5.51 
 
 2.530 
 
 0.490 
 
 43.8 
 
 2.82 
 
 11.0 
 
 2.0 
 
 0.60 
 
 1.0 
 
 0.57 
 
 C 5 
 
 8 
 
 16.25 
 
 4.78 
 
 2.439 
 
 0.399 
 
 39.9 
 
 2.89 
 
 10.0 
 
 1.8 
 
 0.61 
 
 0.95 
 
 0.56 
 
 
 
 13.75 
 
 4.04 
 
 2.347 
 
 0.307 
 
 36.0 
 
 2.98 
 
 9.0 
 
 1.6 
 
 0.62 
 
 0.87 
 
 0.56 
 
 
 
 11.25 
 
 3.35 
 
 2.260 
 
 0.220 
 
 32.3 
 
 3.11 
 
 8.1 
 
 1.3 
 
 0.63 
 
 0.79 
 
 0.58 
 
 
 
 19.75 
 
 5.81 
 
 2.513 
 
 0.633 
 
 33.2 
 
 2.39 
 
 9.5 
 
 1.9 
 
 0.56 
 
 0.96 
 
 0.58 
 
 
 
 17.25 
 
 5.07 
 
 2.408 
 
 0.528 
 
 30.2 
 
 2.44 
 
 8.6 
 
 1.6 
 
 0.57 
 
 0.87 
 
 0.56 
 
 C 6 
 
 7 
 
 14.75 
 
 4.34 
 
 2.303 
 
 0.423 
 
 27.2 
 
 2.50 
 
 7.8 
 
 1.4 
 
 0.57 
 
 0.79 
 
 0.54, 
 
 
 
 12.25 
 
 3.60 
 
 2.198 
 
 0.318 
 
 24.2 
 
 2.59 
 
 6.9 
 
 1.2 
 
 0.58 
 
 0.71 
 
 0.53 
 
 
 
 9.75 
 
 2.85 
 
 2.090 
 
 0.210 
 
 21.1 
 
 2.72 
 
 6.0 
 
 0.98 
 
 0.59 
 
 0.63 
 
 0.55 
 
 
 
 15.5 
 
 4.56 
 
 2.283 
 
 0.563 
 
 19.5 
 
 2.07 
 
 6.5 
 
 1.3 
 
 0.53 
 
 0.74 
 
 0.55 
 
 O 7 
 
 6 
 
 13.0 
 
 3.82 
 
 2.160 
 
 0.440 
 
 17.3 
 
 2.13 
 
 5.8 
 
 1.1 
 
 0.53 
 
 0.65 
 
 0.52 
 
 10.5 
 
 3.09 
 
 2.038 
 
 0.318 
 
 15.1 
 
 2.21 
 
 5.0 
 
 0.88 
 
 0.53 
 
 0.57 
 
 0.50 
 
 
 
 8.0 
 
 2.38 
 
 1.920 
 
 0.200 
 
 13.0 
 
 2.34 
 
 4.3 
 
 0.70 
 
 0.54 
 
 0.50 
 
 0.52 
 
 
 
 ll.S 
 
 3.38 
 
 2.037 
 
 0.477 
 
 10.4 
 
 1.75 
 
 4.2 
 
 0.82 
 
 0.49 
 
 0.54 
 
 0.51 
 
 C 8 
 
 5 
 
 9.0 
 
 2.65 
 
 1.890 
 
 0.330 
 
 8.9 
 
 1.83 
 
 3.6 
 
 0.64 
 
 0.49 
 
 0.45 
 
 0.48 
 
 
 
 6.5 
 
 1.95 
 
 1.750 
 
 0.190 
 
 7.4 
 
 1.95 
 
 3.0 
 
 0.48 
 
 0.50 
 
 0.38 
 
 0.49 
 
 
 
 7.25 
 
 2.13 
 
 1.725 
 
 0.325 
 
 4.6 
 
 1.46 
 
 2.3 
 
 0.44 
 
 0.46 
 
 0.35 
 
 0.46 
 
 O 9 
 
 4 
 
 6.25 
 
 1.84 
 
 1.652 
 
 0.252 
 
 4.2 
 
 1,51 
 
 2.1 
 
 0.38 
 
 0.45 
 
 0.32 
 
 0.46 
 
 
 
 5.25 
 
 1,55 
 
 1.580 
 
 0.180 
 
 3.8 
 
 1.56 
 
 1.9 
 
 0.32 
 
 0.45 
 
 0.29 
 
 0.46 
 
 
 
 6.0 
 
 1.76 
 
 1.602 
 
 0.362 
 
 2.1 
 
 1.08 
 
 1.4 
 
 0.31 
 
 0.42 
 
 0.27 
 
 0.46 
 
 C 72 
 
 3 
 
 5.0 
 
 1.47 
 
 1.504 
 
 0.264 
 
 1.8 
 
 1.12 
 
 1.2 
 
 0.25 
 
 0.42 
 
 0.24 
 
 0.44 
 
 4.0 1.19 1.410 
 
 0.170 
 
 1.6 
 
 1.17 
 
 , 1.1 0.20 
 
 0.41 
 
 0.21 
 
 0.44 
 
 176 
 
ELEMENTS OF SECTIONS 
 
 ELEMENTS OF SHIP BUILDING CHANNELS 
 New American Standard Sections 
 
 I 
 
 Section 
 Index 
 
 Depth 
 
 of 
 Chan- 
 
 nel 
 
 In. 
 
 Wt. 
 per 
 Foot 
 
 Lbs. 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 In.2 
 
 Width 
 
 of 
 Flange 
 
 In. 
 
 Thick- 
 ness of 
 Web 
 
 In. 
 
 Axis 1-1 
 
 In* 
 
 In. 
 
 In.s 
 
 Axis 2-2 
 
 In.* 
 
 In. 
 
 In.s 
 
 tC 60 
 
 C 21 
 (BSC 26) 
 
 O 171 
 (BSC 25) 
 
 C 26 
 (BSC 21) 
 
 C 27 
 (BSC 20) 
 
 C 28 
 (BSC 19) 
 
 C 31 
 (BSC 18) 
 
 C 32 
 (BSC 17) 
 
 C 36 
 (BSC 13) 
 
 C 37 
 (BSC 12) 
 
 18 
 
 12 
 
 12 
 
 10 
 
 10 
 
 10 
 
 57.7 
 51.6 
 45.5 
 42.5 
 
 44.4 
 40.3 
 36.2 
 34.2 
 
 40.8 
 36.8 
 32.7 
 30.6 
 
 36.8 
 33.4 
 30.0 
 28.3 
 
 34.8 
 31.4 
 28.0 
 26.3 
 24.6 
 
 25.1 
 23.4 
 
 21.7 
 
 34.5 
 31.4 
 28.4 
 26.8 
 
 31.3 
 28.3 
 25.2 
 23.7 
 
 28.0 
 25.3 
 22.6 
 21.2 
 
 25.3 
 22.6 
 19.9 
 19.2 
 18.5 
 
 ,984.: 
 
 .184 
 
 384 
 
 .483 
 
 .200 
 .100 
 .000 
 .950 
 
 .700 
 .600 
 .500 
 .450 
 
 13.04 
 11.84 
 10.64 
 10.04 
 
 4.200 .725 
 4.100 .625 
 4.000 .525 
 3.950 .475 
 
 12.003.700 
 
 10.803.600 
 
 9.603.500 
 
 9.003.450 
 
 10.; 
 9 
 8.80 
 8.; 
 
 80 4 
 
 80 4 
 
 303 
 
 10.23 
 
 8.23 
 
 7.' 
 7 
 
 3.700 
 9.233.600 
 
 3.500 
 .450 
 .400 
 
 733 
 
 23 3 
 7.38 3.550 
 
 6.88 
 
 3.500 
 
 6.383.450 
 
 10 
 9.: 
 8.33 
 
 7., 
 
 13 4 
 23 4 
 
 883 
 
 9.21 
 8.31 
 7.41 
 
 8.23 
 7.43 
 6.63 
 
 433 
 
 7.. 
 
 6.63 
 
 5.83 
 
 5.63 
 
 5.43 
 
 200 
 
 .100 
 
 4.000 
 
 .950 
 
 .200 
 
 .100 
 
 4.000 
 
 950 
 
 3.700 
 3.600 
 3.500 
 
 6.963.450 
 
 3.700 
 3.600 
 3.500 
 
 6.23 3.450 
 
 .225 
 3.125 
 3.025 
 3.000 
 2.975 
 
 ' 
 
 .700 
 .600 
 .500 
 .450 
 
 .675 
 .575 
 .475 
 .425 
 
 .675 
 .575 
 .475 
 .425 
 .375 
 
 .425 
 .375 
 .325 
 
 .675 
 .575 
 .475 
 .425 
 
 .650 
 .550 
 .450 
 .400 
 
 .625 
 .525 
 .425 
 .375 
 
 .600 
 .500 
 .400 
 .375 
 .350 
 
 673.0 
 624.4 
 575.8 
 551.5 
 
 245.0 
 230.6 
 216.2 
 209.0 
 
 217.8 
 203.4 
 189.0 
 
 181.8 4.50 
 
 146.3 
 138.0 
 129.7 
 125.5 
 
 133.6 
 125.2 
 116.9 
 112.7 
 108.6 
 
 106.0 
 101.8 
 
 97.6 
 
 113.0 
 106.9 
 100.9 
 
 97.8 
 
 99.4 
 93.4 
 87.3 
 84.3 
 
 71.8 
 67.6 
 63.3 
 61.2 
 
 62.6 
 58.3 
 54.0 
 53.0 
 51.9 
 
 6.30 
 6.41 
 6.56 
 6.65 
 
 4.33 
 4.41 
 4.51 
 
 4.57 
 
 4.26 
 4.34 
 4.44 
 
 3.68 
 3.75 
 3.84 
 3.89 
 
 3.61 
 3.69 
 3.77 
 3.82 
 3.88 
 
 3.79 
 3.85 
 3.91 
 
 3.34 
 3.40 
 3.48 
 3.52 
 
 3.29 
 3.35 
 3.43 
 3.48 
 
 2.95 
 3.02 
 3.09 
 3.13 
 
 2.97 
 3.05 
 3.07 
 3.09 
 
 74.8 
 69:4 
 64.0 
 61.3 
 
 40.8 
 38.4 
 36.0 
 
 34.8 
 
 36.3 
 33.9 
 31.5 
 30.3 
 
 29.3 
 27.6 
 25.9 
 25.1 
 
 26.7 
 25.0 
 23.4 
 22.5 
 21.7 
 
 21.2 
 20.4 
 19.5 
 
 25.1 
 23.8 
 22.4 
 21.7 
 
 22.1 
 20.7 
 19.4 
 
 18.7 
 
 18.0 
 16.9 
 15.8 
 15.3 
 
 2.90 15 
 
 14.6 
 13.5 
 13.2 
 13.0 
 
 18.5 
 17.1 
 15.8 
 15.0 
 
 16.8 
 15.5 
 14.2 
 13.5 
 
 11.3 
 
 10.3 
 
 9.4 
 
 8.9 
 
 14.9 
 13.7 
 12.5 
 11.8 
 
 10.4 
 9.5 
 8.6 
 
 8.1 
 7.6 
 
 7.9 
 7.5 
 7.0 
 
 14.5 
 13.3 
 12.1 
 11.4 
 
 9.7 
 8.8 
 8.0 
 7.5 
 
 9.0 
 8.2 
 7.4 
 6.9 
 
 5.8 
 5.3 
 4.7 
 4.5 
 4.4 
 
 1.04 
 1.06 
 1.09 
 1.10 
 
 1.14 
 1.15 
 1.16 
 1.16 
 
 0.97 
 0.98 
 0.99 
 0.99 
 
 1.18 
 1.18 
 1.19 
 1.19 
 
 1.01 
 1.01 
 1.02 
 1.02 
 1.03 
 
 1.04 
 1.04 
 1.05 
 
 1.20 
 1.20 
 1.20 
 1.20 
 
 1.03 
 1.03 
 1.04 
 1.04 
 
 1.05 
 1.05 
 1.05 
 1.05 
 
 0.89 
 0.89 
 0.90 
 0.90 
 0.90 
 
 5.6 
 5.3 
 5.1 
 4.9 
 
 5.3 
 5.1 
 4.8 
 4.7 
 
 4.0 
 3.8 
 3.6 
 3.5 
 
 4.8 
 4.6 
 4.3 
 
 4.2 
 
 3.8 
 3.6 
 3.4 
 3.3 
 3.2 
 
 3.0 
 2.9 
 
 2.8 
 
 4.8 
 4.5 
 4.3 
 4.2 
 
 3.6 
 3.4 
 3.2 
 3.1 
 
 3.4 
 3.2 
 3.0 
 
 2.9 
 
 2.5 
 2.3 
 2.2 
 2.1 
 
 2.1 
 
 Dimensions and properties of the British Standard Sections are indicated in bold type. 
 fC 60 is not a new American Standard Section; profile is shown on page 81 with Structural Channels. 
 
 \ 177 
 
CARNEGIE STEEL COMPANY 
 
 ELEMENTS OF SHIP, BUILDING CHANNELS 
 New American Standard Sections — Concluded 
 
 i n — P—j 
 
 
 Depth 
 . of 
 'Chan- 
 nel 
 
 Wt. 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 Width 
 
 Thick- 
 
 Axis 1-1 
 
 
 Axis 2-2 
 
 
 'Section 
 Index 
 
 per 
 Foot 
 
 ot 
 Flange 
 
 ness of 
 Web 
 
 
 
 
 
 I 
 
 r 
 
 S 
 
 I 
 
 r 
 
 S 
 
 y 
 
 
 In. 
 
 Lbs. 
 
 In.2 
 
 In. 
 
 In. 
 
 In.* 
 
 In. 
 
 In.s 
 
 In* 
 
 In. 
 
 In.» 
 
 In. 
 
 C 41 
 (BSCIO) 
 
 7 
 
 24.9 
 22.5 
 20.1 
 18.9 
 
 7.30 
 6.60 
 S.90 
 5.55 
 
 3.700 
 3.600 
 3.500 
 3.450 
 
 0.600 
 0.500 
 0.400 
 0.350 
 
 49.9 
 47.1 
 44.2 
 
 42.8 
 
 2.62 
 2.67 
 2.74 
 
 2.78 
 
 14.3 
 13.5 
 12.6 
 
 12.2 
 
 8.3 
 7.5 
 6.7 
 6.3 
 
 1.07 
 1.07 
 1.07 
 1.07 
 
 3.2 
 3.0 
 2.8 
 2.7 
 
 1.06 
 1.07 
 1.09 
 
 1.11 
 
 C42 
 (BSC9) 
 
 7 
 
 19.8 
 17.4 
 16.3 
 
 5.82 
 5.12 
 
 4.77 
 
 3.100 
 3.000 
 2.950 
 
 0.475 
 0.375 
 0.325 
 
 40.2 
 37.3 
 35.9 
 
 2.63 
 2.70 
 
 2.74 
 
 11.5 
 10.7 
 10.2 
 
 4.7 
 4.2 
 3.9 
 
 0.90 
 0.90 
 0.90 
 
 2.1 
 2.0 
 1.9 
 
 0.88 
 0.90 
 0.91 
 
 C46 
 (BSC8) 
 
 6 
 
 21.9 
 19.8 
 17.8 
 16.8 
 
 6.42 
 5.82 
 5.22 
 4.92 
 
 3.700 
 3.600 
 3.500 
 3.450 
 
 0.575 
 0.475 
 0.375 
 0.325 
 
 33.0 
 31.2 
 29.4 
 28.5 
 
 2.27 
 2.32 
 2.38 
 2.41 
 
 11.0 
 
 10.4 
 
 9.8 
 
 9.5 
 
 7.6 
 6.9 
 6.1 
 
 5.7 
 
 1.09 
 1.09 
 1.08 
 1.08 
 
 2.9 
 2.8 
 2.6 
 2.5 
 
 1.12 
 1.13 
 1.15 
 
 1.17 
 
 C 109 
 
 6 
 
 15.3 
 
 4.47 
 
 3.500 
 
 0.340 
 
 25.3 
 
 2.38 
 
 8.4 
 
 5.1 
 
 1.08 
 
 2.1 
 
 1.08 
 
 C47 
 (BSC7) 
 
 6 
 
 16.2 
 
 14.9 
 
 4.74 
 
 4.37 
 
 3.000 
 
 2.938 
 
 0.375 
 
 0.313 
 
 25.8 
 
 24.7 
 
 2.33 
 
 2.38 
 
 8.6 
 
 8.2 
 
 4.0 
 
 3.6 
 
 0.91 
 
 0.91 
 
 1.9 
 
 1.8 
 
 0.95 
 
 0.97 
 
 C 48 
 
 (BSC5) 
 
 6 
 
 13.3 
 12.0 
 
 3.89 
 3.52 
 
 2.563|o.375 
 2.5000.313 
 
 19.7 
 18.6 
 
 2.25 
 2.30 
 
 6.6 
 6.2 
 
 2.1 
 2.0 
 
 0.74 
 0.75 
 
 1.2 
 1.1 
 
 0.71 
 0.72 
 
 Dimensions and properties of the British Standard Sections are indicated in bold type. 
 
 ELEMENTS OF CAR BUILDING CHANNELS 
 
 
 
 55.0 
 
 16.17 
 
 4.529 
 
 0.904 
 
 334.5 
 
 4.55 
 
 51.5 
 
 18.1 
 
 1.06 
 
 a.?, 
 
 1.00 
 
 
 
 50.0 
 
 14.71 
 
 4.416 
 
 0.791 
 
 313.8 
 
 4.62 
 
 48.3 
 
 16.7 
 
 1.07 
 
 4.9 
 
 0.98 
 
 
 
 45.0 
 
 13.24 
 
 4.303 
 
 9.678 
 
 293.1 
 
 4.71 
 
 45.1 
 
 15.3 
 
 1.08 
 
 4.6 
 
 0.97 
 
 tC 20 
 
 13 
 
 40.0 
 
 11.76 
 
 4.19(1 
 
 0.565 
 
 272.3 
 
 4.81 
 
 41.9 
 
 13.9 
 
 1.09 
 
 4,3 
 
 0.97 
 
 
 
 37.0 
 
 10.88 
 
 4.122 
 
 0.497 
 
 259.9 
 
 4.89 
 
 40.0 
 
 13.1 
 
 1.10 
 
 4.2 
 
 0.98 
 
 
 
 35.0 
 
 10.29 
 
 4.07Y 
 
 0.452 
 
 251.6 
 
 4.95 
 
 38.7 
 
 12.5 
 
 1.10 
 
 4.1 
 
 0.99 
 
 
 
 32.0 
 
 9.30 
 
 4.000 
 
 0.375 
 
 237.6 
 
 5.06 
 
 36.6 
 
 11.6 
 
 1.12 
 
 3.9 
 
 1.01 
 
 
 
 50.0 
 
 14.70 
 
 4.140 
 
 0.840 
 
 268.6 
 
 4.27 
 
 44.8 
 
 17.8 
 
 1.10 
 
 5 8 
 
 1.06 
 
 
 
 48.4 
 
 14.22 
 
 4.10(1 
 
 a. 800 
 
 262.8 
 
 4.30 
 
 43.8 
 
 17.3 
 
 1 10 
 
 5 7 
 
 1.05 
 
 tO 170 
 
 12 
 
 46.3 
 
 13.62 
 
 4.05(1 
 
 9.750 
 
 255.6 
 
 4.33 
 
 42.6 
 
 16.6 
 
 1.11 
 
 5.5 
 
 1.05 
 
 
 44.3 
 
 13.02 
 
 4.00(1 
 
 0.700 
 
 248.4 
 
 4.37 
 
 41.4 
 
 16.0 
 
 1.11 
 
 5.4 
 
 1.05 
 
 
 
 40.0 
 
 11.76 
 
 3.895 
 
 0.595 
 
 233.3 
 
 4.45 
 
 38.9 
 
 14.6 
 
 1.11 
 
 5.1 
 
 1.05 
 
 
 
 35.0 
 
 10.30 
 4.99 
 
 3.773 
 
 0.473 
 
 215.8 
 
 4.58 
 
 36.0 
 
 13.0 
 
 1.12 
 
 4.8 
 
 1.07 
 
 C 106 
 
 5M 
 
 17.0 
 
 3.500 
 
 0.375 
 
 25.8 
 
 2.28 
 
 9.0 
 
 5.8 
 
 1.08 
 
 2.5 
 
 1.15 
 
 C 200 
 
 4 
 
 13.6 
 
 4.00 
 
 2.500 
 
 0.500 
 
 8.8 
 
 1.49 
 
 4.4 
 
 2.2 
 
 0.74 
 
 1.4 
 
 0.87 
 
 C 220 
 
 4 
 
 10.1 
 
 2.95 
 
 2.087 
 
 0.394 
 
 6.6 
 
 1.49 
 
 3.3 
 
 1.12 
 
 0.62 
 
 0.79 
 
 0.67 
 
 O 190 
 
 3 
 
 7.1 
 
 2.05 
 
 1.984 
 
 D.250 
 
 2.8 
 
 1.17 
 
 1.9 
 
 0.75 
 
 0.60 
 
 0.60 
 
 0.72 
 
 fProfiles of C 20 and C 170 are shown on pages 81 and 82 with Structural Channels. 
 
 178 
 
ELEMENTS OF SECTIONS 
 
 ELEMENTS OF H BEAMS 
 
 
 Depth 
 .of 
 Beam 
 
 Weight 
 per 
 Foot 
 
 Area 
 ' of 
 Section 
 
 Width 
 
 of 
 Flange 
 
 Thick- 
 ness 
 of.Web 
 
 Axis 1-1 
 
 Axis 2-2 
 
 Section 
 Index 
 
 I 
 
 r 
 
 S 
 
 I 
 
 r 
 
 S 
 
 
 In. 
 
 Lbs. 
 
 In. 2 
 
 In. 
 
 In. 
 
 In* 
 
 In. 
 
 In.a 
 
 In* 
 
 In. 
 
 In.s 
 
 H4 
 
 8 
 
 34.0 
 
 10.00 
 
 8.0 
 
 .375 
 
 115.4 
 
 3.40 
 
 28.9 
 
 35.1 
 
 1.87 
 
 8.8 
 
 H3 
 
 6 
 
 23.8 
 
 7.00 
 
 6.0 
 
 .313 
 
 45.1 
 
 2.54 
 
 15.0 
 
 14.7 
 
 1.45 
 
 4.9 
 
 H2 
 
 5 
 
 18.7 
 
 5.50 
 
 5.0 
 
 .313 
 
 23.8 
 
 2.08 
 
 i 9.5 
 
 7.9 
 
 1.20 
 
 3.1 
 
 H 1 
 
 4 
 
 13.6 
 
 4.00 
 
 4.0 
 
 .313 
 
 107 
 
 163 
 
 53 
 
 3.6 
 
 0.95 
 
 1.8 
 
 ELEMENTS OF BULB TEES 
 
 
 
 
 Depth 
 
 of 
 Beam 
 
 Wt. 
 per 
 Foot 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 Width 
 
 of 
 Flange 
 
 Thick- 
 ness 
 of 
 Web 
 
 Axis 1-1 
 
 Axis 2-2 
 
 Section 
 Index 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 y 
 
 
 In. 
 
 Lbs. 
 
 In.2 
 
 In. 
 
 In. 
 
 In.* 
 
 In. 
 
 In.» 
 
 In. 
 
 In.* 
 
 In. 
 
 In.3 
 
 In. 
 
 B 100 
 
 10 
 
 36.6 
 28.1 
 
 10.62 
 8.12 
 
 5.500 
 5.250 
 
 0.625 
 0.375 
 
 140.4 
 118.6 
 
 3.64 
 3.82 
 
 25.3 
 20.7 
 
 4.45 
 4.28 
 
 7.6 
 6.3 
 
 0.84 
 0.88 
 
 2.8 
 2.4 
 
 2.75 
 2.63 
 
 B 101 
 
 9 
 
 30.1 
 24.3 
 
 8.83 
 7.15 
 
 5.125 
 4.938 
 
 0.563 
 0.375 
 
 95.8 
 84.0 
 
 3.29 
 3.43 
 
 19.4 
 16.6 
 
 4.06 
 3.95 
 
 5.4 
 4.6 
 
 0.78 
 0.80 
 
 2.1 
 1.9 
 
 2.56 
 2.47 
 
 B 102 
 
 8 
 
 24.2 
 20.0 
 
 7.11 
 5.86 
 
 5.156 
 5.000 
 
 0.469 
 0.313 
 
 62.8 
 55.6 
 
 2.97 
 3.08 
 
 14.1 
 12.2 
 
 3.54 
 3.43 
 
 4.5 
 3.9 
 
 0.79 
 0.82 
 
 1.7 
 1.6 
 
 2.58 
 2.50 
 
 B 103 
 
 7 
 
 23.3 
 
 18.1 
 
 6.85 
 5.32 
 
 5.094 
 
 4.875 
 
 0.531 
 0.313 
 
 45.5 
 38.8 
 
 2.57 
 2.70 
 
 11.7 
 9.7 
 
 3.11 
 2.98 
 
 4.3 
 3.6 
 
 0.79 
 0.82 
 
 1.7 
 1.5 
 
 2.55 
 2.44 
 
 B 105 
 
 6 
 
 17.2 
 14.0 
 
 5.00 
 4.11 
 
 4.524 
 4.375 
 
 0.430 
 0.281 
 
 24.4 
 21.6 
 
 2.20 
 2.28 
 
 7.2 
 6.1 
 
 2.61 
 2.46 
 
 2.7 
 2.2 
 
 0.73 
 0.72 
 
 1.2 
 1.0 
 
 2.26 
 
 2.19 
 
 179 
 
CARNEQIE STEEL COMPANY 
 
 ELEMENTS OF SHIP BUILDING BULB ANGLES 
 New American Standard Sections 
 
 i=^ 
 
 Section 
 i Index 
 
 Size 
 
 Thick- 
 ness 
 of 
 Web 
 
 Wt. 
 per 
 Foot 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 Axis 1-1 
 
 Axis 2-2 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 y 
 
 
 Inches 
 
 In. 
 
 Lbs. 
 
 In.2 
 
 In.* 
 
 In. 
 
 In.s 
 
 In. 
 
 In* 
 
 In. 
 
 In.8 
 
 In. 
 
 B195 
 
 10 X3J-S 
 
 0.725 
 0.675 
 
 35.2 
 33.2 
 
 10.35 
 9.77 
 
 122.0 
 115.9 
 
 3.43 
 
 3.44 
 
 22.3 
 21.2 
 
 4.53 
 4.52 
 
 6.3 
 5.8 
 
 0.78 
 0.77 
 
 2.3 
 2.1 
 
 0.76 
 0.74 
 
 B196 
 
 10 x3H 
 
 0.625 
 0.575 
 
 31.1 
 29.1 
 
 9.14 
 8.55 
 
 110.4 
 104.3 
 
 3.48 
 3.49 
 
 20.3 
 19.2 
 
 4.56 
 4.56 
 
 5.6 
 
 5.1 
 
 0.78 
 0.77 
 
 2.0 
 1.9 
 
 0.72 
 0.70 
 
 B197 
 (BSBA 18) 
 
 10 x3M 
 
 0.525 
 0.475 
 
 26.9 
 
 24.9 
 
 7.90 
 
 7.32 
 
 98.2 
 92.1 
 
 3.53 
 3.55 
 
 18.3 
 
 17.2 
 
 4.62 
 
 4.63 
 
 4.8 
 4.4 
 
 0.78 
 0.78 
 
 1.7 
 
 1.6 
 
 0.69 
 
 0.68 
 
 B205 
 
 9Hx3K 
 
 0.600 
 0.550 
 
 28.8 
 26.9 
 
 8.47 
 7.91 
 
 93.0 
 
 87.8 
 
 3.32 
 3.33 
 
 17.9 
 16.9 
 
 4.30 
 4.29 
 
 5.3 
 4.9 
 
 0.79 
 0.79 
 
 1.9 
 
 1.8 
 
 0.73 
 0.71 
 
 B206 
 (BSBA 17) 
 
 9Kx3K 
 
 0.500 
 
 0.450 
 
 24.7 
 
 22.8 
 
 7.28 
 6.72 
 
 82.4 
 77.1 
 
 3.37 
 
 3.39 
 
 16.0 
 
 15.1 
 
 4.36 
 
 4.36 
 
 4.6 
 
 4.2 
 
 0.79 
 
 0.79 
 
 1.6 
 
 1.5 
 
 0.69 
 
 0.68 
 
 B201 
 
 9 x3K 
 
 0.675 
 0.625 
 
 30.4 
 28.6 
 
 8.95 
 8.41 
 
 86.3 
 81.8 
 
 3.11 
 3.12 
 
 17.2 
 16.4 
 
 4.00 
 3.98 
 
 5.8 
 5.4 
 
 0.81 
 0.80 
 
 2.1 
 2.0 
 
 0.76 
 0.74 
 
 B202 
 
 9 x3y 2 
 
 0.575 
 0.525 
 
 26.6 
 24.8 
 
 7.82 
 7.29 
 
 77.6 
 73.1 
 
 3.15 
 3.17 
 
 15.6 
 14.8 
 
 4.03 
 4.03 
 
 5.1 
 4.7 
 
 0.81 
 0.80 
 
 1.8 
 
 1.7 
 
 0.73 
 0.71 
 
 B203 
 (BSBA 16) 
 
 9 x3K 
 
 0.475 
 
 0.425 
 
 22.7 
 20.9 
 
 6.68 
 
 6.14 
 
 68.4 
 63.8 
 
 3.20 
 
 3.22 
 
 13.9 
 
 13.1 
 
 4.10 
 4.10 
 
 4.3 
 
 3.9 
 
 0.81 
 
 0.80 
 
 1.5 
 
 1.4 
 
 0.70 
 0.68 
 
 B208 
 
 8^x3H 
 
 0.575 
 0.525 
 
 25.3 
 23.5 
 
 7.43 
 6.92 
 
 65.5 
 61.7 
 
 2.97 
 2.98 
 
 13.8 
 13.0 
 
 3.74 
 3.73 
 
 5.0 
 4.6 
 
 0.82 
 0.82 
 
 1.8 
 1.7 
 
 0.74 
 0.72 
 
 B209 
 (BSBA 14) 
 
 8Hx3^ 
 
 0.475 
 0.425 
 
 21.6 
 19.8 
 
 6.34 
 
 5.83 
 
 57.7 
 53.8 
 
 3.02 
 3.04 
 
 12.3 
 
 11.5 
 
 3.80 
 
 3.80 
 
 4.3 
 
 3.9 
 
 0.82 
 0.82 
 
 1.5 
 
 1.4 
 
 0.71 
 
 0.69 
 
 B211 
 
 8^x3 
 
 0.550 
 0.500 
 
 23.4 
 21.7 
 
 6.89 
 6.39 
 
 60.1 
 56.4 
 
 2.96 
 2.97 
 
 13.1 
 12.3 
 
 3.89 
 3.89 
 
 3.1 
 2.8 
 
 0.67 
 0.66 
 
 1.3 
 1.2 
 
 0.63 
 0.61 
 
 B212" 
 (BSBA 13) 
 
 8^x3 
 
 0.450 
 0.400 
 
 19.8 
 
 18.1 
 
 5.84 
 5.34 
 
 52.7 
 48.9 
 
 3.00 
 3.03 
 
 11.6 
 
 10.8 
 
 3.96 
 
 3.96 
 
 2.6 
 
 2.3 
 
 0.67 
 0.66 
 
 1.1 
 
 0.99 
 
 0.60 
 
 0.58 
 
 Dimensions and properties of the British Standard Sections are indicated in bold type. 
 
 180 
 
ELEMENTS OF SECTIONS 
 
 ELEMENTS OF SHIP BUILDING BULB ANGLES 
 New American Standard Sections — Continued 
 
 2 
 yd 
 
 -x— -4 1 
 
 =4= 
 
 z£> 2 
 
 Section 
 Index 
 
 Size 
 
 Thick- 
 ness 
 of, 
 Web 
 
 Wt. 
 per 
 Foot 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 Axis 1-1 
 
 Axis 2-2 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 y 
 
 Inches 
 
 In. 
 
 Lbs. 
 
 In.2 
 
 In* 
 
 In. 
 
 In.s 
 
 In. 
 
 In.4 
 
 In. 
 
 In." 
 
 In. 
 
 B214 
 
 8 x3J^ 
 
 0.550 
 0.500 
 
 23.2 
 21.6 
 
 6.83 
 6.34 
 
 53.7 
 50.4 
 
 2.81 
 2.82 
 
 11.9 
 11.2 
 
 3.49 
 3.48 
 
 4.8 
 
 4.4 
 
 0.84 
 0.83 
 
 1.7 
 1.6 
 
 0.75 
 0.73 
 
 B215 
 (BSBA12) 
 
 8 x3H 
 
 0.450 
 0.400 
 
 19.6 
 
 18.0 
 
 5.78 
 5.29 
 
 47.1 
 
 43.8 
 
 2.85 
 2.88 
 
 10.6 
 
 9.8 
 
 3.54 
 
 3.54 
 
 4.0 
 
 3.7 
 
 0.84 
 0.83 
 
 1.4 
 
 1.3 
 
 0.71 
 
 0.70 
 
 B217 
 
 8 x3 
 
 0.575 
 0.525 
 
 23.1 
 21.4 
 
 6.78 
 6.31 
 
 52.4 
 49.2 
 
 2.78 
 2.79 
 
 12.0 
 11.3 
 
 3.64 
 3.63 
 
 3.2 
 2.9 
 
 0.69 
 0.68 
 
 1.3 
 1.2 
 
 0.65 
 0.63 
 
 B218 
 (BSBA 11) 
 
 8 x3 
 
 0.475 
 0.425 
 
 19.6 
 18.0 
 
 5.78 
 5.30 
 
 46.1 
 42.9 
 
 2.82 
 2.84 
 
 10.6 
 10.0 
 
 3.70 
 3.70 
 
 2.7 
 2.4 
 
 0.69 
 0.68 
 
 1.1 
 1.0 
 
 0.62 
 0.60 
 
 B220 
 
 7^x3H 
 
 0.575 
 0.525 
 
 22.8 
 21.2 
 
 6.71 
 6.24 
 
 46.2 
 43.4 
 
 2.63 
 2.64 
 
 10.8 
 10.2 
 
 3.24 
 3.23 
 
 4.9 
 4.5 
 
 0.86 
 6.85 
 
 1.8 
 
 1.7 
 
 0.77 
 0.75 
 
 B221 
 (BSBAIO) 
 
 7^x3^ 
 
 0.475 
 0.425 
 
 19.4 
 17.8 
 
 5.70 
 5.24 
 
 40.6 
 37.8 
 
 2.67 
 2.69 
 
 9.6 
 9.0 
 
 3.29 
 3.29 
 
 4.2 
 3.8 
 
 0.85 
 0.85 
 
 1.5 
 1.4 
 
 0.73 
 0.72 
 
 B223 
 
 7*^x3 
 
 0.525 
 0.475 
 
 20.3 
 18.8 
 
 5.98 
 5.53 
 
 41.0 
 38.4 
 
 2.62 
 2.63 
 
 9.9 
 9.3 
 
 3.36 
 3.35 
 
 2.9 
 2.6 
 
 0.69 
 0.69 
 
 1.2 
 1.1 
 
 0.64 
 0.62 
 
 B224 
 (BSBA 9) 
 
 7^x3 
 
 0.425 
 
 0.375 
 
 17.1 
 
 15.6 
 
 5.02 
 
 4.57 
 
 35.7 
 33.1 
 
 2.67 
 
 2.69 
 
 8.8 
 8.2 
 
 3.42 
 
 3.42 
 
 2.4 
 
 2.2 
 
 0.69 
 
 0.69 
 
 1.0 
 
 0.92 
 
 0.61 
 
 0.60 
 
 B226 
 
 7 sZM. 
 
 0.525 
 0.475 
 
 20.0 
 18.6 
 
 5.90 
 5.46 
 
 35.5 
 33.2 
 
 2.45 
 2.47 
 
 '8.8 
 8.2 
 
 2.95 
 2.94 
 
 4.5 
 4.1 
 
 0.87 
 0.88 
 
 1.6 
 1.5 
 
 0.77 
 0.75 
 
 B227 
 (BSBA 8) 
 
 7 x3H 
 
 0.425 
 0.375 
 
 16.8 
 15.3 
 
 4.94 
 
 4.50 
 
 30.9 
 
 28.6 
 
 2.50 
 
 2.52 
 
 7.7 
 7.2 
 
 3.00 
 
 2.99 
 
 3.7 
 
 3.4 
 
 0.87 
 
 0.87 
 
 1.4 
 
 1.2 
 
 0.74 
 
 0.72 
 
 B229 
 
 7 x3 
 
 0.500 
 0.450 
 
 18.4 
 16.9 
 
 5.41 
 4.98 
 
 32.5 
 30.3 
 
 2.45 
 2.46 
 
 8.3 
 
 7.8 
 
 3.09 
 3.08 
 
 •2.7 
 2.5 
 
 0.71 
 0.70 
 
 1.3 
 1.2 
 
 0.65 
 0.63 
 
 B230 
 (BSBA 7) 
 
 7 x3 
 
 0.400 
 
 0.350 
 
 15.3 
 
 13.9 
 
 4.50 
 
 4.07 
 
 28.1 
 25.9 
 
 2.50 
 2.52 
 
 7.3 
 
 6.7 
 
 3.14 
 
 3.14 
 
 2.3 
 
 2.0 
 
 0.71 
 
 0.70 
 
 1.1 
 
 1.0 
 
 0.61 
 
 0.60 
 
 Dimensions and properties of the British Standard Sections are 
 
 indicated in b 
 
 old type. 
 
 
CARNEGIE STEEL COMPANY 
 
 ELEMENTS OF SHIP BUILDING BULB ANGLES 
 New American Standard Sections — Concluded 
 
 =£)* 
 
 
 ! Size 
 
 Thick- 
 ness 
 of 
 Web' 
 
 wt. 
 
 per 
 Foot 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 1 Axis 1-1 
 
 Axis 2-2 
 
 Section 
 Index 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 y 
 
 
 Inches 
 
 In. 
 
 Lbs. 
 
 In.2 
 
 In.* 
 
 In. 
 
 In.8 
 
 In. 
 
 In* 
 
 In. 
 
 Tn. s 
 
 In. 
 
 B233 
 (BSBA 6) 
 
 6^x3K 
 
 0.400 
 0.350 
 
 15.0 
 13.6 
 
 4.42 
 4.01 
 
 23.9 
 
 22.1 
 
 2.33 
 
 2.35 
 
 6.3 
 
 5.9 
 
 2.72 
 
 2.71 
 
 3.5 
 
 3.1 
 
 0.89 
 
 0.89 
 
 1.3 
 
 1.2 
 
 0.75 
 0.73 
 
 B236 
 (BSBA 5) 
 
 6^x3 
 
 0.425 
 0.37S 
 0.350 
 
 15.0 
 13.6 
 
 12.9 
 
 4.40 
 4.00 
 3.80 
 
 23.5 
 21.7 
 
 20.8 
 
 2.31 
 2.33 
 
 2.34 
 
 6.4 
 6.0 
 
 5.7 
 
 2.87 
 2.87 
 2.86 
 
 2.3 
 2.1 
 2.0 
 
 0.73 
 0.72 
 0.72- 
 
 0.97 
 0.88 
 0.84 
 
 0.64 
 0.62 
 0.61 
 
 *Uoyd 
 
 sZVi 
 
 0.475 
 0.425 
 
 16.4 
 14.8 
 
 4.82 
 4.34 
 
 21.4 
 19.9 
 
 2.11 
 2.14 
 
 6.0 
 5.6 
 
 2.44 
 2.49 
 
 4.0 
 3.6 
 
 0.91 
 0.92 
 
 1.5 
 1.3 
 
 0.80 
 0.78 
 
 *Lloyd 
 
 6 x3^ 
 
 0.375 
 
 0.350 
 
 13.4 
 
 12.8 
 
 3.95 
 
 3.76 
 
 18.4 
 
 17.6 
 
 2.16 
 
 2.17 
 
 5.2 
 
 5.0 
 
 2.49 
 
 2.48 
 
 3.3 
 
 3.1 
 
 0.91 
 
 0.91 
 
 1.2 
 
 1.1 
 
 0.76 
 
 0.76 
 
 B241 
 
 6 x3 
 
 0.525 
 0.475 
 
 16.8 
 15.6 
 
 4.95 
 4.58 
 
 21.7 
 20.2 
 
 2.09 
 2.10 
 
 6.3 
 5.9 
 
 2.56 
 2.55 
 
 2.8 
 2.5 
 
 0.75 
 
 0.74 
 
 1.2 
 1.1 
 
 0.69 
 0.67 
 
 B242 
 (BSBA 4) 
 
 6 x3 
 
 0.425 
 0.375 
 0.350 
 
 14.1 
 12.8 
 12.2 
 
 4.14 
 3.76 
 3.58 
 
 18.8 
 17.4 
 16.6 
 
 2.13 
 2.15 
 
 2.16 
 
 5.5 
 5.1 
 4.9 
 
 2.60 
 2.60 
 2-59 
 
 2.3. 
 2.1 
 1.9 
 
 0.75 
 0.74 
 
 0.74 
 
 0.96 
 0.87 
 0.83 
 
 0.66 
 0.64 
 0.63 
 
 B244 
 
 5^x3 
 
 0.500 
 0.450 
 
 15.1 
 13.9 
 
 4.45 
 4.10 
 
 16.5 
 15.3 
 
 1.92 
 1.93 
 
 5.1 
 4.8 
 
 2.31 
 2.30 
 
 2.6 
 2.4 
 
 0.76 
 0.76 
 
 1.1 
 1.0 
 
 0.71 
 0.69 
 
 B245 
 (BSBA 3J 
 
 5Hx3 
 
 0.400 
 0.350 
 0.325 
 
 12.5 
 11.3 
 
 10.7 
 
 3.68 
 3.33 
 3.16 
 
 14.2 
 13.0 
 12.5 
 
 1.96 
 1.98 
 1.99 
 
 4.5 
 4.1 
 
 4.0 
 
 2.35 
 2.35 
 2.34 
 
 2.1 
 1.9 
 
 1.8 
 
 0.76 
 0.76 
 0.75 
 
 0.90 
 0.81 
 0.77 
 
 0.67 
 0.65 
 
 0.64 
 
 B 251 
 (BSBA 2) 
 
 5 x2>£ 
 
 0.375 
 0.325 
 0.300 
 
 10.4 
 9.3 
 
 8.8 
 
 3.06 
 2.74 
 2.59 
 
 9.7 
 8.8 
 8.4 
 
 ( 1.78 
 1.79 
 1.80 
 
 3.4 
 3.1 
 
 3.0 
 
 2.20 
 2.19 
 
 2.19 
 
 1.2 
 1.0 
 
 0.95 
 
 0.62 
 0.61 
 
 0.61 
 
 0.58 
 0.52 
 0.49 
 
 0.56 
 0.54 
 0.53 
 
 *Lloyd sections, rolled bjr Pencoyd Iron Works (Pencoyd 60A). 
 Dimensions and properties of British Standard Sections are indicated in bold type. 
 
ELEMENTS OF SECTIONS 
 
 ELEMENTS OF SHIP BUILDING BULB ANGLES 
 Miscellaneous Sections 
 
 2 
 
 — x 41 
 
 -4=^¥ 
 
 
 Size 
 
 Thick- 
 ness 
 of 
 Web 
 
 Wt. 
 per 
 Foot 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 Axis 1-1 
 
 Axis 2-2 
 
 Section 
 Index 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r' 
 
 S 
 
 y 
 
 
 Inches 
 
 In. 
 
 Lbs. 
 
 In.* 
 
 In.* 
 
 In. 
 
 In.* 
 
 In. 
 
 In.* 
 
 In. 
 
 In.a 
 
 In. 
 
 B 143 
 
 5 x2H 
 
 0.240 
 
 8.3 
 
 2.44 
 
 8.6 
 
 1.89 
 
 3.4 
 
 2.41 
 
 0.91 
 
 0.61 
 
 0.47 
 
 0.55 
 
 B 144 
 
 4>^x2Ji 
 
 0.220 
 
 6.7 
 
 1.95 
 
 5.6 
 
 1.69 
 
 2.4 
 
 2.12 
 
 0.60 
 
 0.56 
 
 0.34 
 
 0.50 
 
 B 145 
 
 3x2 
 
 0.190 
 
 3.60 
 
 1.08 
 
 1.3 
 
 1.09 
 
 0.74 
 
 1.24 
 
 0.31 
 
 0.54 
 
 0.20 
 
 0.45 
 
 B 146 
 
 3x1% 
 
 0.160 
 
 3.25 
 
 0.97 
 
 1.2 
 
 1.13 
 
 0.72 
 
 1.31 
 
 0.21 
 
 0.47 
 
 0.16 0.41 
 
 B 147 
 
 2Xxiy 2 
 
 0.150 
 
 2.66 
 
 0.84 
 
 0.74 
 
 0.94 
 
 0.55 
 
 1.17 
 
 0,12 
 
 0.38 
 
 0.11 0.36 
 
 ELEMENTS OF CAR BUILDING BULB ANGLES 
 
 •- .--x-'Y 
 
 /¥ 
 
 t . 
 
 Size 
 
 Thick- 
 ness 
 of 
 Web 
 
 Wt. 
 per 
 Foot 
 
 Area 
 of 
 Sec- 
 tion 
 
 Axis 1-1 
 
 Axis 2-2 
 
 Section 
 ' Index 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 ■y 
 
 
 Inches 
 
 In. 
 
 Lbs. 
 
 In.2 
 
 In.* 
 
 In. 
 
 In.s 
 
 'Cn. 
 
 In.* 
 
 In. 
 
 In.s 
 
 In. 
 
 B 125 
 
 5 x4H 
 
 0.438 
 
 19.3 
 
 5.66 
 
 20.8 
 
 1.91 
 
 7.9 
 
 2.39 
 
 7.9 
 
 1.18 
 
 2.4 
 
 1.23 
 
 B 124 
 
 5 x3H 
 
 0.375 
 
 13.2 
 
 3.82 
 
 13.5 
 
 1.88 
 
 4.9 
 
 2.22 
 
 3.3 
 
 0.92 
 
 1.2 
 
 0.86 
 
 B 122 
 
 4 -x 3iM 
 
 0.500 
 
 14.3 
 
 4.21 
 
 8.7 
 
 1.44 
 
 3.7 
 
 1.65 
 
 3.9 
 
 0.96 
 
 1.5 
 
 0.99 
 
 B 123 
 
 1 s3« 
 
 0.375 
 
 11.9 
 
 3.48 
 
 7.9 
 
 1.50 
 
 3.5 
 
 1.77 
 
 3.1 
 
 0.94 
 
 1.2 
 
 0.94 
 
 183 
 

 
 CARNEGIE 
 
 STEEL COMPANY 
 
 
 
 ELEMENTS OF 
 
 EQUAL ANGLES 
 
 
 
 
 8 
 \ 
 
 2- — 
 
 
 c 
 
 
 
 t 2 
 
 
 
 
 
 
 
 \ 
 
 N 
 
 i 
 
 
 
 
 
 
 1 
 
 \z 
 
 
 
 Weight 
 
 Area 
 
 
 Axis 1-1 and Axis 2-5 
 
 
 Axis 3-3 
 
 Section 
 Index 
 
 Sue 
 
 per 
 Foot 
 
 of 
 Section 
 
 
 
 
 
 
 I 
 
 r 
 
 S 
 
 x 
 
 r min. 
 
 Inches 
 
 Pounds 
 
 In.2 
 
 In* 
 
 In. 
 
 In.s 
 
 In. 
 
 In. 
 
 A 113 
 
 8x8 xlH 
 
 56.9 
 
 16.73 
 
 98.0 
 
 2.42 
 
 17.5 
 
 2.41 
 
 1.55 
 
 A 112 
 
 8x8 xlA 
 
 54.0 
 
 15.87 
 
 93.5 
 
 2.43 
 
 16.7 
 
 2.39 
 
 1.56 
 
 Alll 
 
 8x8x1 
 
 51.0 
 
 15.00 
 
 89.0 
 
 2.44 
 
 15.8 
 
 2.37 
 
 1.56 
 
 A110 
 
 8 x 8 x i% 
 
 48.1 
 
 14.12 
 
 84.3 
 
 2.44 
 
 14.9 
 
 2.34 
 
 1.56 
 
 A 109 
 
 8 x 8 x y s 
 
 45.0 
 
 J3.23 
 12.34. 
 
 79.6 
 
 2.45 
 
 14.0 
 
 2.32 
 
 1.56 
 
 A 108 
 
 8 X 8 x j;i 
 
 42.0 
 
 74.7 
 
 2.46 
 
 13.1 
 
 2.30 
 
 1.57 • 
 
 A 107 
 
 8 x 8 x M 
 
 38.9 
 
 11.44 
 
 69.7 
 
 2.47 
 
 12.2 
 
 2.28 
 
 1.57 
 
 A 106 
 
 8 x 8 x H 
 
 35.8 
 
 10.53 
 
 64.6 
 
 2.48 
 
 11.2 
 
 2.25 
 
 1.58 
 
 A 105 
 
 8 x 8 x % 
 
 32.7 
 
 9.61 
 
 59.4 
 
 2.49 
 
 10.3 
 
 2.23 
 
 1.58 
 
 A 104 
 
 8 x 8 x A 
 
 29.6 
 
 8.68 
 
 54.1 
 
 2.50 
 
 9.3 
 
 2.21 
 
 1.58 
 
 A 103 
 
 8 x 8 x H 
 
 26.4 
 
 7.75 
 
 48.6 
 
 2.51 
 
 8.4 
 
 2.19 
 
 1.58 
 
 A 86 
 
 6x6x1 
 
 37.4 
 
 11.00 
 
 35.5 
 
 1.80 
 
 8.6 
 
 1.86 
 
 1.16 
 
 A 87 
 
 6 x 6 x H 
 
 35.3 
 
 10.37 
 
 33.7 
 
 1.80 
 
 8.1 
 
 1.84 
 
 1.16 
 
 A 1 
 
 6 x 6 x % 
 
 33.1 
 
 9.73 
 
 31.9 
 
 1.81 
 
 7.6 
 
 1.82 
 
 1.17 
 
 A 2 
 
 6 x 6 x i| 
 
 31.0 
 
 9.09 
 
 30.1 
 
 i:82 
 
 7.2 
 
 1.80 
 
 1.17 
 
 A 3 
 
 6 x 6 x % 
 
 28.7 
 
 8.44 
 
 28.2 
 
 1.83 
 
 6.7 
 
 1.78 
 
 1.17 
 
 A 4 
 
 6 x 6 x H 
 
 26.5 
 
 7.78 
 
 26.2 
 
 1.83 
 
 6.2 
 
 1.75 
 
 1.17 
 
 A 5 
 
 6 x 6 x % 
 
 24.2 
 
 7.11 
 
 24.2 
 
 1.84 
 
 5.7 
 
 1.73 
 
 1.17 
 
 A 6 
 
 6 x 6 x A 
 
 21.9 
 
 6.43 
 
 22.1 
 
 1.85 
 
 5.1 
 
 1.71 
 
 1.18 
 
 A 7 
 
 6 x 6 x yi 
 
 19.6 
 
 5.75 
 
 19.9 
 
 1.86 
 
 4.6 
 
 1.68. 
 
 1.18 
 
 A 8 
 
 6x6 x ft 
 
 17.2 
 
 5.06 
 
 17.7 
 
 1.87 
 
 4.1 
 
 1.66 
 
 1.19 
 
 A 88 
 
 6 x 6 x y % 
 
 14.9 
 
 4.36 
 
 15.4 
 
 1.88 
 
 3.5 
 
 1.64 
 
 1.19 
 
 A 94 
 
 5x5x1 
 
 30.6 
 
 9.00 
 
 19.6 
 
 1.48 
 
 5.8 
 
 1.61 
 
 0.96 
 
 A 95 
 
 5 x 5 x \\ 
 
 28.9 
 
 8.50 
 
 18.7 
 
 1.48 
 
 5.5 
 
 1.59 
 
 0.96 
 
 A 9 
 
 5 x 5 x % 
 
 27.2 
 
 7.98 
 
 17.8 
 
 1.49 
 
 5.2 
 
 1.57 
 
 0.96 
 
 A 10 
 
 5 x 5 x \i 
 
 25.4 
 
 7.47 
 
 16.8 
 
 1.50 
 
 4.9 
 
 1.55 
 
 0.97 
 
 A 11 
 
 5 x 5 x %. 
 
 23.6 
 
 6.94 
 
 15.7 
 
 1.50 
 
 4.5 
 
 1.52 
 
 0.97 
 
 A 12 
 
 5 x 5 x M 
 5 x 5 x % 
 
 21.8 
 
 6.40 
 
 14.7 
 
 1.51 
 
 4.2 
 
 1.50 
 
 0.97 
 
 A 13 
 
 20.0 
 
 5.86 
 
 13.6 
 
 1.52 
 
 3.9 
 
 1.48 
 
 0.97 
 
 A 14 
 
 5x5 x ft 
 
 18.1 
 
 5.31 
 
 12.4 
 
 1.53 
 
 3.5 
 
 1.46 
 
 0.98 
 
 A 15 
 
 5 x 5 x yl 
 
 16.2 
 
 4.75 
 
 11.3 
 
 1.54 
 
 3.2 
 
 1.43 
 
 0.98 
 
 A 16 
 
 5x5 x ft 
 
 14.3 
 
 4.18 
 
 10.0 
 
 1.55 
 
 2.8 
 
 1.41 
 
 0.98 
 
 A 17 
 
 5 x 5 x M 
 
 12.3 
 
 3.61 
 
 8.7 
 
 1.56 
 
 2.4 
 
 1.39 
 
 0.99 
 
 A 18 
 
 4 x 4 x \\ 
 
 19.9 
 
 5.84 
 
 8.1 
 
 1.18 
 
 3.0 
 
 1.29 
 
 0.77 
 
 A 19 
 
 4 x 4 x % 
 
 18.5 
 
 5:44 
 
 7.7 
 
 1.19 
 
 2.8 
 
 1.27 
 
 0.77 
 
 A 20 
 
 4 x 4 x H 
 
 17,1 
 
 5.03 
 
 7.2 
 
 1.19 
 
 2.6 
 
 1.25 
 
 0.77 
 
 A 21 
 
 4 x 4 x j| 
 
 15.7 
 
 4.61 
 
 6.7 
 
 1.20 
 
 2.4 
 
 1.23 
 
 0.77 
 
 A 22 
 
 4x4 x ft 
 
 14.3 
 
 4.18 
 
 6.1 
 
 1.21 
 
 2.2 
 
 1.21 
 
 0.78 
 
 A 23 
 
 4 x 4 x ^ 
 
 12.8 
 
 3.75 
 
 5.6 
 
 1.22 
 
 2.0 
 
 1.18 
 
 0.78 
 
 A 24 
 
 4 x 4 x ft 
 
 11.3 
 
 3.31 
 
 5.0 
 
 1.23 
 
 1.8 
 
 1.16 
 
 0.78 
 
 A 25 
 
 4 x 4 x % 
 
 9.8 
 
 2.86 
 
 4.4 
 
 ■1.23 
 
 1.5 
 
 1.14 
 
 0.79 
 
 A 90 
 
 4x4 x ft 
 
 8.2 
 
 2.40 
 
 3.7 
 
 1.24 
 
 1.3 
 
 1.12 
 
 0.79 
 
 A 284 4 x 4 x % 
 
 6.6 
 
 1.94 
 
 3.0 
 
 1.25 
 
 1.0 
 
 1.09 
 
 0.79 
 
 184 
 

 
 ELEMENTS 
 
 OF SECTIONS 
 
 
 -A - 
 
 
 ELEMENTS OF EQUAL ANGLES- 
 
 *X-*|1 
 
 3, : 
 \ 
 
 —Concluded 
 
 
 
 * 
 
 US 
 
 " 
 
 s — & 
 c 
 
 *• 
 
 
 
 
 V 
 
 "^ 
 
 
 !i 
 
 S 
 
 
 
 Weight 
 
 Area 
 
 Axis 1-1 and Axis 2-2 
 
 
 Axis 3-3 
 
 Section 
 Index 
 
 Size 
 
 per 
 Foot 
 
 of 
 Section 
 
 
 
 
 
 
 I 
 
 r 
 
 s 
 
 X 
 
 r min. 
 
 Inches 
 
 Pounds 
 
 In.2 
 
 In.* 
 
 In. 
 
 In.s 
 
 In. 
 
 In. 
 
 A 26 
 
 3J^x3Hx}S 
 
 17.1 
 
 5.03 
 
 5.3 
 
 1.62 
 
 2.3 
 
 1.17 
 
 0.67 
 
 A 27 
 
 3^x3^x% 
 
 16.0 
 
 4.69 
 
 5.0 
 
 1.03 
 
 2.1 
 
 1.15 
 
 0.67 
 
 A 28 
 
 3Hx3MxH 
 
 14.8 
 
 4.34 
 
 4.7 
 
 1.04 
 
 2.0 
 
 1.12 
 
 0.67 
 
 A 29 
 
 3^x3J$xM 
 
 13.6 
 
 3.98 
 
 4.3 
 
 1.04 
 
 1.8 
 
 1.10 
 
 0.68 
 
 A 30 
 
 3^x3Mxi\ 
 
 12.4 
 
 3.62 
 
 4.0 
 
 1.05 
 
 1.6 
 
 1.08 - 
 
 0.68 
 
 A 31 
 
 3Mx3HxJ4 
 
 11.1 
 
 3.25 
 
 3.6 
 
 1.06 
 
 1.5 
 
 1.06 
 
 0.68 
 
 A 32 
 
 3«x3«xA 
 
 9.8 
 
 2.87 
 
 3.3 
 
 1.07 
 
 1.3 
 
 1.04 
 
 0.68 
 
 A 33 
 
 3Hx3Mxj| 
 
 8.5 
 
 2.48 
 
 2.9 
 
 1.07 
 
 1.2 
 
 1.01 
 
 0.69 
 
 A 99 
 
 3H x 3H x A 
 
 7.2 
 
 2.09 
 
 2.5 
 
 1.08 
 
 0.98 
 
 0.99 
 
 0.69 
 
 A 285 
 
 3^x3^xJ£ 
 
 5.8 
 
 1.69 
 
 2.0 
 
 1.09 
 
 0.79 
 
 0.97 
 
 0.69 
 
 A 34 
 
 3 x 3 x% 
 
 11.5 
 
 3.36 
 
 2.6 
 
 0.88 
 
 1.3 
 
 0.98 
 
 0.57 
 
 A 35 
 
 3 X 3 x/j 
 
 10.4 
 
 3.06 
 
 2.4 
 
 0.89 
 
 1.2 
 
 0.95 
 
 0.58 
 
 A 36 
 
 3x3 x'2 
 
 9.4 
 
 2.75 
 
 2.2 
 
 0.90 
 
 1.1 
 
 0.93 
 
 0.58 
 
 A 37 
 
 3 X 3 Xt 7 , 
 
 3 x 3 x% 
 
 8.3 
 
 2.43 
 
 2.0 
 
 0.91 
 
 0.95 
 
 0.91 
 
 0.58 
 
 A 38 
 
 7.2 
 
 2.11 
 
 1.8 
 
 0.91 
 
 0.83 
 
 0.89 
 
 0.58 
 
 A 39 
 
 3 x 3 xA 
 
 6.1 
 
 1.78 
 
 1.5 
 
 0.92 
 
 0.71 
 
 0.87 
 
 0.59 
 
 A 40 
 
 3x3 xK 
 
 4.9 
 
 1.44 
 
 1.2 
 
 0.93 
 
 0.58 
 
 0.84 
 
 0.59 
 
 A 46 
 
 2H x 2)4 x H 
 
 7.7 
 
 2.25 
 
 1.2 
 
 0.74 
 
 0.73 
 
 0.81 
 
 0.47 
 
 A 47 
 
 2^x2HxA 
 
 6.8 
 
 2.00 
 
 1.1 
 
 0.75 
 
 0.65 
 
 0.78 
 
 0.48 
 
 A 48 
 
 2^x2J^xM 
 
 5.9 
 
 1.73 
 
 0.98 
 
 0.75 
 
 0.57 
 
 0.76 
 
 0.48 
 
 A 49 
 
 2Hx2Kx T 8 , 
 
 5.0 
 
 1.47 
 
 0.85 
 
 0.76 
 
 0.48 
 
 0.74 
 
 0.49 
 
 A 50 
 
 2)^x2MxJ£ 
 
 4.1 
 
 1.19 
 
 0.70 
 
 0.77 
 
 0.39 
 
 0.72 
 
 0.49 
 
 A 100 
 
 2Mx2^x A 
 
 3.07 
 
 0.90 
 
 0.55 
 
 0.78 
 
 0.30 
 
 0.69 
 
 0.49 
 
 'A 504 
 
 2^x2^xH 
 
 2.08 
 
 0.61 
 
 0.38 
 
 0.79 
 
 0.20 
 
 ' 0.67 
 
 0.50 
 
 A 56 
 
 2 x 2 xA 
 
 5.3 
 
 1.56 
 
 0.54 
 
 0.59 
 
 0.40 
 
 0.66 
 
 0.39 
 
 A 57 
 
 2 x 2 x% 
 
 4.7 
 
 1.36 
 
 0.48 
 
 0.59 
 
 0.35 
 
 0.64 
 
 0.39 
 
 A 58 
 
 2 x 2 xA 
 
 3.92 
 
 1.15 
 
 0.42 
 
 0.60 
 
 0.30 
 
 0.61 
 
 0.39 
 
 A 59 
 
 2x2 xK 
 
 3.19 
 
 0.94 
 
 0.35 
 
 0.61 
 
 0.25 
 
 0.59 
 
 0.39 
 
 A 60 
 
 2 x 2 xA 
 
 2.44 
 
 0.71 
 
 0.28 
 
 0.62 
 
 0.19 
 
 0.57 
 
 0.40 
 
 A 506 
 
 2x2 sH 
 
 1.65 
 
 0.48 
 
 0..19 
 
 0.63 
 
 0.13 
 
 0.55 
 
 0.40 
 
 A 61 
 
 lMxlKx A 
 
 4.6 
 
 1.34 
 
 0.35 
 
 0.51 
 
 0.30 
 
 0.59 
 
 0.33 
 
 A 62 
 
 l^Xl^X^ 
 
 3.99 
 
 1.17 
 
 0.31 
 
 0.51 
 
 0.26 
 
 0.57 
 
 0.34 
 
 A 63 
 
 l^xlMxA 
 
 3.39 
 
 1.0b 
 
 0.27 
 
 0.52 
 
 0.23 
 
 0.55 
 
 0.34 
 
 A 64 
 
 l^xlMxM 
 
 2.77 
 
 0.81 
 
 0.23 
 
 0.53 
 
 0.19 
 
 0.53 
 
 0.34 
 
 A 65 
 
 WilMxA 
 
 2.12 
 
 0.62 
 
 0.18 
 
 0.54 
 
 0.14 
 
 0.51 
 
 0.35 
 
 A 507 
 
 lMxiMxJI 
 
 1.44 
 
 0.42 
 
 0.13 
 
 0.55 
 
 0.10 
 
 0.48 
 
 0.35 
 
 A 66 
 
 l^xlMx^ 
 
 3.35 
 
 0.98 
 
 , 0.19 
 
 0.44 
 
 0.19 
 
 «.51 
 
 0.29 
 
 A 67 
 
 1}| x 1)| x A 
 
 2.86 
 
 0.84 
 
 0.16 
 
 0.44 
 
 0.16 
 
 0.49 
 
 0.29 
 
 A 68 
 
 13^xl}f x M 
 
 2.34 
 
 0.69 
 
 0.14 
 
 0.45 
 
 0.13 
 
 0.47 
 
 0.29 
 
 A 69 
 
 l^xlKxA 
 
 1.80 
 
 0.53 
 
 0.11 
 
 0.46 
 
 0.10 
 
 0.44 
 
 0.29 
 
 A 102 
 
 Wxl^xX 
 
 1.23 
 
 0.36 
 
 0.08 
 
 0.46 
 
 0.07 
 
 0.42 
 
 0.30 
 
 A 70 
 
 lVxlJixA 
 lMxlMxJi 
 IMxIKxA 
 lJixlj|xH 
 
 2.33 
 
 0.68 
 
 0.09 
 
 0.36 
 
 0.11 
 
 0.42 
 
 0.24 
 
 A 71 
 
 1.92 
 
 0.56 
 
 0.08 
 
 0.37 
 
 0.09 
 
 0.40 
 
 0.24 
 
 A 72 
 
 1.48 
 
 0.43 
 
 0.06 
 
 0.38 
 
 0.07 
 
 0.38 
 
 0.24 
 
 A 73 
 
 1.01 
 
 0.30 
 
 0.04 
 
 0.38 
 
 0.05 
 
 0.35 
 
 0.25 
 
 A 78 
 
 l x l iM 
 
 1.49 
 
 0.44 
 
 0.04 
 
 0.29 
 
 0.06 
 
 0.34 
 
 0.19 
 
 A 79 
 
 1 x 1 iA 
 
 1.16 
 
 0.34 
 
 0.03 
 
 0.30 
 
 0.04 
 
 0.32 
 
 0.19 
 
 A 80 
 
 1 x 1 x'H 
 
 0.80 0.23 
 
 0.02 
 
 0.31 
 
 0.03 
 
 0.30 
 
 1 0.19 
 
 185 
 
CARNEGIE STEEL COMPANY 
 
 ELEMENTS OF UNEQUAL ANGLES 
 
 "1 
 
 —r-2 
 
 y 
 
 :i "-3 
 
 
 
 Weight 
 
 Area 
 of 
 
 Axis 1-1 
 
 Axis 2-2 
 
 Axis 
 3-3 
 
 
 Size 
 
 per 
 Foot 
 
 Sec- 
 tion 
 
 
 
 
 Section 
 Index 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 y 
 
 rmin. 
 
 . 
 
 Inches 
 
 Lbs. 
 
 In.2 
 
 In.4 
 
 In. 
 
 In.» 
 
 In. 
 
 In.* 
 
 In. 
 
 In." 
 
 In. 
 
 In. 
 
 A 138 
 
 8x6x1 
 
 44.2 
 
 13.00 
 
 80.8 
 
 2.49 
 
 15.1 
 
 2.65 
 
 38.8 
 
 1.73 
 
 8.9 
 
 1.65 
 
 1.28 
 
 A 137 
 
 8 X 6 x }A 
 8x 6 xy a 
 8 x 6 x if 
 
 41.7 
 
 12.25 
 
 76.6 
 
 2.50 
 
 14.3 
 
 2.63 
 
 36.8 
 
 1.73 
 
 8.4 
 
 1.63 
 
 1.28 
 
 A 136 
 
 39.1 
 
 11.48 
 
 72.3 
 
 2.51 
 
 13.4 
 
 2.61 
 
 34.9 
 
 1.74 
 
 7.9 
 
 1.61 
 
 1.28 
 
 A 135 
 
 36.5 
 
 10.72 
 
 67.9 
 
 2.52 
 
 12.5 
 
 2.59 
 
 32.8 
 
 1.75 
 
 7.4 
 
 1.59 
 
 1.29 
 
 A 134 
 
 8x 6 ' x M 
 8 x 6 x i| 
 
 33.8 
 
 9.94 
 
 63.4 
 
 2.53 
 
 11.7 
 
 2.56 
 
 30.7 
 
 1.76 
 
 6.9 
 
 1.56 
 
 1.29 
 
 A 133 
 
 31.2 
 
 9.15 
 
 58.8 
 
 2.54 
 
 10.8 
 
 2.54 
 
 28.6 
 
 1.77 
 
 6.4 
 
 1.54 
 
 1.29 
 
 A 132 
 
 8x 6 x% 
 
 28.5 
 
 8.36 
 
 54.1 
 
 2.54 
 
 9.9 
 
 2.52 
 
 26.3 
 
 1.77 
 
 5.9 
 
 1.52 
 
 1.30 
 
 A 131 
 
 8x 6 x A 
 
 25.7 
 
 7.56 
 
 49.3 
 
 2.55 
 
 8.9 
 
 2.50 
 
 24.0 
 
 1.78 
 
 5.3 
 
 1.50 
 
 1.30 
 
 A 130 
 
 8x 6 x}4 
 
 23.0 
 
 6.75 
 
 44.3 
 
 2.56 
 
 8.0 
 
 2.47 
 
 21.7 
 
 1.79 
 
 4.8 
 
 1.47 
 
 1.30 
 
 A 139 
 
 8x 6 lA 
 
 20.2 
 
 5.93 
 
 39.2 
 
 2.57 
 
 7.1 
 
 2.45 
 
 19.3 
 
 1.80 
 
 4.2 
 
 1.45 
 
 1.30 
 
 A 320 
 
 8 x 3H x 1 
 
 35.7 
 
 10.50 
 
 66.2 
 
 2.51 
 
 13.7 
 
 3.17 
 
 7.8 
 
 0.86 
 
 3.0 
 
 0.92 
 
 0.73 
 
 A 321 
 
 3x314 x 11 
 
 33.7 
 
 9.90 
 
 62.9 
 
 2.52 
 
 12.9 
 
 3.14 
 
 7.4 
 
 0.87 
 
 2.9 
 
 0.89 
 
 0.73 
 
 A 322- 
 
 8 x syi x y% 
 
 31.7 
 
 9.30 
 
 59.4 
 
 2.53 
 
 12.2 
 
 3.12 
 
 7.1 
 
 0.87 
 
 2.7 
 
 0.87 
 
 0.73 
 
 A32S 
 
 8 x 3H x K 
 
 29.6 
 
 8.68 
 
 55.9 
 
 2.54 
 
 11.4 
 
 3.10 
 
 6.7 
 
 0.88 
 
 2.5 
 
 0.85 
 
 0.73 
 
 A 324 
 
 8 x 3H X % 
 
 27.5 
 
 8.06 
 
 52.3 
 
 2.55 
 
 10.6 
 
 3.07 
 
 6.3 
 
 0.88 
 
 2.3 
 
 0.82 
 
 0.73 
 
 A 325 
 
 8 x 3H x H 
 
 25.3 
 
 7.43 
 
 48.5 
 
 2.56 
 
 9.8 
 
 3.05 
 
 5.9 
 
 0.89 
 
 2.2 
 
 0.80 
 
 0.73 
 
 A 326 
 
 8x3H s« 
 
 23.2 
 
 6.80 
 
 44.7 
 
 2.57 
 
 9.0 
 
 3.03 
 
 5.4 
 
 0.90 
 
 2.0 
 
 0.78 
 
 0.74 
 
 A 327 
 
 8 X 3)4 x ft 
 
 21.0 
 
 6.15 
 
 40.8 
 
 2.57 
 
 8.2 
 
 3.00 
 
 5.0 
 
 0.90 
 
 1.8 
 
 0.75 
 
 0.74 
 
 A 328 
 
 8x3^xH 
 
 18.7 
 
 5.50 
 
 36.7 
 
 2.58 
 
 7.3 
 
 2.98 
 
 4.5 
 
 0.91 
 
 1.6 
 
 0.73 
 
 0.74 
 
 A 329 
 
 8 x 3H X ft 
 
 16.5 
 
 4.84 
 
 32.5 
 
 2.59 
 
 6.4 
 
 2.95 
 
 4.1 
 
 0.92 
 
 1.5 
 
 0.70 
 
 0.74 
 
 A 150 
 
 7 x 3H x 1 
 
 32.3 
 
 9.50 
 
 45.4 
 
 2.19 
 
 10.6 
 
 2.70 
 
 7.5 
 
 0.89 
 
 3.0 
 
 0.96 
 
 0.74 
 
 A 151 
 
 7x3^x11 
 
 30.5 
 
 8.97 
 
 43.1 
 
 2.19 
 
 10.0 
 
 2.69 
 
 7.2 
 
 0.89 
 
 2.8 
 
 0.94 
 
 0.74 
 
 A 152 
 
 7x3M x% 
 
 28.7 
 
 8.42 
 
 40.8 
 
 2.20 
 
 9.4 
 
 2.66 
 
 6.8 
 
 0.90 
 
 2.6 
 
 0.91 
 
 0.74 
 
 A 153 
 
 7 x 3]4 x H 
 
 26.8 
 
 7.87 
 
 38.4 
 
 2:21 
 
 8.8 
 
 2.64 
 
 6.5 
 
 0.91 
 
 2.5 
 
 0.89 
 
 0.74 
 
 A 154 
 
 7x3iixH 
 
 24.9 
 
 7.31 
 
 36.0 
 
 2.22 
 
 8.2 
 
 2.62 
 
 6.1 
 
 0.91 
 
 2.3 
 
 0.87 
 
 0.74 
 
 A 155 
 
 7x3HxH 
 
 23.0 
 
 6.75 
 
 33.5 
 
 2.23 
 
 7^6 
 7.0 
 
 2.60 
 
 5.7 
 
 0.92 
 
 2.1 
 
 0.85 
 
 0,74 
 
 A 156 
 
 7x3Kx^ 
 
 7 x 3)| x ft 
 
 21.0 
 
 6.17 
 
 30.9 
 
 2.24 
 
 2.57 
 
 5.3 
 
 0.93 
 
 2.0 
 
 0.82 
 
 0.75 
 
 A 157 
 
 19.1 
 
 5.59 
 
 28.2 
 
 2.25 
 
 6.3 
 
 2.55 
 
 4.9 
 
 0.93 
 
 1.8 
 
 0.80 
 
 0.75 
 
 A 158 
 
 7x3J^xM 
 
 17.0 
 
 5.00 
 
 25.4 
 
 2.25 
 
 5.7 
 
 2.53 
 
 4.4 
 
 0.94 
 
 1.6 
 
 0.78 
 
 0.75 
 
 A 159 
 
 7 x 3J<£ X ft 
 
 15.0 
 
 4.40 
 
 22.6 
 
 2.26 
 
 5.0 
 
 2.50 
 
 4.0 
 
 0.95 
 
 1.4 
 
 0.75 
 
 0.76 
 
 A310 
 
 7 x 3}4 x M 
 
 13.0 
 
 3.80 
 
 19.6 
 
 2.27 
 
 4.3 
 
 2.48 
 
 3.5 
 
 0.96 
 
 1.3 
 
 0.73 
 
 0.76 
 
 A 89 
 
 6x4x1 
 
 30.6 
 
 9.00 
 
 30.8 
 
 1.85 
 
 8.0 
 
 2.17 
 
 10.8 
 
 1.09 
 
 3.8 
 
 1.17 
 
 0.85 
 
 A 91 
 
 6x 4 x 18 
 
 28.9 
 
 8.50 
 
 29.3 
 
 1.86 
 
 7.6 
 
 2.14 
 
 10.3 
 
 1.10 
 
 3.6 
 
 1.14 
 
 0.85 
 
 A 160 
 
 Gx 4 xK 
 
 27.2 
 
 7.98 
 
 27.7 
 
 1.86 
 
 7.2 
 
 2.12 
 
 9.8 
 
 1.11 
 
 3.4 
 
 1.12 
 
 0.86 
 
 A161 
 
 6x4 x 13 
 
 25.4 
 
 7.47 
 
 26.1 
 
 1.87 
 
 6.7 
 
 2.10 
 
 9.2 
 
 1.11 
 
 3.2 
 
 1.10 
 
 0.86 
 
 A 162 
 
 6x 4 xji 
 
 23.6 
 
 6.94 
 
 24.5 
 
 1.88 
 
 6.2 
 
 2.08 
 
 8.7 
 
 1.12 
 
 3.0 
 
 1.08 
 
 0.86 
 
 A 163 
 
 6x 4 x{J 
 
 21.8 
 
 6.40 
 
 22.8 
 
 1.89 
 
 5.8 
 
 2.06 
 
 8.1 
 
 1.13 
 
 2.8 
 
 1.06 
 
 0.86 
 
 A 164 
 
 6x 4 x% 
 
 20.0 
 
 5.86 
 
 21.1 
 
 1.90 
 
 5.3 
 
 2.03 
 
 7.5 
 
 1.13 
 
 2.5 
 
 1.03 
 
 0.86 
 
 A 165 
 
 6 x 4 x ft 
 
 18.1 
 
 5.31 
 
 19.3 
 
 1.90 
 
 4.8 
 
 2.01 
 
 6.9 
 
 1.14 
 
 2.3 
 
 1.01 
 
 0.87 
 
 A 166 
 
 6x 4 xM 
 
 16.2 
 
 4.75 
 
 17.4 
 
 1.91 
 
 4.3 
 
 1.99 
 
 6.3 
 
 1.15 
 
 2.1 
 
 0.99 
 
 0.87 
 
 A 167 
 
 6x 4 x ft 
 
 14.3 
 
 4.18 
 
 15.5 
 
 1.92 
 
 3.8 
 
 1.96 
 
 5.6 
 
 1.16 
 
 1.8 
 
 0.96 
 
 0.87 
 
 A 168 
 
 6x 4 x% 
 
 12.3 
 
 3.61 
 
 13.5 
 
 1.93 
 
 3.3 
 
 1.94 
 
 4.9 
 
 1.17 
 
 1.6 
 
 0.94 
 
 0.88 
 
 186 
 
ELEMENTS OF SECTIONS 
 
 ELEMENTS OF UNEQUAL ANGLES— Continued 
 
 
 n 
 
 3^ s 
 2 — -P^ 
 
 
 — !-2 
 
 
 
 
 
 
 "v 
 
 s ? 
 
 
 
 
 Il " 
 
 ^3 
 
 
 
 
 Weight 
 
 Area 
 of 
 
 Axis 1-1 
 
 Axis 2-2 
 
 
 %xiB 
 3-3 
 
 Section 
 Index 
 
 Size 
 
 per 
 Foot 
 
 Sec- 
 tion 
 
 
 
 
 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 y 
 
 rmin. 
 
 Inches 
 
 Lbs. 
 
 In.2 
 
 In* 
 
 In. 
 
 In.» 
 
 In. 
 
 In* 
 
 In. 
 
 In.s 
 
 In. 
 
 In. 
 
 A 92 
 
 6x3)4 
 
 xl 
 
 28.9 
 
 8.50 
 
 29.2 
 
 1.85 
 
 7.8 
 
 2.26 
 
 7.2 
 
 0.92 
 
 2.9 
 
 1.01 
 
 0.74 
 
 A 93 
 
 6x3)4 
 
 x $ 
 
 27.3 
 
 8.03 
 
 27.8 
 
 1.86 
 
 7.4 
 
 2.24 
 
 6.9 
 
 0.93 
 
 2.7 
 
 0.99 
 
 0.74 
 
 A 169 
 
 6x3)3 
 
 25.7 
 
 7.55 
 
 26.4 
 
 1.87 
 
 7.0 
 
 2.22 
 
 6.6 
 
 0.93 
 
 2.6 
 
 0.97 
 
 0.75 
 
 A 170 
 
 6x3M 
 
 x« 
 
 xk 
 
 24.0 
 
 7.06 
 
 24.9 
 
 1.88 
 
 6.6 
 
 2.20 
 
 6.2 
 
 0.94 
 
 2.4 
 
 0.95 
 
 0.75 
 
 A 171 
 
 6x3)4 
 
 22.4 
 
 6.56 
 
 23.3 
 
 1.89 
 
 6.1 
 
 2.18 
 
 5.8 
 
 0.94 
 
 2.3 
 
 0.93 
 
 0.75 
 
 A 172 
 
 6x3*3 
 
 xll 
 
 20.6 
 
 6.06 
 
 21.7 
 
 1.89 
 
 5.6 
 
 2.15 
 
 5.5 
 
 0.95 
 
 2.1 
 
 0.90 
 
 0.75 
 
 A 173 
 
 6x3^ 
 
 18.9 
 
 5.55 
 
 20.1 
 
 1.90 
 
 5.2 
 
 2.13 
 
 5.1 
 
 0.96 
 
 1.9 
 
 0.88 
 
 0.75 
 
 A 174 
 
 6x3)3 
 
 x A 
 
 17.1 
 
 5.03 
 
 18.4 
 
 1.91 
 
 4.7 
 
 2.11 
 
 4.7 
 
 0.96 
 
 1.8 
 
 0.86 
 
 0.75 
 
 A 175 
 
 6x3)3 
 
 iH 
 
 15.3 
 
 4.50 
 
 16.6 
 
 1.92 
 
 4.2 
 
 2.08 
 
 4.3 
 
 0.97 
 
 1.6 
 
 0.83 
 
 0.76 
 
 A 176 
 
 6x3)3 
 
 x A 
 
 13.5 
 
 3.97 
 
 14.8 
 
 1.93 
 
 3.7 
 
 2.06 
 
 3.8 
 
 0.98 
 
 1.4 
 
 0.81 
 
 0.76 
 
 A 177 
 
 6x3)4 
 
 xH 
 
 11.7 
 
 3.42 
 
 12.9 
 
 1.94 
 
 3.3 
 
 2.04 
 
 3.3 
 
 0.99 
 
 1.2 
 
 0.79 
 
 0.77 
 
 A301 
 
 6x3)4 
 
 x A 
 
 9.8 
 
 2.87 
 
 10.9 
 
 1.95 
 
 2.7 
 
 2.01 
 
 2.9 
 
 1.00 
 
 1.0 
 
 0.76 
 
 0.77 
 
 A 178 
 
 5x 4 
 
 x% 
 
 24.2 
 
 7.11 
 
 16.4 
 
 1.52 
 
 5.0 
 
 1.71 
 
 .9.2 
 
 1.14 
 
 3.3 
 
 1.21 
 
 0.84 
 
 A 179 
 
 5x^4 
 
 *tf 
 
 22.7 
 
 6.65 
 
 15.5 
 
 1.53 
 
 4.7 
 
 1.68 
 
 8.7 
 
 1.15 
 
 3.1 
 
 1.18 
 
 0.84 
 
 A 180 
 
 5x4 
 
 xk 
 
 21.1 
 
 6.19 
 
 14.6 
 
 1.54 
 
 4.4 
 
 1.66 
 
 8.2 
 
 1.15 
 
 2.9 
 
 1.16 
 
 0.84 
 
 A 181 
 
 5x4 
 
 x % 
 
 19.5 
 
 5.72 
 
 13.6 
 
 1.54 
 
 4.1 
 
 1.64 
 
 7.7 
 
 1.16 
 
 2.7 
 
 1.14 
 
 0.84 
 
 A 182 
 
 5x4 
 
 17.8 
 
 5.23 
 
 12.6 
 
 1.55 
 
 3.7 
 
 1.62 
 
 7.1 
 
 1.17 
 
 2.5 
 
 1.12 
 
 0.84 
 
 A 183 
 
 5x4 
 
 xft 
 
 16.2 
 
 4.75 
 
 11.6 
 
 1.56' 
 
 3.4 
 
 1.60 
 
 6.6 
 
 1.18 
 
 2.3 
 
 1.10 
 
 0.85 
 
 A 184 
 
 5x 4 
 
 x)4 
 
 14.5 
 
 4,25 
 
 10.5 
 
 1.57 
 
 3.1 
 
 1.57 
 
 6.0 
 
 1.18 
 
 2.0 
 
 1.07 
 
 0.85 
 
 A 185 
 
 5x4 
 
 XiV 
 
 12.8 
 
 3.75 
 
 9.3 
 
 1.58 
 
 2.7 
 
 1.55 
 
 5.3 
 
 1.19 
 
 1.8 
 
 1.05 
 
 0.85 
 
 A 186 
 
 5x 4 
 
 xH 
 
 11.0 
 
 3.23 
 
 8.1 
 
 1.59 
 
 2.3 
 
 1.53 
 
 4.7 
 
 1.20 
 
 1.6 
 
 1.03 
 
 0.86 
 
 A 187 
 
 5 x 3K x % 
 
 22.7 
 
 6.67 
 
 15.7 
 
 1.53 
 
 4.9 
 
 1.79 
 
 6.2 
 
 0.96 
 
 2.5 
 
 1.04 
 
 0.75 
 
 A 188 
 
 5x3)3 
 
 xti 
 
 21.3 
 
 6.25 
 
 14.8 
 
 1.54 
 
 4.6 
 
 1.77 
 
 5.9 
 
 0.97 
 
 2.4 
 
 1.02 
 
 0.75 
 
 A 189 
 
 5x3)4 
 5x3)4 
 5 x3)4 
 
 xH 
 
 19.8 
 
 5.81 
 
 13.9 
 
 1.55 
 
 4.3 
 
 1.75 
 
 5.6 
 
 0.98 
 
 2.2 
 
 1.00 
 
 0.75 
 
 A 190 
 
 Xii 
 
 18.3 
 
 5.37 
 
 13.0 
 
 1.56 
 
 4.0 
 
 1.72 
 
 5.2 
 
 0.98 
 
 2.1 
 
 0.97 
 
 0.75 
 
 A 191 
 
 x54 
 
 16.8 
 
 4.92 
 
 12.0 
 
 1.56 
 
 3.7 
 
 1.70 
 
 4.8 
 
 0.99 
 
 1.9 
 
 0.95 
 
 0.75 
 
 A 192 
 
 5x3)4 
 5x3)3 
 
 xft 
 
 15.2 
 
 4.47 
 
 11.0 
 
 1.57 
 
 3.3 
 
 1.68 
 
 4.4 
 
 1.00 
 
 1.7 
 
 •0.93 
 
 0.75 
 
 A 193 
 
 x )4 
 
 13.6 
 
 4.00 
 
 10.0 
 
 1.58 
 
 3.0 
 
 1.66 
 
 4.0 
 
 1.61 
 
 1.6 
 
 0.91 
 
 0.75 
 
 A 194 
 
 5x3)3 
 5 x3)3 
 
 X T 7 J 
 
 12.0 
 
 3.53 
 
 8.9 
 
 1.59 
 
 2.6 
 
 1.63 
 
 3.6 
 
 1.01 
 
 1.4 
 
 0.88 
 
 0.76 
 
 A 195 
 
 xM 
 
 10.4 
 
 3.05 
 
 7.8 
 
 1.60 
 
 2.3 
 
 1.61 
 
 3.2 
 
 1.02 
 
 1.2 
 
 0.86 
 
 0.76 
 
 A 96 
 
 5x3)3 
 
 x A 
 
 8.7 
 
 2.56 
 
 6,6 
 
 1.61 
 
 1.9 
 
 1.59 
 
 2.7 
 
 1.03 
 
 1.0 
 
 0.84 
 
 0.76 
 
 A 196 
 
 5x3 
 
 xli 
 xM 
 xli 
 x?4 
 
 19.9 
 
 5.84 
 
 14.0 
 
 1.55 
 
 4.5 
 
 1.86 
 
 3.7 
 
 0.80 
 
 1.7 
 
 0.86 
 
 0.64 
 
 A 197 
 A 198 
 
 5x3 
 
 18.5 
 
 5.44 
 
 13.2 
 
 1.55 
 
 4.2 
 
 1.84 
 
 3.5 
 
 0.80 
 
 1.6 
 
 0.84 
 
 0.64 
 
 5x3 
 
 17.1 
 
 5.03 
 
 12.3 
 
 1.56 
 
 3.9 
 
 1.82 
 
 3.3 
 
 0.81 
 
 1.5 
 
 0.82 
 
 0.64 
 
 A 199 
 A 200 
 
 5x3 
 
 15.7 
 
 4.61 
 
 11.4 
 
 1.57 
 
 3.5 
 
 1.80 
 
 3.1 
 
 0.81 
 
 1.4 
 
 0.80 
 
 0.64 
 
 5x3 
 
 if, 
 
 14.3 
 
 4.18 
 
 10.4 
 
 1.58 
 
 3.2 
 
 1.77 
 
 2.8 
 
 0.82 
 
 1.3 . 
 
 0.77 
 
 0.65 
 
 A 201 
 A 202 
 A 203 
 A 280 
 
 5x3 
 
 x )4 
 
 12.8 
 
 3.75 
 
 9.5 
 
 1.59 
 
 2.9 
 
 1.75 
 
 2.6 
 
 0.83 
 
 1.1 
 
 0.75 
 
 0.65 
 
 5x3 
 
 x & 
 
 11.3 
 
 3.31 
 
 8.4 
 
 1.60 
 
 2.6 
 
 1.73 
 
 2.3 
 
 0.84 
 
 1.0 
 
 0.73 
 
 0.65 
 
 5x3 
 
 9.8 
 
 2.86 
 
 7.4 
 
 1.61 
 
 2.2 
 
 1.70 
 
 2.0 
 
 0.84 
 
 0.89 
 
 0.70 0.65 
 
 5x 3 
 
 x£ 
 
 8.2 
 
 2.40 6.3 
 
 1.61 
 
 1.9 
 
 1.68 1.8 
 
 0.85 0.75 
 
 0.68 0.66 
 
 187 
 

 
 CARNEQIE 
 
 STEEL COMPANY 
 
 
 
 
 ■ELEMENTS OF UNEQUAL ANGLES— Continued 
 
 h 1 
 
 • 
 
 2-— 
 
 -M^- 
 
 ^—-r-Z 
 
 
 ■" 
 
 3T 
 
 
 !l ^3 
 
 
 
 
 
 Weight 
 
 Area 
 of 
 
 Axis 1-1 
 
 
 Axis 2-2 
 
 Axis 
 3-3 
 
 Section 
 Index 
 
 • 
 
 Size 
 
 per 
 
 Sec- 
 tion 
 
 
 
 
 
 
 Foot 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 y 
 
 rmin 
 
 Inches 
 
 Lbs. 
 
 In.2 
 
 In." 
 
 In. 
 
 In. » 
 
 In. 
 
 In.* 
 
 In. 
 
 In. s 
 
 In. 
 
 In. 
 
 A 204 
 
 iVix 3 x}8 
 
 18.5 
 
 5.43 
 
 10.3 
 
 1.38 
 
 3.6 
 
 1.65 
 
 3.6 
 
 0.81 
 
 1.7 
 
 0.90 
 
 0.64 
 
 A 205 
 
 4^x 3 x% 
 
 17.3 
 
 5.06 
 
 9.7 
 
 1.39 
 
 3.4 
 
 1.63 
 
 3.4 
 
 0.82 
 
 1.6 
 
 0.88 
 
 0.64 
 
 A 206 
 
 Oix 3 xJJ 
 
 16.0 
 
 4.68 
 
 9.1 
 
 1.39 
 
 3.1 
 
 1.60 
 
 3.2 
 
 0.83 
 
 1.5 
 
 0.85 
 
 0.64 
 
 A 207 
 
 4^x 3 x% 
 
 14.7 
 
 4.30 
 
 8.4 
 
 1.40 
 
 2.9 
 
 1.58 
 
 3.0 
 
 0.83 
 
 1.4 
 
 0.83 
 
 0.64 
 
 A 208 
 
 4^x 3 x& 
 
 13.3 
 
 3.90 
 
 7.8 
 
 1.41 
 
 2.6 
 
 1.66 
 
 2.8 
 
 0.85 
 
 1.3 
 
 0.81 
 
 0.64 
 
 A209 
 
 4J^x 3 xH 
 
 11.9 
 
 3.50 
 
 7.0 
 
 1.42 
 
 2.4 
 
 1.54 
 
 2.5 
 
 0.85 
 
 1.1 
 
 0.79 
 
 0.65 
 
 A210 
 
 iYiX 3 x& 
 
 10:6 
 
 3.09 
 
 6.3 
 
 1.43 
 
 2.1 
 
 1.51 
 
 2.3 
 
 0.85 
 
 1.0 
 
 0.76 
 
 0.65 
 
 A211 
 
 mx 3 x% 
 
 9.1 
 
 2.67 
 
 5.5 
 
 1.44, 
 
 1.8 
 
 1.49 
 
 2.0 
 
 0.86 
 
 0.88 
 
 0.74 
 
 0.66 
 
 A 97 
 
 4J^x 3 IA 
 
 7.7 
 
 2.25 
 
 4.7 
 
 1.44 
 
 1.5 
 
 1.47 
 
 1.7 
 
 0.87 
 
 0.75 
 
 0.72 
 
 0.66 
 
 A212 
 
 4 xzy 2 x\% 
 
 4 x3J^xM 
 
 18.5 
 
 5.43 
 
 7.8 
 
 1.19 
 
 2.9 
 
 1.36 
 
 5.5 
 
 1.01 
 
 2.3 
 
 1.11 
 
 0.72 
 
 A213 
 
 17.3 
 
 5.06 
 
 7.3 
 
 1.20 
 
 2.8 
 
 1.34 
 
 5.2 
 
 1.01 
 
 2.1 
 
 1.09 
 
 0.72 
 
 A214 
 
 4 x3^xji 
 
 16.0 
 
 4.68 
 
 6.9 
 
 1.21 
 
 2.6 
 
 1.33 
 
 4.9 
 
 1.02 
 
 2.0 
 
 1.07 
 
 0.72 
 
 A215 
 
 4 x3Kx^ 
 
 14.7 
 
 4.30 
 
 6.4 
 
 1.22 
 
 2.4 
 
 1.29 
 
 4.5 
 
 1.03 
 
 1.8 
 
 1.04 
 
 0.72 
 
 A216 
 
 4 x3Kxft 
 
 13.3 
 
 3.90 
 
 5.9 
 
 1.23 
 
 2.1 
 
 1.27 
 
 4.2 
 
 1.03 
 
 1.7 
 
 1.02 
 
 0.72 
 
 A217 
 
 4 xzy^xyi 
 
 11.9 
 
 3.50 
 
 5.3 
 
 1.23 
 
 1.9 
 
 1.25 
 
 3.8 
 
 1.04 
 
 1.5 
 
 1.00 
 
 0.72 
 
 A218 
 
 4 x3^x& 
 
 10.6 
 
 3.09 
 
 4.8 
 
 1.24 
 
 1.7 
 
 1.23 
 
 3.4 
 
 1.05 
 
 1.3 
 
 0.98 
 
 0.72 
 
 A219 
 
 4 x3Kx% 
 
 9.1 
 
 2.67 
 
 4.2 
 
 1.25 
 
 1.5 
 
 1.21 
 
 3.0 
 
 1.06 
 
 1.2 
 
 0.96 
 
 0.73 
 
 A 98 
 
 4 x3^xft 
 
 7.7 
 
 2.25 
 
 3.6 
 
 1.26 
 
 1.3 
 
 1.18 
 
 2.6 
 
 1.07 
 
 1.0 
 
 0.93 
 
 0.73 
 
 A 220 
 
 4 x 3 ifi 
 
 17.1 
 
 5.03 
 
 7.3 
 
 1.21 
 
 2.9 
 
 1.44 
 
 3.5 
 
 0.83 
 
 1.7 
 
 0.94 
 
 0.64 
 
 A221 
 
 4 x 3 x% 
 
 16.0 
 
 4.69 
 
 6.9 
 
 1.22 
 
 2.7 
 
 1.42 
 
 3.3 
 
 0.84 
 
 1.6 
 
 0.92 
 
 0.64 
 
 A 222 
 
 4x3 xiJ 
 
 14.8 
 
 4.34 
 
 6.5 
 
 1.22 
 
 2.5 
 
 1.39 
 
 3.1 
 
 0.84 
 
 1.5 
 
 0.89 
 
 0.64 
 
 A 223 
 
 4 x 3 x% 
 
 13.6 
 
 3.98 
 
 6.0 
 
 1.23 
 
 2.3 
 
 1.37 
 
 2.9 
 
 0.85 
 
 1.4 
 
 0.87 
 
 0.64 
 
 A 224 
 
 4x3 sA 
 
 12.4 
 
 3.62 
 
 5.6 
 
 1.24 
 
 2.1 
 
 1.35 
 
 2.7 
 
 0.86 
 
 1.2 
 
 0.85 
 
 0.64 
 
 A225 
 
 4 x 3 x>3 
 
 11.1 
 
 3.25 
 
 5.0 
 
 1.25 
 
 1.9 
 
 1.33 
 
 2.4 
 
 0.86 
 
 1.1 
 
 0.83 
 
 0.64 
 
 A 226 
 
 4 x 3 xA 
 
 9.8 
 
 2.87 
 
 4.5 
 
 1.25 
 
 1.7 
 
 1.30 
 
 2.2 
 
 0.87 
 
 1.0 
 
 0.80 
 
 0.64 
 
 A 227 
 
 4 x 3 xM 
 
 8.5 
 
 2.48 
 
 4.0 
 
 1.26 
 
 1.5 
 
 1.28 
 
 1.9 
 
 0.88 
 
 0.87 
 
 0.78 
 
 0.64 
 
 A228 
 
 4 x 3 xA 
 
 7.2 
 
 2.09 
 
 3.4 
 
 1.27 
 
 1.2 
 
 1.26 
 
 1.7 
 
 0.89 
 
 0.74 
 
 0.76 
 
 0.65 
 
 A 283 
 
 4 x 3 xM 
 
 5.8 
 
 1.69 
 
 2.8 
 
 1.28 
 
 1.0 
 
 1.24 
 
 1.4 
 
 0.89 
 
 0.60 
 
 0.74 
 
 0.65 
 
 A 229 
 
 3^x 3 x« 
 
 15.8 
 
 4.62 
 
 5.0 
 
 1.04 
 
 2.2 
 
 1.23 
 
 3.3 
 
 0.85 
 
 1.7 
 
 0.98 
 
 0.62 
 
 A 230 
 
 3^x 3 xk 
 
 14.7 
 
 4.31 
 
 4.7 
 
 1.04 
 
 2.1 
 
 1.21 
 
 3:i 
 
 0.85 
 
 1.5 
 
 0.96 
 
 0.62 
 
 A231 
 
 3^x 3i{| 
 
 13.6 
 
 4.00 
 
 4.4 
 
 1.05 
 
 1.9 
 
 1.19 
 
 3.0 
 
 0.86 
 
 1.4 
 
 0.94 
 
 0.62 
 
 A 232 
 
 3J^x 3 xM 
 S^x; 3 x T \ 
 
 12.5 
 
 3.67 
 
 4.1 
 
 1.06 
 
 1.8 
 
 1.17 
 
 2.8 
 
 0.87 
 
 1.3 
 
 0.92 
 
 0.62 
 
 A 233 
 
 '11.4 
 
 3.34 
 
 3.8 
 
 1.07 
 
 1.6 
 
 1.15 
 
 2.5 
 
 0.87 
 
 1.2 
 
 0.90 
 
 0.62 
 
 A 234 
 
 zy 2 x 3 xH 
 
 10.2 
 
 3.00 
 
 3.5 
 
 1.07 
 
 1.5 
 
 1.13 
 
 2.3 
 
 0.88 
 
 1.1 
 
 0.88 
 
 0.62 
 
 A 235 
 
 3^x 3 xX 
 
 9.1 
 
 2.65 
 
 3.1 
 
 1.08 
 
 1.3 
 
 1.10 
 
 2.1 
 
 0.89 
 
 0.98 
 
 0.85 
 
 0.62 
 
 A236 
 
 3^x 3 xK 
 
 7.9 
 
 2.30 
 
 2.7 
 
 1.09 
 
 1.1 
 
 1.08 
 
 1.8 
 
 0.90 
 
 0.85 
 
 0.83 
 
 0.62 
 
 A 237 
 
 3Mx 3 rA 
 
 6.6 
 
 1.93 
 
 2.3 
 
 1.10 
 
 0.96 
 
 1.06 
 
 1.6 
 
 0.90 
 
 0.72 
 
 0.81 
 
 0.63 
 
 A286 
 
 3^x 3 xM 
 
 5.4 
 
 1.56 
 
 1.9 
 
 1.11 
 
 0.78 
 
 1.04 
 
 1.3 
 
 0.91 
 
 0.58 
 
 0.79 
 
 0.63 
 
 A 238 
 
 3^x2Hx}i 
 
 12.5 
 
 3.65 
 
 4.1 
 
 1.06 
 
 1.9 
 
 1.27 
 
 1.7 
 
 0.69 
 
 0.99 
 
 0.77 
 
 0.53 
 
 A 239 
 
 3J^x2^x% 
 
 11.5 
 
 3.36 
 
 3.8 
 
 1.07 
 
 1.7 
 
 1.25 
 
 1.6 
 
 0.69 
 
 0.92 
 
 0.75 
 
 0.53 
 
 A 240 
 
 3Hx2Hxft 
 
 10.4 
 
 3.06 
 
 3.6 
 
 1.08 
 
 1.6 
 
 1.23 
 
 1.5 
 
 0.70 
 
 0.84 
 
 0.73 
 
 0.53 
 
 A241 
 
 3Hx2^xM 
 
 9.4 
 
 2.75 
 
 3.2 
 
 1.09 
 
 1.4 
 
 1.20 
 
 1.4 
 
 0.70 
 
 0.76 
 
 0.70 
 
 0.53 
 
 A 242 
 
 3^x2Hxft 
 
 8.3 
 
 2.43 
 
 2.9 
 
 1.09 
 
 1.3 
 
 1.18 
 
 1.2 
 
 0.71 
 
 0.68 
 
 0.68 
 
 0.54 
 
 A 243 
 
 3^x2^xM 
 
 7.2 
 
 2.11 
 
 2.6 
 
 1.10 
 
 1.1 
 
 1.16 
 
 1.1 
 
 0.72 
 
 0.59 
 
 0.66 
 
 0.54 
 
 A 244 
 
 3^x2KxA 
 
 6.1 
 
 1.78 
 
 2.2 
 
 1.11 
 
 0.93 
 
 1.14 
 
 0.94 
 
 0.73 
 
 0.50 0.64 
 
 0.54 
 
 A245 
 
 3J^x2HxJi 4.9 
 
 1.44 
 
 1.8 
 
 1.12 
 
 0.75 
 
 1.11 
 
 0.78 
 
 0.74 
 
 0.41 [ 0.61 
 
 0.54 
 
ELEMENTS OF SECTIONS 
 
 ELEMENTS OF UNEQUAL ANGLES— Concluded 
 J- 
 
 <*-X--»i x 
 
 
 
 Weight 
 
 Area 
 of 
 
 
 Axis 1-1 
 
 Axis 2-2 
 
 Axis 
 3-3 
 
 Sectioi 
 
 Size 
 
 per 
 
 Sec- 
 tion 
 
 
 
 
 
 Index 
 
 
 Foot 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 y 
 
 rmin. 
 
 
 Inches 
 
 Lbs. 
 
 In. 
 
 In* 
 
 In. 
 
 In.s 
 
 In. 
 
 In.l 
 
 In. 
 
 In.a 
 
 In. 
 
 In. 
 
 A 252 
 
 3 x2J^xA 
 
 9.5 
 
 2.78 
 
 2.3 
 
 0.91 
 
 1.2 
 
 1.02 
 
 1.4 
 
 0.72 
 
 0.82 
 
 0.77 
 
 0.52 
 
 A253 
 
 3 x2^x^ 
 
 8.5 
 
 2.50 
 
 2.1 
 
 0.91 
 
 1.0 
 
 1.00 
 
 1.3 
 
 0.72 
 
 0.74 
 
 0.75 
 
 0.52 
 
 A 254 
 
 3 x2Kx& 
 
 7.6 
 
 2.21 
 
 1.9 
 
 0.92 
 
 0.93 
 
 0.98 
 
 1.2 
 
 0.73 
 
 0.66 
 
 0.73 
 
 0.52 
 
 A 255 
 
 3 x2J^x% 
 
 6.6 
 
 1.92 
 
 1.7 
 
 0.93 
 
 0.81 
 
 0.96 
 
 1.0 
 
 0.74 
 
 0.58 
 
 0.71 
 
 0.52 
 
 A 256 
 
 3 x2Hxft 
 
 5.6 . 
 
 1.62 
 
 1.4 
 
 0.94 
 
 0.69 
 
 0.93 
 
 0.90 
 
 0.74 
 
 0.49 
 
 0.68 
 
 0.53 
 
 A 257 
 
 3 x2J^xM 
 
 4.5 
 
 1.31 
 
 1.2 
 
 0.95 
 
 0.56 
 
 0.91 
 
 0.74 
 
 0.75 
 
 0.40 
 
 0.66 
 
 0.53 
 
 A258 
 
 3 x 2 x^ 
 
 7.7 
 
 2.25 
 
 1.9 
 
 0.92 
 
 1.0 
 
 1.08 
 
 0.67 
 
 0.55 
 
 0.47 
 
 0.58 
 
 0.43 
 
 A 259 
 
 3 x 2 xA 
 
 6.8 
 
 2.00 
 
 1.7 
 
 0.93 
 
 0.89 
 
 1.06 
 
 0.61 
 
 0.55 
 
 0.42 
 
 0>56 
 
 0.43 
 
 A 260 
 
 3x2jH 
 
 519 
 
 1.73 
 
 1.5 
 
 0.94 
 
 0.78 
 
 1.04 
 
 0.54 
 
 0.56 
 
 0.37 
 
 0.54 
 
 0.43 
 
 A 261 
 
 3 x 2 x& 
 
 5.0 
 
 1:47 
 
 1.3 
 
 0.95 
 
 0.66 
 
 1.02 
 
 0.47 
 
 0.57 
 
 0.32 
 
 0.52 
 
 0.43 
 
 A 262 
 
 3 x 2 xM 
 
 4.1 
 
 1.19 
 
 1.1 
 
 0.95 
 
 0.54 
 
 0.99 
 
 0.39 
 
 0.57 
 
 0.25 
 
 0.49 
 
 0.43 
 
 A264 
 
 2^x 2 xH 
 
 6.8 
 
 2.00 
 
 1.1 
 
 0.75 
 
 0.70 
 
 0.88 
 
 0.64 
 
 0.56 
 
 0.46 
 
 0.63 
 
 0.42 
 
 A 265 
 
 2%X 2 xA 
 
 6.1 
 
 1.78 
 
 1.0 
 
 0.76 
 
 0.62 
 
 0.85 
 
 0.58 
 
 0.57 
 
 0.41 
 
 0.60 
 
 0.42 
 
 A266 
 
 2J^x 2 x% 
 
 5.3 
 
 1.55 
 
 0.91 
 
 0.77 
 
 0.55 
 
 0.83 
 
 0.51 
 
 0.58. 
 
 0.36 
 
 0.58 
 
 0.42 
 
 A267 
 
 2J^x 2 XA 
 
 4.5 
 
 1.31 
 
 0.79 
 
 0.78 
 
 0.47 
 
 0.81 
 
 0.45 
 
 0.58 
 
 0.31 
 
 0<56 
 
 0.42 
 
 A268 
 
 2}/ 2 x 2 xH 
 
 3.62 
 
 1.06 
 
 0.65 
 
 0.78 
 
 0.38 
 
 0.79 
 
 0.37 
 
 0.59 
 
 0.25 
 
 0.54 
 
 0.42 
 
 A269 
 
 2J^x 2 xA 
 
 2.75 
 
 0.81 
 
 0.51 
 
 0.79 
 
 0.29 
 
 0.76 
 
 0.29 
 
 0,60 
 
 0.20 
 
 0.51 
 
 0.43 
 
 A 523 
 
 2^x 2 x}| 
 
 1.86 
 
 0.55 
 
 0.35 
 
 0.80 
 
 0.20 
 
 0.74 
 
 0.20 
 
 0.61 
 
 0.13" 
 
 0.49 
 
 0.43 
 
 A610 
 
 2J4xlJ^xA 
 2y 2 xiybxU 
 
 3.92 
 
 1.15 
 
 0.71 
 
 0.79 
 
 0.44 
 
 0.90 
 
 0.19 
 
 0.41 
 
 0.17 
 
 0.40 
 
 0.32 
 
 A611 
 
 3.19 
 
 0.94 
 
 0.59 
 
 0.79 
 
 0.36 
 
 0.88 
 
 0.16 
 
 0.41 
 
 0.14 
 
 0.38 
 
 0.32 
 
 A 612 
 
 2Mxl^*ft 
 
 2.44 
 
 0.72 
 
 0.46 
 
 0.80 
 
 0.28 
 
 0.85 
 
 0.13 
 
 0.42 
 
 0.11 
 
 0.35 
 
 0.33 
 
 A 270 
 
 2Uxiy*xli 
 
 5.6 
 
 1.63 
 
 0.75 
 
 0.68 
 
 0.54 
 
 0.86 
 
 0.26 
 
 0.40 
 
 0.26 
 
 0.48 
 
 0.32 
 
 A271 
 
 2XxV4x& 
 
 5.0 
 
 1.45 
 
 0.68 
 
 0.69 
 
 0.48 
 
 0.83 
 
 0.24 
 
 0.41 
 
 0.23 
 
 0.46 
 
 0.32 
 
 A272 
 
 2Hxiy 2 xy a 
 
 4.4 
 
 1.27 
 
 0.61 
 
 0.69 
 
 0.42 
 
 0.81 
 
 0.21 
 
 0.41 
 
 0.20 
 
 0.44 
 
 0.32 
 
 A273 
 
 2JixlM*A 
 
 3.66 
 
 1.07 
 
 0.53 
 
 0.70 
 
 0.36 
 
 0.79 
 
 0.19 
 
 0.42 
 
 0.17 
 
 0.42 
 
 0.32 
 
 A 274 
 
 2Hxiy 2 x}i 
 
 2MxlJ^XjV 
 
 2.98 
 
 0.88 
 
 0.44 
 
 0.71 
 
 0.30 
 
 0.77 
 
 0.16 
 
 0.42 
 
 0.14 
 
 0.39 
 
 0.32 
 
 A275 
 
 2.28 
 
 0.67 
 
 0.34 
 
 0.72 
 
 0.23 
 
 0.75 
 
 0.12 
 
 0.43 
 
 0.11 
 
 0.37 
 
 0.33 
 
 A631 
 
 2 xlHx% 
 
 3.99 
 
 1.17 
 
 0.43 
 
 0.61 
 
 0.34 
 
 0.71 
 
 0.21 
 
 0.42 
 
 0.20 
 
 0.46 
 
 0.32 
 
 A614 
 
 2 xl)^xA 
 
 3.39 
 
 1.00 
 
 0.38 
 
 0.62 
 
 0.29 
 
 0.69 
 
 0.18 
 
 0.42 
 
 0.17 
 
 0.44 
 
 0.32 
 
 A615 
 
 2 xlH^H 
 
 2.77 
 
 0.81 
 
 0.32 
 
 0.62 
 
 0.24 
 
 0.66 
 
 0.15 
 
 0.43 
 
 0.14 
 
 0.41 
 
 0.32 
 
 A616 
 
 2 xlJ^xA 
 
 2.12 
 
 0.62 
 
 0.25 
 
 0.63 
 
 0.18 
 
 0.64 
 
 0.12 
 
 0.44 
 
 0.11 
 
 0.39 
 
 0.32 
 
 A 525 
 
 2 xl^xH 
 
 1.44 
 
 0.42 
 
 0.17 
 
 0.64 
 
 0.13 
 
 0.62 
 
 0.09 
 
 0.45 
 
 0.08 
 
 0.37 
 
 0.33 
 
 A 646 
 
 2 xlKxJi 
 
 2.55 
 
 0.75 
 
 0.30 
 
 0.63 
 
 0.23 
 
 0.71 
 
 0.09 
 
 0.34 
 
 0.10 
 
 0.33 
 
 0.27 
 
 A 645 
 
 2 xlM*A 
 
 1.96 
 
 0.57 
 
 0.23 
 
 0.64 
 
 0.18 
 
 0.69 
 
 0.07 
 
 0.35 
 
 0.08 
 
 0.31 
 
 0.27 
 
 A618 
 
 lVxlJixM 
 lMxlJixA 
 
 2.34 
 
 0.69 
 
 0.20 
 
 0.54 
 
 0.18 
 
 0.60 
 
 0.09 
 
 0.35 
 
 0.10 
 
 0.35 
 
 0.27 
 
 A619 
 
 1.80 
 
 0.53 
 
 0.16 
 
 0.55 
 
 0.14 
 
 0.58 
 
 0.07 
 
 0.36 
 
 0.08 
 
 0.33 
 
 0.27 
 
 A 620 
 
 l%x\%xy a 
 
 1.23 
 
 0.36 
 
 0.11 
 
 0.56 
 
 0.09 
 
 0.56 
 
 0.05 
 
 0.37 
 
 0.05 
 
 0.31 
 
 0.27 
 
 A 670 
 
 l^xlKxA 
 
 2.59 
 
 0.76 
 
 0.16 
 
 0.45 
 
 0.16 
 
 0.52 
 
 0.10 
 
 0.35 
 
 0.11 
 
 0.40 
 
 0.26 
 
 A 623 
 
 IJ^xIKxM 
 
 2.13 
 
 0.63 
 
 0.13 
 
 0.46 
 
 0.13 
 
 0.50 
 
 0.08 
 
 0.36 
 
 0.09 
 
 0.38 
 
 0.26 
 
 A 624 
 
 l^xlMxA 
 
 1.64 
 
 0.48 
 
 0.10 
 
 46 
 
 0.10 
 
 0.48 
 
 0.07 
 
 0.37 
 
 0.07 
 
 0.35 
 
 0.26 
 
 189 
 
CARNEGIE STEEL COMPANY 
 
 ELEMENTS OP EQUAL TEES 
 
 
 Size 
 
 Weight 
 per 
 Foot 
 
 Area 
 of 
 Sec- 
 tion 
 
 Axis 1-1 
 
 Axis 2-2 
 
 Section 
 Index 
 
 Flange 
 
 
 Minimum 
 Thickness 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 
 Flange 
 
 Stem 
 
 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 Lbs. 
 
 In.s 
 
 In.* 
 
 In. 
 
 In.a 
 
 In. 
 
 In." 
 
 In. 
 
 In.s 
 
 T40 
 
 6H 
 
 6K 
 
 0.40 
 
 0.45 
 
 19.8 
 
 5.80 
 
 23.5 
 
 2.01 
 
 5.0 
 
 1.76 
 
 10.1 
 
 1.32 
 
 3.1 
 
 T 1 
 
 4 
 
 4 
 
 x 
 
 X 
 
 13.5 
 
 3.97 
 
 5.7 
 
 1.20 
 
 2.0 
 
 1.18 
 
 2.8 
 
 0.S4 
 
 1.4 
 
 T 2 
 
 4 
 
 4 
 
 % 
 
 % 
 
 10.5 
 
 3.09 
 
 4.5 
 
 1.21 
 
 1.6 
 
 1.13 
 
 2.1 
 
 0.83 
 
 1.1 
 
 T 3 
 
 3X 
 
 3K 
 
 X 
 
 X 
 
 11.7 
 
 3.44 
 
 3.7 
 
 1.04 
 
 1.5 
 
 1.05 
 
 1.9 
 
 0.74 
 
 1.1 
 
 T 4 
 
 3M 
 
 3H 
 
 % 
 
 'A 
 
 9.2 
 
 2.68 
 
 3.0 
 
 1.05 
 
 1.2 
 
 1.01 
 
 1.4 
 
 0.73 
 
 0.81 
 
 T 6 
 
 3 
 
 3 
 
 X 
 
 X 
 
 9.9 
 
 2.91 
 
 2.3 
 
 0,88 
 
 1.1 
 
 0.93 
 
 1.2 
 
 0.64 
 
 0.80 
 
 T 7 
 
 3 
 
 3 
 
 ft 
 
 7 
 
 in 
 
 8.9 
 
 2.59 
 
 2.1 
 
 0.89 
 
 0.98 
 
 0.91 
 
 1.0 
 
 0.63 
 
 0.70 
 
 T 8 
 
 3 
 
 3 ' 
 
 H 
 
 H' 
 
 7.8 
 
 2.27 
 
 1.8 
 
 0.90 
 
 0.86 
 
 0.88 
 
 0.90 
 
 0.63 
 
 0.60 
 
 T 9 
 
 3 
 
 3 
 
 ft 
 
 ft 
 
 6.7 
 
 1.95 
 
 1.6 
 
 0.90 
 
 0.74 
 
 0.86 
 
 0.75 
 
 0.62 
 
 0.50 
 
 T 10 
 
 2X 
 
 2H 
 
 H 
 
 H 
 
 6.4 
 
 1.87 
 
 1.0 
 
 0.74 
 
 0.59 
 
 0.76 
 
 0.52 
 
 0.53 
 
 0.42 
 
 T 11 
 
 2X 
 
 2X 
 
 5 
 
 Iff 
 
 ft 
 
 5.5 
 
 1.60 
 
 0.88 
 
 0.74 
 
 0.50 
 
 0.74 
 
 0.44 
 
 0.52 
 
 0.35, 
 
 T 12 
 
 2Ji 
 
 2H 
 
 G 
 
 IB 
 
 ft 
 
 4.9 
 
 1.43 
 
 0.65 
 
 0.67 
 
 0.41 
 
 0.68 
 
 0.33 
 
 0.48 
 
 0.29 
 
 T 13 
 
 2Ji 
 
 2Ji 
 
 M 
 
 .X 
 
 4.1 
 
 1.19 
 
 0.52 
 
 0.66 
 
 0.32 
 
 0.65 
 
 0.25 
 
 0.46 
 
 0.22 
 
 T 14 
 
 2 
 
 2 
 
 TB 
 
 ft 
 
 4.3 
 
 1.26 
 
 0.44 
 
 0.59 
 
 0.31 
 
 0.61 
 
 0.23 
 
 0.43 
 
 0.23 
 
 T 15 
 
 2 
 
 2 
 
 K 
 
 K 
 
 3.56 
 
 1.05 
 
 0.37 
 
 0.59 
 
 0.26 
 
 0.59 
 
 0.18 
 
 0.42 
 
 0.18 
 
 T 16 
 
 1M 
 
 Wi 
 
 M 
 
 H 
 
 3.09 
 
 0.91 
 
 0.23 
 
 0.51 
 
 0.19 
 
 0.54 
 
 0.12 
 
 0.37 
 
 0.14 
 
 T 17 
 
 1M 
 
 IX 
 
 M 
 
 Ji 
 
 2.47 
 
 0.73 
 
 0.15 
 
 0.45 
 
 0.14 
 
 0.47 
 
 0.08 
 
 0.32 
 
 0.10 
 
 T"l8 
 
 1J4 
 
 ix 
 
 ft 
 
 ft 
 
 1.94 
 
 0.57 
 
 0.11 
 
 0.45 
 
 0.11 
 
 0.44 
 
 0.06 
 
 0.32 
 
 0.08 
 
 T 19 
 
 1M 
 
 m 
 
 « 
 
 M 
 
 2.02 
 
 0.59 
 
 0.08 
 
 0.37 
 
 0.10 
 
 0.40 
 
 0.05 
 
 0.28 
 
 0.07 
 
 T20 
 
 1M 
 
 1M 
 
 A 
 
 ft 
 
 1.59 
 
 0.47 
 
 0.06 
 
 0.37 
 
 0.07 
 
 0.38 
 
 0.03 
 
 0.27 
 
 0.05 
 
 T21 
 
 l 
 
 1 
 
 ft 
 
 ft 
 
 1.25 
 
 0.37 
 
 0.03 
 
 0.29 
 
 0.05 
 
 0.32 
 
 0.02 
 
 0.22 
 
 0.04 
 
 T22 
 
 l 
 
 1 
 
 H 
 
 H 
 
 0.89 
 
 0.261 
 
 0.02 
 
 0.30 
 
 0.03 
 
 0.29 
 
 0.01 
 
 0.21 
 
 0.02 
 
 190 
 
ELEMENTS OF SECTIONS 
 
 ELEMENTS OF UNEQUAL TEES 
 
 2 
 
 ^±- 
 
 
 Size 
 
 Weight 
 per 
 Foot 
 
 Area 
 
 ' Axis 1-1 
 
 Axis 2-2 
 
 Section 
 
 Flange 
 
 Stem 
 
 Minimum 
 Thickness 
 
 of 
 
 Sec- 
 tion 
 
 I 
 
 r 
 
 S 
 
 ' V 
 
 I- 
 
 r 
 
 S 
 
 
 
 ' 
 
 Flange 
 
 Stem 
 
 
 
 
 
 
 
 
 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 Lbs. 
 
 In.= 
 
 In* 
 
 In. 
 
 In.8 
 
 In. 
 
 In* 
 
 In. 
 
 In.s 
 
 T 50 
 
 5 
 
 3 
 
 y> 
 
 hi 
 
 11.5 
 
 3.37 
 
 2.4 
 
 0.84 
 
 1.1 
 
 0.76 
 
 3.9 
 
 1.10 
 
 1.6 
 
 T 51 
 
 5 
 
 2H 
 
 % 
 
 ft 
 
 10.9 
 
 3.18 
 
 1.5 
 
 0.68 
 
 0.78 
 
 0.63 
 
 4.1 
 
 1.14 
 
 1.6 
 
 T 52 
 
 iH 
 
 3H, 
 
 A 
 
 it, 
 
 15.7 
 
 4.60 
 
 5.1 
 
 1.05 
 
 2.1 
 
 1.11 
 
 3.7 
 
 0.90 
 
 1.7 
 
 T 54 
 
 m 
 
 3 
 
 y> 
 
 y a 
 
 9.8 
 
 2.88 
 
 2.1 
 
 0.84 
 
 0.91 
 
 0.74 
 
 3.0 
 
 1.02 
 
 1.3 
 
 T 53 
 
 4te 
 
 3 
 
 ft 
 
 ft 
 
 8.4 
 
 2.46 
 
 1.8 
 
 0.85 
 
 0.78 
 
 0.71 
 
 2.5 
 
 1.01 
 
 1.1 
 
 T 56 
 
 4H 
 
 2U 
 
 % 
 
 H 
 
 9.2 
 
 2.68 
 
 1.2 
 
 0.67 
 
 0.63 
 
 0.59 
 
 3.0 
 
 1.05 
 
 1.3 
 
 T- 55 
 
 4H 
 
 2M 
 
 ft 
 
 ft 
 
 7.8 
 
 2.29 
 
 1.0 
 
 0.68 
 
 0.54 
 
 0.57 
 
 2.5 
 
 1.05 
 
 1.1 
 
 T 57 
 
 4 
 
 5 
 
 34 
 
 34 
 
 15.3 
 
 4.50 
 
 10.8 
 
 1.55 
 
 3.1 ( 
 
 1.56 
 
 2.8 
 
 0.79 
 
 1.4 
 
 T 58 
 
 4 
 
 5 
 
 ^ 
 
 % 
 
 11.9 
 
 3.49 
 
 8.5 
 
 1.56 
 
 2.4 
 
 1.51 
 
 2.1 
 
 0.78 
 
 1.1 
 
 T 59 
 
 4 
 
 4*4 
 
 H 
 
 H 
 
 14.4 
 
 4.23 
 
 7.9 
 
 1.37 
 
 2.5 
 
 1.37 
 
 2.8 
 
 0.81 
 
 1.4 
 
 T 60 
 
 4 
 
 H4 
 
 H 
 
 H 
 
 11.2 
 
 3.29 
 
 6.3 
 
 1.39 
 
 2.0 
 
 1.31 
 
 2.1 
 
 0.80 
 
 1.1 
 
 T 61 
 
 4 
 
 3 
 
 « 
 
 % 
 
 9.2 
 
 2.68 
 
 2.0 
 
 0.86 
 
 0.90 
 
 0.78 
 
 2.1 
 
 0.89 
 
 1.1 
 
 T 44 
 
 4 
 
 3 
 
 ft 
 
 ft 
 
 7.8 
 
 2.29 
 
 1.7 
 
 0.87 
 
 0.77 
 
 0.75 
 
 1.8 
 
 0.88 
 
 0.88 
 
 T 62 
 
 4 
 
 2J4 
 
 « 
 
 X 
 
 8.5 
 
 2.48 
 
 1.2 
 
 0.69 
 
 0.62 
 
 0.62 
 
 2.1 
 
 0.92 
 
 1.0 
 
 T 63 
 
 4 
 
 2H 
 
 ft 
 
 ft 
 
 7.2 
 
 2.12 
 
 1.0 
 
 0.69 
 
 0.53 
 
 0.60 
 
 1.8 
 
 0.91 
 
 0.88 
 
 T 64 
 
 4 
 
 2 
 
 % 
 
 H 
 
 7.8 
 
 2.27 
 
 0.60 
 
 0.52 
 
 0.40 
 
 0.48 
 
 2.1 
 
 0.96 
 
 1.1 
 
 T 65 
 
 4 
 
 2 
 
 ft 
 
 ft 
 
 6.7 
 
 1.95 
 
 0.53 
 
 0.52 
 
 0.34 
 
 0.46 
 
 1.8 
 
 0.95 
 
 0.88 
 
 T 66 
 
 3M 
 
 4 
 
 H 
 
 M 
 
 12.6 
 
 3.70 
 
 5.5 
 
 1.21 
 
 2.0 
 
 1.24 
 
 1.9 
 
 0.72 
 
 1.1 
 
 T 67 
 
 3M 
 
 4 
 
 M 
 
 M 
 
 9.8 
 
 2.88 
 
 4.3 
 
 1.23 
 
 1.5 
 
 1.19 
 
 1.4 
 
 0.70 
 
 0.81 
 
 T 69 
 
 3H 
 
 3 
 
 M 
 
 54 
 
 10.8 
 
 3.17 
 
 2.4 
 
 0.87 
 
 1.1 
 
 0.88 
 
 1.9 
 
 0.77 
 
 1.1 
 
 T 70 
 
 3M 
 
 3 
 
 K 
 
 H 
 
 8.5 
 
 2.48 
 
 1.9 
 
 0.88 
 
 0.89 
 
 0.83 
 
 1.4 
 
 0.75 
 
 0.81 
 
 T 71 
 
 SH 
 
 3 
 
 ft 
 
 % 
 
 7.5 
 
 2.20 
 
 1.8 
 
 0.91 
 
 0.85 
 
 0.85 
 
 1.2 
 
 0.74 
 
 0.68 
 
 T 72 
 
 3 
 
 4 
 
 M 
 
 H 
 
 11.7 
 
 3.44 
 
 5.2 
 
 1.23 
 
 1.9 
 
 1.32 
 
 1.2 
 
 0.59 
 
 0.81 
 
 T 73 
 
 3 
 
 4 
 
 A 
 
 ft 
 
 10.5 
 
 3.06 
 
 4.7 
 
 1.23 
 
 1.7 
 
 1.29 
 
 1.1 
 
 0.59 
 
 0.70 
 
 T 74 
 
 3 
 
 4 
 
 y> 
 
 % 
 
 9.2 
 
 2.68 
 
 4.1 
 
 1.24 
 
 1.5 
 
 1.27 
 
 0.90 
 
 0.58 
 
 0.60 
 
 T 75 
 
 3 
 
 3H 
 
 y* 
 
 H 
 
 10.8 
 
 3.17 
 
 3.5 
 
 1.06, 
 
 1.5 
 
 1.12 
 
 1.2 
 
 0.62 
 
 0.80 
 
 T 76 
 
 3 
 
 3^ 
 
 ft 
 
 ft 
 
 9.7 
 
 2.83 
 
 3.2 
 
 1.06 
 
 1.3 
 
 1.10 
 
 1.0 
 
 0.60 
 
 0.69 
 
 T 77 
 
 3 
 
 3J4 
 
 j* 
 
 H 
 
 8.5 
 
 2.48 
 
 2.8 
 
 1.07 
 
 1.2 
 
 1.07 
 
 0.93 
 
 0.61 
 
 0.62 
 
 T 78 
 
 3 
 
 2>^ 
 
 ^ 
 
 X 
 
 7.1 
 
 2.07 
 
 1.1 
 
 0.72 
 
 0.60 
 
 0.71 
 
 0.89 
 
 0.66 
 
 0.59 
 
 T 79 
 
 3 
 
 2^ 
 
 ft 
 
 R 
 IB 
 
 6.1 
 
 1.77 
 
 0.94 
 
 0.73 
 
 0.52 
 
 0.68 
 
 0.75 
 
 0.65 
 
 0.50 
 
 T 82 
 
 2H 
 
 3 
 
 >A 
 
 H 
 
 7.1 
 
 2.07 
 
 1.7 
 
 0.91 
 
 0.84 
 
 0.95 
 
 0.53 
 
 0.51 
 
 0.42 
 
 T 83 
 
 2y 2 
 
 3 
 
 ft 
 
 ft 
 
 6.1 
 
 1.77 
 
 1.5 
 
 0.92 
 
 0.72 
 
 0.92 
 
 0.44 
 
 0.50 
 
 0.35 
 
 T 86 
 
 2J4 
 
 IK 
 
 ft 
 
 ft 
 
 2.87 
 
 0.84 
 
 0.08 
 
 0.31 
 
 0.09 
 
 0.32 
 
 0.29 
 
 0.58 
 
 0.23 
 
 T 87 
 
 2 
 
 1« 
 
 M 
 
 & 
 
 3.09 
 
 0.91 
 
 0.16 
 
 0.42 
 
 0.15 
 
 0.42 
 
 0.18 
 
 0.45 
 
 0.18 
 
 T519 
 
 1J4 
 
 2 
 
 ft 
 
 ft 
 
 2.45 
 
 0.72 
 
 0.27 
 
 0.61 
 
 0.19 
 
 0.63 
 
 0.06 
 
 0.92 
 
 0.08 
 
 T605 
 
 VA 
 
 1H 
 
 y» 
 
 K 
 
 1,25 
 
 0.37 
 
 0.05 
 
 0.37 
 
 0.05 
 
 0.33 
 
 0.04 
 
 0.32 
 
 0.05 
 
 T 603 
 
 IX 
 
 % 
 
 No.9 
 
 H 
 
 0.88 
 
 0.26 
 
 0.01 
 
 0.16 
 
 0.01 
 
 0.16 
 
 0.02 
 
 0.31 
 
 0.04 
 

 
 
 CARNEQIE STEEL 
 
 COMPANY 
 
 
 
 
 
 
 
 ELEMENTS OF ZEES 
 
 
 
 
 
 
 
 f /• 
 
 1 / » 
 
 
 
 
 
 
 
 
 
 V 
 
 
 
 
 
 
 
 c 
 
 / 
 
 1 
 
 
 
 
 
 
 
 A \z 
 
 Section 
 Index 
 
 Size 
 
 Weight 
 
 per 
 
 Foot 
 
 Area 
 of 
 Sec- 
 tion 
 
 Axis 1-1 
 
 Axis 2-2 
 
 Axis 
 3-3 
 
 Depth 
 
 Flanges 
 
 Thick- 
 ness 
 
 I 
 
 r 
 
 S 
 
 I 
 
 r 
 
 S 
 
 rrnin. 
 
 In. 
 
 In. 
 
 In. 
 
 Lbs. 
 
 In.s 
 
 In* 
 
 In. 
 
 In.a 
 
 In* 
 
 In. 
 
 In.3 
 
 In. 
 
 Z 3 
 
 6H 
 6ft 
 6 
 
 3% 
 3ft < 
 3*S 
 
 li 
 
 34.6 
 32.0 
 29.4 
 
 10.17 
 9.40 
 8.63 
 
 50.2 
 46.1 
 42.1 
 
 2.22 
 2.22 
 2.21 
 
 16.4 
 15.2 
 14.0 
 
 19.2 
 17.3 
 15.4 
 
 1.37 
 1.36 
 1.34 
 
 6.0 
 5.5 
 4.9 
 
 0.83 
 0.82 
 0.81 
 
 Z 2 
 
 6H 
 6ft 
 6 
 
 3ft 
 3M 
 
 8 
 
 28.1 
 25.4 
 22.8 
 
 8.25 
 7.46 
 6.68 
 
 43.2 
 38.9 
 34.6 
 
 2.29 
 2.28 
 2.28 
 
 14.1 
 12.8 
 11.5 
 
 16.3 
 14.4 
 12.6 
 
 1.41 
 1.39 
 1.37 
 
 5.0 
 
 4.4 
 3.9 
 
 0.84 
 0.82 
 0.81 
 
 Z 1 
 
 6H 
 6ft 
 6 
 
 3% 
 3ft 
 
 3^ 
 
 ft 
 
 21.1 
 18.4 
 15.7 
 
 6.19 
 5.39 
 4.59 
 
 34.4 
 29.8 
 25.3 
 
 2.36 
 2.35 
 2.35 
 
 11.2 
 9.8 
 8.4 
 
 12.9 
 
 11.0 
 
 9.1 
 
 1.44 
 1.43 
 1.41 
 
 3.8 
 3.3 
 
 2.8 
 
 0.84 
 0.83 
 0.83 
 
 Z 6 
 
 5M 
 5ft 
 5 
 
 3% 
 3ft 
 3K 
 
 II 
 tt 
 
 28.4 
 26.0 
 23.7 
 
 8.33 
 7.64 
 6.96 
 
 28.7 
 26.2 
 23.7 
 
 1.86 
 1.85 
 1.84 
 
 11.2 
 
 10.3 
 
 9.5 
 
 14.4 
 12.8 
 11.4 
 
 1.31 
 1.30 
 1.28 
 
 4.8 
 4.4 
 3.9 
 
 0.76 
 0.74 
 0.73 
 
 Z 5 
 
 5H 
 5ft 
 5 
 
 3« 
 3ft 
 3M 
 
 ft 
 
 22.6 
 20.2 
 17.9 
 
 6.64 
 5.94 
 5.25 
 
 24.5 
 21.8 
 19.2 
 
 1.92 
 1.91 
 1.91 
 
 9.6 
 8.6 
 7.7 
 
 12.1 
 
 10.5 
 
 9.1 
 
 1.35 
 1.33 
 1.31 
 
 3.9 
 3.5 
 3.0 
 
 0.76 
 0.75 
 0.74 
 
 Z 4 
 
 5H 
 
 5ft 
 5 
 
 3M 
 3ft 
 3}£ 
 
 ft 
 ft 
 
 16.4 
 14.0 
 11.6 
 
 4.81 
 4.10 
 3.40 
 
 19.1 
 16.2 
 13.4 
 
 1.99 
 1.99 
 1.98 
 
 7.4' 
 6.4 
 5.3 
 
 9.2 
 
 7.7 
 6.2 
 
 1.38 
 1.37 
 1.35 
 
 2.9 
 2.5 
 2.0 
 
 0.77 
 0.76 
 0.75 
 
 z g 
 
 4K 
 
 t* 
 
 3ft 
 3ji 
 3ft 
 
 8 
 
 23.0 
 20.9 
 18.9 
 
 6.75 
 6.14 
 5.55 
 
 15.0 
 13.5 
 12.1 
 
 1.49 
 1.48 
 1.48 
 
 7.3 
 6.7 
 6.1 
 
 11.2 
 
 10.0 
 
 8.7 
 
 1.29 
 1.27 
 1.25 
 
 4.0 
 3.6 
 3.2 
 
 0.68 
 0.67 
 0.66 
 
 Z 8 
 
 4H 
 
 3ft 
 3K 
 3ft 
 
 ft 
 8 
 
 18.0 
 15.9 
 13.S 
 
 5.27 
 4.66 
 4.05 
 
 12.7 
 
 11.2 
 
 9.7 
 
 1.55 
 1.55 
 1.55 
 
 6.2 
 5.5 
 
 4.8 
 
 9.3 
 8.0 
 6.7 
 
 1.33 
 1.31 
 1.29 
 
 3.2 
 
 2.8 
 2.4 
 
 0.68 
 0.67 
 0.66 
 
 Z 7 
 
 4H 
 1* 
 
 3ft 
 3H 
 3ft 
 
 8 
 
 H 
 
 12.5 
 
 10.3 
 
 8.2 
 
 3.66 
 3.03 
 2.41 
 
 9.6 
 7.9 
 6.3 
 
 1.62 
 1.62 
 1.62 
 
 4.7 
 3.9 
 3.1 
 
 6.8 
 5.5 
 4.2 
 
 1.36 
 1.34 
 1.33 
 
 2.3 
 1.8 
 1.4 
 
 0.69 
 0.68 
 0.67 
 
 Z12 
 
 3ft 
 
 2K 
 2tt 
 
 ft 
 
 14.3 
 12.6 
 
 4.18 
 3,69 
 
 5.3 
 4.6 
 
 1.12 
 jl.12 
 
 3.4 
 3.1 
 
 5;7 
 
 4.9 
 
 1.17 
 1.15 
 
 2.3 
 2.0 
 
 0.54 
 0.53 
 
 Zll 
 
 3ft 
 3 
 
 2M 
 2ti 
 
 ft 
 
 11.5 
 9.8 
 
 3.36 
 2.86 
 
 4.6 
 3.9 
 
 1.17 
 1.16 
 
 3.0 
 2.6 
 
 4.8 
 3.9 
 
 1.19 
 1.17 
 
 1.9 
 1.6 
 
 0.55 
 0.54 
 
 ZIO 
 
 3ft 
 3 
 
 2% 
 
 214 
 
 ft 
 
 8.5 
 6.7 
 
 2.48 
 1.97 
 
 3.6 
 2.9 
 
 1.21 
 1.21 
 
 8.4 
 1.9 
 
 3.6 
 
 2.8 
 
 1.21 
 1.19 
 
 1.4 
 1.1 
 
 0.56 
 0.55 
 
ELEMENTS OF SECTIONS 
 
 ELEMENTS OF CROSS TIES 
 
 _i 
 
 \ 
 
 
 Depth 
 of 
 
 Sec- 
 tion 
 
 Wt. 
 per 
 Foot 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 Width of 
 Flange 
 
 Thick- 
 ness 
 of 
 Web 
 
 Axis 1-1 
 
 AxU 2-2 
 
 Section 
 Index 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 
 Top 
 
 Bottom 
 
 S 
 
 
 In. 
 
 Lba. 
 
 In.2 
 
 In. 
 
 In. 
 
 In. 
 
 In.4 
 
 In. 
 
 In." 
 
 In. 
 
 In* 
 
 In. 
 
 In.s 
 
 M28A 
 
 6.50 
 
 29.8 
 
 8.76 
 
 5.0 
 
 10.0 
 
 .438 
 
 59.4 
 
 2 47 
 
 15.0 
 
 2.55 
 
 30.8 
 
 1.88 
 
 6.2 
 
 M28 
 
 6.50 
 
 27.8 
 
 8.09 
 
 5.0 
 
 10.0 
 
 .313 
 
 57.5 
 
 2.67 
 
 14.3 
 
 2.49 
 
 30.8 
 
 1.95 
 
 6.2 
 
 M29 
 
 5.50 
 
 24.0 
 
 7.01 
 
 5.0 
 
 8.0 
 
 .375 
 
 35.4 
 
 2.25 
 
 11.3 
 
 2.38 
 
 16.8 
 
 1.55 
 
 4.2 
 
 M21 
 
 5.50 
 
 20.0 
 
 5.71 
 
 4.5 
 
 8.0 
 
 .250 
 
 30.9 
 
 2.33 
 
 9.7 
 
 2.33 
 
 14.9 
 
 1.62 
 
 3.7 
 
 M25 
 
 4.25 
 
 14.5 
 
 4.10 
 
 4.0 
 
 6.0 
 
 .250 
 
 13.0 
 
 1.78 
 
 5.5 
 
 1.88 
 
 6.1 
 
 1.22 
 
 2.0 
 
 M24 
 
 3.00 
 
 9.5 
 
 2.80 
 
 3.0 
 
 50 
 
 .203 
 
 4.3 
 
 1.24 
 
 2.5 
 
 1.27 
 
 3.1 
 
 1.05 
 
 1.2 
 
 -fit) 
 
 
 Depth 
 of 
 
 Sec- 
 tion 
 
 Wt. 
 per 
 Foot 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 Width of 
 Section 
 
 Thick- 
 ness 
 
 ■ Axis 1-1 
 
 Axis 2-2 
 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 
 Section 
 Index 
 
 Top 
 
 Bottom 
 
 S 
 
 
 In. 
 
 Lbs. 
 
 In. a 
 
 In. 
 
 In. 
 
 In. 
 
 In.* 
 
 In. 
 
 In.s 
 
 In. 
 
 Id* 
 
 In. 
 
 In.s 
 
 M27 
 M20 
 M18 
 
 2.25 
 2.00 
 1.50 
 
 9.0 
 6.0 
 4.0 
 
 2.62 
 1.72 
 1.21 
 
 5.5 
 4.5 
 3.4 
 
 7.0 
 6.0 
 5.0 
 
 .250 
 .188 
 .156 
 
 1.28 
 0.71 
 0.31 
 
 0.70 
 0.64 
 0.50 
 
 0.79 
 0.51 
 0.31 
 
 1.62 
 1.4] 
 1.00 
 
 16.8 
 8.4 
 3.6 
 
 2.53 
 2.22 
 1.73 
 
 4.8 
 2.8 
 1.5 
 
 
 Depth 
 of 
 
 Sec- 
 tion 
 
 Wt. 
 per 
 Foot 
 
 Area 
 of 
 
 Sec- 
 tion 
 
 Width 
 of 
 
 Sec- 
 tion 
 
 Thick- 
 ness 
 
 Axis 1-1 
 
 Axis 2-2 
 
 Section 
 Index 
 
 I 
 
 r 
 
 S 
 
 X 
 
 I 
 
 r 
 
 S 
 
 
 In. 
 
 Lbs. 
 
 In.a 
 
 In. 
 
 In. 
 
 In.* 
 
 In. 
 
 In.s 
 
 In. 
 
 In.* 
 
 In. 
 
 In.s 
 
 M26 
 M19 
 
 % 
 
 3.20 
 2.50 
 
 0.97 
 0.74 
 
 4il 
 4 
 
 .125 
 .141 
 
 0.059 
 0.024 
 
 0.25 
 0.18 
 
 0.110 
 0.057 
 
 0.54 
 0.43 
 
 2.44 
 1.15 
 
 1.58 
 1.25 
 
 0.99 
 0.58 
 
 193 
 
CARNEGIE STEEL COMPANY 
 
 ELEMENTS OF TROUGH PLATES 
 
 
 Dimensions 
 
 Weight 
 per 
 Foot 
 
 Area 
 
 of 
 
 Section 
 
 Axis 1-1 
 
 Section 
 Index 
 
 a 
 
 b 
 
 d 
 
 t 
 
 ti 
 
 I 
 
 r 
 
 S 
 
 X 
 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 Lbs. 
 
 In. 2 
 
 In.* 
 
 In. 
 
 In. » 
 
 In. 
 
 M 14 
 M 13 
 M 12 
 M 11 
 M 10 
 
 9H 
 
 9)4 
 9H 
 
 5 
 5 
 5 
 5 
 . 5 
 
 3M 
 3% 
 3% 
 3« 
 3% 
 
 X 
 
 Va 
 hi 
 ft 
 ft 
 
 a 
 
 23.2 
 21.4 
 19.7 
 18.0 
 16.3 
 
 6.82 
 6.30 
 5.79 
 5.28 
 4.78 
 
 5.5 
 5.0 
 4.6 
 4.1 
 3.7 
 
 0.90 
 0.90 
 0.90 
 0.91 
 0.91 
 
 22 
 20 
 1.8 
 1.6 
 1.4 
 
 1.21 
 1.19 
 1.16 
 1.12 
 1.08 
 
 ELEMENTS OP CORRUGATED PLATES 
 
 
 Dimensions 
 
 Weight 
 per 
 
 Foot 
 
 Area 
 
 of 
 
 Section 
 
 Axis 1-1 
 
 Section 
 Index 
 
 a 
 
 ,b 
 
 d 
 
 t 
 
 r 
 
 I 
 
 r 
 
 S 
 
 X 
 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 Lbs. 
 
 In.2 
 
 In.* 
 
 In. 
 
 InX 
 
 In. 
 
 M 35 
 M 34 
 M33 
 M32 
 M 31 
 M 30 
 
 12A 
 
 12A 
 12A 
 
 S»A 
 »% 
 
 8% 
 
 7A 
 7A 
 7ft 
 5% 
 5X 
 5X 
 
 2% 
 
 m 
 
 ift 
 \X 
 
 X 
 
 7 
 10 
 
 % 
 
 Vs 
 
 ft 
 H 
 
 3% 
 3% 
 3% 
 
 3% 
 3% 
 3% 
 
 23.7 
 20.8 
 17.8 
 12.0 
 10.1 
 8.1 
 
 6.97 
 6.10 
 5.22 
 3.53 
 2.96 
 2.38 
 
 6.8 
 
 5.8 
 
 4.8 
 
 1.3 
 
 0.95 
 
 0.64 
 
 0.99 
 0.98 
 0.96 
 0.62 
 0.57 
 0.52 
 
 4.5 
 3.9 
 3.3 
 1.4 
 1.1 
 0.80 
 
 1.34 
 1.32 
 1.31 
 0.74 
 0.72 
 0.70 
 
 ELEMENTS OP U. S. STEEL SHEET PILING SECTIONS 
 
 Section 
 Index 
 
 
 Dimensions 
 
 
 
 Weight 
 per 
 Foot 
 
 Area 
 
 of 
 
 Section 
 
 Axis 1-1 
 
 b 
 
 c 
 
 d 
 
 t 
 
 I 
 
 r 
 
 S 
 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 Lbs. 
 
 In.s 
 
 In.* 
 
 In. 
 
 In.3 
 
 M 105 
 M 104 
 M103 
 
 13 Yi 
 
 13M 
 
 9Ji 
 
 3tt 
 3*8 
 
 2ft 
 
 2X 
 2X 
 IK 
 
 X 
 
 8 
 
 42.5 
 
 38 
 
 16 
 
 12.51 
 
 11.30 
 
 4.71 
 
 8.56 
 8.50 
 1.45 
 
 0.83 
 0.87 
 0.56 
 
 4.35 
 4.32 
 1.13 
 
 194 
 

 
 
 
 ELEMENTS OF SECTIONS 
 
 
 
 
 
 ELEMENTS OF RAIL AND SPLICE BARS 
 
 f -, — 1 ^ 
 
 
 Weight 
 per 
 Yard 
 
 Depth 
 of 
 
 Area 
 of 
 
 Axis 1-1 
 
 
 Weight 
 per 
 Foot 
 
 Depth 
 
 of 
 Section 
 
 Area 
 
 of 
 Section 
 
 Axis- 1-1 
 
 Section 
 Index 
 
 Section 
 
 Section 
 
 I 
 
 S 
 
 X 
 
 Section 
 Index 
 
 I 
 
 S x' 
 
 Lba. 
 
 In. 
 
 In.s 
 
 In* 
 
 In.s 
 
 Id. 
 
 Lbs. 
 
 In. 
 
 In.2 
 
 In> 
 
 In.s 
 
 In. 
 
 A. S. C. E. Rails 
 
 A. S. C. E. Splice Bars 
 
 10040 
 
 100 
 
 5% 
 
 9.84 
 
 43.97 
 
 14.55 
 
 2.73 
 
 S10040 
 
 15.80 
 
 4* 
 
 4.65 
 
 13.43 
 
 5.82 
 
 1.91 
 
 904C 
 
 90 
 
 5% 
 
 8.83 
 
 34. 3t 
 
 12.1S 
 
 2.55 
 
 S 904C 
 
 13.50 
 
 38* 
 
 3.97 
 
 10.304.7S 
 
 1,81 
 
 8540 
 
 85 
 
 6ft 
 
 8.33 
 
 30.07 
 
 11. OS 
 
 2.47 
 
 S 854C 
 
 12.40 
 
 318 
 
 3.65 
 
 8.434.02 
 
 1.71 
 
 8040 
 
 80 
 
 5 
 
 7.86 
 
 26.38 
 
 10.07 
 
 2.38 
 
 S 804C 
 
 11.50 
 
 SJf* 
 
 3.38 
 
 7.393.75 
 
 1.68 
 
 7540 
 
 75 
 
 m 
 
 7.33 
 
 22.86 
 
 9.1(1 
 
 2.30 
 
 S 754C 
 
 10.70 
 
 8V* 
 
 3.15 
 
 6.02 3.2S 
 
 1.65 
 
 7040 
 
 70 
 
 i% 
 
 6.81 
 
 19.7(1 
 
 8.10 
 
 2.22 
 
 S 704C 
 
 10.00 
 
 m 
 
 2.95 
 
 5.823.15 
 
 1.61 
 
 6540 
 
 65 
 
 4ft 
 
 6.33 
 
 16.90 
 
 7.37 
 
 2.14 
 
 S 654C 
 
 9.20 
 
 3H 
 
 2.71 
 
 4.852.73 
 
 1.56 
 
 6040 
 
 60 
 
 m 
 
 5.93 
 
 14.56 
 
 6.62 
 
 2.05 
 
 S 604C 
 
 8.40 
 
 3*} 
 
 2.47 
 
 4.04|2.3S 
 
 1.51 
 
 5540 
 
 55 
 
 4ft 
 
 5.38 
 
 12.03 
 
 5.75 
 
 1.97 
 
 S 554C 
 
 7.50 
 
 3ft 
 
 2.21 
 
 3.412.07 
 
 1.41 
 
 5040 
 
 50 
 
 3% 
 
 4.87 
 
 9.94 
 
 4.98 
 
 1.88 
 
 S 5040 
 
 6;62 
 
 2H 
 
 1.95 
 
 2.721.74 
 
 1.37 
 
 A. E. A. Rails— Type A 
 
 A. R. A. Splice Babs— Type A 
 
 10020 
 
 100 
 
 6 
 
 9.84 
 
 48.94 
 
 15.04 
 
 2.75 
 
 S10020 
 
 19.04 
 
 4?» 
 
 5.60 
 
 21 .30 
 
 7.88 
 
 2.02 
 
 9020 
 
 90 
 
 fiH 
 
 8.82 
 
 HS.70 
 
 12.56 
 
 2.54 
 
 S 9020 
 
 16.64 
 
 4ft 
 
 4.90 
 
 16.10 
 
 6.36 
 
 1.91- 
 
 8020 
 
 80 
 
 5^ 
 
 7.86 
 
 28.80 
 
 10.24 
 
 2.31 
 
 S 802C 
 
 13.43 
 
 318 
 
 3.95 
 
 10.13 
 
 4.57 
 
 1.72 
 
 7020 
 
 70 
 
 4 H 
 
 6.82 
 
 21.05 
 
 8.21 
 
 2.20 
 
 S 7020 
 
 11.64 
 
 w 
 
 3.43 
 
 7.42 
 
 3.63 
 
 1.48 
 
 6020 
 
 60 
 
 4^ 
 
 5.86 
 
 15.41 
 
 6.50 
 
 2.13 
 
 S 6020 
 
 10.63 
 
 Si4 
 
 3.13 
 
 6.22 
 
 3.16 
 
 1.52 
 
 A. R. A. Rails— Type B 
 
 A. R. A. Splice Bars— Type B 
 
 10030 
 
 100 
 
 m 
 
 9.85 
 
 41.30 
 
 13.70 
 
 2.63 
 
 S10030 
 
 16.92 
 
 4/7 
 
 4.98 
 
 14.34 
 
 6.30 
 
 1.83 
 
 9030 
 
 90 
 
 5S? 
 
 8.87 
 
 32.31 
 
 11.45 
 
 2.44 
 
 S 9030 
 
 14.42 
 
 m 
 
 4.24 
 
 10.16 
 
 4.71 
 
 1.67 
 
 8030 
 
 80 
 
 m 
 
 7.91 
 
 25.10 
 
 9.38 
 
 2.27 
 
 S 8030 
 
 12.65 
 
 •A% 
 
 3.72 
 
 7.70 
 
 3.79 
 
 1.59 
 
 Light Rails 
 
 Light Rail Splice Bars 
 
 4540 
 
 45 
 
 m 
 
 4.40 
 
 8.13 
 
 4.25 
 
 1.78 
 
 S 4540 
 
 5.80 
 
 2ijS 
 
 1.70 
 
 
 
 1.29 
 
 4040 
 
 40 
 
 <m 
 
 3.94 
 
 6.57 
 
 3.62 
 
 1.68 
 
 S 4040 
 
 5.00 
 
 •2% 
 
 1.47 
 
 
 
 1.27 
 
 3540 
 
 35 
 
 Rft 
 
 3.44 
 
 5.17 
 
 3.02 
 
 1.60 
 
 S 3540 
 
 4.58 
 
 2»t 
 
 1.35 
 
 
 
 1.19 
 
 3040 
 
 30 
 
 3H 
 
 3.00 
 
 4.06 
 
 2.53 
 
 1.52 
 
 S 3040 
 
 3.97 
 
 a» 
 
 1.17 
 
 
 
 1.10 
 
 2540 
 
 25 
 
 2% 
 
 2.39 
 
 2.5(1 
 
 1.77 
 
 1.33 
 
 S 2540 
 
 2.20 
 
 m 
 
 0.65 
 
 
 
 0.90 
 
 2040 
 
 20 
 
 2% 
 
 2.00 
 
 1.94 
 
 1.43 
 
 1.-2Y 
 
 S 2040 
 
 1.87 
 
 1W 
 
 0.55 
 
 
 
 0.80 
 
 1640 
 
 16 
 
 2V* 
 
 1.55 
 
 1.24 
 
 1.01 
 
 1.15 
 
 S 1640 
 
 1.70 
 
 185 
 
 0.50 
 
 
 
 0.70 
 
 1440 
 
 14 
 
 2ft 
 
 1.34 
 
 0.76 
 
 0.73 
 
 1.02 
 
 S 1440 
 
 1.36 
 
 u« 
 
 0.40 
 
 
 
 0.65 
 
 1240 
 
 12 
 
 2 
 
 1.18 
 
 0.66 
 
 0.630.96 
 
 S 1240 
 
 1.36 
 
 us 
 
 0.40 
 
 
 
 D.65 
 
 1040 
 
 10 
 
 \H 
 
 0.96 
 
 0.4(1 
 
 0.460.87 
 
 S 104C 
 
 0.985 
 
 lft 
 
 0.29 
 
 
 
 0.56 
 
 840 
 
 8 
 
 lft 
 
 0.77 
 
 0.26 
 
 0.320.75 
 
 S 840 
 
 0.747 
 
 Si 
 
 0.22 
 
 
 
 0.49 
 
 195 
 
CARNEGIE STEEL COMPANY 
 
 MOMENTS OP INERTIA OF RECTANGLES 
 In Widths from Yi to % Inch and 1 Inch 
 
 Neutral Axis Through Center Normal to Depth 
 
 This and the following table may be used in computing the 
 Moments of Inertia of Plate Girders, Columns and other com- 
 pound sections in which plates are used; see pages 172 and 173. 
 
 
 Width, Inches 
 
 as 
 
 a 
 
 A 
 
 % 
 
 i 7 » 1 a 
 
 ft 
 
 % 
 
 1 
 
 l 
 
 .021 
 
 .026 
 
 .031 
 
 .037 
 
 .042 
 
 .047 
 
 .052 
 
 .083 
 
 2 
 
 .167 
 
 .208 
 
 .250 
 
 .292 
 
 .333 
 
 .375 
 
 .417 
 
 .667 
 
 3 
 
 .563 
 
 .703 
 
 .844 
 
 .984 
 
 1.125 
 
 1.266 
 
 1.406 
 
 2.250 
 
 4 
 
 1.333 
 
 1.667 
 
 2.000 
 
 2.333 
 
 2.667 
 
 3.000 
 
 3.333 
 
 5.333 
 
 5 
 
 2.604 
 
 3.255 
 
 3.906 
 
 4.557 
 
 5.208 
 
 5.859 
 
 6.510 
 
 10.417 
 
 6 
 
 4.500 
 
 5.625 
 
 6.750 
 
 7.875 
 
 9.000 
 
 10.125 
 
 11.250 
 
 18.000 
 
 7 
 
 7.146 
 
 8.932 
 
 10.719 
 
 12.505 
 
 14.292 
 
 16.078 
 
 17.865 
 
 28.583 
 
 8 
 
 10.667 
 
 13.333 
 
 16.000 
 
 18.667 
 
 21.333 
 
 24.000 
 
 26.667 
 
 42.667 
 
 9 
 
 15.188 
 
 18.984 
 
 22.781 
 
 26.578 
 
 30.375 
 
 34.172 
 
 37.969 
 
 60.750 
 
 10 
 
 20.8.33 
 
 26.042 
 
 31.250 
 
 36.458 
 
 41.667 
 
 46.875 
 
 52.083 
 
 83.333 
 
 11 
 
 27.729 
 
 34.662 
 
 41.594 
 
 48.526 
 
 55.458 
 
 62.391 
 
 69.323 
 
 110.917 
 
 12 
 
 36.000 
 
 45.000 
 
 54.000 
 
 63.000 
 
 72.000 
 
 81.000 
 
 90.000 
 114.427 
 
 144.000 
 
 13 
 
 45.771 
 
 57.214 
 
 68.656 
 
 80.099 
 
 91.542 
 
 102.984 
 
 183.083 
 
 14 
 
 57.167 
 
 71.458 
 
 85.750 
 
 100.042 
 
 114.333 
 
 128.625 
 
 142.917 
 
 228.667 
 
 15 
 
 70.313 
 
 87.891 
 
 105.469 
 
 123.047 
 
 140.625 
 
 158.203 
 
 175.781 
 
 281.250 
 
 16 
 
 85.333 
 
 106.667 
 
 128.000 
 
 149.333 
 
 170.667 
 
 192.000 
 
 213.333 
 
 341.333 
 
 17 
 
 102.354 
 
 127.943 
 
 153.531 
 
 179.120 
 
 204.708 
 
 230.297 
 
 255.885 
 
 409.417 
 
 18 
 
 121.500 
 
 151.875 
 
 182.250 
 
 212.625 
 
 243.000 
 
 273.375 
 
 303.750 
 
 486.000 
 
 19 
 
 142.896 
 
 178.620 
 
 214.344 
 
 250.068 
 
 285.792 
 
 321.516 
 
 357.240 
 
 571.583 
 
 20 
 
 166.667 
 
 208.333 
 
 250.000 
 
 291.667 
 
 333.333 
 
 375.000 
 
 416.667 
 
 666.667 
 
 21 
 
 192.938 
 
 241.172 
 
 289.406 
 
 337.641 
 
 385.875 
 
 434.109 
 
 482.344 
 
 771.750 
 
 22 
 
 221.833 
 
 277.292 
 
 332.750 
 
 388.208 
 
 443.667 
 
 499.125 
 
 554.583 
 
 887.333 
 
 23 
 
 253.479 
 
 316.849 
 
 380.219 
 
 443.589 
 
 506.958 
 
 570.328 
 
 633.698 
 
 1013.917 
 
 24 
 
 288.000 
 
 360.000 
 
 432.000 
 
 504.000 
 
 576.000 
 
 648.000 
 
 720.000 
 
 1152.000 
 
 25 
 
 325.521 
 
 406.901 
 
 488.281 
 
 569.662 
 
 651.042 
 
 732.422 
 
 813.802 
 
 1302.083 
 
 26 
 
 366.167 
 
 457.708 
 
 549.250 
 
 640.792 
 
 732.333 
 
 823.875 
 
 915.417 
 
 1464.667 
 
 27 
 
 410.063 
 
 512.578 
 
 615.094 
 
 717.609 
 
 820.125 
 
 922.641 
 
 1025.156 
 
 1640.250 
 
 28 
 
 457.333 
 
 571.667 
 
 686.000 
 
 800.333 
 
 914.667 
 
 1029.000 
 
 1143.333 
 
 1829.333 
 
 29 
 
 508.104 
 
 635.130 
 
 762.156 
 
 889.182 
 
 1016.208 
 
 1143.234 
 
 1270.260 
 
 2032.417 
 
 30 
 
 562.500 
 
 703.125 
 
 843.750 
 
 984.375 
 
 1125.000 
 
 1265.625 
 
 1406.250 
 
 2250.000 
 
 32 
 
 682.667 
 
 853.333 
 
 1024.000 
 
 1194.667 
 
 1365.333 
 
 1536.000 
 
 1706.667 
 
 2730.667 
 
 34 
 
 818.833 
 
 1023.542 
 
 1228.250 
 
 1432.958 
 
 1637.667 
 
 1842.375 
 
 2047.083 
 
 3275.333 
 
 36 
 
 972.000 
 
 1215.000 
 
 1458.000 
 
 1701.000 
 
 1944.000 
 
 2187.000 
 
 2430.000 
 
 3888.000 
 
 38 
 
 1143,167 
 
 1428.958 
 
 1714.750 
 
 2000.542 
 
 2286.333 
 
 2572.125 
 
 2857.917 
 
 4572.667 
 
 40 
 
 1333.333 
 
 1666.667 
 
 2000.000 
 
 2333.333 
 
 2666.667 
 
 3000.000 
 
 3333.333 
 
 5333.333 
 
 42 
 
 1543.500 
 
 1929.375 
 
 2315.250 
 
 2701. 125^087.000 
 3105.6673549.333 
 3548.7084055.667 
 
 3472.875 
 
 3858.750 
 
 6174.000 
 
 44 
 
 1774.667 
 
 3218.333 
 
 2662.000 
 
 3993.000 
 
 4436.667 
 
 7098.667 
 
 46 
 
 2027.833 
 
 2534.792 
 
 3041.750 
 
 4562.625 
 
 5069.583 
 
 8111.333 
 
 48 
 
 2304.000 
 
 2880.000 
 
 3456.000 
 
 1032.0004608.000 
 
 5184.000 
 
 5760.000 
 
 9216.000 
 
 50 
 
 2604.167 
 
 3255.208 
 
 3906.250 
 
 1557.292'5208.333 
 
 5859.375 
 
 6510.417 
 
 10416.667 
 
 52 
 
 2929.333 
 
 3661.667 
 
 4394.000 
 
 5126.3335858.667 
 
 6591.000 
 
 7323.333 
 
 1717 333 
 
 54 
 
 3280.500 
 
 1100.625 
 
 4920.750 
 
 5740.8756561.000 
 
 7381.125 
 
 8201.25013122.000 
 
 56 
 
 3658.667 
 
 1573.333 
 
 5488.000 
 
 3402.6677317.333 
 
 8232.000 
 
 9146.66714634.667 
 
 58 
 
 4064.833 
 
 5081.0426097.250 
 
 71 13.4588129.667 
 
 9145.875 
 
 10162.08316250 333 
 
 60 
 
 1500.000 
 
 5625.000 
 
 8750.000 
 
 7875.000 
 
 9000.000 
 
 10125.000 
 
 11250.000 
 
 L8000.000 
 
 196 
 

 
 
 
 ELEMENTS OF SECTIONS 
 
 
 
 ' 
 
 1 
 
 
 MOMENTS OF INERTIA OF RECTANGLES 
 In Widths op 1 Inch 
 
 ■ Neutral Axis Through Center Normal to Depth 
 1 
 
 
 
 
 To obtain the Moment of Inertia of any rectangle, multiply 
 the tabular value for its depth by its width in inches. For deeper 
 rectangles of tabular thickness, multiply the tabular values for 
 half their depth by 8 ; or for one-third their depth by 27, etc. 
 
 q5 
 
 Ii-i 
 
 Inches 4 
 
 as 
 
 Ii-i 
 Inches 4 
 
 ■3$ 
 
 aS 
 
 Ii-i 
 Inches 4 
 
 is 
 
 Ii-i 
 Inches* 
 
 £8 
 
 as 
 
 In 
 Inches 4 
 
 3J 
 
 as 
 
 Il-l 
 
 Inches 4 
 
 
 
 .000 
 
 6 
 
 18.000 
 
 12 
 
 144.000 
 
 18 
 
 486.000 
 
 24 
 
 1152.000 
 
 30 
 
 2250.000 
 
 X 
 X 
 X 
 
 X 
 
 .000 
 .001 
 .004 
 .010 
 .020 
 .035 
 .056 
 
 X 
 
 X 
 
 X 
 
 X 
 X 
 X 
 
 19.149 
 20.345 
 21.590 
 22.885 
 24.231 
 25.629 
 27.079 
 
 X 
 X 
 X 
 
 x 
 
 X 
 
 X 
 X 
 
 148.547 
 153.189 
 157.926 
 162.760 
 167.692 
 172.723 
 177.853 
 
 X 
 X 
 X 
 X 
 X 
 X 
 
 496.195 
 506.533 
 517.012 
 527.635 
 538.403 
 549.317 
 560.376 
 
 X 
 X 
 X 
 X 
 X 
 
 X 
 x 
 
 1170.094 
 1188.376 
 1206.848 
 1225.510 
 1244.364 
 1263.410 
 1282.650 
 
 X 
 X 
 X 
 X 
 X 
 
 X 
 X 
 
 2278.243 
 2306.721 
 2335.434 
 2364.385 
 2393.575 
 2423.004 
 2452.674 
 
 1 
 
 .083 
 
 7 
 
 28.583 
 
 13 
 
 183.083 
 
 19 
 
 571.583 
 
 25 
 
 1302.083 
 
 31 
 
 2482.583 
 
 X 
 M 
 H 
 
 P 
 
 .119 
 .163 
 .217 
 .281 
 .358 
 .447 
 .549 
 
 x 
 
 X 
 
 x 
 x 
 
 X 
 X 
 X 
 
 30.142 
 31.757 
 33.428 
 35.156 
 36.944 
 38.790 
 40.698 
 
 X 
 X 
 X 
 
 .8 
 
 188.416 
 193.850 
 199.389 
 205.031 
 210.779 
 216.634 
 222.596 
 
 X 
 X 
 X 
 X 
 X 
 X 
 
 582.939 
 594.444 
 606.099 
 617.906 
 629.866 
 641.978 
 654.245 
 
 X 
 X 
 X 
 X 
 X 
 X 
 
 X 
 
 1321.713 
 1341.538 
 1361.561 
 1381.781 
 1402.202 
 1422.821 
 1443.644 
 
 X 
 X 
 X 
 X 
 X 
 X 
 X 
 
 2512.737 
 2543.132 
 2573.771 
 2604.656 
 2635.787 
 2667.165 
 2698.792 
 
 2 
 
 .667 
 
 8 
 
 42.667 
 
 14 
 
 228.667 
 
 20 
 
 666.667 
 
 26 
 
 1464.667 
 
 32 
 
 2730.667 
 
 H 
 H 
 
 x 
 X 
 
 '4 
 x 
 
 .800 
 .949 
 1.116 
 1.302 
 1.507 
 1.733 
 1.980 
 
 x 
 
 H 
 
 x 
 
 X 
 
 8 
 
 % 
 
 44.698 
 46.793 
 48.952 
 51.177 
 53.468 
 55.827 
 58.254 
 
 8 
 
 X 
 X 
 
 X 
 X 
 X 
 
 234.847 
 241.137 
 247.538 
 254.052 
 260.679 
 267.421 
 274.277 
 
 H 
 X 
 % 
 
 x 
 X 
 
 X 
 x 
 
 679.245 
 691.840 
 704.874 
 717.927 
 731.141 
 744.514 
 758.051 
 
 X 
 X 
 X 
 X 
 X 
 X 
 
 1485.893 
 1507.324 
 1528.961 
 1550.802 
 1572.851 
 1595.108 
 1617.575 
 
 X 
 X 
 X 
 X 
 X 
 
 ¥■ 
 
 X 
 
 2762.792 
 2795.168 
 2827.797 
 2860.677" 
 2893:812 
 2927.202 
 2960.849 
 
 3 
 
 2.250 
 
 9 
 
 60.750 
 
 15 
 
 281,250 
 
 21 
 
 771.750 
 
 27 
 
 1640.250 
 
 33 
 
 2994.750 
 
 X 
 M 
 H 
 
 % 
 X 
 
 X 
 
 2.543 
 2.861 
 3.204 
 3.573 
 3.970 
 4.395 
 4.849 
 
 x 
 
 X 
 
 x 
 x 
 x 
 
 X 
 
 x 
 
 63.317 
 65.954 
 68.665 
 71.448 
 74.305 
 77.238 
 80.247 
 
 x 
 
 X 
 
 x 
 x 
 x 
 
 X 
 X 
 
 288.340 
 295.548 
 302.875 
 310.323 
 317.891 
 325.582 
 333.396 
 
 x 
 
 X 
 
 % 
 
 X 
 
 % 
 
 X 
 X 
 
 785.613 
 799.652 
 813.836 
 828.198 
 842.727 
 857.426 
 872.294 
 
 X 
 X 
 X 
 X 
 X 
 X 
 X 
 
 1663.136 
 1686.236 
 1709.547 
 1733.073 
 1756.814 
 1780.770 
 1804.943 
 
 X 
 X 
 X 
 X 
 X 
 X 
 X 
 
 3028.911 
 3063.329 
 3098.009 
 3132.948 
 3168.150 
 3203.614 
 3239.341 
 
 4 
 
 5.333 
 
 10 
 
 83.333 
 
 16 
 
 341.333 
 
 22 
 
 887.333 
 
 28 
 
 1829.333 
 
 34 
 
 3275.333 
 
 X 
 X 
 X 
 X 
 X 
 
 5\849 
 6.397 
 6.978 
 7.594 
 8.244 
 8.931 
 9.655 
 
 y» 
 
 X 
 
 x 
 x 
 
 X 
 
 ¥*■ 
 x 
 
 86.498 
 89.741 
 93.064 
 96.469 
 99.955 
 103.525 
 107.178 
 
 X 
 X 
 X 
 
 % 
 
 A 
 
 349.396 
 357.585 
 365.900 
 374.344 
 382.916 
 391.618 
 400.452 
 
 X 
 X 
 'A 
 X 
 
 & 
 
 902.545 
 917.928 
 933.486 
 949.219 
 965.127 
 981.212 
 997.475 
 
 X 
 X 
 X 
 
 X 
 
 % 
 
 X 
 X 
 
 1853.943 
 1878.773 
 1903.823 
 1929.094 
 1954.588 
 1980.305 
 2006.249 
 
 X 
 X 
 X 
 
 X 
 X 
 X 
 X 
 
 3311.592 
 3348.117 
 3384.909 
 3421.969 
 3459.300 
 3496.900 
 3534.772 
 
 5 
 
 10.417 
 
 ii 
 
 110.917 
 
 17 
 
 409.417 
 
 23 
 
 1013.917 
 
 29 
 
 2032.417 
 
 35 
 
 3572.917 
 
 X 
 
 x 
 x 
 x 
 
 11.218 
 12.059 
 12.941 
 13.865 
 14.832 
 15.843 
 16.898 
 
 H 
 
 X 
 X 
 X 
 
 if 
 
 114.741 
 118.652 
 122.652 
 126.740 
 130.918 
 135.186 
 139.547 
 
 X 
 X 
 »A 
 X 
 
 8 
 
 % 
 
 418.515 
 427.746 
 437.113 
 446.615 
 456.253 
 466.030 
 475.945 
 
 X 
 
 X 
 
 % 
 
 X 
 X 
 X 
 
 % 
 
 1030.538 
 1047.340 
 1064.323 
 1081.490 
 1098.839 
 1116.374 
 1134.094 
 
 X 
 X 
 
 X 
 X 
 
 X 
 
 2058.811 
 2085.434 
 2112.285 
 2139.365 
 2166.676 
 2194.218 
 2221.992 
 
 X 
 X 
 
 X 
 
 3611.334 
 3650.027 
 3688.994 
 3728.240 
 3767.763 
 3807.561 
 3847.641 
 
 6 18.000 
 
 12 |144.000 
 
 18 
 
 486.000 
 
 24 
 
 1152.000 
 
 30 
 
 2250.000 
 
 36 
 
 3888.0"00 
 
 197 
 

 
 
 
 CARNEGIE 
 
 STEEL COMPANY 
 
 
 
 
 
 HOLLOW ROUND SECTIONS 
 Areas and Radii of Gyration 
 
 
 1 4 
 f — * 
 
 t Aiea,=- 4 -=u./oo* \u—a') sq. in. 
 
 P . i/D 2 +d 2 • 
 j Radius of gyration = -* — 4 in. 
 
 Dia. 
 D, 
 
 Inches 
 
 1 
 1 
 s 
 
 Thickness in Inches 
 
 y* 
 
 He 
 
 % 
 
 % 
 
 % 
 
 % 
 
 % 
 
 1 
 
 iy 8 
 
 iy* 
 
 1% 
 
 1% 
 
 1% 
 
 1% 
 
 1% 
 
 2 
 
 2 
 
 'a 
 
 1.37 
 
 1.66 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 r 
 
 0.63 
 
 0.61 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 3 
 
 A 
 r 
 
 2.16 
 0.98 
 
 2.64 
 0.96 
 
 
 
 
 
 
 
 
 
 — 
 
 
 
 
 
 
 
 
 
 
 4 
 
 A 
 
 3.95 
 
 3.62 
 
 4.27 
 
 5.50 
 
 
 
 
 
 
 
 
 
 
 
 
 
 r 
 
 1.33 
 
 1.31 
 
 1.29 
 
 1.25 
 
 
 
 
 
 
 
 
 
 
 
 
 
 5 
 
 A 
 
 3.73 
 
 4.60 
 
 5.45 
 
 7.07 
 
 8.59 
 
 10.01 
 
 
 
 
 
 
 
 
 
 
 ' 
 
 r 
 
 1.68 
 
 1.66 
 
 1.64 
 
 1.60 
 
 1.56 
 
 1.53 
 
 
 
 
 
 
 
 
 
 
 
 6 
 
 A 
 
 4.52 
 
 5.58 
 
 6.63 
 
 8.64 
 
 10.55 
 
 12.37 
 
 14.09 
 
 15.71 
 
 
 
 
 
 
 
 
 
 r 
 
 2.03 
 
 2.01 
 
 1.99 
 
 1.95 
 
 1.91 
 
 1.88 
 
 1.84 
 
 1.80 
 
 
 
 
 
 
 
 
 
 
 7 
 
 A 
 
 5.30 
 
 6.57 
 
 7.80 
 
 10.21 
 
 12.52 
 
 14.73 
 
 16.84 
 
 18.85 
 
 20.76 
 
 22.58 
 
 
 
 
 
 
 r 
 
 2.39 
 
 2.37 
 
 2.35 
 
 2.30 
 
 2.27 
 
 2.23 
 
 2.19 
 
 2.15 
 
 2.12 
 
 2.08 
 
 
 
 
 
 
 
 8 
 
 A 
 
 6.09 
 
 7.55 
 
 8.98 
 
 11.78 
 
 14.48 
 
 17.08 
 
 19.59 
 
 21.99 
 
 24.30 
 
 26.51 
 
 28.62 
 
 30.63 
 
 
 
 
 
 r 
 
 2.74 
 
 2.72 
 
 2.70 
 
 2.66 
 
 2.62 
 
 2.58 
 
 2.54 
 
 2.50 
 
 2.46 
 
 2.43 
 
 2.39 
 
 2.36 
 
 
 
 
 
 9 
 
 A 
 
 6.87 
 
 8.53 
 
 10.16 
 
 13.35 
 
 16.44 
 
 19.44 
 
 22.33 
 
 25.13 
 
 27 83 
 
 30.43 
 
 32.94 
 
 35.34 
 
 37.65 
 
 39.86 
 
 
 
 r 
 
 3.09 
 
 3.07 
 
 3.05 
 
 3.01 
 
 2.97 
 
 2.93 
 
 2.89 
 
 2.85 
 
 2.81 
 
 2.78 
 
 3.74 
 37.26 
 3.09 
 
 2.70 
 
 2.67 
 
 2.64 
 45.36 
 2.98 
 
 
 
 10 
 
 A 
 
 7.66 
 
 9.51 
 
 11.34 
 
 14.92 
 
 18.41 
 
 21.79 
 
 25.08 
 
 28.27 
 
 31.37 
 
 34.36 
 
 40.06 
 
 42.76 
 3.02 
 
 47.86 
 2.95 
 
 56.37 
 
 r 
 
 3.45 
 
 3.43 
 
 3.41 
 
 3.36 
 
 3.32 
 
 3.28 
 
 3.24 
 
 3.20 
 
 3.16 
 
 3.13 
 
 3.05 
 
 2.92 
 
 11 
 
 A 
 
 8.44 
 
 10.49 
 
 12.52 
 
 16.49 
 
 20.37 
 
 24.15 
 
 27.83 
 
 31.42 
 
 34.90 
 
 38.29 
 
 41.58 
 
 44.77 
 
 47.86 
 
 50.85 
 
 53.75 
 
 56.55 
 
 r 
 
 3.80 
 
 3.78 
 
 3.76 
 
 3.72 
 
 3.67 
 
 3.63 
 
 3.59 
 
 3.55 
 
 3.51 
 
 3.48 
 
 3.44 
 
 3.40 
 
 3.36 
 
 3.33 
 
 3.39 
 
 3.26 
 62.83 
 
 12 
 
 A 
 r 
 
 9.23 
 4.16 
 
 11.47 
 4.13 
 
 13.70 
 
 18.06 
 
 22.33 
 
 26.51 
 
 30.58 
 
 34.56 
 
 38.44 
 
 41.22 
 
 45.90 
 
 49.48 
 
 52.97 
 
 56.35 
 
 59.64 
 
 4.11 
 
 4.07 
 
 4.03 
 
 3.99 
 
 3.95 
 
 3.91 
 
 3.87 
 
 3.83 
 
 3.79 
 
 3.75 
 
 3.71 
 
 58.07 
 4.06 
 
 3.68 
 
 3.64 
 65.53 
 
 3.61 
 69.12 
 
 3.95 
 75.40 
 
 13 
 
 A 
 
 10.01 
 
 12.46 
 
 14.87 
 
 19.63 
 
 24.30 
 
 28.86 
 
 33.33 
 
 37.70 
 4.26 
 
 41.97 
 4.22 
 
 46.14 
 4.18 
 
 50.22 
 4.14 
 
 54.19 
 4.10 
 
 61.85 
 
 4.03 
 
 r 
 
 4.51 
 
 4.49 
 
 4.47 
 
 4.42 
 
 4.38 
 
 4.34 
 
 4.30 
 
 5.99 
 
 14 
 
 A 
 r 
 
 10.80 
 4.86 
 
 13.44 
 
 16.05 
 
 21.21 
 
 26.26 
 
 31.22 
 
 36.08 
 
 40.84 
 
 45.50 
 
 50.07 
 
 54.54 
 
 58.91 
 
 63.18 
 
 67.35 
 
 71.43 
 
 4.84 
 
 4.82 
 
 4.78 
 
 4.73 
 
 4.69 
 
 4.65 
 
 4.61 
 
 4.57 
 
 4.53 
 54.00 
 
 4.49 
 58.86 
 
 4.45 
 
 4.41 
 68.28 
 
 4.38 
 
 72.85 
 
 4.34 
 77.31 
 
 4.30 
 
 15 
 
 A 
 r 
 
 11.58 
 5.22 
 
 14.42 
 5.19 
 
 17.23 
 5.17 
 
 22.78 
 
 28.23 
 
 33.58 
 
 38.83 
 
 43.98 
 
 49.04 
 
 63.62 
 
 81.68 
 
 5.13 
 
 5.09 
 
 5.05 
 
 5.00 
 
 4.96 
 
 4.92 
 
 4.88 
 
 4.84 
 
 4.80 
 68.33 
 
 4.76 
 73.39 
 
 4,73 
 
 4.69 
 83.30 
 
 4.65 
 87.97 
 
 16 
 
 A 
 
 12.37 
 
 15.40 
 
 18.41 
 
 24.35 
 
 30.19 
 
 35.93 
 
 41.58 
 5.36 
 
 47.12 
 5.32 
 
 52.57 
 5.27 
 
 57.92 
 5.23 
 
 63.18 
 
 78.34 
 
 r 
 
 5.57 
 
 5.55 
 
 5.53 
 
 5.48 
 
 5.44 
 
 5.40 
 
 5.19 
 
 5.15 
 73.04 
 
 ' 5.11 
 78.49 
 5.47 
 
 5.08 
 83.84 
 5.43 
 
 5.04 
 89.09 
 
 5.00 
 94.25 
 
 17 
 
 A 
 r 
 
 13.16 
 5.92 
 
 16.38 
 5.90 
 
 19.59 
 
 25.92 
 
 32.15 
 
 38.29 
 
 44.33 
 
 50.27 
 
 56.11 
 
 61.85 
 
 67.50 
 
 6.88 
 
 5.84 
 
 5.79 
 
 5.75 
 
 5.71 
 
 5.67 
 
 5.63 
 
 5.59 
 
 5.55 
 
 5.51 
 
 5.39 
 
 5.35 
 
 18 
 
 A 
 r 
 
 13.94 
 6.28 
 
 17.36 
 
 20.76 
 
 27.49 
 
 34.12 
 
 40.64 
 
 47.07 
 
 53.41 
 
 59.64 
 
 65.78 
 
 71.82 
 
 77.75 
 
 83.60 
 
 89.34 
 
 94.98 
 
 100.53 
 
 6.25 
 
 6.23 
 
 6.19 
 
 6.15 
 
 6.10 
 
 6.06 
 
 6.02 
 
 5.98 
 
 5.94 
 
 5.90 
 
 5.86 
 
 5.82 
 
 5.78 
 
 5.74 
 
 5.70 
 
 19 
 
 A 
 r 
 
 14.73 
 6.63 
 15.51 
 
 18.3521.94 
 
 29.06 
 
 36.08 
 
 43.00 
 
 49.82 
 
 56.55 
 
 63.18 
 
 69.70 
 
 76.13 
 
 82.47 
 
 88.70 
 
 94.84 
 
 100.87 
 
 106.82 
 
 6.61 6.59 
 19.3323.12 
 
 6.54 
 30.63 
 
 6.50 
 38.04 
 
 6.46 
 
 45.36 
 
 6.42 
 
 52.57 
 
 6.37 
 59.69 
 
 6.33 
 66.71 
 
 6.29 
 73.63 
 
 6.25 
 80.45 
 
 6.21 
 87.18 
 
 6.17 
 93.81 
 
 6.13 
 100.33 
 
 6.09 
 106.77 
 
 6.05 
 
 20 
 
 A 
 
 113.10 
 
 r 6.98 
 
 6.961 6.941 
 
 6.90 
 
 6.85 
 
 6.81 
 
 6.77 
 
 6.73 
 
 6.69 
 
 6.64 
 
 6.60 
 
 6.56 
 
 6.52 
 
 6.48 
 
 6.44 
 
 6.40 
 
 198 
 
ELEMENTS OF SECTIONS 
 
 HOLLOW SQUARE SECTIONS 
 Areas and Radii op Giration 
 
 d D 
 
 -i Area = D 2 — d 2 sq. in. 
 
 j Radius of gyration= \ — rs — 
 
 Side 
 
 "3 
 
 a 
 
 Thickness, t, Inches 
 
 Inches 
 
 Vi 
 
 %o 
 
 % 
 
 % 
 
 % 
 
 % 
 
 % 
 
 1 
 
 IVs 
 
 1% 
 
 1% 
 
 1% 
 
 1% 
 
 1% 
 
 1% 
 
 2 
 
 2 
 
 A 
 
 1.75 
 
 2.11 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 r 
 
 .72 
 
 .70 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 3 
 
 A 
 
 2.75 
 
 3.36 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 r 
 
 1.13 
 
 1.10 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 4 
 
 A 
 
 3.75 
 
 4.61 
 
 5.44 
 
 7.00 
 
 
 
 
 
 
 
 
 
 
 
 
 
 r 
 
 1.53 
 
 1.51 
 
 1.49 
 
 1.44 
 
 
 
 
 
 
 
 
 
 
 
 
 
 5 
 
 A 
 
 4 75 
 
 5.86 
 
 6.94 
 
 9.00 
 
 10.94 
 
 12.75 
 
 
 
 
 
 
 
 
 
 
 
 r 
 
 1.94 
 
 1.92 
 
 1.89 
 
 1.85 
 
 1.80 
 
 1.76 
 
 
 
 
 
 
 
 
 
 
 
 6 
 
 A 
 
 5.75 
 
 7.11 
 
 8.44 
 
 11.00 
 
 13.44 
 
 15.75 
 
 17.94 
 
 20.00 
 
 
 
 
 
 
 
 
 
 r 
 
 2.35 
 
 2.33 
 
 2.30 
 
 2.25 
 
 2.21 
 
 2.17 
 
 2.12 
 
 2.08 
 
 
 
 
 
 
 
 
 7 
 
 A 
 
 6.75 
 
 8.36 
 
 9.94 
 
 13.00 
 
 15.94 
 
 18.75 
 
 21.44 
 
 24.00 
 
 26.44 
 
 28.75 
 
 
 
 
 
 
 
 r 
 
 2.76 
 
 2.73 
 
 2.71 
 
 2.66 
 
 2.62 
 
 2.57 
 
 2.53 
 
 2.48 
 
 2.44 
 
 2.40 
 
 
 
 
 
 
 
 8 
 
 A 
 
 7.75 
 
 9.61 
 
 11.44 
 
 15.00 
 
 18.44 
 
 21.75 
 
 24.94 
 
 28.00 
 
 30.94 
 
 33.75 
 
 36.44 
 
 39.00 
 
 
 
 
 
 r 
 
 ' 3.17 
 
 3.14 
 
 3.12 
 
 3.07 
 
 3.02 
 
 2.98 
 
 2.93 
 
 2.89 
 
 2.84 
 
 2.80 
 
 2.76 
 
 2.72 
 
 
 
 
 
 9 
 
 A 
 
 '8.75 
 
 10.86 
 
 12.94 
 
 17.00 
 
 20.94 
 
 24.75 
 
 28.44 
 
 32.00 
 
 35.44 
 
 38.75 
 
 41.94 
 
 45.00 
 
 47.94 
 
 50.75 
 
 
 
 r 
 
 3.57 
 
 3.55 
 
 3.53 
 
 3.48 
 
 3.43 
 
 3.38 
 
 3.34 
 
 3.29 
 
 3.25 
 
 3.20 
 
 3.16 
 
 3.12 
 
 3.08 
 
 3.05 
 
 
 
 10 
 
 A 
 
 9.75 
 
 12.11 
 
 14.44 
 
 19.00 
 
 23.44 
 
 27.75 
 
 31.94 
 
 36.00 
 
 39.94 
 
 43.75 
 
 47.44 
 
 51.00 
 
 54.44 
 
 57.75 
 
 60.94 
 
 64.00 
 
 r 
 
 3.98 
 
 3.96 
 
 3.93 
 
 3.88 
 
 3.84 
 
 3.79 
 
 3.74 
 
 3.70 
 
 3.65 
 
 3.61 
 
 3.57 
 
 3.52 
 
 3.48 
 
 3.44 
 
 3.40 
 
 3.37 
 
 11 
 
 A 
 
 10.75 
 
 13.36 
 
 15.94 
 
 21.00 
 
 25.94 
 
 30.75 
 
 35.44 
 
 40.00 
 
 44.44 
 
 48.75 
 
 52.94 
 
 57.00 
 
 60.94 
 
 64.75 
 
 68.44 
 
 72.00 
 
 r 
 
 4.39 
 
 4.37 
 
 4.34 
 
 4.29 
 
 4.24 
 
 4.20 
 
 4.15 
 
 4.10 
 
 4.06 
 
 4.01 
 
 3.97 
 
 3.93 
 
 3.88 
 
 3.84 
 
 3.80 
 
 3.76 
 
 12 
 
 'A 
 
 11.75 
 
 14.61 
 
 17.44 
 
 23.00 
 
 28.44 
 
 33.75 
 
 38.94 
 
 44.00 
 
 48.94 
 
 53.75 
 
 58.44 
 
 63.00 
 
 67.44 
 
 71.75 
 
 75.94 
 
 80.00 
 
 r 
 
 4.80 
 
 4.77 
 
 4.75 
 
 4.70 
 
 4.65 
 
 4.60 
 
 4.56 
 
 4.51 
 
 4.46 
 
 4.42 
 
 4.37 
 
 4.33 
 
 4.29 
 
 4.25 
 
 4.20 
 
 4.16 
 
 13 
 
 A 
 
 12.75 
 
 15.86 
 
 18.94 
 
 25.00 
 
 30.94 
 
 36.75 
 
 42.44 
 
 48.00 
 
 53.44 
 
 58.75 
 
 63.94 
 
 69.00 
 
 73.94 
 
 78.75 
 
 83.44 
 
 88.00 
 
 r 
 
 5.21 
 
 5.18 
 
 5.16 
 
 5.11 
 
 5.06 
 
 5.01 
 
 4.96 
 
 4.92 
 
 4.87 
 
 4.82 
 
 4.78 
 
 4.74 
 
 4.69 
 
 4.65 
 
 4.61 
 
 4.56 
 
 
 A 
 
 13.75 
 
 17.11 
 
 20.44 
 
 27.00 
 
 33.44 
 
 39.75 
 
 45.94 
 
 52.00 
 
 57.94 
 
 63.75 
 
 69.44 
 
 75.00 
 
 80.44 
 
 85.75 
 
 90.94 
 
 96.00 
 
 14 
 
 r 
 
 5.61 
 
 5.59 
 
 5.56 
 
 5.51 
 
 5.47 
 
 5.42 
 
 5.37 
 
 5.32 
 
 5.28 
 
 5.23 
 
 5.18 
 
 5.14 
 
 5.10 
 
 5.05 
 
 5.01 
 
 4.97 
 
 
 A 
 
 14.75 
 
 18.36 
 
 21.94 
 
 29.00 
 
 35.94 
 
 42.75 
 
 49.44 
 
 56.00 
 
 62.44 
 
 68.75 
 
 74.94 
 
 81.00 
 
 86.94 
 
 92.75 
 
 98.44 
 
 104.00 
 
 
 r 
 
 6.02 
 
 6.00 
 
 5.97 
 
 5.92 
 
 5.87 
 
 5.83 
 
 5.78 
 
 5.73 
 
 5.68 
 
 5.64 
 
 5.59 
 
 5.55 
 
 5.50 
 
 5.46 
 
 5.41 
 
 5.37 
 
 
 A 
 
 15.75 
 
 19.61 
 
 23.44 
 
 31.00 
 
 38.44 
 
 45.75 
 
 52.94 
 
 60.00 
 
 66.94 
 
 73.75 
 
 80.44 
 
 87.00 
 
 93.44 
 
 99.75 
 
 105.94 
 
 112.00 
 
 
 r 
 A 
 
 6.43 
 16.75 
 
 6.41 
 20.86 
 
 6.38 
 
 24.94 
 
 6.33 
 33.00 
 
 6.28 
 40.94 
 
 6.23 
 48.75 
 
 6.19 
 56.44 
 
 6.14 
 64.00 
 
 6.09 
 71.44 
 
 6.04 
 78.75 
 
 6.00 
 85.94 
 
 5.95 
 93.00 
 
 5.91 
 99.94 
 
 5.86 
 106.75 
 
 5.82 
 
 113.44 
 
 5.77 
 120.00 
 
 17 
 
 r 
 
 6.84 
 
 6.81 
 
 6.79 
 
 6.74 
 
 6.69 
 
 6.64 
 
 6.59 
 
 6.54 
 
 6.50 
 
 6.45 
 
 6.40 
 
 6.36 
 
 6.31 
 
 6.27 
 
 6.23 
 
 6.18 
 
 
 A 
 
 17.75 
 
 22.11 
 
 26.44 
 
 35.00 
 
 43.44 
 
 51.75 
 
 59.94 
 
 68.00 
 
 75.94 
 
 83.75 
 
 91.44 
 
 99.00 
 
 106.44 
 
 113.75 
 
 120.94 
 
 128.00 
 
 
 r 
 
 7.25 
 
 7.22 
 
 7.20 
 
 7.15 
 
 7.10 
 
 7.05 
 
 7.00 
 
 6.95 
 
 6.90 
 
 6.86 
 
 6.81 
 
 6.76 
 
 6.72 
 
 6.67 
 
 6.63 
 
 6.58 
 
 
 A 
 
 18.75 
 
 23.36 
 
 27.94 
 
 37.00 
 
 45.94 
 
 54.75 
 
 63.44 
 
 72.00 
 
 80.44 
 
 88.75 
 
 96.94 
 
 105.00 
 
 112.94 
 
 120.75 
 
 128.44 
 
 136.00 
 
 
 r 
 
 7.66 
 
 7.63 
 
 7.61 
 
 7.56 
 
 7.51 
 
 7.46 
 
 7.41 
 
 7.36 
 
 7.31 
 
 7.26 
 
 7.22 
 
 7.17 
 
 7.12 
 
 7.0E 
 
 7.03 
 
 6.99 
 
 
 A 
 
 19.75 
 
 24.61 
 
 29.44 
 
 39.00 
 
 48.44 
 
 57.75 
 
 66.94 
 
 76.00 
 
 84.94 
 
 93.75 
 
 102.44 
 
 111.00 
 
 119.44 
 
 127.7E 
 
 135.94 
 
 144.00 
 
 
 r 
 
 8.06 
 
 8.04 
 
 8.01 
 
 7.96 
 
 7.91 
 
 7.87 
 
 7.82J 
 
 7.77 
 
 7.72 
 
 7.67 
 
 7.62 
 
 7.58 
 
 7.53 
 
 7.4! 
 
 7.44 
 
 7.39 
 
 199 
 
CARNEQIE STEEL COMPANY 1 
 
 RADII OF GYRATION FOR TWO EQUAL ANGLES 
 
 ^r 
 
 2 
 
 f-%"to%" 
 
 v 
 
 j 
 
 
 
 I 
 
 2 
 
 i 
 
 L 
 
 Single Angle 
 
 Two 
 Angles 
 
 Radii of Gyration, Inches 
 
 
 Weight, 
 FoundB 
 per Foot 
 
 Area, 
 Inches 2 
 
 Axis 1-1 
 
 Axis 2-2 
 
 Inches 
 
 In 
 Contact 
 
 W Apari 
 
 %" Apart 
 
 14" Apart 
 
 %" Apart 
 
 8. x 8 xlH 
 
 56.9 
 
 33.46 
 
 2.42 
 
 3.42 
 
 3.51 
 
 3.55 
 
 3.60 
 
 3.69 
 
 a 
 
 42.0 
 
 24.68 
 
 2.46 
 
 3.37 
 
 3.46 
 
 3.50 
 
 3.55 
 
 3.64 
 
 x 
 
 26.4 
 
 15.50 
 
 2.50 
 
 3.33 
 
 3.41 
 
 3.45 
 
 3.50 
 
 3.59 
 
 6x6x1 
 
 37.4 
 
 22.00 
 
 1.80 
 
 2.59 
 
 2.68 
 
 2.72 
 
 2.77 
 
 2.87 
 
 J* 
 
 26.5 
 
 15.56 
 
 1.83 
 
 2.54 
 
 2.63 
 
 2.67 
 
 2.71 
 
 2.81 
 
 % 
 
 14.9 
 
 8.72 
 
 1.88 
 
 2.49 
 
 2.58 
 
 2.62 
 
 2.66 
 
 2.75 
 
 5x5x1 
 
 30.6 
 
 18.00 
 
 1.48 
 
 2.19 
 
 2.28 
 
 2.33 
 
 2.38 
 
 2.47 
 
 i\ 
 
 21.8 
 
 "12.80 
 
 1.51 
 
 2.13 
 
 2.22 
 
 2.26 
 
 2.31 
 
 2.40 
 
 % 
 
 12.3 
 
 7.22 
 
 1.56 
 
 2.09 
 
 2.17 " 
 
 <■ 2.21 
 
 2.26 
 
 2.35 
 
 4 x 4 i); 
 
 19.9 
 
 11.68 
 
 1.18 
 
 1.75 
 
 1.85- 
 
 1.89 
 
 1.94 
 
 2.04 
 
 H 
 
 6.6 
 
 3.88 
 
 1.25 
 
 1.66 
 
 1.75 
 
 1.79 
 
 1.84 
 
 1.93 
 
 3Kx3^x}j 
 
 17.1 
 
 10.06 
 
 1.02 
 
 1.55 
 
 1.65 
 
 1.70 
 
 1.75 
 
 1.85 
 
 H 
 
 5.8 
 
 3.38 
 
 1.09 
 
 1.46 
 
 1.55 
 
 1.59 ' 
 
 1.'64 
 
 1.73 
 
 3 x 3 x% 
 
 11.5 
 
 6.72 
 
 0.88 
 
 1.32 
 
 1.41 
 
 1.46 
 
 1.51 
 
 1.61 
 
 M 
 
 4.9 
 
 2.88 
 
 0.93 
 
 1.25 
 
 1.34 
 
 1.38 
 
 1.43 
 
 1.53 
 
 2^x2^xM 
 
 7.7 
 
 4.50 
 
 0.74 
 
 1.09 
 
 1.19 
 
 1.24 
 
 1.29" 
 
 1.39 
 
 M 
 
 4.1 
 
 2.38 
 
 0.77 
 
 1.05 
 
 1.14 
 
 1.19 
 
 1.24 
 
 1.34 
 
 2 x 2 xA 
 
 5.3 
 
 3.12 
 
 0.59 
 
 0.88 
 
 0.98 
 
 1.03 
 
 1.08 
 
 1.19 
 
 H 
 
 3.19 
 
 1.88 
 
 0.61 
 
 0.85 
 
 0.94 
 
 0.99 
 
 1.D4 
 
 1.14 
 
 This table and the two following are employed in computing the safe 
 resistance to compressive stress of two angles, back to back, used as a strut 
 or as the compression chord of a roof truss, etc., as follows: 
 . Obtain from the compression formula in use the allowed stress per square 
 inch corresponding to the ratio of slenderness of the section, and multiply 
 that value by the area. The result will be the allowable compressive stress. 
 
 __ —., " — ~.~™. .**«, i^ji, Y»iAi uo u.uo ajiuwauiouujuiyrtjsisive stress. 
 
 Example 1. Section given. Required the safe load in compression as per 
 
 1=19000—100 1/r on a strut composed of two angles 4" x 4"x )J". 
 
 back, with art unsimnnrt.Ari lAnort-.Vi rxt a font 
 
 formula x — ^ovuu — iuu 1/1 uu il surut compos ^ Ol 
 
 back to back, with an unsupported length of 9 feet. 
 
 Area of Section, A=3.88 square inches; Least Radius, r=1.25. 
 
 Ratio of Slenderness, 1/r = 9 x 12-^1.25=86.4 
 
 Allowed Unit Stress, f = 19000-ao0 x 86.4= 10360 pounds per square inch. 
 
 Safe Load, Af =3.88 x 10360=40200 pounds, 
 i „/ E o 3 5? mple 2 - p tTe f* given. Required a section for a member in compression 
 12 3 long, made of two angles separated by H inch gusset plates, to resist a 
 total stress of 35000 pounds; ratio qf slenderness not to exceed 120. 
 
 Assume 2 angles, 5" x 3" x %„", long legs, back to back. 
 
 Area of Section, A = 4.80 square inches; Least Radius, r=1.26 inches. 
 
 Ratio of Slenderness, 1/r =12.25 x 12-5-1.26=116.7. 
 
 Allowed Unit Stress, f=19000-100x 116.7=7330 pounds per square inch. 
 
 Safe Stress, Af = 4.80 x 7330 = 35200 pounds. 
 
 In the first case the least radius is that about axis 1-1; in the second case 
 about axis 2-2; in all cases the least radius determines the ratio of slenderness 
 and therewith the allowed safe compressive stress. In all cases also the two 
 angles are to be secured together by stay rivets s6 spaced as to insure that the 
 section acts as a unit. The ratio of slenderness of any single angle between 
 rivets must always be less than that of the strut or compression chord 
 
 200 
 
ELEMENTS OF SECTIONS 
 
 RADII OF GYRATION FOR TWO UNEQUAL ANGLES 
 
 Long Legs Vertical 
 
 2 i . ~!i.%"to%" ' 
 
 — ttf 
 
 Single Angle 
 
 Two 
 
 Angles 
 
 Radii of Gyration, Inches 
 
 Size, 
 Inches 
 
 Weight, 
 Founds 
 per Foot 
 
 Area, 
 Inches 2 
 
 Axis 1-1 
 
 Axis 2-2 
 
 In 
 
 Contact 
 
 Yi" Apart 
 
 %" Apart 
 
 H" Apart 
 
 %" Apart 
 
 8x6x1 
 % 
 ft 
 
 44.2 
 33.8 
 20.2 
 
 26.00 
 19.88 
 11.86 
 
 2.49 
 2.53 
 2.57 
 
 2.39 
 2.35 
 2.31 
 
 2.48 
 2.44 
 2.39 
 
 2.52 
 2.48 
 2.43 
 
 2.57 
 2.52 
 2.48 
 
 2.66 
 2.61 
 2.56 
 
 8 x3J4x 1 
 
 U 
 ft 
 
 35.7 
 27.5 
 16.5 
 
 21.00 
 
 16.12 
 
 9.68 
 
 2.51 
 2.55 
 2.59 
 
 1.26 
 1.20 
 1.15 
 
 1.35 
 1.29 
 1.23 
 
 1.40 
 1.34 
 1.28 
 
 1.45 
 1.39 
 1.32 
 
 1.55 
 1.49 
 1.41 
 
 7 x3H*. 1 
 
 k 
 
 32.3 
 23.0 
 13.0 
 
 19.00 
 
 13.50 
 
 7.60 
 
 2.19 
 2.23 
 2.27 
 
 1.31 
 1.25 
 1.20 
 
 1.40 
 1.34 
 1.28 
 
 1.45 
 1.39 
 1.33 
 
 1.50 
 1.44 
 1.37 
 
 1.60 
 1.53 
 1.46 
 
 6x4x1 
 
 30.6 ' 
 
 21.8 
 
 12.3 
 
 18.00 
 
 12.80 
 
 7.22 
 
 1.85 
 1.89 
 1.93 
 
 1.60 
 1.55 
 1.50 
 
 1.69 
 1.63 
 1.58 
 
 1.74 
 1.68 
 1.62 
 
 1.79 
 1.73 
 1.67 
 
 1.89 
 1.82 
 1.76 
 
 6 x3Hx 1 
 
 a 
 ft 
 
 28.9 
 
 20.6 
 
 9.8 
 
 17.00 
 
 12.12 
 
 5.74 
 
 1.85 
 1.89 
 1.95 
 
 1.37 
 1.31 
 1.25 
 
 1.47 
 1.41 
 1.33 
 
 1.51 
 1.45 
 1.37 
 
 1.56 
 1.49 
 1.42 
 
 1.66 
 1.60 
 1.50 
 
 5 X 4 xjs 
 % 
 
 24.2 
 11.0 
 
 14.22 
 6.46 
 
 1.52 
 1.59 
 
 1.66 
 1.58 
 
 1.76 
 1.66 
 
 1.80 
 1.70 
 
 1.85 
 1.75 
 
 1.95 
 1.85 
 
 5 x3)^x% 
 ft 
 
 22.7 
 8.7 
 
 13.34 
 5.12 
 
 1.53 
 1.61 
 
 1.42 
 1.33 
 
 1.51 
 1.41 
 
 1.56 
 1.45 
 
 1.61 
 1.50 
 
 1.71 
 1.59 
 
 5 x 3 xli 
 
 5 
 IS 
 
 19.9 
 8.2 
 
 11.68 
 4.80 
 
 1.55 
 1.61 
 
 1.18 
 1.09 
 
 1.27 
 1.17 
 
 1.32 
 1.22 
 
 1.37 
 1.26 
 
 1.47 
 1.35 
 
 4Mx 3 xH 
 
 ft 
 
 18.5 
 
 7.7 
 
 10.86 
 4.50 
 
 1.38 
 1.44 
 
 1.21 
 1.13 
 
 ^1.31 
 1.22 
 
 1.36 
 1.26 
 
 1.41 
 1.30 
 
 1.51 
 1.40 
 
 4 x3Mx}3 
 
 A 
 
 18.5 
 
 7.7 
 
 10.86 
 4.50 
 
 1.19 
 1.26 
 
 1.50 
 1.42 
 
 1.59 
 1.51 
 
 1.64 
 1.55 
 
 1.69 
 1.60 
 
 1.79 
 1.69 
 
 4 x 3 xH 
 
 17.1 
 5.8 
 
 10.06 
 3.38 
 
 1.21 
 1.28 
 
 1.25 
 1.16 
 
 1.35 
 1.24 
 
 1.40 
 1.28 
 
 1.45 
 1.33 
 
 1.55 
 1.43 
 
 3Hx 3 xii 
 
 15.8 
 5.4 
 
 9.24 
 3.12 
 
 .1.04 
 1.11 
 
 1.30 
 1.20 
 
 1.40 
 1.29 
 
 1.45 
 1.34 
 
 1.50 
 1.38 
 
 1.60 
 1.48 . 
 
 3J^x2Hx}J 
 
 12.5 
 4.9 
 
 7.30 
 
 2.88 
 
 1.06 
 1.12 
 
 1.03 
 0.95 
 
 1.13 
 1.04 ' 
 
 1.18 
 1.09 
 
 1.23 
 1.13 
 
 1.33 
 1.23 
 
 3 x2J^xft 
 
 9.5 
 4.5 
 
 5^56 
 2.64 
 
 0.91 
 0.95 
 
 1.05 
 1.00 
 
 1.15 
 1.09, 
 
 1.20 
 1.13 
 
 1.25 
 1.18 
 
 1.35 
 1.28 
 
 3 x 2 xj^ 
 
 M 
 
 7.7 v 
 4.1 
 
 4.50 
 2.38 
 
 0.92 
 0.95 
 
 0.80 
 0.74 
 
 0.89 
 0.84 
 
 0.94 
 0.88 
 
 1.00 
 0.93 
 
 1.10 
 1.03 
 
 2^x 2 xVi 
 
 H 
 
 6.8 
 3.62 
 
 4.00 
 2.12 
 
 0.75 
 0.78 
 
 0.84 
 0.80 
 
 0.94 ' 
 0.89 
 
 0.99 
 0.93 
 
 1.04 
 0.98 
 
 1.15 
 1.08 
 
 201 
 
CARNEGIE STEEL COMPANY 
 
 RADII OF GYRATION FOR TWO UNEQUAL ANGLES 
 
 Short Legs Vertical 
 
 -U"to 94" 
 
 " 1 
 
 T 
 
 W 
 
 Single Angle 
 
 Two 
 Angles 
 
 Radii of Gyration, Inches 
 
 Size, 
 Inches 
 
 Weight, 
 Pounds 
 per Foot 
 
 Area, 
 Inches 2 
 
 Axis 1-1 
 
 Axis 2-2 
 
 In 
 
 Contact 
 
 X" Apar 
 
 %" Apart y 2 " Apart %" Apart 
 
 8x6x1 
 H 
 
 1 
 
 IS 
 
 44.2 
 33.8 
 20.2 
 
 26.00 
 19.88 
 11.86 
 
 1.73 
 1.76 
 1.80 
 
 3.64 
 3.60 
 3.55 
 
 3.73 
 3.69 
 3.64 
 
 3.78 
 3.73 
 3.68 
 
 3.83 
 3.78 
 3.73 
 
 3.92 
 3.87 
 3.82 
 
 8 x3Mx 1 
 H 
 
 A 
 
 35.7 
 27.5 
 16.5 
 
 21.00 
 
 16.12 
 
 9.68 
 
 0.86 
 0.88 
 0.92 
 
 4.04 
 3.99 
 3.93 
 
 4.14 
 4.09 
 4.02 
 
 4.19 
 4.13 
 4.07 
 
 4.24 
 4.18 
 4.12 
 
 4.34 
 4.28 
 4.22 
 
 7 x3Hx 1 
 
 32.3 
 23.0 
 13.0 
 
 19.00 
 
 13.50 
 
 7.60 
 
 0.89 
 0.92 
 0.96 
 
 3.48 
 3.42 
 3.36 
 
 3.58 
 3.52 
 3.46 
 
 3.63 
 3.57 
 3.50 
 
 3.68 
 3.62 
 3.55 
 
 3.78 
 3.72 
 3.65 
 
 6x4x1 
 
 30.6 
 21.8 
 12.3 
 
 18.00 
 
 12.80 
 
 7.22 
 
 1.09 
 1.13 
 
 1.17 
 
 2.85 
 2.79 
 2.74 
 
 2.95 
 2.89 
 2.83 
 
 2.99 
 2.93 
 2.87 
 
 3.04 
 2.98 
 2.92 
 
 3.14 
 3.08 
 3.02 
 
 6 x3^x 1 
 ii 
 
 A 
 
 28.9 
 
 20.6 
 
 9.8 
 
 17.00 
 
 12.12 
 
 5.74 
 
 0.92 
 0.95 
 1.00 
 
 2.92 
 2.87 
 2.81 
 
 3.02 
 2.96 
 2.90 
 
 3.07 
 3.01 
 2.95 
 
 3.12 
 3.06 
 3.00 
 
 3.22 
 3.16 
 3.09 
 
 5 x 4 xK 
 
 24.2 
 11.0 
 
 14.22. 
 6.46 
 
 1.14 
 1.20 
 
 2.29 
 2.20 
 
 2.38 
 2.29 
 
 2.43 
 2.34 
 
 2.48 
 2.38 
 
 2.58 
 2.48 
 
 5 x3HxJ^ 
 la 
 
 22.7 
 8.7 
 
 13.34 
 5.12 
 
 0.96 
 1.03 
 
 2.36 
 2.26 
 
 2.45 
 2.35 
 
 2.50 
 2.39 
 
 2.55 
 2.44 
 
 2.65 
 2.54 
 
 5 x 3 xJJ 
 
 A 
 
 l6.9 
 8.2 
 
 11.68 
 4.80 
 
 0.80 
 0.85 
 
 2.42 
 2.33 
 
 2.52 
 
 2.42 
 
 2.57 
 2.47 
 
 2.62 
 2.52 
 
 2.72 
 2.61 
 
 4)ix 3 xi3 
 A 
 
 18.5 
 7.7 
 
 10.86 
 4.50 
 
 0.81 
 0.87 
 
 2.15 
 2.06 
 
 2.25 
 2.15 
 
 2.30 
 2.20 
 
 2.35 
 2.25 
 
 2.45 
 2.34 
 
 4 x3Kx}? 
 
 IB 
 
 18.5 
 
 7.7 
 
 10.86 
 4.50 
 
 1.01 
 1.07 
 
 1.81 
 1.73 
 
 1.91 
 1.81 
 
 1.96 
 1.86 
 
 2.01 
 1.91 
 
 2.11 
 2.00 
 
 4 x 3 xH 
 
 H 
 
 17.1 
 5.8 
 
 10.06 
 3.38 
 
 0.83 
 0.89 
 
 1.88 
 1.78 
 
 1.98 
 1.87 
 
 2.03 
 1.92 
 
 2.08 
 1.96 
 
 2.18 
 2.06 
 
 3y 2 x 3 xjg 
 X 
 
 15.8 
 5.4 
 
 9.24 
 3.12 
 
 0.85 
 0.91 
 
 1.61 
 1.52 
 
 1.71 
 •1.61 
 
 1.76 
 1.65 
 
 1.81 
 1.70 
 
 1.91 
 1.80 
 
 3^x2^xH 
 
 12.5 
 4.9 
 
 7.30 
 
 2.88 
 
 0.69 
 0.74 
 
 1.66 
 1.58 
 
 1.75 
 1.67 
 
 1.80 
 1.71 
 
 1.86 
 1.76 
 
 1.96 
 1.86 
 
 3 x2J^xft 
 
 9.5 
 4.5 
 
 5.56 
 2.64 
 
 0.72 
 0.75 
 
 1.37 
 1.31 
 
 1.46 
 1.40 
 
 1.51 
 1.45 ^ 
 
 1.56 
 1.50 
 
 1.66 
 1.59 
 
 3 x 2 xj^ 
 
 7.7 
 4.1 
 
 4.50 
 2.38 
 
 0.55 
 0.57 
 
 1.42 
 1.38 
 
 1.52 
 1.47 
 
 1.57 
 1.52 
 
 1.62 
 1.57 
 
 1.72 
 1.67 
 
 2Mx 2 xj^ 
 
 X 
 
 6.8 
 3.62 
 
 4.00 
 2.12 
 
 0.56 
 0.59 
 
 1.15 
 1.11 
 
 1.25 
 1.20 
 
 1.30 
 1.25 
 
 1.35 
 1.30 1 
 
 1.46 
 1.40 
 
 202 
 
FLEXURE FORMULAS 
 
 STRESSES IN BEAMS 
 
 In the application of the principles of structural mechanics to 
 determine what sections should be used safely to sustain super- 
 imposed loads under specified conditions of loading, it is necessary 
 to ascertain, first, the effects produced on the structure by the loads 
 under those conditions; second, to decide what unit strength the 
 material, the use of which is contemplated, has to resist the stresses 
 produced within the structure by the loading; and, third, to select 
 a section whose section modulus is equivalent to the ratio found to 
 exist between the stresses tending to cause deformation within 
 the structure and the unit strength of the material to resist them. 
 
 Reactions. In the simple case of a beam supported at both ends, 
 each support reacts with an upward pressure called the reaction 
 of the support. The sum of these two reactions is equal to the total 
 load on the beam. 
 
 Shear. The loads and the reactions of the supports are vertical 
 forces tending to shear or cut the beam across and the stresses 
 they produce within the beam are, therefore, called shearing 
 stresses. The shear at each support is equal to the reaction of 
 the support; the shear at any point between the supports is equal 
 to the reaction of a support less the total load between that 
 support and the point; or, if the reaction acting upward is 
 considered as positive and the loads, acting downwards, as 
 negative, the shear at any point is the algebraic sum of the 
 vertical forces acting on the beam between that point and either 
 support. 
 
 If such a simple beam supported at both ends carries a load 
 uniformly distributed over its entire length, the reaction and the 
 shear at each support is equal to one-half the total load on the 
 beam, but the shear decreases uniformly to zero at the center of 
 the span; if the load is concentrated at the center of the span, the 
 reaction and the shear at each support are also equal to one-half 
 the total load, but the shear is uniform throughout the entire 
 length of the beam. 
 
 Bending Moment. The loads on the beam and the reactions of the 
 supports constitute external forces which produce bending stress in 
 the beam. The summation of the moments of the external forces 
 about any point is called the bending moment and varies from 
 point to point. It attains a maximum value at a point where the 
 shear is either zero or changes from positive to negative or vice 
 versa. If the loads are concentrated at several points, the maxi- 
 mum bending moment always occurs at the point of application of 
 
 203 
 
CARNEGIE STEEL COMPANY 
 
 one of the loads so located that the sum of all the loads on the beam 
 between one support up to and including that load is equal to or 
 greater than ihe reaction of the support. 
 
 Vertical Deflection. Bending stress within a beam produces flexure, 
 and the deflection, or the amount of its departure from a straight 
 line, is the measure of the deformation which the beam has under- 
 gone in its resistance to bending stress. So long as the stress is 
 within the safe limits allowed for the material, the deflection is 
 negligible sq far as concerns the beam itself; it may, however, be 
 of sufficient magnitude to cause the disruption of other materials 
 in contact with or supported by the beam but of less strength, such 
 as plaster. In such cases the limit of allowable deflection may 
 determine or at least influence the choice of a section. 
 
 Lateral Deflection. The stresses within a beam under transverse 
 loading are compressive on one side of the neutral axis and tensile 
 on the other. The tensile stresses tend to hold the beam in a 
 straight line between the supports, while the compressive stresses 
 tend to deflect it in a lateral direction, just as the bending stresses 
 as a whole tend to deflect it in a vertical plane. On long spans 
 unsupported against sidewise deflection, this consideration may 
 influence the choice of sections. 
 
 Method of Computation. A complete investigation of the strength of 
 beams under transverse loading must take into account all the 
 elements, the bending moment, the vertical deflection, the lateral 
 deflection and the shearing stress; though under the usual loading 
 conditions the first alone determines the size and weight of section. 
 
 In the calculation of bending stresses, the loads are usually 
 expressed in pounds, the span length and the distance between the 
 loads in feet; the resulting bending moments are in terms of foot 
 pounds, which necessitates conversion to inch pounds before the 
 section can be selected from the tables. The section modulus of 
 the required section is obtained by dividing the maximum bending 
 moment in inch pounds by the allowed fiber stress in pounds per 
 square inch. In such calculations it is assumed that the neutral 
 axis iof the section is normal to the line of action of the load. When 
 this is not the case, correction must be made for the eccentricity 
 of the loading. 
 
 In the pages which immediately follow are given general formulas 
 for the bending moments and vertical deflections of beams under 
 the usual conditions of loading, and also diagrams illustrative of 
 those conditions. The general method for the computation of the 
 maximum bending moment of a beam supported at its ends and 
 loaded at various points is as follows: — 
 
 204 
 
FLEXURE FORMULAS 
 
 First. Find the reaction at the left (right) support by multi- 
 plying each load by its distance from the right (left) support and 
 dividing the sum of these products by the length of the span. 
 
 Second. Starting from the left (right) end of the beam, add the 
 successive loads until a point is reached where the sum of the loads 
 equals or exceeds the reaction of the left (right) support; the point 
 of maximum bending moment is located at this point. 
 
 Third. Multiply the reaction at the left (right) support by its 
 distance from the point of maximum bending moment and subtract 
 the sum of the products of all loads to the left (right) of this point 
 by the corresponding distance from this point; the difference 
 between these moments is then the maximum bending moment. 
 
 „. „// ./ „« Example: Required the size of a 
 
 p- 4-0'"5r-- 5-0---^ La^^J steel beam to support the following 
 Mimtiii^Um^Aii^^ J quiescent loads over a clear span of 1 6 
 
 ! L~5'_ o-'-- ^2-bT ' eet Detween supports, at a maximum 
 
 L ,Z^w L ~~—-~~^ fiber stress not to exceed 16000 pounds 
 
 .— -16-0' i per square inch. 
 
 Wi = 16000 pounds, 4 feet from left support. 
 W 2 = 18000 " 9 " " " " 
 
 Ws= 2000 " per foot, uniform up to 4 feet from right support. 
 Wi=i 60 " " " assumed weight of beam uniformly distributed 
 
 over entire span. 
 
 Left Reaction, 160P0 * U + (60 * 16)8 + 18000 x 7 + (2000 x 4) x 2_ 213s5 ^ 
 
 Id 
 Right Reaction. 16000 x 4 + (60x16)8 + 18000x9+ (2000x4) *U =216051bs , 
 
 Sumofreactions=sumofloads=W 1 + W„ + W 3 + W„ =42960 lbs. 
 
 Points of maximum moment (60 x 4) + 16000 = 16240 < 21355 
 
 (60 X 9) + 16000 + 18000 = 34540 > 21355 
 
 therefore the point of maximum bending moment is at point of load W 2 . 
 
 Maximum bending moment, 21355x9-16000x5-(60x9)x4.5 =109765 ft. lbs. 
 
 or, 21605x7-(2000x4)x5-(60x7)x3.5 =109765 ft. lbs. 
 
 „ . . . . 109765 x 12 1317180_ o „ . 
 
 Required section modulus = — 16000 — ~ 16000 °^ A 
 
 As the section modulus of the 15 inch 65 pound or the IS inch 55 pound 
 
 beam is greater than this, either of these sections may be used. If it is decided 
 
 that the 18 inch 48 pound supplementary beam is strong enough for the 
 
 1317180 
 purpose, the actual fiber stress on that section would be ■ — gi.Q =16082 
 
 pounds per square inch. If the allowed fiber stress were 12500 pounds per 
 
 . , , .-,_.. j i u t, 109765 x 12 131 7180 
 
 square inch, the required section modulus would be — 12 500 — = 12500 = 
 
 105.38 and the permissible minimum sections would be 20 inch 65 pound, 21 
 inch 60.5 pound beams, etc. 
 
 205 
 
CARNEGIE STEEL COMPANY 
 
 NOTATION USED IN FORMULAS 
 
 A =Area of section, in square inches. 
 
 n =Distance from center line of gravity to extreme fiber, in inches. 
 I =Moment of inertia about center line of gravity, in inches*. 
 Ms=Static moment, in inches 3 . 
 S =Section modulus =I/n, in inches 3 . 
 ,r =Radius of gyration = VI/ A, in inches, 
 f =Bending stress in extreme fiber, in pounds per square inch, 
 fb =Resistance of web, in pounds per square inch. 
 E =Modulus of elasticity, in pounds per square inch. 
 L =Length of section, in feet. 
 1 =Length of section, in inches, 
 d =Depth of section, in inches, 
 b =Width of section, in inches. 
 t =Thickness of section, in inches. 
 
 W, Wi, W2=Superimposed loads supported by beam, in pounds. 
 w ^Superimposed load, in pounds per unit length or area. 
 
 W max =Maximum safe load at point given, in pounds. 
 R, Ri =Reactions at points of support, in pounds. 
 V =Vertical shear, in pounds. 
 
 M, Mi, M2=Bending moments at points given, in inch pounds. 
 ' M max =Maximum bending moment, in inch pounds. 
 Mr =Maximumresisting moment, in inch pounds=f I/n = f S. 
 
 D, Di =Deflections at points given, in inches. 
 D max ^Maximum deflection at point given, in inches 
 
 206 
 
FLEXURE FORMULAS 
 
 COMPARISON OP VARIOUS LOADING CONDITIONS 
 
 ■ The formulas and diagrams on pages 208 to 211 give the various 
 stresses in sections used as beams, resulting from usual conditions 
 of loading. 
 
 Taking as a unit of comparison a uniformly distributed safe load 
 on beams of equal length and section, supported at the extreme 
 ends, the following table gives the relative maximum safe loads 
 or bending moments and deflections. 
 
 As a check on the accuracy of a computation, the safe load 
 obtained from the formula for any condition of loading may be 
 multiplied by the reciprocal given in the table corresponding to 
 such loading condition ; the result should be the maximum allowable 
 uniform load as taken from beam safe load tables. 
 
 Conditions of Loading 
 
 Case 
 No. 
 
 Maximum Safe 
 Load 
 
 Maximum 
 Deflection 
 
 
 Relative 
 
 Reciprocal 
 
 Relative 
 
 Beam Supported at Ends 
 
 
 
 
 
 Load uniformly distributed over span 
 
 IX 
 
 1 
 
 1 
 
 1 
 
 Load concentrated at center of span 
 
 V 
 
 % 
 
 2 
 
 .80 
 
 Two equal loads symmetrically concentrated 
 
 VII 
 
 l/4a 
 
 4a/l 
 
 
 Load increasing uniformly to one end 
 
 X 
 
 .9743 
 
 1.0264 
 
 .976 
 
 Load increasing uniformly to center 
 
 XII 
 
 % 
 
 m 
 
 .96 
 
 Load decreasing uniformly to center 
 
 XI 
 
 % 
 
 % 
 
 1.08 
 
 Beam Fixed at One End, Cantileveb 
 
 
 
 
 
 Load uniformly distributed over span 
 
 II 
 
 Vi 
 
 4 
 
 2.40 
 
 Load concentrated at end 
 
 I 
 
 ¥> 
 
 8 
 
 3.20 
 
 Load increasing uniformly to fixed end 
 
 III 
 
 % 
 
 2% 
 
 1.92 
 
 Beam Continuous over Two Supports 
 Equidistant from Ends 
 
 
 
 
 
 Load uniformly distributed over span 
 
 XVI 
 
 
 
 
 1. If distance a >0.2071 1 
 
 
 ls/4a2 
 
 4a2/la 
 
 
 2. If distance a <0.2071 1 
 
 
 1 
 l-4a 
 
 l-4a 
 1 
 
 
 3. If distance a =0.2071 1 
 
 
 5.8285 
 
 .1716 
 
 
 Two equal loads concentrated at ends 
 
 XV 
 
 l/4a 
 
 4a/l 
 
 
 The Marine Trust Co, Bldg. 
 
 BUFFALO. ^ 1. ~ 
 F&GD C. DCMtNQ, ' 
 
CARNEGIE STEEL COMPANY 
 
 BEAMS UNDER' VARIOUS LOADING CONDITIONS 
 , Bending Moments and Deflections 
 
 I. CANTILEVER BEAM — Concentrated load at free end 
 
 Ei (max. shear} 
 Mjmax. 
 ...i M, distance x 
 
 Mmax, at Hi 
 
 Wmai/ > 
 
 Dmax. 
 
 I 
 = W 
 = Wx 
 = Wl 
 
 1 
 
 Wl° 
 3EI 
 
 II. CANTILEVER BEAM — Uniformly distributed load 
 
 ~} Ri(max. shear) 
 
 ■ 
 
 Mmax. ,. 
 
 i M, distance x 
 
 i 
 
 _.* 
 
 Mmax. at Ri 
 
 Wmax. 
 
 Dmax. 
 
 = W 
 
 _ Wx2 
 
 ="" 21 
 
 _ Wl 
 _ 2 
 
 2fS 
 - 1 
 
 Wl° 
 
 ~~ 8EI 
 
 III. CANTILEVER BEAM — Load increasing uniformly to fixed end 
 
 x r — ■* 
 
 ■"I Ri(max. shear) 
 
 Mmax. _,_ 
 
 M, distance x 
 
 Mmax. at Ri 
 
 Wmax. 
 
 Dmax. 
 
 = W 
 
 W xs 
 
 Wl 
 3 
 
 3fS 
 1 
 
 Wla 
 15EI 
 
 IV. BEAM SUPPORTED AT ENDS — Concentrated load near one end 
 
 Mlmax. 
 
 f 1— +■ 
 
 v- a *--b--*j 
 
 . h-Vf(a+2b)- 
 
 Wb 
 R(max. shear if b>a) = — j — 
 
 Wa 
 Ri(max. shear if a>b)= — j — 
 
 tt j- * Wbx 
 
 M, distance x — 
 
 M max. .atpbintof load 
 
 Wmax. 
 
 Dmax. 
 
 Wab 
 
 _ fSl 
 
 ab 
 
 Wab (a+2b) >/3a (a+2b) 
 
 27EI1 
 
 208 
 
FLEXURE FORMULAS 
 
 BEAMS UNDER VARIOUS LOADING CONDITIONS 
 Bending Moments and Deflections 
 
 V. BEAM SUPPORTED AT ENDS— Concentrated load at center 
 jj max ,B(max. shear) =R t 
 
 M, distance x 
 
 M max., at point of load = - 
 
 Wmax. 
 
 Wl» 
 
 W 
 
 2 
 Wi 
 
 2 
 Wl 
 
 4 
 4fS 
 
 Dmax. 
 
 48E1 
 
 VI. BEAM SUPPORTED AT ENDS— Two unsymmetrical concentrated loads 
 
 W 
 
 R (max. shear if a<b) = -gj-fl-a+b) 
 
 M~" 
 
 L. 
 
 Mi 
 
 j* L — j- — l-j -», 
 
 j*-a— *t*l-(a+l>>{* — -b— *i 
 
 Ri 
 
 M, distance a 
 
 = -fj-(l+a-b) 
 
 "Wa 
 = Ra=-2j-a-a+b) 
 
 Mi max., distance b (b>a)= Rib= „. (1+a-b) 
 
 W 
 2 
 
 M a , distance x 
 Wmax. (b>a) 
 
 = Rx- 
 
 Wb 
 
 a -1 
 
 -(x-a) 
 
 21fS 
 
 b(l+a-b) 
 
 VU. BEAM SUPPORTED ATTENDS — Two symmetrical concentrated loads 
 
 7 w 
 
 Mimax. B ( max - shear) =Ri = —^- 
 
 Wx 
 
 ^2 
 
 Wa 
 
 2 
 2fS 
 a 
 Wa 
 
 M, distance x 
 
 M max.atandbetweenloads= 
 Wmax. = 
 
 D max. = 
 
 12EI 
 
 (%ia-a2) 
 
 VIII. BEAM SUPPORTED AT ENDS — Three concentrated loads 
 
 Wb+Wibi+W 2 b 2 
 
 Of 
 
 r 4-1 {- 
 
 — t" &2\ *t~"2- 
 
 — ja r - * tbr— 
 
 i»-a-»f— +— b--t- ■ 
 
 ! i R 
 
 M 2 Mj 
 "' Ri 
 
 W Wj 
 
 MatW 
 
 M max. if W 
 MatWi 
 
 M max. if Wi+W 
 
 Mmax. if W t +W 2 
 MatW 2 
 
 Mmax. if Wa 
 
 209 
 
 _ Wa+Wia t +Waa 2 
 
 I 
 = Ra. 
 = or>R 
 = Rai-W(ai-a) 
 = Ror>R 
 = Rior>R! 
 
 = Ra 2 -W (a 2 -a)-Wj.(a 3 -ai) 
 = Rior> Ri , 
 
CARNEQIE STEEL COMPANY 
 
 BEAMS UNDER VARIOUS LOADING CONDITIONS 
 Bending Moments and Deflections 
 
 IX. BEAM SUPPORTED AT ENDS— Uniformly distributed load 
 
 W 
 
 R(max. shear)=Ki 
 
 Umax. 
 
 M, distance x 
 
 M 
 
 Rj 
 
 M max. at center 
 
 Wjnax. 
 
 Dmax. 
 
 " 2 
 
 ' 2 
 Wl 
 
 -~w 
 
 8fS 
 
 (1-f) 
 
 5W1" 
 384EI 
 
 BEAM SUPPORTED AT ENDS — Load increasing uniformly to one end 
 
 _ W 
 
 — 3 
 2W 
 
 — 3 
 
 R 
 
 Bi(max. shear) 
 
 max. 
 
 M, distance x 
 M max., distance 
 
 Wmax. 
 Dmax. 
 
 Wx x=. 
 
 1 V3 
 
 
 2W1 
 
 3 
 
 * 
 
 = 
 
 9 V3 
 27fS 
 21 V"3 
 .013044 Wis 
 
 EI 
 
 XI. BEAM SUPPORTED AT ENDS — Load decreasing uniformly to center 
 
 R(max. shear)=Ri 
 
 R" 
 
 M max. 
 
 W 
 2 
 
 Ri 
 
 M, distance x 
 
 Mmax., distance 
 
 Wmax. 
 Dmax. 
 
 = Wx(H-t-+W> 
 
 1 Wl 
 
 2 _ 12 
 _ 12fS 
 
 3W13 
 320EI 
 
 XII. BEAM SUPPORTED AT ENDS — Load increasing uniformly to center 
 
 R(max. shear)=R! = 
 
 Ri 
 
 M, distance x 
 
 M max., distance - 
 
 Wmax. 
 Dmax. 
 
 W 
 
 = WiW-^-) 
 
 _ Wl 
 — 6 
 _ gfS 
 
 _ Wl» 
 60EI 
 
 210 
 
flexure' formulas 
 
 BEAMS UNDER VARIOUS LOADING CONDITIONS 
 Bending Moments and Deflections — Concluded 
 
 XIII. BEAM SUPPORTED AT ENDS— Uniform load partially distributed 
 
 R(max. shear if a<e)=^2gi±L 
 
 Ri 
 
 _ W(2a+b) 
 2l 
 
 W(x-a)2 
 
 M , dlst. x=a or <a, = Rx 
 Midist.x>a, = Rx — ■-— - 
 
 M 2 , dist.x>(a+b), =Bx- W( ^ 2a ~ b) 
 
 Mmax.,dist.a+-^-,= W(2c+t, H^ 1 ! ! +t'(2c+b)I 
 
 Wmax = 81 g fS 
 
 w max. = (2c+b)[4al+b(2c+b)J 
 
 XIV. BEAM SUPPORTED AT ENDS — Uniform load partially discontinuous 
 
 W(21-a)+W 1 c 
 2T 
 
 Ml 
 
 R(max. shear il W>Wi) 
 
 -a—- »*»--b"»t*--C"->! 
 
 Ri 
 
 M, distance x <a, 
 
 Mi distance x >a, 
 
 = Rx 
 =Rx 
 
 W i(21-c)+ Wa 
 
 21 
 
 Wx* 
 
 2a 
 W (2x-a) 
 
 2Wa l-Wa2+Wica „.. 
 
 Mmax.dist.x 2WI _»_a 
 
 &\Wa>WiC 
 
 Wmax. 
 
 2T 
 R2a 
 
 2fS 
 
 XV. BEAM. CONTINUOUS OVER TWO SUPPORTS— Two exterior symmetrical loads 
 
 W 
 
 Mlmax. 
 
 R(max. shear)=Ri 
 
 M, distance x 
 
 M max., from R to Ri 
 
 Wmax. 
 
 D, distance a 
 
 Di, distance-^ — a 
 
 ~ 2 
 . Wx 
 
 — 2 
 Wa 
 
 — 2 
 2fS 
 
 a 
 v _ Wa(3al = 4a») 
 
 12~EI 
 
 Wa(l-2a)g 
 = 16EI 
 
 XVI. BEAM CONTINUOUS OVER TWO SUPPORTS— Uniformly distributed load 
 
 R = Bi =^-. ■«. *« Jp or^(f 
 
 1 1 3 /1(1-40 ) 
 
 £ M, distance x =E^±5>2 „, if^t^ 
 MiatRandRi^- 1 !^- max.if a> l(Y^-J^) 
 
 M 2 at center = — g a) max. if a < I( V^-H) 
 
 Wj max. 
 
 21fS 
 
 max.ifa>l(V^-H) 
 W 2 max. =_ r^: max.ifa<l{VH-H) 
 
 8fS 
 
 211 
 
CARNEGIE STEEL COMPANY 
 
 SAFE LOADS FOR SECTIONS USED AS BEAMS 
 
 EXPLANATION OF TABLES 
 
 The tables of safe loads for structural and supplementary beams, 
 H-beams, cross tie sections and channels, used as beams under 
 conditions of transverse loading, give the uniformly distributed 
 safe loads in thousands of pounds for spans customary in bridge 
 and building construction based upon an extreme fiber, stress of 
 16,000 pounds per square inch. The tables of safe loads for angles, 
 tees and zees give the values at the same fiber stress on spans of one 
 foot from which the safe load for any span length may be obtained 
 by direct division and also the values for those spans at which the 
 allowed safe load will produce a deflection of %60 of the span length. 
 The loads in all cases include the weight of the section, which should 
 be deducted in order to arrive at the net load which the section will 
 support. 
 
 In addition to these usual tables of safe loads, there follow,, on 
 the same basis, tables of the allowable uniform load in pounds per 
 foot on beams and channels for various span lengths, which may be 
 used in proportioning the floor systems of buildings. The choice 
 between various, weights and depths of sections for any given span 
 or any uniform load per running foot may be made on inspection. 
 
 It is assumed in all cases that the loads are applied normal to 
 the axis 1-1 as shown in the tables of elements of sections, and that 
 the beam deflects vertically in the plane of bending only. If the 
 conditions of loading involve the introduction of forces outside this 
 plane of loading, the allowable safe loads must be determined from 
 the general theory of flexure in accordance with the mod,e of appli- 
 cation of the load and its character. This applies particularly to 
 unsymmetrical sections, such as zee bars and angles, which should 
 be used only under those conditions of loading where the section 
 can deflect vertically only, being rigidly secured against lateral 
 deflection or twisting throughout the entire span. In all such 
 cases of eccentric loading, the actual safe loads would be considerably 
 lower than the tabulated safe loads which have been based upon 
 the most favorable conditions of loading. 
 
 Vertical Deflection of Beams. In the case of beams intended to carry 
 plastered ceilings, experience indicates that the vertical deflection 
 to avoid cracking the plaster should be limited to not more than 
 %60 of the span length. This span limit for steel beams is approxi- 
 mately in feet twice the depth in inches and is indicated in the 
 tables by the lower zigzag line. Beams intended for such purposes 
 
 212 
 
BEAM SAFE LOADS 
 
 Bhould not be used for greater spans unless the allowable tabular 
 safe load exceeds the actual load to be supported. As the dead 
 load of the floor is supported by the beams before the plaster is 
 applied, only the deflection due to the live load really needs to be 
 considered. 
 
 The coefficients given below may be used to obtain the deflection, 
 in inches, of sections subjected to transverse stresses due to uniformly 
 distributed loads at various fiber stresses and are based upon the 
 following formulas, using the notation given on page 206, 
 
 Deflection, D= 
 
 76.8EI' 
 
 For symmetrical sections, n=^-, D " ' 
 
 **■ 
 
 8fl2 _ 15fL2 y, 1 
 " 76.8 En E ■* n 
 
 Coefficient 
 
 depth in inches 
 
 Coefficients of Deflection Uniformly Distributed Loads 
 
 Span, 
 
 Fiber Str^i 
 
 Founds peKpquare Inch 
 
 Span, 
 Feet 
 
 Fiber Stress, Founds per 
 
 Square Inch 
 
 Feet 
 
 \J 
 
 O' 1 
 
 
 
 
 
 
 16000 
 
 14000 
 
 12500 
 
 
 16000 
 
 14000 
 
 12500 
 
 1 
 
 0.017 
 
 0.014 
 
 0.013 
 
 26 
 
 11.189 
 
 9.790 
 
 8.741 
 
 2 
 
 0.066 
 
 0.058 
 
 0.052 
 
 27 
 
 12.066 
 
 10.558 
 
 9.427 
 
 3 
 
 0.149 
 
 0.130 
 
 0.116 
 
 28 
 
 12.977 
 
 11.354 
 
 10.138 
 
 4 
 
 0.265 
 
 0.232 
 
 0.207 
 
 29 
 
 13.920 
 
 12.180 
 
 10.875 
 
 5 
 
 0.414 
 
 0.362 
 
 0.323 
 
 30 
 
 14.897 
 
 13.034 
 
 11.638 
 
 6 
 
 0.596 
 
 0.521 
 
 0.466 
 
 31 
 
 15.906 
 
 13.918 
 
 12.427 
 
 7 
 
 0.811 
 
 0.710 
 
 0.634 
 
 32 
 
 16.949 
 
 14.830 
 
 13.241 
 
 8 
 
 1.059 
 
 0.927 
 
 0.828 
 
 . 33 
 
 18.025 ' 
 
 15.772 
 
 14.082 
 
 9 
 
 1.341 
 
 1.173 
 
 1.047 
 
 34 
 
 19.134 
 
 16.742 
 
 14.948 
 
 10 
 
 1.655 
 
 1.448 
 
 1.293 
 
 35 
 
 2Q.276 
 
 17.741 
 
 15.841 
 
 11 
 
 2.003 
 
 1.752 
 
 1.565 
 
 36 
 
 21.451 
 
 18.770 
 
 16.759 
 
 12 
 
 2.383 
 
 2.086 
 
 1.862 
 
 37 
 
 22.659 
 
 19.827 
 
 17.703 
 
 13 
 
 2.797 
 
 2.448 
 
 2.185 
 
 38 
 
 23.901 
 
 20.913 
 
 18.672 
 
 14 
 
 3.244 
 
 2.839 
 
 2.534 
 
 39 
 
 25.175 
 
 22.028 
 
 19.668 
 
 15 
 
 3.724 
 
 3.259 
 
 2.909 
 
 40 
 
 26.483 
 
 23.172 
 
 20.690 
 
 16 
 
 4.237 
 
 3.708 
 
 3.310 
 
 41 
 
 27.823 
 
 24.346 
 
 21.737 
 
 17 
 
 4.783 
 
 4.186 
 
 3.737 
 
 42 
 
 29.197 
 
 25.548 
 
 22.810 
 
 18 
 
 5.363 
 
 4.692 
 
 4.190 
 
 43 
 
 30.604 
 
 26.779 
 
 23.909 
 
 19 
 
 5.975 
 
 5.228 
 
 4.668 
 
 44 
 
 32.044 
 
 28.039 
 
 25.034 
 
 20 
 
 6.621 
 
 5.793 
 
 5.172 
 
 45 
 
 33.517 
 
 29.328 
 
 26.185 
 
 21 
 
 7.299 
 
 6.387 
 
 5.703 
 
 46 
 
 35.023 
 
 30.646 
 
 27.362 
 
 22 
 
 8.011 
 
 7.010 
 
 6.259 
 
 47 
 
 36.562 
 
 31.992 
 
 28.565 
 
 23 
 
 8.756 
 
 7.661 
 
 6.841 
 
 48 
 
 38.135 
 
 33.368 
 
 29.793 
 
 24 
 
 9.534 
 
 8.342 
 
 7.448 
 
 49 
 
 39.741 
 
 34.773 
 
 31.047 
 
 25 
 
 10.345 
 
 9.052 
 
 8.082 
 
 50 
 
 41.379 
 
 36.207 
 
 32\328 
 
 To find the deflection in inches of a section symmetrical about 
 the neutral axis, such as beams, channels, zees, etc., divide the 
 coefficient in the table corresponding to given span and fiber stress 
 by the depth of the section in inches. 
 
 213 
 
CARNEGIE STEEL COMPANY 
 
 To find the deflection in inches of a section not symmetrical 
 about the neutral axis, such as angles, tees, etc., divide the coeffi- 
 cient corresponding to given span and fiber stress by twice the 
 distance of extreme fiber from neutral axis obtained from table of 
 elements of sections, pages 174 to 195, inclusive. 
 
 , To find the deflection in inches of a section for any other fiber 
 stress than those given, multiply this fiber stress by any of the 
 coefficients in the table for the given span and divide by the fiber 
 stress corresponding to the coefficient used. 
 
 Lateral' Deflection of Beams. The tabular safe loads are based on the 
 assumption that the compression flanges of the various sections are 
 secured against lateral deflection by the use of tie rods or by other 
 means at proper intervals. According to the Construction Specifi- 
 cations, page 160, the lateral unbraced length of beams and" 
 girders should not exceed forty times the width of the compression 
 flanges. When the unbraced length exceeds ten times the 
 width, the tabular safe loads should be reduced in accordance with 
 the ratios given in the following table in order to insure that the 
 stresses in the compression flanges should not exceed the allowed 
 safe unit stress: — 
 
 Unbraced 
 Length of Span 
 
 Allowable Safe Load 
 
 Unbraced 
 Length of Span 
 
 Allowable Safe Load 
 
 5 x flange width 
 10 x 
 15x 
 20 x 
 
 Full tabular load 
 
 90.6% tabular load 
 81.2% 
 
 25 x flange width 
 30 x 
 35 x 
 40 x 
 
 71.9% tabular load 
 
 62.5% 
 
 53.1% 
 
 43.8% " 
 
 In addition to this lateral deflection which is induced within 
 the beam by the action of pure bending stresses, lateral deflection 
 may be induced by the thrust of floor arches or other loading acting 
 on an axis perpendicular to the fine of principal bending stress. 
 The thrust of these arches should either be neutralized by tie rods, 
 or the safe> carrying capacity of the beam should be computed in 
 accordance with the general formulas of flexure to provide for the 
 combined stresses due to the action of both vertical and horizontal 
 forces; that is to say, the safe loads should be figured around both 
 the axes 1-1 and 2-2, and the unit stress computed so as not' to 
 exceed 16,000 pounds per square inch. 
 
 Effect of Impact on Stresses. The formulas upon which the tables of safe 
 loads are based assume all loads to be quiescent or static. The effect 
 of moving loads may be taken care of either by reducing the allowable 
 unit stresses, or else by increasing the theoretical loads. See 
 Construction Specifications, page 158, paragraph 2. 
 
 214 
 
BEAM SAFE LOADS 
 
 When the load is suddenly applied, the resultant stresses are greater 
 than those due to an equal static load. When the load is instan- 
 taneously applied, the resultant stresses are double. 
 
 When an instantaneously applied load produces impact or percus- 
 sion, the resultant stresses are dynamic and are measured by the laws 
 governing the energy of bodies in motion. The following empirical 
 formulas may be used to ascertain the approximate fiber stress and 
 deflection due to a load falling on the center of a beam supported at 
 both ends, when no account is taken of the distortion due to the 
 impact or percussion at the point of application of the load: — Let 
 
 W =Weight of load, in pounds. 
 
 Wi=Weight of beam, in pounds. 
 
 h =Height of fall, in inches. 
 
 f =Extreme fiber stress due to static load, W+Wi, in pounds per 
 square inch. 
 
 fd —Extreme fiber stress due to dynamic load, W, in pounds per 
 square inch. 
 
 D =Deflection due to static load, W+Wi, in inches. 
 
 Dd=Deflection due to dynamic load, W, in inches. 
 35 W T , 
 
 m = 35W+17 W7 Then 
 
 f d =f(l+\l?^L+l) andDd=D(l+V^ +l') 
 
 Shearing Stresses. The safe load tables for beams and channels are 
 computed solely with reference to safe unit stresses due to flexure, 
 and the safe loads uniformly distributed on the spans given will not 
 produce average shearing stresses in the web greater than the 
 10 000 pounds per square inch allowed by the Construction Specifi- 
 cations. When, however, beams are loaded with heavy loads 
 concentrated near the supports, or when beams of short span are 
 loaded with uniformly distributed loads to their full carrying 
 capacity as regards flexure, the bending moments may be small in 
 comparison with the reactions at the supports, and the beams may 
 fail along the neutral plane as a result of longitudinal shearing 
 stresses, or may buckle as a result of the combined longitudinal 
 and vertical web stresses. On such spans the safe shearing or 
 buckling strength of the web may limit the carrying capacity of 
 the beam rather than the resistance of the flanges to bending 
 stresses. 
 
 Longitudinal shear. At any point in any section of a beam, the 
 horizontal and vertical components of the web stress are equal to each 
 other and proportional to the vertical shear; their intensities are 
 
 215 
 
CARNBQIE STEEL COMPANY 
 
 dependent upon the distance of the point from the neutral axis. In, 
 order to determine the intensity of the vertical shearing stress at 
 a given point in a vertical section of the beam, therefore, it is 
 sufficient to find the equal intensity of the horizontal shearing 
 stress at the same point in the horizontal plane. 
 
 The longitudinal unit shear is zero at the upper and lower flanges 
 of the beam and a maximum at the neutral plane. It is greatest 
 at the supports and zero where there is no vertical shear. 
 
 The intensity of the longitudinal shear at any point in any section 
 is the product of the vertical shear, V, for that section and the 
 statical moment, Ms of the section included between the horizontal 
 plane of shear through that point and ( the extreme fibers on the same 
 side of the neutral plane divided by the product of the moment of 
 inertia of the beam around the proper axis and the thickness at the 
 plane of shear; or 
 
 Longitudinal shear per square inch=— -^ — . 
 
 7 " Example — Required the maximum longitudinal 
 
 shear per square inch in a 24" 80 lb. beam loaded 
 
 with two symmetrical loads of 100,000 pounds 
 
 each, disregarding the weight of the beam. 
 
 M s ofFlangeRectangle=7x.60xll.7 = 49.14 
 
 Ms of Flange Triangles =3.25x.542xll.219= 19.76 
 
 MsOfWeb =11.40x.50x5.70 = 32.49 
 
 ' Total Static Moment 101.39 
 
 Moment of Inertia of Beam 1=2087.2 
 
 Longitudinal Shea. - ™g°™£* 
 
 =9715 pounds per square inch. 
 
 ■ Under usual conditions of loading, the vertical shear need not be 
 taken into consideration. 
 
 Buckling Values of Beam Webs. The vertical shearing stresses or the 
 vertical compressive components of the web stress may under some 
 conditions exceed the safe resistance of the beam to buckling, and 
 there remains the possibility that a web or web plate which is amply 
 secure as against the safe allowed shear of 10,000 pounds per square 
 inch will not be of sufficient strength when considered as a column. 
 In such cases provision must be made for security against buckling 
 either in the way of stiffeners or by increasing the thickness of the 
 web or web plate. 
 
 A series of experiments have been carried out on beams of various 
 depths and web thicknesses to arrive at a basis for a simpler method 
 of computation to use in the investigation of the safe buckling 
 
 216 
 
 3 i i 
 
 .25j' 
 
 
 r~* 
 
 ! oo 
 
 1 W 
 
 i 00] _> 
 
 .50" 
 
 ! o 
 i i-+ 
 
 Neutral axis 
 
 
 Plane of shear 
 
BEAM SAFE LOADS 
 
 resistance of beams with unsupported webs, and from these experi- 
 ments the following formulas have been deduced: 
 
 ' af a' 
 
 r-r— ; ,J 
 
 liiiiiimi Safe end reaction R= f b x t (a +~i") 
 
 Safe interior load W=2 f b x t (a 1 +-j) 
 
 Iftj 
 
 In these formulas R is the end reaction, W the concentrated load, 
 t the web thickness, d the depth of the beam, a 1 half the distance 
 over which the concentrated load is applied and a the whole 
 distance over which the end reaction is applied, while fb is the safe 
 resistance of the web to buckling in pounds per square inch by the 
 formula 19000 — 100 d/2r (d/2=l in column formula). 
 
 The first formula is general and applies to any condition of 
 loading. The second formula covers the case of a single load 
 concentrated at the center of a span; it can be extended to cover a 
 system of concentrated loads provided the sum of the distances a 1 is 
 not less than a. 
 
 The tables which immediately follow give for beams and channels 
 with unsupported webs: 
 
 1. Allowed web resistance fb, in pounds per square inch com- 
 puted from this compression formula. 
 
 2. The distance a, or the distance over which the end reaction 
 must be distributed when the shearing stress, V, in the web is the 
 maximum allowable of 10,000 pounds per square inch.. 
 
 3. The allowable end reaction (R) when a is taken' at 3J^" 
 which is the usual length of beam actually resting on the 4" angles 
 ordinarily used in building construction for beam seats. 
 
 4. The allowable shear V, on the gross area of beam or channel 
 webs at 10,000 pounds per square inch. 
 
 In addition to these data which have to do with the maximum 
 loads on beams and channels as computed from the web resistance, 
 these tables also give the maximum bending moments in foot 
 pounds, obtained by the multiplication of the section modulus of 
 each section by the allowed fiber stress of 16,000 pounds and the 
 division of the product by 12 in order to reduce to a foot pound 
 basis^ These maximum bending moments may be used on inspec- 
 tion instead of the table of properties to ascertain the proper size 
 section to be used in any particular instance. 
 
 217 
 
CARNEGIE STEEL COMPANY 
 
 Examples of the Use of Beam Safe Load Tables 
 
 Example 1. Direct Bending. Required the,proper size of a beam laterally 
 braced to support a superimposed or net load of 30,000 pounds uniformly 
 distributed over a clear span of 20 feet. 
 
 From the table of safe loads, page 224, it is found that a 15 inch 42 pound 
 beam will support a gross load of 31,400 pounds. The weight of a beam 20 
 feet long is 840 pounds. The net safe load is, therefore, 31,400—840=30,560 
 pounds. A 15 inch 42 pound beam will, therefore, carry the net load specified. 
 
 Example 2. Shear. Required the maximum load which a 20 inch 85 
 pound beam can support without exceeding the safe web resistance of the 
 section. 
 
 Prom the table, page 223, the maximum load for this section given in small 
 figures above the upper zigzag line is found to be 265,200 pounds. 
 
 Example 3. Vertical Deflection. Required the proper size and the 
 deflection of a channel supporting a net load of 10,000 pounds concentrated in 
 the middle of a 14-foot span, assuming that the channel is braced against 
 lateral deflection. 
 
 The specified load is equivalent on the given span to a uniformly distributed 
 load of 2 x 10,000=20,000 pounds. 
 
 In the table, page 232, it is found that a 12, inch 30 pound channel will 
 support a gross load of 20,500 pounds or a net load of 20,500— 14 x 30=20,080 
 pounds. The net safe load concentrated at the middle of the span will be 
 one-half this or 10,040 pounds. 
 
 The deflection produced by a uniformly distributed load of 20,500 pounds 
 is found from the coefficient given in the same table and page 213 to 
 be 2jf^=0.270". The deflection for the specified load concentrated in the 
 
 O 270 x 4 
 middle of the span is approximately j! =0.216". 
 
 See page 207. 
 
 Example 4. Vertical Deflection. Required the deflection of a riveted 
 
 girder 37 inches deep for a span of 35 feet and a fiber stress of 14,000 pounds per 
 
 square inch. 
 
 17 741 
 Required deflection, see table, page 213, = ■ £ " = 0.479". 
 
 Example 5. Vertical Deflection. Required the deflection of an angle 
 6 x 4 x We" about an axis parallel to the short leg for a span of 14 feet and a 
 fiber stress of 16,000 pounds. 
 
 Required deflection, see table, pages 213 and 214, is 2x (6—1 96) = °- 401 "- 
 
 Example 6. Vertical Deflection. Required the deflection of a 10 inch 
 beam for a span of 18 feet with a fiber stress of 11,000 pounds. 
 
 Required deflection, see table, pages 213 and 214, = 16 ' 0Q0 ^ ^ Q =0.369". 
 
 Example 7. , Lateral Deflection. Required the safe load on a 12 inch 31H 
 pound beam for a span of 16 feet without any lateral support or bracing. 
 Tabular load, page 225, =24,000 pounds. / 
 
 Ratio ^ th of .^ n = 16 ? 12 =38.4 
 Flange width 5 
 
 Reduced safe load, page 214, 24,000x0.468=11,232 pounds. 
 
 218 
 
BEAM SAFE LOADS 
 
 BEAMS 
 Maximum Bending Moments and Web Resistance 
 
 Mm ax 
 
 fb 
 
 a 
 
 R 
 
 Maximum 
 Bending 
 Moment 
 
 Depth 
 of 
 
 Weight 
 per 
 Foot 
 
 Thickness 
 
 of 
 
 Web 
 
 Allowable 
 Web 
 Shear 
 
 Allowable 
 Buckling 
 Resistance 
 
 Min. 
 
 End 
 
 Bearing 
 
 End 
 Reaction 
 a=W 
 
 Foot 
 Pounds 
 
 Inches 
 
 Pounds 
 
 Inches 
 
 Founds 
 
 Pounds 
 per Sq. In. 
 
 Inches 
 
 Pounds 
 
 292130 
 
 328390 
 .320390 
 312390 
 264400 
 256560 
 248710 
 240870 
 231920 
 £16670 
 
 156930 
 
 220750 
 214210 
 207680 
 201140 
 195510 
 169170 
 162640 
 155930 
 
 186720 
 180840 
 174960 
 169080 
 136480 
 130590 
 124710 
 117860 
 109200 
 
 122890 
 
 117980 
 
 113080 
 
 108270 
 
 90850 
 
 85940 
 
 81040 
 
 78530 
 
 72130 
 
 27 
 
 21 
 
 20 
 
 18 
 
 15 
 
 90.0 
 
 115.0 
 
 110.0 
 
 105.0 
 
 100.0 
 
 95.0 
 
 90.0 
 
 85.0 
 
 80.0 
 
 74.0 
 
 60.5 
 
 100.0 
 95.0 
 90.0 
 85.0 
 80.0 
 75.0 
 70.0 
 65.0 
 
 90.0 
 85.0 
 80.0 
 75.0 
 70.0 
 65.0 
 60.0 
 55.0 
 48.0 
 
 75.0 
 70.0 
 65.0 
 60.0 
 55.0 
 50.0 
 45.0 
 42.0 
 37.5 
 
 .524 
 
 .750 
 .688 
 .625 
 .754 
 .693 
 .631 
 .570 
 .500 
 .476- 
 
 .428 
 
 .884 
 .810 
 .737 
 .663 
 .600 
 .649 
 .575 
 .500 
 
 .807 
 .725 
 .644 
 .562 
 .719 
 .637 
 .555 
 .460 
 .380 
 
 .882 
 .784 
 .686 
 .590 
 .656 
 .558 
 .460 
 .410 
 .332 
 
 141480 
 
 180000 
 165120 
 150000 
 180960 
 166320 
 151440 
 136800 
 120000 
 114240 
 
 89880 
 
 176800 
 162000 
 147400 
 132600 
 120000 
 129800 
 115000 
 100000 
 
 145260 
 
 130500 
 
 115920 
 
 101160 
 
 129420 
 
 114660 
 
 99900 
 
 82800 
 
 68400 
 
 132300 
 117600 
 102900 
 88500 
 98400 
 83700 
 69000 
 61500 
 49800 
 
 10080 
 
 13460 
 12960 
 12350 
 13490 
 13000 
 12410 
 11710 
 10690 
 10260 
 
 10500 
 
 15080 
 14720 
 14300 
 13780 
 13230 
 13660 
 12980 
 12080 
 
 15140 
 14700 
 14160 
 13450 
 14670 
 14110 
 13380 
 12220 
 10800 
 
 16050 
 15690 
 15210 
 14600 
 15040 
 14340 
 13350 
 12670 
 11180 
 
 20.0 
 
 11.8 
 12.5 
 13.4 
 11.8 
 12.5 
 13.3 
 14.5 
 16.5 
 17.4 
 
 14.8 
 
 8.3 
 
 8.6 
 
 9.0 
 
 9.5 
 
 10.1 
 
 9.6 
 
 10.4 
 
 11.6 
 
 7.4 
 7.7 
 8.2 
 8.9 
 7.8 
 8.3 
 9.0 
 10.2 
 12.2 
 
 5.6 
 5.8 
 6.1 
 6.5 
 6.2 
 6.7 
 7.5 
 8.1 
 9.7 
 
 54140 
 
 95880 
 84690 
 73320 
 96620 
 85610 
 74410 
 63410 
 50780 
 46400 
 
 39320 
 
 113320 
 101370 
 89590 
 77630 
 67460 
 75380 
 63420 
 51320 
 
 97730 
 85260 
 72940 
 69480 
 84350 
 71890 
 59420 
 44980 
 32830 
 
 102660 
 89160 
 75650 
 62440 
 71530 
 
 v 58020 
 44520 
 37660 
 26910 
 
 219 
 
CARNEGIE STEEL COMPANY 
 
 
 
 
 BEAMS 
 
 
 
 
 Maximum Lending Moments and 
 
 Web Resistances 
 
 Mmax 
 
 d 
 
 
 t 
 
 V 
 
 fb 
 
 a 
 
 R 
 
 Maximum 
 Bending 
 Moment 
 
 Depth 
 
 of 
 Beam 
 
 Weight 
 per 
 Foot 
 
 Thickness 
 
 of 
 
 Web 
 
 Allowable 
 Web 
 Shear 
 
 Allowable 
 Buckling 
 Resistance 
 
 Min. 
 
 End 
 
 Bearing 
 
 End 
 
 Reaction 
 
 a=3J#' 
 
 Foot 
 Founds 
 
 Inches 
 
 Pounds 
 
 Inches 
 
 Pounds 
 
 Pounds 
 per Sq. In. 
 
 Inches 
 
 Pounds 
 
 71330 
 
 
 55.0 
 
 .821 
 
 98520 
 
 16470 
 
 4.3 
 
 87890 , 
 
 67410 
 
 
 50.0 
 
 .699 
 
 83880 
 
 16030 
 
 4.5 
 
 72830 
 
 63490 
 
 
 45.0 
 
 .576 
 
 69120 
 
 15390 
 
 4.8 
 
 57620 
 
 59770 
 
 12 
 
 40.0 
 
 .460 
 
 55200 
 
 14480 
 
 5.3 
 
 43300 
 
 50730 
 
 
 35.0 
 
 .436 
 
 52320 
 
 14230 
 
 5.4 
 
 40330 
 
 47960 
 
 
 31.5 
 
 .350 
 
 42000 
 
 13060 
 
 6.2 
 
 29710 
 
 44270 
 
 
 28.0 
 
 .284 
 
 34080 
 
 11680 
 
 7.3 
 
 21560 
 
 42320 
 
 
 40.0 
 
 .749 
 
 74900 
 
 16690 
 
 3.5 
 
 75010 
 
 39050 
 
 
 35.0 
 
 .602 
 
 60200 
 
 16120 
 
 3.7 
 
 58220 
 
 35780 
 
 10 
 
 30.0 
 
 .455 
 
 45500 
 
 15190 
 
 4.1 
 
 41470 
 
 32560 
 
 
 25.0 
 
 .310 
 
 31000 
 
 13410 
 
 5.0 
 
 24940 
 
 30270 
 
 
 22.25 
 
 .252 
 
 25200 
 
 12130 
 
 5.7 
 
 18340 
 
 33120 
 
 
 35.0 
 
 .732 
 
 65880 
 
 16870 
 
 3.1 
 
 71010 
 
 30180 
 
 9 
 
 30.0 
 
 .569 
 
 51210 
 
 16260 
 
 3.3 
 
 53200 
 
 27240 
 
 
 25.0 
 
 .406 
 
 36540 
 
 15160 
 
 3.7 
 
 35390 
 
 25160 
 
 
 21.0 
 
 .290 
 
 26100 
 
 13620 
 
 4.4 
 
 22710 
 
 22810 
 
 
 25.5 
 
 .541 
 
 43280 
 
 16440 
 
 2.9 
 
 48920 
 
 21500 
 
 
 23.0 
 
 .449 
 
 35920 
 
 15910 
 
 3.0 
 
 39290' 
 
 20190 
 
 8 
 
 20.5 
 
 .357 
 
 28560 
 
 15120 
 
 3.3 
 
 29690 
 
 18960 
 
 
 18.0 
 
 .270 
 
 21600 
 
 13870 
 
 3.8 
 
 20600 
 
 19470 
 
 
 17.5 
 
 .220 
 
 17600 
 
 12700 
 
 4.3 
 
 15370 
 
 16070 
 
 
 20.0 
 
 .458 
 
 32060 
 
 16350 
 
 2.5 
 
 39310 
 
 14930 
 
 7 
 
 17.5 
 
 .353 
 
 24710 
 
 15570 
 
 2.7 
 
 28850 
 
 13800 
 
 
 15.0 
 
 .250 
 
 17500 
 
 14150 
 
 3.2 
 
 18580 
 
 11640 
 
 
 17.25 
 
 .475 
 
 28500 
 
 16810 
 
 2.1 
 
 39930 
 
 10660 
 
 6 
 
 14.75 
 
 .352 
 
 21120 
 
 16050 
 
 2.2 
 
 28250 
 
 9680 
 
 
 12.25 
 
 .230 
 
 13800 
 
 14480 
 
 2.6 
 
 16650 
 
 8080 
 
 
 14.75 
 
 .504 
 
 25200 
 
 17280 
 
 1.6 
 
 41370 
 
 7260 
 
 5 
 
 12.25 
 
 .357 
 
 17850 
 
 16580 
 
 1.8 
 
 28120 
 
 6450 
 
 1 
 
 9.75 
 
 .210 
 
 10500 
 
 14870 
 
 2.1 
 
 14830 
 
 4760 
 
 
 10.5 
 
 .410 
 
 16400 
 
 17310 
 
 1.3 
 
 31940 
 
 4500 
 
 4 
 
 9.5 
 
 .337 
 
 13480 
 
 16940 
 
 1.4 
 
 25690 
 
 4240 
 
 
 8.5 
 
 .263 
 
 10520 
 
 16360 
 
 1.4 
 
 19360 
 
 3980 
 
 
 7.5 
 
 .190 
 
 7600 
 
 15360 
 
 1.6 
 
 13130 
 
 2590 
 
 
 7.5 
 
 .361 
 
 10830 
 
 17560 
 
 1.0 
 
 26940 
 
 2390 
 
 3 
 
 6.5 
 
 .263 
 
 7890 
 
 17020 
 
 1.0 
 
 19020 
 
 2210 
 
 
 5.5 
 
 .170 
 
 5100 
 
 15950 
 
 1.1 
 
 11530 
 
 220 
 
BEAM SAFE LOADS 
 
 
 CHANNELS 
 
 
 
 - 
 
 Maximum Bending Moments and 
 
 Web Resistances 
 
 Mmax 
 
 d 
 
 
 t 
 
 V 
 
 fb 
 
 a 
 
 R 
 
 Maximum 
 Bending 
 Moment 
 
 Depth 
 
 of 
 Channel 
 
 Weight 
 per 
 Foot 
 
 Thickness 
 
 of 
 
 Web 
 
 Allowable 
 Web 
 Shear 
 
 Allowable 
 Buckling 
 Resistance 
 
 Min. 
 
 End 
 
 Bearing 
 
 End 
 Reaction 
 a=3H" 
 
 Foot 
 Pounds 
 
 Inches 
 
 Founds 
 
 Inches 
 
 Pounds 
 
 Pounds 
 per Sq. In. 
 
 Inches 
 
 Pounds 
 
 76490 
 71590 
 66680 
 61780 
 56880 
 " 55570 
 
 15 
 
 55.0 
 50.0 
 45.0 
 40.0 
 35.0 
 33.0 
 
 .818 
 .720 
 .622 
 .524 
 .426 
 .400 
 
 122700 
 108000 
 93300 
 78600 
 63900 
 60000 
 
 15820 
 15390 
 14820 
 14040 
 ' 12900 
 12510 
 
 5.7 
 6.0 
 6.4 
 6.9 
 7.9 
 8.2 
 
 93830 
 80350 
 66840 
 53350 
 39850 
 36270 
 
 64360 
 60110 
 55870 
 53320 
 51620 
 48740 
 
 13 
 
 50.0 
 45.0 
 40.0 
 37.0 
 '35.0 
 . 32.0 
 
 .791 
 .678 
 .565 
 .497 
 .452 
 .375 
 
 102830 
 88140 
 73450 
 64610 
 58760 
 48750 
 
 16150 
 15680 
 15020 
 14470 
 14020 
 13000 
 
 4.8 
 5.0 1 
 5.4 
 5.7 
 6.0 
 6.8 
 
 86250 
 71760 
 57260 
 48540 
 42770 
 32900 
 
 43760 
 39840 
 35920 
 32000 
 28470 
 
 12 
 
 40.0 
 35.0 
 30.0 
 25.0 
 20.5 
 
 .758 
 .636 
 .513 
 .390 
 .280 
 
 90960 
 76320 
 61560 
 46800 
 33600 
 
 16260 
 15730 
 14950 
 13670 
 11570 
 
 4.4 
 4.6 
 5.0 
 5.8 
 7.4 
 
 80090 
 65040 
 49850 
 34660 
 21060 
 
 30800 
 27530 
 • 24260 
 20990 
 17840 
 
 10 
 
 35.0 
 30.0 
 25.0 
 20.0 
 15.0 
 
 .823 
 .676 
 .529 
 .382 
 .240 
 
 82300 
 67600 
 52900 
 38200 
 24000 
 
 16900 
 16440 
 15730 
 14470 
 11780 
 
 3.4 
 3.6 
 3.9 
 
 4.4 
 6.0 
 
 83430 
 66670 
 49910 
 33160 
 16970 , 
 
 20950 
 18010 
 15070 
 14020 
 
 9 
 
 25.0 
 20.0 
 15.0 
 13.25 
 
 .615 
 .452 
 .288 
 .230 
 
 55350 
 40680 
 25920 
 20700 
 
 16470 
 15550 
 13590 
 12220 
 
 3.2 
 3.5 
 4.4 
 5.1 
 
 58220 
 40420 
 22500 
 16170 
 
 15920 
 14610 
 13310 
 12000 
 10770 
 
 8 
 
 21.25 
 18.75 
 16.25 
 13.75 
 11.25 
 
 .582 
 .490 
 .399 
 .307 
 .220 
 
 46560 
 39200 
 31920 
 24560 
 17600 
 
 16620 
 16170 
 15530 
 14490 
 12700 
 
 2.8 
 2.9 
 3.2 
 3.5 
 4.3 
 
 53200 
 43580 
 34070 
 24460 
 15370 
 
 12640 
 
 11490 
 
 10350 
 
 9210 
 
 8030 
 
 7 
 
 19.75 
 17.25 
 14.75 
 12.25 
 9.75 
 
 .633 
 .528 
 .423 
 .318 
 .210 
 
 44310 
 36960 
 29610 
 22260 
 14700 
 
 17090 
 16700 
 16130 
 15190 
 13230 
 
 2.3 
 2.4 
 2.6 
 2.9 
 3.5 
 
 56780 
 46300 
 35830 
 25360 
 14580 
 
 8680 
 7700 
 6720 , 
 5780 
 
 6 
 
 15.5 
 
 13.0 
 
 10.5 
 
 8.0 
 
 .563 
 .440 
 .318 
 .200 
 
 33780 
 26400 
 19080 
 12000 
 
 17150 
 16640 
 15730 
 13810 
 
 2.0 
 2.1 
 2.3 
 2.8 
 
 48280 
 36610 
 25010 
 13810 
 
 5550 
 4730 
 3960 
 
 5 
 
 11.5 
 9.0 
 6.5 
 
 477 
 .330 
 .190 
 
 23850 
 
 16500 
 
 9500 
 
 17180 
 16380 
 14450 
 
 1.7 
 1.8 
 2.2 
 
 38920 
 25670 
 13040 
 
 3050 
 2790 
 2530 
 
 4 
 
 7.25 
 6.25 
 5.25 
 
 .325 
 .252 
 .180 
 
 13000 
 
 10080 
 
 7200 
 
 16870 
 16250 
 15150 
 
 1.4 
 1.5 
 1.6 
 
 24670 
 18430 
 12270 
 
 1840 
 1640 
 1450 
 
 3 
 
 6.0 
 5.0 
 4.0 
 
 .362 
 .264 
 .170 
 
 10860 
 7920 
 5100 
 
 17560 
 17030 
 15940 
 
 1.0 
 1.0 
 1.1 
 
 27020 
 19110 
 11520 
 
 221 
 
CARNEQIE STEEL COMPANY 
 
 BEAMS 
 
 Allowable Uniform Load in Thousands op Pounds 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 Depth and Weight of Sections 
 
 a § 
 
 Span 
 
 27 In. 
 
 24 Inch 
 
 21 Jp. 
 
 11 
 
 Feet 
 
 90 
 lbs. 
 
 115 
 
 lbs. 
 
 110 
 lbs. 
 
 105 
 lbs. 
 
 100 
 lbs. 
 
 95 
 
 lbs. 
 
 90 
 lbs. 
 
 85 
 
 lbs. 
 
 80 
 
 lbs. 
 
 74 
 lbs. 
 
 60% 
 
 lbs. 
 
 
 283.0 
 
 860.0 
 
 880.2 
 
 800.0 
 
 861.9 
 
 832.6 
 
 802.9 
 
 273.6 
 
 240.0 
 
 228.5 
 
 179.8 
 
 
 6 
 
 352.5 
 302.2 
 264.4 
 235.0 
 211.5 
 
 0.60 
 
 7 
 
 293.2 
 256.6 
 228.0 
 205.2 
 
 284.2 
 248.7 
 221.1 
 199.0 
 
 179.3 
 156.9 
 139.5 
 125.5 
 
 , 0.81 
 
 1.06 
 
 8 
 
 328.4 
 291.9 
 262.7 
 
 320.4 
 284.8 
 256.3 
 
 240.9 
 214.1 
 
 192.7 
 
 231.9 
 206.1 
 185.5 
 
 216.7 
 192.6 
 173.3 
 
 9 
 10 
 
 259.3 
 233.4 
 
 277.7 
 249.9 
 
 1.34 
 1.66 
 
 11 
 12 
 13 
 14 
 15 
 
 212.2 
 194.5 
 179.5 
 166.7 
 156.6 
 
 238.8 
 218.9 
 202.1 
 187.7 
 175.1 
 
 233.0 
 213.6 
 197.2 
 183.1 
 170.9 
 
 227.2 
 208.3 
 192.2 
 178.5 
 166.6 
 
 192.3 
 176.3 
 162.7 
 151.1 
 141.0 
 
 186.6 
 171.0 
 157.9 
 146.6 
 136.8 
 
 180.9 
 165.8 
 153.1 
 142.1 
 132.6 
 
 175.2 
 160.6 
 148.2 
 137.6 
 128.5 
 
 168.7 
 154.6 
 142.7 
 132.5 
 123.7 
 
 157.6 
 144.5 
 133.3 
 123.8 
 115.6 
 
 114.1 
 104.6 
 
 96.5 
 ,89.7 
 
 83.7 
 
 2.00 
 2.38 
 2.80 
 3.24 
 3.72 
 
 16 
 17 
 18 
 19 
 20 
 
 145.9 
 137.3 
 129.7 
 122.8 
 116.7 
 
 164.2 
 154.5 
 146.0 
 138.3 
 131.4 
 
 160.2 
 150.8 
 142.4 
 134.9 
 128.2 
 
 156.2 
 147.0 
 138.8 
 131.5 
 125.0 
 
 132.2 
 124.4 
 117.5 
 111.3 
 105.8 
 
 128.3 
 120.7 
 114.0 
 108.0 
 102.6 
 
 124.4 
 117.0 
 110.5 
 104.7 
 99.5 
 
 120.4 
 113.4 
 107.1 
 101.4 
 96.3 
 
 116.0 
 
 109.1 
 
 103.1 
 
 97.6 
 
 92.8 
 
 108.3 
 
 102.0 
 
 96.3 
 
 91.2 
 
 86.7 
 
 78.4 
 73.8 
 69.7 
 66.1 
 62.8 
 
 4.24 
 4.78 
 5.36 
 5.98 
 6.62 
 
 21 
 22 
 23 
 24 
 25 
 
 111.1 
 
 106.1 
 
 101.5 
 
 97.3 
 
 93.4 
 
 125.1 
 119.4 
 114.2 
 109.5 
 105.1 
 
 122.1 
 116.5 
 111.4 
 106.8 
 102.5 
 
 119.0 
 113.6 
 108.7 
 104.1 
 100.0 
 
 100.7 
 96.1 
 92.0 
 88.1 
 84.6 
 
 97.7 
 93.3 
 89.2 
 85.5 
 82.1 
 
 94.7 
 90.4 
 86.5 
 82.9 
 79.6 
 
 91.8 
 87.6 
 83.8 
 80.3 
 77.1 
 
 88.3 
 84.3 
 80.7 
 77.3 
 74.2 
 
 82.5 
 78.8 
 75.4 
 72.2 
 69.3 
 
 59.8 
 57.1 
 54.6 
 52.3 
 50.2 
 
 7.30 
 8.01 
 8.76 
 9.53 
 10.35 
 
 26 
 27 
 28 
 29 
 30 
 
 89.8 
 86.4 
 83.4 
 80.5 
 77.8 
 
 101.0 
 97.3 
 93.8 
 90.6 
 87.6 
 
 98.6 
 94.9 
 91.5 
 88.4 
 85.4 
 
 96.1 
 92.6 
 89.3 
 86.2 
 83.3 
 
 81.4 
 78.3 
 75.5 
 72.9 
 70.5 
 
 78.9 
 76.0 
 73.3 
 70.8 
 68.4 
 
 76.5 
 73.7 
 71.1 
 68.6 
 66.3 
 
 74.1 
 71.4 
 68.8 
 66.4 
 64.2 
 
 71.4 
 68.7 
 66.3 
 64.0 
 61.8 
 
 66.7 
 64.2 
 61.9 
 59.8 
 57.8 
 
 48.3 
 46.5 
 44.8 
 43.3 
 41.8 
 
 11.19 
 12.07 
 12.98 
 13.92 
 14.90 
 
 31 
 32 
 33 
 34 
 35 
 
 75.3 
 72.9 
 70.7 
 68.6 
 66.7 
 
 84.7 
 82.1 
 79.6 
 77.3 
 75.1 
 
 82.7 
 80.1 
 77.7 
 75.4 
 73.2 
 
 80.6 
 78.1 
 75.7 
 73.5 
 
 71.4 
 
 68.2 
 66.1 
 64.1 
 62.2 
 60.4 
 
 66.2 
 64.1 
 62.2 
 60.4 
 58.6 
 
 64.2 
 62.2 
 60.3 
 
 58.5 
 56.8 
 
 62.2 
 60.2 
 58.4 
 56.7 
 55.1 
 
 59.8 
 58.0 
 56.2 
 54.6 
 53.0 
 
 55.9 
 54.2 
 52.5 
 51.0 
 49.5 
 
 40.5 
 39.2 
 38.0 
 36.9 
 35.9 
 
 15.91 
 16.95 
 18.03 
 19.13 
 20.28 
 
 36 
 37 
 38 
 39 
 40 
 
 64.8 
 63.1 
 61.4 
 59.8 
 58.4 
 
 73.0 
 71.0 
 69.1 
 67.4 
 65.7 
 
 71.2 
 69.3 
 67.5 
 65.7 
 64.1 
 
 69.4 
 67.5 
 65.8 
 64.1 
 62.5 
 
 58.8 
 57.2 
 55.7 
 54.2 
 52.9 
 
 57.0 
 55.5 
 54.0 
 52.6 
 51.3 
 
 55.3 
 53.8 
 52.4 
 51.0 
 49.7 
 
 53.5 
 52.1 
 50.7 
 49.4 
 48.2 
 
 51.5 
 50.1 
 48.8 
 47.6 
 46.4 
 
 48.2 
 46.8 
 45.6 
 44.4 
 43.3 
 
 34.9 
 33.9 
 33.0 
 32.2 
 31.4 
 
 21.45 
 22.66 
 23.90 
 25.18 
 26.48 
 
 41 
 42 
 
 56.9 
 55.6 
 54.3 
 53.0 
 51.9 
 
 64.1 
 62.6 
 61.1 
 59.7 
 58.4 
 
 62.5 
 61.0 
 59.6 
 58.3 
 57.0 
 
 61.0 
 59.5 
 58.1 
 56.8 
 55.5 
 
 51.6 
 50.4 
 49.2 
 48.1 
 47.0 
 
 50.1 
 48.9 
 47.7 
 46.6 
 45.6 
 
 48.5 
 47.4 
 46.3 
 45.2 
 44.2 
 
 47.0 
 45.9 
 44.8 
 43.8 
 42.8 
 
 45.3 
 44.2 
 43.1 
 42.2 
 41.2 
 
 42.3 
 41.3 
 40.3 
 39.4 
 38.5 
 
 30.6 
 29.9 
 
 27.82 
 29.20 
 
 43 
 44 
 45 
 
 29.2 
 28.5 
 
 30.60 
 32.04 
 33.52 
 
 46 
 
 47 
 48 
 
 50.7 
 49.7 
 48.6 
 47.6 
 46.7 
 
 57.1 
 55.9 
 
 54.7 
 
 55.7 
 54.1 
 53.4 
 
 54.3 
 53.2 
 52.1 
 
 46.0 
 45.0 
 44.1 
 
 44.6 
 43.7 
 42.8 
 
 43.3 
 42.3 
 41.5 
 
 41.9 
 41.0 
 40.1 
 
 40.3 
 39.5 
 38.7 
 
 37.7 
 36.9 
 36.1 
 
 
 35.02 
 36.56 
 38.14 
 
 49 
 50 
 
 63.6 
 52.5- 
 
 52.3 
 61.8 
 
 51.0 
 60.0 
 
 48.2 
 42.8 
 
 41.9 
 41.0 
 
 40.6 
 89.8 
 
 30.3 
 38.5 
 
 87.9 
 -87.1 
 
 85.4 
 34.7 
 
 39.74 
 41.38 
 
 Loads above upper horizontal lines will produce maximum allowable shear in webs. 
 Loads below lower horizontal lines will produce excessive deflections. 
 For maximum safe loads, see page 219. 
 
 222 
 
BEAM SAFE LOADS 
 
 BEAMS 
 
 Allowable Uniform Load in Thousands of Pounds 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 
 
 
 Depth and Weight of Sections 
 
 ■B a 
 
 Span 
 in 
 
 
 
 
 
 
 
 d o 
 
 20 Inch 
 
 18 Inch 
 
 Vi 
 
 3 o 
 
 Feet 
 
 100 
 
 95 
 
 90 
 
 85 
 
 80 
 
 75 
 
 70 
 
 65 
 
 90 
 
 85 
 
 80 
 
 75 
 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbjj. 
 
 lbs. 
 
 
 
 868. 6 
 
 
 
 
 
 
 % 
 
 
 
 
 
 
 
 5 
 
 353.2 
 
 0.41 
 
 
 294.3 
 252.3 
 
 824 
 
 294.8 
 
 265.2 
 
 240.0 
 
 259.6 
 
 280.0 
 
 200.0 
 
 290.5 
 
 281.0 
 
 231.8 
 
 202.8 
 
 
 6 
 
 285.6 
 244.8 
 
 276.9 
 237.7 
 
 225.6 
 193.3 
 
 216.8 
 185.9 
 
 249.0241.1 
 213.4206.7 
 
 0.60 
 
 7 
 
 229.9 
 
 223.4 
 
 178.2 
 
 200.0 
 
 193.2 
 
 0.81 
 
 8 
 
 220.7 
 
 214.2 
 
 207.7 
 
 201.1 
 
 195.5 
 
 169.2 
 
 162.6 
 
 155.9 
 
 186.7 
 
 180.8 
 
 175.0 
 
 169.1 
 
 1.06 
 
 9 
 
 196.2 
 
 190.4 
 
 184.6 
 
 178.8 
 
 173.8 
 
 150.4 
 
 144.6 
 
 138.6 
 
 166.0 
 
 160.7 
 
 155.5 
 
 150.3 
 
 1.34 
 
 10 
 
 176.6 
 
 171.4 
 
 166.1 
 
 160.9 
 
 156.4 
 
 135.3 
 
 130.1 
 
 124.7 
 
 149.4 
 
 144.7 
 
 140.0 
 
 135.3 
 
 1.66 
 
 11 
 
 160.5 
 
 155.8 
 
 151.0 
 
 146.3 
 
 142.2 
 
 123.0 
 
 118.3 
 
 113.4 
 
 135.8 
 
 131.5 
 
 127.2 
 
 123.0 
 
 2.00 
 
 12 
 
 147.2 
 
 142.8 
 
 138.5 
 
 134.1 
 
 130.3 
 
 112.8 
 
 108.4 
 
 104.0 
 
 124.5 
 
 120.6 
 
 116.6 
 
 112.7 
 
 2.38 
 
 13 
 
 135.8 
 
 131.8 
 
 127.8 
 
 123.8 
 
 120.3 
 
 104.1 
 
 100.1 
 
 96.0 
 
 114.9 
 
 111.3 
 
 107.7 
 
 104.1 
 
 2.80 
 
 14 
 
 126.1 
 
 122.4 
 
 118.7 
 
 114.9 
 
 111.7 
 
 96.7 
 
 92.9 
 
 89.1 
 
 106.7 
 
 103.3 
 
 100.0 
 
 96.6 
 
 3.24 
 
 15 
 
 117.7 
 
 114.2 
 
 110.8 
 
 107.3 
 
 104.3 
 
 90.2 
 
 86.7 
 
 83,2 
 
 99.6 
 
 96.4 
 
 93.3 
 
 90.2 
 
 3.72 
 
 16 
 
 110.4 
 
 107.1 
 
 103.8 
 
 100.6 
 
 97.7 
 
 84.6 
 
 81.3 
 
 78.0 
 
 93.4 
 
 90.4 
 
 87.5 
 
 84.5 
 
 4.24 
 
 17 
 
 103.9 
 
 100.8 
 
 97.7 
 
 94.1 
 
 92.0 
 
 79.6 
 
 76.5 
 
 73.4 
 
 87.9 
 
 85.1 
 
 82.3 
 
 79.6 
 
 4.78 
 
 18 
 
 98.1 
 
 95.2 
 
 92.3 
 
 89.4 
 
 86.9 
 
 76.3 
 
 72.3 
 
 69.3 
 
 83.0 
 
 80.4 
 
 77.8 
 
 75.1 
 
 5.36 
 
 19 
 
 92.9 
 
 90.2 
 
 87.4 
 
 84.7 
 
 82.3 
 
 71.2 
 
 68.5 
 
 65.7 
 
 78.6 
 
 76.1 
 
 73.7 
 
 71.2 
 
 5.98 
 
 20 
 
 88.3 
 
 85.7 
 
 83.1 
 
 80.5 
 
 78,2 
 
 67.7 
 
 65.1 
 
 62.4 
 
 74.7 
 
 72.3 
 
 70.0 
 
 67.6 
 
 6.62 
 
 21 
 
 84.1 
 
 81.6 
 
 79.1 
 
 76.6 
 
 74.5 
 
 64.4 
 
 62.0 
 
 59.4 
 
 71.1 
 
 68.9 
 
 66.7 
 
 64.4 
 
 7.30 
 
 22 
 
 80.3 
 
 77.9 
 
 75.5 
 
 73.1 
 
 71.1 
 
 61.5 
 
 59.1 
 
 56.7 
 
 67.9 
 
 65.8 
 
 63.6 
 
 61.5 
 
 8.01 
 
 23 
 
 76.8 
 
 74.5 
 
 72.2 
 
 70.0 
 
 68.0 
 
 58.8 
 
 56.6 
 
 54.2 
 
 64.9 
 
 62.9 
 
 60.9 
 
 58.8 
 
 8.76 
 
 24 
 
 73.6 
 
 71.4 
 
 69.2 
 
 67.0 
 
 65.2 
 
 56.4 
 
 54.2 
 
 52.0 
 
 62.2 
 
 60.3 
 
 58.3 
 
 56.4 
 
 9.53 
 
 25 
 
 70.6 
 
 68.5 
 
 66.5 
 
 64.4 
 
 62.6 
 
 54.1 
 
 52.0 
 
 49.9 
 
 59.8 
 
 57.9 
 
 56.0 
 
 54.1 
 
 10.35 
 
 26 
 
 67.9 
 
 65.9 
 
 63.9 
 
 61.9 
 
 60.2 
 
 52.1 
 
 50.0 
 
 48.0 
 
 57.5 
 
 55.6 
 
 53.8 
 
 52.0 
 
 11.19 
 
 27 
 
 65.4 
 
 63.5 
 
 61.5 
 
 59.6 
 
 57.9 
 
 50.1 
 
 48.2 
 
 46.2 
 
 55.3 
 
 53.6 
 
 51.8 
 
 50.1 
 
 12.07 
 
 28 
 
 63.1 
 
 61.2 
 
 59.3 
 
 57.5 
 
 55.9 
 
 48.3 
 
 46.5 
 
 44.6 
 
 53.3 
 
 51.7 
 
 50.0 
 
 48.3 
 
 12.98 
 
 29 
 
 60.9 
 
 59.1 
 
 57.3 
 
 55.5 
 
 53.9 
 
 46.7 
 
 44.9 
 
 43.0 
 
 51.5 
 
 49.9 
 
 48.3 
 
 46.6 
 
 13.92 
 
 30 
 
 58.9 
 
 57.1 
 
 55.4 
 
 53.6 
 
 52.1 
 
 45.1 
 
 43.4 
 
 41.6 
 
 49.8 
 
 48.2 
 
 46.7 
 
 45.1 
 
 14.90 
 
 31 
 
 57.0 
 
 55.3 
 
 53.6 
 
 51.9 
 
 50.5 
 
 43.7 
 
 42.0 
 
 40.2 
 
 48.2 
 
 46.7 
 
 45.2 
 
 43.6 
 
 15.91 
 
 32 
 
 55.2 
 
 53.6 
 
 51.9 
 
 50.3 
 
 48.9 
 
 42.3 
 
 40.7 
 
 39.0 
 
 46.7 
 
 45.2 
 
 43.7 
 
 42.4 
 
 42.3 
 
 16.95 
 
 33 
 
 53.5 
 
 51.9 
 
 50.4 
 
 48.8 
 
 47.4 
 
 41.0 
 
 39.4 
 
 37.8 
 
 45.3 
 
 43.8 
 
 41.0 
 
 18.03 
 
 34 
 
 51.9 
 
 50.4 
 
 48.9 
 
 47.3 
 
 46.0 
 
 39.8 
 
 38.3 
 
 36.7 
 
 43.9 
 
 42.6 
 
 41.2 
 
 39.8 
 
 19.13 
 
 35 
 
 50.5 
 
 49.0 
 
 47.5 
 
 46.0 
 
 44.7 
 
 38.7 
 
 37.2 
 
 35.6 
 
 42.7 
 
 41.3 
 
 40.0 
 
 38.6 
 
 20.28 
 
 36 
 
 49.1 
 
 47.7 
 
 47.6 
 46.3 
 
 46.2 
 44.9 
 
 44.7 
 43.5 
 
 43.4 
 42.3 
 
 37.6 
 36.6 
 
 36.1 
 35.2 
 
 34.7 
 33.7 
 
 41.5 
 
 40.2 
 
 38.9 
 
 37.6 
 
 21'.45 
 
 37 
 
 40.4 
 
 89.1 
 
 873 
 
 86.6 
 
 22.66 
 
 38 
 
 46.5 
 
 45.1 
 
 43.7 
 
 42.3 
 
 41.2 
 
 35.6 
 
 34.2 
 
 32.8 
 
 89.8 
 
 38.1 
 
 36.8 
 
 85.6 
 
 23.90 
 
 39 
 
 45.3 
 
 43.9 
 
 42.6 
 
 41.3 
 
 40.1 
 
 34.7 
 
 33.4 
 
 32.0 
 
 
 
 
 
 25.18 
 
 40 
 
 44.1 
 
 42.8 
 
 41.5 
 
 40.2 
 
 39.1 
 
 33.8 
 
 32.5 
 
 31.2 
 
 
 
 
 
 26.48 
 
 41 
 
 43.1 
 
 41.8 
 
 40.5 
 
 89.2 
 
 88.1 
 
 83.0 
 
 81.7 
 
 80.4 
 
 27.82 
 
 42 
 
 42.0 
 
 1 40.8 
 
 89.6 
 
 8S.8 
 
 37.2 
 
 . S2.2 
 
 81.0 
 
 129.7 
 
 
 
 
 
 29.20 
 
 Loads above upper horizontal lines will produce maximum allowable shear in webs. 
 Loads below lower horizontal lines will produce excessive deflections. 
 For maximum safe loads, see page 210. 
 
 223 
 
CARNEGIE STEEL COMPANY 
 
 BEAMS 
 
 Allowable Uniform Load in Thousands of Pounds 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 Depth and Weight of Sections 
 
 1.1 
 
 Span 
 
 in 
 
 1 18 Inch 
 
 • i 15 Inch 
 
 3 2 
 
 Feet 
 
 70 
 
 65 
 
 60 
 
 55 
 
 48 
 
 75 
 
 70 
 
 65 
 
 60 
 
 55 
 
 50 
 
 45 
 
 42 
 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 
 4 
 5 
 
 268.8 
 
 229.8 
 
 199.8 
 
 
 
 284.. e 
 
 235.2 
 
 205.8 
 
 177.0 
 
 196.8 
 
 167.4 
 
 1371 
 
 188.0 
 I2S7 
 
 
 
 245.8 
 196.6 
 
 181.7 
 145.4 
 
 0.27 
 
 218.4 
 
 208.9 
 
 199.£ 
 
 188.8 
 
 180.9173.2 
 
 0.41 
 
 6 
 
 7 
 
 182.0 
 156.0 
 
 174.1 
 149.2 
 
 166.3 
 14276 
 
 165.6 
 
 186.8 
 
 163.8 
 140.4 
 
 157.3 
 134.8 
 
 150.8 
 129.2 
 
 144.4 
 123.7 
 
 121.1 
 103.8 
 
 114.6 
 98.2 
 
 108.1 
 92.6 
 
 128.0 
 104.7 
 89.8 
 
 
 157.1 
 134.7 
 
 0.60 
 
 124.8 
 
 0.81 
 
 8 
 
 136.5 
 
 130.6 
 
 124.7 
 
 117.£ 
 
 109.2 
 
 122.9 
 
 118.0 
 
 113.1 
 
 108.3 
 
 90.8 
 
 85.9 
 
 81.0 
 
 78.5 
 
 1.06 
 
 9 
 
 121.3 
 
 116.1 
 
 110.9 
 
 104.S 
 
 97.1 
 
 109.2 
 
 104.9 
 
 100.5 
 
 96.2 
 
 80.8 
 
 76.4 
 
 72.0 
 
 69.8 
 
 1.34 
 
 10 
 
 109.2 
 
 104.5 
 
 99.8 
 
 94.3 
 
 87.4 
 
 98.3 
 
 94.4 
 
 90.5 
 
 86.6 
 
 72.7 
 
 68.8 
 
 64.8 
 
 62.8 
 
 1.66 
 
 11 
 
 99.3 
 
 95.0 
 
 90.7 
 
 85.7 
 
 79.4 
 
 89.4 
 
 85.8 
 
 82.2 
 
 78.7 
 
 66.1 
 
 62.5 
 
 58.9 
 
 57.1 
 
 2.00 
 
 12 
 
 91.0 
 
 87.1 
 
 83.1 
 
 78.e 
 
 72.8 
 
 81.9 
 
 78.7 
 
 75.4 
 
 72.2 
 
 60.6 
 
 57.3 
 
 54.0 
 
 52.4 
 
 2.38 
 
 13 
 
 84.0 
 
 80.4 
 
 76.7 
 
 72.5 
 
 67.2 
 
 75.6 
 
 72.6 
 
 69.6 
 
 66.6 
 
 55.9 
 
 52.9 
 
 49.9 
 
 48.3 
 
 2.80 
 
 14 
 
 78.0 
 
 ,74.6 
 
 71.3 
 
 67.3 
 
 62.4 
 
 70.2 
 
 67.4 
 
 64.6 
 
 61.9 
 
 51.9 
 
 49.1 
 
 46.3 
 
 44.9 
 
 3.24 
 
 15 
 
 72,8 
 
 69.6 
 
 66.5 
 
 62.9 
 
 58.2 
 
 65.5 
 
 62.9 
 
 60.3 
 
 57.7 
 
 48.5 
 
 45.8 
 
 43.2 
 
 41.9 
 
 3.72 
 
 16 
 
 68.2 
 
 65.3 
 
 62.4 
 
 58.9 
 
 54.6 
 
 61.4 
 
 59.0 
 
 56.5 
 
 54.1 
 
 45.4 
 
 43.0 
 
 40.5 
 
 39.3 
 
 4.24 
 
 17 
 
 64.2 
 
 61.5 
 
 58.7 
 
 55.5 
 
 51.4 
 
 57.8 
 
 55.5 
 
 53.2 
 
 50.9 
 
 42.8 
 
 40.4 
 
 38.1 
 
 37.0 
 
 4.78 
 
 18 
 
 60.7 
 
 58.0 
 
 55.4 
 
 52.4 
 
 48.5 
 
 54.6 
 
 52.4 
 
 50.3 
 
 48.1 
 
 40.4 
 
 38.2 
 
 36.0 
 
 34.9 
 
 5.36 
 
 19 
 
 57.5 
 
 55.0 
 
 52.5 
 
 49.6 
 
 46.0 
 
 51.7 
 
 49.7 
 
 47.6 
 
 45.6 
 
 38.3 
 
 36.2 
 
 34.1 
 
 33.1 
 
 5.98 
 
 20 
 
 54.6 
 
 52.2 
 
 49.9 
 
 47.1 
 
 43.7 
 
 49.2 
 
 47.2 
 
 45.2 
 
 43.3 
 
 36.3 
 
 34.4 
 
 32.4 
 
 31.4 
 
 6.62 
 
 21 
 
 52.0 
 
 49.7 
 
 47.5 
 
 44.9 
 
 41.6 
 
 46.8 
 
 44.9 
 
 43.1 
 
 41.2 
 
 34.6 
 
 32.7 
 
 30.9 
 
 29.9 
 
 7.30 
 
 22 
 
 49.6 
 
 47.5 
 
 45.3 
 
 42.9 
 
 39.7 
 
 44.7 
 
 42.9 
 
 41.1 
 
 39.4 
 
 33.0 
 
 31.3 
 
 29.5 
 
 28.6 
 
 8.01 
 
 23 
 
 47.5 
 
 45.4 
 
 43.4 
 
 41.0 
 
 38.0 
 
 42.7 
 
 41.0 
 
 39.3 
 
 37.7 
 
 31.6 
 
 29.9 
 
 28.2 
 
 27.3 
 
 8.76 
 
 24 
 
 45.5 
 
 43.5 
 
 41.6 
 
 39.3 
 
 36.4 
 
 41.0 
 
 39.3 
 
 37.7 
 
 36.1 
 
 30.3 
 
 28.6 
 
 27.0 
 
 26.2 
 
 9.53 
 
 25 
 
 43.7 
 
 41.8 
 
 39.9 
 
 37.7 
 
 34.9 
 
 39.3 
 
 37.8 
 
 36.2 
 
 34.6 
 
 29.1 
 
 27.5 
 
 25.9 
 
 25.1 
 
 10.35 
 
 26 
 
 42.0 
 
 40.2 
 
 38.4 
 
 36.3 
 
 33.6 
 
 37.8 
 
 36.3 
 
 34.8 
 
 33.3 
 
 28.0 
 
 26.4 
 
 24.9 
 
 24.2 
 
 11.19 
 
 27 
 
 40.4 
 
 38.7 
 
 37.0 
 
 34.9 
 
 32.4 
 
 36.4 
 
 35.0 
 
 33.5 
 
 32.1 
 
 26.9 
 
 25.5 
 
 24.0 
 
 23.3 
 
 12.07 
 
 28 
 
 39.0 
 
 37.3 
 
 35.6 
 
 33.7 
 
 31.2 
 
 35-1 
 
 33.7 
 
 32.3 
 
 30.9 
 
 26.0 
 
 24.6 
 
 23.2 
 
 22.4 
 
 12.98 
 
 29 
 
 37.6 
 
 36.0 
 
 34.4 
 
 32.5 
 
 30.1 
 
 33.9 
 
 32.5 
 
 31.2 
 
 29.9 
 
 25.1 
 
 23.7 
 
 22.4 
 
 21.7 
 
 13.92 
 
 30 
 
 36.4 
 35.2 
 
 34.8 
 33.7 
 
 33.3 
 32.2 
 
 31.4 
 30.4 
 
 29.1 
 28.2 
 
 32.8 
 
 31.5 
 
 30.2 
 
 28.9 
 
 24.2 
 
 22.9 
 
 21.6 
 
 20.9 
 
 14.90 
 
 31 
 
 81.7 
 
 80".4 
 
 29.2 
 
 27.9 
 
 23.4 
 
 22.2 
 
 20.9 
 
 20.8 
 
 15.91 
 
 32 
 
 34.1 
 
 32.6 
 
 31.2 
 
 29.5 
 
 27.3 
 
 80.7 
 
 29.5 
 
 28.8 
 
 27.1 
 
 22.7 
 
 21.5 
 
 20.8 
 
 19.6 
 
 16.95 
 
 33 
 
 33.1 
 
 31.7 
 
 30.2 
 
 28.6 
 
 26.5 
 
 
 
 
 
 
 
 
 
 18.03 
 
 34 
 
 32.1 
 
 30.7 
 
 29.3 
 
 27.7 
 
 25.7 
 
 
 
 
 
 
 
 
 
 19.13 
 
 35 
 
 31.2 
 
 29.8 
 
 28.5 
 
 26.9 
 
 25.0 
 
 
 
 
 
 
 
 
 
 20.28 
 
 36 
 
 30.3 
 
 29.0 
 
 27.7 
 
 26.2 
 
 24.3 
 
 
 
 
 * 
 
 
 
 
 
 21.45 
 
 37 
 
 29.5 
 
 23.2 
 
 27.0 
 
 25.6 
 
 23.6 
 
 
 22.66 
 
 38 
 
 28.7 
 
 27.5 26.8 
 
 24.8 
 
 28.0 
 
 
 
 
 
 
 
 1 
 
 23.90 
 
 Loads above upper horizontal lines will produce maximum allowable shear in webs. 
 Loads below lower horizontal lines will produce excessive deflections. 
 For maximum safe loads, see page 219. 
 
BEAM SAFE LOADS 
 
 BEAMS 
 
 Allowable Uniform Load in Thousands op Pounds 
 Maximum Bending Stress, 16,000 Pounds Per Square Inch 
 
 
 Depth and Weight of Sections 
 
 
 Span 
 in 
 
 
 
 
 15In. 
 
 12 Inch 
 
 10 Inch 
 
 |o 8 
 
 Feet 
 
 37H 
 lba. 
 
 55 
 lbs. 
 
 50 
 
 lbs. 
 
 45 
 lbs. 
 
 40 
 
 lbs. 
 
 35 
 
 lbs. 
 
 3iy 2 
 
 lbs. 
 
 28 
 lbs. 
 
 40 
 lbs. 
 
 35 
 lbs. 
 
 30 
 
 lbs. 
 
 25 
 lbs 
 
 22^ 
 
 lbs. 
 
 6 e 
 
 
 
 197.0 
 
 167.8 
 
 188. 2 
 
 110.4 
 
 104.6 
 101.5 
 81.2 
 
 84.0 
 76.7 
 
 
 149.8 
 
 120.4 
 
 91.0 
 71.6 
 57.2 
 
 62.0 
 52.1 
 
 50.4 
 48.5 
 
 
 3 
 
 190.2 
 142.7 
 114.1 
 
 112.8 
 84.6 
 67.7 
 
 104.1 
 78.1 
 62.5 
 
 0.15 
 
 4 
 
 134.8 
 
 107.9 
 
 127.0 
 101.6 
 
 0.27 
 
 5 
 
 95.6 
 
 0.41 
 
 6 
 7 
 8 
 9 
 10 
 
 99.6 
 96.1 
 82.4 
 72.1 
 64.1 
 57.7 
 
 95.1 
 81.5 
 71.3 
 63.4 
 57.1 
 
 89.9 
 77.0 
 67.4 
 59.9 
 53.9 
 
 84.7 
 72.6 
 63.5 
 56.4 
 50.8 
 
 79.7 
 68.3 
 59.8 
 53.1 
 47.8 
 
 67.6 
 58.0 
 50.7 
 45.1 
 40.6 
 
 63.9 
 
 54.8 
 48.0 
 42.6 
 38.4 
 
 66.2 
 59.1 
 50.6 
 44.3 
 39.4 
 35.5 
 
 56.4 
 48.4 
 42.3 
 37.6 
 33.9 
 
 52.1 
 44.6 
 39.0 
 34.7 
 31.2 
 
 47.7 
 40.9 
 35.8 
 31.8 
 28.6 
 
 43.4 
 37.2 
 32.6 
 28.9 
 26.0 
 
 40.4 
 34.6 
 30.3 
 26.9 
 24.2 
 
 0.60 
 0.81 
 1.06 
 1.34 
 1.66 
 
 11 
 12 
 13 
 14 
 15 
 
 52.4 
 48.1 
 44.4 
 41.2 
 38.4 
 
 51.9 
 47.6 
 43.9 
 40.8 
 38.0 
 
 49.0 
 44.9 
 41.5 
 38.5 
 36.0 
 
 46.2 
 42.3 
 39.1 
 36.3 
 33.9 
 
 43.5 
 39.8 
 36.8 
 34.2 
 31.9 
 
 36.9 
 33.8 
 31.2 
 29.0 
 27.1 
 
 34.9 
 32.0 
 29.5 
 27.4 
 25.6 
 
 32.2 
 29.5 
 27.3 
 25.3 
 23.6 
 
 30.8 
 28.2 
 26.0 
 24.2 
 22.6 
 
 28.4 
 26.0 
 24.0 
 22.3 
 20.8 
 
 26.0 
 23.9 
 22.0 
 20.4 
 19.1 
 
 23.7 
 21.7 
 20.0 
 
 18.6 
 17.4 
 
 22.0 
 20.2 
 18.6 
 17.3 
 16.2 
 
 2.00 
 2.38 
 2.80 
 3.24 
 3.72 
 
 16 
 17 
 18 
 19 
 20 
 
 36.0 
 33.9 
 32.0 
 30.4 
 28.8 
 
 35.7 
 33.6 
 31.7 
 30.0 
 28.5 
 
 33.7 
 31.7 
 30.0 
 
 28.4 
 27.0 
 
 31.7 
 29.9 
 28.2 
 26.7 
 25.4 
 
 29.9 
 28.1 
 26.6 
 25.2 
 23.9 
 
 25.4 
 23.9 
 22.5 
 21.4 
 20.3 
 
 24.0 
 22.6 
 21.3 
 20.2 
 19.2 
 
 22.2 
 20.9 
 19.7 
 
 18.7 
 17.7 
 
 21.2 
 19.9 
 18.8 
 17.8 
 16.9 
 
 19.5 
 18.4 
 17.4 
 16.4 
 15.6 
 
 17.9 
 16.8 
 15.9 
 15.1 
 14.3 
 
 16.3 
 15.3 
 14.5 
 13.7 
 13.0 
 
 15.1 
 14.3 
 13.5 
 12.8 
 12.1 
 
 4.24 
 
 4.78 
 5.36 
 5.98 
 6.62 
 
 21 
 22 
 23 
 24 
 
 27.5 
 26.2 
 25.1 
 24.0 
 23.1 
 
 27.2 
 25.9 
 24.8 
 23.8 
 
 25.7 
 24.5 
 23.4 
 22.5 
 
 24.2 
 23.1 
 22:1 
 21.2 
 
 22.8 
 21.7 
 20.8 
 19.9 
 
 19:3 
 18.4 
 17.6 
 16.9 
 
 18.3 
 17.4 
 16.7 
 16.0 
 
 16.9 
 16.1 
 15.4 
 14.8 
 
 16.1 
 16.4 
 
 14.9 
 14.2 
 
 18.6 
 
 13.0 
 
 12.4 
 11.8 
 
 11.5 
 11.0 
 
 7.30 
 8.01 
 8.76 
 9.53 
 10.35 
 
 25 
 
 22.8 
 
 21.6 
 
 20.3 
 
 19.1 
 
 16.2 
 
 15.8 
 
 14.2 
 
 26 
 27 
 28 
 29 
 30 
 
 22.2 
 21.4 
 20.6 
 19.9 
 19.2 
 
 21.9 
 
 20.7" 
 
 19.5 
 
 18.4 
 
 15.6 
 
 14.8 
 
 13.6 
 
 
 
 
 
 
 11.19 
 12.07 
 12.98 
 13.92 
 14.90 
 
 31 
 32 
 
 18.6 
 18.0 
 
 
 
 
 
 
 
 
 
 
 
 
 
 15.91 
 16.95 
 
 Loads above upper horizontal lines will produce maximum allowable ehear in web& 
 Loads below lower horizontal lines will produce excessive deflections. 
 For maximum safe loads, see pages 219 and 220. 
 
 226 
 
CARNEGIE STEEL COMPANY 
 
 BEAMS 
 
 Allowable Uniform Load in Thousands of Pounds 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 Span 
 in 
 
 Depth and Weight of Sections 
 
 
 9 Inch 
 
 8 Inch 
 
 7 Inch 
 
 'a aj 
 
 is 
 
 3 a 
 
 Feet 
 
 35 
 lbs. 
 
 30 
 
 lbs. 
 
 25 
 lbs. 
 
 21 
 lbs. 
 
 25% 
 lbs. 
 
 23 
 lbs. 
 
 20% 
 lbs. 
 
 18 
 lbs. 
 
 17% 
 
 lbs. 
 
 20 
 lbs. 
 
 17% 
 lbs. 
 
 15 
 lbs. 
 
 
 131.8 
 
 102.4 
 
 73.1 
 
 62.2 
 
 86.6 
 
 71.8 
 
 67.1 
 
 43.2 
 
 85.2 
 
 64.1 
 
 49.4 
 
 86.0 
 
 
 3 
 
 88.3 
 66.2 
 53.0 
 
 44.2 
 37.9 
 33.1 
 29.4 
 26.5 
 
 24.1 
 22.1 
 20.4 
 18.9 
 17.7 
 
 16.6 
 15.6 
 14.7 
 
 80.5 
 60.4 
 48.3 
 
 40.2 
 34.5 
 30.2 
 26.8 
 24.1 
 
 22.0 
 20.1 
 18.6 
 17.2 
 16.1 
 
 15.1 
 14.2 
 13.4 
 
 72.6 
 54.5 
 43.6 
 
 36,3 
 31.1 
 27.2 
 24.2 
 21.8 
 
 19.8 
 18.2 
 16.8 
 15.6 
 
 14.5 
 
 13.6 
 12.8 
 12.1 
 
 60.8 
 45.6 
 36.5 
 
 30.4 
 26.1 
 22.8 
 20.3 
 18.2 
 
 16.6 
 15.2 
 14.0 
 13.0 
 12.2 
 
 11.4 
 
 57.3 
 43.0 
 34.4 
 
 28.7 
 24.6 
 21.5 
 19.1 
 17.2 
 
 15.6 
 14.3 
 13.2 
 12.3 
 11.5 
 
 10.8 
 
 53.9 
 40.4 
 32.3 
 
 26.9 
 23.1 
 20.2 
 18.0 
 16.2 
 
 14.7 
 13.5 
 12.4 
 11.5 
 10.8 
 
 10.1 
 
 42.9 
 32.1 
 25<.7 
 
 21.4 
 18.4 
 16.1 
 14.3 
 12.9 
 
 11.7 
 
 10.7 
 
 9.9 
 
 9.2 
 
 39.8 
 29.9 
 23.9 
 
 19.9 
 17.1 
 14.9 
 13.3 
 11.9 
 
 10.9 
 
 10.0 
 
 9.2 
 
 8.5 
 
 0.15 
 
 4 
 
 50.3 
 40.3 
 
 33.6 
 28.8 
 25.2 
 22.4 
 20.1 
 
 18.3 
 16.8 
 15.5 
 
 14.4 
 13.4 
 
 12.6 
 11.8 
 11.2 
 
 37.9 
 30.3 
 
 25.3 
 21.7 
 19.0 
 16.9 
 15.2 
 
 13.8 
 12.6 
 11.7 
 10.8 
 10.1 
 
 9.5 
 
 27.6 
 22.1 
 
 18.4 
 15.8 
 13.8 
 12.3 
 11.0 
 
 10.0 
 9.2 
 8.5 
 7.9 
 
 0.27 
 
 5 
 
 6 
 7 
 8 
 9 
 10 
 
 11 
 12 
 13 
 14 
 
 31.1 
 
 25.9 
 22.2 
 19.5 
 17.3 
 15.6 
 
 14.2 
 13.0 
 12.0 
 11.1 
 10.4 
 
 9.7 
 
 0.41 
 
 0.60 
 0.81 
 1.06 
 1.34 
 1.66 
 
 2.00 
 2.38 
 2.80 
 3.24 
 
 15 
 16 
 
 8.6 
 8.0 
 
 8.0 
 7.6 
 
 7.4 
 6.9 
 
 3.72 
 4.24 
 
 17 
 
 18 
 
 10.7 
 10.1" 
 
 10.1 
 9.6 
 
 9.6 
 
 9.0 
 
 8.9 
 
 8.4 
 
 9.2 
 8.6 
 
 4.78 
 5.36 
 
 19 
 20 
 
 18.9- 
 18.3 
 
 12.7 
 12.1 
 
 11.6 
 10.9 
 
 10 6 
 10.1 
 
 5.98 
 6.62 
 
 
 Depth and Weight of Sections 
 
 = « 
 
 in 
 
 6 Inch 
 
 5 Inch 
 
 4 Inch 
 
 3 Inch 
 
 oj"5 
 
 IS 
 
 Feet 
 
 17% 
 
 lbs. 
 
 lbs. 
 
 12% 
 lbs. 
 
 14% 
 lbs. 
 
 i2y 4 
 
 lbs. 
 
 9% 
 lbs. 
 
 10% 
 lbs. 
 
 9% 
 lbs. 
 
 8% 
 lbs. 
 
 7% 
 lbs. 
 
 7% 
 lbs. 
 
 6% 
 lbs. 
 
 5% 
 
 lbs. 
 
 1 
 
 67.0 
 
 42.2 
 
 27.6 
 
 60.4 
 
 85.7 
 
 21.0 
 17.2 
 12.9 
 10.3 
 
 8.6 
 7.4 
 6.4 
 5.7 
 5.2 
 
 82.8 
 19.0 
 
 12.7 
 9.5 
 7.6 
 
 6.3 
 
 5.4 
 4.8 
 4.2 
 8.8 
 
 27.0 
 
 21.0 
 
 16.9 
 
 11.3 
 
 8.5 
 
 6.8 
 
 5.6 
 4.8 
 4.2 
 
 8.8 
 8.4 
 
 16.2 
 
 10.6 
 
 8.0 
 
 6.4 
 
 5.3 
 4.5 
 4.0 
 
 3.5 
 3.2 
 
 21.7 
 20.7 
 10.4 
 6.9 
 5.2 
 4.1 
 
 3.5 
 
 8.0 
 2.6 
 
 16.8 
 
 9.6 
 6.4 
 4.8 
 3.8 
 
 3.2 
 
 2.7 
 2.4 
 
 10.2 
 
 8.8 
 5.9 
 4.4 
 3.5 
 
 2.9 
 
 2.5 
 2.2 
 
 0.02 
 
 2 
 
 46.6 
 31.0 
 23.3 
 18.6 
 
 15.5 
 13.3 
 11.6 
 10.3 
 9.3 
 
 8.5 
 7.8 
 
 32.3 
 21.5 
 16.2 
 12.9 
 
 10.8 
 9.2 
 8.1 
 7.2 
 6.5 
 
 29.1 
 19.4 
 14.5 
 11.6 
 
 9.7 
 8.3 
 7.3 
 6.5 
 
 5.8 
 
 18.0 
 
 12.0 
 
 9.0 
 
 7.2 
 
 6.0 
 5.1 
 
 4.5 
 
 4.0 
 3.6 
 
 07 
 
 3 
 
 4 
 5 
 
 6 
 7 
 8 
 9 
 10 
 
 28.4 
 21.3 
 17.1 
 
 14.2 
 
 12.2 
 
 10.7 
 
 9.5 
 
 8.5 
 
 7.8 
 7.1 
 
 25.8 
 19.4 
 15.5 
 
 12.9 
 
 11.1 
 
 9.7 
 
 8.6 
 
 7.7 
 
 7.0 
 6.5 
 
 0.15 
 0.27 
 0.41 
 
 0.60 
 0.81 
 1.06 
 1.34 
 1.66 
 
 11 
 12 
 
 6.9 
 5.4 
 
 5.3 
 4.8 
 
 4.7 
 4.3 
 
 2.00 
 2.38 
 
 13 
 14 
 
 7.2 
 6.7 
 
 6.6 
 6.1 
 
 6.0 
 5.6 
 
 2.80 
 3.24 
 
 Loads above upper horizontal 1 inea will produce maximum allowable shear in i 
 Loads below lower horizontal lines will produce excessive deflections. 
 For maximum safe loads, see page 220. 
 
 226 
 
BEAM SAFE LOADS 
 
 O 
 
 o 
 
 to 
 
 o 
 to 
 
 3 
 
 o 
 o 
 
 M 
 
 s 
 
 GO 
 
 a 
 
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 fa 
 
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 o 
 
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 CMlOCOlOCOrHTfiCDCO 
 OS CO IS CO CM CM rH O OS 
 
 o 
 
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 COrHCDOrHCOrHlOb- 
 COCOmiOCMrHrHOOS 
 
 CO 
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 OS 
 CM 
 
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 lOb-OSOCM-tfcOb-rH 
 COCMrHb-COiO^cOCM 
 CO CO CO CM. CM CM CM CM CM 
 
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 IO OS CM IO O CO CO OS 
 NHHOONCDlO 
 CM CM CM CM CM rH tH rH 
 
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 rHlOOSCOOSCOb-OrH 
 
 OSCOb-b-COCOCMCMrH 
 
 iHrHrHrHrHrHrHi-lrH 
 
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 OCMCO©CMCO"#iOCO 
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 CO CO CO CM CM CM CM CM CM 
 
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 CM IO CO rH IO CO OS rH 
 
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 OOSOS»lO^COCMCM 
 
 CMrHrHi— IrHrHrHrHrH 
 
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 CN 
 
 cq 
 
 IO o o o o 
 
 00 IN CD O O 
 
 (N O iO CO CD 
 
 CO IO 00 rH t^ 
 
 I 1 * CO IN CM h 
 
 
 OOO 
 
 CD rH O 
 
 O N »0 
 <N ■* I> 
 
 CON H 
 
 o 
 
 00 
 CN 
 CO 
 CN 
 
 o o 
 
 CN O 
 •H 00 
 rH CO 
 CN rH 
 
 o c 
 
 CD CO 
 rH io 
 CD TJH 
 i-H- t-1 
 
 o 
 o 
 
 iO 
 
 o 
 
 9520 
 9000 
 8470 
 
 o 
 o 
 
 CO 
 IN 
 
 o 
 
 X 
 iO 
 
 o 
 
 CO 
 
 1> 
 
 ■tf 
 
 o 
 
 3 
 
 lad spunoj 
 
 lO lO _ iO IO 
 
 io co d co t-- d n w) 
 
 CM CM CM rH rH CMrHrH 
 
 17.25 
 14.75 
 12.25 
 
 14.75 
 
 12.25 
 
 9.75 
 
 iO iO 10 iO 
 
 o os oo" r-" 
 
 IO 
 
 IO 
 CO 
 
 
 Eraqoaj 'q?d 8 G 
 
 00 t» 
 
 to 
 
 io 
 
 ■* 
 
 
 CO 
 
 
 229 
 
CARNEGIE STEEL COMPANY 
 
 MISCELLANEOUS BEAMS 
 
 Allowable Uniform Load in Thousands op Pounds 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 H BEAMS 
 
 Span 
 
 
 Depth and Weight of Sections 
 
 - 
 
 Coefficients 
 
 in 
 Feet 
 
 8 Inch 
 34.0 Pounds 
 
 . 6 Inch 
 23.8 Pounds 
 
 5 Inch 
 18.7 Pounds 
 
 4 Inch 
 13.6 Pounds 
 
 of 
 Deflection 
 
 
 60.0 
 
 37 6 
 
 81.3 
 
 25.0 
 
 
 3 
 
 19.0 
 14.3 
 11.4 
 
 9.5 
 8.1 
 
 7.1 
 
 0.15 
 
 4 
 
 25.4 
 20.3 
 
 16.9 
 14.5 
 12.7 
 11.3 
 10.1 
 
 0.27 
 
 5 
 
 32.1 
 
 26.7 
 22.9 
 20.1 
 17.8 
 16.0 
 
 14.6 
 13.4 
 
 0.41 
 
 6 
 
 7 
 8 
 
 51.3 
 44.0 
 38.5 
 34.2 
 30.8 
 
 28.0 
 25.6 
 23.7 
 22.0 
 20.5 
 
 19.2 
 
 18.1 
 
 17.1 
 
 0.60 
 0.81 
 1.06 
 
 9 
 10 
 
 6.8 
 
 5.7 
 
 1.34 
 1.66 
 
 11 
 12 
 
 9.2 
 8.5 
 
 2.00 
 2.38 
 
 13 
 14 
 15 
 
 16 
 17 
 18 
 
 12.S 
 11.6 
 
 2.80 
 3.24 
 3.72 
 
 4.24 
 4.78 
 5.36 
 
 CROSS TIE SECTIONS 
 
 Span 
 
 Depth and Weight of Sections 
 
 
 in 
 
 Feet 
 
 6.5 Inch 
 27.8 Pounds 
 
 5.5 Inch 
 24.0 Pounds 
 
 5.5 Inch 
 20.0 Pounds 
 
 4.25 Inch 
 14.5 Pounds 
 
 3 Inch 
 9.5 Pounds 
 
 of 
 Deflection 
 
 
 40.0 
 
 41.8 
 
 27.5 
 
 21.3 
 
 12.2 
 
 
 3 
 
 40.3 
 
 30.2 
 
 , 24.2 
 
 20.2 
 17.3 
 15.1 
 13.4 
 12.1 
 
 11.0 
 10.1 
 
 19.6 
 14.7 
 11.8 
 
 9.8 
 8.4 
 7.3 
 6.5 
 
 8.9 
 6.7 
 5.4 
 
 4.5 
 3.8 
 
 0.15 
 
 4 
 5 
 
 6 
 
 7 
 
 38.2 
 30.6 
 
 25.5 
 21.8 
 19.1 
 17.0 
 15.3 
 
 13.9 
 
 12.7 
 11.8 
 
 26.0 
 20.8 
 
 17.3 
 14.8 
 13.0 
 11.5 
 10.4 
 
 9.4 
 8.7 
 
 0.27 
 0.41 
 
 0.60 
 0.81 
 
 8 
 9 
 
 8.3 
 
 8.0 
 217 
 
 1.06 
 1.34 
 
 10 
 
 11 
 12 
 
 5.9 
 
 5.3 
 
 1.66 
 
 2.00 
 2.38 
 
 13 
 
 9.8 
 8.6 
 
 e.o 
 
 2.80 
 
 14 
 15 
 
 16 
 17 
 
 10.9 
 10.2 
 
 9.5 
 9.0 
 
 3.24 
 3.72 
 
 4.24 
 4.78 
 
 Loads above upper horizontal lines will produce maximum allowable shear in webs. 
 Loads below lower horizontal lines will produce excessive deflections. 
 
 230 
 
BEAM SAFE LOADS 
 
 CHANNELS 
 
 Allowable Uniform Load in Thousands op Pounds 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 Depth and Weight of Sections 
 
 "S a 
 
 Span 
 in 
 
 15 Inch 
 
 13 Inch 
 
 
 Feet 
 
 55 
 
 50 
 
 45 
 
 40 
 
 35 
 
 33. 
 
 50 
 
 45 
 
 40 
 
 37 
 
 35 
 
 32 
 
 1" 
 
 So 
 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 lbs. 
 
 6 
 
 
 245.4 
 
 216.0 
 
 186-6 
 
 167.2 
 
 127.8 
 
 120.0 
 
 205.7 
 
 176.8 
 
 146.9 
 
 129.2 
 
 117.6 
 
 97.6 
 
 
 3 
 
 204.0 
 153.0 
 
 190.9 
 143.2 
 
 177.8 
 133.4 
 
 171.6 
 128.7 
 
 160.3 
 120.2 
 
 0.15 
 
 4 
 
 123.6 
 
 113.8 
 
 111.1 
 
 111.7 
 
 106.6 
 
 103.2 
 
 97.5 
 
 0.27 
 
 5 
 
 122.4 
 
 114.5 
 
 106.7 
 
 98.9 
 
 91.0 
 
 88.9 
 
 103.0 
 
 96.2 
 
 89.4 
 
 85.3 
 
 82.6 
 
 78.0 
 
 0.41 
 
 6 
 
 102.0 
 
 95.4 
 
 88.9 
 
 82.4 
 
 75.8 
 
 74.1 
 
 85.8 
 
 80.2 
 
 74.5 
 
 71.1 
 
 68.8 
 
 65.0 
 
 0.60 
 
 7 
 
 87.4 
 
 81.8 
 
 76.2 
 
 70.6 
 
 65.0 
 
 63.5 
 
 73.6 
 
 68.7 
 
 63.8 
 
 60.9 
 
 59.0 
 
 55.7 
 
 0.81 
 
 8 
 
 76.5 
 
 71.6 
 
 66.7 
 
 61.8 
 
 56.9 
 
 55.6 
 
 64.4 
 
 60.1 
 
 55.9 
 
 53.3 
 
 51.6 
 
 48.7 
 
 1.06 
 
 9 
 
 68.0 
 
 63.6 
 
 59.3 
 
 54.9 
 
 50.6 
 
 49.4 
 
 57.2 
 
 53.4 
 
 49.7 
 
 47.4 
 
 45.9 
 
 43.3 
 
 1.34 
 
 10 
 
 61.2 
 
 57.3 
 
 53.3 
 
 49.4 
 
 45.5 
 
 44.5 
 
 51.5 
 
 48.1 
 
 44.7 
 
 42.7 
 
 41.3 
 
 39.0 
 
 1.66 
 
 11 
 
 55.6 
 
 52.1 
 
 48.5 
 
 44.9 
 
 41.4 
 
 40.4 
 
 46.8 
 
 43.7 
 
 40.6 
 
 38.8 
 
 -37.5 
 
 35.4 
 
 2.00 
 
 12 
 
 51.0 
 
 47.7 
 
 44.5 
 
 41.2 
 
 37.9 
 
 37.0 
 
 42.9 
 
 40.1 
 
 37.2 
 
 35.5 
 
 34.4 
 
 32.5 
 
 2.38 
 
 13 
 
 47.1 
 
 44.1 
 
 41.0 
 
 38.0 
 
 35.0 
 
 34.2 
 
 39.6 
 
 37.0 
 
 34.4 
 
 32.8 
 
 31.8 
 
 30.0 
 
 2.80 
 
 14 
 
 43.7 
 
 40.9 
 
 38.1 
 
 35.3 
 
 32.5 
 
 31.8 
 
 36.8 
 
 34.4 
 
 31.9 
 
 30.5 
 
 29.5 
 
 27.9 
 
 3.24 
 
 15 
 
 40.8 
 
 38.2 
 
 35.6 
 
 33.0 
 
 30.3 
 
 29.6 
 
 34.3 
 
 32.1 
 
 29.8 
 
 28.4 
 
 27.5 
 
 26.0 
 
 3.72 
 
 16 
 
 38.2 
 
 35.8 
 
 33.3 
 
 30.9 
 
 28.4 
 
 27.8 
 
 32.2 
 
 30.1 
 
 27.9 
 
 26.7 
 
 25.8 
 
 24.4 
 
 4.24 
 
 17 
 
 36.0 
 
 33.7 
 
 31.4 
 
 29.1 
 
 26.8 
 
 26.1 
 
 30.3 
 
 28.3 
 
 26.3 
 
 25.1 
 
 24.3 
 
 22.9 
 
 4.78 
 
 18 
 
 34.0 
 
 31.8 
 
 29.6 
 
 27.5 
 
 25.3 
 
 24.7 
 
 28.6 
 
 26.7 
 
 24.8 
 
 23.7 
 
 22.9 
 
 21.7 
 
 5.36 
 
 19 
 
 32.2 
 
 30.1 
 
 28.1 
 
 26.0 
 
 23.9 
 
 23.4 
 
 27.1 
 
 25.3 
 
 23.5 
 
 22.4 
 
 21.7 
 
 20.5 
 
 5.98 
 
 20 
 
 30.6 
 
 28.6 
 
 26.7 
 
 24.7 
 
 22.8 
 
 22.3 
 
 25.7 
 
 24.0 
 
 22.3 
 
 21.3 
 
 20.6 
 
 19.5 
 
 6.62 
 
 21 
 
 29.1 
 
 27.3 
 
 25.4 
 
 23.5 
 
 21.7 
 
 21.2 
 
 24.5 
 
 22.9 
 
 21.3 
 
 20.3 
 
 19.7 
 
 18.6 
 
 7.30 
 
 22 
 
 27.8 
 
 26.0 
 
 24.3 
 
 22.5 
 
 20.7 
 
 20.2 
 
 23.4 
 
 21.9 
 
 20.3 
 
 19.4 
 
 18.8 
 
 17.7 
 
 8.01 
 
 23 
 
 26.6 
 
 24.9 
 
 23.2 
 
 21.5 
 
 19.8 
 
 19.3 
 
 22.4 
 
 20.9 
 
 19.4 
 
 18.5 
 
 18.0 
 
 17.0 
 
 8.76 
 
 24 
 
 25.5 
 
 23.9 
 
 22.2 
 
 20.6 
 
 19.0 
 
 18.5 
 
 21.5 
 
 20.0 
 
 18.6 
 
 17.8 
 
 17.2 
 
 16.2 
 
 9.53 
 
 25 
 
 24.5 
 
 22.9 
 
 21.3 
 
 19.8 
 
 18.2 
 
 17.8 
 
 20.6 
 
 19.2 
 
 17.9 
 
 17.1 
 
 16.5 
 
 15.6 
 
 10.35 
 
 26 
 
 23.5 
 22.7 
 
 22.0 
 21.2 
 
 20.5 
 19.8 
 
 19.0 
 18.3 
 
 17.5 
 16.9 
 
 17.1 
 16.5 
 
 19.8 
 
 18.5 
 
 17.2 
 
 16.4 
 
 15.9 
 
 15.0 
 
 11.1% 
 
 27 
 
 19.1 
 
 17.8 
 
 16.6 
 
 15.8 
 
 15.8 
 
 14.4 
 
 12.07 
 
 28 
 
 21.9 
 
 20.5 
 
 19.1 
 
 17.7 
 
 16.3 
 
 15.9 
 
 18.4 
 
 17.2 
 
 16.0 
 
 15.2 
 
 14.7 
 
 13.9 
 
 12.98 
 
 29 
 
 21.1 
 
 19.7 
 
 18.4 
 
 17.0 
 
 15.7 
 
 15.3 
 
 
 
 
 
 
 
 13.92 
 
 30 
 
 20.4 
 19.7 
 
 19.1 
 
 17.8 
 
 16.5 
 
 15.2 
 
 14.8 
 
 
 
 
 
 
 
 14.90 
 
 31 
 
 18.5 
 
 17.2 
 
 15.9 
 
 14.7 
 
 14.3 
 
 15.91 
 
 32 
 
 19.1 
 
 17.9 
 
 16.7 
 
 15.4 
 
 14.2 
 
 18.9 
 
 
 
 
 
 
 
 16.95 
 
 Loads above upper horizontal lines will produce maximum allowable shear in webs. 
 Loads below lower horizontal lines will produce excessive deflections. 
 For maximum safe loads, see page 221. 
 
 231 
 
CARNEGIE STEEL COMPANY 
 
 CHANNELS 
 
 Allowable Uniform Load in Thousands of Pounds 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 Span 
 m 
 
 Depth and Weight of Sections 
 
 1 J 
 
 12 Inch 
 
 10 Inch 
 
 
 
 40 
 lbs. 
 
 35 
 
 lbs. 
 
 30 
 
 lbs. 
 
 25 
 lbs. 
 
 20% 
 lbs. 
 
 35 
 
 lbs. 
 
 30 
 lbs. 
 
 25 
 lbs. 
 
 20 
 
 lbs. 
 
 15 
 lbs. 
 
 
 181.9 
 
 175.1 
 
 116.7 
 
 87.5 
 
 70.0 
 
 152.6 
 
 128.1 
 
 98.6 
 
 67.2 
 
 164.6 
 
 185.2 
 
 105.8 
 
 76.4 
 
 48.0 
 
 
 2 
 
 123.2 
 82.1 
 61.6 
 49.3 
 
 110.1 
 
 73.4 
 55.1 
 44.0 
 
 97.0 
 64.7 
 48.5 
 38.8 
 
 0.07 
 
 3 
 
 106.2 
 79.7 
 63.7 
 
 95.8 
 71.8 
 57.5 
 
 85.3 
 64.0 
 51.2 
 
 56.0 
 42.0 
 33.6 
 
 47.6 
 35.7 
 28.5 
 
 0.15 
 
 , 4 
 5 
 
 56.9 
 45.5 
 
 0.27 
 0.41 
 
 6 
 7 
 8 
 9 
 10 
 
 58.4 
 50.0 
 43.8 
 38.9 
 35.0 
 
 53.1 
 45.5 
 39.8 
 35.4 
 31.9 
 
 47.9 
 41.1 
 35.9 
 31.9 
 
 28.7 
 
 42.7 
 36.6 
 32.0 
 28.4 
 25.6 
 
 38.0 
 32.5 
 28.5 
 25.3 
 22.8 
 
 41.1 
 35.2 
 30.8 
 27.4 
 24.6 
 
 36.7 
 31.5 
 27.5 
 24.5 
 22.0 
 
 32.3 
 27.7 
 24.3 
 21.6 
 19.4 
 
 28.0 
 24.0 
 21.0 
 18.7 
 16.8 
 
 23.8 
 20.4 
 17.8 
 15.9 
 14.3 
 
 0.60 
 0.81 
 1.06 
 1.34 
 1.66 
 
 11 
 12 
 13 
 14 
 15 
 
 31.8 
 29.2 
 26.9 
 25.0 
 23.3 
 
 29.0 
 26.6 
 24.5 
 22.8 
 21.2 
 
 26.1 
 23.9 
 22.1 
 20.5 
 19.2 
 
 23.3 
 21.3 
 19.7 
 18.3 
 17.1 
 
 20.7 
 19.0 
 17.5 
 16.3 
 15.2 
 
 22.4 
 20.5 
 19.0 
 17.6 
 16.4 
 
 20.0 
 18.4 
 16.9 
 15.7 
 
 14.7 
 
 17.6 
 16.2 
 14.9 
 13.9 
 12.9 
 
 15.3 
 14.0 
 12.9 
 12.0 
 ,11.2 
 
 13.0 
 11.9 
 11.0 
 10.2 
 9.5 
 
 2.00 
 2.38 
 2.80 
 3.24 
 3.72 
 
 16 
 17 
 18 
 .19 
 20 
 
 21 
 22 
 23 
 24 
 
 21.9 
 20.6 
 19.5 
 18.4 
 17.5 
 
 19.9 
 18.7 
 17.7 
 16.8 
 15.9 
 
 18.0. 
 
 16.9 
 
 16.0 
 
 15.1 
 
 14.4 
 
 16.0 
 15.1 
 14.2 
 13.5 
 12.8 
 
 12.2 
 11.6 
 11.1 
 10.7 
 
 14.2 
 13.4 
 12.7 
 12.0 
 11.4 
 
 15.4 
 14.5 
 13.7 
 13.0 
 12.3 
 
 13.8 
 13.0 
 12.2 
 11.6 
 11.0 
 
 12.1 
 11.4 
 10.8 
 10.2 
 9.7 
 
 10.5' 
 9.9 
 9.3 
 
 8.8 
 8.4 
 
 8.9 
 8.4 
 7.9 
 7.5 
 7.1 
 
 4.24 
 4.78 
 5.36 
 5.98 
 6.62 
 
 16.7 
 15.9 
 15.2 
 14.6 
 
 15.2 
 14.5 
 13.9 
 13.3 
 
 13.7. 
 13.1 
 12.5 
 12.0 
 
 10.8 
 
 10.4 
 
 9.9 
 
 9.5 
 
 11.7 
 11.2 
 
 10.5 
 10.0 
 
 9.2 
 8.8 
 
 8.0 
 7.6 
 
 6.8 
 6.5 
 
 7.30 
 8.01 
 8.76 
 9.53 
 
 25 
 
 14.0 
 
 12.8 
 
 11.6 
 
 10.2 
 
 9.1 
 
 10.35 
 
 26 
 
 18.5 
 
 12.8 
 
 11.1 
 
 9.8 
 
 8.8 s 
 
 
 
 
 
 
 11.19 
 
 Loads above upper horizontal lines will produce maximum allowable shear in webs. 
 Loads below lower horizontal lines will produce excessive deflections. 
 For maximum safe loads, see page 221. 
 
 232 
 
BEAM SAFE LOADS 
 
 CHANNELS 
 
 Allowable Uniform Load in Thousands of Pounds 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 Depth and Weight of Sections 
 
 °B 
 
 Span 
 
 9 Inch 
 
 8 Inch 
 
 7 Inch 
 
 ^■J§ 
 
 Feet 
 
 25 
 lbs. 
 
 20 
 lbs. 
 
 15 
 lbs. 
 
 13% 
 
 lbs. 
 
 21% 
 lbs. 
 
 18% 
 lbs 
 
 16% 
 
 lbs. 
 
 13% 
 lbs. 
 
 11% 
 
 lbs. 
 
 19% 
 lbs. 
 
 17% 
 
 lbs. 
 
 14% 
 lbs. 
 
 12% 
 lbs. 
 
 9%' 
 lbs. 
 
 IS 
 
 
 110.7 
 
 81.4 
 
 61.8 
 
 41.4 
 
 93.1 
 
 78.4 
 58.5 
 39.0 
 29.2 
 23.4 
 
 19.5 
 16.7 
 14.6 
 13.0 
 11.7 
 
 10.6 
 9.7 
 9.0 
 8.4 
 7.8 
 
 7.3 
 
 6.9 
 
 6.5 
 
 63.8 
 53.2 
 
 35.5 
 26.6 
 21.3 
 
 17.7 
 15.2 
 13.3 
 11.8 
 10.6 
 
 9.7 
 8.9 
 8.2 
 7.6 
 7.1 
 
 6.7 
 
 6.8 
 6.9 
 
 49.1 
 
 85.2 
 
 88.6 
 
 73.9 
 
 69.2 
 
 44.5 
 
 36.8 
 24.6 
 18.4 
 14.7 
 
 12.3 
 
 10.5 
 
 9.2 
 
 8.2 
 
 7.4 
 
 6.7 
 6.1 
 5.7 
 5.3 
 
 4.9 
 
 4.6 
 
 29.4 
 21.4 
 16.1 
 12.9 
 
 10.7 
 9.2 
 8.0 
 7.1 
 6.4 
 
 5.8 
 5.4 
 4.9 
 4.6 
 
 4.3 
 4.0, 
 
 
 2 
 
 83.8 
 55.9 
 41.9 
 33.5 
 
 27.9 
 23.9 
 20.9 
 18.6 
 16.8 
 
 15.2 
 14.0 
 12.9 
 12.0 
 11.2 
 
 10.5 
 9.9 
 9.3 
 
 V2.0 
 48.0 
 36.0 
 28.8 
 
 24.0 
 20.6 
 18.0 
 16.0 
 14.4 
 
 13.1 
 12.0 
 11.1 
 10.3 
 9.6 
 
 9.0 
 8.5 
 8.0 
 
 63.7 
 42.5 
 31.8 
 25.5 
 
 21.2 
 18.2 
 15.9 
 14.2 
 12.7 
 
 11.6 
 
 10.6 
 
 9.8 
 
 9.1 
 
 8.5 
 
 8.0 
 7.5 
 
 7.1 
 
 48.0 
 32.0 
 24.0 
 19.2 
 
 16.0 
 13.7 
 12.0 
 10.7 
 9.6 
 
 8.7 
 8.0 
 7.4 
 6.9 
 6.4 
 
 6.0 
 5.6 
 5.8 
 
 50.6 
 33.7 
 25.3 
 20.2 
 
 16.9 
 14.4 
 12.6 
 11.2 
 10.1 
 
 9.2 
 8.4 
 7.8 
 7.2 
 6.7 
 
 6.8 
 
 46.0 
 30.7 
 23.0 
 18.4 
 
 15.3 
 13.1 
 11.5 
 10.2 
 9.2 
 
 8.4 
 7.7 
 7.1 
 6.6 
 
 6.1 
 "6.7 
 
 41.4 
 27.6 
 20.7 
 16.6 
 
 13.8 
 
 11.8 
 
 10.4 
 
 9.2 
 
 8.3 
 
 7.5 
 6.9 
 6.4 
 5.9 
 5.5 
 
 5.2 
 
 0.07 
 
 3 
 
 4 
 5 
 
 6 
 7 
 8 
 9 
 10 
 
 11 
 12 
 13 
 14 
 15 
 
 16 
 17 
 18 
 
 40.2 
 30.1 
 24.1 
 
 20.1 
 17.2 
 15.1 
 13.4 
 12.1 
 
 11.0 
 
 10.1 
 
 9.3 
 
 8.6 
 
 8.0 
 
 7.5 
 7.1 
 6.7 
 
 37.4 
 28.0 
 22.4 
 
 18.7 
 16.0 
 14.0 
 12.5 
 11.2 
 
 10.2 
 9.3 
 8.6 
 8.0 
 7.5 
 
 7.0 
 6.6 
 6.2 
 
 28.7 
 21.5 
 17.2 
 
 14.4 
 
 12.3 
 
 10.8 
 
 9.6 
 
 8.6 
 
 7.8 
 7.2 
 6.6 
 6.2 
 5.7 
 
 5.4 
 
 6.1 
 4.8 
 
 0.15 
 0.27 
 0.41 
 
 0.60 
 0.81 
 1.06 
 1.34 
 1.66 
 
 2.00 
 2.38 
 2.80 
 3.24 
 3.72 
 
 4.24 
 4.78 
 5.36 
 
 19 
 20 
 
 8.8 
 8.4 
 
 7.6 
 7.2 
 
 6.3 
 
 6.0 
 
 6.9 
 6.6 
 
 5.98 
 6.62 
 
 
 Depth and Weight of Sections 
 
 °a 
 
 Span 
 
 6 Inch 
 
 5 Inch 
 
 4 Inch 
 
 3 Inch 
 
 a "43 
 
 to a 
 
 Feet 
 
 i5y 2 
 
 lbs. 
 
 13 
 
 lbs. 
 
 10% 
 lbs. 
 
 8 
 
 lbs. 
 
 11% 
 lbs. 
 
 9 
 
 lbs. 
 
 6% 
 
 lbs. 
 
 7% 
 lbs. 
 
 6% 
 lbs. 
 
 5% 
 
 lbs. 
 
 6 
 lbs. 
 
 5 
 lbs. 
 
 1 
 
 lbs. 
 
 IS 
 
 1 
 
 67.6 
 34.7 
 23.2 
 17.4 
 13.9 
 
 11.6 
 9.9 
 
 8.7 
 7.7 
 6.9 
 
 6.3 
 5.8 
 
 5.3 
 6.0 
 
 62.8 
 30.8 
 20.5 
 15.4 
 12.3 
 
 10.3 
 
 8.8 
 7.7 
 6.8 
 6.2 
 
 5.6 
 
 5.1 
 
 4.7 
 ■4.4 
 
 38.2 
 26.9 
 17.9 
 13.4 
 10.8 
 
 9.0 
 
 7.7 
 6.7 
 6.0 
 5.4 
 
 4.9 
 4.5 
 
 4.1 
 3.8 
 
 24.0 
 
 23.1 
 
 15.4 
 
 11.6 
 
 9.2 
 
 7.7 
 6.6 
 5.8 
 5.1 
 4.6 
 
 4.2 
 3.9 
 8.6 
 8.3 
 
 47.7 
 44.4 
 22.2 
 14.8 
 11.1 
 
 8.9 
 
 7.4 
 
 6.3 
 
 . 5.5 
 
 4.9 
 
 4.4 
 
 4.0 
 8.7 
 
 38.0 
 
 18.9 
 
 12.6 
 
 9.5 
 
 7.6 
 
 6.3 
 5.4 
 4.7 
 4.2 
 3.8 
 
 3.4 
 8.2 
 
 19.0 
 
 15.8 
 
 10.5 
 
 7.9 
 
 6.3 
 
 5.3 
 4.5 
 4.0 
 3.5 
 3.2 
 
 2.9 
 
 2.6 
 
 26.0 
 24.4 
 12.2 
 8.1 
 6.1 
 4.9 
 
 4.1 
 3.5 
 3.0 
 
 2.7 
 2.4 
 
 20.2 
 11.1 
 
 7.4 
 5.6 
 4.5 
 
 3.7 
 3.2 
 2.8 
 
 2.6 
 2.2 
 
 14.4 
 
 21.7 
 14.7 
 7.4 
 4.9 
 3.7 
 2.9 
 
 2.5 
 
 15.8 
 
 13.1 
 6.6 
 4.4 
 3.3 
 2.6 
 
 2.2 
 
 10.2 
 
 5.8 
 3.9 
 2.9 
 2.3 
 
 1.9 
 
 0.02 
 
 2 
 3 
 4 
 5 
 
 6 
 
 10.1 
 6.7 
 5.1 
 4.1 
 
 3.4 
 2.9 
 2.5 
 
 2.2 
 2.0 
 
 0.07 
 0.15 
 0.27 
 0.41 
 
 0.60 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 12 
 13 
 
 14 
 
 2.1 
 1.8 
 
 i."9" 
 
 1.0 
 
 1.7 
 1.5 
 
 0.81 
 1.06 
 1.34 
 1.66 
 
 2.00 
 2.38 
 2.80 
 3.24 
 
 Loads above upper horizontal lines will produce maximum allowable shear in webs. 
 Loads below lower horizontallines will produce excessive deflections. 
 For maximum safe loads, see page 221. 
 
 233 
 
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 26610 
 
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 25280 
 22990 
 20700 
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 235 
 

 
 C 
 
 ARNEQIE STEEL COMPANY 
 
 
 
 , 
 
 
 EQUAL ANGLES 
 
 
 
 
 
 Allowable Uniform Load in Thousands of Pounds 
 
 
 
 
 Neutral Axis Parallel to Either Lee 
 
 
 
 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 
 
 lFoot 
 
 Maximum Span 
 
 
 
 1 Foot 
 
 Maximum Span 
 
 Size, 
 
 Thick- 
 ness, 
 Inches 
 
 Span 
 
 360x Deflection 
 
 Size, 
 Inches 
 
 / 
 
 Thick- 
 ness, 
 Inches 
 
 Span 
 
 360 x Deflection 
 
 Inches 
 
 Safe 
 
 Safe 
 
 Length, 
 
 Safe 
 
 Safe 
 
 Length, 
 
 
 
 Load 
 
 Load 
 
 Feet 
 
 
 
 Load 
 
 Load 
 
 Feet 
 
 ,8x8 
 
 IX 
 
 186.99 
 
 8.31 
 
 22.5 
 
 3Hx3K 
 
 « 
 
 24.00 
 
 2.55 
 
 9.4 
 
 8x8 
 
 1A 
 
 177.81 
 
 7.87 
 
 22.6 
 
 3^x3>£ 
 
 X 
 
 22.51 
 
 2.37 
 
 9.5 
 
 8x8 
 
 1 
 
 168.53 
 
 7.43 
 
 22.7 
 
 3^x3Ji 
 
 ii 
 
 20.91 
 
 2.18 
 
 9.6 
 
 8x8 
 8x8 
 8x8 
 
 X 
 
 159.15 
 149.55 
 139.84 
 
 6.98 
 6.53 
 6.08 
 
 22.8 
 22.9 
 23.0 
 
 3Hx3^ 
 3Ax3y 2 
 3A*3X 
 
 3y 2 x3y 2 
 
 X 
 A 
 X 
 A 
 
 19.31 
 17.60 
 15.89 
 14.08 
 
 2.00 
 1.81 
 1.62 
 1.42 
 
 9.7 
 9.7 
 9.8 
 9.9 
 
 8x8 
 
 % 
 
 130.03 
 
 5.63 
 
 23.1 
 
 3^x3^ 
 
 X 
 
 12.27 
 
 1.23 
 
 10.0 
 
 8x8 
 
 n 
 
 120.00 
 
 5.18 
 
 23.2 
 
 3^x3^ 
 
 A 
 
 10.45 
 
 1.04 
 
 10.1 
 
 8x8 
 
 X 
 
 109.87 
 
 4.73 
 
 23.2 
 
 3Mx3« 
 
 a 
 
 8.43 
 
 0.83 
 
 10.2 
 
 8x8 
 8x8 
 
 A 
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 99.63 
 89.28 
 
 4.28 
 3.82 
 
 23.3 
 23.4 
 
 3x3 
 3x3 
 
 x 
 
 A 
 
 13.87 
 12.69 
 
 1.69 
 1.53 
 
 8.2 
 8.3 
 
 
 
 
 
 
 3x3 
 
 X 
 
 11.41 
 
 1.37 
 
 8.3 
 
 6x6 
 
 1 
 
 91.41 
 
 5.48 
 
 16.7 
 
 3x3 
 
 A 
 
 10.13 
 
 1.21 
 
 8.4 
 
 6x6 
 
 u 
 
 86.51 
 
 5.16 
 
 16.8 
 
 3x3 
 
 % 
 
 8.85 
 
 1.04 
 
 8.5 
 
 6x6 
 
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 81.39 
 
 4.84 
 
 16.8 
 
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 7.57 
 
 0.88 
 
 8.6 
 
 6x6 
 
 a 
 
 76.27 
 
 4.51 
 
 16.9 
 
 3x3 
 
 X 
 
 , 6.19 
 
 0.71 
 
 817 
 
 6x6 
 
 ■H 
 
 71.04 
 
 4.18' 
 
 17.0 
 
 2^x2}^ 
 
 X 
 
 7.79 
 
 1.15 
 
 6.8 
 
 6x6 
 
 H 
 
 65.81 
 
 3.85 
 
 17.1 
 
 2HX.2H 
 
 A' 
 
 6.93 
 
 1.01 
 
 6.9 
 
 6x6 
 
 X 
 
 60.37 
 
 3.51 
 
 17.2 
 
 2^x2}^ 
 
 X 
 
 6,08 
 
 0.87 
 
 7.0 
 
 6x6 
 
 A 
 
 54.83 
 
 3.17 
 
 17.3 
 
 2^x2^ 
 
 A 
 
 5.12' 
 
 0.72 
 
 7-1 
 
 6x6 
 
 X 
 
 49.17 
 
 2.83 
 
 17.4 
 
 2^x2}^ 
 
 ■H 
 
 4.16 
 
 0.58 
 
 7.2 
 
 6x6 
 
 A 
 
 43.41 
 
 2.48 
 
 17.5 
 
 2^x2J^ 
 
 A 
 
 3.20 
 
 0.44 
 
 7.3 
 
 6x6 
 
 X 
 
 37.65 
 
 2.14 
 
 17.6 
 
 2Mx2J^ 
 
 X 
 
 2.13 
 
 0.29 
 
 7.4 
 
 
 
 
 
 
 2x2 
 
 A 
 
 4.27 
 
 0.79 
 
 5.4 
 
 5x5 
 
 1 
 
 61.87 
 
 4.55 
 
 13.6 
 
 2x2 
 
 % 
 
 3.73 
 
 0.68 
 
 5.5 
 
 5x5 
 
 58 
 
 58.56 
 
 4.28 
 
 13.7 
 
 2x2 
 
 A 
 
 3.20 
 
 0.57 
 
 5.6 
 
 5x5 
 
 X 
 
 55.15 
 
 4.00 
 
 13.8 
 
 2x2 
 
 X 
 
 2.67 
 
 0.46 
 
 5.7 
 
 5x5 
 
 5x5 
 
 % 
 
 51.73 
 48.32 
 
 3.73 
 3.45 
 
 13.9 
 14.0 
 
 2x2 
 2x2 
 
 A 
 X 
 
 2.03 
 1.39 
 
 0.35 
 0.24 
 
 5.8 
 5.8 
 
 5x5 
 
 a 
 
 44.80 
 
 3.18 
 
 14.1 
 
 lHxi'A 
 
 7 
 
 3.20 
 
 0.68 
 
 4.7 
 
 5x5 
 
 % 
 
 41.17 
 
 2.90 
 
 14.2 
 
 iMxl% 
 
 X 
 
 2.77 
 
 0.60 
 
 4.7 
 
 5x5 
 
 A 
 
 37.44 
 
 2.62 
 
 14.3 
 
 lJixlM 
 
 A 
 
 2.45 
 
 0.51 
 
 4.8 
 
 5x5 
 5x5 
 5x5 
 
 X 
 
 I 7 ff 
 
 X 
 
 33.60 
 29.76 
 25.81 
 
 2.34 
 2.06 
 
 1.78 
 
 14.4 
 14.5 
 14.5 
 
 JHxiM 
 iMxlM 
 
 X 
 ft 
 
 X 
 
 2.03 
 1.49 
 1.07 
 
 0.41 
 0.30 
 0.21 
 
 4.9 
 5.0 
 5.1 
 
 
 
 
 
 
 l^xlH 
 
 X 
 
 2.03 
 
 0.51 
 
 4.0 
 
 4x4 
 4x4 
 
 n 
 
 32.11 
 29.97 
 
 2.95 
 2.73 
 
 10.9 
 11.0 
 
 iMxlH 
 l^xlj^ 
 l^xlJ4 
 
 6 
 
 Iff 
 
 M 
 ft 
 
 1.71 
 1.39 
 1.07 
 
 0.42 
 0.33 
 0.25 
 
 4.1 
 4.2 
 4.3 
 
 4x4 
 
 \\ 
 
 27.84 
 
 2.51 
 
 11.1 
 
 lHxlK 
 
 X 
 
 0.77 
 
 0.17 
 
 4.4 
 
 4x4 
 
 4x4 
 
 % 
 
 A 
 
 25.60 
 23.36 
 
 2.29 
 2.07 
 
 11.2 
 11.3 
 
 lKxlM 
 WxiH 
 
 A 
 
 1.17 
 0.97 
 
 0.36 
 0.29 
 
 3.3 
 3.4 
 
 4x4 
 
 X 
 
 21.01 
 
 1.85 
 
 1114 
 
 UixiH 
 
 A 
 
 0.76 
 
 0.22 
 
 3.5 
 
 4x4 
 
 A 
 
 1S.W 
 
 1.63 
 
 11.4 
 
 lKxlH 
 
 H 
 
 0.52 
 
 0.14 
 
 3.6 
 
 4x4 
 
 % 
 
 16.21 
 
 1.41 
 
 11.5 
 
 1 x 1 
 
 X 
 
 0.60 
 
 0.22 
 
 2 6 
 
 4x4 
 
 A 
 
 13.76 
 
 1.19 
 
 11.6 
 
 1 X 1 
 
 A 
 
 0.47 
 
 0.17 
 
 2.7 
 
 4x4 
 
 ' X 
 
 11.20 0.96 11.7 
 
 1 X 1 
 
 H 
 
 0.33 
 
 0.12 
 
 2.8 
 
 236 
 
BEAM SAFE LOADS 
 
 UNEQUAL ANGLES 
 Allowable Uniform Load in Thousands or Pounds 
 
 Neutral Axis Parallel to Shorter Lee 
 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 
 lFoot 
 
 Maximum Span 
 
 
 
 
 lFoot 
 
 Maximum Span 
 
 Size, 
 
 Thick- 
 ness, 
 Inches 
 
 Span 
 
 300 x Deflection 
 
 Size, 
 Inches 
 
 Thick- 
 ness, 
 Inches 
 
 Span 
 
 360 x Deflection 
 
 Inches 
 
 Safe 
 
 Safe 
 
 Length, 
 
 Safe 
 
 Safe 
 
 Length, 
 
 
 
 Load' 
 
 Load 
 
 Feet 
 
 
 
 
 Load 
 
 Load 
 
 Feet 
 
 8x6 
 
 1 
 
 161.17 
 
 7.49 
 
 21.5 
 
 6 
 
 x3H 
 
 1 
 
 83.52 
 
 5.57 
 
 15.0 
 
 8x6 
 
 IS 
 
 152.21 
 
 7.04 
 
 21.6 
 
 6 
 
 x3H 
 
 iS 
 
 79.04 
 
 5.24 
 
 15.1 
 
 8x6 
 
 % 
 
 143.04 
 
 6.59 
 
 21.7 
 
 6 
 
 x3M 
 
 % 
 
 74.45 
 
 4.90 
 
 15.2 
 
 8x6 
 
 a 
 
 133.87 
 
 6.14 
 
 21.8 
 
 6 
 
 x3« 
 
 ii 
 
 69.87 
 
 4.57 
 
 15.3 
 
 8x6 
 
 H 
 
 124.48 
 
 5.68 
 
 21.9 
 
 6 
 
 x3J^ 
 
 % 
 
 65.07 
 
 4.23 
 
 15.4 
 
 8x6 
 
 ii 
 
 114.88 
 
 5.22 
 
 22.0 
 
 6 
 
 x3Ji 
 
 ii 
 
 60.27 
 
 3.89 
 
 15.5 
 
 8x6 
 
 K 
 
 105.28 
 
 4.76 
 
 22.1 
 
 6 
 
 X3M 
 
 H 
 
 55.36 
 
 3.55 
 
 . 15.8 
 
 8x6 
 
 ft 
 
 95.47 
 
 4.30 
 
 22.2 
 
 6 
 
 x3^ 
 
 ft 
 
 50.35 
 
 3.21 
 
 15.7 
 
 8x6 
 
 a 
 
 85.55 
 
 3.84 
 
 22.3 
 
 6 
 
 x3M 
 
 X 
 
 45.23 
 
 2.86 
 
 15.8 
 
 8x6 
 
 ft 
 
 75.41 
 
 3.37 
 
 22.4 
 
 6 
 
 x3K 
 
 ft 
 
 40.00 
 
 2.52 
 
 15.9 
 
 8 x3H 
 8 x3M 
 
 i 
 
 iS 
 
 146.03 
 138.03 
 
 7.53 
 7.08. 
 
 19.4 
 19.5 
 
 6 
 6 
 
 x3H 
 
 x3X 
 
 H 
 
 ft 
 
 34.67 
 29.23 
 
 2.17 
 1.83 
 
 16.0 
 16.0 
 
 8 i3M 
 
 « 
 
 129.92 
 
 6.63 
 
 19.6 
 
 
 
 
 
 
 
 8 x3M 
 
 ii 
 
 121.60 
 
 6.17 
 
 19.7 
 
 5 
 
 x 4 
 
 % 
 
 53.23 
 
 4.00 
 
 13.3> 
 
 8 x3V 2 
 
 M 
 
 113.17 
 
 5.72 
 
 19.8 
 
 5 
 
 x 4 
 
 ii 
 
 50.03 
 
 3.73 
 
 13.4 
 
 8 x3J^ 
 
 ii 
 
 104.58 
 
 5.23 
 
 19.9 
 
 5 
 
 x 4 
 
 M 
 
 46.61 
 
 3.46 
 
 13.5 
 
 8 X3H 
 
 « 
 
 95.79 
 
 4.78 
 
 20.0 
 
 5 
 
 x 4 
 
 ii 
 
 43.20 
 
 3.19 
 
 13.5 
 
 8 x3^ 
 
 n 
 13 
 
 86.93 
 
 4.32 
 
 20.1 
 
 5 
 
 x 4 
 
 % 
 
 39.79 
 
 2.92 
 
 13.6 
 
 8 x3H 
 
 X 
 
 77.97 
 
 3.86 
 
 20.2 
 
 5 
 
 x 4 
 
 ft 
 
 36.16 
 
 2.64 
 
 13.7 
 
 8 x334 
 
 ft 
 
 68.80 
 
 3.39 
 
 20.3 
 
 5 
 
 x 4 
 
 H 
 
 32.53 
 
 2.36 
 
 13.8 
 
 7 x334 
 
 l 
 
 112.85 
 
 6.52 
 
 17.3 
 
 5 
 5 
 
 x 4 
 x 4 
 
 ft 
 
 28.80 
 24.96 
 
 2.07 
 1.78 
 
 13.9 
 14.0 
 
 7 x3H 
 
 H 
 
 106.67 
 
 6.13 
 
 17.4 
 
 
 
 
 
 
 
 7 x3H 
 7 I3« 
 7 X3J4 
 7 x3M 
 7 x3M 
 7 x3M 
 7 x3M 
 
 % 
 li 
 H 
 U 
 % 
 A 
 
 H 
 
 100.48 
 94.08 
 87.68 
 81.07 
 74.35 
 67.52 
 60.59 
 
 5.75 
 5.36 
 4.97 
 4.58 
 4.18 
 3.77 
 3.37 
 
 17.5 
 17.6 
 17.6 
 17.7 
 17.8 
 17.9 
 18.0 
 
 5 
 5 
 5 
 5 
 5 
 5 
 5 
 
 x3H 
 x3M 
 x3M 
 x3M 
 x3K 
 x3M 
 x3M 
 x3^ 
 x3H 
 
 % 
 11 
 % 
 ii 
 H 
 ft 
 
 52.05 
 48.85 
 45.65 
 42.35 
 38.93 
 35.41 
 31.89 
 
 4.04 
 3.76 
 3.49 
 3.21 
 2.93 
 2.64 
 2.36 
 
 12.9 
 13.0 
 13.1 
 13.2 
 13.3 
 13.4 
 13.5 
 
 7 x3H 
 
 ft 
 
 53.44 
 
 2.96 
 
 18.1 
 
 5 
 
 ft 
 
 28.16 
 
 2.07 
 
 13.6 
 
 7 x3M 
 
 % 
 
 46.19 
 
 2.54 
 
 18.2 
 
 5 
 
 « 
 
 24.43 
 
 1.79 
 
 13.7 
 
 6x4 
 
 l 
 
 85.55 
 
 5.56 
 
 15.4 
 
 5 
 
 x3H 
 
 ft 
 
 20.69 
 
 1.51 
 
 13.7 
 
 6x4 
 
 i§ 
 
 80.96 
 
 5.22 
 
 15.5 
 
 
 
 
 
 
 
 6x4 
 
 % 
 
 76.27 
 
 4.89 
 
 15.6 
 
 5 
 
 x 3 
 
 38 
 
 47.47 
 
 3.77 
 
 12.6 
 
 6x4 
 
 58 
 
 71.47 
 
 4.55 
 
 15.7 
 
 5 
 
 x 3 
 
 M 
 
 44.37 
 
 3.49 
 
 12.7 
 
 6x4 
 
 K 
 
 66.67 
 
 4.22 
 
 15.8 
 
 5 
 
 x 3 
 
 ii 
 
 41.17 
 
 3.22 
 
 12.8 
 
 6x4 
 
 1* 
 
 61.65 
 
 3.88 
 
 15.9 
 
 5 
 
 x 3 
 
 « 
 
 37.87 
 
 2.94 
 
 12.9 
 
 6x4 
 
 % 
 
 56.64 
 
 3.54 
 
 16.0 
 
 5 
 
 x 3 
 
 A 
 
 34.45 
 
 2.65 
 
 13.0 
 
 6 x 4^ 
 
 ft 
 
 51.52 
 
 3.20 
 
 16.1 
 
 5 
 
 x 3 
 
 H 
 
 31.04 
 
 2.37 
 
 13.1 
 
 6x4 
 
 X 
 
 46.19 
 
 2.85 
 
 16.2 
 
 5 
 
 x 3 
 
 ft 
 
 27.52 
 
 2.09 
 
 13.2 
 
 6x4 
 
 ft 
 
 40.2,5 
 
 2.51 
 
 16.3 
 
 5 
 
 x 3 
 
 « 
 
 23.89 
 
 1.80 
 
 13.3 
 
 6x4 
 
 « 
 
 35.41 
 
 2.16 
 
 16.4 
 
 5 
 
 x 3 
 
 A 
 
 20.16 
 
 1.51 
 
 13.4 
 
 237 
 
CARNEQIE STEEL COMPANY 
 
 
 
 
 UNEQUAL ANGLES 
 
 
 
 
 
 Allowable Unifokm Load in Thousands of Pounds 
 
 
 
 
 Neutral Axis Parallel to Shorter Leg 
 
 
 
 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 
 
 1 Foot 
 
 Maximum Span 
 
 
 
 1 Foot 
 
 Maximum Span 
 
 Size, 
 Inches 
 
 Thick- 
 ness, 
 Inches 
 
 Span 
 
 360 2: Deflection 
 
 Size, 
 Inches 
 
 Thick- 
 ness, 
 Inches 
 
 Span 
 
 360 x Deflection 
 
 Safe 
 
 Safe 
 
 Length, 
 
 Safe 
 
 Safe 
 
 Length, 
 
 
 
 Load 
 
 Load 
 
 Feet 
 
 
 
 Load 
 
 ' Load 
 
 Feet 
 
 4K x 3 
 
 it 
 
 38.61 
 
 3.36 
 
 11.5 
 
 3 x2K 
 
 A 
 
 12.27 
 
 1.53 
 
 8.0 
 
 4*3 x 3 
 
 % 
 
 36.05 
 
 3.11 
 
 11.6 
 
 3 x2H 
 
 X 
 
 11.09 
 
 1.37 
 
 8.1 
 
 4^x 3 
 
 ii 
 
 33.49 
 
 2.87 
 
 11.7 
 
 3 x2K 
 
 A 
 
 9.92 
 
 1.22 
 
 8.1 
 
 4^x 3 
 
 H 
 
 30.83 
 
 2.62 
 
 11.8 
 
 3 x2H 
 
 M 
 
 8.64 
 
 1.06 
 
 8.2 
 
 4^x 3 
 
 A 
 
 28.16 
 
 2.38 
 
 11.8 
 
 3 x2H 
 
 A 
 
 7.36 
 
 0.89 
 
 8.3 
 
 4^x 3 
 
 X. 
 
 25.28 
 
 2.13 
 
 11.9 
 
 3 x2H 
 
 M 
 
 5.97 
 
 0.71 
 
 8.4 
 
 4^x 3 
 
 ft 
 
 22.40 
 
 1.87 
 
 12.0 
 
 
 
 
 
 
 4J^x 3 
 
 19.52 
 
 1.61 
 
 12.1 
 
 3x2 
 
 X 
 
 10.67 
 
 1.39 
 
 7.7 
 
 V/z x 3 
 
 A 
 
 16.43 
 
 1.35 
 
 12.2 
 
 3x2 
 
 A 
 
 9.49 
 
 1.22 
 
 7.8 
 
 
 
 
 
 
 3x2 
 
 « 
 
 8.32 
 
 1.05 
 
 7.9 
 
 4 x-3H 
 
 t» 
 
 31.15 
 
 2.94 
 
 10.6 
 
 3x2 
 
 A 
 
 7.04 
 
 0.88 
 
 8.0 
 
 4 x3H 
 
 M 
 
 29.23 
 
 2.73 
 
 10.7 
 
 3x2 
 
 M _ 
 
 5.76 
 
 0.71 
 
 8.1 
 
 4 x3H 
 
 IS 
 
 27.20 
 
 2.52 
 
 10.8 
 
 
 
 
 
 
 4 x3H 
 
 % 
 
 25.07 
 
 2.30 
 
 10.9 
 
 2Hx 2 
 
 . X 
 
 7.47 
 
 1.15 
 
 6.5 
 
 4 x3M 
 
 A 
 
 22.93 
 
 2.08 
 
 11.0 
 
 2^x 2 
 
 A 
 
 6.72 
 
 1.02 
 
 6.6 
 
 4 x3J^ 
 
 H 
 
 20.69 
 
 1.86 
 
 11.1 
 
 2Hx 2 
 
 % 
 
 5.87 
 
 0.88 
 
 6.7 
 
 4 x3K 
 
 ft 
 
 18.35 
 
 1.64 
 
 11.2 
 
 2Hx 2 
 
 A 
 
 5.01 
 
 0.74 
 
 6.8 
 
 4 x3J^ 
 
 H 
 
 16.00 
 
 1.41 
 
 11.3 
 
 2J^x 2 
 
 M 
 
 4.05 
 
 0.59 
 
 ' 6.9 
 
 4 x3M 
 
 A 
 
 13.44 
 
 1.18 
 
 11.4 
 
 2Hx 2 
 
 A 
 
 3.09 
 
 0.44 
 
 7.0 
 
 
 
 
 
 
 2X* 2 
 
 H 
 
 2.13 
 
 0.30 
 
 7.1 
 
 4x3 
 
 li 
 
 30.61 
 
 2.97 
 
 10.3 
 
 
 
 
 
 
 4x3 
 
 n: 
 
 28.59 
 
 2.75 
 
 10.4 
 
 2J^xlK 
 
 A 
 
 4.69 
 
 0.73 
 
 6.4 
 
 4x3 
 
 ft 
 
 26.56 
 
 2.53 
 
 10.5 
 
 2X*1X 
 
 k 
 
 3.84 
 
 0.59 
 
 6.5 
 
 4x3 
 
 M 
 
 24.53 
 
 2.31 
 
 10.6 
 
 2)^x1)4 
 
 A 
 
 2.99 
 
 0.45 
 
 6.6 
 
 4x3 
 
 A 
 
 22.40 
 
 2.09 
 
 10.7 
 
 
 
 
 
 
 4x3 
 4x3 
 
 M 
 A 
 
 20.16 
 17.92 
 
 1.87 
 1.64 
 
 10.8 
 10.9 
 
 2JixlJ^ 
 
 X 
 
 5.76 
 
 1.02 
 
 5.6 
 
 4x3 
 
 M 
 
 15.57 
 
 1.42 
 
 11.0 
 
 2J£xlM 
 
 ft 
 
 5.12 
 
 0.90 
 
 5.7 
 
 4x3 
 
 A 
 
 13.12 
 
 1.19 
 
 11.0 
 
 2Mxl}^ 
 
 4.48 
 
 0.77 
 
 5.8 1 
 
 4x3 
 
 M 
 
 10.67 
 
 0.96 
 
 11.1 
 
 2JixlJ^ 
 
 ft 
 
 3.84 
 
 0.65 
 
 5.9 
 
 
 
 
 
 
 2KxlH 
 
 M 
 
 3.20 
 
 0.53 
 
 6.0 
 
 3^x 3 
 
 i8 
 
 23.47 
 
 2.57 
 
 9.1 
 
 2MX1H 
 
 A 
 
 2.45 
 
 0.40 
 
 6.0 
 
 3J^x 3 
 
 K 
 
 21.87 
 
 2.38 
 
 9.2 
 
 
 
 
 
 
 3Kx 3 
 
 II 
 
 20.37 
 
 2.19 
 
 9.3 
 
 2 xlH 
 
 % 
 
 3.63 
 
 0.70 
 
 5.2 
 
 3^x 3 
 
 18.77 
 
 2.00 
 
 9.4 
 
 2 xlj^ 
 
 A 
 
 3.09 
 
 0.58 
 
 5.3 
 
 3Kx 3 
 
 A 
 
 17.17 
 
 1.81 
 
 9.5 
 
 2 xlK 
 
 Ji 
 
 2.56 
 
 0.47 
 
 5.4 
 
 3^x 3 
 
 H 
 
 15.47 
 
 1.62 
 
 '" 9.5 
 
 2 xlX 
 
 A 
 
 1.92 
 
 0.35 
 
 5.5 
 
 8Hx 3 
 
 A 
 
 13.76 
 
 1.43 
 
 9.6 
 
 2 xlM 
 
 X 
 
 1.39 
 
 0.24 
 
 5.6 
 
 3Hx 3 
 
 12.05 
 
 1.24 
 
 9.7 
 
 
 
 
 
 
 3^x 3 
 
 A. 
 
 10.24 
 
 1.05 
 
 9.8 
 
 2 xlM 
 
 H 
 
 2.45 
 
 0.47 
 
 5.2 
 
 3)4 x 3 
 
 H 
 
 8.32 
 
 0.84 
 
 9.9 
 
 2 xlM 
 
 A 
 
 1.92 
 
 0.36 
 
 5.3 
 
 3Kx2H 
 3^x2^ 
 3Hx2^ 
 3!^x2H 
 
 U 
 % 
 A 
 
 19.73 
 18.24 
 16.64 
 15.04 
 
 2.19 
 2.00 
 1.82 
 1.63 
 
 9.0 
 9.1 
 9.1 
 9.2 
 
 lJixlJi 
 l&xlH 
 lMxlM 
 
 A 
 X 
 
 1.92 
 1.49 
 1.00 
 
 0.42 
 0.32 
 0.21 
 
 4.6 
 4.7 
 4.8 
 
 3Hx2H 
 
 A 
 
 13.44 
 
 1.44 
 
 9.3 
 
 
 
 
 
 
 3^x2M 
 
 Vs 
 
 11.73 
 
 1.24 
 
 9.4 
 
 lHxlj* 
 
 A 
 
 1.71 
 
 0.44 
 
 3.9 
 
 3J4x2J4 
 
 A 
 
 9.92 
 
 1.04 
 
 9.5 
 
 lXxlH 
 
 K 
 
 1.39 
 
 0.35 
 
 4.0 
 
 3Hx2J^ 
 
 1 J£ 
 
 8.00 
 
 0.83 
 
 9.6 
 
 lKxlK 
 
 A 
 
 1.07 
 
 0.26 
 
 4.1 
 
 238 
 
BEAM SAFE LOADS 
 
 
 
 
 UNEQUAL ANGLES 
 
 
 
 
 • 
 
 Allowable Uniform Load in Thousands of Pounds 
 
 
 
 
 Neutral Axis Parallel to Longer Leg 
 
 
 
 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 
 
 1 Foot 
 
 Maximum Span 
 
 
 
 1 Foot 
 
 Maximum Span 
 
 Size, 
 Inches 
 
 ' Thick- 
 ness, 
 Inches 
 
 Span 
 
 360x Deflection 
 
 Size, 
 Inches 
 
 Thick- 
 ness, 
 Inches 
 
 Span 
 
 360x Deflection 
 
 Safe 
 
 Safe 
 
 Length, 
 
 Safe 
 
 Safe 
 
 Length, 
 
 
 
 Load 
 
 Load 
 
 Feet 
 
 
 
 Load 
 
 Load 
 
 Feet 
 
 8x6 
 
 1 
 
 95.15 
 
 5.44 
 
 17.5 
 
 6 x3M 
 
 1 
 
 30.93 
 
 3.09 
 
 10.0 
 
 8x6 
 
 i5 
 
 89.92 
 
 5.11 
 
 17.6 
 
 6 x3M 
 
 is 
 
 29.23 
 
 2.90 
 
 10.1 
 
 8x6 
 
 % 
 
 84.69 
 
 4.79 
 
 17.7 
 
 6 x3H 
 
 % 
 
 27.63 
 
 2.71 
 
 10.2 
 
 8x6 
 
 i% 
 
 79.36 
 
 4.45 
 
 17.8 
 
 6 x3K 
 
 if 
 
 25.92 
 
 2.52 
 
 10.3 
 
 8x6 
 
 H 
 
 73.92 
 
 4.13 
 
 17.9 
 
 6 x3H 
 
 X 
 
 24.21 
 
 2.33 
 
 10.4 
 
 8x6 
 
 a 
 
 68.37 
 
 3.80 
 
 18.0 
 
 6 x3M 
 
 ii 
 
 22.51 
 
 2.14 
 
 10.5 
 
 8x6 
 
 % 
 
 62.72 
 
 3.48 
 
 18.0 
 
 6 x3M 
 
 6 A 
 
 20.69 
 
 1.95 
 
 10.6 
 
 8x6 
 
 ft 
 
 56.96 
 
 3.15 
 
 18.1 
 
 6 x3H 
 
 A 
 
 18.88 
 
 1.76 
 
 10.7 
 
 8x6 
 
 14 
 
 51.09 
 
 2.81 
 
 18.2 
 
 6 x3H 
 
 X 
 
 16.96 
 
 1.57 
 
 10.8 
 
 8x6 
 
 A 
 
 45.12 
 
 2.47 
 
 18.3 
 
 6 x3H 
 
 A 
 
 15.04 
 
 1.38 
 
 10.9 
 
 
 
 
 
 
 6x3^ 
 
 y% 
 
 13.12 
 
 1.19 
 
 11.0 
 
 8 x3J4 
 
 l 
 
 32.21 
 
 3.10 
 
 10.4 
 
 6 x3J^ 
 
 ft 
 
 11.09 
 
 1.00 
 
 11.1 
 
 8 x3M 
 
 if 
 
 30.40 
 
 2.90 
 
 10.5 
 
 
 
 
 
 
 8 x3K 
 8 x3M 
 8x3^ 
 8 x3H 
 8 x3H 
 8 x3K 
 8 x3H 
 8x3^ 
 
 is 
 
 x , 
 » 
 
 ft 
 
 28.69 
 26.88 
 25.07 
 23.15 
 21.33 
 19.41 
 17.49 
 15.57 
 
 2.71 
 2.52 
 2.33 
 2.13 
 1.94 
 1.74 
 1.57 
 1.38 
 
 10.6 
 10.7 
 10.8 
 10.9 
 11.0 
 11.1 
 11.2 
 11.3 
 
 5x4 
 5x4 
 5x4 
 5x4 
 5x4 
 5x4 
 5x4 
 5x4 
 
 % 
 
 if 
 
 H 
 ii 
 H 
 A 
 
 x 
 
 35.31 
 33.17 
 30.93 
 28.69 
 26.45 
 24.11 
 21.76 
 19.31 
 
 3.15 
 2.93 
 2.71 
 2.50 
 2.28 
 2.16 
 1.84 
 1.62 
 
 11.2 
 11.3 
 11.4 
 11.5 
 11.6 
 11.7 
 11.8 
 11.9 
 
 7 x3H 
 
 1 
 
 31.57 
 
 3.10 
 
 10.2 
 
 5x4 
 
 % 
 
 16.75 
 
 1.40 
 
 12.0 
 
 7 x3H 
 
 if 
 
 29.87 
 
 2.90 
 
 10.3 
 
 
 
 
 
 
 7 x3J4 
 
 ft 
 
 28.16 
 
 2.71 
 
 10.4 
 
 5 x3}4 
 
 % 
 
 26.88 
 
 2.71 
 
 9.9 
 
 7 x3H 
 
 H 
 
 26.45 
 
 2.52 
 
 10.5 
 
 5 x3M 
 
 ii 
 
 25.28 
 
 2.53 
 
 10.0 
 
 7 x3H 
 
 M 
 
 24.64 
 
 2.33 
 
 10.6 
 
 5 x3M 
 
 X 
 
 23.68 
 
 2.34 
 
 10.1 
 
 7 x3M 
 
 » 
 
 22.83 
 
 2.14 
 
 10.7 
 
 5 x3M 
 
 a 
 
 21.97 
 
 2.15 
 
 10.2 
 
 7s3H 
 
 M 
 
 21.01 
 
 1.95 
 
 10.8 
 
 5 x3J^ 
 
 % 
 
 20.27 
 
 1.97 
 
 10.3 
 
 7i3X 
 
 A 
 
 19.20 
 
 1.76 
 
 10.9 
 
 5 x3^ 
 
 A 
 
 18.45 
 
 1.78 
 
 10.4 
 
 7 x3M 
 
 H 
 
 17.28 
 
 1.57 
 
 11.0 
 
 5 x3J^ 
 
 X 
 
 16.64 
 
 1.60 
 
 10.4 
 
 7x3^ 
 
 A 
 
 15.36 
 
 1.38 
 
 11.1 
 
 5x3K 
 
 ft 
 
 14.83 
 
 1.41 
 
 10.5 
 
 7 x3^ 
 
 H 
 
 13.44 
 
 1.19 
 
 11.2 
 
 5 x3M 
 
 H 
 
 12.91 
 
 1.22 
 
 10.6 
 
 
 
 
 
 
 5x3J< 
 
 A. 
 
 10.88 
 
 1.02 
 
 10.7 
 
 6x4 
 
 1 
 
 40.43 
 
 3.55 
 
 11.4 
 
 
 
 
 
 
 6x4 
 6x4 
 6x4 
 
 if 
 
 M 
 « 
 
 it 
 
 38.29 
 36.16 
 33.92 
 
 3.33 
 3.12 
 2.90 
 
 11.5 
 11.6 
 11.7 
 
 5x3 
 5x3 
 
 if 
 X 
 
 18.56 
 17.39 
 
 2.16 
 2.00 
 
 8.6 
 8.7 
 
 6x4 
 
 31.68 
 
 2.69 
 
 11.8 
 
 5x3 
 
 ii 
 
 16.11 
 
 1.83 
 
 8.8 
 
 6x4 
 
 29.44 
 
 2.47 
 
 11.9 
 
 5x3 
 
 % 
 
 14.83 
 
 1.67 
 
 8.9 
 
 6x4 
 
 % 
 
 27.09 
 
 2.26 
 
 12.0 
 
 5x3 
 
 ft 
 
 13.55 
 
 1.51 
 
 9.0 
 
 6x4 
 
 A 
 
 24.64 
 
 2.05 
 
 12.0 
 
 5x3 
 
 X ; 
 
 12.27 
 
 1.35 
 
 9.1 
 
 6x4 
 
 H 
 
 22.19 
 
 1.84 
 
 12.1 
 
 5x3 
 
 ft 
 
 10.88 
 
 1.18 
 
 9.2 
 
 6x4 
 
 A 
 
 19.73 
 
 1.62 
 
 12.2 
 
 5x3 
 
 y% 
 
 9.49 
 
 1.02 
 
 9.3 
 
 6x4 
 
 % 
 
 17.07 
 
 1.39 
 
 12.3 5x3 
 
 A 
 
 8.00 
 
 0.85 
 
 9.4 
 
 239 ! 
 
CARNEGIE STEEL COMPANY 
 
 
 
 UNEQUAL ANGLES 
 
 
 
 
 
 Allowable Unifobm Load in Thousands of Pounds 
 
 
 
 
 Neutral Axis Parallel to Longer Leg: 
 
 
 
 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 
 1 
 
 lFoot 
 
 Maximum Span 
 
 
 
 lFoot 
 
 Maximum Span 
 
 Size, 
 Inches 
 
 Thick- 
 ness, 
 Inches 
 
 Span 
 
 360x Deflection 
 
 Size, 
 Inches 
 
 Thick- 
 ness, 
 Inches 
 
 Span 
 
 360x Deflection 
 
 Safe 
 
 Safe 
 
 Length, 
 
 Safe 
 
 Safe 
 
 Length, 
 
 
 
 Load 
 
 Load 
 
 Feet 
 
 
 
 Load 
 
 Load 
 
 Feet 
 
 1H:3 
 
 5? 
 
 18.24 
 
 2.15 
 
 8.5 
 
 3 x2)4 
 
 A 
 
 8.75 
 
 1.25 
 
 7.0 
 
 4)4 x 3 
 
 M 
 
 17.07 
 
 1.99 
 
 8.6 
 
 3 x2J^ 
 
 X 
 
 7.89 
 
 1.12 
 
 7.0 
 
 4^x 3 
 
 II 
 
 15.89 
 
 1.83 
 
 8.7 
 
 3 x2)4 
 
 n 
 
 7.04 
 
 0.99 
 
 7.1 
 
 «x3 
 
 14.61 
 
 1.67 
 
 8.8 
 
 3 x2)4 
 
 6.19 
 
 0.85 
 
 7.2 
 
 Oix 3 
 
 ft 
 
 13.33 
 
 1.51 
 
 8.8 
 
 3 x2% 
 
 A 
 
 5.23 
 
 0.72 
 
 7.3 
 
 4)4 x 3 
 
 K 
 
 12.05 
 
 1.35 
 
 8.9 
 
 3 x2)4 
 
 M 
 
 4.27 
 
 0.58 
 
 7.4 
 
 4}^x 3 
 
 A 
 
 10.77 
 
 1.19 
 
 9.0 
 
 
 
 
 
 
 4)4 x 3 
 
 % 
 
 9.39 
 
 1.03 
 
 9.1 
 
 3x2 
 
 J4 
 
 5.01 
 
 0.88 
 
 5.7 
 
 4J4.X 3 
 
 6 
 13 
 
 8.00 
 
 0.87 
 
 9.2 
 
 3x2 
 
 iA 
 
 4.48 
 
 0.77 
 
 5.8 
 
 
 
 
 
 
 3x2 
 
 3.95 
 
 0.67 
 
 5.9 
 
 4 x3)4 
 
 13 
 
 24.53 
 
 2.56 
 
 9.6 
 
 3x2 
 
 P. 
 
 3.41 
 
 0.57 
 
 6.0 
 
 4 x3)4 
 
 H 
 
 22.93 
 
 2.37 
 
 9.7 
 
 3x2 
 
 2.77 
 
 0.46 
 
 6.1 
 
 4 x3K 
 
 is 
 
 21.33 
 
 2.18 
 
 9.8 
 
 
 
 
 
 
 4 x3)4 
 
 H 
 
 19.63 
 
 1.98 
 
 9.9 
 
 2J4x 2. 
 
 34 
 
 4.91 
 
 0.89 
 
 5.5 
 
 4 x3)4 
 
 *. 
 
 17.92 
 
 1.79 
 
 10.0 
 
 2)^x 2 
 
 A 
 
 4.37 
 
 0.78 
 
 5.6 
 
 4 x3)4 
 
 a 
 
 16.21 
 
 1.60 
 
 10.1 
 
 2)4x 2 
 
 % 
 
 3.84 
 
 0.67 
 
 5.7 
 
 4 X3J4 
 
 A 
 
 14.40 
 
 1.41 
 
 10.2 
 
 2)4x 2 
 
 A 
 
 3.31 
 
 0.57 
 
 5.8 
 
 4 x3)4 
 
 k 
 
 12.59 
 
 1.22 
 
 10.3 
 
 2Hx 2 
 
 tf 
 
 2.67 
 
 0.46 
 
 5.9 
 
 4 x3J4 
 
 A 
 
 10.67 
 
 1.03 
 
 10.4 
 
 2)4x 2 
 
 A 
 
 2.13 
 
 0.35 
 
 6.0 
 
 4x3 
 
 li 
 
 17.92 
 
 2.15 
 
 8.3 
 
 2)4x 2 
 
 H 
 
 1.49 
 
 0.23 
 
 6.1 
 
 4x3 
 
 
 16.75 
 
 1.99 
 
 8.4 
 
 
 
 
 
 
 4x3 
 
 15.57 
 
 1.83 
 
 8.5 
 
 2J4xl}j 
 
 ft 
 
 1.81 
 
 0.41 
 
 4.4 
 
 4x3 
 
 14.40 
 
 1.67 
 
 8.6 
 
 2)4xl.i4 
 
 Yi 
 
 1.49 
 
 0.33 
 
 4.5 
 
 4x3 
 
 13.12 
 
 1.51 
 
 8.7 
 
 2^x1^ 
 
 A 
 
 1.17 
 
 0.25 
 
 4.6 
 
 4x3 
 
 M 
 
 11.84 
 
 1.35 
 
 8.8 
 
 
 
 
 
 
 i 4x3 
 
 A 
 
 10.56 
 
 1.19 
 
 8.9 
 
 2MX1J4 
 
 34 
 
 2.77 
 
 0.67 
 
 4.1 
 
 4x3 
 
 % 
 
 9.28 
 
 1.03 
 
 8.9 
 
 2^x1)4 
 
 7 
 
 8 
 
 2.45 
 
 0.58 
 
 4.2 
 
 4x3 
 
 A 
 
 7.89 
 
 0.87 
 
 9.0 
 
 2Mxl^ 
 
 2.13 
 
 0.50 
 
 4.3 
 
 4x3 
 
 Ji 
 
 6.40 
 
 0.70' 
 
 9.1 
 
 2^x1)4 
 
 A 
 
 1.81 
 
 0.41 
 
 4.4 
 
 / 
 
 
 
 
 
 2&X1J4 
 
 a 
 
 1.49 
 
 0.33 
 
 4.5 
 
 3)4 x 3 
 
 it - 
 
 17.60 
 
 2.17 
 
 8.1 
 
 2^x1)4 
 
 A 
 
 1.17 
 
 0.25 
 
 4.6 
 
 3)4 x 3 
 
 H 
 
 16.43 
 
 2.01 
 
 8.2 
 
 
 
 
 
 
 3)4 x 3 
 
 H 
 
 15.36 
 
 1.85 
 
 8.3 
 
 2 xlii 
 
 % 
 
 2.13 
 
 0.51 
 
 4.2 
 
 3)4 x 3 
 
 % 
 
 14.19 
 
 1.69 
 
 8.4 
 
 2x1)4 
 
 A 
 
 1.81 
 
 0.42 
 
 4.3 
 
 3)4 x 3 
 
 A 
 
 12.91 
 
 1.52 
 
 8.5 
 
 2 xl)4 
 
 H 
 
 1.49 
 
 0.34 
 
 4.4 
 
 3J4x 3 
 
 H 
 
 11.73 
 
 1.36 
 
 8.6 
 
 2 xiy 2 
 
 A 
 
 1.17 
 
 0.26 
 
 4.5 
 
 3)4 x 3 
 
 k 
 
 10.45 
 
 1.20 
 
 8.7 
 
 2 xl)4 
 
 ^ 
 
 0.80 
 
 0.17 
 
 4.6 
 
 3)4x 3 
 
 9.07 
 
 1.04' 
 
 8.7 
 
 
 
 
 
 
 3)4 x 3 
 3)4 x 3 
 
 A 
 H 
 
 7.68 
 6.19 
 
 0.87 
 0.70 
 
 8.8 
 8.9 
 
 2 xVtf 
 2 xVtf 
 
 A 
 
 1.04 
 0.80 
 
 0.28 
 0.21 
 
 3.7 
 3.8 
 
 3)4x2)4 
 
 11 
 
 10.56 
 
 1.51 
 
 7.0 
 
 
 
 
 
 
 3)4x2)4 
 
 M 
 
 9.81 
 
 1.39 
 
 7.1 
 
 Vtf.-x.VA, 
 
 M 
 
 1.01 
 
 0.28 
 
 3.6 
 
 3)4x2K 
 
 A 
 
 8.96 
 
 1.26 
 
 7.1 
 
 VtfxlX 
 
 A 
 
 0.80 
 
 0.22 
 
 3.7 
 
 3)4x2^ 
 
 )4 
 
 8.11 
 
 1.13 
 
 7.2 
 
 Vtfxltf, 
 
 34 
 
 0.56 
 
 0.15 
 
 3.8 
 
 3^x2M 
 
 A ■. 
 
 7.25 
 
 0.99 
 
 7.3 
 
 
 
 
 
 
 3)4x2)4 
 
 M 
 
 6.29 
 
 0.85 
 
 7.4 
 
 VAxltf. 
 
 A 
 
 1.17 
 
 0.34 
 
 3.4 
 
 3)4x2)4 
 
 A 
 
 5.33 
 
 0.71 
 
 7.5 
 
 lHxiJi 
 
 X 
 
 0.99 
 
 0.28 
 
 3.5 
 
 3)4x2)4 
 
 K 
 
 4.37 
 
 0.58 
 
 7.6 
 
 i)4xlK 
 
 A 
 
 0.78 
 
 0.22 
 
 3.6 
 
 240 
 
BEAM SAFE LOADS 
 
 
 
 TEES 
 
 
 
 Allowable 
 
 Uniform Load in Thousands of Pounds 
 
 
 
 Neutral Axis Parallel to Flange 
 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 
 
 EQUAL TEES 
 
 
 Size 
 
 Weight 
 
 per 
 
 Foot, 
 
 Pounds 
 
 lFoot 
 Span 
 
 Maximum Span 
 360x Deflection 
 
 Size 
 
 Weight 
 
 per 
 
 Foot, 
 
 Pounds 
 
 lFoot 
 Span 
 
 Maximum Span 
 360 x Deflection 
 
 Flange, 
 Inches 
 
 Stem, 
 Inches 
 
 Flange, 
 Inches 
 
 Stem, 
 Inches 
 
 Safe 
 Load 
 
 Safe 
 Load 
 
 Length, 
 Feet 
 
 Safe 
 Load 
 
 Safe 
 Load 
 
 Length, 
 Feet 
 
 6H 
 
 6H 
 
 19.8 
 
 52.80 
 
 2.77 
 
 19.1 
 
 2Ji 
 
 2M 
 
 4.9 
 
 4.37 
 
 0.69 
 
 6.3 
 
 4 
 
 4 
 
 13.5 
 
 21.55 
 
 1.89 
 
 11.4 
 
 2K 
 
 2M 
 
 4.1 
 
 3.41 
 
 0.53 
 
 6.4 
 
 4 
 
 4 
 
 10.5 
 
 16.85 
 
 1.45 
 
 11.6 
 
 2 
 
 2 
 
 4.3 
 
 3.31 
 
 0.59 
 
 5.6 
 
 3A 
 
 3H 
 
 11.7 
 
 16.32 
 
 1.65 
 
 9.9 
 
 2 
 
 2 
 
 3.56 
 
 2.77 
 
 0.49 
 
 5.7 
 
 • 3K 
 
 3H 
 
 9.2 
 
 12.69 
 
 1.27 
 
 10.0 
 
 1M 
 
 IX 
 
 3.09 
 
 2.03 
 
 0.41 
 
 4.9 
 
 3 
 
 3 
 
 9.9 
 
 11.73 
 
 1.41 
 
 8.3 
 
 1A 
 
 1H 
 
 2.47 
 
 1.49 
 
 0.36 
 
 '4.1 
 
 3 
 
 3 
 
 8.9 
 
 10.45 
 
 1.24 
 
 8.4 
 
 lA 
 
 lA 
 
 1.94 
 
 1.17 
 
 0.27 
 
 4.3 
 
 3 
 
 3 
 
 7.8 
 
 9.17 
 
 1.08 
 
 8.5 
 
 lJi 
 
 1M 
 
 2.02 
 
 1.01 
 
 0.30 
 
 3.4 
 
 3 
 
 3 
 
 6.7 
 
 7.89 
 
 0.92 
 
 8.6 
 
 1H 
 
 IK 
 
 1.59 
 
 0.78 
 
 0.22 
 
 3.5 
 
 2A 
 
 2A 
 
 6.4 
 
 6.29 
 
 0.90 
 
 7.0 
 
 1 
 
 l 
 
 1.25 
 
 0.49 
 
 0.18 
 
 2.7 
 
 2M 
 
 2K 
 
 5.5 
 
 5.33 
 
 0.75 
 
 7.1 
 
 l 
 
 l 
 
 0.89 
 
 0.35 
 
 0.12 
 
 2.9 
 
 UNEQUAL TEES 
 
 Size 
 
 Weight 
 
 per 
 
 Foot, 
 
 Pounds 
 
 lFoot 
 Span 
 
 Maximum Span 
 360 x Deflection 
 
 Size 
 
 Weight 
 
 per 
 
 Foot, 
 
 Founds 
 
 lFoot 
 Span 
 
 Maximum Span 
 
 360 x Deflection 
 
 Flange, 
 Inches 
 
 ~5 
 
 Stem, 
 Inches 
 
 Flange, 
 Inches 
 
 Stem, 
 Inches 
 
 Safe 
 Load 
 
 Safe 
 Load 
 
 Length, 
 
 Feet 
 
 y 
 
 Safe 
 Load 
 
 Safe 
 Load 
 
 Length, 
 Feet 
 
 3 
 
 11.5 
 
 11.33 
 
 1.25 
 
 9.0 
 
 3A 
 
 3 
 
 10.8 
 
 12.05 
 
 1.42 
 
 8.5 - 
 
 5 
 
 2% 
 
 10.9 
 
 8.96 
 
 1.20 
 
 7.5 
 
 3A 
 
 3 
 
 8.5 
 
 9.49 
 
 1.09 
 
 8.7 
 
 m 
 
 3)^ 
 
 15.7 
 
 22.72 
 
 2.37 
 
 9.6 
 
 3H 
 
 3 
 
 7.5 
 
 9.07 
 
 1.04 
 
 8.7 
 
 VA 
 
 3 
 
 9.8 
 
 9.71 
 
 1.07 
 
 9.1 
 
 3 
 
 4 
 
 11.7 
 
 20.69 
 
 1.92 
 
 10.8 
 
 iA 
 
 3 
 
 8.4 
 
 8.32 
 
 0.90 
 
 9.2 
 
 3 
 
 4 
 
 10.5 
 
 18.35 
 
 1.68 
 
 10.9 
 
 m 
 
 2H 
 
 9.2 
 
 6.72 
 
 0.87 
 
 7.7 
 
 3 
 
 4 
 
 9.2 
 
 16.11 
 
 1.47 
 
 11.0 
 
 VA 
 
 2M 
 
 7.8 
 
 5.76 
 
 0.74 
 
 7.8 
 
 3 
 
 3A 
 
 10.8 
 
 15.89 
 
 1.66 
 
 9.6 
 
 4 
 
 5 
 
 15.3 
 
 33.39 
 
 2.40 
 
 13.9 
 
 3 
 
 3A 
 
 9.7 
 
 14.19 
 
 1.46 
 
 9.7 
 
 4 
 
 5 
 
 11.9 
 
 25.92 
 
 1.84 
 
 14.1 
 
 '3 
 
 3A 
 
 8.5 
 
 12.37 
 
 1.26 
 
 9.8 
 
 4 
 
 iA 
 
 14.4 
 
 27.09 
 
 2.15 
 
 12.6 
 
 3 
 
 2A 
 
 7.1 
 
 6.40 
 
 0.89 
 
 7.2 
 
 4 
 
 iH 
 
 11.2 
 
 21.12 
 
 1.65 
 
 12.8 
 
 3 
 
 2A 
 
 6.1 
 
 5.55 
 
 0.76 
 
 7.3 
 
 4 
 
 3 
 
 9.2 
 
 9.66 
 
 1.08 
 
 8.9 
 
 2A 
 
 3 
 
 7.1 
 
 8.96 
 
 1.08 
 
 8.3 
 
 4 
 
 3 
 
 7.8 
 
 8.21 
 
 0.90 
 
 9.1 
 
 . 2A 
 
 3 
 
 6.1 
 
 7.68 
 
 0.91 
 
 8.4 
 
 4 
 
 2H 
 
 8.5 
 
 6.61 
 
 0.87 
 
 7.6 
 
 2A 
 
 1J€ 
 
 2.87 
 
 0.93 
 
 0.25 
 
 3.7 
 
 4 
 
 2A 
 
 7.2 
 
 5.65 
 
 0.73 
 
 7.7 
 
 2 
 
 1J4 
 
 3.09 
 
 1.60 
 
 0.36 
 
 4.4 
 
 4 
 
 2 
 
 7.8 
 
 4.27 
 
 0.70 
 
 6.1 
 
 1A 
 
 2 
 
 2.45 
 
 2.03 
 
 0.37 
 
 5.5 
 
 4 
 
 / 2 
 
 6.7 
 
 3.63 
 
 0.59 
 
 6.2 
 
 1M 
 
 1M 
 
 1.25 
 
 0.57 
 
 0.15 
 
 3.7 
 
 3)4 
 
 ' 4 
 
 12.6 
 
 21.12 
 
 1.90 
 
 11.1 
 
 1M 
 
 % 
 
 0.88 
 
 0.14 
 
 0.07 
 
 1.9 
 
 ■AVz 
 
 4 
 
 9.8 
 
 16.53 
 
 1.46 11.3 
 
 
 
 
 
 
 
 241 
 
CARNEGIE STEEL COMPANY 
 
 ZEES 
 Allowable Uniform Load in Thousands of Pounds 
 
 Neutral Axis Parallel to Flanges 
 
 Maximum Bending Stress, 16,000 Pounds per Square Inch 
 
 Size 
 
 Weight 
 per Foot, 
 Pounds, 
 
 lFoot 
 Span 
 
 Maximum Span 
 
 
 Flanges, 
 Inches 
 
 Thickness, 
 Inches 
 
 360 x Deflection 
 
 Depth,. 
 Inches 
 
 'Safe 
 Load 
 
 Safe 
 < Load 
 
 Length, 
 Feet 
 
 •6H 
 
 3% 
 
 j£ 
 
 34.6 
 
 174.93 
 
 14.18 
 
 12.3 
 
 6ft 
 
 • 3ft 
 
 H 
 
 32.0 
 
 162.35 
 
 13.30 
 
 12.2 
 
 6 
 
 3M 
 
 « 
 
 29.4 
 
 149.76 
 
 12.40 
 
 12.1 
 
 6'A 
 
 3% 
 
 }J 
 
 28.1 
 
 150.40 
 
 12.19 
 
 12.3 
 
 6ft 
 
 3 IB 
 
 % 
 
 25.4 
 
 136.75 
 
 11.20 
 
 12.2 
 
 6 
 
 334 
 
 ft 
 
 22.8 
 
 123.20 
 
 10.20 
 
 12.1 
 
 6H 
 
 3?< 
 
 J4 
 
 21.1 
 
 119.68 
 
 9.70 
 
 12.3 
 
 6ft 
 
 3 A 
 
 ft 
 
 18.4 
 
 104.85 
 
 8.59 
 
 12.2 
 
 6 
 
 3J4 
 
 % 
 
 15.7 
 
 90.03 
 
 7.45 
 
 12.1 
 
 5H 
 
 3K 
 
 H 
 
 28.4 
 
 119.47 
 
 11.58 
 
 10.3 
 
 5ft 
 
 3i 5 a 
 
 H 
 
 26.0 
 
 110.29 
 
 10.82 
 
 10.2 
 
 5 
 
 3K 
 
 U 
 
 23.7 
 
 101.01 
 
 i 10.03 
 
 10.1 
 
 5H 
 
 - m 
 
 H 
 
 22.6 
 
 102.08 
 
 9.89 
 
 10.3 
 
 5ft 
 
 O 5 
 
 ft 
 
 20.2 
 
 91.95 
 
 9.02 
 
 10.2 
 
 5 
 
 3K 
 
 X 
 
 17.9 
 
 81.92 
 
 8.14 
 
 10.1 
 
 5H 
 
 -3% 
 
 ft 
 
 16.4 
 
 79.36 
 
 7.69 
 
 10.3 
 
 5ft 
 
 3 is 
 
 H 
 
 14.0 
 
 68.16 
 
 6.69 
 
 10.2 
 
 5 
 
 3M 
 
 ft 
 
 11.6 
 
 56.96 
 
 5.66 
 
 10.1 
 
 m 
 
 3ft 
 
 M 
 
 23.0 
 
 77.44 
 
 9.32 
 
 8.3 
 
 4ft 
 
 3K 
 
 ii 
 
 20.9 
 
 70.93 
 
 8.67 
 
 8.2 
 
 4 
 
 3ft 
 
 % 
 
 18.9 
 
 64.53 
 
 8.01 
 
 8.1 
 
 4K 
 
 3ft 
 
 ft 
 
 18.0 
 
 65.92 
 
 7.93 
 
 8.3 
 
 4ft 
 
 3H 
 
 H 
 
 15.9 
 
 58.67 
 
 / T.Y1 
 
 8.2 
 
 4 
 
 3ft 
 
 ft 
 
 13.8 
 
 51.52 
 
 6.40 
 
 8.1 
 
 4M 
 
 3ft 
 
 % 
 
 12.5 
 
 49.81 
 
 6.00 
 
 8.3 
 
 4ft 
 
 3K 
 
 ft 
 
 10.3 
 
 41.71 
 
 5.10 
 
 8.2 
 
 4 
 
 3ft 
 
 Ji 
 
 8.2 
 
 33.49 
 
 4.16 
 
 8.1 
 
 3ft 
 
 2^ 
 
 ft 
 
 14.3 
 
 36.59 
 
 5.93 
 
 6.2 
 
 3 
 
 2*4 
 
 H 
 
 12.6 
 
 32.64 
 
 5.40 
 
 6.1 
 
 3ft 
 
 2U 
 
 ft 
 
 11.5 
 
 31.79 
 
 5.15 
 
 6.2 
 
 3 
 
 2» 
 
 H 
 
 9.8 
 
 27.41 
 
 4.54 
 
 6.1 
 
 3ft 
 
 2« 
 
 ft 
 
 8.5 
 
 25.39 
 
 4.12 * 6.2 
 
 3 
 
 2« 
 
 K 
 
 6.7 
 
 20.48 
 
 3.39 
 
 _ 6.1 
 
 242 
 
STRUCTURAL DETAILS 
 
 STANDARD GAGES AND DIMENSIONS FOR BEAMS 
 
 'ft 
 
 Jr 
 
 sa.— 
 
 -M 
 
 Nominal dimensions are: — flange width and "o" in eighths, web thickness 
 in sixteenths. Gages for connection angles are determined by }4 web thickness. 
 Standard gages may be varied it conditions require. 
 
 Depth 
 
 Weight 
 per 
 Foot 
 
 Flange 
 Width 
 
 Web 
 Thick- 
 ness 
 
 MWeb 
 
 Thick-, 
 
 ness 
 
 Gage 
 S 
 
 Grip 
 P 
 
 Distance 
 
 Max. 
 
 -Beam 
 
 £ 
 
 
 
 h 
 
 Flange 
 
 In. 
 
 Lbs. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 27 
 
 90.0 
 
 9 
 
 X 
 
 K 
 
 4 
 
 K 
 
 22}* 
 
 2K 
 
 Ho 
 
 K 
 
 24 
 
 115.0 
 110.0 
 105.0 
 
 8 
 8 
 7% 
 
 H 
 
 Hi. 
 
 K 
 
 K 
 4a 
 
 4 
 4 
 4 
 
 IK 
 IK 
 IX 
 
 20 X 
 20X 
 20X 
 
 IK 
 
 IK 
 IK 
 
 He 
 Ho 
 K 
 
 K 
 
 24 
 
 100.0 
 95.0 
 90.0 
 85.0 
 80.0 
 
 7K 
 7X 
 7X 
 7X 
 7 
 
 Hie 
 
 K 
 He 
 
 X 
 
 K 
 
 4a 
 He 
 H 
 
 4 
 4 
 4 
 4 
 4 
 
 X 
 X 
 K 
 
 y% 
 x 
 
 20 H 
 20 H 
 20 H 
 
 20 U 
 20 Ji 
 
 IK 
 IK 
 IK 
 IK 
 IK 
 
 He 
 He 
 % 
 K 
 He 
 
 K 
 
 24 
 
 74 
 
 9 
 
 X 
 
 X 
 
 4 
 
 % 
 
 20 
 
 
 Ho 
 
 K 
 
 21 
 
 60 5 
 
 8H 
 
 He 
 
 Ho 
 
 4 
 
 He 
 
 17}* 
 
 IK 
 
 X 
 
 K 
 
 20 
 
 100.0 
 95.0 
 90.0 
 85.0 
 80.0 
 
 7X 
 7X 
 7H 
 7K 
 
 7 
 
 K 
 
 Hie 
 
 H 
 
 K 
 
 He 
 H. 
 % 
 K 
 He 
 
 4 
 4 
 4 
 4 
 4 
 
 1 
 1 
 1 
 1 
 1 
 
 16}* 
 16 H 
 16 y, 
 16H 
 16 K 
 
 IK 
 IK 
 IK 
 IK 
 IK 
 
 X 
 
 X 
 He 
 K 
 K 
 
 K 
 
 20 
 
 75.0 
 70.0 
 65.0 
 
 6K 
 6M 
 6M 
 
 Hie 
 He 
 X 
 
 Ho 
 Ho 
 K 
 
 4 
 4 
 4 
 
 K 
 H 
 K 
 
 17 
 17 
 17 
 
 IK 
 IK 
 IK 
 
 ,K 
 Ho 
 
 K 
 
 18 
 
 90.0 
 85.0 
 80.0 
 75.0 
 
 7H 
 7X 
 7%e 
 
 7 
 
 Hi. 
 K 
 
 H 
 
 He 
 
 He 
 
 He 
 Ho 
 
 4 
 4 
 4 
 4 
 
 l 
 l 
 1 
 l 
 
 14 K 
 14J^ 
 14}* 
 14 H 
 
 IK 
 IK 
 IK 
 IK 
 
 K 
 K 
 
 K 
 
 18 
 
 70.0 
 65.0 
 60.0 
 55.0 
 
 6M 
 6M 
 6K 
 6 
 
 K 
 
 H 
 He 
 
 X 
 
 K 
 Ho 
 He 
 K 
 
 3K 
 3K 
 3M 
 3M 
 
 K 
 
 | 
 K 
 
 15M 
 15 J€ 
 15 K 
 15M 
 
 IK 
 IK 
 IK 
 IK 
 
 He 
 K 
 K 
 He 
 
 K 
 
 18 
 
 48.0 
 
 7K 
 
 K 
 
 He 
 
 3M 
 
 X 
 
 i*K 
 
 IK 
 
 K 
 
 J* 
 
 15" 
 
 75.0 
 70.0 
 65.0 
 60.0 
 
 6H 
 6X 
 
 ex 
 
 6 
 
 K 
 Hi. 
 Hie 
 
 K 
 
 He 
 K 
 
 Ho 
 
 3K 
 3K 
 3K 
 3K 
 
 X 
 K 
 
 HM 
 HM 
 UK 
 n % 
 
 IK 
 IK 
 
 IK 
 IK 
 
 K 
 He 
 Ho 
 K 
 
 K 
 
 15 
 
 55.0 
 50.0 
 45.0 
 42.0 
 
 5K 
 5% 
 5% 
 5X 
 
 Hie 
 He 
 
 X 
 He 
 
 He 
 He 
 
 V 4a 
 
 3K 
 3K 
 
 3K 
 
 K 
 K 
 K 
 K 
 
 12 K 
 12 H 
 12 K 
 12}* 
 
 IK 
 IK 
 1M 
 IK 
 
 8 
 
 He 
 K 
 
 K 
 
 15 
 
 37.5 
 
 6M 
 
 He 
 
 Ho 
 
 3K 
 
 He 
 
 12 K 
 
 IK 
 
 K 
 
 K 
 
 243 
 

 
 
 
 CARNEGIE 
 
 STEEL 
 
 COMPANY 
 
 
 
 
 STANDARD GAGES AND DIMENSIONS FOR BEAMS 
 
 
 * — 
 
 R- 
 
 
 Y 
 
 
 
 
 
 1 
 
 
 if" 
 
 1 
 
 
 / 
 
 
 f 
 
 
 1 
 
 !°, 
 
 -4+1 kB- 
 
 J q, 
 
 
 
 Nominal dimensions are: — flange width and "o" in eighths, web thickness 
 in sixteenths. Gages for connection angles are determined by X web thickness. 
 Standard gages may be varied if conditions require. 
 
 Depth 
 
 of 
 Beam 
 
 Weight 
 per 
 Foot 
 
 Flange 
 Width 
 
 Web 
 Thick- 
 ness 
 
 HWeb 
 Thick- 
 ness 
 
 Gage 
 
 e 
 
 Grip 
 P 
 
 Distance 
 
 Max. 
 Rivet in 
 Flange 
 
 f 
 
 
 
 h 
 
 In. 
 
 Lbs. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 12 
 
 55.0 
 50.0 
 45.0 
 40.0 
 
 5% 
 5H 
 5% 
 5U 
 
 ls /ie 
 
 %e 
 X 
 
 Ma 
 X 
 
 He 
 M 
 
 3M 
 3M 
 3 
 3 
 
 H 
 
 X 
 M 
 X 
 
 9M 
 9M 
 9M 
 9M 
 
 1% 
 1H 
 1M 
 IK 
 
 X 
 He 
 
 He 
 
 M 
 
 12 
 
 35.0 
 31.5 
 
 SX 
 5 
 
 He 
 X 
 
 He 
 
 3 
 3 
 
 He 
 He 
 
 95i 
 9« 
 
 1H 
 1H 
 
 He 
 X 
 
 M 
 
 12 
 
 28.0 
 
 6 
 
 He 
 
 H 
 
 3 
 
 He 
 
 9^ 
 
 Ui 
 
 He 
 
 X 
 
 10 
 
 40.0 
 35.0 
 30.0 
 25.0 
 
 5K 
 5 
 
 4% 
 iX 
 
 H 
 
 X 
 X 
 He 
 
 He 
 Me 
 
 2M 
 
 2% 
 2% 
 2% 
 
 X 
 X 
 X 
 X 
 
 8 
 8 
 8 
 
 8 
 
 l 
 l 
 1 
 
 1 
 
 He 
 
 x ■ 
 
 He 
 
 X 
 
 10 
 
 22.25 
 
 5X 
 
 X 
 
 H 
 
 2M 
 
 % 
 
 7M 
 
 IX 
 
 He 
 
 X 
 
 9 
 
 35.0 
 30.0 
 25.0 
 21.0 
 
 \X 
 
 *x 
 
 *X 
 4% 
 
 X 
 
 Me 
 
 . %8 
 
 He 
 
 M 
 He 
 He 
 X 
 
 2M 
 2X 
 2X 
 2X 
 
 X 
 X 
 X 
 X 
 
 7 
 7 
 7 
 7 
 
 1 
 l 
 l 
 l 
 
 He 
 X 
 X 
 
 He 
 
 X 
 
 8 
 
 ,25.5 
 23.0 
 20.5 
 18.0 
 
 4M 
 4j| 
 4J| 
 4 
 
 He 
 He 
 
 He 
 
 K 
 He 
 X 
 
 2X 
 2X 
 2X 
 2X 
 
 X 
 He 
 He 
 He 
 
 6M 
 6M 
 6M 
 6M 
 
 X 
 
 % 
 
 X 
 X 
 
 He 
 He 
 X 
 He, 
 
 X, 
 
 8 
 
 17.5 
 
 5 t 
 
 X 
 
 X 
 
 2X 
 
 X 
 
 6 
 
 1 
 
 He 
 
 X 
 
 7 
 
 20.0 
 17.5 
 15.0 
 
 3X 
 '3M 
 3X 
 
 X 
 X 
 X 
 
 X 
 He 
 
 2X 
 2X 
 2X 
 
 I 
 
 5M 
 5M 
 5M 
 
 X 
 X 
 X 
 
 He 
 X 
 He 
 
 % 
 
 6 
 
 17.25 
 14.75 
 12.25 
 
 3% 
 3H 
 3^ 
 
 x 
 
 X 
 He 
 H 
 
 2 
 2 
 2 
 
 1 
 
 4H 
 4)4 
 4« 
 
 X 
 
 He 
 He 
 
 X 
 
 5 
 
 14.75 
 
 12.25 
 
 9.75 
 
 3M 
 3X 
 3 
 
 X 
 
 X 
 
 X 
 
 He 
 
 X 
 
 1M 
 IX 
 1M 
 
 X 
 H 
 % 
 
 3X 
 3X 
 3X 
 
 X 
 
 He 
 
 X 
 
 4 
 
 10.5 
 9.5 
 8.5 
 
 7.5 
 
 2% 
 2K 
 2^ 
 2X 
 
 He 
 
 x 
 
 X 
 Me 
 
 1J* 
 IX 
 
 He 
 He 
 Ho 
 He 
 
 2V 
 2% 
 2M 
 2« 
 
 1 
 
 He 
 
 X 
 
 3 
 
 7.5 
 6.5 
 5.5 
 
 2X 
 
 2X 
 
 2H 
 
 ■ X 
 X 
 Ho 
 
 He 
 H 
 H 
 
 IX ' 
 
 IX 
 
 IX 
 
 He 
 He 
 He 
 
 IK 
 IK 
 1« 
 
 X 
 
 n 
 
 K 
 Mo 
 
 X 
 
 244 
 

 
 „ 
 
 STRUCTURAL 
 
 DETAILS 
 
 
 
 
 
 
 STANDARD GAGES AND DIMENSIONS FOR CHANNELS 
 
 
 
 
 Jkxj 
 
 i 
 
 
 ■H/i • 
 
 t 
 
 m 
 
 : 
 
 J 
 
 t°i. $ ial ... »nh-- 
 
 
 
 Nominal dimensions are: — flange width and "o" in eighths, web thickness 
 
 In sixteenths. Gages for connection angles are determined by web thickness. 
 
 Standard gages may be varied if conditions require. 
 
 Gages for channels in riveted channel columns are given on pages 297 to 307. 
 
 Depth 
 
 of 
 Channel 
 
 Weight 
 
 Flange 
 
 Web 
 Thick- 
 ness 
 
 HWeb 
 Thick- 
 ness 
 
 Gage 
 
 Grip 
 
 Distance 
 
 Max. 
 livet in 
 
 Foot 
 
 Width 
 
 g 
 
 P 
 
 f 
 
 
 
 h 
 
 Flange 
 
 In. 
 
 Lbs. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 In. 
 
 
 55.0 
 
 3% 
 
 »Ho 
 
 He 
 
 2« 
 
 m a 
 
 12K 
 12 X 
 
 IM 
 
 74 
 
 
 
 50.0 
 
 3M 
 
 H 
 
 ^ 
 
 2X 
 
 Hie 
 
 l'A 
 
 !He 
 
 
 15 
 
 45.0 
 
 3% 
 
 X , 
 
 He 
 
 2 
 
 % 
 
 12 X 
 
 l'A 
 
 Hie 
 
 Vs 
 
 40.0 
 
 3X 
 
 X ! 
 
 M 
 
 2 
 
 'A 
 
 12 X 
 
 l'A 
 
 He 
 
 
 35.0 
 
 3X 
 
 He 
 
 X 
 
 2 
 
 % 
 
 12X 
 
 l'A 
 
 }4 
 
 
 
 33.0 
 
 3'A 
 
 He 
 
 He 
 
 2 
 
 'A 
 
 12 X 
 
 l'A 
 
 )% 
 
 
 
 50.0 
 
 i'A . 
 
 ^He 
 
 H 
 
 3 
 
 He 
 
 10X 
 
 l'A 
 
 I 
 
 
 
 45.0 
 
 IX 
 
 He 
 
 2% 
 
 He 
 
 10 X 
 
 l'A 
 
 
 13 
 
 40.0 
 
 ft 
 
 He 
 
 He 
 
 2M 
 
 He 
 
 10 X 
 
 l'A 
 
 X 
 
 X 
 
 37.0 
 
 X 
 
 X 
 
 2H 
 
 He 
 
 10 X 
 
 l'A 
 
 %. 
 
 
 35.0 
 
 *X 
 
 He' 
 
 X 
 
 2J^ 
 
 He 
 
 10 X 
 
 l'A 
 
 
 
 32.0 
 
 4 
 
 fci ■ 
 
 He 
 
 2H 
 
 He 
 
 10X 
 
 l'A 
 
 He 
 
 
 
 40.0 
 
 3X 
 
 'A 
 
 M 
 
 2 ' 
 
 X 
 
 10 
 
 
 *He 
 
 
 
 35.0 
 
 3'A 
 
 X 
 
 He 
 
 2 
 
 X 
 
 10 
 
 
 "ie 
 
 
 12 
 
 30.0 
 
 3M. 
 
 X 
 
 X 
 
 IM 
 
 x 
 
 10 
 
 
 Ho 
 
 X 
 
 
 25.0 
 
 3X 
 
 % 
 
 He 
 
 l'A 
 
 & 
 
 10 
 
 
 He 
 
 
 
 20.5 
 
 3 
 
 He 
 
 M 
 
 1% 
 
 X 
 
 10 
 
 
 % 
 
 
 
 35.0 
 
 3X 
 
 m» 
 
 He 
 
 l'A 
 
 X 
 
 &x 
 
 X 
 
 X 
 
 
 
 30.0 
 
 3X 
 
 Hie 
 
 ^ 
 
 1% 
 
 % 
 
 SX 
 
 % 
 
 & 
 
 
 10 
 
 25.0 
 
 2X 
 
 M 
 
 X 
 
 l'A 
 
 ¥ 
 
 SX 
 
 A 
 
 »Aa 
 
 'A 
 
 
 20.0 
 
 2'A 
 
 ^ 
 
 He 
 
 IX 
 
 He 
 
 sx 
 
 X 
 
 He 
 
 
 
 15.0 
 
 2X 
 
 & 
 
 . H 
 
 IX 
 
 He 
 
 &x 
 
 X 
 
 He 
 
 
 
 25.0 
 
 2% 
 
 X 
 
 He 
 
 IX 
 
 X 
 
 7X 
 
 % 
 
 Hie 
 
 
 
 20.0 
 
 2% 
 
 He 
 
 X 
 
 IX 
 
 X 
 
 7X 
 
 Y> 
 
 Yi 
 
 'A 
 
 9 
 
 15.0 
 
 2H 
 
 %6 
 
 He 
 
 l'A 
 
 He 
 
 IH 
 
 % 
 
 & 
 
 
 13.25 
 
 2X 
 
 M 
 
 ^ 
 
 l'A 
 
 He- 
 
 7X 
 
 He 
 
 
 
 21.25 
 
 2M 
 
 5-S 
 
 He 
 
 IX 
 
 He . 
 
 ex 
 
 % 
 
 Hie 
 
 
 
 18.75 
 
 2X 
 
 X 
 
 K- 
 
 IX 
 
 He 
 
 6X 
 
 X . 
 
 He 
 
 
 8 
 
 16.25 
 
 2X 
 
 He 
 
 He 
 
 IX 
 
 He 
 
 6M 
 
 Yi 
 
 X 
 
 'A 
 
 
 13.75 
 
 2% 
 
 He 
 
 He 
 
 l'A 
 
 'A 
 
 ex 
 
 X 
 
 'A 
 
 
 
 11.25 
 
 2X 
 
 Ji 
 
 X 
 
 l'A 
 
 'A 
 
 ex 
 
 X 
 
 He 
 
 
 
 19.75 
 
 2'H 
 
 M 
 
 He 
 
 IX 
 
 He 
 
 5X 
 
 M 
 
 Hie 
 
 
 
 17.25 
 
 2X 
 
 X 
 
 M 
 
 IX 
 
 He 
 
 ax 
 
 'A 
 
 He 
 
 
 7 
 
 14.75 
 
 2% 
 
 He 
 
 X 
 
 IX 
 
 He 
 
 5X 
 
 'A 
 
 X 
 
 X 
 
 
 12.25 
 
 2M 
 
 He 
 
 He 
 
 IX 
 
 'A 
 
 5X 
 
 '6 
 
 & 
 
 
 
 9.75 
 
 2% 
 
 M 
 
 H 
 
 IX 
 
 'A 
 
 5X 
 
 'A 
 
 Ha 
 
 
 
 15.5 
 
 2X 
 
 He 
 
 He 
 
 l'A 
 
 'A 
 
 iX 
 
 % 6 
 
 % 
 
 
 
 13.0 
 
 2X 
 
 Ho 
 
 M 
 
 l'A 
 
 'A 
 
 IX. 
 
 'A 
 
 J Y>, 
 
 X 
 
 6 
 
 10.5 
 
 2X 
 
 He 
 
 He 
 
 IX 
 
 'A 
 
 *tt 
 
 % 
 
 3 
 
 
 8.0 
 
 2 
 
 He 
 
 x 
 
 IX 
 
 H* 
 
 ±X 
 
 'A 
 
 H 
 
 
 
 .11.5 
 
 2H 
 
 J£ 
 
 X 
 
 IX 
 
 He 
 
 3% 
 
 % 
 
 He 
 
 
 5 
 
 9.0 
 
 IX 
 
 He 
 
 He 
 
 IX 
 
 He 
 
 3'A 
 
 % 
 
 'A , 
 
 X 
 
 
 6.5 
 
 iM 
 
 He 
 
 J3 
 
 IX 
 
 He 
 
 3M 
 
 % 
 
 X 
 
 
 
 7.25 
 
 l'A 
 
 He 
 
 He 
 
 
 He 
 
 2'A 
 
 % 
 
 & 
 
 
 4 
 
 6.25 
 
 l'A 
 
 X 
 
 X 
 
 
 He 
 
 2'A 
 
 6 
 
 He 
 
 ,X 
 
 
 5.25 
 
 1% 
 
 He 
 
 ^ 
 
 
 He 
 
 2% 
 
 ,x 
 
 X 
 
 
 
 6.0 
 
 IX 
 
 % 
 
 He 
 
 Y* 
 
 H 
 
 1% 
 
 " % 
 
 I4« 
 
 
 3 i 5.6' 
 
 114, 
 
 X 
 
 H 
 
 X 
 
 l'A 
 
 t 
 
 He 
 
 X 
 
 1 4.0 IX He 
 
 X 
 
 % 
 
 X 
 
 l'A 
 
 X 
 
 
 245 
 
CARNEQIE STEEL COMPANY 
 
 BEAM CONNECTIONS 
 
 27" 
 
 *5V$ 
 
 mffi 
 
 2U" 
 
 U 
 ■f 
 
 
 2L s 4"x4"xy 2 "xl'-8: 
 Weight 46 lbs. 
 
 !*5Mn 
 
 mm-^r 
 
 2L s 4"x4"x'//xl'-2y/ 
 Weight 33 lbs. 
 
 2L s 4"x4"x 7 /o"xO-8W 
 Weight 17 lbs. 
 
 r; 6," 5- 
 
 
 2!42'/; 
 
 2L s 6x4"x%"xO-3" 
 Weight 7 His. 
 
 .Rivets and bolts %" diameter. 
 
 24" 
 
 2L s 4"x4"xy 2 "xl'-5!4" 
 Weight 39 lbs. 
 
 r5V4- 
 
 20," 18," 15" 
 
 2y 2 " 
 
 h 
 
 -I L, 
 
 LfncTJ 
 
 "' -1 
 
 2K4"x4"x?X6"xO-liy/ 
 Weight 23 lbs. ' 
 
 10," 9," 8" 
 
 2I?6"x4"x%"x 0-514" 
 Weight 13 lbs. 
 
 C 3" 
 
 
 2I?6"x4x%"xO-2" 
 Weight 5 lbs. 
 
 Weights given are for %-inch shop rivets and angle connections; about 20 per cent should 
 be added for field rivets or bolts. 
 
 246 
 
STRUCTURAL DETAILS 
 
 BEAM CONNECTIONS— Concluded 
 
 Limiting Values op Beam Connections 
 
 
 
 Value of 
 
 Web 
 
 Connection 
 
 .Values of Outstanding Legs of Connection Angles 
 
 I Beams 
 
 Field Rivets 
 
 Field Bolts 
 
 Depth, 
 Inches 
 
 Weight 
 
 Founds 
 
 per 
 
 Foot 
 
 Shop Rivets 
 
 in Enclosed 
 
 Bearing, 
 
 Founds 
 
 H" Rivets or 
 
 Turned Bolts, 
 
 Single Shear, 
 
 Founds 
 
 Minimum 
 
 Allowable 
 
 Span in Feet, 
 
 Uniform Load 
 
 t, 
 In. 
 
 M" 
 
 Rough Bolts, 
 
 Single Shear, 
 
 Founds^ 
 
 Minimum 
 
 Allowable 
 
 Span in Feet, 
 
 Uniform Load 
 
 t, 
 In. 
 
 27 
 
 90 
 
 82530 
 
 61900 
 
 18.9 
 
 % 
 
 49500 
 
 23.6 
 
 H 
 
 24 
 
 80 
 
 74 
 
 67500 
 64260 
 
 53000 
 53000 
 
 17.5 
 16.4 
 
 % 
 % 
 
 42400 
 42400 
 
 21.9 
 20.4 
 
 
 21 
 
 60M 
 
 48150 
 
 44200 
 
 14.2 
 
 % 
 
 35300 
 
 17.8 
 
 % 
 
 20 
 
 65 
 
 45000 
 
 35300 
 
 17.6 
 
 V* 
 
 28300 
 
 22.1 
 
 % 
 
 18 
 
 55 
 48 
 
 41400 
 34200 
 
 35300 
 35300 
 
 13.3 
 12.8 
 
 % 
 
 ft 
 
 28300 
 28300 
 
 16.7 
 15.4 
 
 n 
 % 
 
 15 
 
 42 
 37H 
 
 36900 
 29880 
 
 35300 
 35300 
 
 8.9 
 9.7 
 
 
 28300 
 28300 
 
 11.1 
 10.2 
 
 % 
 a 
 
 12 
 
 3iy 2 
 
 28 
 
 23600 
 19170 
 
 26500 
 26500 
 
 8.1 
 9.2 
 
 A 
 
 A 
 
 21200 
 21200' 
 
 9.0 
 9.2 
 
 H 
 
 10 
 
 25 
 
 22M 
 
 27900 
 22680 
 
 17700 
 17700 
 
 7.4 
 6.8 
 
 
 14100 
 14100 
 
 9.2 
 8.6 
 
 % 
 
 % 
 
 9 
 
 21 
 
 26100 
 
 17700 
 
 5.7 
 
 % 
 
 14100 
 
 7.1 
 
 % 
 
 8 
 
 18 
 17J^ 
 
 24300 
 19800 
 
 17700 
 17700 
 
 4.3 
 4.4 
 
 % 
 % 
 
 14100 
 14100 
 
 5.4 
 5.5 
 
 
 7 
 
 15 
 
 11300 
 
 8800 
 
 6.2 
 
 % 
 
 7100 
 
 7.8 
 
 *A 
 
 6 
 
 12M 
 
 10400 
 
 8800 
 
 4.4 
 
 Vs. 
 
 7100 
 
 5.5 
 
 % 
 
 5 
 
 9M 
 
 9500 
 
 8800 
 
 2.9 
 
 % 
 
 7100 
 
 3.6 
 
 % 
 
 4 
 
 7*4 
 
 8600 
 
 8800 
 
 2.2 
 
 9 
 15 
 
 7100 
 
 2.7 
 
 V% 
 
 3 
 
 5K 
 
 7700 
 
 8800 
 
 1.3 
 
 H 
 
 7100 
 
 1.4 
 
 % 
 
 Allowable Unit Stbebs in Pounds per Sqttabe Inch 
 
 Single 
 Shear 
 
 Rivets Shop 12000 
 
 Rivets and Turned Bolts... Field 10000 
 Rough Bolts Field 8000 
 
 Bearing 
 
 Rivets— enclosed Shop 30000 
 
 Rivets— one side. ..... .Shop 24000 
 
 Rivets and Turned Bolts, Field 20000 
 
 Rough Bolts Field 16000 
 
 t=Web thickness, in bearing, to develop max. allowable reactions, when beams frame opposite. 
 
 Connections are figured for bearing and shear (no moment considered). 
 
 The above values agree with tests made on beams under ordinary conditions of use. 
 
 Where web is enclosed between connection angles (enclosed bearing), values are greater because 
 of the increased efficiency due to friction and grip. 
 
 Special connections shall be used when any of the limiting conditions given above are exceeded— 
 Buch as end reaction from loaded beam being greater than value of connection; shorter span with 
 beam fully loaded; or a less thickness of web when maximum allowable reactions are used. 
 
 — ' ' " 247 
 
CARNEGIE STEEL COMPANY 
 
 BEAM SEPARATORS 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 Beama 
 
 Separator 
 
 %" Bolts 
 
 
 
 
 
 
 8 
 
 Weight 
 
 per Foot, 
 
 Pounds 
 
 II 
 
 O on 
 
 |1 
 
 O 
 
 8$ 
 
 5 8 
 
 Dimensions 
 
 to 
 
 ! 
 
 I 
 is 
 
 33 
 St 
 
 i 
 i 
 
 s 
 
 Hi 
 
 sjjhrt 
 
 B . 
 M 
 
 AS 
 
 
 1 
 
 ,g 
 57 
 
 a 
 
 w 
 In. 
 
 h 
 In. 
 
 d 
 In. 
 
 t 
 In 
 
 Diagrams 
 
 24 
 
 115-110-105 
 
 8% 
 
 16M 
 
 8 
 
 20 
 
 12 
 
 % 
 
 31 
 
 3.6 
 
 10^ 
 
 3.4 
 
 0.25 
 
 
 
 100 
 
 8 
 
 15M 
 
 7% 
 
 20 
 
 12 
 
 % 
 
 28 
 
 3.6 
 
 10 
 
 3.2 
 
 0.25 
 
 
 24 
 
 95 and 90 
 
 8 
 
 15J4 
 
 7% 
 
 20 
 
 12 
 
 % 
 
 28 
 
 3.6 
 
 10 
 
 3.2 
 
 0.25 
 
 
 
 85 
 
 8 
 
 15M 
 
 7K 
 
 20 
 
 12 
 
 % 
 
 29 
 
 3.6 
 
 sy 
 
 3.1 
 
 0.25 
 
 
 
 80 
 100 and 95 
 
 8 
 8 
 
 15 
 
 15Ji 
 
 7M 
 7 
 
 20 
 16 
 
 12 
 12 
 
 % 
 
 29 
 22 
 
 3.6 
 2.9 
 
 10 
 
 3.1 
 
 3.2 
 
 0.25 
 0.25 
 
 
 
 
 
 
 
 } 
 
 20 
 
 90 
 
 7% 
 
 14% 
 
 6% 
 
 16 
 
 12 
 
 % 
 
 22 
 
 2.9 
 
 QH 
 
 3.1 
 
 0.25 
 
 ^ 
 
 I — | 
 
 
 
 85 and 80 
 
 7M 
 
 14J4 
 
 6% 
 
 16 
 
 12 
 
 % 
 
 22 
 
 2.9 
 
 9 
 
 3.0 
 
 0.25 
 
 ftV- 
 
 
 - 
 
 
 
 . 
 
 75 
 
 7^ 
 
 14 
 
 6% 
 
 16 
 
 12 
 
 % 
 
 22 
 
 2.9 
 
 9 
 
 3.0 
 
 0.25 
 
 p 
 
 "T" 
 
 -- 
 
 
 
 20 
 
 70 
 
 7 
 
 13K 
 
 6H 
 
 16 
 
 12 
 
 Vs. 
 
 21 
 
 2.9 
 
 9 
 
 3.0 
 
 0.25 
 
 r 
 
 I — ' 
 
 
 
 65 
 90 
 
 7 
 8 
 
 13M 
 
 15Jf 
 
 6^ 
 7 
 
 16 
 14 
 
 12 
 9 
 
 % 
 
 21 
 20 
 
 2.9 
 2.5 
 
 sy 
 
 10 
 
 3.0 
 3.2 
 
 0.25 
 0.25 
 
 
 
 M 
 
 18 
 
 85 and 80 
 
 8 
 
 i5y 8 
 
 7% 
 
 14 
 
 9 
 
 % 
 
 21 
 
 2.5 
 
 10 
 
 3.2 
 
 0.25 
 
 
 
 
 
 
 75 
 
 8 
 
 15 
 
 7M 
 
 14 
 
 9 
 
 % 
 
 21 
 
 2.5 
 
 10 
 
 3.2 
 
 0.25 
 
 ^4j" 
 
 i 
 
 
 
 
 
 70 and 65 
 
 7 
 
 13M 
 
 6% 
 
 14 
 
 9 
 
 % 
 
 18 
 
 2.5 
 
 9 
 
 3.0 
 
 0.25 
 
 AN 
 
 1 
 
 
 
 
 18 
 
 60 
 
 7 
 
 13M 
 
 6H 
 
 14 
 
 9 
 
 y 
 
 19 
 
 2.5 
 
 8X 
 
 3.0 
 
 0.25 
 
 3^ 
 
 
 
 
 
 
 55 
 
 7 
 
 13 
 
 6% 
 
 14 
 
 9 
 
 % 
 
 19 
 
 2.5 
 
 8H 
 
 3.0 
 
 0.25 
 
 l! 
 
 ^"^ , 
 
 ! 
 
 
 75 
 
 7 
 
 13M 
 
 6 
 
 11 
 
 7M 
 
 y 
 
 12 
 
 1.6 
 
 9 
 
 3.0 
 
 0.25 
 
 i 
 
 
 15 
 
 70 and 65 
 
 7 
 
 13% 
 
 6% 
 
 11 
 
 7X 
 
 y 
 
 12 
 
 1.6 
 
 9 
 
 3.0 
 
 0.25 
 
 Ssfi L --^-- J 
 
 
 60 
 
 6M 
 
 12^ 
 
 5^ 
 
 11 
 
 7X 
 
 y 
 
 11 
 
 1.6 
 
 8 
 
 2.7 
 
 0.25 
 
 
 55 
 
 6H 
 
 12% 
 
 5% 
 
 11 
 
 7H 
 
 y 
 
 11 
 
 1.6 
 
 8 
 
 2.7 
 
 0.25 
 
 %" Cored Holes 
 
 15 
 
 50 and 45 
 
 6X 
 
 12Ji 
 
 6 
 
 11 
 
 7K 
 
 x 
 
 12 
 
 1.6 
 
 8 
 
 2.7 
 
 0.25 
 
 
 
 : 42 
 
 WA 
 
 12 
 
 6 
 
 11 
 
 7J4 
 
 M 
 
 12 
 
 1.6 
 
 8 
 
 2.7 
 
 0.25 
 
 
 12 
 
 55 
 
 6 
 
 11% 
 
 5% 
 
 8% 
 
 5 
 
 y 
 
 9 
 
 1.3 
 
 8 
 
 2.7 
 
 0.25 
 
 
 ' 50 
 
 6 
 
 HM 
 
 5% 
 
 8% 
 
 5 
 
 y 
 
 9 
 
 1.3 
 
 8 
 
 2.7 
 
 0.25 
 
 
 
 45 
 
 6 
 
 HJ€ 
 
 5% 
 
 8% 
 
 5 
 
 y 
 
 9 
 
 1.3 
 
 754 
 
 2.6 
 
 0.25 
 
 
 12 
 
 40 and 35 
 
 6 
 
 liM 
 
 5Vi 
 
 m 
 
 5 
 
 y 
 
 9 
 
 1.3 
 
 IX 
 
 2.6 
 
 0.25 
 
 
 
 31.5 
 
 6 
 
 11 
 
 5K 
 
 8% 
 
 5 
 
 X 
 
 9 
 
 1.3 
 
 7y 
 
 2.6 
 
 0.25 
 
 
 
 40 
 
 5K 
 
 10% 
 
 4% 
 
 7X 
 
 
 y 
 
 6 
 
 1.1 
 
 7y 
 
 1.3 
 
 0.13 
 
 
 10 
 
 \ 35 
 
 5K 
 
 10J^ 
 
 4% 
 
 7y 
 
 
 X 
 
 6 
 
 1.1 
 
 7 
 
 1.3 
 
 0.13 
 
 
 30 
 
 5M 
 
 10M 
 
 5 
 
 7M 
 
 
 y 
 
 7 
 
 1.1 
 
 7 
 
 1.3 
 
 0.13 
 
 
 
 25 
 
 5M 
 
 10 
 
 5 
 
 7X 
 
 
 y 
 
 7 
 
 1.1 
 
 7 
 
 1.3 
 
 0.131 
 
 /fii 1H" 
 
 
 35 
 
 5 
 
 10 
 
 4M 
 
 ey 
 
 
 y 
 
 5 
 
 0.9 
 
 7 
 
 1.3 
 
 0.13 
 
 VH : 
 
 
 30 
 
 5 
 
 9M 
 9M 
 
 4)4 
 4>^ 
 
 6X 
 6K 
 
 
 y 
 y 
 
 5 
 
 0.9 
 
 ey 
 
 ey 
 
 1.2 
 
 0.13 
 
 9 
 
 25 
 
 5 
 
 
 5 
 
 0.9 
 
 1.2 
 
 0.13 
 
 j< » 
 
 1 1 
 
 } 
 
 
 21 
 
 5 
 
 9K 
 
 4M 
 
 6^ 
 
 
 y. 
 
 5 
 
 0.9 
 
 vy 
 
 1.2 
 
 0.13 
 
 4J 
 
 
 
 
 1 
 
 
 25.5 
 
 4^ 
 
 9 
 
 4 
 
 5H 
 
 
 y 
 
 4 
 
 0.8 
 
 6 
 
 1.1 
 
 0.13 
 
 ^"~ 
 
 
 
 - 
 
 J? 
 
 8 
 
 23 
 
 4K 
 
 8% 
 
 4 
 
 5X 
 
 
 X 
 
 4 
 
 0.8 
 
 6 
 
 1.1 
 
 0.13 
 
 /\'' 
 
 
 
 
 ! 
 
 
 20.5 and 18 
 20 
 
 4H 
 
 4M 
 
 8^ 
 
 8H 
 
 4 
 
 4 
 
 5H 
 5 
 
 
 X 
 
 y 
 
 4 
 
 4 
 
 0.8 
 0.7 
 
 6 
 6 
 
 1.1 
 1.1 
 
 0.13 
 0.13 
 
 i 
 
 ~ ' 
 
 r 
 
 
 j 
 
 
 7 
 
 17.5 
 
 4^ 
 
 8M 
 
 4 
 
 5 
 
 
 X 
 
 4 
 
 0.7 
 
 6 
 
 1.1 
 
 0.13. 
 
 t -Ti-i "< -W- J 
 
 
 15 
 
 4M 
 
 8% 
 
 4% 
 
 5 
 
 
 X 
 
 4 
 
 0.7 
 
 6 
 
 1.1 
 
 0.13 
 
 1%. 
 
 
 17.25 
 
 4 
 
 7% 
 
 3MS 
 
 4M 
 
 
 X 
 
 4 
 
 0.6 
 
 5H 
 
 1.1 
 
 0.13 
 
 K" Cored Hole 
 
 6 
 
 14.75 
 
 4 
 
 7^ 
 
 3^ 
 
 4^ 
 
 
 X 
 
 4 
 
 0.6 
 
 5M 
 
 1.1 
 
 0.13 
 
 
 12.25 
 
 4 
 
 7K 
 
 3% 
 
 4^ 
 
 
 X 
 
 4 
 
 0.6 
 
 t>y. 
 
 1.1 
 
 0.13 
 
 
 For 5", 4" and 3" beams, use 1" gas pipe Z\i", 3" and 2%" long respectively. 
 
 248 
 
STRUCTURAL DETAILS 
 
 TIE RODS AND ANCHORS 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 2%"jql}£%"tolH" 
 
 _! c to c. of 
 rff ^""Tbeama. 
 
 % INCH TIE EODS 
 
 _-„V-J 
 
 Lengths and Weights fob Vabiotjs Distances C. to C. of Beams 
 Weights include two Nuts 
 
 CtoC. 
 
 Length 
 
 Weight 
 
 C. to C. 
 
 Length 
 
 Weight 
 
 CtoC 
 
 Length 
 
 Weight 
 
 CtoC. 
 
 Length 
 
 Weight 
 
 Ft.-In. 
 
 Ft.-In. 
 
 Pounds 
 
 Ft.-In. 
 
 Ft.-In. 
 
 Founds 
 
 Ft.-In. 
 
 Ft.-In. 
 
 Founds 
 
 Ft.-In. 
 
 Ft.-In. 
 
 Pounds 
 
 1-0 
 
 1-3 
 
 2.30 
 
 1-3 
 
 1-6 
 
 2.67 
 
 1-6 
 
 1-9 
 
 3.05 
 
 1-9 
 
 2-0 
 
 3.42 
 
 2-0 
 
 2-3 
 
 3.80 
 
 2-3 
 
 2-6 
 
 4.17 
 
 2-6 
 
 2-9 
 
 4.55 
 
 2-9 
 
 3-0 
 
 4.92 
 
 3-0 
 
 3-3 
 
 5.30 
 
 3-3 
 
 3-6 
 
 5.67 
 
 3-6 
 
 3-9 
 
 6.05 
 
 3-9 
 
 4-0 
 
 6.42 
 
 4-0 
 
 4-3 
 
 6.80 
 
 4-3 
 
 4-6 
 
 7.17 
 
 4-6 
 
 4-9 
 
 7.55 
 
 4-9 
 
 5-0 
 
 7.92 
 
 5-0 
 
 5-3 
 
 8.30 
 
 5-3 
 
 5-6 
 
 8.67 
 
 5-6 
 
 5-9 
 
 9.05 
 
 5-9, 
 
 6-0 
 
 9.42 
 
 6-0 
 
 6-3 
 
 9.80 
 
 6-3 
 
 6-6 
 
 10.17 
 
 6-6 
 
 6-9 
 
 10.55 
 
 6-9 
 
 7-0 
 
 10.92 
 
 7-0 
 
 7-3 
 
 11.30 
 
 7-3 
 
 7-6 
 
 11.67 
 
 7-6 
 
 7-9 
 
 12.05 
 
 7-9 
 
 8-0 
 
 12.42 
 
 8-0 
 
 8-3 
 
 12.80 
 
 8-3 
 
 8-6 
 
 13.17 
 
 8-6 
 
 8-9 
 
 13.55 
 
 8-9 
 
 9-0 
 
 13.92 
 
 ANCHORS 
 
 Swedge Bolt 
 
 Government Anchor 
 
 w. 
 
 XX] 
 
 Weight includes Nut 
 
 Diameter 
 
 Length 
 
 Weight 
 
 Inches 
 
 Feet -Inches 
 
 Pounds 
 
 H 
 
 1 
 
 1M 
 
 0-9 
 1-0 
 1-0 
 1-3 
 
 1.3 
 2.3 
 3.1 
 6.1 
 
 Bttilt-In Anchor Bolts 
 
 = .t 
 
 f 
 
 %» Hod 1' 9" long. Wt., 3 lbs. 
 Angle Anchor 
 
 Pier #? 
 
 6 "x %"x 6" 
 Plates 
 
 When center to center of anchors is less than 
 width of washer, use washer with two holes. 
 
 2 Angles 6" x 4" x% 6 " x 0' 2H" 
 Weight with M" bolts, 7 lbs. 
 
 249 
 
CARNEQIE STEEL COMPANY 
 
 BEARING PLATES 
 
 The size and thickness of steel bearing plates depend on the end 
 reaction, length of bearing, and unit pressure. The following table 
 gives sizes for beams of usual spans, the allowable safe loads in thousands 
 of pounds and the span of beams giving equivalent end reactions. 
 Standard Bearing Plates 
 
 Beam 
 
 to 
 
 is 
 
 Bearing Plate 
 
 
 Beam 
 
 to 
 P . 
 
 13 
 
 1* 
 
 Bearing Plate 
 
 Lim. 
 
 Depth, 
 In. 
 
 Wt„ 
 Lbs. 
 
 Size, 
 In. 
 
 Wt., 
 Lbs. 
 
 Max. 
 Safe 
 Load 
 
 Span 
 
 of 
 Beam, 
 
 Ft. 
 
 Depth, 
 In. 
 
 Wt., 
 Lbs. 
 per 
 Ft. 
 
 Size, 
 In. 
 
 Wt., 
 Lbs. 
 
 Max. 
 Safe 
 Load 
 
 Span 
 
 of 
 Beam, 
 
 Ft. 
 
 27 
 
 24 
 21 
 20 
 18 
 15 
 15 
 12 
 
 90 
 
 80 
 
 60.5 
 
 65 
 
 55 
 
 60 
 
 42 
 
 31.50 
 
 16 
 16 
 16 
 
 1<5 
 16 
 16 
 
 12 
 12 
 
 16x16x1 
 16xl6x 1 
 16xl6x 1 
 16xl6x 1 
 16x16x1 
 16xl6x 1 
 16xl2x 1 
 12xl2xM 
 
 73 
 73 
 73 
 73 
 73 
 73 
 55 
 31 
 
 48.8 
 37.9 
 44.0 
 35.0 
 34.1 
 34.1 
 24.4 
 20 6 
 
 24.0 
 24.5 
 14.2 
 17.8 
 13.8 
 12.6 
 12.9 
 9.3 
 
 10 
 9 
 8 
 7 
 6 
 5 
 4 
 3 
 
 25 
 
 21 
 
 18 
 
 15 
 
 12.25 
 9.75 
 7.50 
 5.50 
 
 8 
 8 
 8 
 8 
 6 
 6 
 4 
 4 
 
 12x8x% 
 12x8x% 
 8x8x5*8 
 8x8xH 
 6x6x)4 
 6x6xH 
 4x4x^g 
 4x4x% 
 
 21 
 
 17 
 
 12 
 
 12 
 
 5 
 
 5 
 
 2 
 
 2 
 
 13.1 
 8.7 
 16.7 
 15.4 
 12.0 
 10.7 
 9.0 
 
 r 7.2 
 
 9^9 
 11.6 
 4.5 
 3.6 
 3.2 
 2.4 
 1.8 
 1.3 
 
 Allowable loads given for standard beams will apply also to supplementary 
 and other beams of equal depth and end reactions. 
 
 Plates of special sizes may be taken from the table of projection 
 coefficients given below, calculated from the following formula. Let 
 A =length of bearing plate, in inches. 
 B =width of bearing plate, in inches, 
 t =thickness of bearing plate, in inches, 
 b =flange width of beam, in inches. 
 R =reaction on bearing plate, in pounds, 
 w =R-^AxB, allowable unit pressure on masonry. 
 
 ■g- , B(B-b) - 3w , 
 
 M= Bf3-zb) = 
 
 B (B— b) = 
 
 •*—. A— v 
 
 wABIB— b) 
 8 
 64000 t2 
 
 = fS=- 
 
 or when f= 16000, 
 
 3w, 
 
 the same as the formula for rolled steel slabs, page 265. 
 
 -Rule : — Take from table on opposite page the proper size bearing plate 
 for the reaction and unit pressure. Multiply the width of the plate by the 
 width minus the width of the beam flange and select from the table below 
 the thickness corresponding to the value for the given unit pressure. 
 
 
 
 
 
 Projection Coefficients 
 
 
 
 
 
 Unit 
 Pressure, 
 
 , Thickness of Bearing Plates, in Inches 
 
 Lbs. per 
 Sq. In. 
 
 % 
 
 y* 
 
 % 
 
 % 
 
 % 
 
 1 
 
 1« 
 
 i.5€ 
 
 m 
 
 IK 
 
 1% 
 
 1M 
 
 VA 
 
 2 
 
 75- 
 
 40.0 
 
 71.1 
 
 111.1 
 
 160 
 
 218 
 
 284 
 
 360 
 
 444 
 
 538 
 
 640 
 
 751 
 
 871 
 
 1000 
 
 1138 
 
 100 
 
 30.0 
 
 53.8 
 
 83.3 
 
 120 
 
 163 
 
 21.3 
 
 270 
 
 333 
 
 403 
 
 480 
 
 563 
 
 653 
 
 750 
 
 858 
 
 125 
 
 24.0 
 
 42.7 
 
 67.7 
 
 96 
 
 131 
 
 171 
 
 216 
 
 267 
 
 323 
 
 384 
 
 451 
 
 523 
 
 600 
 
 683 
 
 150 
 
 20.0 
 
 35.6 
 
 55.6 
 
 80 
 
 109 
 
 142 
 
 180 
 
 222 
 
 269 
 
 320 
 
 376 
 
 436 
 
 500 
 
 569 
 
 175 
 
 17.1 
 
 30.5 
 
 47.6 
 
 69 
 
 93 
 
 122 
 
 154 
 
 190 
 
 230 
 
 274 
 
 3?2 
 
 873 
 
 429 
 
 488 
 
 200 
 
 15.0 
 
 26.7 
 
 41.7 
 
 60 
 
 82 
 
 107 
 
 135 
 
 167 
 
 202 
 
 240 
 
 282 
 
 827 
 
 375 
 
 427 
 
 250 
 
 12.0 
 
 21.3 
 
 33,3 
 
 48 
 
 65 
 
 85 
 
 108 
 
 133 
 
 161 
 
 192 
 
 225 
 
 261 
 
 300 
 
 341 
 
 300 
 
 10.0 
 
 17.8 
 
 27.8 
 
 40 
 
 54 
 
 71 
 
 90 
 
 111 
 
 134 
 
 160 
 
 188 
 
 218 
 
 25(1 
 
 284 
 
 350 
 
 8.6 
 
 15.2 
 
 23.8 
 
 34 
 
 47 
 
 61 
 
 77 
 
 95 
 
 115 
 
 137 
 
 161 
 
 187 
 
 214 
 
 244 
 
 400 
 
 Y.5 
 
 13.3 
 
 20.8 
 
 30 
 
 41 
 
 53 
 
 68 
 
 83 
 
 101 
 
 120 
 
 141 
 
 163 
 
 188 
 
 213 
 
 250 
 
STRUCTURAL DETAILS 
 
 BEARING PLATES 
 Safe Resistances in Thousands of Pounds 
 
 Wall 
 
 Bearing Plates 
 
 Pressure in Pounds per Square Inch 
 
 Bear- 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ing. 
 Inches 
 
 Length, 
 Inches 
 
 Width, 
 Inches 
 
 75 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 350 
 
 400 
 
 4 
 
 4 
 
 4 
 
 1.2 
 
 1.6 
 
 2.0 
 
 2.4 
 
 2.8 
 
 3.2 
 
 4.0 
 
 4.8 
 
 5.6 
 
 6.4 
 
 4 
 
 4 
 
 6 
 
 1.8 
 
 2.4 
 
 3.0 
 
 3.6 
 
 4.2 
 
 4.8 
 
 6.0 
 
 7.2 
 
 8.4 
 
 9.6 
 
 4 
 
 4 
 
 8 
 
 2.4 
 
 3.2 
 
 4.0 
 
 4.8 
 
 5.6 
 
 6.4 
 
 8.0 
 
 9.6 
 
 11.2 
 
 12.8 
 
 6 
 
 6 
 
 6 
 
 2.7 
 
 3.6 
 
 4.5 
 
 5.4 
 
 6.3 
 
 7.2 
 
 9.0 
 
 10.8 
 
 12.6 
 
 14.4 
 
 6 
 
 6 
 
 8 
 
 3.6 
 
 4.8 
 
 6.0 
 
 7.2 
 
 8.4 
 
 9.6 
 
 12.0 
 
 14.4 
 
 16.8 
 
 19.2 
 
 6 
 
 6 
 
 10 
 
 4.5 
 
 6.0 
 
 7.5 
 
 9.0 
 
 10.5 
 
 12.0 
 
 15.0 
 
 18.0 
 
 21.0 
 
 24.0 
 
 8 
 
 8 
 
 8 
 
 4.8 
 
 6.4 
 
 8.0 
 
 9.6 
 
 11.2 
 
 12.8 
 
 16.0 
 
 19.2 
 
 22.4 
 
 25.6 
 
 8 
 
 8 
 
 10 
 
 6.0 
 
 8.0 
 
 10.0 
 
 12.0 
 
 14.0 
 
 16.0 
 
 20.0 
 
 24.0 
 
 28.0 
 
 > 32.0 
 
 8 
 
 8 
 
 12 
 
 7.2 
 
 9.6 
 
 12.0 
 
 14.4 
 
 16.8 
 
 19.2 
 
 24.0 
 
 28.8 
 
 33.6 
 
 38.4 
 
 10 
 
 10 
 
 10 
 
 7.5 
 
 10.0 
 
 12.5 
 
 15.0 
 
 17.5 
 
 20.0 
 
 25.0 
 
 30.0 
 
 35.0 
 
 40,0 
 
 10 
 
 10 
 
 12 
 
 9.0 
 
 12.0 
 
 15.0 
 
 18.0 
 
 21.0 
 
 24.0 
 
 30.0 
 
 36.0 
 
 42.0 
 
 48.0 
 
 10 
 
 10 
 
 14 
 
 10.5 
 
 14.0 
 
 17.5 
 
 21.0 
 
 24.5 
 
 28.0 
 
 35.0 
 
 42.0 
 
 49.0 
 
 56.0 
 
 12 
 
 12 
 
 12 
 
 10.8 
 
 14.4 
 
 18.0 
 
 21.6 
 
 25.2 
 
 28.8 
 
 36.0 
 
 43.2 
 
 50.4 
 
 57.6 
 
 12 
 
 12 
 
 14 
 
 12.6 
 
 16.8 
 
 21.0 
 
 25.2 
 
 29.4 
 
 33.6 
 
 42.0 
 
 50.4 
 
 58.8 
 
 67.2 
 
 12 
 
 12 
 
 16 
 
 14.4 
 
 19.2 
 
 24.0 
 
 28.8 
 
 33.6 
 
 38.4 
 
 48.0 
 
 57.6 
 
 67.2 
 
 76.8 
 
 14 
 
 14 
 
 14 
 
 14.7 
 
 19.6 
 
 24.5 
 
 29,4 
 
 34.3 
 
 39.2 
 
 49.0 
 
 58.8 
 
 68.6 
 
 78.4 
 
 14 
 
 14 
 
 16 
 
 16.8 
 
 22.4 
 
 28.0 
 
 33.6 
 
 39.2 
 
 44.8 
 
 56.0 
 
 67.2 
 
 78.4 
 
 89.6 
 
 14 
 
 14 
 
 18 
 
 18.9 
 
 25.2 
 
 31.5 
 
 37.8 
 
 44.1 
 
 50.4 
 
 63.0 
 
 75.6 
 
 88.2 
 
 100.8 
 
 14 
 
 14 
 
 20 
 
 21.0 
 
 28.0 
 
 35.0 
 
 42.0 
 
 49.0 
 
 56.0 
 
 70.0 
 
 84.0 
 
 98.0 
 
 112.0 
 
 16 
 
 16 
 
 16 
 
 19.2 
 
 25.6 
 
 32.0 
 
 38.4 
 
 44.8 
 
 51.2 
 
 64.0 
 
 76.8 
 
 89.6 
 
 102.4 
 
 16 
 
 16 
 
 18 
 
 21.6 
 
 28.8 
 
 36.0 
 
 43.2 
 
 50.4 
 
 57.6 
 
 72.0 
 
 86.4 
 
 100.8 
 
 115.2 
 
 16 
 
 16 
 
 20 
 
 24.0 
 
 32.0 
 
 40.0 
 
 48.0 
 
 56.0 
 
 64.0 
 
 80.0 
 
 96.0 
 
 112.0 
 
 128.0 
 
 16 
 
 16 
 
 . 22 
 
 26.4 
 
 35.2 
 
 44.0 
 
 52.8 
 
 61.6 
 
 70.4 
 
 88.0 
 
 105.6 
 
 123.2 
 
 140.8 
 
 18 
 
 18 
 
 18 
 
 24.3 
 
 32.4 
 
 40.5 
 
 48.6 
 
 56.7 
 
 64.8 
 
 81.0 
 
 97.2 
 
 113.4 
 
 129.6 
 
 18 
 
 18 
 
 20 
 
 27.6 
 
 36.0 
 
 45.0 
 
 54.0 
 
 63.0 
 
 72.0 
 
 90.0 
 
 108.0 
 
 126.0 
 
 144.0 
 
 18 
 
 18 
 
 22 
 
 29.7 
 
 39.6 
 
 49.5 
 
 59.4 
 
 69.3 
 
 79.2 
 
 99.0 
 
 118.8 
 
 138.6 
 
 158.4 
 
 18 
 
 18 
 
 24 
 
 32.4 
 
 43.2 
 
 54.0 
 
 64.8 
 
 75.6 
 
 86.4 
 
 108.0 
 
 129.6 
 
 151.2 
 
 172.8 
 
 20 
 
 20 
 
 20 
 
 30.0 
 
 40.0 
 
 50.0 
 
 60.0 
 
 70.0 
 
 80.0 
 
 100.0 
 
 120.0 
 
 140.0 
 
 160.0 
 
 20 
 
 20 
 
 22 
 
 33.0 
 
 44.0 
 
 55.0 
 
 66.0 
 
 77.0 
 
 88.0 
 
 110.0 
 
 132.0 
 
 154.0 
 
 176.0 
 
 20 
 
 20 
 
 24 
 
 36.0 
 
 48.0 
 
 60.0 
 
 7*2.0 
 
 84.0 
 
 96.0 
 
 120.0 
 
 144.0 
 
 168.0 
 
 192.0 
 
 20 
 
 20 
 
 26 
 
 39.0 
 
 52.0 
 
 65.0 
 
 78.0 
 
 91.0 
 
 104.0 
 
 130.0 
 
 156.0 
 
 182.0 
 
 208.0 
 
 22 
 
 22 
 
 22 
 
 36.3 
 
 48.4 
 
 60.5 
 
 72.6 
 
 84.7 
 
 96.8 
 
 121.0 
 
 145.2 
 
 169.4 
 
 193.6 
 
 22 
 
 22 
 
 24 
 
 39.6 
 
 52.8 
 
 66.0 
 
 79.2 
 
 92.4 
 
 105.6 
 
 132.0 
 
 158.4 
 
 184.8 
 
 211.2 
 
 22 
 
 22 
 
 26 
 
 42.9 
 
 57.2 
 
 71.5 
 
 85.8 
 
 100.1 
 
 114.4 
 
 143.0 
 
 171.6 
 
 200.2 
 
 228.8 
 
 22 
 
 22 
 
 28 
 
 46.2 
 
 61.6 
 
 77.0 
 
 92.4 
 
 107.8 
 
 123.2 
 
 154.0 
 
 184.8 
 
 215.6 
 
 246.4 
 
 24 
 
 24 
 
 24 
 
 43.2 
 
 57.6 
 
 72.0 
 
 86.4 
 
 100.8 
 
 115.2 
 
 144.0 
 
 172.8 
 
 201.6 
 
 230.4 
 
 24 
 
 24 
 
 26 
 
 46.8 
 
 62.4 
 
 78.0 
 
 93.6 
 
 109.2 
 
 124.8 
 
 156.0 
 
 187.2 
 
 218.4 
 
 249.6 
 
 24 
 
 24 
 
 28 
 
 50.4 
 
 67.2 
 
 84.0 
 
 100.8 
 
 117.6 
 
 134,4 
 
 168.0 
 
 201.6 
 
 235.2 
 
 268.8 
 
 24 
 
 24 
 
 30 
 
 54.0 
 
 72.0 
 
 90.0 
 
 108.0 
 
 126.0 
 
 144.0 
 
 180.0 
 
 216.0 
 
 252.0 
 
 288.0 
 
 251 
 
CARNEGIE STEEL COMPANY 
 
 DETAILS FOR PUNCHING AND RIVETING 
 
 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 CONVENTIONAL SIGNS FOR RIVETING 
 
 Shop Rivets 
 
 Countersunk 
 and chipped 
 
 H-$-8f-fr- 
 
 Field Rivets' 
 
 Countersunk 
 and chipped 
 
 i rih 
 
 Countersunk but 
 
 not chipped , 
 
 Max. height. Y& 
 
 Shop Rivets 
 
 „to Vi' high to % : 
 
 1,5 andlfc" Rivets Yi _$tf',t 
 
 i 
 
 fc t. m 
 
 Flattened 
 
 high 
 "Rivets 
 
 ?|-^-j£--#-^-^- 
 
 t4---=b- 
 
 ' ^ ^ ^ 
 
 t-JH-^^t-t-l-^ 
 
 sfe 
 
 ^p- 
 
 ■$-$"$""$"-: 
 
 i— cta—cb- 
 
 qa <£i Cfi— cfr 
 
 ^ 
 
 GAGES FOE ANGLES, INCHES 
 
 Leg 
 
 8 
 
 7 
 
 6 
 
 5 
 
 4 
 
 3X 
 
 3 
 
 2K 
 
 2 
 
 1M 
 
 1M 
 
 m 
 
 IX 
 
 1 
 
 % 
 
 gl 
 g2 
 g3 
 
 3 
 3 
 
 4 
 
 2M 
 3 
 
 ay* 
 
 2K 
 2J€ 
 
 3 
 
 2 
 1M 
 
 2y 2 
 
 2 
 
 m 
 
 ih 
 
 IK 
 
 l 
 
 Ji 
 
 Vs 
 
 %, 
 
 % 
 
 K 
 
 Max. rivet 
 
 IK 
 
 1 
 
 K 
 
 K 
 
 % 
 
 K 
 
 Vs 
 
 M 
 
 M 
 
 H 
 
 K 
 
 Vs 
 
 % 
 
 H 
 
 K 
 
 k-g2,tg3J 
 
 For column details, 6" leg (}i inch thiek or less) against column shaft, g 2 = 1%", g s = 3". 
 For diagonal angles, etc., gage in middle, where riveted leg equals or exceeds 3" for %," rivets, 
 SH" for K" rivets. 
 
 Use special gages to adapt work to multiple punch, or to secure desirable details. 
 
 CLEARANCE FOR 
 "WEB RIVETING 
 
 4> a_ 
 
 RIVETS IN 
 CRIMPED ANGLES 
 
 STANDARD 
 RIVET DIES 
 
 =5= 
 
 r 
 
 3 
 
 6":lH"_For_5£Eivets 
 
 n 
 
 
 *3 
 
 lW^.f __I1_A" _"— Distance x should be 1J4" plus thickness 
 
 1%'i-fi'- . '_' l^L _" of c ' 10r ^ m s' es . but never less than 2". 
 
 -^p 
 
 
 
 
 2" 
 
 For %" Rivets 
 
 ^2mJ " %" " 
 
 .2%"! " %" . - 
 
 jomi •• 1" ■• 
 
 ■X 
 
 .---i^'.J.-.. 
 
 CLEARANCE FOR COVER PLATE RIVETING 
 Dimensions in Inches 
 
 e 
 d 
 
 2% 
 
 1 
 
 2 °A 
 
 2% 
 
 2 
 2»4 
 
 2H 
 25* 
 
 3 
 
 2^ 
 
 3 
 
 4 
 3H 
 
 4H 
 3^ 
 
 5 
 3« 
 
 5H 
 3X 
 
 6 
 
 3^ 
 
 t 
 d 
 
 
 2\i 
 
 2X 
 
 1 
 2H 
 
 2 
 
 2 
 
 1^ 
 
 2.H 
 
 
 
 
 
 
 
 252 
 
STRUCTURAL DETAILS 
 
 RIVET SPACING 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 MINIMUM STAGGER FOR RIVETS 
 
 \4> 
 
 
 'tnE^B 
 
 Dia. 
 
 Minimum stagger, d, inches 
 
 of 
 Rivet, 
 
 c, Inches 
 
 Inches 
 
 1% 
 
 1%6 
 
 1% 
 
 l E /io 
 
 1% 
 
 1A 
 
 IK 
 
 1%6 
 
 ik 
 
 1% 
 
 W 
 
 l!%e 
 
 IK 
 
 l 1B Ae2Me 
 
 2%o 
 
 2%o 
 
 % 
 
 If 
 
 K 
 
 H 
 
 11 
 
 H 
 
 A 
 
 
 
 
 
 
 
 
 
 
 
 
 
 % 
 
 IK 
 
 lft 
 
 m 
 
 lft 
 
 15 
 
 H 
 
 M 
 
 A 
 
 % 
 
 
 
 
 
 
 
 
 
 
 % 
 
 1H 
 
 lft 
 
 i% 
 
 1A 
 
 IK 
 
 1A 
 
 IK 
 
 1 
 
 is 
 
 IS 
 
 % 
 
 A 
 
 
 
 
 
 
 
 i 
 
 11? 
 
 1% 
 
 HI 
 
 IK 
 
 lft 
 
 IK 
 
 1A 
 
 IK 
 
 1A 
 
 lft 
 
 1H 
 
 l 
 
 K 
 
 M 
 
 
 
 
 
 1H 
 
 2ft 
 
 2 
 
 US 
 
 US 
 
 IK 
 
 its 
 
 IK 
 
 HI 
 
 IK 
 
 1A 
 
 IK 
 
 IK 
 
 1A 
 
 IK 
 
 1 
 
 li 
 
 
 
 DISTANCE CENTER TO CENTER OP STAGGERED RIVETS 
 Values of x for varying values of a and b 
 
 "1 
 
 i 
 
 b, 
 In. 
 
 a, Inches 
 
 7 /s 
 
 1 
 
 m 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 IK 
 
 1% 
 
 2 
 
 2K 
 
 2K 
 
 2K 
 
 2K 
 2K 
 
 1H 
 
 1A 
 
 IK 
 
 1ft 
 
 HI 
 
 W 
 
 IK 
 
 2 
 
 2ft 
 
 2ft 
 
 2ft 
 
 2% 
 
 2K 
 
 2% 
 
 IK 
 
 1A 
 
 IK 
 
 'HI 
 
 1% 
 
 iVs 
 
 US 
 
 2A 
 
 2K 
 
 2K 
 
 2K 
 
 2ft 
 
 2ft 
 
 211 
 
 212 
 
 1% 
 
 w 
 
 Hi 
 
 1% 
 
 VA 
 
 US 
 
 2 
 
 2H 
 
 2ft 
 
 2ft 
 
 2ft 
 
 2K 
 
 2,% 
 
 2M 
 
 2% 
 
 IK 
 
 m 
 
 H8 
 
 1% 
 
 US 
 
 2 
 
 2K 
 
 2ft 
 
 2ft 
 
 2% 
 
 2K 
 
 2H 
 
 211 
 
 218 
 
 25! 
 
 Wi 
 
 v/ s 
 
 1% 
 
 2 
 
 2A 
 
 2K 
 
 2ft 
 
 2ft 
 
 2% 
 
 2H 
 
 2ft 
 
 211 
 
 2K 
 
 m 
 
 3 
 
 
 us 
 
 2A 
 
 2 
 
 2H 
 
 2A 
 2ft 
 
 2K 
 
 2ft 
 
 2ft 
 2K 
 
 2H 
 
 2K 
 
 2ft 
 
 2ft 
 
 2ft 
 2% 
 
 2K 
 2K 
 
 2M 
 211 
 
 2% 
 21S 
 
 2\% 
 3 
 
 3ft 
 
 3K 
 
 2K 
 
 2ft 
 
 2 
 
 2H 
 
 2A 
 
 2A 
 
 2M 
 2A 
 
 2ft 
 2% 
 
 2H 
 
 "2ft 
 
 2ft 
 2K 
 
 2K 
 
 2ft 
 
 2K 
 2K 
 
 2H 
 211 
 
 218 
 21S 
 
 21S 
 3 
 
 3 
 
 3ft 
 
 3K 
 3ft 
 
 3ft 
 3K 
 
 2% 
 
 211 
 
 2K 
 
 2A 
 
 2A 
 
 2H 
 
 2ft 
 
 2% 
 
 211 
 
 2% 
 
 2K 
 
 21 S 
 
 3 
 
 3A 
 
 3ft 
 
 3K 
 
 3K 
 
 2% 
 2K 
 
 2K 
 
 2ft 
 
 2K 
 2K 
 
 213 
 2,8 
 
 2K 
 2K 
 
 218 
 21 S 
 
 2% 
 3 
 
 21S 
 3A 
 
 3 
 
 3K 
 
 3K 
 3ft 
 
 3ft 
 
 3Ji 
 
 3K 
 3K 
 
 3K 
 
 3lB 
 
 3ft 
 3, 9 „ 
 
 2K 
 
 211 
 
 Values below and to right of upper zigzag line are large enough for J 
 Values below and to right of lower zigzag line are large enough for J 
 
 MINIMUM RIVET SPACING 
 
 ' rivets, 
 rivets. 
 
 
 IhhUh 
 
 Dia. of Rivet, Inches 
 
 k 
 
 K 
 
 'A 
 
 K 
 
 K 
 
 K 
 
 1 
 
 IK 
 
 x, Minimum, Inches. 
 
 i 
 
 IK 
 
 W 
 
 2 
 
 2K 
 
 2H 
 
 3 
 
 3K 
 
 I- 
 
 253 
 
CARNEGIE STEEL COMPANY 
 
 REDUCTION OF AREA FOR RIVET HOLES 
 Area in Square Inehes=Diameter of Hole by Thickness of Metal 
 
 Thickness 
 
 
 
 
 Diameter of Hole in 
 
 inches 
 
 
 
 
 
 of Metal, 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Inches 
 
 % 
 
 % 
 
 %« 
 
 % 
 
 !Me 
 
 % 
 
 me 
 
 % 
 
 *%• 
 
 1 
 
 VAa 
 
 1% 
 
 ft 
 
 .05 
 
 .09 
 
 .11 
 
 .12 
 
 .13 
 
 .14 
 
 .15 
 
 .16 
 
 .18 
 
 .19 
 
 .20 
 
 .21 
 
 U 
 
 .06 
 
 .13 
 
 • 14 
 
 .16 
 
 .17 
 
 .19 
 
 .20 
 
 .22 
 
 .23 
 
 .25 
 
 .27 
 
 .28 
 
 ft 
 
 .08 
 
 .16 
 
 .18 
 
 .20 
 
 .21 
 
 .23 
 
 .25 
 
 .27 
 
 .29 
 
 .31 
 
 .33 
 
 .35 
 
 % 
 
 .09 
 
 .19 
 
 .21 
 
 .23 
 
 .26 
 
 .28 
 
 .30 
 
 .33 
 
 .35 
 
 .38 
 
 .40 
 
 .42 
 
 A 
 
 .11 
 
 .22 
 
 .25 
 
 .27 
 
 .30 
 
 .33 
 
 .3ff 
 
 .38 
 
 .41 
 
 .44 
 
 .46 
 
 .49 
 
 H 
 
 .13 
 
 .25 
 
 .28 
 
 .31 
 
 .34 
 
 .38 
 
 .41 
 
 .44 
 
 .47 
 
 .50 
 
 .53 
 
 .56 
 
 ft- 
 
 .14 
 
 .28 
 
 .32 
 
 .35 
 
 .39 
 
 .42 
 
 .46 
 
 .49 
 
 .53 
 
 .56 
 
 .60 
 
 .63 
 
 % 
 
 .16 
 
 .31 
 
 .35 
 
 .39 
 
 .43 
 
 .47 
 
 .51 
 
 .55 
 
 .59 
 
 .63 
 
 .66 
 
 .70 
 
 a 
 
 .17 
 
 .34 
 
 .39 
 
 .43 
 
 .47 
 
 .52 
 
 .56 
 
 .60 
 
 .64 
 
 .69 
 
 .73 
 
 .77 
 
 % 
 
 .19 
 
 .38 
 
 .42 
 
 .47 
 
 .52 
 
 .56 
 
 .61 
 
 .66 
 
 .70 
 
 .75 
 
 .80 
 
 .84 
 
 H 
 
 .20 
 
 .41 
 
 .46 
 
 .51 
 
 .56 
 
 .61 
 
 .66 
 
 .71 
 
 .76 
 
 .81 
 
 .86 
 
 .91 
 
 % 
 
 .22 
 
 .44 
 
 .49 
 
 .55 
 
 .60 
 
 .66 
 
 .71 
 
 .77 
 
 .82 
 
 .88 
 
 .93 
 
 .98 
 
 a 
 
 .23 
 
 .47 
 
 .53 
 
 .59 
 
 .64 
 
 .70 
 
 .76 
 
 .82 
 
 .88 
 
 .94 
 
 1.00 
 
 1.05 
 
 1 
 
 .25 
 
 .50 
 
 .56 
 
 .63 
 
 .69 
 
 .75 
 
 .81 
 
 .88 
 
 .94 
 
 1.00 
 
 1.06 
 
 1.13 
 
 1A 
 
 .27 
 
 .53 
 
 .60 
 
 .66 
 
 .73 
 
 .80 
 
 .86 
 
 .93 
 
 1.00 
 
 1.06 
 
 1.13 
 
 1.20 
 
 1H 
 
 .28 
 
 .56 
 
 .63 
 
 .70 
 
 .77 
 
 .84 
 
 .91 
 
 .98 
 
 1.05 
 
 1.13 
 
 1.20 
 
 1.27 
 
 1ft 
 
 .30 
 
 .59 
 
 .67 
 
 .74 
 
 .82 
 
 .89 
 
 .96 
 
 1.04 
 
 1.11 
 
 1.19 
 
 1.26 
 
 1.34 
 
 1M 
 
 .31 
 
 .63 
 
 .70 
 
 .78 
 
 .86 
 
 .94 
 
 1.02 
 
 1.09 
 
 1.17 
 
 1.25 
 
 1.33 
 
 1.41 
 
 1A 
 
 .33 
 
 .66 
 
 .74 
 
 .82 
 
 .90 
 
 .98 
 
 1.07 
 
 1.15 
 
 1.23 
 
 1.31 
 
 1.39 
 
 1.48 
 
 i« 
 
 .34 
 
 .69 
 
 .77 
 
 .86 
 
 .95 
 
 1.03 
 
 1.12 
 
 1.20 
 
 1.29 
 
 1.38 
 
 1.46 
 
 1.55 
 
 ii'« 
 
 .36 
 
 .72 
 
 .81 
 
 .90 
 
 .99 
 
 1.08 
 
 1.17 
 
 1.26 
 
 1.35 
 
 1.44 
 
 1.53 
 
 1.62 
 
 1M 
 
 .38 
 
 .75 
 
 .84 
 
 .94 
 
 1.03 
 
 1.13 
 
 1.22 
 
 1.31 
 
 1.41 
 
 1.50 
 
 1.59 
 
 1.69 
 
 STAGGER OF RIVETS TO MAINTAIN NET SECTION 
 
 1 Hole Out 
 
 AMERICAN BRIDGE COMPANY STANDARD 
 
 2 Holes Out 
 
 Dimensions in Inches 
 
 ^ 
 
 =t 
 
 U-J 
 
 y=diameter of rivet + H" 
 
 u-b-.iJ 
 
 a-y=V aZ + b2 - 2 y' ai-2y=>/a2+b2-3y 
 
 b=-v|2ay+y2 
 
 b=-y|2ay+y 2 
 
 a 
 
 %" 
 Rivet 
 
 %" 
 
 Rivet 
 
 ai 
 
 %" 
 
 Rivet 
 
 %" 
 Rivet 
 
 b 
 
 b 
 
 b 
 
 b ' 
 
 l 
 
 2 
 3 
 
 4 
 
 4X 
 
 1% 
 
 m 
 
 2^ 
 2ft 
 
 m 
 
 2il 
 
 1M 
 
 2 
 
 2M 
 
 2ft 
 
 2 b A 
 
 2H 
 
 3 ■ 
 
 3ft 
 
 5 
 
 6 
 
 6^ 
 
 7 
 
 8* 
 
 8H 
 
 3A 
 
 3J| 
 3J4 
 
 IB 
 
 3% 
 4 
 
 3ft 
 
 3M 
 
 3% 
 
 ZH 
 
 3% 
 
 4 
 
 4H 
 
 4K 
 
 a=sum of gauges minus thickness of angle. 
 
 Yt" rivets, can be taken at y%" less than for J£" rivets. 
 
 1" rivets, can be taken at W more than for J£" rivets. 
 
 254 
 
RIVETS AND PINS 
 
 STRESSES IN RIVETS AND PINS 
 
 Rivets. In transmitting stresses between riveted pieces, it is 
 customary to disregard friction and to proportion rivets to the entire 
 stress to be transmitted. They must be of sufficient size and number 
 to resist shear and to afford such bearing area as not to cause distor- 
 tion of the metal at the rivet holes. In the case of beams which frame 
 opposite and of single web girders, this latter condition often necessi- 
 tates a greater thickness of web than required by the shearing stresses. 
 In a plate girder with %e" web, %" rivets connecting the web with 
 the flange angles would have a bearing value at 24,000 pounds unit 
 stress of 5,630 pounds per rivet, while their value in double shear at 
 12,000 pounds unit stress is 10,600 pounds per rivet; and it might be 
 necessary to increase the web thickness to Yt' or more in order that 
 the pressure of the rivets upon the metal be not excessive. 
 
 ?ins. Pins must be calculated for shearing, bending and bearing 
 stresses, but one of the latter two will in most cases determine the 
 size. When groups of bars are connected to the same pin, as in the 
 lower chord of truss bridges, the size of the bars must be so chosen 
 and the bars so placed that at no point on the pin will there be any 
 excessive bending stress. When the size of pin has been determined 
 from the bending stress, the thickness of the bars or web of the post 
 should be investigated to provide sufficient bearing area, the bars 
 being thickened or pin plates added if necessary. 
 
 The following is the formula for flexure applied to pins: 
 M= f ir d 3 ■+■ 32 or =f A d -s- 8, in which M == moment of forces 
 for any section through pin, f=fiber stress per square inch in 
 bending, A = the area of section, d = diameter, it =3.14159. The 
 forces are assumed to act in a plane passing through the axis of the 
 
 pin. 
 
 Example 1. — A pin, see figure, has to, carry a load of 
 64,000 pounds; required the size at 24,000 pounds fiber 
 stress, assuming the distance between points of support 
 to be 5 inches. 
 
 Bending moment=64,000 x5-f 4=80,000 inch pounds ; 
 use a 3M inch pin; allowed moment: 80,900 inch pounds. 
 
 Example 2. — Required the thickness of metal in the 
 
 I top chord of a bridge to give sufficient bearing area to a 
 
 3%-inch pin, having to transmit a stress of 121,400 pounds 
 
 at an allowed bearing pressure of 24,000 pounds per square 
 
 inch. 
 
 The bearing value of a 3%-inch pin for 1 inch thickness 
 of metal is 81,000 pounds; therefore, the thickness of metal 
 required=121,400 -=- 81,000=1 H inch, or each web of the 
 chord must be % inch thick, including pin plates. 
 
 + 
 
 JJ J If 
 
 255 
 
CARNEGIE STEEL COMPANY 
 
 RIVETS 
 
 Shearing anp Bearing Values 
 
 Values in Pounds, all Dimensions in Inches 
 
 
 %-INOH RIVETS— Area .1104 Square Inch 
 
 C3 
 
 Unit, Lbs. per Sq. In. 
 
 7000 
 
 8000 
 
 9000 
 
 10000 
 
 11000 
 
 12000 
 
 Single Shear per Rivet 
 
 770 
 
 880 
 
 990 
 
 1100 
 
 1210 
 
 1320 
 
 Double Shear per Rivel 
 
 1540 
 
 1760 
 
 1980 
 
 2200 
 
 2420 
 
 2640 
 
 .9 
 
 Unit, Lba. per Sq. In. 
 
 14000 
 
 16000 
 
 18000 
 
 20000 
 
 22000 
 
 24000 
 
 CQ 
 M 
 
 a 
 
 a 
 
 $ 
 
 a 
 
 A 
 
 660 
 
 980 
 
 1310 
 
 750 
 1130 
 1500 
 
 840 
 1270 
 1690 
 
 940 
 1410 
 1880 
 
 1030 
 1550 
 2060 
 
 1130 
 1690 
 2250 
 
 A 
 H 
 
 1640 
 1910 
 
 1880 
 2250 
 
 2110 
 2530 
 
 2340 
 2810 
 
 2580 
 3090 
 
 2810 
 3380 
 
 V2-INCH RIVETS— Area .1963 Square Inch 
 
 CQ 
 
 Unit, Lbs. per Sq. In. 
 
 7000 
 
 8000 
 
 9000 
 
 10000 
 
 11000 
 
 12000 
 
 Single Shear per Rivet 
 
 1370 
 
 1570 
 
 1770 
 
 1960 
 
 2160 
 
 2360 
 
 Double Shear per Rivet 
 
 ( 2750 
 
 3140 
 
 3530 
 
 3930 
 
 4320 
 
 4710 
 
 If 
 1 
 
 Unit, Lbs. per Sq. In. 
 
 14000 
 
 16000 
 
 18000 
 
 20000 
 
 22000 
 
 24000 
 
 J 
 s 
 
 a 
 
 i 
 
 1 
 
 13 
 
 EH 
 
 M 
 
 ft 
 
 1310 
 1750 
 2190 
 2630 
 
 1500 
 2000 
 2500 
 3000 
 
 1690 
 2250 
 2810 
 3380 
 
 1880 
 2500 
 3130 
 3750 
 
 2060 
 2750 
 3440 
 4130 
 
 2250 
 3000 
 3750 
 4500 
 
 15 
 
 3060 
 3500 
 
 3500 
 4000 
 
 3940 
 4500 
 
 4380 
 5000 
 
 4810 
 5500 
 
 5250 
 6000 
 
 %-INOH RIVETS— Area .3068 Square Inch 
 
 J3 ' 
 CO ' 
 
 Unit, Lba. per Sq. In. 
 
 7000 
 
 8000 
 
 9000 
 
 10000 
 
 ■ 11000 
 
 12000 
 
 Single Shear per Rivet 
 
 2150 
 
 2450 
 
 2760 
 
 3070 
 
 3370 
 
 3680 
 
 Double Shear per Rivet 
 
 4300 
 
 4910 
 
 5520 
 
 6140 
 
 6750 
 
 7360 
 
 s 
 
 Unit, Lbs. per Sq. In. 
 
 14000 
 
 16000 
 
 18000 
 
 20000 
 
 22000 
 
 24000 
 
 3 
 a 
 .9 
 
 ! 
 
 ft 
 H 
 
 a 
 in 
 
 7 
 
 IB 
 
 1640 
 2190 
 2730 
 3280 
 3830 
 
 1880 
 2500 
 3130 
 3750 
 4380 
 
 2110 
 2810 
 3520 
 4220 
 4920 
 
 2340 
 3130 
 3910 
 4690 
 5470 
 
 2580 
 3440 
 4300 
 5160 
 6020 
 
 2810 
 3750 
 4690 
 5630 
 6560 
 
 ft 
 
 4380 
 4920 
 5470 
 
 5000 
 5630 
 6250 
 
 5630 
 6330 
 7040 
 
 6250 
 7030 
 7810 
 
 6880 
 7730 
 8590 
 
 7500 
 8440 / 
 9380 
 
 Values below dotted lines are gueater tban double shear. 
 
 256 
 
RIVETS AND PINS 
 
 RIVETS 
 
 Shearing and Bearing Values 
 
 Values in Pounds, Dimensions in Inches 
 
 %-INCH KIVETS— Area .4418 Square Inch 
 
 M 
 
 Unit, Lbs. per Sq. In 
 
 7000 
 
 8000 
 
 9000 
 
 10000 
 
 11000 
 
 12000 
 
 2 
 
 Single Shear per Rivet 
 
 3090 
 
 3530 
 
 3980 
 
 4420 
 
 4860 
 
 5300 
 
 
 Double Shear per Rivet 
 
 6190 
 
 7070 
 
 7950 
 
 8840 
 
 9720 
 
 10600 
 
 
 Uniti Lbs. per Sq. In. 
 
 14000 
 
 16000 
 
 18000 
 
 20000 
 
 22000 
 
 24000 
 
 
 8 
 
 *a 
 
 a 
 a 
 
 I 
 
 1 
 
 3 
 H 
 
 H 
 
 2630 
 
 3000 
 
 3380 
 
 3750 
 
 4130 
 
 4500 
 
 to 
 
 1 
 
 5 
 TO 
 
 % 
 A 
 
 B 
 
 IT! 
 
 3280 
 3940 
 4590 
 5250 
 5910 
 
 3750 
 4500 
 5250 
 6000 
 6750 
 
 4220 
 5060 
 5910 
 6750 
 7590 
 
 4690 
 5630 
 6560 
 7500 
 8440 
 
 5160 
 6190 
 7220 
 8250 
 9280 
 
 5630 
 6750 
 7880 
 9000 
 10130 
 
 
 Vs 
 
 6560 
 
 7500 
 
 8440 
 
 9380 1 10310 
 
 11250 
 
 %-INCH RIVETS— Area .6013 Square Inch 
 
 M 
 
 Unit, Lbs. per Sq. In. 
 
 7000 
 
 8000 
 
 9000 
 
 10000 
 
 11000 
 
 12000 
 
 3 
 •a 
 
 Single Shear per Rivet 
 
 4210 
 
 4810 
 
 5410 
 
 6010 
 
 6610 
 
 7220 
 
 
 Double Shear per Rive£ 
 
 8420 
 
 9620 
 
 10820 
 
 12030 
 
 13230 
 
 14430 
 
 
 Unit, Lbs. per Sq. In. 
 
 14000 
 
 16000 
 
 18000 
 
 20000 
 
 22000 
 
 24000 
 
 
 03 
 <U 
 
 o 
 d 
 
 .5 
 
 § 
 
 a 
 
 _M 
 o 
 
 13 
 
 H 
 
 3060 
 3830 
 
 3500 
 4380 
 
 3940 
 4920 
 
 4380 
 5470 
 
 4810 
 6020 
 
 5250 
 6560 
 
 * 
 
 S 
 
 % 
 
 IB 
 
 H 
 
 9 
 13 
 
 H 
 
 4590 
 5360 
 6130 
 6890 
 7660 
 
 5250 
 6130 
 7000 
 7880 
 8750 
 
 5910 
 6890 
 7880 
 8860 
 9840 
 
 -6560 
 7660 
 8750 
 9840 
 
 10940 
 
 7220 
 
 8420 
 
 9630 
 
 10830 
 
 12030 
 
 7880 
 
 9190 
 
 10500 
 
 11810 
 
 13130 
 
 
 a 
 
 8420 
 
 9630 
 
 10830 
 
 12030 
 
 13230 
 
 14430 
 
 1-INCH RIVETS— Area .7854 Square Inch 
 
 
 Unit, Lba. per Sq. In. 
 
 7000 
 
 8000 
 
 9000 
 
 10000 
 
 11000 
 
 12000 
 
 .a 
 
 Single Shear per Rivet 
 
 5500 
 
 6280 
 
 7070 
 
 7850 
 
 > 8640 
 
 9420 
 
 
 Double Shear per Rivet 
 
 11000 
 
 12570 
 
 14140 
 
 15710 
 
 17280 
 
 18850 
 
 
 Unit, Lbs. per Sq. In. 
 
 14000 
 
 16000 
 
 18000 
 
 20000 
 
 22000 
 
 24000 
 
 
 
 H 
 
 3500 
 
 4000 
 
 4500 
 
 5000 
 
 5500 
 
 6000 
 
 
 DO 
 
 i% 
 
 4380 
 
 5000 
 
 5630 
 
 6250 
 
 6880 
 
 7500 
 
 
 V 
 
 a 
 t— < 
 
 Vs 
 
 5250 
 
 6000 
 
 6750 
 
 7500 
 
 8250 
 
 9000 
 
 a 
 
 
 6130 
 
 7000 
 
 7880 
 
 8750 
 
 9630 
 
 10500 
 
 03 
 
 
 a 
 
 7000 
 
 8000 
 
 9000 
 
 10000 
 
 11000 
 
 12000 
 
 PQ 
 
 £ 
 
 A 
 
 7880 
 
 9000 
 
 10130 
 
 11250 
 
 12380 
 
 13500 
 
 
 ^ 
 
 Vs 
 
 8750 
 
 10000 
 
 11250 
 
 12500 
 
 13750 
 
 15000 
 
 
 
 n 
 
 9630 
 
 11000 
 
 12380 
 
 13750 
 
 15130 
 
 16500 
 
 
 £ 
 
 %, 
 
 10500 
 
 12000 
 
 13500 
 
 15000 
 
 16500 
 
 18000 
 
 
 'h 
 
 11380 
 
 13660 
 
 14630 
 
 16250 
 
 17880 
 
 19500 
 
 Values above upper dotted lines are less than single shear. 
 Values below lower dotted lines are greater than double shear. 
 
 257 
 

 CARNEQIE 
 
 STEEL COMPANY 
 
 
 
 
 
 PINS 
 
 
 
 
 Bearing Values in Pounds on Metal One Inch Thick 
 
 Bearing Va]ue=Diameter of Pin x Bearing Stress 
 
 per Square Inch 
 
 Pin 
 
 Bearing Stresses in Pounds per Square Inch 
 
 Diameter, 
 Inches 
 
 Area, 
 Sq. In. 
 
 12000 
 
 15000 
 
 20000 
 
 22000 
 
 24000 
 
 1 
 
 1M 
 
 .785 
 1.227 
 1.767 
 2.405 
 
 12000 
 15000 
 18000 
 21000 
 
 15000 
 18800 
 22500 
 26300 
 
 20000 
 25000 
 30000 
 35000 
 
 22000 
 27500 
 33000 
 38500 
 
 24000 
 30000 
 36000 
 42000 
 
 2 
 
 2K 
 2M 
 
 3.142 
 3.976 
 4.909 
 5.940 
 
 24000 
 27000 
 30000 
 33000 
 
 30000 
 33800 
 37500 
 41300 
 
 40000 
 45000 
 50000 
 55000 
 
 44000 
 49500 
 55000 
 60500 
 
 48000 
 54000 
 60000 
 66000 
 
 3 
 3Ji 
 
 3K 
 3M 
 
 7.069 
 
 8.296 
 
 9.621 
 
 11.045 
 
 36000 
 39000 
 42000 
 45000 
 
 45000 
 48800 
 52500 
 56300 
 
 60000 
 65000 
 70000 
 75000 
 
 66000 
 71500 
 77000 
 82500 
 
 72000 
 78000 
 84000 
 90000 
 
 4 
 
 4)1 
 4M 
 
 12.566 
 14.186 
 15,904 
 17.721 
 
 48000 
 51000 
 54000 
 57000 
 
 60000 
 63800 
 67500 
 71300 
 
 80000 
 85000 
 90000 
 95000 
 
 88000 
 
 93500 
 
 99000 
 
 104500 
 
 96000 
 102000 
 108000 
 114000 
 
 5 
 
 5M 
 
 19.635 - 
 21.648 
 23.758 
 25.967 
 
 60000 
 63000 
 66000 
 69000 
 
 75000 
 78800 
 82500 
 86300 
 
 100000 
 105000 
 110000 
 115000 
 
 110000 
 115500 
 121000 
 126500 
 
 120000 
 126000 
 132000 
 138000 
 
 6 
 
 6H 
 en 
 
 6M 
 
 28.274 
 30.680 
 33.183 
 35.785 
 
 72000 
 75000 
 78000 
 81000 
 
 90000 
 
 93800 
 
 97500 
 
 101300 
 
 120000 
 
 , 125000 
 
 130000 
 
 135000 
 
 132000 
 137500 
 143000 
 148500 
 
 144000 
 150000 
 156000 
 162000 
 
 7 
 
 7M 
 - 7M 
 
 38.485 
 41.282 
 44.179 
 47.173 
 
 84000 
 87000 
 90000 
 93000 
 
 105000 
 108800 
 112500 
 116300 
 
 140000 
 145000 
 150000 
 155000 
 
 154000 
 159500 
 165000 
 170500 
 
 168000 
 174000 
 180000 
 186000 
 
 8 
 
 8Ji 
 8)1 
 8M 
 
 50(265 
 53.456 
 56.745 
 60.132 
 
 96000 
 
 99000 
 
 102000 
 
 105000 
 
 120000 
 123800 
 127500 
 131300 
 
 160000 
 165000 
 170000 
 175000 
 
 176000 
 181500 
 187000 
 192500 
 
 192000 
 198000 
 204000 
 210000 
 
 9 
 9M 
 
 9)1 
 9M 
 
 63.617 
 67.201 
 70.882 
 74.662 
 
 108000 
 111000 
 114000 
 117000 
 
 135000 
 138800 
 142500 
 146300 
 
 180000 
 185000 
 190000 
 195000 
 
 198000 
 203500 
 209000 
 214500 
 
 216000 
 222000 
 228000 
 234000 
 
 10 
 10 « 
 10)1 
 10 H 
 
 78.540 
 82.516 
 86.590 
 90.763 
 
 120000 
 123000 
 126000 
 129000 
 
 150000 
 153800 
 157500 
 161300 
 
 200000 
 205000 
 210000 
 215000 
 
 220000 
 225500 
 231000 
 236500 
 
 240000 
 246000 
 252000 
 258000 
 
 11 
 
 ll)i 
 11)1 
 11 % 
 
 12 
 
 95.033 
 
 99.402 
 
 103.869 
 
 108.434 
 
 113.097 
 
 132000 
 135000 
 138000 
 141000 
 144000 
 
 165000 
 168800 
 172500 
 176300 
 180000 
 
 220000 
 225000 
 230000 
 235000 
 240000 
 
 242000 
 247500 
 253000 
 258500 
 264000 
 
 264000 
 270000 
 276000 
 282000 
 
 2SS000 
 
 258 
 

 
 
 RIVETS AND 
 
 PINS 
 
 
 
 
 
 
 1 PINS 
 
 
 
 
 
 Bending Moments In Inch Pounds 
 
 
 
 Bending Moment=(Diameter of Pin)' x 0.098175 x Stress per Square Inch 
 
 Pin 
 
 Fiber Stress in Founds per Square Inch 
 
 
 Diameter, 
 Inches 
 
 Area, 
 Sq.In. 
 
 15000 
 
 18000 
 
 20000 
 
 22000 
 
 22500 
 
 24000 
 
 25000 
 
 1 
 
 1M 
 
 IK 
 
 1M 
 
 .785 
 1.227 
 1.767 
 2.405 
 
 1500 
 2900 
 5000 
 7900 
 
 1800 
 3500 
 6000 
 9500 
 
 2000 
 
 3800 
 
 6600 
 
 10500 
 
 2200 
 
 4200 
 
 7300 
 
 11600 
 
 2200 
 
 4300 
 
 7500 
 
 11800 
 
 2400 
 
 4600 
 
 8000 
 
 12600 
 
 2500 
 
 4800 
 
 8300 
 
 13200 
 
 2 
 
 2M 
 2J| 
 7.% 
 
 3.142 
 3.976 
 4.909 
 5.940 
 
 11800 
 16800 
 23000 
 30600 
 
 14100 
 20100 
 27600 
 36800 
 
 15700 
 22400 
 30700 
 40800 
 
 17300 
 24600 
 33700 
 44900 
 
 17700 
 25200 
 34500 
 45900 
 
 18800 
 26800 
 36800 
 49000 
 
 19600 
 28000 
 38300 
 51000 
 
 3 
 
 3K 
 3H 
 3M 
 
 7.069 
 
 8.296 
 
 9.621 
 
 11.045 
 
 39800 
 50600 
 63100 
 77700 
 
 47700 
 60700 
 75800 
 93200 
 
 53000 
 
 67400 
 
 84200 
 
 103500 
 
 58300 
 
 74100 
 
 92600 
 
 113900 
 
 59600 
 
 75800 
 
 94700 
 
 116500 
 
 63600 
 
 80900 
 
 101000 
 
 124300 
 
 66300 
 
 84300 
 
 105200 
 
 129400 
 
 4 
 
 4M 
 4)| 
 4M 
 
 12.566 
 14.186 
 15.904 
 17.721 
 
 94200 
 113000 
 134200 
 157800 
 
 113100 
 135700 
 161000 
 189400 
 
 125700 
 150700 
 178900 
 210400 
 
 138200 
 165800 
 196800 
 231500 
 
 141400 
 169600 
 201300 
 236700 
 
 150800 
 180900 
 214700 
 252500 
 
 157100 
 188400 
 223700 
 263000 
 
 5 
 
 5K 
 5)1 
 5M 
 
 19.635 
 21.648 
 23.758 
 25.967 
 
 184100 
 213100 
 245000 
 280000 
 
 220900 
 255700 
 294000 
 336000 
 
 245400 
 284100 
 326700 
 373300 
 
 270000 
 312500 
 359300 
 410600 
 
 276100 
 319600 
 367500 
 419900 
 
 294500 
 340900 
 392000 
 447900 
 
 306800 
 355200 
 408300 
 466600 
 
 6 
 6K 
 
 6M 
 
 28.274 
 30.680 
 33.183 
 35.785 
 
 318100 
 359500 
 404400 
 452900 
 
 381700 
 431400 
 485300 
 543500 
 
 424100 
 479400 
 539200 
 603900 
 
 466500 
 527300 
 593100 
 664300 
 
 477100 
 539300 
 606600 
 679400 
 
 508900 
 575200 
 647100 
 724600 
 
 530100 
 599200 
 674000 
 754800 
 
 7 
 
 ?S 
 
 7% 
 
 38.485 
 41.282 
 44.179 
 47.173 
 
 505100 
 561200 
 621300 
 685500 
 
 606100 
 673400 
 745500 
 822600 
 
 673500 
 748200 
 828400 
 914000 
 
 740800 
 
 823100 
 
 911200 
 
 1005400 
 
 757700 
 
 841800 
 
 931900 
 
 1028200 
 
 808200 
 
 897900 
 
 994000 
 
 1096800 
 
 841800 
 
 935300 
 
 1035400 
 
 1142500 
 
 8 
 
 8M 
 8)i 
 8M 
 
 50.265 
 53.456 
 56.745 
 60.132 
 
 754000 
 826900 
 904400 
 986500 
 
 904800 
 
 992300 
 
 1085300 
 
 1183900 
 
 1005300 
 1102500 
 1205800 
 1315400 
 
 1105800 
 1212800 
 1326400 
 1446900 
 
 1131000 
 1240400 
 1356600 
 1479800 
 
 1206400 
 1323000 
 1447000 
 1578500 
 
 1256600 
 1378200 
 1507300 
 1644200 
 
 9 
 
 9K 
 9% 
 
 63.617 
 67.201 
 70.882 
 74.662 
 
 1073500 
 1165500 
 1262600 
 1364900 
 
 1288300 
 1398600 
 1515100 
 1637900 
 
 1431400 
 1554000 
 1683500 
 1819900 
 
 1574500 
 1709400 
 1851800 
 2001900 
 
 1610300 
 1748300 
 1893900 
 2047400 
 
 1717700 
 1864800 
 2020100 
 2183900 
 
 1789200 
 1942500 
 2104300 
 2274900 
 
 10 
 
 10 M 
 10)1 
 10 Ji 
 
 78.540 
 82.516 
 86.590 
 90.763 
 
 1472600 
 1585900 
 1704700 
 1829400 
 
 1767100 
 1903000 
 2045700 
 2195300 
 
 1963500 
 2114500 
 2273000 
 2439200 
 
 2159800 
 2325900 
 2500300 
 2683200 
 
 2208900 
 2378800 
 2557100 
 2744100 
 
 2356200 
 2537400 
 2727600 
 2927100 
 
 2454400 
 2643100 
 2841200 
 3049100 
 
 11 
 11M 
 
 12 
 
 95.033 
 
 99.402 
 
 103.869 
 
 108.434 
 
 113.097 
 
 1960100 
 2096800 
 2239700 
 2388900 
 2544700 
 
 2352100 
 2516100 
 2687600 
 2866700 
 3053600 
 
 2613400 
 2795700 
 2986200 
 3185300 
 3392900 
 
 2874800 
 3075200 
 3284900 
 3503800 
 3732200 
 
 2940100 
 3145100 
 3359500 
 3583400 
 3817000 
 
 3136100 
 3354800 
 3583500 
 3822300 
 4071500 
 
 3266800 
 3494600 
 3732800 
 3981600 
 4241200 
 
 259 
 
CARNEQIE STEEL COMPANY 
 
 
 
 
 
 
 ANGLES 
 
 
 
 
 
 
 Allowable Tension Values in Thousands op 
 
 Pounds 
 
 
 
 Maximum Fiber Stress 16000 Pounds per 
 
 Square Inch 
 
 
 Size, 
 
 luetics 
 
 Thick- 
 ness, 
 Inches 
 
 Weight 
 
 per Foot, 
 
 Founds 
 
 Area, 
 Inches 2 
 
 Net Areas and Stresses 
 
 — Two Holes Deducted 
 
 %-Inch Rivets 
 
 %-Inch Rivets 
 
 jj-6-Inch Rivets 
 
 
 
 
 
 
 
 
 
 
 
 
 Area, 
 Inches 2 
 
 Stress 
 
 Area, 
 Inches 2 
 
 Stress 
 
 Area, 
 Inches - 
 
 Stress 
 
 - 8x 
 
 8 
 
 1 
 
 51.0 
 
 15.00 
 
 13.00 
 
 208.0 
 
 13.25 
 
 212.0 
 
 
 
 8 x 
 
 s 
 
 H 
 
 48.1 
 
 14.12 
 
 12.24 
 
 195.8 
 
 12.48 
 
 199.7 
 
 
 
 8 x 
 
 8 
 
 Va 
 
 45.0 
 
 13.23 
 
 11.48 
 
 183.7 
 
 11.70 
 
 187.2 
 
 
 
 8 x 
 
 8 
 
 iS 
 
 42.0 
 
 12.34 
 
 10.72 
 
 171.5 
 
 10.92 
 
 174.7 
 
 
 
 8x 
 
 8 
 
 % 
 
 38.9 
 
 11.44 
 
 9.94 
 
 159.0 
 
 10.13 
 
 162.1 
 
 
 
 8 x 
 
 8 
 
 it 
 
 35.8 
 
 10.53 
 
 9.16 
 
 146.6 
 
 9.33 
 
 149.3 
 
 
 
 8 x 
 
 S 
 
 Vs 
 
 32.7 
 
 9.61 
 
 8.36 
 
 133.8 
 
 8.52 
 
 136.3 
 
 8.67 
 
 138.7 
 
 8 x 
 
 8 
 
 IS 
 
 29.6 
 
 8.68 
 
 7.55 
 
 120.8 
 
 7.70 
 
 123.2 
 
 7.84 
 
 125.4 
 
 8 x 
 
 8 
 
 H 
 
 26.4 
 
 7.75 
 
 6.75 
 
 108.0 
 
 6.87 
 
 109.9 
 
 7.00 
 
 112.0 
 
 8 x 
 
 6 
 
 l 
 
 44.2 
 
 13.00 
 
 11.00 
 
 176.0 
 
 11.25 
 
 180.0 
 
 
 
 8x 
 
 6 
 
 it 
 
 41.7 
 
 12.25 
 
 10.37 
 
 165.9 
 
 10.61 
 
 169.8 
 
 
 
 8x 
 
 6 
 
 % 
 
 39.1 
 
 11.48 
 
 9.73 
 
 155.7 
 
 9.95 
 
 159.2 
 
 
 
 8x 
 
 6 
 
 1% 
 
 36.5 
 
 10.72 
 
 9.10 
 
 145.6 
 
 9.30 
 
 148.8 
 
 
 
 8 x 
 
 e 
 
 « 
 
 33.8 
 
 9.94 
 
 8.44 
 
 135.0 
 
 8.63 
 
 138.1 
 
 
 
 8 x 
 
 6 
 
 1 H 
 
 31.2 
 
 - 9.15 
 
 7.78 
 
 124.5 
 
 7.95 
 
 127.2 
 
 
 
 8 x 
 
 6 
 
 H 
 
 28.5 
 
 8.36 
 
 7.11 
 
 113.8 
 
 7.27 
 
 116.3 
 
 7.42 
 
 118.7 
 
 8 x 
 
 6 
 
 A 
 
 25.7 
 
 7.56 
 
 6.43 
 
 102.9 
 
 6.58 
 
 105.3 
 
 6.72 
 
 107.5 
 
 8 x 
 
 6 
 
 M 
 
 23.0 
 
 6.75 
 
 5.75 
 
 92.0 
 
 5.87 
 
 93.9 
 
 6.00 
 
 96.0 
 
 8 x 
 
 6 
 
 A 
 
 20.2 
 
 5.93 
 
 5.05 
 
 80.8 
 
 5.16 
 
 82.6 
 
 5.27 
 
 84.3 
 
 6x 
 
 6 
 
 & 
 
 33.1 
 
 9.73 
 
 7.98 
 
 127.7 
 
 8.20 
 
 131.2 
 
 
 
 6 x 
 
 6 
 
 11 
 
 31.0 
 
 9.09 
 
 7.47 
 
 119.5 
 
 7.67 
 
 122.7 
 
 
 
 6 x 
 
 6 
 
 M 
 
 28.7 
 
 8.44 
 
 6.94 
 
 111.0 
 
 7.13 
 
 114.1 
 
 
 
 6 x 
 
 G 
 
 1* ■ 
 
 26.5 
 
 7.78 
 
 - 6.41 
 
 102.6 
 
 6.58 
 
 105.3 
 
 
 
 6 x 
 
 (J 
 
 « 
 
 24.2 
 
 7.11 
 
 5.86 
 
 93.8 
 
 6.02 
 
 96.3 
 
 6.17 
 
 98.7 
 
 6 x 
 
 6 
 
 A 
 
 21.9 
 
 6.43 
 
 5.30 
 
 84.8 
 
 5.45 
 
 87.2 
 
 5.59 
 
 89.4 
 
 6 x 
 
 6 
 
 M 
 
 19.6 
 
 5.75 
 
 4.75 
 
 76.0 
 
 4.87 
 
 77.9 
 
 5.00 
 
 80.0 
 
 6 x 
 
 6 
 
 7 
 13 
 
 17.2 
 
 5.06 
 
 4.18 
 
 66.9 
 
 4.29 
 
 68.6 
 
 4.40 
 
 70.4 
 
 6 x 
 
 6 
 
 M 
 
 14.9 
 
 4.36 
 
 3.61 
 
 57.8 
 
 3.70 
 
 59.2 
 
 3.80 
 
 60.8 
 
 6x 
 
 4 
 
 ft 
 
 27.2 
 
 7.98 
 
 6.23 
 
 99.7 
 
 6.45 
 
 103.2 
 
 
 
 Ox 
 
 4 
 
 « 
 
 25.4 
 
 7.47 
 
 5.85 
 
 93.6 
 
 6.05 
 
 96.8 
 
 
 
 6 x 
 
 4 
 
 M 
 
 23.6 
 
 6.94 
 
 5.44 
 
 87.0 
 
 5.63 
 
 90.1 
 
 
 
 6 x 
 
 4 
 
 H 
 
 21.8 
 
 6.40 
 
 5.03 
 
 80.5 
 
 5.20 
 
 83.2 
 
 
 
 6 x 
 
 4 
 
 X 
 
 20.0 
 
 5.86 
 
 4.61 
 
 73.8 
 
 4.77 
 
 76.3 
 
 4.92 
 
 78.7 
 
 6 x 
 
 4 
 
 A 
 
 18.1 
 
 5.31 
 
 4.18 
 
 66.9 
 
 4.33 
 
 69.3 
 
 4.47 
 
 71.5 
 
 6 x 
 
 4 
 
 H 
 
 16.2 
 
 4.75 
 
 3.75 
 
 60.0 
 
 3.87 
 
 61.9 
 
 4.00 
 
 64.0 
 
 6 x 
 
 4 
 
 A 
 
 14.3 
 
 4.18 
 
 3.30 
 
 52.8 
 
 3.41 
 
 54.6 
 
 3.52 
 
 56.3 
 
 6 x 
 
 4 
 
 « 
 
 12.3 
 
 3.61 
 
 2.86 
 
 45.8 
 
 2.95 
 
 47.2 
 
 3.05 
 
 48.8 
 
 5 x 
 
 3H 
 
 J* 
 
 16.8 
 
 4.92 
 
 3.67 
 
 58.7 
 
 3.83 
 
 61.3 
 
 3.98 
 
 63.7 
 
 5 x 
 
 3H 
 
 % 
 
 15.2 
 
 4.47 
 
 3.34 
 
 53.4 
 
 3.49 
 
 55.8 
 
 3.63 
 
 58.1 
 
 5 x 
 
 3M 
 
 13.6 
 
 4.00 
 
 3.00 
 
 48.0 
 
 3.12 
 
 49.9 
 
 3.25 
 
 52.0 
 
 5 x 
 
 3M 
 
 A 
 
 12.0 
 
 3.53 
 
 2.65 
 
 42.4 
 
 2.76 
 
 44.2 
 
 2.87 
 
 45.9 
 
 5 x 
 
 3J3 
 
 % 
 
 10.4 
 
 3.05 
 
 2.30 
 
 36.8 
 
 2.39 
 
 38.2 
 
 2.49 
 
 39.8 
 
 5 x 
 
 ZVi 
 
 A 
 
 8.7 
 
 2.56 
 
 1.93 
 
 30.9 
 
 2.01 
 
 32.2 
 
 2.09 
 
 33.4 
 
 5 x 
 
 3 
 
 ¥ 
 
 12.8 
 
 3.75 
 
 2.75 
 
 44.0 
 
 2.87 
 
 45.9 
 
 3.00 
 
 48.0 
 
 5 x 
 
 3 
 
 TB 
 
 11.3 
 
 3.31 
 
 2.43 
 
 38.9 
 
 2.54 
 
 40.6 
 
 2.65 
 
 42.4 
 
 5 x 
 
 3 
 
 Vs 
 
 9.8 
 
 2.86 
 
 2.11 
 
 33.8 
 
 2.20 
 
 35.2 
 
 2.30 
 
 36.8 
 
 5 x 
 
 3 
 
 A 
 
 8.2 
 
 2.40 
 
 1.77 
 
 28.3 
 
 1.85 
 
 29.6 
 
 1.93 
 
 30.9 
 
 260 
 
TENSION VALUES 
 
 ANGLES 
 
 Allowable Tension Values in Thousands op Pounds 
 Maximum Fiber Stress, 16000 Pounds per Square Inch 
 
 
 Thick- 
 
 Weight 
 per Foot, 
 
 Area, 
 
 Net Areas and Stresses 
 
 —One Hole Deducted 
 
 Size, 
 
 K-Inch Rivets 
 
 %-Inch Rivets 
 
 ^-Inch Rivets 
 
 Inches 
 
 ness, 
 
 Inches ~ 
 
 
 
 
 
 
 
 
 Inches 
 
 Pounds 
 
 
 Area, 
 IncheB 2 
 
 Stress 
 
 ' Area, 
 Inches 2 
 
 Stress 
 
 Area, 
 Inches 2 
 
 Stress 
 
 6x G 
 
 JT 
 
 33.1 
 
 9.73 
 
 8.85 
 
 141.6 
 
 8.96 
 
 143.4 
 
 
 
 6x G 
 
 il 
 
 31.0 
 
 9.09 
 
 8.28 
 
 132.5 
 
 8.38 
 
 134.1 
 
 
 
 6x6 
 
 H 
 
 28.7 
 
 8.44 
 
 7.69 
 
 123.0 
 
 7.78 
 
 124.5 
 
 
 
 6x6 
 
 a 
 
 26.5 
 
 7.78 
 
 7.09 
 
 113.4 
 
 7.18 
 
 114.9 
 
 
 
 6x6 
 
 % 
 
 24.2 
 
 7.11 
 
 6.48 
 
 103.7 
 
 6.56 
 
 105.0 
 
 6.64 
 
 106.2 
 
 6x 6 
 
 A 
 
 21.9 
 
 6.43 
 
 5.87 
 
 93.9 
 
 5.94 
 
 95.0 
 
 6.01 
 
 96.2 
 
 6 x G 
 
 X 
 
 19.6 
 
 5.75 
 
 5.25 
 
 84.0 
 
 5.31 
 
 85.0 
 
 5.37 
 
 85.9 
 
 6x6 
 
 Iff 
 
 17.2 
 
 5.06 
 
 4.62 
 
 73.9 
 
 4.68 
 
 74.9 
 
 4.73 
 
 75.7 
 
 6x6 
 
 H 
 
 14.9 
 
 4.36 
 
 3.98 
 
 63.7 
 
 4.03 
 
 64.5 
 
 4.08 
 
 G5.3 
 
 6x4 
 
 % 
 
 27.2 
 
 7.98 
 
 7.10 
 
 113.6 
 
 7.21 
 
 115.4 
 
 
 
 6x4 
 
 H 
 
 25.4 
 
 7.47 
 
 6.66 
 
 106.6 
 
 6.76 
 
 108.2 
 
 
 
 6x4 
 
 % 
 
 23.6 
 
 6.94 
 
 6.19 
 
 99.0 
 
 6.28 
 
 100.5 
 
 
 
 6x4 
 
 H 
 
 21.8 
 
 6.40 
 
 5.71 
 
 91.4 
 
 5.80 
 
 92.8 
 
 
 
 6x4 
 
 % 
 
 20,0 
 
 5.86 
 
 5.23 
 
 83.7 
 
 5.31 
 
 85.0 
 
 5.39 
 
 86.2 
 
 6x4 
 
 A 
 
 18.1 
 
 5.31 
 
 4.75 
 
 76.0 
 
 4.82 
 
 77.1 
 
 4.89 
 
 78.2 
 
 6x4 
 
 X 
 
 16.2 
 
 4.75 
 
 4.25 
 
 68.0 
 
 4.31 
 
 69.0 
 
 4.37 
 
 69.9 
 
 6x4 
 
 A 
 
 14.3 
 
 4.18 
 
 3.74 
 
 59.8 
 
 3.80 
 
 60.8 
 
 3.85 
 
 61.6 
 
 6x4 
 
 M 
 
 12.3 
 
 3.61 
 
 3.23 
 
 51.7 
 
 3.28 
 
 52.5 
 
 3.33 
 
 53.3 
 
 5x3^ 
 
 H 
 
 16.8 
 
 4.92 
 
 4.29 
 
 68.6 
 
 4.37 
 
 69.9 
 
 4.45 
 
 71.2 
 
 5x3}^ 
 
 A 
 
 15.2 
 
 4.47 
 
 3.91 
 
 62.6 
 
 3.98 
 
 63.7 
 
 4.05 
 
 64.8 
 
 5x3H 
 
 X 
 
 13.6 
 
 4.00 
 
 3.50 
 
 56.0 
 
 3.56 
 
 57.0 
 
 3.62 
 
 57.9 
 
 5s.ZX 
 
 Iff 
 
 12.0 
 
 3.53 
 
 3.09 
 
 49.4 
 
 3.15 
 
 50.4 
 
 3.20 
 
 51.2 
 
 5x3K 
 
 X 
 
 10.4 
 
 3.05 
 
 2.67 
 
 42.7 
 
 2.72 
 
 43.5 
 
 2.77 
 
 44.3 
 
 5x3Ji 
 
 6 
 
 IB 
 
 8.7 
 
 2.56 
 
 2.25 
 
 36.0 
 
 2.29 
 
 36.6 
 
 2.33 
 
 37.3 
 
 5x3 
 
 ^ 
 
 15.7 • 
 
 4.61 
 
 3.98 
 
 63.7 
 
 4.06 
 
 65.0 
 
 4.14 
 
 66.2 
 
 5x 3 
 
 A 
 
 14.3 
 
 4.18 
 
 3.62 
 
 57.9 
 
 3.69 
 
 59.0 
 
 3.76 
 
 60.2 
 
 5x3 
 
 
 12.8 
 
 3.75 
 
 3.25 
 
 52.0 
 
 3.31 
 
 53.0 
 
 3.37 
 
 53.9 
 
 5x3 
 
 A 
 
 11.3 
 
 3.31 
 
 2.87 
 
 45.9 
 
 2.93 
 
 46.9 
 
 2.98 
 
 47.7 
 
 5x3 
 
 51 
 
 9.8 
 
 2.86 
 
 2.48 
 
 39.7 
 
 2.53 
 
 40.5 
 
 2.58 
 
 41.3 
 
 5x3 
 
 i"e 
 
 8.2 
 
 2.40 
 
 2.09 
 
 33.4 
 
 2.13 
 
 34.1 
 
 ^2.17 
 
 34.7 
 
 4x4 
 
 Js 
 
 15.7 
 
 4.61 
 
 3.98 
 
 63.7 
 
 4.06 
 
 65.0 
 
 4.14 
 
 66.2 
 
 4x4 
 
 A 
 
 14.3 
 
 4.18 
 
 3.62 
 
 57.9 
 
 3.69 
 
 59.0 
 
 3.76 
 
 60.2 
 
 4x4 
 
 X 
 
 12.8 
 
 3.75 
 
 3.25 
 
 52.0 
 
 3.31 
 
 53.0 
 
 3.37 
 
 53.9 
 
 4x4 
 
 
 11.3 
 
 3.31 
 
 2.87 
 
 45.9 
 
 2.93 
 
 46.9 
 
 2.98 
 
 47.7 
 
 4x4 
 
 % 
 
 9.8 
 
 2.86 
 
 2.48 
 
 39.7 
 
 2.53 
 
 40.5 
 
 2.58 
 
 41.3 
 
 4x4 
 
 
 8.2 
 
 2.40 
 
 2.09 
 
 33.4 
 
 2.13 
 
 34.1 
 
 2.17 
 
 34.7 
 
 4-x 4 
 
 M 
 
 6.6 
 
 1.94 
 
 1.69 
 
 27.0 
 
 1.72 
 
 27.5 
 
 1.75 
 
 28.0 
 
 4x3 
 
 X 
 
 11.1 
 
 3.25 
 
 2.75 
 
 44.0 
 
 2.81 
 
 45.0 
 
 2.87 
 
 45.9 
 
 4x3 
 
 A 
 
 9.8 
 
 2.87 
 
 2.43 
 
 38.9 
 
 2.49 
 
 39.8 
 
 2.54 
 
 40.6 
 
 4x3 
 
 H 
 
 8.5 
 
 2.48 
 
 2.10 
 
 33.6 
 
 2.15 
 
 34.4 
 
 2.20 
 
 35.2 
 
 4x3 
 
 
 7.2 
 
 2.09 
 
 1.78 
 
 28.5 
 
 1.82 
 
 29.1 
 
 1.86 
 
 29.8 
 
 4x3 
 
 M 
 
 5.8 
 
 1.69 
 
 1.44 
 
 23.0 
 
 1.47 
 
 23.5 
 
 1.50 
 
 24.0 
 
 261 
 

 
 CARNEQIE STEEL COMPANY 
 
 
 i 
 
 
 
 
 
 ANGLES 
 
 
 
 
 
 Allowable Tension Values in Thousands of 
 
 Pounds 
 
 
 Maximum Fiber Stress, i6000 Pounds per 
 
 Square Inch 
 
 
 Size, 
 Inches 
 
 Thick- 
 ness, 
 Inches 
 
 Weight 
 per Foot, 
 Pounds 
 
 Area, 
 Inches. 3 
 
 Net Areas and Stresses — One Hole Deducted 
 
 %-Ineh Rivets 
 
 5^ -Inch Rivets 
 
 %-Inch Rivets - 
 
 Area, 
 Inches 2 
 
 Stress 
 
 Area, 
 Inches 2 
 
 Stress 
 
 Area, 
 Inches 2 
 
 Stress 
 
 3Hx3H 
 
 3^x3^ 
 3Hx3H 
 3^x3K 
 • 3^x3M 
 3^x3M 
 3Hx3H 
 
 H 
 
 A 
 
 7 
 
 15 
 
 % 
 A 
 M 
 
 13.6 
 
 12.4 
 11.1 
 9.8 
 8.5 
 7.2 
 5.8 
 
 3.98 
 3.62 
 3.25 
 2.87 
 2.48 
 2.09 
 1.69 
 
 3.35 
 3.06 
 2.75 
 2.43 
 2.10 
 1.78 
 1.44 
 
 53.6 
 49.0 
 44.0 
 38.9 
 33.6 
 28.5 
 23.0 
 
 3.43 
 3.13 
 
 2.81 
 2.49 
 2.15 
 1.82 
 1.47 
 
 54.9 
 50.1 
 45.0 
 39.8 
 34.4 
 29.1 
 23.5 
 
 3.51 
 3.20 
 2.87 
 2.54 
 2.20 
 1.86 
 1.50 
 
 56.2 , 
 
 51.2 
 
 45.9 
 
 40.6 
 
 35.2 
 
 29.8 
 
 24.0 
 
 3Mx 3 
 3Hx 3 
 3^x 3 
 3Mx 3 
 3^x 3 
 
 A 
 
 s 
 15 
 
 X 
 
 10.2 
 9.1 
 7.9 
 6.6 
 5.4 
 
 3.00 
 2.65 
 2.30 
 1.93 
 1.56 
 
 2.50 
 2.21 
 1.92' 
 1.62 
 1.31 
 
 40.0 
 35.4 
 30.7 
 25.9 
 21.0 
 
 2.56 
 2.27 
 1.97 
 1.66 
 1.34 
 
 41.0 
 36.3 
 31.5 
 26.6 
 21.4 
 
 2.62 
 2.32 
 2.02 
 1.70 
 1.37 
 
 41.9 
 37,1 
 32.3 
 27.2 
 21.9 
 
 3^x2K 
 
 3^x2H 
 3^x2^ 
 3^x2K 
 3^x2^ 
 
 A 
 
 A 
 H 
 
 9.4 
 8.3 
 7.2 
 6.1 
 4.9 
 
 2.75 
 2.43 
 2.11 
 1,78 
 1.44 
 
 2.25 
 1.99 
 1.73 
 1.47 
 1.19 
 
 36.0 
 31.8 
 27.7 
 23.5 
 19.0 
 
 2.31 
 2.05 
 1.78 
 1.51 
 1.22 
 
 37.0 
 32.8 
 28.5 
 24.2 
 19.5 
 
 2.37 
 2.10 
 1.83 
 1.55 
 1.25 
 
 37.9 
 33.6 
 29.3 
 24.8 
 20.0 
 
 3x3 
 3x3 
 3x3 
 3x3 
 3x3 
 
 14 
 
 U 
 A 
 
 9.4 
 8.3 
 7.2 
 6.1 
 4.9 
 
 2.75 
 2.43 
 2.11 
 1.78 
 1.44 
 
 2.25 
 1.99 
 1.73 
 1.47 
 1.19 
 
 36.0 
 31.8 
 27.7 
 23.5 
 19.0 
 
 2.31 
 2.05 
 1.78 
 1.51 
 1.22 
 
 37.0 
 32.8 
 28.5 
 24.2 
 19.5 
 
 2.37 
 2.10 
 1.83 
 1.55 
 1.25 
 
 37.9 
 33.6 
 29.3 
 24.8 
 20.0 
 
 3 x2H 
 3 x2^ 
 
 3 x2}£ 
 
 A 
 M 
 
 6.6 
 6.6 
 4.5 
 
 1.92 
 1.62 
 1.31 
 
 1.54 
 1.31 
 1.06 
 
 24.6 
 21.0 
 17.0 
 
 1.59 
 1.35 
 1.09 
 
 25.4 
 21.6 
 17.4 
 
 1.64 
 1.39 
 1.12 
 
 26.2 
 22.2 
 17.9 
 
 2Mx2y 2 
 2^x2H 
 2^x2M 
 2J4x2M 
 
 A 
 
 5.9 
 5.0 
 4.1 
 3.07 
 
 1.73 
 1.47 
 1.19 
 0.90 
 
 
 
 1.40 
 1.20 
 0.97 
 0.74 
 
 22.4 
 19.2 
 15.5 
 11.8 
 
 1.45 
 1.24 
 1.00 
 0.76 
 
 23.2 
 19.8 
 16.0 
 12.2 
 
 2^x 2 
 2^x 2 
 2^x 2 
 2J^X 2 
 
 A 
 X 
 A 
 
 5.3 
 4.5 
 3.62 
 2.75 
 
 1.55 
 1.31 
 1.06 
 0.81 
 
 ' 
 
 
 1.22 
 1.04 
 0.84 
 0.65 
 
 19.5 
 16.6 
 13.4 
 10.4 
 
 1.27 
 1.08 
 0.87 
 0.67 
 
 20.3 
 17.3 
 13.9 
 10.7 
 
 2x2 
 2x2 
 2x2 
 2x2 
 
 N 
 
 A 
 
 A 
 
 4.7 
 3.92 
 3.19 
 2.44 
 
 1.36 
 1.15 
 0.94 
 0.71 
 
 
 
 
 
 1.08 
 0.92 
 0.75 
 0.57 
 
 17.3 
 
 14.7 
 
 12.0 
 
 9.1 
 
 2 X134 
 
 •2 xlM 
 
 2 xlM 
 
 A 
 
 3.39 
 2.77 
 2.12 
 
 1.00 
 0.81 
 0.62 
 
 
 
 
 
 0.77 
 0.62 
 0.48 
 
 12.3 
 9.9 
 7.7 
 
 262 
 
TENSION VALUES 
 
 BARS 
 
 Allowable Tension Values in Thousands op Pounds 
 
 ROUND BARS SQUARE BARS 
 
 
 
 
 Unit 
 
 Unit 
 
 
 
 
 Unit 
 
 Unit 
 
 
 
 
 Stress 
 
 Stress 
 
 
 
 
 Stress 
 
 Stress 
 
 Sine, 
 
 Inches 
 
 Area, 
 Inches 2 
 
 Weight 
 per Foot, 
 Pounds 
 
 16,000 
 Lbs. 
 per 
 
 Square 
 
 20,000 
 Lbs. 
 per 
 
 Square 
 
 Size, 
 Inches 
 
 Area, 
 Inches 2 
 
 Weight 
 per Foot, 
 Pounds 
 
 16,000 
 Lbs. 
 per 
 
 Square 
 Inch 
 
 20,000 
 Lbs. 
 per 
 
 Square 
 Inch 
 
 
 
 
 Inch 
 
 Inch 
 
 
 
 
 y% 
 
 0.012 
 
 0.042 
 
 0.2 
 
 0.3 
 
 M 
 
 0.016 
 
 0.053 
 
 0.3 
 
 0.3 
 
 ft 
 
 0.028 
 
 0.094 
 
 0.4 
 
 0.6 
 
 A 
 
 0.035 
 
 0.119 
 
 0.6 
 
 0.7 
 
 H 
 
 0.049 
 
 0.167 
 
 0.8 
 
 1.0 
 
 X 
 
 0.063 
 
 0.212 
 
 1.0 
 
 1.3 
 
 ft 
 
 0.077 
 
 0.261 
 
 1.2 
 
 1.5 
 
 A 
 
 0.098 
 
 0.333 
 
 1.6 
 
 2.0 
 
 % 
 
 0.110 
 
 0.375 
 
 1.8 
 
 2.2 
 
 % 
 
 0.141 
 
 0.478 
 
 2.3 
 
 2.8 
 
 ft 
 
 0.150 
 
 0.511 
 
 2.4 
 
 3.0 
 
 ft 
 
 0.191 
 
 0.651 
 
 3.1 
 
 3.8 
 
 « 
 
 0.196 
 
 0.667 
 
 3.1 
 
 3.9 
 
 H 
 
 0.250 
 
 0.850 
 
 4.0 
 
 5.0 
 
 A 
 
 0.249 
 
 0.845 
 
 4.0 
 
 5.0 
 
 A 
 
 0.316 
 
 1.08 
 
 5.1 
 
 6.3 
 
 5-s 
 
 0.307 
 
 1.04 
 
 4:9 
 
 6.1 
 
 % 
 
 0.391 
 
 1.33 
 
 6.3 
 
 7.8 
 
 a 
 
 0.371 
 
 1.26 
 
 5.9 
 
 7.4 
 
 if 
 
 0.473 
 
 1.61 
 
 7.6 
 
 9.5 
 
 M 
 
 0.442 
 
 1.50 
 
 7.1 
 
 8.8 
 
 % 
 
 0.563 
 
 1.91 
 
 9.0 
 
 11.3 
 
 iS 
 
 0.519 
 
 1.76 
 
 8.3 
 
 10.4 
 
 1% 
 
 0.660 
 
 2.25 
 
 10.6 
 
 13.2 
 
 K 
 
 0.601 
 
 2.04 
 
 9.6 
 
 12.0 
 
 Vs 
 
 0.766 
 
 2.60 
 
 12.3 
 
 15.3 
 
 iS 
 
 0.690 
 
 2.35 
 
 11.0 
 
 13.8 
 
 H 
 
 0.879 
 
 2.99 
 
 14.1 
 
 17.6 
 
 1 
 
 0.785 
 
 2.67 
 
 12.6 
 
 15.7 
 
 1 
 
 1.00 
 
 3.40 
 
 16.0 
 
 20.0 
 
 lft 
 
 0.887 
 
 3.01 
 
 14.2 
 
 17.7 
 
 lft 
 
 1.13 
 
 3.84 
 
 18.1 
 
 22.6 
 
 1H 
 
 0.994 
 
 3.38 
 
 15.9 
 
 19.9 
 
 IK 
 
 1.27 
 
 4.30 
 
 20.3 
 
 25.3 
 
 1A 
 
 1,11 
 
 3.77 
 
 17.7 
 
 22.2 
 
 lft 
 
 1.41 
 
 4.80 
 
 22.6 
 
 28.2 
 
 1M 
 
 1.23 
 
 4.17 
 
 19.6 
 
 24.5 
 
 IK 
 
 1.56 
 
 5.31 
 
 25.0 
 
 31.3 
 
 I A 
 
 1.35 
 
 4.60 
 
 21.6 
 
 27.1 
 
 lft 
 
 1.72 
 
 5.86 
 
 27.6 
 
 34.5 
 
 1% 
 
 1.48 
 
 5.05 
 
 23.8 
 
 29.7 
 
 W% 
 
 1.89 
 
 6.43 
 
 30.3 
 
 37.8 
 
 1ft 
 
 1.62 
 
 5.52 
 
 26.0 
 
 32.5 
 
 lft 
 
 2.07 
 
 7.03 
 
 33.1 
 
 41.3 
 
 1H 
 
 1.77 
 
 6.01 
 
 28.3 
 
 35.3 
 
 l« 
 
 2.25 
 
 7.65 
 
 36.0 
 
 45.0 
 
 1A 
 
 1.92 
 
 6.52 
 
 30.7 
 
 38.4 
 
 lft 
 
 2.44 
 
 8.30 
 
 39.1 
 
 48.8 
 
 1% 
 
 2.07 
 
 7.05 
 
 i 33.2 
 
 41.5 
 
 ty% 
 
 2.64 
 
 8.98 
 
 42.3 
 
 52.8 
 
 in 
 
 2.24 
 
 7.60 
 
 35.8 
 
 44.7 
 
 US 
 
 2.85 
 
 9.68 
 
 45.6 
 
 57.0 
 
 iM 
 
 2.41 
 
 8.18 
 
 38.5 
 
 48.1 
 
 IX 
 
 3.06 
 
 10.41 
 
 49.0 
 
 61.3 
 
 li3 
 
 2.58 
 
 8.77 
 
 41.3 
 
 51.6 
 
 lit 
 
 3.29 
 
 11.17 
 
 52.6 
 
 65.7 
 
 i% 
 
 2.76 
 
 9.39 
 
 44.2 
 
 55.2 
 
 VA 
 
 3.52 
 
 11.95 
 
 56.3 
 
 70.3 
 
 us 
 
 2.95 
 
 10.02 
 
 47.2 
 
 59.0 
 
 US 
 
 3.75 
 
 12.76 
 
 60.1 
 
 75.1 
 
 2 
 
 3.14 
 
 10.68 
 
 50.3 
 
 62.8 
 
 2 
 
 4.00 
 
 13.60 
 
 64.0 
 
 80.0 
 
 2ft 
 
 3.34 
 
 11.36 
 
 53.5 
 
 66.8 
 
 2ft 
 
 4.25 
 
 14.46 
 
 68.1 
 
 85.1 
 
 2H 
 
 3.55 
 
 12.06 
 
 56.7 
 
 70.9 
 
 2H 
 
 4.52 
 
 15.35 
 
 72.3 
 
 90.3 
 
 2ft 
 
 3.76 . 
 
 12.78 
 
 60.1 
 
 75.2 
 
 2ft 
 
 4.79 
 
 16.27 
 
 76.6 
 
 95.7 
 
 2M 
 
 3.98 
 
 13.52 ( 
 
 63.6 
 
 79.5 
 
 2H 
 
 5.06 
 
 17.22 
 
 81.0 
 
 101.3 
 
 2 B « 
 
 4.20 
 
 14.28 
 
 67.2 
 
 84.0 
 
 2ft 
 
 5.35 
 
 18.19 
 
 85.6 
 
 107.0 
 
 2% 
 
 4.43 
 
 15.07 
 
 70.9 
 
 88.6 
 
 2% 
 
 5.64 
 
 19.18 
 
 90.3 
 
 112.8 
 
 2 fa 
 
 4.67 
 
 15.86 
 
 74.7 
 
 93.3 
 
 2ft 
 
 5.94 
 
 20.20 
 
 95.1 
 
 118.8 
 
 2J4 
 
 4.91 
 
 16.69 
 
 ' 78.5 
 
 98.2 
 
 2M 
 
 6.25 
 
 21.25 
 
 100.0 
 
 125.0 
 
 2A 
 
 5.16 
 
 17.53 
 
 82.5 
 
 103.1 
 
 2ft 
 
 6.57 
 
 22.33 
 
 105.1 
 
 131.3 
 
 2% 
 
 m 
 
 2« 
 
 5.41 
 
 18.40 
 
 86.6 
 
 108.2 
 
 2% 
 
 6.89 
 
 23.43 
 
 110.3 
 
 137.8 
 
 5.67 
 
 19.29 
 
 90.8 
 
 113.5 
 
 2li 
 
 7.22 
 
 24.56 
 
 115.6 
 
 144.5 
 
 5.94 
 
 20.20 
 
 95.0 
 
 118.8 
 
 2% 
 
 7.56 
 
 25.71 
 
 121.0 
 
 151.3 
 
 2{? 
 2J6 
 2il 
 3 
 
 6.21 
 
 21.12 
 
 99.4 
 
 124.3 
 
 2}S 
 
 7.91 
 
 26.90 
 
 126.6 
 
 158.2 
 
 6.49' 
 
 22.07 
 
 103.9 
 
 129.8 
 
 2% 
 
 8.27 
 
 28.10 
 
 132.3 
 
 165.3 
 
 6.78 
 
 23.04 
 
 108.4 
 
 135.5 
 
 211 
 
 8.63 
 
 29.34 
 
 138.1 
 
 172.6 
 
 7.07 
 
 24.03 
 
 113.1 
 
 141.4 
 
 3 
 
 9.00 
 
 30.60 
 
 144.0 
 
 180.0 
 
 263 
 
CARNEGIE STEEL COMPANY 
 
 GRILLAGE FOUNDATIONS 
 
 Grillage Beams. In the design of foundations for columns, piers 
 and walls, provision must be made for the uniform distribution of 
 the load over the footing. This is best done by the use of a grillage 
 of steel beams and concrete. This method of construction elimin- 
 ates deep excavations and large masses of masonry and is, therefore, 
 truly economical. For heavy loads on soils of small bearing 
 capacity, three tiers of beams may be necessary; while for lighter 
 loads or better soils two tiers, or even one, may suffice. 
 
 The lower tier should rest upon a solid bed of concrete of sufficient 
 thickness to distribute the load to the soil. Good practice requires 
 the spaces between the beams in all the tiers to be filled with, and 
 the beams enclosed in, concrete not less than four inches thick. 
 
 The clear distance between the flanges of the beams in each tier 
 should not be less than 2J^ inches, nor more than three times the 
 flange width. The first requirement is necessary to permit the 
 introduction and proper tamping of the concrete, the second, to 
 insure uniform distribution of the load. When separators are used 
 to hold the beams in position, they should be of gas pipe, as cast iron 
 separators tend to break the continuity of the concrete. Grillage 
 beams should not be painted, as concrete does not adhere well to 
 painted surfaces but is itself an excellent preservative of steel. 
 
 To determine the area in square feet required for the foundation, 
 divide the total load on the column, pier or wall by the allowable 
 pressure per square foot on the soil. This gives the area of the 
 footing, the shape of which is determined by local conditions. On 
 the assumption that the loads on the soil are uniformly distributed, 
 the number, size and weight of the beams required are determined 
 from the maximum bending moment, the maximum shear, or the 
 maximum web resistance to buckling, as follows: — Let 
 
 W=Total load on the foundation, in pounds. 
 
 ~2~ L =Length of beam, in feet. 
 
 **— a 
 
 milium 
 
 llilllllllllllllllli'li'ill 
 
 a =Length of loaded portion, in feet. 
 
 d =Depth of beam, in inches. 
 
 t =Thickness of beam web, in inches. 
 
 n =Number of beams in a tier. 
 
 f b =AUowable unit web buckling resistance. 
 The maximum bending moment occurs at the center of the beam 
 and is equal in foot pounds to W (L-a) -s- 8; this formula is 
 identical with the formula of maximum bending moment for a 
 beam of length (L-a) under a uniformly distributed load, W. 
 
 The proper size of beam in any tier as regards flexure at a fiber 
 stress of 16,000 pounds per square inch may be found in the beam 
 
 264 
 
GRILLAGE FOUNDATIONS 
 
 safe load table for the length corresponding to (li — a), by dividing 
 the total load by the number of beams. 
 
 Or may be found from the table of maximum bending moments, 
 by dividing the total bending moment by the number of beams; 
 
 Or from the table of properties, by dividing by the number of 
 
 beams in the tier the total section modulus required, which 
 
 , , 3W (L-a) 
 is. equal to — 32 ; 00 o 
 
 Note, however, that the load on the beam for any span must not 
 
 exceed the maximum tabular safe load for shear. 
 
 The maximum vertical shear occurs at the edge of the column 
 
 base or at a distance in feet of — ^ — from each end of the beam and 
 
 , , W „ L-a 
 is equal to -jj- x — ^ — 
 
 Web thickness, t, to resist average shear — L x — ^- x n;ldx 10 oo 
 Or, the average vertical shear — L x — - — x nxdzt , which must not 
 
 exceed 10,000 pounds per square inch. 
 
 The maximum buckling stress occurs on a length in inches of 
 
 12 a + d/2 and is equal in total per lineal inch of web to x2a+d/2 ' 
 The required thickness of web, t, to resist buckling=~ 
 W 
 
 nx(12a + d/2)xfb. 
 
 Or the average web resistance per square inch to buckling= 
 
 — ,,„ Yjioi + which must not exceed the tabular values for 
 hi (12 a + d/2)xt 
 
 the allowable buckling resistance on beam webs. 
 
 Rolled Steel Slabs. To distribute the loads from columns over 
 
 girders, grillage beams, etc., solid slabs of rolled steel may be 
 
 advantageously used in the place of cast iron or riveted steel bases, 
 
 ■e'tc. The size of the slab is usually fixed by the dimensions of the 
 
 column and its thickness is determined from the maximum bending 
 
 moment, on the assumption of uniform loading, as follows:— Let 
 
 -, W=Total load, in pounds. 
 
 □ | A =Width of slab, in inches, 
 
 b B b =Length of slab, in inches. 
 "* I t =Thickness of slab, in inches. 
 -* a =Outside dimension of column, in inches. 
 L— ---a------ •>' b =Outside dimension of column, in inches. 
 
 The maximum bending moment will occur at the center of the 
 
 slab and equals, in inch pounds, 8 "~ a or § > and at a 
 
 fiber stress of 16,000 pounds per squa re inch, the re quired thickness 
 
 t i u + _ \l "3W(A-a) or _ \ ] 3 W (B - W, 
 Of slab, t, — \ — 64 Q 00 B or _ \ 64,000 A 
 
 2j65 
 
CARNEQIE STEEL COMPANY 
 
 "c 
 
 r- 
 
 > 
 
 ^■■?-'/v ; %V?i^v'-?„-.".' :'.:';•'".;-•■= -,^ ••*';•* . ; -' : * ,; V"V .•<■;•■?'''!; -°i "■•';*•.'■' '-- 
 
 
 
 -•j 
 
 
 
 
 
 K"> 
 
 
 
 
 
 : &i 
 
 );-°."' 
 
 
 
 
 
 Wf ' ■' ' " 
 
 fey 
 
 
 
 
 
 :*l ' ' 
 
 l"=;-: 
 
 
 
 
 
 &i' ' 
 
 Z]:& 
 
 
 
 
 
 I 
 
 ssi 
 
 
 X^, ■">"*- 
 
 " zfe 
 
 
 
 
 J 
 
 t 
 
 O 
 CO 
 
 
 
 «-.j 
 
 |:Vv,' 
 
 1 
 
 
 »•■ » •• -. « ... O _ . . . . '.-,-,. 
 
 a 
 
 #;l 
 
 
 ^^g^T 
 
 |t-.»* 
 
 
 
 | 
 
 "."-■■:■, °v ,-.-».- -, ■ • •'.-■'. ,'° ■- - 'a.>w: 
 
 
 «:i 
 
 
 
 
 
 lif- : 
 
 1 
 
 
 
 i 
 
 .:.:»;| 
 
 fe ; 
 
 
 
 
 1 
 
 ;*-f ' 
 
 "" '~ " _Jir. 
 
 
 
 
 1 
 
 4:':f ' 
 
 1 ".' r 
 
 J 
 
 
 i.e.- :eW»J O.'".' a.- - -"• .' -'° '.--.» .'„• „>.' 
 
 
 
 ~?.M 
 
 ' ._. l.'.-i' 
 
 ' 
 
 '£>^>V-'^V"V^V^^^^^^ 
 
 
 e9& 5^3^ * 
 
 _- 
 
 -8- 
 -15' 
 
 0"- 
 0"- 
 
 ---, 
 
 5 L 3"- *9-i| 
 
 
 
 3 C 
 3 C 
 
 D C 
 
 
 
 A :^ 
 
 f 
 
 
 -,.■ 
 
 
 
 
 
 &3 
 
 .', 
 
 
 
 
 Steel Slab 36x 36"x 6%" 
 4-24" 90 lb. Beams 10-6" long 
 
 Example: Eequired to design a grillage foundation for a column load of 
 1,040,000 pounds on soil with an allowable bearing capacity of 6,000 pounds 
 per square foot. Column composed of 1 web plate, 14" x^",4 flange angles, 
 6" x 4" x Vg," and 4 flange plates, 14" x K", outside dimensions 14" x 18". 
 
 Eequired area of f ooting=l, 040,000 ■+■ 6,000=173.33 square feet. 
 
 Use area 12' 0" x 15' 0"=180 square feet. 
 
 Assume 3' 0" square as the dimensions of the rolled steel slab or column 
 base and allow 9" for concrete on the sides and ends of beams, then the dimen- 
 sions of the steel grillage will be 10' 6" x 13' 6", concrete being assumed of 
 sufficient thickness and strength to distribute to the edges. 
 
 ( 
 
 ft j|""' 
 
 r 1L 
 
 f. — 
 
 .-48--J 
 —36"- — J 
 
 14" 36" 
 
 Rolled Steel Slab 
 Thickness required, t,= 
 Use 5H". 
 
 V 3 x 1,040,000 x 22 , 
 64,000 x 36 
 
 =5.46 in. 
 
 266 
 
QRILLAQE FOUNDATIONS 
 
 Beams — Section Modulus Method. 
 
 Bottom tier — L=13.5 feet; a= 3.0 feet: 
 
 Required total section modulus, S — 3 x 1,0 t°'°»» x 10 - 5 — 1,023.75 ln.» 
 
 32,000 
 
 Use 13 — 15" 60 lb. beams — Total section modulus=l,055.6 in.s 
 1,040,000 10^5 1 
 
 Average shear 
 
 13.5 
 
 13 x 15 x .59 
 
 3,515 lbs. per sq. in. 
 
 v. , ,- 1,040,000 „,„„,,_ 
 
 Average bucklmg stress — 13 x 43 5 x 59 =3,120 lbs. per sq. in. 
 
 Top tier — L=10.5 feet; a=3.0 feet. 
 
 3 x 1,040,000 x 7.5 
 
 Required total section modulus, 8',= — u 
 
 Use 4 — 24" 90 lb. beams — Total section modulus=746.0 in.s 
 
 1,040,000 7.5 1 
 
 10.5 X 2 
 
 731.25 in.» 
 
 Average shear 
 
 Average buckling stress^= 4 x 4g' x 63 
 
 4 x 24 x .63 
 
 600 lbs. per sq. in 
 
 = 6,140 lbs. per sq. in. 
 
 Plate Girder Grillage Foundations. In those cases where columns carry 
 very heavy loads, plate girders are used for the top tier of the 
 grillage rather than beams. In the case of symmetrical foundations, 
 the method of computation is the same as has already been illus- 
 trated in the case of beams. The following example indicates the 
 procedure in the quite frequent case of unsymmetrical loading 
 conditions : 
 
 840,000 pounds 
 
 -20-0- 
 
 1,260,000 pounds 
 
 Make up of 1 Plate Girder 
 4 Flange Angles 6 x 4 x % 
 2 Flange Plates 14 x % 
 
 1 Web Plate 36 x H 
 
 2 Web Reinf. Plates % thick, 
 
 each end between Flange 
 
 -^ 6'-0- •>* 6r0' 
 
 Column 14'' pjjj£j] 16" Interior Column 
 
 2 Web Reinf. Plates % thick, 
 each end over Flange Angles 
 Stiffener Angles 5 x 8J4 x K 
 Tie Angles 5 x3J^xH 
 
 267 
 
CARNEQIE STEEL COMPANY 
 
 Example: — Required to design a grillage foundation under an exterior or 
 wall column carrying a load of 840,000 pounds, and an interior column with 
 a load of 1,260,000 pounds, on soil with an allowable bearing capacity of 
 8,000 pounds per square foot. 
 
 Required footing area of wall column= 8 t°£SP — 105 square feet. 
 
 o,U0U 
 
 Use area 8' 0" x 14' 0"= 112 square feet. 
 
 Required area of interior column footing= ^q^Aq 00 =157.5 square feet. 
 
 Use area 12' 0" x 14' 0"=168 square feet. ' 
 
 With these dimensions and areas, the load on the* soil will be uniform at 
 7,500 pounds per square foot, and the footings the same width, both of which 
 are desirable from the standpoint of uniform settlement. 
 
 Rolled Steel Slabs for Column Footings: Assume a width of 30" and a 
 length of 32", then the requi red thickness will be as fo llows: — 
 
 Wall column, t, = ^ 3 * 8%°™ * «" ~ 14) = 4.86 in. ; use 5" 
 
 Interior column, t, = ^*II&gMZM33 = 5.61 in.; use 5M"- 
 * o4,UUU X oU 
 
 Plate Girders : Maximum bending moment occurs at the inner beams of 
 the respective footings, and is equal to the load on the column multiplied by the 
 distance of its center from the center of moments. 
 
 M max. from wall column = 840,000 x 2' 6"=2,100,000 foot pounds. 
 
 M max. from interior column=l,260,000 x 1' 8"=2,100,Q0O foot pounds. 
 
 Required section modulus of two girders=— - — 16 000 =1,575.0 in.s 
 
 Select from girder safe load table, page 284, two girders composed each of 
 1 web plate 36" x H", 4angles 6" x 4" x %", and 2 flange plates 14" xM"; — 
 Total section modulus, S=2 x 792.3=1,584.6 in.» 
 
 Maximum shear occurs at the inside edge of the steel slab under the interior 
 column, and is equal in total for the two girders to the load carried by the 
 portion of the footing between that point and the inside edge of the footing, 
 or 1,260,000 x 68 =6800 00 or 340,000 pounds per girder. 
 
 At 10,000 pounds per square inch, the 36" x }i" plate girder web is good for 
 180,000 pounds; therefore, it is necessary to use reinforcing web plates where, 
 the shear exceeds that amount. 
 
 Beams, Lower Tier, Interior Column: 
 
 Required total section modulus, S, = 3 x 1,2 |° '°oo * 9 ' 6? = 1 ' 142 - 3 '""■* 
 Use 13—18" 55 lb. beams — Total section modulus = 1,149.2 in.s 
 Averageshear= i^ff* x 9|Lx __L_ =4 , 52 oibs.persq.in. 
 
 Average buckling stress = 13 1 x 2 ^°' x °° 16 =4,900 lbs. per sq. in. 
 For exterior column use 9—18" 55 lb. beams. 
 
 Note. — In order to facilitate manufacture and shipment, it is- 
 desirable to use for the entire foundation as few sizes and weights 
 of beams as possible, and the rolled steel slabs should be of the 
 same thickness or at least of as few thicknesses as really convenient. 
 
 268 
 
QIRDERS y 
 
 RIVETED BEAM AND PLATE GIRDERS 
 
 Where single rolled beams are insufficient to carry the loads, the 
 required capacity may be secured by fabrication in various methods. 
 
 Two beams can be used, connected together by bolts and separa- 
 tors. The total strength of these is twice that of the single beam 
 of the same depth and weight. Care should be taken, however, to 
 see that the loads are applied on them equally, and where it is 
 necessary for the beams to act as a unit, the separators should be of 
 plates and angles and not of cast iron. If the loading is not uniform 
 on the two sections, their strength must be computed separately. 
 
 The use of single beam girders with plates top and bottom to 
 sustain a given load is often more economical in material than the 
 use of two beams connected by bolts and separators. 
 
 Box girders formed of two beams with flange plates riveted thereto 
 are often used for supporting interior walls in buildings. They 
 are not, however, as economical in material as single beams with 
 flange plates or plate girders. Their interior surfaces do not admit 
 of repainting and they should, therefore, not be used in exposed 
 places. 
 
 The most economical section to sustain heavy loads is the single 
 web plate girder and it is sufficient for all ordinary purposes. When 
 not so, two single web plate girders may be used, together with tie 
 plates extending clear across the angles, or box girders may be 
 made of four flange angles, two web plates and top and. bottom 
 flange plates. In case there is unequal distribution of the load, 
 the two girders or half girders must be figured as separate units. 
 
 In the design of beam or plate girders, care must be taken to see 
 that the web is of sufficient thickness to resist buckling stress and, 
 therefore, attention is called to th,e construction specifications and 
 to the remarks made on page 216 as to shearing stresses in general. 
 
 The tables which follow give first, a selected line of riveted beam 
 girders of approximately twice the carrying capacity of the single 
 beams of which the sections are built; second, a selected line of 
 riveted plate girders of various depths and carrying capacities such 
 as are customary in-building work; third, elements of riveted plate 
 girders of various depths from which it is possible to select econom- 
 ical sections for almost any ordinary condition of loading. In 
 addition to the properties, the first two tables give the safe loads in 
 thousands of pounds uniformly distributed. 
 
 In accordance with the construction specifications, these girder 
 tables are based upon the section modulus of the gross area of the 
 section, with bending stress allowed at 16,000 pounds per square inch. 
 
 260 
 
\ 
 
 CARNEGIE STEEL COMPANY 
 
 RIVETED BEAM GIRDERS 
 
 Allowable Uniform Load in Thousands op Pounds 
 Maximum Bending Stress, 16000 Pounds per Square Inch 
 
 
 *— -12-"-"— ; 
 
 t— -12--— i 
 
 i»~i 10-— i 
 
 f — . 10 i'~, 
 
 
 
 | A <K i 
 
 
 ! A A ! 
 
 <-i ^ t» 1 
 
 
 
 iSE 
 
 )& 
 
 i^ 
 
 1r 
 
 i ^ 
 
 
 ! N" 
 
 V 
 
 
 
 ^ 1 
 00 
 04 
 
 . ._L. 
 
 *i i 
 
 1 
 
 'i i 
 
 1 
 
 rt - 1 — 
 
 CJ1 
 
 J__ 
 
 
 
 
 - 
 
 ' S 3 
 
 
 a 
 
 a 
 o 
 
 
 1 ^ 
 
 J ^44, 
 
 irA 
 
 - I M\ 
 
 i,**"*. 
 
 ir^ 
 
 U, 
 
 
 Span 
 
 *■•' ^ » ' 
 
 V K> ■' 
 
 *-' <i> ^ 
 
 
 a 
 
 1 n 
 
 1-Beam 27"x90 lba. 
 
 1-Beam 24"x80 lbs. 
 
 1-Beam 24"x80 lbs. 
 
 1-Beam 20"x80 lbs. 
 
 o 
 
 1 
 
 0) 
 
 Feet 
 
 2-Plates 12"x%" 
 
 2-Plates 12"xM" 
 
 2-Plates 10"x^g" 
 
 2-Plates 10"xM" 
 
 
 
 Increase 
 
 
 Increase 
 
 
 Increase 
 
 
 Increase 
 
 1 
 
 
 
 
 
 
 
 in Safe 
 
 
 in Safe 
 
 r"3 
 
 
 
 
 
 
 
 Loads for 
 
 
 Loads fori 
 
 
 
 Safe 
 Loads 
 
 Mo Inch 
 Increase 
 
 Safe 
 Loads 
 
 Vie Inch 
 
 Increase 
 
 in 
 
 Safe 
 Loads 
 
 Ms Inch 
 Increase 
 
 Safe 
 Loads 
 
 Vie Inch 
 Increase 
 
 
 
 
 Thickness 
 
 
 
 Thickness 
 
 
 ThickneBS 
 
 
 
 
 of Flange 
 
 
 of Flange 
 
 
 of Flange 
 
 
 of Flange 
 
 
 
 
 Plates 
 
 
 Plates 
 
 
 Plates 
 
 
 Plates 
 
 
 
 370 
 343 
 
 15.9 
 14.8 
 
 312 
 
 289 
 
 14.2 
 13.2 
 
 259. 
 
 11.7 
 10.9 
 
 
 • 9.7 
 9.0 
 
 
 13 
 
 235 
 218 
 
 2.80 
 
 14 
 
 240 
 
 3.24 
 
 15 
 
 321 
 
 13.8 
 
 270 
 
 12.3 
 
 224 
 
 10.1 
 
 204 
 
 8.4 
 
 3.72 
 
 16 
 
 301 
 
 13.0 
 12.2 
 
 253 
 
 11.5 
 10.9 
 
 210 
 198 
 
 9.5 
 9.0 
 
 191 
 180 
 
 7.9 
 
 7.4 
 
 4.24 
 
 17 
 
 283 
 
 238 
 
 4.78 
 
 18 
 
 267 
 
 11.5 
 
 225 
 
 10.3 
 
 187 
 
 8.4 
 
 170 
 
 7.0 
 
 5.36 
 
 19 
 
 253 
 
 10.9 
 
 213 
 
 9.7 
 
 177 
 
 8.0 
 
 161 
 
 6.6 
 
 5.98 
 
 20 
 
 240 
 
 10.4 
 
 203 
 
 9.2 
 
 168 
 
 7.6 
 
 153 
 
 6.3 
 
 6.62 
 
 21 
 
 229 
 
 9.9 
 
 193 
 
 8.8 
 
 160 
 
 7.2 
 
 146 
 
 6.0 
 
 7.30 
 
 22 
 
 219 
 
 9.4 
 
 184 
 
 8.4 
 
 153 
 
 6.9 
 
 139 
 
 5.7 
 
 8.01 
 
 23 
 
 209 
 
 9.0 
 
 176 
 
 8.0 
 
 146 
 
 6.6 
 
 133 
 
 5.5 
 
 8.76 
 
 24 
 
 200 
 
 8.6 
 
 169 
 
 7.7 • 
 
 140 
 
 6.3 
 
 127 
 
 5.3 
 
 9.53 
 
 25 
 
 192 
 
 8.3 
 
 162 
 
 7.4 
 
 135 
 
 6.1 
 
 122 
 
 5.0 
 
 10.35 
 
 26 
 
 185 
 
 8.0 
 
 156 
 
 7.1 
 
 129 
 
 5.9 
 
 118 
 
 4.8 
 
 11.19 
 
 27 
 
 178 
 
 7.7 
 
 150 
 
 6.8 
 
 125 
 
 5.6 
 
 113 
 
 4.7 
 
 12.07 
 
 28 
 
 172 
 
 7.4 
 
 145 
 
 6.6 
 
 120 
 
 5.4 
 
 109 
 
 4.5 
 
 12.98 
 
 i 29 
 
 166 
 
 7.1 
 
 140 
 
 6.4 
 
 116 
 
 5.2 
 
 105 
 
 4.3 
 
 13.92 
 
 ; so 
 
 160 
 
 6.9 
 
 135 
 
 6.2 
 
 112 
 
 5.1 
 
 102 
 
 4.2 
 
 14.90 
 
 i 31 
 
 155 
 
 6.7 
 
 131 
 
 6.0 
 
 109 
 
 4.9 
 
 99 
 
 4.1 
 
 15.91 
 
 32 
 
 150 
 
 6.5 
 
 127 
 
 5.8 
 
 105 
 
 4.8 
 
 96 
 
 3.9 
 
 16.95 
 
 33 
 
 146 
 
 6.3 
 
 123 
 
 5.6 
 
 102 
 
 4.6 
 
 93 
 
 3.8 
 
 18.03 
 
 34 
 
 141 
 
 6.1 
 
 119 
 
 5.4 
 
 99 
 
 4.5 
 
 90 
 
 3.7 
 
 19.13 
 
 35 
 
 137 
 
 5.9 
 
 116 
 
 5.3 
 
 96 
 
 4.3 
 
 87 
 
 3.6 
 
 20.28 
 
 Area 
 
 44.33 inches" 
 
 41.32 inches 2 
 
 35.82 inches 3 
 
 38.73 inoW 
 
 
 8 i-i 
 
 450.8 inches 8 
 
 380.0 inches 3 
 
 315.5 inches 3 
 
 286.7 inches 3 
 
 
 Weight 
 
 151.2 lbs. per ft. 
 
 141.2 lbs. per ft. 
 
 122.5 lbs. per ft. 
 
 1 131.0 lbs. per ft. 
 
 
 Safe loads above horizontal lines exceed the web resistance and girders should be provided 
 with stiffeners; for limiting conditions see explanatory notes and Construction Specifications. 
 Weights given for girders do not include stiffeners, rivet heads or other details. 
 
 270 
 
GIRDERS 
 
 
 RIVETED BEAM GIRDERS— Concluded 
 
 
 
 Allowable Uniform Load 
 
 in Thousands op Pounds 
 
 
 
 Maximum Bending Stress, 16000 Pounds per 
 
 Square Inch 
 
 ' 
 
 
 r— 10-— i 
 
 ,__9':—^ 
 
 f — 9--* 
 
 f — 8-—. 
 
 
 
 «-i * * ,' 
 
 I + 'h ! 
 
 
 
 
 j^? 
 
 
 ~*\{¥ 
 
 ! "^ 
 
 ir 
 
 j ^f^ 
 
 
 st 1. 
 
 1 
 
 3! 1 
 
 1 
 
 as L_ 
 
 i 
 
 5 i 1 
 
 1 
 
 
 
 *3 
 
 
 3 
 
 
 S 
 
 
 S? " 
 
 
 § 
 
 
 i^5 
 
 JUv, 
 
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 % , 
 
 
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 1 
 
 Span 
 in 
 
 Feet 
 
 V V 
 
 •"'■^ V ■ 
 
 V I+ 1 
 
 *-' ^ V 
 
 A 
 
 03 
 '3 
 
 1-Beam20"x651ba. 
 
 1-Beaml8"x551bs. 
 
 1-Beaml5"x601bs. 
 
 1-Beaml5"x421bs. 
 
 2-Plates 10" x %," 
 
 2-Plates c 9"x%" 
 
 2-Plates 9"x^" 
 
 2-Plates 8"xH" 
 
 
 Increase 
 
 
 Increase 
 
 
 Increase 
 
 
 Increase 
 
 
 
 in Safe 
 
 
 in Safe 
 
 
 in Safe 
 
 
 in Safe 
 
 5 
 
 
 
 Loads for 
 
 
 joads for 
 
 
 joatls for 
 
 
 joads for 
 
 
 
 Safe 
 
 Mo Inch 
 
 Safe 
 
 Via Inch 
 
 Safe 
 
 Vie Inch 
 
 Safe 
 
 ■Ho Inch 
 
 
 
 Loads 
 
 Increase 
 
 in 
 Thickness 
 of Flange 
 
 Plates 
 
 Loads 
 
 Increase 
 
 in 
 
 Thickness 
 
 of Flange 
 
 Plates 
 
 Loads 
 
 Increase 
 
 in 
 
 Thickness 
 
 >f Flange 
 
 Plates 
 
 Loads 
 
 Increase 
 
 in 
 
 Thickness 
 
 of Flange 
 
 Plates 
 
 
 9 
 10 
 
 279 
 251 
 
 14.2 
 12.7 
 
 218 
 196 
 
 11.5 
 10.3 
 
 189 
 
 9.4 
 8.5 
 
 137 
 
 8.5 
 7.6 
 
 1.34 
 1.66 
 
 170 
 
 123 
 
 11 
 12 
 13 
 
 228 
 209 
 
 11.6 
 
 10.6 
 
 9.8 
 
 178 
 
 9.4 
 
 ' 8.6 
 7.9 
 
 155 
 142 
 131 
 
 7.7 
 7.1 
 6.5 
 
 112 
 
 102 
 
 95 
 
 6.9 
 6.4 
 5.9. 
 
 2.00 
 2.38 
 2.80 
 
 164 
 151 
 
 193 
 
 14 
 
 179 
 
 9.1 
 
 140 
 
 7.4 
 
 122 
 
 6.1 
 
 88 
 
 5.5 
 
 3.24 
 
 15 
 
 167 
 
 8.5 
 
 131 
 
 6.9 
 
 113 
 
 5.7 
 
 82 
 
 5.1 
 
 3.72 
 
 16 
 
 157 
 
 8.0 
 
 123 
 
 6.5 
 
 106 
 
 5.3 
 
 77 
 
 4.8 
 
 4.24 
 
 17 
 
 148 
 
 7.5 
 
 115 
 
 6.1 
 
 100 
 
 5.0 
 
 72 
 
 4.5 
 
 4.78 
 
 18 
 
 139 
 
 7.1 
 
 109 
 
 5.7 
 
 95 
 
 4.7 
 
 68 
 
 4.2 
 
 5.36 
 
 19 
 
 132 
 
 6.7 
 
 103 
 
 5.4 
 
 90 
 
 4.5 
 
 65 
 
 4.0 
 
 5.98 
 
 20 
 
 125 
 
 6.4 
 
 98 
 
 5.2 
 
 85 
 
 4.3 
 
 61 
 
 3.8 
 
 6.62 
 
 21 
 
 119 
 
 6.1 
 
 93 
 
 4.9 
 
 81 
 
 4.0 
 
 59 
 
 3.6 
 
 7.30 
 
 22 
 
 114 
 
 5.8 
 
 89 
 
 4.7 
 
 77 
 
 3.9 
 
 56 
 
 3.5 
 
 8.01 
 
 23 
 
 109 
 
 5.5 
 
 85 
 
 4.5 
 
 74 
 
 3.7 
 
 53 
 
 3.3 
 
 8.76 
 
 24 
 
 105 
 
 5.3 
 
 82 
 
 4.3 
 
 71 
 
 3.5 
 
 51 
 
 3.2 
 
 9.53 
 
 25 
 
 100 
 
 5.1 
 
 79 
 
 4.1 
 
 68 
 
 3.4 
 
 49 
 
 3.1 
 
 J0.35 
 
 26 
 
 97 
 
 4.9 
 
 76 
 
 4.0 
 
 65 
 
 3.3 
 
 47 
 
 2.9 
 
 11.19 
 
 27 
 
 93 
 
 4.7 
 
 73 
 
 3.8 
 
 63 
 
 3.1 
 
 46 
 
 2.8 
 
 12.07 
 
 28 
 
 90 
 
 4.6 
 
 70 
 
 3.7 
 
 61 
 
 3.0 
 
 44 
 
 2.7 
 
 12.98 
 
 29 
 
 87 
 
 4.4 
 
 68 
 
 3.6 
 
 59 
 
 2.9 
 
 42 
 
 2.6 
 
 13.92 
 
 30 
 
 84 
 
 4.2 
 
 65 
 
 3.4 
 
 57 
 
 2.8 
 
 41 
 
 2.5 
 
 14.90 
 
 
 31.58 inches? 
 
 27.18 inches 2 
 
 28.92 inches? 
 
 20.48 inches 2 . 
 
 
 Si-i 
 
 235.2 inches 3 
 
 184.1 inches" 
 
 159.5 inches 8 
 
 115.3 inches 8 - 
 
 
 Weight 
 
 107.5 lbs. per ft. 
 
 93.3 lbs. per ft. 
 
 98.3 lbs. per ft. 
 
 69.2 lbs. per ft, 
 
 
 Saf 
 
 e loads above horizontal lines exceed th 
 
 i web resistance ar 
 
 d girders should be 
 
 provided 
 
 
 eners; for limiting conditions'seo explana 
 
 ory notes and Con* 
 
 truction Specificatic 
 
 ns. 
 
 We 
 
 ghts given for girders do not include stil 
 
 feners, rivet heads o 
 
 r other details. 
 
 
 271 
 

 
 
 
 CARNEGIE STEEL COMPANY 
 
 
 
 
 
 
 RIVETED PLATE GIRDERS 
 
 Safe Loads 
 
 in Thousands of Pounds Uniformly Distributed 
 
 Maximum Bending Stress, 16000 Pounds Per Square Inch 
 
 
 -14--* 
 
 
 r -14'-'-» 
 
 --14-->. 
 
 i-129ft 
 
 i-12'^ 
 
 ?- 14"— 
 
 r 14 ""-i 
 
 
 
 n 
 
 F 
 
 p? 
 
 w 
 
 !^ 
 
 f.* 
 
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 n^ 
 
 | "*5 W 
 
 'fHt' 
 
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 ^ 
 
 
 # 
 
 
 s& 
 
 
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 : ^ 
 
 
 ~S 
 
 
 S! 
 
 
 8" 
 
 
 
 
 p? 
 
 
 op 
 
 
 J-1 
 
 
 CO 
 
 
 o 
 
 
 OS 
 
 
 0$ 
 
 
 C$1 
 
 
 d 
 
 
 y 
 
 ** 
 
 \jA 
 
 L 
 
 ■ A 
 
 r^ 
 
 .j4 fcfr, 
 
 i_Jt, 
 
 1^^. 
 
 \4h 
 
 i .rA- 
 
 6a 
 
 1 
 
 ' T f [ ' + f 
 
 y ■i 
 
 <TT, i * f 
 
 Y, y y 
 
 
 Span 
 
 
 
 
 in 
 Feet 
 
 
 Dimensions in Inches 
 
 
 *3 
 
 | 
 
 "3 
 
 1 
 
 o 
 
 03 fl (S 
 a> ei n) 
 
 83 £ 
 
 ■§.§ 
 
 E 03 a) 
 
 jo a a 
 
 ... M-g 
 PES 
 
 m 
 
 Si 
 
 £E 
 
 -J 
 
 S If 
 
 £=EE 
 
 M s 
 
 •8 S9 
 PfeE 
 
 S 8 
 
 ■si § 
 
 
 
 
 ^ 
 
 SST&R 
 
 Xm 
 
 
 XtUkS 
 
 srik; 
 
 
 
 M-* M 
 
 sul 
 
 SSJJ3 
 
 g-s 
 
 &*&& 
 
 £S4il 
 
 JSTS-a 
 
 
 
 
 
 
 COiDrH 
 
 
 
 
 
 
 
 rtTtttSl 
 
 i^ttick 
 
 ^•*4t« 
 
 *H"|JH 
 
 J-JlIM 
 
 T-t-JvcV 
 
 T-H->*e!i 
 
 
 20 
 
 325 
 
 331 
 
 301 
 
 274 
 
 196 
 
 196 
 
 299 
 
 278 
 
 6.62 
 
 21 
 
 310 
 
 315 
 
 287 
 
 261 
 
 187 
 
 186 
 
 285 
 
 265 
 
 7.30 
 
 22 
 23 
 
 296 
 
 301 
 
 288 
 
 274 
 262 
 
 249 
 238 
 
 178 
 171 
 
 178 
 170 
 
 272 
 
 253 
 242 
 
 8.01 
 8.76 
 
 283 
 
 260 
 
 -24 
 
 271 
 
 276 
 
 251 
 
 228 
 
 164 
 
 163 
 
 249 
 
 232 
 
 9.53 
 
 25 
 
 .260 
 
 265 
 
 241 
 
 219 
 
 157 
 
 156 
 
 239 
 
 223 
 
 10.35 
 
 26 
 
 27 
 
 250 
 241 
 
 255 
 245 
 
 232 
 223 
 
 211 
 203 
 
 151 
 
 150 
 145 
 
 230 
 
 222 
 
 214 
 206 
 
 11.19 
 12.07 
 
 145 
 
 28 
 29 
 
 232 
 224 
 
 236 
 228 
 
 215 
 208 
 
 196 
 
 189 
 
 140 
 135 
 
 140 
 
 214 
 206 
 
 199 
 192 
 
 12.98 
 13.92 
 
 135 
 
 30 
 
 217 
 
 221 
 
 201 
 
 183 
 
 131 
 
 130 
 
 ,199 
 
 186 
 
 14.90 
 
 31 
 
 210 
 
 214 
 
 194 
 
 177 
 
 127 
 
 126 
 
 193 
 
 180 
 
 15.91 
 
 32 
 
 203 
 
 207 
 
 188 
 
 171 
 
 123 
 
 122 
 
 187 
 
 174 
 
 16.95 
 
 33 
 
 197 
 
 201 
 
 183 
 
 166 
 
 119 
 
 119 
 
 181 
 
 169 . 
 
 18.03 
 
 34 
 
 191 
 
 195 
 
 177 
 
 161 
 
 115 
 
 115 
 
 176 
 
 '164 
 
 19.13 
 
 35 
 
 186 
 
 189 
 
 172 
 
 157 
 
 112 
 
 112 
 
 171 
 
 159 
 
 20.28 
 
 36 
 
 37 ■ 
 
 181 
 176 
 
 184 
 179 
 
 167 
 163 
 
 152 
 
 109 
 106 
 
 109 
 106 
 
 166 
 162 
 
 155 
 150 
 
 21.45 
 22.66 
 
 148 
 
 38 
 
 171 
 
 174 
 
 159 
 
 144 
 
 103 
 
 103 
 
 157 
 
 147 
 
 23.90 
 
 39 
 
 167 
 
 170 
 
 155 
 
 141 
 
 101 
 
 100 
 
 153 
 
 143 
 
 25.18 
 
 40 
 41 
 
 42 
 
 163 
 159 
 
 155 
 
 55.50 
 
 166 
 
 161 
 158 
 
 151 
 
 137 
 134 
 131 
 
 98 
 96 
 94 
 
 98 
 95 
 93 
 
 150 
 146 
 142 
 
 139 
 136' 
 
 26.48 
 27.82 
 29.20 
 
 147 
 144 
 
 133 
 
 
 Area 
 
 52.19 
 
 47.75 
 
 44.25 
 
 34.69 
 
 34.70 
 
 54.50 
 
 47.00 
 
 In.2 
 
 Si-i 
 
 609.7 
 
 620.6 
 
 565.1 
 
 514.0 
 
 368.1 
 
 366.7 
 
 560.7 
 
 521.9 
 
 In.s 
 
 Wt.perPt 
 
 188.9 
 
 177.8 
 
 162.6 
 
 150.7 
 
 118.3 
 
 118.1 
 
 185.5 
 
 160.0 
 
 Lbs. 
 
 Safe loads at 
 
 ove horizontal lines exceed the end resistance and 
 
 girders should be provided 
 
 with stiffeiicrs; for 
 
 imiting conditions see explanatory notes and Cons 
 
 ruction Specifications. 
 
 Weights give 
 
 n for girders do not include stiffeners, rivet heads 
 
 , or other details. 
 
 272 
 
GIRDERS 
 
 RIVETED PLATE GIRDERS— Continued 
 
 
 Safe Loads 
 
 in Thousands op Pounds Uniformly Distributed 
 
 Maximum Bending Stress, 16000 Pounds Per Square Inch 
 
 
 - 
 
 ,.-14—, 
 
 r -14% 
 
 1*12%'; 
 
 do%; 
 
 „ 1 
 r- 14% 
 
 r -14% 
 
 r- 14 % 
 
 l*12-i 
 
 
 
 <\% 
 
 S-Y 
 
 !^ 
 
 fV 
 
 r^ 
 
 r 
 
 nr 
 
 mw 
 
 i ^pr 
 
 f^P^ 
 
 f^r 
 
 
 
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 >! 
 
 A 
 
 
 ! 4 
 
 
 5 ^ 
 
 
 $ 
 
 
 $ 
 
 
 35 
 
 
 a* 
 
 
 
 
 « 
 
 
 ep 
 
 
 s 
 
 
 9 
 
 
 
 
 £ 
 
 
 s 
 
 
 ^ 
 
 
 a 
 
 
 i^ 
 
 H 
 
 1j=4 
 
 K 
 
 Li 
 
 ► 
 
 Life, 
 
 Ublfabi 
 
 i^^. 
 
 i¥ 
 
 L 
 
 tr#%. 
 
 
 Span 
 
 f T + 
 
 *'T + ' 
 
 
 
 Y T 
 
 
 + T 
 
 
 a 
 
 
 
 
 
 
 in 
 
 Feet 
 
 
 Dimensions in Inches 
 
 
 o 
 
 fl 
 
 .53 
 "3 
 
 "B 
 
 8 . 
 
 s s 
 
 *bbtj 
 
 S q .2 
 
 3-9 cm 
 
 bo .3 
 
 £ a « 
 
 s 
 
 Ph v 
 bO 
 
 ■8 9 
 
 1 
 
 Tab 
 
 Ph id aj 
 
 s S 
 
 pi 
 
 S s 
 3<!Ph 
 
 ^ bo fed 
 xi a a 
 
 s 3 
 
 "bib -5 
 x> p a 
 
 V CS 01 
 
 
 Pe^S 
 
 PEE 
 
 £E 
 
 ^e 
 
 &*SE 
 
 £EE 
 
 ^EE 
 
 £EE 
 
 
 
 W-9 M 
 
 
 J3-8 
 
 mm 
 
 •g'2-s 
 
 3&S 
 
 .8 "3 49 
 
 
 
 
 
 
 
 
 23 
 
 
 
 
 
 
 
 •H-j,c!l 
 
 TH-^ci 
 
 JJi 
 
 JJ.=4 
 
 J.4A 
 
 A,M 
 
 -h4c4 
 
 
 18 
 
 281 
 
 249 
 
 168 
 
 148 
 
 258 
 
 229 
 
 202 
 
 176 
 
 5.36 
 
 19 
 20 
 
 266 
 253 
 
 236 
 224 
 
 160 
 152 
 
 140 
 
 244 
 232 
 
 217 
 206 
 
 192 
 182 
 
 167 
 159 
 
 5.98 
 6.62 
 
 133 
 
 21 
 
 241 
 
 214 
 
 144 
 
 127 
 
 221 
 
 196 
 
 173 
 
 151 
 
 7.30 
 
 22 
 23 
 24 
 
 230 
 220 
 211 
 
 204 
 195 
 187 
 
 138 
 
 121 
 116 
 111 
 
 211 
 202 
 193 
 
 187 
 179 
 172 
 
 166 
 
 158 
 152 
 
 144 
 138 
 
 8.01 
 8.76 
 9.53 
 
 132 
 126 
 
 132 
 
 25 
 
 202 
 
 180 
 
 121 
 
 106 
 
 186 
 
 165 
 
 146 
 
 127 
 
 10.35 
 
 26 
 27 
 
 195 
 187 
 
 173 
 166 
 
 117 
 112 
 
 102 
 98 
 
 178 
 172 
 
 158 
 153 
 
 140 
 
 122 
 118 
 
 11.19 
 12.07 
 
 135 
 
 28 
 
 181 
 
 160 
 
 108 
 
 95 
 
 159 
 
 147 
 
 130 
 
 114 
 
 12.98 
 
 29 
 
 174 
 
 155 
 
 105 
 
 92 
 
 160 
 
 142 
 
 126 
 
 110 
 
 13.92 
 
 30 
 31 
 
 169 
 163 
 
 150 
 145 
 
 101 
 98 
 
 89 
 86 
 
 155 
 150 
 
 137 
 
 121 
 118 
 
 106 
 103 
 
 14.90 
 15.91 
 
 133 
 
 32 
 
 158 
 
 140 
 
 95 
 
 83 
 
 145 
 
 129 
 
 114 
 
 99 
 
 16.95 
 
 33 
 34 
 35 
 
 153 
 149 
 
 145 
 
 136 
 
 92 
 89 
 
 87 
 
 81 
 
 78 
 76 
 
 141 
 136 
 
 125 
 121 
 118 
 
 110 
 107 
 104 
 
 96 
 93 
 91 
 
 18.03 
 19.13 
 20.28 
 
 132 
 128 
 
 133 
 
 36 
 
 141 
 
 125 
 
 84 
 
 74 
 
 129 
 
 114 
 
 101 
 
 88 
 
 21.45 
 
 37 
 38 
 
 137 
 
 121 
 118 
 
 82 
 80 
 
 72 
 70 
 
 125 
 122 
 
 111 
 108 
 
 98 
 96 
 
 86 
 
 84 , 
 
 22.66 
 23.90 
 
 133 
 
 39 
 
 130 
 
 115 
 
 78 
 
 68 
 
 119 
 
 106 
 
 93 
 
 81 
 
 25.18 
 
 40 
 
 126 
 
 112 
 
 76 
 
 66 
 
 116 
 
 103 
 
 91 
 
 79 
 
 26.48 
 
 
 43.50 
 
 38.91 
 
 29.50 
 
 26.50 
 
 42.75 
 
 38.19 
 
 34.69 
 
 30.95 
 
 In.2 
 
 Si-, 
 Wt.perFt. 
 
 474.3 
 
 420.8 
 
 284.3 
 
 249.1 
 
 435.1 
 
 386.1 
 
 341.5 
 
 298.0 
 
 In.s 
 
 148.1 
 
 132.5 
 
 100.5 
 
 90.1 
 
 145.6 
 
 130.0 
 
 118.1 
 
 105.4 
 
 Lbs. 
 
 
 jve horizontal lines e 
 
 tceed the end resistance and % 
 
 irders should be p 
 
 ovided 
 
 with stiff eners; fori 
 
 miting conditions see 
 
 explanatory notes and Constr 
 
 uction Specifications 
 
 
 Weights givei 
 
 for girders do not i 
 
 aclude stiffeners, rivet heads, 
 
 >r other details. 
 
 
 273 
 
CARNEGIE STEEL COMPANY 
 
 RIVETED PLATE GIRDERS— Concluded 
 
 Safe Loads in Thousands of Pounds Uniformly Distributed 
 
 Maximum Bending Stress, 16000 Pounds Per Square Inch 
 
 
 L^!£i 
 
 r 10%" 
 
 *-12-'~ 
 
 --12% 
 
 --12-'-, 
 
 r 12-< 1 
 
 rl(»«K 
 
 plO%? 
 
 
 
 pi 
 
 ► 
 
 H 
 
 y 
 
 !^ 
 
 w 
 
 ! "r^ pr 
 
 T ^ p? 
 
 T ^ ^v 
 
 nr 
 
 nr 
 
 
 
 "S 
 
 
 '•? 
 
 
 v ■ 
 
 
 = i 
 
 
 ** 
 
 
 3! 
 
 
 'i? 
 
 
 : i 
 
 
 a 
 
 
 M 
 
 
 § 
 
 
 us 
 
 
 ira 
 
 
 M 
 
 
 °? 
 
 
 Si 
 
 
 3 
 
 
 
 
 i=2 
 
 !U 
 
 U 
 
 fc-, 
 
 Lf4 
 
 h 
 
 i^jt^. 
 
 i^^. 
 
 4*fe 
 
 LJt 
 
 i.Jk= 
 
 en 
 
 03 
 
 Q 
 
 Span 
 
 
 
 
 
 
 
 
 o 
 
 in 
 
 
 Dimensions jn Inches 
 
 
 
 
 Feet 
 
 8 
 
 " to 
 
 -gg 
 
 s 
 Hi 
 
 ■s § 
 
 ■ggg 
 
 
 
 •M 
 
 I4s 
 
 •^ MM 
 
 •s§§ 
 
 J 
 
 j ■ 
 
 bo 
 
 J4 
 
 °3 
 
 m 
 & 
 
 
 t*s 
 
 ESS 
 
 ESSE 
 
 ^PhE 
 
 &H5 
 
 ESSE 
 
 fefa 
 
 tss 
 
 
 
 
 X 
 
 X 
 
 X 
 
 X 
 
 x 
 
 § 
 
 X 
 
 
 
 3$ 
 
 xs: 
 
 xSs 
 
 xjfe: 
 
 x$s 
 
 X$X 
 
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 £13 
 
 
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 -9^^ 
 
 3! X 
 
 35 
 
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 THTJH 
 
 AJ. 
 
 A-^esi 
 
 A^CQ 
 
 -i-i^i 
 
 ^H-^« 
 
 tH-J* 
 
 
 
 153 
 
 
 224 
 
 204 
 
 181 
 
 161 
 
 
 
 
 18 
 
 134 
 
 121 
 
 98 
 
 5.36 
 
 19 
 
 145 
 
 127 
 
 212 
 
 193 
 
 172 
 
 152 
 
 115 
 
 93 
 
 5.98 
 
 20 
 
 138 
 
 121 
 115 
 
 202 
 192 
 
 183 
 175 
 
 163 
 155 
 
 144 
 138 
 
 109 
 104 
 
 88 
 84 
 
 6.62 
 
 21 
 
 131 
 
 7.30 
 
 22 
 
 126 
 
 110 
 
 184 
 
 167 
 
 148 
 
 131 
 
 99 
 
 80 
 
 8.01 
 
 23 
 
 120 
 
 115 
 
 105 
 101 
 
 176 
 168 
 
 159 
 153 
 
 142 
 136 
 
 126 
 
 95 
 91 
 
 77 
 74 
 
 8.76 
 
 24 
 
 120 
 
 9.53 
 
 25 
 
 110 
 
 97 
 
 162 
 
 147 
 
 131 
 
 116 
 
 87 
 
 71 
 
 10.35 
 
 26 
 
 106 
 102 
 
 93 
 90 
 
 155 
 150 
 
 141 
 136 
 
 126 
 
 111 
 107 
 
 84 
 81 
 
 68 
 65 
 
 11.19 
 
 27 
 
 121 
 
 12.07 
 
 28 
 
 99 
 
 86 
 
 144 
 
 131 
 
 117 
 
 103 
 
 78 
 
 63 
 
 12.98 
 
 29 
 
 95 
 92 
 
 83 
 
 81 
 
 139 
 135 
 
 126 
 
 113 
 
 109 
 
 100 
 96 
 
 75 
 73 
 
 61 
 59 
 
 13.92 
 
 30 
 
 122 
 
 14.90 
 
 31 
 
 89 
 
 78 
 
 130 
 
 118 
 
 105 
 
 93 
 
 70 
 
 57 
 
 15.91 
 
 32 
 
 86 
 84 
 
 76 
 73 
 
 126 
 
 115 
 111 
 
 102 
 99 
 
 90 
 
 88 
 
 68 
 66 
 
 55 
 53 
 
 16.95 
 
 33 
 
 122 
 
 18.03 
 
 34 
 
 81 
 
 71 
 
 119 
 
 108 
 
 96 
 
 85 
 
 64 
 
 52 
 
 19.13 
 
 35 
 
 79 
 
 69 
 
 115 
 
 105 
 
 93 
 
 83 
 
 62 
 
 50 
 
 20.28 
 
 36 
 
 77 
 
 67 
 
 112 
 
 102 
 
 91 
 
 80 
 
 61 
 
 49 
 
 21.45 
 
 37 
 
 75 
 
 65 
 
 109 
 
 99 
 
 88 
 
 78 
 
 59 
 
 48 
 
 22.66 
 
 38 
 
 73 
 
 64 
 
 106 
 
 96 
 
 86 
 
 76 
 
 57 
 
 46 
 
 23.90 
 
 39 
 
 71 
 
 62 
 
 104 
 
 94 
 
 84 
 
 74 
 
 56 
 
 45 
 
 25.18 
 
 40 
 
 69 
 
 60 
 
 101 
 
 92 
 
 82 
 
 72 
 
 55 
 
 44 
 
 26.48 
 
 Area 
 
 28.75 
 
 25.75 
 
 40.00 
 
 37.00 
 
 33.20 
 
 30.20 
 
 25.00 
 
 21.20 
 
 In.2 
 
 Si-i 
 
 258.9 
 
 226.6 
 
 378.5 
 
 343.6 
 
 306.1 
 
 270.9 
 
 204.6 
 
 165.5 
 
 In.s 
 
 Wt.perFt 
 
 98.0 
 
 87.6 
 
 136.0 
 
 125.8 
 
 113.0 
 
 102.8 
 
 85.0 
 
 72.2 
 
 Lbs. 
 
 Safe loads above horizontal lines exceed the end resistance and girders should be provided 
 with stiff eners; for limiting conditions see explanatory notes and Construction Specifications. 
 Weights given for girders do not include stiffeners, rivet heads, or other details. 
 
 274 
 
GIRDERS 
 
 RIVETED PLATE GIRDERS 
 
 To obtain a girder suitable to carry any specified 
 loading, determine the maximum end reaction in pounds 
 and the maximum bending moment in inch-pounds. 
 
 Select from the table a girder having the desired 
 depth, a thickness of web as determined by the maximum 
 end reaction and a suitable section modulus as deter- 
 mined by dividing the bending moment by the permissible 
 stress per square inch. 
 
 For limiting conditions see explanatory notes and 
 Construction Specifications. 
 
 Weights given do not include stifleners, rivet heads, 
 or other details. 
 
 1 
 
 T 
 
 1 
 
 
 
 
 Weight per Foot, 
 
 Maximum 
 
 Section 
 
 Size in Inche 
 
 
 Pounds 
 
 End 
 
 Modulus, 
 
 
 
 
 
 Reaction 
 
 
 
 
 
 
 
 
 
 
 
 . Web Plate 
 
 
 in 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 and 
 
 Flange 
 
 Thousands 
 
 of 
 
 Pounds 
 
 Inches 8 
 
 Plate 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 136.6 
 
 
 4x 3 x% 
 
 
 59.5 
 
 
 50.6 
 
 168.6 
 
 
 4x 3 xH 
 
 
 69.9 
 
 
 50.6 
 
 198.7 
 
 
 5x3HxH 
 
 
 79.9 
 
 
 50.6 
 
 236.1 
 
 24x% 6 
 
 5x3Mx« 
 
 
 92.7 
 
 
 50.6 
 
 238.0 
 
 
 5x3HxM 
 
 12 xH 
 
 79.9 
 
 40.8 
 
 50.6 
 
 372.9 
 
 
 5x3HxH 
 
 12 x% 
 
 79.9 
 
 51.0 
 
 50.6 
 
 408.5 
 
 
 5x3J4xK 
 
 12 x% 
 
 92.7 
 
 51.0 
 
 50.6 
 
 142.5 
 
 
 4x 3 x% 
 
 
 64.6 
 
 
 60.8 
 
 165.5 
 
 
 5x3^xH 
 
 
 72.2 
 
 
 60.8 
 
 174.5 
 
 
 4x 3 xH 
 
 
 75.0 
 
 
 60.8 
 
 204.5 
 
 
 4x 3 7L% 
 
 
 85.0 
 
 
 60.8 
 
 204.6 
 
 
 5x3Mx^ 
 
 
 85.0 
 
 
 60.8 
 
 242.0 
 
 24 x% 
 
 5x3Hx*A 
 
 
 97.8 
 
 
 60.8 
 
 270.9 
 
 
 5x3Hx% 
 
 12 xH 
 
 72.2 
 
 30.6 
 
 60.8 
 
 306.1 
 
 
 5x3^xM 
 
 12 x& 
 
 72.2 
 
 40.8 
 
 60.8 
 
 343.6 
 
 
 5x3^xH 
 
 12 xH 
 
 85.0 
 
 40.8 
 
 ,60.8 
 160.8 
 
 378.5 
 
 
 5x3)4xJ4 
 
 12 xH 
 
 85.0 
 
 51.0 
 
 414.1 
 
 
 5x3^x% 
 
 12 xH 
 
 97.8 
 
 51.0 
 
 60.8 
 
 151.5 
 
 
 4x 3 x% 
 
 
 61.6 
 
 
 56.3 
 
 176.8 
 
 
 5x3M*% 
 
 
 69.2 
 
 
 56.3 
 
 186.6 
 
 
 4x 3 xK 
 
 
 72.0 
 
 
 56.3 
 
 201.2 
 
 
 6x 4 x% 
 
 
 76.8 
 
 
 56.3 
 
 219.6 
 
 
 5x314*14 
 
 
 82.0 
 
 
 56.3 
 
 252.0 
 
 
 6x 4 xH 
 
 
 92.4 
 
 
 56.3 
 
 260.7 
 
 
 5x3HxM 
 
 
 94.8 
 
 
 56.3 
 
 291.3 
 
 26 x % 6 
 
 5x3MxM 
 
 12 x% 
 
 69.2 
 
 30.6 
 
 56.3 
 
 301.0 
 
 
 6x 4 x*/a 
 
 
 107.6 
 
 
 56.3 
 
 329.5 
 
 
 5x3Hx^ 
 
 12 xH 
 
 69.2 
 
 40.8 
 
 56.3 
 
 334.8 
 
 
 6x 4 x% 
 
 14 x % 
 
 76.8 
 
 35.7 
 
 56.3 
 
 370.7 
 
 
 5x3J4xJ4 
 
 12 xM 
 
 82.0 
 
 40.8 
 
 56.3 
 
 379.4 
 
 
 ex 4 %y a 
 
 14 xK 
 
 76.8 
 
 47.6 
 
 56.3 
 
 408.6 
 
 
 5x3J4x^ 
 
 12 x% 
 
 82.0 
 
 51.0 
 
 56.3 
 
 275 
 

 < 
 
 :arneqi 
 
 E STEEL 
 
 COMPANY 
 
 
 RIVETED PLATE GIRDERS— Continued 
 
 Section 
 
 Size in Inches 
 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 End 
 
 Modulus, 
 
 
 
 
 
 Reaction 
 
 
 
 
 
 AxiH 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 
 of 
 
 Founds 
 
 Inches 8 
 
 Plate 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 428.4 
 
 
 6x 4 xH 
 
 14 xH 
 
 92.4 
 
 47.6 
 
 56.3 
 
 447.9 
 
 
 5x3Mx^s 
 
 12 x^ 
 
 94.8 
 
 51.0 
 
 56.3 
 
 472.7 
 
 26x<& 6 
 
 6x 4 xy 2 
 
 14 x% 
 
 92.4 
 
 59.5 
 
 56.3 
 
 519.5 
 
 
 6x 4 x% 
 
 lixy a 
 
 107.6 
 
 59.5 
 
 56.3 
 
 563.4 
 
 
 6x 4 x% 
 
 14 xDi 
 
 107.6 
 
 71.4 
 
 56.3 
 
 158.5 
 
 
 4x 3 x% 
 
 > 
 
 67.2 
 
 
 67.5 
 
 183.8 
 
 
 5x-3Hx« 
 
 
 74.8 
 
 
 67.5 
 
 193.5 
 
 
 4x 3 xY 2 
 
 
 77.6 
 
 
 67.5 
 
 208.1 
 
 
 6x 4 x% 
 
 
 82.4 
 
 
 67.5 
 
 226.5 
 
 
 4x 3 x% 
 
 
 87.6 
 
 
 67.5 
 
 226.6 
 
 
 5x3KxH 
 
 
 87.6 
 
 
 67.5 
 
 258.9 
 
 
 6x 4 x*A 
 
 
 98.0 
 
 
 67.5 
 
 267.6 
 
 
 5x3^xJs 
 
 
 100.4 
 
 
 67.5 
 
 298.0 
 
 
 5x3Hx% 
 
 12 x^ 
 
 74.8 
 
 30.6 
 
 67.5 
 
 307.9 
 
 
 6x 4 -aYs 
 
 
 113.2 
 
 
 67.5 
 
 336.2 
 
 
 5x3^x^ 
 
 12 xK 
 
 74.8 
 
 40.8 
 
 67.5 
 
 341.5 
 
 2Gx% 
 
 6x 4 xH 
 
 14 jjj 
 
 82.4 
 
 35.7 
 
 67.5 
 
 354.4 
 
 
 6x 4 x% 
 
 
 127.6 
 
 
 67.5 
 
 377.4 
 
 
 5x3^xH 
 
 12 xH 
 
 87.6 
 
 40.8 
 
 67.5 
 
 386.1 
 
 
 6x 4 xH 
 
 14 xM 
 
 82.4 
 
 47.6 
 
 67.5 
 
 415.2 
 
 
 5xii4x}4 
 
 12 x% 
 
 87.6 
 
 51.0 
 
 67.5 
 
 435.1 
 
 
 6x 4 xj^ 
 
 14 xM 
 
 98.0 
 
 47.6 
 
 67.5 
 
 454.5 
 
 
 5x3J4xH 
 
 12 x% 
 
 100.4 
 
 51.0 
 
 67.5 
 
 479.3 
 
 
 6x 4 x^ 
 
 lixy s 
 
 98.0 
 
 59.5 
 
 67.5 
 
 526.1 
 
 
 6x 4 x% 
 
 14x5^ 
 
 113.2 
 
 59.5 
 
 67.5 
 
 569.9 
 
 
 6x 4 x^ 
 
 14 x % 
 
 113.2 
 
 71.4 
 
 67.5 
 
 613.9 
 
 
 6x 4 xM 
 
 14 xM 
 
 127.6 
 
 71.4 
 
 67.5 
 
 200.^ 
 
 
 4x 3 xH 
 
 
 83.1 
 
 
 78.8 
 
 233.4 
 
 
 4x 3 x% 
 
 
 93.1 
 
 
 78.8 
 
 233.5 
 
 
 5x3MxJ^ 
 
 
 93.1 
 
 
 78.8 
 
 265.8 
 
 
 6x 4 x}£ 
 
 
 103.5 
 
 
 78.8 
 
 274.5 
 
 
 5x3Hx% 
 
 
 105.9 
 
 
 78.8 
 
 314.8 
 
 
 6x 4 x% 
 
 
 118.7 
 
 
 78.8 
 
 361.3 
 
 
 6x 4 xM 
 
 
 133.1 
 
 
 78.8 
 
 384.0 
 
 26 x %e 
 
 5x3J^x^ 
 
 12 iH 
 
 93.1 
 
 40.8 
 
 78.8 
 
 421.8 
 
 
 5x3KxM 
 
 12 xH 
 
 93.1 
 
 51.0 
 
 78.8 
 
 441.7 
 
 
 6x 4 x^ 
 
 14 xH 
 
 103.5 
 
 47.6 
 
 78.8 
 
 461.1 
 
 
 5x3J^xM 
 
 12 x« 
 
 105.9 
 
 51.0 
 
 78.8 
 
 485.9 
 
 
 6x 4 xH 
 
 l|xH 
 
 103.5 
 
 59.5 
 
 78.8 
 
 532.7 
 
 
 6x 4 x% 
 
 14 s^ 
 
 118.7 
 
 59.5 
 
 78.8 
 
 576.5 
 
 
 6x 4 x% 
 
 14 x % 
 
 118.7 
 
 71.4 
 
 78.8 
 
 620.5 
 
 
 6x 4 x% 
 
 14 x% 
 
 133.1 
 
 71.4 
 
 78.8 
 
 276 
 
GIRDERS 
 
 RIVETED PLATE GIRDERS— Continued 
 
 Section 
 
 
 Size in Inches 
 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 End 
 
 Modulus, 
 
 
 
 
 
 Reaction 
 
 
 
 
 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Mange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 
 of 
 
 Pounds 
 
 Inches 8 
 
 Plate 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 185.6 
 
 
 5x3}^x% 
 
 
 70.3 
 
 
 56^3 
 
 211.0 
 
 
 6x 4 x% 
 
 
 77.9 
 
 
 56.3 
 
 230.3 _ 
 
 
 5x3Kx>4 
 
 
 83.1 
 
 
 56.3 
 
 264.1 ' 
 
 
 6x 4 xJ4 
 
 
 93.5 
 
 
 56.3 
 
 273.2 
 
 
 5x3^x% 
 
 
 95.9 
 
 
 56.3 
 
 304.5 
 
 
 5xSy 2 x'A 
 
 12 x% 
 
 70.3 
 
 30.6 
 
 56.3 
 
 315.3 
 
 
 6x 4 x% 
 
 
 108.7 
 
 
 56.3 
 
 344.2 
 
 
 5x3MxK 
 
 12x*A 
 
 70.3 
 
 40.8 
 
 56.3 
 
 349.8 
 
 27x%a 
 
 6x 4 x% 
 
 14 x% 
 
 77.9 
 
 35.7 
 
 56.3 
 
 387.3 
 
 
 5x3M*M 
 
 12 xH 
 
 83.1 
 
 40.8 
 
 56.3 
 
 396.2 
 
 
 6x 4 x% 
 
 14 x y 2 
 
 77.9 
 
 47.6 
 
 56.3 
 
 426.7 
 
 
 5x3^x>4 
 
 12 xM 
 
 83.1 
 
 51.0 
 
 56.3 
 
 447.4 
 
 
 6x 4 xH 
 
 14 xH 
 
 93.5 
 
 47.6 
 
 56.3 
 
 467.7 
 
 
 5x3Hx s A 
 
 12 iH 
 
 95.9 
 
 51.0 
 
 56.3 
 
 493.4 
 
 
 6x 4 xy, 
 
 14 xH 
 
 93.5 
 
 59.5 
 
 56.3 
 
 542.4 
 
 
 6x 4 x% 
 
 14 x ^ 
 
 108.7 
 
 59.5 
 
 56.3 
 
 588.0 
 
 
 6x 4 x^ 
 
 14 x M 
 
 108.7 
 
 71.4 
 
 56.3 
 
 193.1 
 
 
 5x3^*% 
 
 
 76.0 
 
 
 67.5 
 
 218.5 
 
 
 6x 4 x% 
 
 
 , 83.6 
 
 
 67.5 
 
 237.8 
 
 
 5x3^x^ 
 
 
 88.8 
 
 
 67.5 
 
 271.5 
 
 
 6x 4 x3a 
 
 
 99.2 
 
 
 67.5 
 
 280.6 
 
 
 5x3«xJ| 
 
 
 101.6 
 
 
 67.5 
 
 311.7 
 
 
 5x3HxM 
 
 12 x J3 
 
 76.0 
 
 30.6 
 
 67.5 
 
 322.7 
 
 
 6x 4 xJi 
 
 
 114.4 
 
 
 67.5 
 
 351.4 
 
 
 5x3Xx'A 
 
 12 xM 
 
 76.0 
 
 40.8 
 
 67.5 
 
 357.1 
 
 
 6x 4 x% 
 
 14 x% 
 
 83.6 
 
 35.7 
 
 67.5 
 
 371.4 
 
 27 x % 
 
 6x 4 xM 
 
 
 128.8 
 
 
 67.5 
 
 394.5 
 
 
 hxZyixYi 
 
 12 xK 
 
 88.8 
 
 40.8 
 
 67.5 
 
 403.4 
 
 
 6x 4 xX 
 
 14 xK 
 
 83.6 
 
 47.6 
 
 67.5 
 
 417.9 
 
 
 6x 4 xjs" 
 
 
 143.2 
 
 
 67.5 
 
 433.8 
 
 
 5x3J4xH 
 
 M2 x H 
 
 88.8 
 
 51.0 
 
 67.5 
 
 454.6 
 
 
 6x 4 xH 
 
 14 xH 
 
 99.2 
 
 47.6 
 
 67.5 , 
 
 474.8 
 
 
 5x3Hx% 
 
 12 x ^ 
 
 101.6 
 
 51.0 
 
 67.5 
 
 500.5 
 
 
 6x 4 xj^ 
 
 14 x% 
 
 99.2 
 
 59.5 
 
 67.5 
 
 549.5 
 
 
 6x 4 xX 
 
 14 x H 
 
 114.4 
 
 59.5 
 
 67.5 
 
 595.1 
 
 
 6x 4 x% 
 
 14 x M 
 
 114.4 
 
 71.4 
 
 67.5 
 
 641.2 
 
 
 6x 4 x% 
 
 14 xM 
 
 128.8 
 
 71.4 
 
 67.5 
 
 245.2 
 
 
 5x3*4x14 
 
 
 94.6 
 
 
 78.8 
 
 279.0 
 
 27 x %e 
 
 6x 4 xj^ 
 
 
 105.0 
 
 
 78.8 
 
 288.1 
 
 5x3M* 6 A 
 
 
 107.4 
 
 
 78.8 
 
 330.2 
 
 
 6x 4 xH 
 
 
 120.2, 
 
 
 78.8 
 
 277 
 

 CARNEGIE STEEL COMPANY 
 
 
 RIVETED PLATE GIRDERS— Continued 
 
 
 Section 
 
 Size in Inches 
 
 
 Weight per Foot, 
 
 Pounds 
 
 Maximum 
 End 
 
 Modulus, 
 
 
 
 
 Reaction 
 
 
 
 
 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 
 of 
 
 Inches 3 
 
 Plate 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 Pounds 
 
 378.8 
 
 
 6x 4 x% 
 
 
 134.6 
 
 
 78.8 
 
 401.7 
 
 
 5x3}^xH 
 
 12 x)i 
 
 94.6 
 
 40.8 
 
 78.8 
 
 425.3 
 
 
 6x 4 XJ4 
 
 
 149.0 
 
 
 78.8 
 
 440.9 
 
 
 5x3^xJi 
 
 12 x% 
 
 94.6 
 
 51.0 
 
 78.8 
 
 461.8 
 
 27 x %o 
 
 6x 4 xM 
 
 14 iH 
 
 105.0 
 
 47.6 
 
 78.8 
 
 482.0 
 
 
 5x3^x^ 
 
 12 x% 
 
 107.4 
 
 51.0 
 
 78.8 
 
 507.7 
 
 
 6x 4 xH 
 
 14 x^ 
 
 105.0 
 
 59.5 
 
 78.8 
 
 556.6 
 
 
 6x 4 x% 
 
 14x5^ 
 
 120.2 
 
 59.5 
 
 78.8 
 
 602.4 
 
 
 6x 4 x% 
 
 14 x% 
 
 120.2 
 
 71.4 
 
 78.8 
 
 648.2 
 
 
 6x 4 xM 
 
 14 x% 
 
 134.6 
 
 71.4 
 
 78.8 
 
 194.5 
 
 
 5x3^xH 
 
 
 71.4 
 
 
 56.3 
 
 221.0 
 
 
 6x 4 xM 
 
 
 79.0 
 
 
 56.3 
 
 241.1 
 
 
 5x3J^xH 
 
 
 84.2 
 
 
 56.3 
 
 276.3 
 
 
 6x 4 xK 
 
 
 94.6 
 
 
 , 56.3 
 
 285.8 
 
 
 5x3^x5^ 
 
 
 97.0 
 
 
 56.3 
 
 317.8 
 
 
 5x3^x% 
 
 12 x Ji 
 
 71.4 
 
 30.6 
 
 56.3 
 
 329.7 
 
 
 6x 4 x% 
 
 
 109.8 
 
 
 56.3 
 
 359.0 
 
 
 5x3J^xM 
 
 12 iH 
 
 71.4 
 
 40.8 
 
 56.3 
 
 365.0 
 
 28x% 6 
 
 6x 4 x% 
 
 14 x% 
 
 79.0 
 
 35.7 
 
 56.3 
 
 404.0 
 
 
 5x3}^xH 
 
 12 xM 
 
 84.2 
 
 40.8 
 
 56.3 
 
 413.1 
 
 
 6x 4 xj| 
 
 14 xH 
 
 79.0 
 
 47.6 
 
 56.3 
 
 444.8 
 
 
 5x3Kx*S 
 
 12x% 
 
 84.2 
 
 51.0 
 
 56.3 
 
 466.5 
 
 
 6x 4 x^ 
 
 14 xH 
 
 94.6 
 
 47.6 
 
 56.3 
 
 487.6 
 
 
 5x3^x5^ 
 
 12 x^ 
 
 97.0 
 
 51.0 
 
 56.3 
 
 514.2 
 
 
 6x 4 xJ4 
 
 14 x % 
 
 94.6 
 
 59.5 
 
 56.3 
 
 565.4 
 
 
 6x 4 x% 
 
 14 x% 
 
 109.8 
 
 59.5 
 
 56.3 
 
 612.7 
 
 
 6x 4 xH 
 
 14 xM 
 
 109.8 
 
 71.4 
 
 56.3 
 
 202.5 
 
 
 5x3Kx^ 
 
 
 77.3 
 
 
 67.5 
 
 229.0 
 
 
 Gx 4 x% 
 
 
 84.9 
 
 
 67.5 
 
 249.1 
 
 
 5x3KxJ^ 
 
 
 90.1 
 
 
 67.5 
 
 284.3 
 293.8 
 
 
 6x 4 *H 
 
 
 100.5 
 
 
 67.5 
 
 
 5x3}^xM 
 
 
 102.9 
 
 
 67.5 
 
 325.6 
 
 
 5x3KxM 
 
 12 x H 
 
 77.3 
 
 30.6 
 
 67.5 
 
 337.7 
 
 28 IH 
 
 6x 4 x% 
 
 
 115.7 
 
 
 67.5 
 
 366.7 
 
 
 5x3MxM 
 
 12 x^ 
 
 77.3 
 
 40.8 
 
 67.5 
 
 372.8 
 
 
 6x 4 xJ3 
 
 11 x% 
 
 84.9 
 
 35.7 
 
 67.5 
 
 388.5 
 
 
 6x 4 xji 
 
 
 130.1 
 
 
 67.5 
 
 411.7 
 
 
 5x3HxM 
 
 12 xH 
 
 90.1 
 
 40.8 
 
 67.5 
 
 420.8 
 
 
 6x 4 xH 
 
 14 xH 
 
 84.9 
 
 47.6 
 
 67.5 
 
 437.0 
 
 
 6x 4 xK 
 
 
 144.5 
 
 
 67.5 
 
 452.5 
 
 
 5x3^xK 
 
 12 x^ 
 
 90.1 
 
 51.0 
 
 67.5 
 
 278 
 
GIRDERS 
 
 RIVETED PLATE GIRDERS— Continued 
 
 Section 
 Modulus, 
 
 Size in Inches 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 
 End 
 Reaction 
 
 
 
 
 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 
 of 
 
 Pounds 
 
 * 
 
 Inches 8 
 
 Plates 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 474.3 
 
 
 6x 4 xH 
 
 14 xM 
 
 100.5 
 
 47.6 
 
 67.5 
 
 495.3 
 
 
 5x3Kx% 
 
 12 x% 
 
 102.9 
 
 51.0 
 
 67.5 
 
 521.9 
 
 28 jt y % 
 
 6x 4 xH 
 
 14 xH 
 
 100.5 
 
 59.5 
 
 67.5 
 
 573.1 
 
 
 6x 4 x% 
 
 14 x% 
 
 115.7 
 
 59.5 
 
 67.5 
 
 620.4 
 
 
 6x 4 x% 
 
 14 xM 
 
 115.7 
 
 71.4 
 
 67.5 . 
 
 668.6 
 
 
 6x 4 x.% 
 
 14 xM 
 
 130.1 
 
 71.4' 
 
 67.5 
 
 257.1 
 
 
 5x3KxM 
 
 
 96.1 
 
 
 78.8 
 
 292.4 
 
 
 6x 4 xH 
 
 
 106.5 
 
 
 78.8 
 
 301.8 
 
 
 5x3HxM 
 
 
 108.9 
 
 
 78.8 
 
 345.8 
 
 
 6x 4 xH 
 
 
 121.7 
 
 
 78.8 
 
 396.5 
 
 
 6x 4 xM 
 
 
 136.1 
 
 
 78.8 
 
 419.5 
 
 
 5x3Hx)4 
 
 12 xH 
 
 96.1 
 
 40.8 
 
 78.8 
 
 445.1 
 
 28 x %, 
 
 6x 4 x% 
 
 
 150.5 
 
 
 78.8 
 
 460.2 
 
 
 5x3Kx^ 
 
 12 xM 
 
 96.1 
 
 51.0 
 
 78.8' 
 
 482.0 
 
 
 6x 4 xH 
 
 14 xH 
 
 106.5 
 
 , 47.6 
 
 78.8 
 
 503.0 
 
 
 5x3Hx« 
 
 12 xM 
 
 108.9 
 
 51.0 
 
 78.8 
 
 529.6 
 
 
 6x 4 x^ 
 
 14x5^ 
 
 106.5 
 
 59.5 
 
 78.8 
 
 580.8 
 
 
 6x 4 x% 
 
 14 x % 
 
 121.7 
 
 59.5 
 
 78.8 
 
 628.0 
 
 
 6x 4 x% 
 
 14 x M 
 
 121.7 
 
 71.4 
 
 78.8 
 
 676.2 
 
 
 6x 4 xM 
 
 14 x M 
 
 136.1 
 
 71.4 
 
 78.8 
 
 221.8 
 
 
 5x3Hx« 
 
 
 79.9 
 
 
 74.3 
 
 250.5 
 
 
 6x 4 x« 
 
 
 87.5 
 
 
 74.3 -. 
 
 272.1 
 
 
 5x3^xK 
 
 
 92.7 
 
 
 74.3 
 
 310.3 
 
 
 6x 4 x^ 
 
 
 103.1 
 
 
 74.3 
 
 320.5 
 
 
 5x3KxM 
 
 
 105.5 
 
 
 '74.3 
 
 353.8 
 
 
 5x3^xM 
 
 12 xH 
 
 79.9 
 
 30.6 
 
 74.3 
 
 366.2 
 
 
 5x3Mx?i 
 
 
 117.5 
 
 
 74.3 
 
 368.1 
 
 
 6x 4 xH 
 
 
 118.3 
 
 
 74.3 
 
 397.8 
 
 
 5x3MxM 
 
 12 xM 
 
 79.9 
 
 40.8 
 
 74.3 
 
 404.7 
 
 
 6x 4 xH 
 
 14 x % 
 
 87.5 
 
 35.7 
 
 74.3 
 
 423.1 
 
 30 x % 
 
 6x 4 xM 
 
 
 132.7 
 
 
 74.3 
 
 446.6 
 
 
 5x3MxM 
 
 12xM 
 
 92.7 
 
 40.8 
 
 74.3 
 
 456.1 
 
 
 6x 4 x% 
 
 14 xK 
 
 87.5 
 
 47.6 
 
 74.3 
 
 475.8 
 
 
 6x 4 x% 
 
 
 147.1 
 
 
 74.3 
 
 490.3 
 
 
 5x3Hx^ 
 
 12 x^ 
 
 92.7 
 
 51.0 
 
 74.3 
 
 514.0 
 
 
 6x 4 xM 
 
 14 xM 
 
 103.1 
 
 47.6 
 
 74.3 
 
 536.7 
 
 
 5x3^xM 
 
 12 xM 
 
 105.5 
 
 51.0 
 
 74.3 
 
 565.1 
 
 
 6x 4 xH 
 
 14 x^ 
 
 103.1 
 
 59.5 
 
 74.3- 
 
 620.6 
 
 
 6x 4 x^ 
 
 14 x% 
 
 118.3 
 
 59.5 
 
 74.3 
 
 671.3 
 
 
 6x 4 x^g 
 
 14 x% 
 
 118.3 
 
 71.4 
 
 74.3 
 
 ,723.8 
 
 
 6x 4 xM 
 
 14 xM 
 
 132.7 
 
 71.4 
 
 74.3 
 
 279 
 

 CARNEQIE STEEL 
 
 COMPANY 
 
 
 RIVETED PLATE GIRDERS— Continued 
 
 
 Section 
 Modulus, 
 
 Size in Inches 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 End 
 
 Reaction 
 
 
 
 
 
 
 Axis 1-1, 
 Inches 3 
 
 > 
 
 Web 
 Plates 
 
 Flange 
 Angles 
 
 Flange 
 Plates 
 
 Web Plate 
 
 and 
 
 Flange 
 
 Angles 
 
 Flange 
 Plates 
 
 in 
 
 Thousands 
 
 of 
 
 Pounds 
 
 281.4 
 
 
 5x3MxH 
 
 
 99.0 
 
 
 86.6 
 
 319.5 
 
 
 6x 4 xH 
 
 
 109.4 
 
 
 86.6 
 
 329.7 
 
 
 5x3HxH 
 
 
 111.8 
 
 
 86.6 
 
 375.5 
 
 
 5x3HxK 
 
 
 123.8 
 
 
 86.6 
 
 , ,377.3 
 
 
 6x 4 x^ 
 
 
 124.6 
 
 
 86.6 
 
 432.3 
 
 
 6x 4 x% 
 
 
 139.0 
 
 
 86.6 
 
 455.5 \ 
 
 
 5x3^xK 
 
 12 x H 
 
 99.0 
 
 40.8 
 
 86.6 
 
 485.0 
 
 30 x % e 
 
 6x 4 xy s 
 
 
 153.4 
 
 
 86.6 
 
 499.2 
 
 
 5x3HiH 
 
 12 x% 
 
 99.0 
 
 51.0 
 
 86.6 
 
 523.0 
 
 - 
 
 6x 4 xH 
 
 14 xX 
 
 109-4 
 
 " 47.6 
 
 86.6 
 
 5*45.6 
 
 
 5x3HxM 
 
 12xJ< 
 
 111.8 
 
 51.0 
 
 86.6 
 
 574.0 
 
 
 6x 4 xK 
 
 14 x^ 
 
 109.4 
 
 59.5 
 
 86.6 
 
 629.5 
 
 
 6x 4 x s A 
 
 14 x% 
 
 124.6 
 
 59.5 
 
 86.6 
 
 680.1 
 
 
 6x 4 x% 
 
 14 xM 
 
 124.6 
 
 71.4 
 
 86.6 
 
 732.6 
 
 
 6x 4 xM 
 
 14 x M 
 
 139.0 
 
 71.4 
 
 86.6 
 
 290.6 
 
 
 5x3HxH 
 
 
 105.4 
 
 
 99.0 
 
 328.8 
 
 
 6x 4 xH 
 
 
 115.8 
 
 
 99.0 
 
 338.9 
 
 
 bxZy^xVi 
 
 
 118.2 
 
 
 99.0 
 
 384.7 
 
 
 hxZyixVi 
 
 
 130.2 
 
 
 99.0 
 
 386.5 
 
 
 6x 4 xH 
 
 
 131.0 
 
 
 99.0 
 
 441.5 
 
 
 6x 4 xj| 
 
 
 145.4 
 
 
 99.0 
 
 464.4 
 
 
 5x3HxM 
 
 12 xY, 
 
 105.4 
 
 40.8 
 
 99.0 
 
 494.2 
 
 30 xH 
 
 6x 4 xj| 
 
 
 159.8 
 
 
 99.0 
 
 ' 508.0 
 
 
 5x3HxH 
 
 12 xH 
 
 105.4 
 
 51.0 
 
 99.0 
 
 531.9 
 
 
 6x 4 xH 
 
 WxX 
 
 115.8 
 
 47.6 
 
 99.0 
 
 554.5 
 
 
 5xZy 2 xYs 
 
 12 x% 
 
 118.2 
 
 > 51.0 
 
 99.0 
 
 582.8 
 
 
 6x 4 xM 
 
 14xJi 
 
 115.8 
 
 59.5 
 
 99.0 
 
 638.3 
 
 
 6x 4 x% 
 
 14 x% 
 
 131.0 
 
 59.5 
 
 99.0 
 
 6S8.9 
 
 
 Ox 4 x% 
 
 14 x M 
 
 131.0 
 
 71.4 
 
 99.0 
 
 741.3 
 
 
 6x 4 x% 
 
 14 x M 
 
 145.4 
 
 71.4 
 
 99.0 
 
 251.7 
 
 
 5x3H*M 
 
 
 83.7 
 
 
 81.0 
 
 283.7 
 
 
 6x 4 x% 
 
 
 91.3 
 
 
 81.0 
 
 307.7 
 
 
 5x3^xJ4 
 
 
 96.5 
 
 
 81.0 
 
 308.4 
 
 
 6x 6 x% 
 
 
 101.7 
 
 
 121.5 
 
 350.3 
 
 
 6x 4 x)4 
 
 
 106.9 
 
 
 81.0 
 
 361.5 
 
 33 x% 
 
 5xZ)4x% 
 
 
 109.3 
 
 
 81.0 
 
 383.6 
 
 
 6x 6 x}^ 
 
 
 120.5 
 
 
 121.5 
 
 396.9 
 
 
 5x3^x% 
 
 12 xM 
 
 83.7 
 
 30.6 
 
 81.0 
 
 412.5 
 
 
 5xZ)4x% 
 
 
 121.3 
 
 
 81.0 
 
 414,7 
 
 
 6x 4 x^ 
 
 
 122.1 
 
 
 81.0 
 
 445.5 
 
 
 5x3y a xy s 
 
 12 xH 
 
 83.7 
 
 40.8 
 
 81.0 
 
 453.4 6x 4 x% 
 
 14 IX 
 
 91.3 35.7 
 
 81.0 
 
 280 
 
GIRDERS 
 
 RIVETED PLATE GIRDERS— Continued 
 
 Section 
 Modulus, 
 
 Size in Inches 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 End 
 
 
 
 
 
 
 Reaction 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 Thousands 
 
 Inches 3 
 
 Plate 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 of ' 
 Pounds 
 
 455.9 
 
 
 6x 6 x% 
 
 
 138.9 
 
 
 121.5 
 
 476.1 
 
 
 6x 4 x% 
 
 
 136.5 
 
 
 81.0 
 
 477.6 
 
 
 6x 6 s.% 
 
 14 xM 
 
 101.7 
 
 35.7 
 
 121.5 
 
 499.8 
 
 
 5x3)4xH 
 
 12 x Yz 
 
 96.5 
 
 40.8 
 
 81.0 
 
 510.0 
 
 
 6x 4 x% 
 
 14 x^ 
 
 91.3 
 
 47.6 
 
 81.0 
 
 525.4 
 
 
 6x 6 xYl 
 
 
 156.9 
 
 
 121.5 
 
 534.1 
 
 
 6x 6 x% 
 
 14 sH 
 
 101.7 
 
 47.6 
 
 121.5 
 
 548.0 
 
 
 5x3K*H 
 
 12x5< 
 
 96.5 
 
 51.0 
 
 81.0 
 
 574.7 
 
 
 6x 4 x}i 
 
 14 xYt. 
 
 106.9 
 
 47.6 
 
 81.0 
 
 590.6 
 
 33 x % 
 
 6x 6 xYs 
 
 14 xM 
 
 101.7 
 
 59.5 
 
 121.5 
 
 592.6 
 
 6x 6 x% 
 
 
 174.5 
 
 
 121.5 
 
 599.9 
 
 
 5x3MxK 
 
 12 x% 
 
 109.3 
 
 51.0 
 
 81.0 
 
 607.1 
 
 
 6x 6 xYt 
 
 14 x H 
 
 120.5 
 
 47.6 
 
 121.5 
 
 630.9 
 
 
 6x 4 xH 
 
 14 xy s 
 
 106.9 
 
 59.5 
 
 81.0 
 
 663.1 
 
 
 6x 6 x^ 
 
 lixYs 
 
 120.5 
 
 59.5 
 
 121.5 
 
 693.0 
 
 ' 
 
 6x 4 x% 
 
 14 x^ 
 
 122.1 
 
 59.5 , 
 
 81.0 
 
 719.2 
 
 
 Ox 6 xK 
 
 14 x % 
 
 120.5 
 
 71.4 
 
 121.5 
 
 732.7 
 
 
 6x 6 xYs 
 
 lixYa 
 
 138.9 
 
 59.5- 
 
 121.5 
 
 748.9 
 
 
 6x 4 x% 
 
 UxM 
 
 122.1 
 
 71.4 
 
 81.0 
 
 788.3 
 
 
 6x 6 x% 
 
 14 x% 
 
 138.9 
 
 71.4 
 
 121.5 
 
 807.6 
 
 
 6x 4 x% 
 
 14 x Yi 
 
 136.5 
 
 71.4 
 
 81.0 
 
 854.9 
 
 
 6x 6 x% 
 
 14 x % 
 
 156.9 
 
 71.4 
 
 121.5 
 
 318.9 
 
 
 5x3HxH 
 
 
 103.5 
 
 
 94.5 
 
 361.5 
 
 
 6x 4 x}^ 
 
 
 113.9 
 
 
 94.5 
 
 372.7 
 
 
 BxZYiXYi 
 
 
 116.3 
 
 
 94.5 
 
 394.8 
 
 
 6x 6 xH 
 
 
 127.5 
 
 
 141.8 
 
 423.7 
 
 
 5x3^x^ 
 
 
 128.3 
 
 
 94.5 
 
 425.8 
 
 
 6x 4 xj-g 
 
 
 129.1 
 
 
 94.5 
 
 467.0 
 
 
 6x 6 x^ 
 
 
 145.9 
 
 
 141.8 
 
 487.2 
 
 
 6x 4 x% 
 
 
 143.5 
 
 
 94.5 
 
 510.7 
 
 33 x % 6 
 
 5x3J^xH 
 
 12 x)4 
 
 103.5 
 
 40.8 
 
 94.5 
 
 536.6 
 
 
 6x 6 xM 
 
 
 -163.9 
 
 
 141.8 
 
 558.8 
 
 
 5x3^xM 
 
 12 x« 
 
 103.5 
 
 51.0 
 
 94.5 
 
 585.6 
 
 
 6x 4 xH 
 
 14 XH 
 
 113.9 
 
 47.6 
 
 94.5 
 
 603.8 
 
 
 6x 6 xy s 
 
 
 181.5 
 
 
 141.8 
 
 610.6 
 
 
 5x3iAxYa 
 
 12 xM 
 
 116.3 
 
 51.0 
 
 94.5 
 
 617.9 
 
 
 6x 6 xYi 
 
 14 xYl 
 
 127.5 
 
 47.6 
 
 141.8 
 
 641.7 
 
 
 6x 4 x^ 
 
 14 x% 
 
 113.9 
 
 59.5 
 
 94.5 
 
 673.9 
 
 
 6x 6 xYi 
 
 14 xjj 
 
 127.5 
 
 59.5 
 
 141.8 
 
 703.8 
 
 
 6x 4 xj| 
 
 14 x% 
 
 129.1 
 
 59.5 
 
 94.5 . 
 
 281 
 

 CARNEQIE STEEL 
 
 COMPANY 
 
 
 RIVETED PLATE GIRDERS— Continued 
 
 Section 
 
 Size in Inches 
 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 End 
 
 Modulus, 
 
 
 
 
 
 Reaction 
 
 
 
 
 
 
 Axis 1-1, 
 
 Web . 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 
 of 
 
 Pounds 
 
 Inches 3 
 
 Plates 
 
 Angles 
 
 \ 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 729.9 
 
 
 6x6 xH 
 
 14 x % 
 
 127.5 
 
 71.4 
 
 141.8 
 
 743.5 
 
 
 6x 6 ' xJ4 
 
 14 x% 
 
 145.9 
 
 59.5 
 
 141.8 
 
 759.6 
 
 33 x % 6 
 
 6x 4 x% 
 
 14 xM 
 
 129.1 
 
 71.4 
 
 94.5 
 
 799.0 
 
 
 6x 6 x% 
 
 14 x K 
 
 145.9 
 
 71.4 
 
 141.8 
 
 818.3 
 
 
 6x 4 xM 
 
 14 x % 
 
 143.5 
 
 71.4 
 
 94.5 
 
 865.6 
 
 
 6x 6 x% 
 
 14 x M 
 
 163.9 
 
 71.4 
 
 141.8 
 
 330.0 
 
 
 5x3^xH 
 
 
 110.5 
 
 
 108.0 
 
 372.6 
 
 
 Ox 4 xy 2 
 
 
 120.9 
 
 
 108.0 
 
 383.9 
 
 
 5x3Kx% 
 
 
 123.3 
 
 
 108.0 
 
 406.0 
 
 
 6x 6 xK 
 
 
 134.5 
 
 
 162.0 
 
 434.9 
 
 
 5x3KxM 
 
 
 135.3 
 
 
 108.0 
 
 437.0 
 
 
 Ox 4 s-Vi 
 
 
 136.1 
 
 
 108.0 
 
 478.2 
 
 
 Gx 6 xy a 
 
 
 152.9 
 
 
 162.0 
 
 498.4 
 
 
 Gx 4 x% 
 
 
 150.5 
 
 
 108.0 
 
 521.5 
 
 
 5x3^xK 
 
 12 xH 
 
 110.5 
 
 40.8 
 
 108.0 
 
 547.8 
 
 1 
 
 6x 6 x% 
 
 
 170.9 
 
 
 162.0 
 
 569.5 
 
 
 5x3J^x}£ 
 
 12 x« 
 
 110.5 
 
 51.0 
 
 108.0 
 
 596.4 
 
 33 xK 
 
 6x 4 x$i 
 
 14 xH 
 
 120.9 
 
 47.6 
 
 108.0 
 
 615.0 
 
 
 6x 6 x% 
 
 
 188.5 
 
 
 162.0 
 
 621.4 
 
 
 5x3^x% 
 
 12 x% 
 
 123.3 
 
 51.0 
 
 108.0 
 
 628.8 
 
 
 6x 6 xK 
 
 14 xM 
 
 134.5 
 
 47.6 
 
 162.0 
 
 652.5 
 
 
 6x 4 xH 
 
 14 x% 
 
 120.9 
 
 59.5 
 
 108.0 
 
 684.6 
 
 
 6x 6 xH 
 
 14 xM 
 
 . 134.5 
 
 59.5 
 
 162.0 
 
 714.5 
 
 
 6x 4 x% 
 
 14 iH 
 
 136.1 
 
 59.5 
 
 108.0 
 
 740.6 
 
 
 6x 6 iM 
 
 14 x % 
 
 134.5 
 
 71.4 
 
 162.0 
 
 754.3 
 
 
 6x 6 xH 
 
 14 x^ 
 
 152.9 
 
 59.5 
 
 162.0 
 
 770.3 
 
 
 6x 4 xy s 
 
 14 xM 
 
 136.1 
 
 71.4 
 
 108.0 
 
 809.7 
 
 
 6x 6 xH 
 
 14 x Ji 
 
 152.9 
 
 71.4 
 
 162.0 
 
 829.0 
 
 
 6x4 xJi 
 
 14 x % 
 
 150.5 
 
 71.4 
 
 108.0 
 
 876.3 
 
 
 6x 6 xM 
 
 14 x M 
 
 170.9 
 
 71.4 
 
 162.0 
 
 318.0 
 
 
 6x 4 x% 
 
 
 95.1 
 
 i 
 
 87.8 
 
 344.4 
 
 
 5x3Y 2 xH 
 
 
 100.3 
 
 
 87.8 
 
 346.9 
 
 
 6x 6 x% 
 
 
 105.5 
 
 
 135.0 
 
 391.4 
 
 
 6x 4 xH 
 
 
 110.7 
 
 
 87.8 
 
 403.7 
 
 
 5x3^x« 
 
 
 113.1 
 
 
 87.8 
 
 430.3 
 
 36 x% 
 
 6x 6 xyi 
 
 
 124.3 
 
 
 135.0 
 
 460.0 
 
 
 5x3KxJi 
 
 
 125.1 
 
 
 87.8 
 
 462.4 
 
 
 6x 4 x% 
 
 
 125.9 
 
 
 87.8 
 
 503.3 
 
 
 6x 4 xM 
 
 14 xX 
 
 95.1 
 
 35.7 
 
 87.8 
 
 • 510.5 
 
 
 6x 6 x% 
 
 
 142.7 
 
 
 135.0 
 
 530.2 
 
 
 6x 4 xM 
 
 
 140.3 
 
 
 87.8 
 
 531.6 
 
 
 6x 6 x% 
 
 14 x% 
 
 105.5 
 
 35.7 
 
 135.0 
 
 282 
 
GIRDERS 
 
 RIVETED PLATE GIRDERS— Continued 
 
 Section 
 
 , Size in Inches 
 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 End 
 
 Modulus, 
 
 
 
 
 Reaction 
 
 
 
 
 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 
 of 
 
 Pounds 
 
 Inches 8 
 
 Plates 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 554.3 
 
 
 5x3HxM 
 
 12 xM 
 
 100.3 
 
 40.8 
 
 87.8 
 
 ,565.1 
 
 
 6x 4 x% 
 
 14 xH 
 
 95.1 
 
 47.6 
 
 87.8 
 
 593.2 
 
 
 6x 6 x« 
 
 14 x^ 
 
 105.5 
 
 47.6 
 
 135.0 
 
 595.3 
 
 
 6x 4 x% 
 
 
 154.7 
 
 
 87.8 
 
 606.8 
 
 
 5x3Mx^ 
 
 12 x^ 
 
 i00.3 
 
 51.0 
 
 87.8 
 
 636.5 
 
 
 6x 4 xH 
 
 14 i« 
 
 110.7 
 
 47.6 
 
 87.8 
 
 654.9 
 
 
 6x 6 xH 
 
 14 xH 
 
 105.5 
 
 59.5 
 
 }35.0 
 
 664.2 
 
 36 x V a 
 
 5x3MxJi 
 
 12 x% 
 
 113.1 
 
 51.0 
 
 87.8 
 
 674.4 
 
 6x 6 xH 
 
 14 xH 
 
 124.3 
 
 47.6 
 
 135.0 
 
 698.0 
 
 
 6x 4 x}4 
 
 14 x% 
 
 110.7 
 
 59.5 
 
 87.8 
 
 735.5 
 
 
 6x 6 xH 
 
 14 x% 
 
 124.3 
 
 59.5 
 
 135.0 
 
 766.6 
 
 
 6x 4 xY a 
 
 14xM 
 
 125.9 
 
 59.5 
 
 87.8 
 
 796.8 
 
 
 6x 6 xM 
 
 14 x % 
 
 124.3 
 
 71.4 
 
 135.0 
 
 813.1 
 
 
 6x 6 x% 
 
 14 X M 
 
 142.7 
 
 59.5 
 
 135.0 
 
 827.6 
 
 
 6x 4 x% 
 
 14 xM 
 
 125.9 
 
 71.4 
 
 87.8 
 
 873.8 
 
 
 6x 6 x% 
 
 14 x M 
 
 142.7 
 
 71.4 
 
 135.0 
 
 892.8 
 
 
 6x 4 x% 
 
 Ux% 
 
 140.3 
 
 71.4 
 
 87.8 
 
 357.7 
 
 
 5x3Hx^ 
 
 
 108.0 
 
 
 102.4 
 
 404.7 
 
 
 6x 4 xJ4 
 
 
 118.4 
 
 
 102.4 
 
 417.0 
 
 
 5x3Hx^ 
 
 
 120.8 
 
 
 102.4 
 
 443.6 
 
 
 6x 6 xH 
 
 
 132.0 
 
 
 157.5 
 
 473.3 
 
 
 5x3HxM 
 
 
 132.8 
 
 
 102.4 
 
 475.7 
 
 
 6x 4 xH 
 
 
 133.6 
 
 
 102.4 
 
 523.8 
 
 
 6x 6 x^ 
 
 
 150.4 
 
 
 157.5 
 
 543.5 
 
 
 6x 4 x% 
 
 
 148.0 
 
 
 102.4 
 
 567.2 
 
 
 5x3J^xH 
 
 12 x K 
 
 108.0 
 
 40.8 
 
 102.4 
 
 608.6 
 
 36 x %a 
 
 6x 4 xK 
 
 
 162.4 
 
 
 102.4 
 
 619.7 
 
 
 5x3^xH 
 
 12 xM 
 
 108.0 
 
 51.0 
 
 102.4 
 
 649.5 
 
 
 6x 4 xH 
 
 14 x^ 
 
 118.4 
 
 47.6 
 
 102.4 
 
 677.1 
 
 
 5x3^x^ 
 
 12 x^ 
 
 120.8 
 
 51.0 
 
 102.4 
 
 » 687.3 
 
 
 6x 6 xH 
 
 14 xH 
 
 132.0 
 
 47.6 
 
 157.5 
 
 710.8 
 
 
 6x 4 xH 
 
 14 x H 
 
 118.4 
 
 59.5 
 
 102.4 
 
 748.4 
 
 
 6x 6 xyi 
 
 14 x ^ 
 
 132.0 
 
 59.5 
 
 157.-5 
 
 779.5 
 
 
 6x 4 x% 
 
 14xH 
 
 133.6 
 
 59.5 
 
 , 102.4 
 
 809.5 
 
 
 6x 6 x^ 
 
 14 x % 
 
 132.0 
 
 71.4 
 
 157.5 
 
 825.9 
 
 
 6x 6 x% 
 
 14 xK 
 
 150.4 
 
 59.5 
 
 157.5 
 
 840.4 
 
 
 6x 4 xH 
 
 14 xK 
 
 133.6 
 
 71.4 
 
 102.4 
 
 886.6 
 
 
 6x 6 x s A 
 
 14 xM 
 
 150.4 
 
 71.4 
 
 157.5 
 
 905.5 
 
 
 6x 4 x% 
 
 14 xM 
 
 148.0 
 
 71.4 
 
 102.4 
 
 283 
 

 CARNEQIE 
 
 STEEL COMPANY 
 
 
 RIVETED PLATE GIRDERS— Continued 
 
 
 
 Size in Inches 
 
 Weight per Foot, 
 Founds 
 
 Maximum 
 
 Section 
 
 
 
 End 
 
 Modulus, 
 
 
 
 Reaction 
 
 
 
 
 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 
 of 
 
 Inches 3 
 
 Plates 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 Pounds 
 
 418.0 
 
 
 6s4sX 
 
 
 126.0 
 
 
 117.0 
 
 456.9 
 
 
 6x6x^ 
 
 
 139.6 
 
 
 180.0 
 
 489.0 
 
 
 6x 4 x % 
 
 
 141.2 
 
 
 117.0 
 
 537.1 
 
 
 6x6x% 
 
 
 158.0 
 
 
 180.0 
 
 556.9 
 
 
 6x4x % 
 
 
 155.6 
 
 
 117.0 
 
 614.5 
 
 
 6x 6x % 
 
 
 176.0 
 
 
 180.0 
 
 621. 9, 
 662.5 
 
 
 6x4x % 
 
 
 170.0 
 
 
 117.0 
 
 
 6x4x H 
 
 14 x^ 
 
 126.0 
 
 47.6 
 
 117.0 
 
 689.2 
 
 
 6x6x% 
 
 
 193.6 
 
 
 180.0 
 
 700.3 
 
 
 6x6x H 
 
 14 xH 
 
 139.6 
 
 47.6 
 
 180.0 
 
 723.7 
 
 
 6x4x H 
 
 14 xYs 
 
 126.0 
 
 59.5 
 
 117.0 
 
 761.3 
 
 36 x H 
 
 6 x6x H 
 
 14 x Ys 
 
 139.6 
 
 59.5 
 
 180.0 
 
 792.3 
 
 
 6x ix% 
 
 14 x Ys 
 
 141.2 
 
 59.5 
 
 117.0 
 
 822.3 
 
 
 6x6x H 
 
 14 x % 
 
 139.6 
 
 71.4 
 
 180.0 
 
 838.8 
 
 
 6x 6x Yi 
 
 14 x Ys 
 
 158.0 . 
 
 59.5 
 
 180.0 
 
 853.2 
 
 
 6 x 4x ^ 
 
 14 x % 
 
 141.2 
 
 71.4 
 
 117.0 
 
 899.4 
 
 
 6x 6x M 
 
 14 x % 
 
 158.0 
 
 71.4 
 
 180.0 
 
 918.3 
 
 
 6 x 4 x % 
 
 14 x % 
 
 155.6 
 
 71.4 
 
 117.0 
 
 973.7 
 
 
 6x 6x % 
 
 14 x % 
 
 176.0 
 
 71.4 
 
 180.0 
 
 1039.4 
 
 
 6x4x % 
 
 14 x 1 
 
 155.6 
 
 95.2 
 
 117.0 
 
 1094.1 
 
 
 6x6x % 
 
 14 x 1 
 
 176.0 
 
 95.2 
 
 180.0 
 
 1101.1 
 
 
 6x4xK 
 
 14 x 1 
 
 170.0 
 
 95.2 
 
 117.0 
 
 1164.9 
 
 
 6x 6x Vs 
 
 14 x 1 
 
 193.6 
 
 95.2 
 
 180.0 
 
 444.7 
 
 
 6x4x J4 
 
 
 141.3 
 
 
 146.3 
 
 483.5 
 
 
 6x6x y& 
 
 
 154.9 
 
 
 225.0 
 
 515.7 
 
 
 6 x 4 x % 
 
 
 156.5 
 
 
 146.3 
 
 563.7 
 
 
 6x 6x% 
 
 
 173.3 
 
 
 225.0 
 
 583.5 
 
 
 6x4 x % 
 
 
 170.9 
 
 
 146.3 
 
 641.2 
 
 
 6x 6x H 
 
 
 191.3 
 
 
 225.0 
 
 648.5 ' 
 
 
 6x 4x K 
 
 
 185.3 
 
 
 146.3 
 
 688.4 
 
 36 x % 
 
 6x4 x K 
 
 14 xH 
 
 141.3 
 
 47.6 
 
 146.3 t 
 
 715.8 
 
 
 6x6x K 
 
 
 208.9 
 
 
 225.0 
 
 726.2 
 
 
 6x 6x y 2 
 
 14 xK 
 
 154.9 
 
 47.6 
 
 
 749.4 
 
 
 6x4 x H 
 
 14 xYs 
 
 141.3 
 
 59.5 
 
 146.3 
 
 787.0 
 
 
 6x6x % 
 
 lixYs 
 
 154.9 
 
 59.5 
 
 225.0 
 
 818.1 
 
 
 6x4x % 
 
 14 x^ 
 
 156.5 
 
 59.5 
 
 146.3 
 
 847.9 
 
 
 6 x 6 x \i 
 
 14x% 
 
 154.9 
 
 71.4 
 
 225.0 
 
 864.6 
 
 
 6x6x Yi 
 
 14 xYs 
 
 173.3 
 
 59.5 
 
 225.0 
 
 878.8 
 
 
 6x4x Ys 
 
 14 x % 
 
 156.5 
 
 71.4 
 
 146.3 
 
 924.9 
 
 
 6x 6x Y% 
 
 14 xM 
 
 173.3 
 
 71.4 
 
 225.0 
 
 284 
 
GIRDERS 
 
 RIVETED PLATE GIRDERS— Continued 
 
 r 
 
 Section - 
 
 Size in Inches 
 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 End 
 
 Modulus, 
 
 
 
 
 Reaction 
 
 
 
 
 
 
 Axis 1-1, 
 
 , Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 
 of 
 
 Pounds 
 
 Inches 3 
 
 Plates 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 943.9 
 
 
 6x4x M 
 
 lix% 
 
 170.9 
 
 71.4 
 
 146.3 
 
 999.3 
 
 
 6 x 6 x M 
 
 14 xM 
 
 191.3 
 
 71.4 
 
 225.0 
 
 1045.9 
 
 
 6x6x% 
 
 14 x 1 
 
 ' 173.3 
 
 95.2 
 
 225.0 
 
 1064.7 
 
 36 x % 
 
 6i4iX 
 
 14 x 1 
 
 170.9 
 
 95.2 
 
 146.3 
 
 1119.3 
 
 
 6x 6x U 
 
 14 x 1 
 
 191.3 
 
 95.2 
 
 225.0 
 
 1126.3 
 
 
 6xix% 
 
 14 x 1 
 
 185.3 
 
 95.2 
 
 146.3 
 
 1190.1 
 
 
 6x6x % 
 
 14 x 1 
 
 208.9 
 
 95.2 
 
 225.0 
 
 390.2 
 
 
 6x4x% 
 
 
 102.8 
 
 
 101.3 
 
 427.5 
 
 
 &x&x% 
 
 
 113.2 
 
 
 157.5 
 
 477.2 
 
 
 6x4xK 
 
 
 118.4 
 
 
 101.3 
 
 527.2 
 
 
 6x6x3^ 
 
 
 132.0 
 
 
 157.5 
 
 561.4 
 
 
 6i4x« 
 
 
 133.6 
 
 
 101.3 
 
 606.6 
 
 m 
 
 QxixYi 
 
 14 x% 
 
 102.8 
 
 35.7 
 
 101.3 
 
 623.5 
 
 
 6x6x % 
 
 
 150.4 
 
 
 157.5 
 
 638.3 
 
 
 6 x4 x y» 
 
 16 x'A 
 
 102.8 
 
 40.8 
 
 101.3 
 
 642.1 
 
 
 6x4xM 
 
 
 148 
 
 
 101.3 
 
 643.2 
 
 
 6x6x % 
 
 lixYs 
 
 113.2 
 
 35.7 
 
 157.5 
 
 675.1 
 
 
 &x&xYa 
 
 WxYi 
 
 113.2 
 
 40.8 
 
 157.5 
 
 678.6 
 
 
 6x4x Y% 
 
 14 xM 
 
 102.8 
 
 47.6 
 
 101.3 
 
 715.2 
 
 
 6x6x Y% 
 
 14xJ4 
 
 113.2 
 
 47.6 
 
 157.5 
 
 716.5 
 
 
 6x 6x % 
 
 
 168.4 
 
 
 157.5 
 
 719.5 
 
 
 6x4x y % 
 
 
 162.4 
 
 
 101.3 
 
 757.7 
 
 
 6x6x% 
 
 16x14 
 
 113.2 
 
 54.4 
 
 157.5 
 
 763.7 
 
 42 x% 
 
 6x4xH 
 
 14xJ4 
 
 118.4 
 
 47.6 
 
 101.3 
 
 787.2 
 
 
 6x6x % 
 
 14 xM 
 
 113.2 
 
 59.5 
 
 157.5 
 
 806.2 
 
 
 6x4xK 
 
 16 x Yi 
 
 118.4 
 
 54.4 
 
 101.3 
 
 806.4 
 
 
 6x6xK 
 
 
 186.0 
 
 
 157.5 
 
 812.7 
 
 
 6x6x K 
 
 lixM 
 
 132.0 
 
 47.6 
 
 157.5 
 
 835.5 
 
 
 6x4x y 2 
 
 lixy s 
 
 118.4 
 
 59.5 
 
 101.3 
 
 855.2 
 
 
 6x6x J^ 
 
 16x34 
 
 132.0 
 
 54.4 
 
 157.5 
 
 884.2 
 
 
 6x6x H 
 
 14 xYs 
 
 132.0 
 
 59.5 
 
 157.5 
 
 917.3 
 
 
 6x4x Yi 
 
 lixYs 
 
 133.6 
 
 59.5 
 
 101.3 
 
 937.3 
 
 
 6x6xK 
 
 16xYs 
 
 132.0 
 
 68.0 
 
 157.5 
 
 955.7 
 
 
 6 x 6 x Yi 
 
 14 xM 
 
 132.0 
 
 71.4 
 
 157.5 
 
 970.4 
 
 
 6 x 4x Yi 
 
 16 xY% 
 
 133.6 
 
 68.0 
 
 101.3 
 
 977.6 
 
 
 6x6x Yi 
 
 lixYa 
 
 150.4 
 
 59.5 
 
 157.5 
 
 988.7 
 
 
 6x4x% 
 
 14 x% 
 
 133.6 
 
 71.4 
 
 101.3 
 
 1030.8 
 
 
 6x6xYs 
 
 16 xYs 
 
 150.4 
 
 68.0 
 
 157.5 
 
 1048.6 
 
 
 6x6x% 
 
 14 xM 
 
 150.4 
 
 71.4 
 
 157.5 
 
 1066.6 
 
 
 6x4x % 
 
 14 x % 
 
 148.0 
 
 71.4 
 
 101.3 
 
 1112.4 
 
 
 6x6x5^ 
 
 16 xM 
 
 150.4 
 
 81.6^ 
 
 157.5 
 
 285 
 

 CARNEGIE STEEL 
 
 COMPANY 
 
 
 RIVETED PLATE GIRDERS— Continued 
 
 ■ t- 
 
 Section 
 
 Size in Inches 
 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 End 
 
 Modulus, 
 
 
 
 
 Reaction 
 
 
 
 
 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 
 of 
 
 Pounds 
 
 Inches 8 
 
 Plates 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 1130.4 
 
 
 6x 4x % 
 
 16 x % 
 
 148.0 
 
 81.6 
 
 101.3 
 
 1138.5 
 
 
 6 x 6x % 
 
 14 x % 
 
 168.4 
 
 71.4 
 
 157.5 
 
 1194.1 
 
 
 6x6x% 
 
 IQxH 
 
 150.4 
 
 95.2 
 
 157.5 
 
 1202.3 
 
 42x% 
 
 6x 6x % 
 
 16 xM 
 
 168.4 
 
 81.6 
 
 157.5 
 
 1283.5 
 
 
 6161M 
 
 16 x y s 
 
 168.4 
 
 95.2 
 
 157.5 
 
 1286.4 
 
 
 6x4x% 
 
 16 x% 
 
 162.4 
 
 95.2 
 
 101.3 
 
 1369.9 
 
 
 6x6x % 
 
 16xy s 
 
 186.0 
 
 95.2 
 
 157.5 
 
 495.3 
 
 
 6x4x H 
 
 
 127.3 
 
 
 118.1 
 
 545.4 
 
 
 6x6x H 
 
 
 140.9 
 
 
 183.8 
 
 579.5 
 
 
 6x4x % 
 
 
 142.5 
 
 
 118.1 
 
 641.6 
 
 
 6x6x y a 
 
 
 159.3 
 
 
 183.8 
 
 660.2 
 
 
 6x4x M 
 
 
 156.9 
 
 
 M.8.1 
 
 734.7 
 
 
 6x 6 x M 
 
 
 177.3 
 
 • 
 
 183.8 
 
 737.6 
 
 
 6x4x% 
 
 
 171.3 
 
 
 118.1 
 
 781.5 
 
 
 6x4x y* 
 
 14 x K 
 
 127.3 
 
 47.6 
 
 118.1 
 
 824.0 
 
 
 6x4x H 
 
 16 x yz 
 
 127.3 
 
 54.4 
 
 118.1 
 
 824.6 
 
 
 6x6x% 
 
 
 194.9 
 
 
 183.8 
 
 830.4 
 
 
 6x6xM 
 
 14 x^ 
 
 140.9 
 
 47.6 
 
 183.8 
 
 853.1 
 
 
 6x4xH 
 
 14 xY a 
 
 127.3 
 
 59.5 
 
 118.1 
 
 872.9 
 
 
 6x6xK 
 
 16 xH 
 
 140.9 
 
 54.4 
 
 183.8 
 
 901.8 
 
 
 6x6xK 
 
 14 x% 
 
 140.9 
 
 59.5 
 
 183.8 
 
 934.9 
 
 42 x % e 
 
 6x4xJ£ 
 
 lix% 
 
 142.5 
 
 59.5 
 
 118.1 
 
 954.9 
 
 
 6x6x H 
 
 16 xYt 
 
 140.9 
 
 68.0 
 
 183.8 
 
 973.2 
 
 
 6x6xH 
 
 lixH 
 
 140.9 
 
 71.4 
 
 183.8 
 
 988.1 
 
 
 6x4x% 
 
 16 xy s 
 
 142.5 
 
 68.0 
 
 118.1 
 
 995.3 
 
 
 6x6x % 
 
 14 xy s 
 
 159.3 
 
 59.5 
 
 183.8 
 
 1008.2 
 
 
 6x4x% 
 
 14 x Yi 
 
 142.5 
 
 71.4 
 
 118.1 
 
 1048.4 
 
 
 6x6xH 
 
 16 x% 
 
 159.3 
 
 68.0 
 
 183.8 
 
 1066.2 
 
 
 6x6x Yi 
 
 14 xM 
 
 159.3 
 
 71.4 
 
 183.8 
 
 1084.1 
 
 
 6 x 4 x % 
 
 14 x M 
 
 156.9 
 
 71.4 
 
 118.1 
 
 1129.9 
 
 
 6x 6x Y s 
 
 16 xM 
 
 159.3 
 
 81.6 
 
 183.8 
 
 1147.9 
 
 
 6x4xM 
 
 16 x M 
 
 156.9 
 
 81.6 
 
 118.1 
 
 1156.0 
 
 
 6x 6x % 
 
 14 x % 
 
 177.3 
 
 71.4 
 
 183.8 
 
 1211.6 
 
 
 6x6x53 
 
 16 x % 
 
 159.3 
 
 95.2 
 
 183.8 
 
 1219.8 
 
 
 6 x 6 x % 
 
 16 x% 
 
 177.3 
 
 81.6 
 
 183.8 
 
 1300.9 
 
 
 6x 6xM 
 
 16 xJ4 
 
 177.3 
 
 95.2 
 
 183.8 
 
 1387.3 
 
 
 6x GxH 
 
 lGx% 
 
 194.9 
 
 95.2 
 
 183.8 
 
 513.5 
 
 
 6x4xH 
 
 
 136.2 
 
 
 135.0 
 
 563.5 
 
 
 6 x 6 x J4 
 
 
 149.8 
 
 
 210.0 
 
 597.7 
 
 42 xH 
 
 6x4x% 
 
 
 151.4 
 
 
 135.0. 
 
 659.8 
 
 
 6 x 6x Ye 
 
 
 168.2 
 
 
 210.0 
 
 678.4 
 
 
 6x4x % 
 
 
 165.8 
 
 
 135.0 
 
 286 
 
GIRDERS 
 
 RIVETED PLATE GIRDERS— Continued , 
 
 Section 
 
 Size in Inches 
 
 
 Weight per Foot, 
 Pounds 
 
 / 
 
 Maximum 
 End 
 
 Modulus, 
 
 
 
 
 Reaction 
 
 Thousands 
 
 of 
 
 Pounds 
 
 
 
 
 „ 
 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 Inches 3 , 
 
 Plates 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 752.8 
 
 
 6x 6x % 
 
 
 186.2 
 
 
 210.0 
 
 755.8 
 
 
 6x4xH 
 
 
 180.2 
 
 
 135.0 
 
 799.2 
 
 
 6x4x H 
 
 14 xH 
 
 136.2 
 
 47.6 
 
 135.0 
 
 841.7 
 
 
 6 x 4 x H 
 
 16 xM 
 
 136.2 
 
 54.4 
 
 135.0 
 
 842.7 
 
 
 6x6x V s 
 
 
 203.8 
 
 
 210.0 
 
 84S.1 
 
 
 6x6x K 
 
 14 xX 
 
 149.8 
 
 47.6 
 
 210.0 
 
 870.8 
 
 
 6x4xK 
 
 14 s.% 
 
 136.2 
 
 59.5 
 
 135.0 
 
 890.6 
 
 
 6x6x H 
 
 16 xH 
 
 149.8 
 
 54.4 
 
 210.0 
 
 919.4 
 
 
 6x6xM 
 
 14 xH 
 
 149.8 
 
 59.5 
 
 210.0 
 
 952.6 
 
 
 6x4xM 
 
 14 x% 
 
 151.4 
 
 59.5 
 
 135.0 
 
 972.6 
 
 
 6x6x y 2 
 
 16 x^ 
 
 149.8 
 
 68.0 
 
 210.0 
 
 990.8 
 
 
 6x6xH 
 
 14 x« 
 
 149.8 
 
 71.4 
 
 210.0 
 
 1005.7 
 
 
 6x4x % 
 
 16 xM 
 
 151.4 
 
 68.0 
 
 135.0 
 
 1012.9 
 
 42 xH 
 
 6x6x y t 
 
 14 xM 
 
 168.2 
 
 59.5 
 
 210.0 
 
 , , 1023.7 
 
 
 6x4x ^ 
 
 14 x« 
 
 151.4 
 
 71.4 
 
 135,0 
 
 1066.0 
 
 
 6x6x% 
 
 16 x% 
 
 168.2 _ 
 
 68.0 
 
 210.0 
 
 1083.7 
 
 
 6x6x^ 
 
 14 x« 
 
 168.2 ' 
 
 71.4 
 
 210.0 
 
 1101.7 
 
 
 6x4x % 
 
 14 x% 
 
 165.8 
 
 71.4 
 
 135.0 
 
 1147.5 
 
 
 6x6xX 
 
 16 xM 
 
 168.2 
 
 81.6 
 
 210.0 
 
 1165.4 
 
 
 6x4x % 
 
 16 x% 
 
 165.8 
 
 81.6 
 
 135.0 
 
 1173.6 
 
 
 6x 6x % 
 
 14 xM 
 
 186.2 
 
 71.4 
 
 210.0 
 
 1229.0 
 
 
 6x6x% 
 
 16 s.% 
 
 168.2 
 
 95.2 
 
 210.0 
 
 1237.4 
 
 
 6x 6x % 
 
 16 xM 
 
 186.2 
 
 81.6 
 
 210.0 
 
 1318.4 
 
 
 6x 6x % 
 
 16x% 
 
 186.2 
 
 95.2 
 
 . 210.0 
 
 1321.2 
 
 
 6x4x % 
 
 16 x% 
 
 180.2 
 
 95.2 
 
 135.0 
 
 1404.7 
 
 
 6x6x% 
 
 16 xH 
 
 203.8 
 
 95.2 
 
 210.0 
 
 466.9 
 
 
 6x4x y s 
 
 
 110.4 
 
 
 121.5 
 
 512.7 
 
 
 6x6x% 
 
 
 120.8 
 
 
 180.0 
 
 567.4 
 
 
 6x4x H 
 
 
 126.0 
 
 
 121.5 
 
 628.9 
 
 
 6x 6x K 
 
 
 139.6 
 
 
 180.0 
 
 664.9 
 
 
 6 x 4 x Ys 
 
 
 141.2 
 
 
 121.5 
 
 714.4 
 
 
 6 x 4 x y % 
 
 14 x% 
 
 110.4 
 
 35.7 
 
 121.5 
 
 741.3 
 
 
 6x6xM 
 
 
 158.0 
 
 
 180.0 
 
 750.8 
 
 
 6x4x H 
 
 16 x% 
 
 110.4 
 
 40.8 
 
 121.5 
 
 758.5 
 
 48 x% 
 
 6 x4x % 
 
 
 155.6 
 
 
 121.5 
 
 759.5 
 
 
 6x6x% 
 
 14 x% 
 
 120.8 
 
 35.7 
 
 180.0 
 
 795.9 
 
 
 6x6sM 
 
 16 i« 
 
 120.8 
 
 40.8 
 
 180.0 
 
 797.0 
 
 
 6x4x H 
 
 14 x^ 
 
 110.4 
 
 47.6 
 
 121.5 
 
 841.9 
 
 
 6x6x H 
 
 14 xH 
 
 120.8 
 
 47.6 
 
 180.0 
 
 848.3 
 
 
 6x4x % 
 
 
 170.0 
 
 
 121.5 
 
 850.1 
 
 
 6x6xM 
 
 
 176.0 
 
 
 180.0 
 
 890.4 
 
 
 6x6x % 
 
 16 xH 
 
 120.8 
 
 54.4 
 
 180.0 
 
 895.5 
 
 
 6x4x K 
 
 14x^ 
 
 126.0 
 
 47.6 
 
 121.5 
 
 287 
 
CARNEGIE STEEL COMPANY 
 
 RIVETED PLATE GIRDERS— Continued 
 
 N 
 
 Size in Inches 
 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 
 Section 
 
 
 
 
 End 
 
 Modulus, 
 
 
 
 
 Reaction 
 
 
 ^ 
 
 
 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 of 
 
 Inches 3 
 
 Plates 
 
 Angles 
 
 PlateB 
 
 Flange 
 Angles 
 
 Plates 
 
 Pounds 
 
 924.3 
 
 
 6x 6x % 
 
 14 x% 
 
 120.8 
 
 59.5 
 
 180.0 
 
 944.0 
 
 
 6x 4x Yt 
 
 16 x }4 
 
 126.0 
 
 54.4 
 
 121.5 
 
 955.2 
 
 
 6x6x% 
 
 
 193.6 
 
 
 180.0 
 
 955.8 
 
 
 6x6x H 
 
 14 xY % 
 
 139.6 
 
 47.6 
 
 180.0 
 
 977.7 
 
 
 6x4x M 
 
 14 x% 
 
 126.0 
 
 59.5 
 
 121.5 
 
 1004.3 
 
 
 6x6xM 
 
 16 xH 
 
 139.6 
 
 54.4 
 
 180.0 
 
 1037.6 
 
 
 6x6x }4 
 
 14 xM 
 
 139.6 
 
 59.5 
 
 180.0 
 
 1072.7 
 
 
 6x4x y s 
 
 14 x% 
 
 141.2 
 
 59.5 
 
 121.5 
 
 1098.2 
 
 
 6x 6x y % 
 
 16 x« 
 
 139.6 
 
 68.0 
 
 180.0 
 
 1119.5 
 
 
 6x6xH 
 
 14 x % 
 
 139.6 
 
 71.4 
 
 180.0 
 
 1133.3 
 
 
 6 x4 x % 
 
 16 x% 
 
 141.2 ' 
 
 68.0 
 
 121.5 
 
 1147.1 
 
 48 xM 
 
 6x6xM 
 
 14 x^ 
 
 158.0 
 
 59.5 
 
 180.0 
 
 1154.4 
 
 
 6x4x% 
 
 14 x % 
 
 141.2 
 
 71.4 
 
 121.5 
 
 1207.8 
 
 
 6x6x% 
 
 16 x% 
 
 158.0 
 
 68.0 
 
 180.0 
 
 1228.4 
 
 
 6x6x^ 
 
 14 xM 
 
 158.0 
 
 71.4 
 
 180.0 
 
 1245.2 
 
 
 6x4x %, 
 
 14 x M 
 
 155.6 
 
 71.4 
 
 121.5 
 
 1301.2 
 
 
 6x6x^ 
 
 16 x M 
 
 158.0 
 
 81.6 
 
 180.0 
 
 1317.9 
 
 
 6x4x % 
 
 16 x M 
 
 155.6 
 
 81.6 
 
 121.5 
 
 1334.0 
 
 
 6 x 6 x % 
 
 14 x% 
 
 176.0 
 
 71.4 
 
 180.0 
 
 1394.7 
 
 
 6 x 6 x % 
 
 16 x % 
 
 158.0 
 
 95.2 
 
 180.0 
 
 1406.7 
 
 
 6 x 6 x H 
 
 16 x% 
 
 176.0 
 
 81.6 
 
 180.0 
 
 1498.1 
 
 
 6x4x% 
 
 16 x% 
 
 170.0 
 
 95.2 
 
 121.5 
 
 1499.7 
 
 
 6 x 6 x % 
 
 16 xK 
 
 176.0 
 
 95.2 
 
 180.0 
 
 1601.3 
 
 
 6x6x y t 
 
 16 x% 
 
 193.6 
 
 95.2 
 
 180.0 
 
 591.2 
 
 
 6x4x H 
 
 
 136.2 
 
 
 141.8 
 
 652.7 
 
 
 6x6xM 
 
 
 149.8 
 
 
 210.0 
 
 688.7 
 
 
 6x4x% 
 
 
 151.4 
 
 
 141.8 
 
 765.0 
 
 
 6 x 6 x ^ 
 
 
 168.2 
 
 
 210.0 
 
 782.3 
 
 
 6s4xK 
 
 
 165.8 
 
 
 141.8 
 
 872.1 
 
 
 6x4x y s 
 
 
 180.2 
 
 
 141.8 
 
 873.8 
 
 
 6 x 6 x % 
 
 
 186.2 
 
 
 210.0 
 
 918.8 
 
 
 6x4x H 
 
 14 *y 2 
 
 136.2 
 
 47.6 
 
 141.8 
 
 967.3 
 
 
 6x4x J4 
 
 16 xM 
 
 136.2 
 
 54.4 
 
 141.8 
 
 979.0 
 
 48x%e 
 
 6x 6x y s 
 
 
 203.8 
 
 
 210.0 
 
 979.0 
 
 
 6x6x H 
 
 14 x^ 
 
 149.8 
 
 . 47.6 
 
 210.0 
 
 1000.8 
 
 
 6x4xH 
 
 14 x% 
 
 136.2 
 
 59.5 
 
 141.8 
 
 1027.6 
 
 
 6x6x H 
 
 16 xH 
 
 149.8 ' 
 
 54.4 
 
 210.0 
 
 1060.8 
 
 
 6x6x H 
 
 14 x% 
 
 149.8 
 
 59.5 
 
 210.0 
 
 1095.8 
 
 
 6 x 4 x % 
 
 14 x% 
 
 151.4 
 
 59.5 
 
 141.8 
 
 1121.4 
 
 
 6x6x y 2 
 
 l§x% 
 
 149.8 
 
 68.0 
 
 210.0 
 
 1142.5 
 
 
 6x6x H 
 
 14 x % 
 
 149.8 
 
 71.4 
 
 210.0 
 
 1156.5 
 
 
 6j4xH 
 
 16x5^ 
 
 151.4 
 
 68.0 
 
 141.8 
 
 288 
 
QIRDERS 
 
 RIVETED PLATE GIRDERS— Continued 
 
 Section 
 
 / 
 Size in Inches 
 
 
 Weight per Foot, 
 Pounds 
 
 Maximum 
 End 
 
 Modulus, 
 
 
 
 
 
 Reaction 
 
 
 
 
 
 
 Axis 1-1, 
 
 Web 
 
 Flange 
 
 Flange 
 
 Web Plate 
 and 
 
 Flange 
 
 in 
 
 Thousands 
 
 of 
 
 Pounds 
 
 Inches 3 
 
 Plates 
 
 Angles 
 
 Plates 
 
 Flange 
 Angles 
 
 Plates 
 
 1170.3 
 
 
 6x6xM 
 
 14 X% 
 
 168.2 
 
 59.5 
 
 210.0 
 
 1177.4 
 
 
 6 x 4 x % 
 
 14xX 
 
 151.4 
 
 71.4 
 
 141.8 
 
 1230.9 
 
 
 6x6x % 
 
 16 x% 
 
 168.2 
 
 68.0 
 
 210.0 
 
 1251.5 
 
 
 6x6x5^ 
 
 14 x % 
 
 168.2 
 
 71.4 
 
 210.0 
 
 1268.2 
 
 
 6 x 4 x % 
 
 14 xM 
 
 165.8 
 
 71.4 
 
 141.8 
 
 1324.3 
 
 
 6x6x% 
 
 16 x% 
 
 168.2 
 
 S1.6 
 
 210.0 
 
 1341.0 
 
 48 x %e 
 
 6x4x % 
 
 16 x% 
 
 165.8 
 
 81.6 
 
 141.8 
 
 1357.0 
 
 
 6x6xM 
 
 14 xM 
 
 186.2 
 
 71.4 
 
 210.0 
 
 1417.7 
 
 
 6x6x % 
 
 16 x% 
 
 168.2 
 
 95.2 
 
 210.0 
 
 1429.8 
 
 
 6 x 6 x % 
 
 16 x % 
 
 186.2 
 
 81.6 
 
 210.0 
 
 1521.0 
 
 
 6x4x% 
 
 16 xK 
 
 180.2 
 
 95.2 
 
 141.8 
 
 1522.7 
 
 
 6 x 6 x % 
 
 16 x% 
 
 186.2 
 
 95.2 
 
 210.0 
 
 1624.2 
 
 
 6x6x% 
 
 16 x% 
 
 203.8 
 
 95.2 
 
 210.0 
 
 615.0 
 
 
 6x4x H 
 
 
 146.4 
 
 
 162.0 
 
 676.4 
 
 
 6x6x yi 
 
 
 160.0 
 
 
 240.0 
 
 712.4 
 
 
 6 x 4 x % 
 
 ■\ 
 
 161.6 
 
 
 162.0 
 
 788.8 
 
 
 6x6x^ 
 
 
 178.4 
 
 
 240.0 
 
 806.0 
 
 
 6x4x % 
 
 
 176.0 
 
 
 162.0 
 
 895.8 
 
 
 6x4x% 
 
 
 190.4 
 
 
 162.0 
 
 897.6 
 
 
 6x 6x % 
 
 
 196.4 
 
 
 240.0 
 
 942.1 
 
 
 6x4x H 
 
 14 xH 
 
 146.4 
 
 47.6 
 
 162.0 
 
 990.6 
 
 
 6x4x y 2 
 
 16 xM 
 
 146.4 
 
 54.4 
 
 162.0 
 
 1002.3 
 
 
 6x6x y 2 
 
 14 xH 
 
 160.0 
 
 47.6 
 
 240.0 
 
 1002.7 
 
 
 6x6x % 
 
 
 214.0 
 
 
 240.0 
 
 1024.0 
 
 
 6x4x M 
 
 14 x% 
 
 146.4 
 
 59.5 
 
 162.0 
 
 1050.8 
 
 
 6x6xM 
 
 16 xH 
 
 160.0 
 
 54.4 
 
 240.0 
 
 1083.9 
 
 
 6x6xH 
 
 14 x% 
 
 160.0 
 
 59.5 
 
 240.0 
 
 1119.0 
 
 
 6x4x% 
 
 14 x% 
 
 161.6 
 
 59.5 
 
 162.0 
 
 1144.5 
 
 48 x H 
 
 6x6x y 2 
 
 16 x% 
 
 160.0 
 
 68.0 
 
 240.0 
 
 1165.6 
 
 
 6x6x H 
 
 14 x M 
 
 160.0 
 
 71.4 
 
 240.0 
 
 1179.6 
 
 
 6x4x5^ 
 
 16 x% 
 
 161.6 
 
 68.0 
 
 162.0 
 
 1193.4 
 
 
 6x6x% 
 
 14 x% 
 
 178.4, 
 
 59.5 
 
 240.0 
 
 1200.5 
 
 
 6x4xJ< 
 
 14 xM 
 
 161.6 
 
 71.4 
 
 162.0 
 
 1254.1 
 
 
 6x6xK 
 
 16 xX 
 
 178.4 
 
 68.0 
 
 240.0 
 
 1274.5 
 
 
 6x 6x % 
 
 14 x % 
 
 178.4 
 
 71.4 
 
 240.0 
 
 1291.2 
 
 
 6x 4x Yi 
 
 14 xM 
 
 176.0 
 
 71.4 
 
 162.0 
 
 1347.3 
 
 
 6x6x% 
 
 16 xX 
 
 178.4 
 
 81.6 
 
 240.0 
 
 1364.0 
 
 
 6x4x % 
 
 16 x % 
 
 176.0 
 
 81.6 
 
 162.0 
 
 1380.0 
 
 
 6x 6x % 
 
 14 x % 
 
 196.4 
 
 71.4 
 
 240.0 
 
 1440.6 
 
 
 6x6xM 
 
 16 x % 
 
 178.4 
 
 95.2 
 
 240.0 
 
 1452.8 
 
 
 6x6xM 
 
 16 x ^ 
 
 196.4 
 
 81.6 
 
 240.0 
 
 1543.9 
 
 
 6x 4x % 
 
 16 xVa 
 
 190.4 
 
 95.2 
 
 162.0 
 
 1545.6 
 
 
 6x6x % 
 
 16 x K 
 
 196.4 
 
 95.2 
 
 240 
 
 1647.1 
 
 
 6x6xJi 
 
 16 x% 
 
 214.0 
 
 95.2 
 
 240.0 
 
 289 
 
CARNEQIE STEEL COMPANY 
 
 RIVETED PLATE GIRDERS— Concluded 
 
 Section 
 
 Size in Inches 
 
 Weight per Foot, 
 Pounds 
 
 / 
 Maximum 
 End 
 
 Modulus, 
 
 
 
 Reaction 
 
 
 
 
 
 
 Axi3 1-1, 
 Inches 8 
 
 Web 
 Plates 
 
 Flange 
 Angles 
 
 Flange 
 Plates 
 
 Web Plate 
 
 and 
 
 Flange 
 
 Angles 
 
 Flange 
 Plates 
 
 in 
 
 Thousands 
 
 of 
 
 Pounds 
 
 194.7 
 245.7 
 294.2 - 
 340.7 
 
 24 x %a 
 
 6x6x % 
 6x6x H 
 6x6xH 
 6x 6x % 
 
 
 85.1 
 103.9 
 122.3 
 140.3 
 
 
 67.5 
 67.5 
 67.5 
 67.5 
 
 200.6 
 251.5 
 300.1 
 346.6 
 
 24 x% 
 
 6x6x% 
 6x6xK 
 6x6x^ 
 6x 6x M 
 
 
 90.2 
 109.0 
 
 127.4 
 145.4 
 
 
 81.0 
 81.0 
 81.0 
 81.0 
 
 216.6 ' 
 272.9 
 326.7 
 378.2 
 
 26x% 6 
 
 6x6xM 
 6x 6x K 
 6x6x% 
 6x6xM 
 
 
 87.2 
 106.0 
 124.4 
 142.4 
 
 
 78.8 
 78.8 
 78.8 
 78.8 
 
 223.5 
 279.8 
 333.6 
 385.2 
 
 26 x% 
 
 6x6x % 
 6x 6x K 
 6x6xYs 
 6x 6x % 
 
 
 92.8 
 111.6 
 130.0 
 148.0 
 
 
 94.5 
 94.5 
 94.5 
 94.5 
 
 230.4 
 286.7 
 340.5 
 392.1 
 
 26 x % e 
 
 6:6x^ 
 6x6xK 
 6x6x^ 
 6 x 6x % 
 
 
 98.3 
 117.1 
 135.5 
 153.5 
 
 
 110.3 
 110.3 
 110.3 
 110.3 
 
 227.8 
 286.8 
 343.1 
 397.3 
 
 27x% 6 
 
 6x6x|^ 
 6x6xH 
 6x6x% 
 6x 6 x % 
 
 
 88.3 
 107.1 
 125.5 
 143.5 
 
 
 78.8 
 78.8 
 78.8 
 78.8 
 
 235.2 
 294.2 
 350.6 
 404.7 
 
 27 xy a 
 
 6x6xM 
 6x6xK 
 6 x 6 x y s 
 6 x 6 x % 
 
 
 94.0 
 112.8 
 131.2 
 149.2 
 
 
 94.5 
 94.5 
 94.5 
 94.5 
 
 242.7 
 301.7 
 358.1 
 412.2 
 
 27 x %„ 
 
 6x6x% 
 6x 6x K 
 6 x 6 x % 
 
 6 x 6 x M 
 
 / 
 
 99.8 
 118.6 
 137.0 
 155.0 
 
 
 110.3 
 110.3 
 110.3 
 110.3 
 
 271.2 
 338.3 
 402.6 
 464.4 
 
 30 xM 
 
 6x6xM 
 6 x 6 x y 2 
 6x6xM 
 6x 6 x % 
 
 ( 
 
 97.9 
 116.7 
 135.1 
 153.1 
 
 
 108.0 
 108.0 
 108.0 
 108.0 
 
 280.4 
 347.5 
 411.8 
 473.6 
 
 30x%e 
 
 6x 6xM 
 6x 6x H 
 6x 6x % 
 6x 6x % 
 
 
 104.2 
 123.0 
 141.4 
 159.4 
 
 
 126.0 
 126.0 
 126.0 
 126.0 
 
 289.6 
 356.7 
 421.0 
 
 482.8 1 
 
 30 xH 
 
 6x 6x Yi 
 6x6x Yi 
 6x 6x y, 
 6x 6x a 
 
 
 110.6 
 129.4 
 147.8 
 165.8 
 
 
 144.0 
 144.0 
 144.0 
 144.0 
 
 290 
 
COLUMN SAFE LOADS 
 
 COLUMNS AND STRUTS 
 
 Compression members in structures are called posts, struts or 
 columns. No exact theoretical formula has been found which will 
 give the strength of such members under various conditions of 
 loading. The formulas in current use are based on the assumption 
 that the members under stress may fail by direct compression, by 
 compression and bending combined, or by bending alone. The 
 empirical formulas based on these assumptions practically agree 
 with results obtained by experiment on full size members. These 
 experiments show that steel columns of ordinary sizes and lengths 
 fail at nearly a constant stress which corresponds to the yield 
 point of that material, and that the load which will cause a column 
 to fail decreases in the ratio of its length to its least lateral 
 dimension. 
 
 Radius of Gyration. As the strength of a column depends on its 
 ability ,to resist flexural stress, the moment of inertia of its cross 
 section is an important factor in the determination of its carrying 
 capacity. For the purpose of computation, however, it is much 
 more convenient to use the radius of gyration which depends on 
 the moment of inertia. 
 
 Ratio of slenderness. The ratio of slenderness is the unsupported 
 length of a compression member divided by its radius of gyration, 
 and the unsupported length of a column is determined by such 
 points of support as will prevent deflection of the column in the 
 direction which corresponds to the particular radius of gyration 
 under consideration. Columns of unsymmetrical section have 
 more than one radius of gyration. It is, therefore, necessary to 
 determine the ratio of slenderness for the different radii of gyration 
 of such columns and to use the proper ratio in any particular 
 case. 
 
 The unit stresses for different ratios of slenderness given in the 
 construction specifications and on page 294 are consistent with 
 present practice in column construction and their use does not 
 involve the refinements of the more complicated formulas, which 
 refinements are often vitiated by uncertainties in the application 
 of loads or other practical features. 
 
 The construction specifications limit the maximum ratio of 
 slenderness to 120 for main members under steady stresses. For 
 secondary members under temporary stress, such as those used in 
 wind bracing, higher ratios may be used, but in no case should the 
 ratio exceed 200. 
 
 291 
 
CARNEGIE STEEL COMPANY 
 
 Form and Size of Section. Important as it may be to have the metal 
 in the column section distributed as far as possible from the neutral 
 axis, that is, with as large a radius of gyration as possible, considera- 
 tions of ease in fabrication and simplicity in connections are of 
 greater weight. The economical column section is not that which 
 affords the least weight of metal in the shaft, but that which, with 
 a reasonable radius of gyration, provides the least weight of member, 
 shaft and details with the minimum amount of riveting. Modern 
 practice, therefore, eliminates earlier forms of construction which 
 represented the minimum amount of metal for the maximum 
 radius of. gyration, such, for example, as the column composed of 
 three I-beams or one I-beam and two channels placed either with 
 the flanges in or the flanges out. The Z-bar column has also fallen 
 into disuse, likewise a number of patented sections and other sections 
 shown in earlier editions of this publication. 
 
 The most practical column is one the surfaces of which are 
 readily accessible for painting and, therefore, it is desirable to use 
 open angle and plate columns rather than closed channel and 
 plate columns. 
 
 The column sections should be of such size as to permit ready 
 framing of beams and girders thereto and so placed in the construc- 
 tion as to permit the simplest details. Experience indicates that 
 eight inches is the smallest desirable dimension in ordinary building 
 work. For struts and light loads, smaller angle columns are still 
 in use, while the H-beams are excellent for such purposes. I-beams 
 and single angles may be used with economy where the conditions 
 of lengths and loading permit. 
 
 Explanation of Tables. The tables which immediately follow give 
 the safe loads in thousands of pounds on H-beam and I-beam 
 columns and on a selected line of channel and angle columns which, 
 in the light of experience, seem to be desirable for use in ordinary 
 building and bridge construction. In addition to the safe loads, 
 they give moments of inertia and radii of gyration about both 
 axes of symmetry, areas of sections, and weights in pounds per foot 
 without allowance for rivet heads or other details. 
 
 These tables have been computed for the least radius of gyration 
 in accordance with the formula given in the construction specifica- 
 tions. The values may be adjusted to other formulas or to different 
 values of the ratio of slenderness by use of the comparative table on 
 page 294. This table is also suitable for use in figuring columns 
 so braced against flexure, that their safe strength may be computed 
 for the greater radius of gyration. 
 
 292 
 
COLUMN SAFE LOADS 
 
 Combined Bending and Compression Stresses. It is assumed in the 
 
 tables that the loads are direct and equally distributed over the 
 cross section of the column or balanced on opposite sides thereof. 
 In the case of beams carried on brackets or other forms of eccentric 
 loading, bending stresses are produced which should be taken into 
 consideration and the column sections so proportioned that the 
 combined fiber stresses do not exceed the allowable axial compres- 
 sive stresses. There is no direct simple solution of this problem; 
 the following trial method is suited to the tables: — 
 
 w - w i Let 
 
 W = Direct load, in pounds. 
 
 Wi=Eccentric load, in pounds. 
 
 M =Bending moment due to eccentric load, in inch 
 
 pounds = W]X 
 I = Moment of inertia of column in direction of 
 
 bending, 
 n = Extreme fiber distance in direction of bending. 
 A =Area of column section, in square inches, 
 f =Allowable axial unit compression, in pounds 
 per square inch; then f should be equal to or greater 
 
 than 
 
 W \ Wl ~^~ "T^" * ne ^er stresses due to compression and 
 
 bending respectively. 
 
 Rule: — Assume a section in excess of that required for the 
 direct compression W + "Wi and compute the combined fiber stress. 
 If it works out too large or too small, try again . 
 
 Example: — Required to select a plate and angle column 20 feet long to 
 sustain a balanced load of 210,000 pounds and an eccentric load of 40,000 
 pounds applied 15 inches from the column center on axis 1-1. 
 
 Assume a section made up of 14"x%" web plate, four angles 6"x4"x% " and 
 two flange plates 14"x%", page 313. 
 
 A =32.47, Ii-i = 1351, r2-s=3.09, ratio of slenderness=20xl2-s-3.09=77. 
 
 Allowable fiber stress, 19,000— 100 1/r =11,300 pounds per square inch, 
 page 294. 
 
 Actual fiber stress 
 
 __ 210.000 + 40,000 + 40.000 x 15 x 7.625 _ 7,700+3,390 
 
 32.47 
 
 1351 
 
 11,090 pounds per square inch. 
 
 293 
 
CARNEGIE STEEL COMPANY 
 
 COMPARISON OF COMPRESSION FORMULAS 
 Allowable Unit Stresses in Pounds per Square Inch 
 
 Ratio 
 
 American 
 Bridge Co. 
 
 A. E. E.Ass'n 
 Chicago 
 
 New York 
 
 Boston 
 
 Philadelphia 
 
 Gordon 
 
 \ 
 
 See 
 Construction 
 Specifications 
 
 16000-70-L 
 r 
 
 14000 max. 
 
 16000-7ol 
 r 
 
 16000 max. 
 
 16000 
 
 162S0 
 
 12500 
 
 12 
 
 1 + 20000 r 2 
 
 I 2 
 
 l 2 
 
 r 
 
 1 + 11000 r 2 
 
 1 + 36000 r 2 
 
 
 
 13000 
 
 14000 
 
 16000 
 
 16000 
 
 16250 
 
 12500 
 
 5 
 
 13000 
 
 14000 
 
 15650 
 
 15980 
 
 16215 
 
 12490 
 
 10 
 
 13000 
 
 14000 
 
 15300 
 
 15920 
 
 16100 
 
 12460 
 
 15 
 
 13000 
 
 14000 
 
 14950 
 
 15820 
 
 15925 
 
 12420 
 
 20 
 
 13000 
 
 14000 
 
 14600 
 
 15690 
 
 15680 
 
 12365 
 
 25 
 
 13000 
 
 14000 
 
 14250 
 
 15515 
 
 15375 
 
 12285 
 
 30 
 
 13000 
 
 13900 
 
 13900 
 
 15310 
 
 15020 
 
 12195 
 
 35 
 
 13000 
 
 13550 
 
 13550 
 
 15075 
 
 14620 
 
 12090 
 
 40 
 
 13000 
 
 13200 
 
 13200 
 
 14815 
 
 14185 
 
 11970 
 
 45 
 
 13000 
 
 12850 
 
 12850 
 
 14530 
 
 13725 
 
 11835 
 
 50 
 
 13000 
 
 12500 
 
 12500 
 
 14220 
 
 13240 
 
 11690 
 
 55 
 
 13000 
 
 12150 
 
 12150 
 
 13900 
 
 12745 
 
 11530 
 
 60 
 
 13000 
 
 11800 
 
 11800 
 
 13560 
 
 12240 
 
 11365 
 
 65 
 
 12500 
 
 11450 
 
 11450 
 
 13210 
 
 11740 
 
 11185 
 
 70 
 
 12000 
 
 11100 
 
 11100 
 
 12850 
 
 11240 
 
 11000 
 
 75 
 
 11500 
 
 10750 
 
 10750 
 
 12490 
 
 10750 
 
 10810 
 
 80 . 
 
 11000 
 
 10400 
 
 10400 
 
 12120 
 
 10275 
 
 10615 
 
 85 
 
 10500 
 
 10050 
 
 10050 
 
 11755 
 
 9810 
 
 10410 
 
 90 
 
 10000 
 
 9700 
 
 9700 
 
 11390 
 
 9360 
 
 10205 
 
 95 
 
 9500 
 
 9350 
 
 9350 
 
 11025 
 
 8930 
 
 9995 
 
 100 
 
 9000 
 
 9000 
 
 9000 
 
 10670 
 
 8510 
 
 9785 
 
 105 
 
 8500 
 
 8650 
 
 8650 
 
 10315 
 
 8115 
 
 9570 
 
 110 
 
 8000 
 
 8300 
 
 8300 
 
 9970 
 
 7740 
 
 9355 
 
 115 
 
 7500 
 
 7950 
 
 • 7950 
 
 9630 
 
 7380 
 
 9140 
 
 120 
 
 7000 
 
 7600 
 
 7600 
 
 9300 
 
 7035 
 
 8930 
 
 125 
 
 6750 
 
 7250 
 
 
 
 6715 
 
 8715 
 
 130 
 
 6500 
 
 6900 
 
 
 
 6405 
 
 8510 
 
 135 
 
 '6250. 
 
 6550 
 
 
 
 6115 
 
 8300 
 
 140 
 
 6000 
 
 6200 
 
 
 
 5840 
 
 8095 
 
 145 
 
 . 5750 
 
 5850 
 
 
 
 
 7890 
 
 150 
 
 5500 
 
 5500 
 
 
 
 
 7690 
 
 155 
 
 5250 
 
 
 
 
 
 7495 
 
 160 
 
 5000 
 
 
 
 
 
 7305 
 
 165 
 
 4750 
 
 
 
 
 
 7120 
 
 170 
 
 4500 
 
 
 
 
 
 6935 
 
 175 
 
 4250 
 
 
 
 
 
 6755 
 
 180 
 
 4000 
 
 
 
 
 
 6580 
 
 185 
 
 3750 
 
 
 
 
 
 6410 
 
 190 
 
 3500 
 
 
 
 
 
 6240 
 
 195 
 
 3250 
 
 
 
 
 
 6080 
 
 200 
 
 3000 
 
 
 
 
 
 5920 
 
 Maximum Ratios of 
 
 Compression Formula 
 
 Main 
 Members 
 
 Secondary 
 
 Members 
 
 American Bridge Company 
 American R'yEngrg Ass'n. 
 Chicago Building Law. . . 
 
 120 
 100 
 120 
 
 200 
 120 
 
 150 
 
 Compression Formula 
 
 Main 
 
 Members 
 
 New York Building Law . 
 Boston Building Law.. . . 
 Philadelphia Building Law 
 
 120 
 120 
 140 
 
 Secondary 
 Members 
 
 120 
 120 
 140 
 
 294 
 
COLUMN SAFE LOADS 
 
 COMPARATIVE DIAGRAM OF COMPRESSION FORMULAS 
 
 Allowable Unit Stresses in Pounds per Square Inch 
 
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 295 
 
CARNEQIE STEEL COMPANY 
 
 BEAM COLUMNS 
 Safe Loads in Thousands of Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 pounds 
 for lengths of 60 radii or under, reduced for lengths over 60 
 radii; see Construction Specifications. 
 
 Weights do not include details. 
 
 
 Depth and Weight of Sections 
 
 Effective 
 Length 
 in Feet 
 
 H Beams 
 
 I Beams 
 
 8 in. 
 34 
 lbs. 
 
 6 in. 
 23.8 
 lbs. 
 
 5 in. 
 18.7 
 lbs. 
 
 4 in. 
 13.6 
 lbs. 
 
 15 in. 
 
 42 
 lbs. 
 
 12 in. 
 31H 
 lbs. 
 
 10 in. 
 25 
 lbs. 
 
 9 in. 
 21 
 lbs. 
 
 8 in. 
 18 
 lbs. 
 
 7 in. 
 15 
 lbs. 
 
 6 in. 
 lbs. 
 
 5 in. 
 
 4 in. 
 
 m 
 
 lbs. 
 
 2 
 3 
 
 130.0 
 130.0 
 130.0 
 130.0 
 
 130.0 
 130.0 
 130.0 
 130.0 
 
 91.0 
 91.0 
 91.0 
 91.0 
 
 91.0 
 91.0 
 
 71.5 
 71.5 
 71.5 
 71.5 
 
 71.5 
 
 52.0 
 52.0 
 52.0 
 
 162.2 
 162.2 
 162.2 
 162.2 
 
 120.4 
 120.4 
 120.4 
 120.4 
 
 95.8 
 95.8 
 95.8 
 
 82.0 
 82.0 
 82.0 
 
 69.3 
 69.3 
 69.3 
 
 57.5 
 57.5 
 
 46.9 
 46.9 
 
 37.3 
 37.3 
 
 28.7 
 28.5 
 
 4 
 
 56.8 
 50.0 
 
 43.2 
 36.4 
 
 44.5 
 38.5 
 
 32.5 
 26.5 
 
 33.3 
 28.0 
 
 22.7 
 
 24.0 
 
 5 
 
 50.7 
 
 45.7 
 40.6 
 35.6 
 30.5 
 
 94.4 
 
 85.3 
 76.2 
 67.1 
 58.0 
 
 77.8 
 
 69.4 
 61.0 
 52.6 
 44.2 
 
 63.2 
 
 55.6 
 48.0 
 40.4 
 
 19.5 
 
 6 
 
 153.9 
 140.1 
 126.2 
 112.3 
 98.5 
 
 109.9 
 98.9 
 87.9 
 76.9 
 65.9 
 
 15.2 
 
 7 
 
 66.0 
 60.5 
 55.0 
 49.5 
 
 44.0 
 38.5 
 
 18.8 
 16.1 
 13.5 
 10.8 
 
 13.0 
 
 8 
 
 86.7 
 80.9 
 75.1 
 
 69.3 
 63.5 
 
 57.7 
 51.9 
 
 30.3 
 26.9 
 23.5 
 
 20.1 
 16.7 
 13.3 
 
 22.9 
 19.9 
 16.8 
 
 13.8 
 10.8 
 
 10.8 
 
 9 
 
 35.0 
 31.2 
 
 27.4 
 23.6 
 19.8 
 16.0 
 
 8.5 
 
 10 
 
 125.8 
 
 119.4 
 113.0 
 106.6 
 100.2 
 93.8 
 
 87.3 
 80.9 
 74.5 
 
 26.7 
 
 24.2 
 21.7 
 19.2 
 16.6 
 14.1 
 
 50.2 
 
 45.7 
 41.1 
 36.5 
 32.0 
 27.4 
 
 22.9 
 
 \ 
 
 40.0 
 
 35.8 
 31.5 
 27.3 
 23.1 
 18.9 
 
 
 • 11 
 12 
 
 86.0 
 79.0 
 72.1 
 65.2 
 58.2 
 
 51.3 
 
 44.4 
 37.4 
 
 59.9 
 54.4 
 48.9 
 43.4 
 37.9 
 
 32.4 
 26.9 
 
 
 13 
 14 
 
 35.8 
 33.0 
 30.3 
 
 27.5 
 24.8 
 22.0 
 19.3 
 16.5 
 
 
 15 
 
 16 
 
 17 
 18 
 
 47.6 
 
 44.7 
 41.8 
 3819 
 36.0 
 33.1 
 
 30.2 
 
 27.3 
 24.4 
 21.5 
 
 
 19 
 20 
 
 21 
 22 
 23 
 24 
 25 
 
 26 "" 
 
 27 
 
 28 
 
 29 
 
 30 
 
 31 
 
 69.0 
 .65.8 
 
 62.6 
 59.4 
 56.2 
 53.0 
 49.8 
 
 46.6 
 43.4 
 40.2 
 37.0 
 33.7 
 
 30.5 
 
 
 Area, in. 3 
 
 10.00 
 
 7.00 
 
 5.50 
 
 4.00 
 
 12.48 
 
 9.26 
 
 7.37 
 
 6.31 
 
 5.33 
 
 4.42 
 
 3.61 
 
 2.87 
 
 2.21 
 
 Ii-i.in.* 
 ri-i,in. 
 I2-2, in. 4 
 F2-2, in. 
 
 115.4 
 3.40 
 35.1 
 1.87 
 
 45.1 
 2.54 
 14.7 
 1.45 
 
 23.8 
 2.08 
 7.9 
 1.20 
 
 10.7 
 1.63 
 3.6 
 0.95 
 
 441.8 
 5.95 
 14.6 
 1.08 
 
 215.8 
 
 4.83 
 
 9.5 
 
 1.01 
 
 122.1 
 
 4.07 
 
 6.9 
 
 0.97 
 
 84.9 
 3.67 
 5.2 
 0.90 
 
 56.9 
 3.27 
 3.8 
 0.84 
 
 36.2 
 2.86 
 2.7 
 0.78 
 
 21.8 
 2.46 
 1.9 
 0.72 
 
 12.1 
 2.05 
 1.2 
 0.65 
 
 6.0 
 1.64 
 0.77 
 0.59 
 
 Weight, 
 
 Lbs. per 
 
 Foot 
 
 34 
 
 23.8 
 
 18.7 
 
 13.6 
 
 42 
 
 3VA 
 
 25 
 
 21 
 
 18 
 
 15 
 
 12M 
 
 % 
 
 7H 
 
 Safe load values above upper zigzag line are for ratios of 1/r not over 60, those between the zigzag 
 lines are for ratios up to 120 1/r and those below lower zigzag line are for ratios not over 200 1/r. 
 
 296 
 
COLUMNS 
 
 10 INCH CHANNEL COLUMNS 
 
 Safe Loads in Thousands of Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii ; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 details. 
 
 Safe load values above upper zigzag line are for ratios of 1/r not over 60 t those between the zigzag 
 lines are for ratios up to 120 1/r, and those below lower zigzag line are for ratios not over 200 1/r. 
 
 297 
 
CARNEQIE STEEL COMPANY 
 
 r^ 
 
 .M 
 
 8%|— - ■ 
 
 w 
 
 1 
 
 10 INCH CHANNEL COLUMNS— Continued 
 Safe Loads in Thousands or Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 oounds for lengths of 60 radii or under, reduced for 
 engths over 60 radii; see Construction Specifications. 
 
 H^ 
 
 T 
 
 "Weights do not include rivet heads or other 
 details. 
 
 -14— * 
 
 PC, 
 
 2-10 in. Channels 
 Latticed 
 
 2-10 in. Channels, 2-14 in. Plates 
 
 bD 
 
 s 
 ■5 
 
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 aa 
 
 
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 3 e 
 
 tO o 
 
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 13 
 
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 3* 
 
 T-t 
 
 
 s* 
 
 M 
 
 
 
 
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 ** 
 
 11 
 
 llfi 
 
 153 
 
 191 
 
 229 
 
 252 
 
 275 
 
 298 
 
 312 
 
 335 
 
 358 
 
 380 
 
 396 
 
 419 
 
 441 
 
 464 
 
 12 
 
 llfi 
 
 153 
 
 191 
 
 229 
 
 252 
 
 275 
 
 298 
 
 312 
 
 835 
 
 358 
 
 380 
 
 396 
 
 419 
 
 441 
 
 464 
 
 13 
 
 llfi 
 
 153 
 
 191 
 
 229 
 
 252 
 
 275 
 
 298 
 
 312 
 
 335 
 
 35« 
 
 380 
 
 396 
 
 419 
 
 441 
 
 464 
 
 14 
 
 llfi 
 
 153 
 
 191 
 
 229 
 
 252 
 
 275 
 
 298 
 
 312 
 
 835 
 
 358 
 
 380 
 
 396 
 
 419 
 
 441 
 
 464 
 
 15 
 
 116 
 
 153 
 
 191 
 
 229 
 
 252 
 
 275 
 
 298 
 
 312 
 
 335 
 
 358 
 
 380 
 
 396 
 
 419 
 
 441 
 
 464 
 
 16 
 
 116 
 
 153 
 
 191 
 
 ?,?,9l 
 
 252 
 
 275 
 
 298 
 
 312 
 
 335 
 
 358 
 
 380 
 
 396 
 
 419 
 
 441 
 
 464 
 
 17 
 
 116 
 116 
 116 
 
 153 
 153 
 
 191 
 
 229 1 
 
 252 
 252 
 252 
 252 
 
 252 
 
 275 
 275 
 275 
 275 
 
 275 
 
 298 
 298 
 298 
 298 
 
 298 
 
 312 
 312 
 312 
 312 
 
 312 
 
 335 
 335 
 335 
 335 
 
 335 
 
 358 
 358 
 358 
 358 
 
 358 
 
 380 
 380 
 380 
 380 
 
 380 
 
 396 
 396 
 396 
 396 
 
 396 
 
 419 
 419 
 419 
 419 
 
 419' 
 
 441 
 441 
 441 
 441 
 
 441 
 
 464 
 
 18 
 
 189 
 184 
 179 
 
 174 
 169 
 
 224 
 218 
 211 
 
 205 
 
 464 
 
 19 
 
 150 
 
 146 
 
 142 
 139 
 
 464 
 
 20 
 
 114 
 
 111 
 109 
 
 464 
 
 21 
 
 464 
 
 22 
 
 199 
 
 251 
 
 273 
 
 295 
 
 308 
 
 330 
 
 352 
 
 374 
 
 388 
 
 410 
 
 432 
 
 453 
 
 23 
 
 106 
 
 135 
 
 164 
 
 193 
 
 246 
 
 267 
 
 289 
 
 302 
 
 323 
 
 3*4 
 
 365 
 
 3/9 
 
 401 
 
 422 
 
 443 
 
 24 
 
 103 
 
 131 
 
 159 
 
 187 
 
 241 
 
 261 
 
 282 
 
 295 
 
 316 
 
 337 
 
 35V 
 
 371 
 
 392 
 
 412 
 
 433 
 
 25 
 
 100 
 
 127 
 
 154 
 
 180 
 
 235 
 
 256 
 
 276 
 
 288 
 
 308 
 
 329 
 
 349 
 
 362 
 
 382 
 
 403 
 
 423 
 
 26 
 
 PR 
 
 123 
 
 149 
 
 174 
 
 230 
 
 250 
 
 270 
 
 282 
 
 301 
 
 321 
 
 341 
 
 353 
 
 373 
 
 393 
 
 412 
 
 27 
 
 95 
 
 119 
 
 144 
 
 168 
 
 225 
 
 244 
 
 263 
 
 275 
 
 294 
 
 313 
 
 332 
 
 345 
 
 364 
 
 383 
 
 402 
 
 28 
 
 92 
 
 115 
 
 139 
 
 162 
 
 219 
 
 238 
 
 257 
 
 268 
 
 287 
 
 306 
 
 824 
 
 336 
 
 355 
 
 373 
 
 392 
 
 29 . 
 
 89 
 
 112 
 
 134 
 
 156 
 
 214 
 
 232 
 
 250 
 
 261 
 
 279 
 
 298 
 
 316 
 
 327 
 
 346 
 
 864 
 
 382 
 
 30 
 
 87 
 
 108 
 
 129 
 
 149 
 
 209 
 
 226 
 
 244 
 
 255 
 
 272 
 
 290 
 
 308 
 
 319 
 
 336 
 
 354 
 
 3V2 
 
 31 
 
 84 
 
 104 
 
 124 
 
 143 
 
 203 
 
 220 
 
 238 
 
 248 
 
 265 
 
 282 
 
 299 
 
 310 
 
 327 
 
 344 
 
 361 
 
 32 
 
 81 
 
 100 
 
 119 
 
 137 
 
 198 
 
 214 
 
 231 
 
 241 
 
 258 
 
 275 
 
 291 
 
 301 
 
 318 
 
 33b 
 
 351 
 
 33 
 
 78 
 
 96 
 
 114 
 
 131 
 
 193 
 
 209 
 
 225 
 
 235 
 
 251 
 
 267 
 
 288 
 
 293 
 
 309 
 
 325 
 
 341 
 
 34 
 
 75 
 73 
 
 92 
 
 88 
 
 109 
 104 
 
 125 
 
 187 
 182 
 
 203 
 197 
 
 219 
 212 
 
 -228 
 221 
 
 243 
 236 
 
 259 
 251 
 
 274 
 266 
 
 284 
 275 
 
 300 
 291 
 
 31b 
 306 
 
 331 
 
 35 
 
 121 
 
 320 
 
 Area,in.2 
 
 8.92 
 
 11.76 
 
 14.70 
 
 17.64 
 
 19.42 
 
 21.17 
 
 22.92 
 
 24.01 
 
 25.76 
 
 27.51 
 
 29.26 
 
 30.45 
 
 32.20 
 
 33.95 
 
 35.70 
 
 Ix-i, in.* 
 
 134 
 
 158 
 
 182 
 
 207 
 
 416 
 
 468 
 
 520 
 
 491 
 
 544 
 
 597 
 
 652 
 
 622 
 
 676 
 
 732 
 
 790 
 
 ri-i,m 
 
 3.R7 
 
 3.66 
 
 3.52 
 
 3.42 
 
 4.63 
 
 4.70 
 
 4.76 
 
 4.52 
 
 4.59 
 
 4.66 
 
 4.72 
 
 4.52 
 
 4.58 
 
 4.64 
 
 4.70 
 
 l2-2,in. 4 
 
 197 
 
 241 
 
 284 
 
 323 
 
 369 
 
 398 
 
 426 
 
 442 
 
 470 
 
 499 
 
 527 
 
 541 
 
 570 
 
 598 
 
 627 
 
 r2-2,m. 
 
 4.70 
 
 4.53 
 
 4.39 
 
 4.28 
 
 4.36 
 
 4.33 
 
 4.31 
 
 4.29 
 
 4.27 
 
 4.26 
 
 4.24 
 
 4.22 
 
 4.21 
 
 4.20 
 
 4.19 
 
 Weight, 
 
 Lbs. per 
 
 Foot 
 
 39.3 
 
 49.4 
 
 59.4 
 
 69.4 
 
 65.7 
 
 71.7 
 
 77.6 
 
 81.7 
 
 87.6 
 
 93.6 
 
 90.5 
 
 103.6 
 
 109.5 
 
 115.5 
 
 121.4 
 
 Safe load values above upper zigzag line are for ratios of 1 /r not over 60, those between the zigzag 
 lines are for ratios up to 120 1/r, and those below lower zigzag line are for ratios not over 200 1/r. 
 
 2Q8 
 
COLUMNS 
 
 1* — ll-~— 
 
 ■8H|"— 4 
 
 -M 
 
 w 
 
 ^r 
 
 ^, 
 
 10 INCH CHANNEL COLUMNS— Continued 
 
 Safe Loads in Thousands of Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 details. 
 
 -14- 
 
 43 
 
 I 
 
 g 
 
 2-10 in. Channels, 2-14 in. Plates 
 
 ■a 
 J 
 
 1 
 J 
 
 a 
 
 t 
 £ 
 
 O 
 
 CO 
 
 i 
 
 s 
 .a 
 
 
 
 H 
 S 
 
 CO 
 
 4§ 
 
 4 
 
 ii 
 
 ft 
 .a 
 
 ©** 
 
 CO 
 
 fj 
 
 S.S 
 
 co rt 
 
 of 
 
 o- 1 
 
 so 
 
 ii 
 
 J"? 
 
 CO H 
 
 43 
 
 ii 
 
 CO 
 
 1! 
 a.g 
 
 CO** 
 
 CO 
 
 
 
 "E 
 
 t 
 
 X 
 
 CO 
 
 i 
 .2 
 
 CD 
 tH 
 
 •Ss 
 
 ll 
 
 cSse 1 
 
 CO 
 
 ii 
 
 480 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 12 
 
 480 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 13 
 
 480 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 14 
 
 480 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 15 
 
 480 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 16 
 
 480 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 .700 
 
 723 
 
 17 
 
 480 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 18 
 
 480 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 19 
 
 480 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 20 
 
 480 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 21 
 
 477 
 
 500 
 
 522 
 
 544 
 
 567 
 
 589 
 
 602 
 
 624 
 
 647 
 
 669 
 
 691 
 
 714 
 
 22 
 
 467 
 
 488 
 
 510 
 
 532 
 
 554 
 
 575 
 
 588 
 
 610 
 
 632 
 
 654 
 
 675 
 
 697 
 
 23 
 
 456 
 
 477 
 
 499 
 
 520 
 
 541 
 
 562 
 
 575 
 
 596 
 
 617 
 
 639 
 
 660 
 
 681 
 
 24 
 
 446 
 
 466 
 
 487 
 
 508 
 
 529 
 
 549 
 
 561 
 
 582 
 
 603 
 
 624 
 
 644 
 
 665 
 
 25 
 
 435 
 
 455 
 
 475 
 
 495 
 
 516 
 
 536 
 
 547 
 
 568 
 
 588 
 
 608 
 
 628 
 
 648 
 
 26 
 
 424 
 
 444 
 
 464 
 
 483 
 
 503 
 
 522 
 
 533 
 
 553 
 
 573 
 
 593 
 
 612 
 
 632 
 
 27 
 
 414 
 
 432 
 
 452 
 
 471 
 
 490 
 
 509 
 
 520 
 
 539 
 
 559 
 
 578 
 
 596 
 
 616 
 
 28 
 
 403 
 
 421 
 
 440 
 
 459 
 
 478 
 
 496 
 
 506 
 
 525 
 
 544 
 
 563 
 
 581 
 
 599 
 
 29 
 
 392 
 
 410 
 
 429 
 
 446 
 
 465 
 
 483 
 
 492 
 
 511 
 
 529 
 
 547 
 
 565 
 
 583 
 
 30 
 
 382 
 
 399 
 
 417 
 
 434 
 
 452 
 
 469 
 
 479 
 
 496 
 
 514 
 
 532 
 
 549 
 
 567 
 
 31 
 
 371 
 
 388 
 
 405 
 
 422 
 
 440 
 
 456 
 
 465 
 
 482 
 
 500 
 
 517 
 
 533 
 
 550 
 
 32 
 
 360 
 
 377 
 
 394 
 
 410 
 
 427 
 
 443 
 
 451 
 
 468 
 
 485 
 
 502 
 
 517 
 
 534 
 
 33 
 
 350 
 
 365 
 
 382 
 
 398 
 
 414 
 
 430 
 
 437 
 
 454 
 
 470 
 
 487 
 
 502 
 
 518 
 
 34 
 
 339 
 
 354 
 
 370 
 
 385 
 
 401 416 
 
 424 
 
 440 
 
 455 
 
 471 
 
 486 
 
 502 
 
 3,5 
 
 328 
 
 343 
 
 359 
 
 373 
 
 389 403 
 
 410 
 
 425 
 
 441 
 
 456 
 
 470 
 
 485 
 
 Area,in.2 
 
 36.89 
 
 38.64 
 
 40.39 
 
 42.14 
 
 43.89 
 
 45.64 
 
 46.83 
 
 48.58 
 
 50.33 
 
 52\08 
 
 53.83 
 
 55.58 
 
 Ii.i.ia* 
 
 757 
 
 814 
 
 873 
 
 932 
 
 994 
 
 1056 
 
 1018 
 
 1080 
 
 1144 
 
 1209 
 
 1275 
 
 1343 
 
 ri.i.in. 
 
 4.53 
 
 4.59 
 
 4.65 
 
 4.70 
 
 4.76 
 
 4.81 
 
 4.66 
 
 4.72 
 
 4.77 
 
 4.82 
 
 4.87 
 
 4.92 
 
 1 2-2, in. 4 
 
 637 
 
 666 
 
 695 
 
 723 
 
 752 
 
 780 
 
 788 
 
 816 
 
 845 
 
 874 
 
 902 
 
 931 
 
 r2-2.ro. 
 
 4.16 
 
 4.15 
 
 4.15 
 
 4.14 
 
 4.14 
 
 4.13 
 
 4.10 
 
 4.10 
 
 4.10 
 
 4.10 
 
 4.09 
 
 4.09 
 
 Weight, 
 Lbs. per 
 foot [ 
 
 125.5 
 
 131.4 
 
 137.4 
 
 143.3 
 
 149.3 
 
 155.2 
 
 159.3 
 
 165.2 
 
 171.2 
 
 177.1 
 
 183.1 
 
 189.0 
 
 Safe load values above heavy line are for ratios of l/r not over 60, those below heavy line are 
 for ratios not over 120 l/r. 
 
 299 
 
CARNEQIE STEEL COMPANY 
 
 12 INCH CHANNEL COLUMNS— Continued 
 Safe Loads in Thousands of Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 details. 
 
 1 
 
 2-12 in. Channels 
 Latticed 
 
 2-12 in. Channels, 2-14 in. Plates 
 
 M 
 lab 
 
 J 
 1 
 
 tta 
 
 J3 
 
 11 
 
 JSa> 
 
 JS » 
 
 S-2 
 
 'a 
 
 
 .2 
 
 S " 
 
 as 
 
 .3 
 
 ' §5 
 
 as 
 
 JS 
 
 q u 
 S 5, 
 
 JS 
 
 II 
 
 3"i 
 
 h 
 
 S-3 
 
 Ij 
 
 fj 
 
 a- 
 0.0 
 
 10 g~ 
 
 rKCQ 
 
 
 6^ 
 a! 
 
 oca 
 
 6 
 
 J3 
 
 6% 
 
 
 65 
 5s; 
 
 =3* 
 
 
 5 » 
 
 
 3*. 
 
 ,c CO 
 
 &* 
 & 
 
 H 
 
 CM 
 
 
 
 
 <N 
 
 <M 
 
 <N 
 
 cq 
 
 CN 
 
 
 eq 
 
 <N rt 
 
 cq 
 
 
 11 
 
 157 
 
 191 
 
 229 
 
 268 
 
 293 
 
 316 
 
 339 
 
 362 
 
 384 
 
 396 
 
 419 
 
 441 
 
 464 
 
 487 
 
 12 
 
 157 
 
 191 
 
 229 
 
 268 
 
 293 
 
 316 
 
 339 
 
 362 
 
 384 
 
 396 
 
 419 
 
 441 
 
 464 
 
 487 
 
 13 
 
 157 
 
 191 
 
 229 
 
 268 
 
 293 
 
 316 
 
 339 
 
 362 
 
 384 
 
 896 
 
 419 
 
 441 
 
 464 
 
 487 
 
 14 
 
 157 
 
 191 
 
 229 
 
 26H 
 
 293 
 
 316 
 
 339 
 
 362 
 
 384 
 
 396 
 
 419 
 
 441 
 
 464 
 
 487 
 
 15 
 
 157 
 
 191 
 
 229 
 
 268 
 
 293 
 
 316 
 
 339 
 
 362 
 
 384 
 
 396 
 
 419 
 
 441 
 
 464 
 
 487 
 
 16 
 
 157 
 
 191 
 
 229 
 
 268 
 
 293 
 
 316 
 
 339 
 
 362 
 
 384 
 
 396 
 
 419 
 
 441 
 
 464 
 
 487 
 
 17 
 
 157 
 
 191 
 
 229 
 
 268 
 
 293 
 
 316 
 
 339 
 
 362 
 
 884 
 
 396 
 
 419 
 
 441 
 
 464 
 
 487 
 
 18 
 
 15V 
 
 191 
 
 229 
 
 268 
 
 293 
 
 316 
 
 339 
 
 362 
 
 H84 
 
 396 
 
 419 
 
 441 
 
 464 
 
 487 
 
 19 
 
 15V 
 
 191 
 
 229 
 
 268 
 
 293 
 
 316 
 
 339 
 
 362 
 
 384 
 
 396 
 
 419 
 
 441 
 
 464 
 
 487 
 
 20 
 
 IbV 
 
 157 
 157 
 
 191 
 191 
 
 229 
 229 
 
 268 
 
 293 
 293 
 
 316 
 316 
 
 339 
 339 
 
 362 
 362 
 
 384 
 384 
 
 396 
 396 
 
 419 
 
 441 
 
 464 
 
 487 
 
 21 
 
 265 
 259 
 253 
 
 418 
 409 
 400 
 
 440 
 431 
 421 
 
 463 
 453 
 443 
 
 485 
 
 22 
 
 190 
 186 
 
 225 
 220 
 
 290 
 283 
 
 312 
 305 
 
 334 
 326 
 
 355 
 347 
 
 377 
 369 
 
 387 
 378 
 
 474 
 
 23 
 
 155 
 
 464 
 
 24 
 
 152 
 
 182 
 
 21b 
 
 248 
 
 277 
 
 298 
 
 319 
 
 339 
 
 360 
 
 370 
 
 390 
 
 411 
 
 432 
 
 453 
 
 25 
 
 149 
 
 178 
 
 210 
 
 242 
 
 271 
 
 291 
 
 312 
 
 332 
 
 352 
 
 361 
 
 381 
 
 401 
 
 422 
 
 442 
 
 26 
 
 146 
 
 174 
 
 205 
 
 236 
 
 265 
 
 284 
 
 304 
 
 324 
 
 344 
 
 352 
 
 372 
 
 392 
 
 413 
 
 431 
 
 27 
 
 142 
 
 1/0 
 
 200 
 
 230 
 
 258 
 
 277 
 
 297 
 
 316 
 
 335 
 
 344 
 
 363 
 
 382 
 
 40? 
 
 421 
 
 28 
 
 139 
 
 166 
 
 195 
 
 224 
 
 252 
 
 271 
 
 290 
 
 308 
 
 327 
 
 335 
 
 354 
 
 373 
 
 391 
 
 410 
 
 29 
 
 136 
 
 162 
 
 190 
 
 218 
 
 246 
 
 264 
 
 282 
 
 300 
 
 318 
 
 3?,6 
 
 344 
 
 362 
 
 381 
 
 399 
 
 30 
 
 133 
 
 158 
 
 185 
 
 212 
 
 239 
 
 257 
 
 275 
 
 292 
 
 310 
 
 318 
 
 335 
 
 353 
 
 371 
 
 388 
 
 31 
 
 129 
 
 154 
 
 180 
 
 206 
 
 233 
 
 250 
 
 268 
 
 284 
 
 302 
 
 309 
 
 326 
 
 343 
 
 361 
 
 377 
 
 32 
 
 126 
 
 150 
 
 175 
 
 200 
 
 227 
 
 243 
 
 260 
 
 277 
 
 293 
 
 300 
 
 317 
 
 333 
 
 350 
 
 367 
 
 33 
 
 123 
 
 146 
 
 170 
 
 194 
 
 220 
 
 236 
 
 253 
 
 269 
 
 285 
 
 291 
 
 307 
 
 323 
 
 340 
 
 356 
 
 34 
 
 120 
 
 142 
 
 16b 
 
 188 
 
 214 
 
 230 
 
 246 
 
 261 
 
 277 
 
 283 
 
 298 
 
 314 
 
 330 
 
 345 
 
 35 
 
 117 
 
 138 
 
 160 
 
 182 
 
 208 
 
 223 
 
 238 
 
 253 
 
 268 
 
 274 
 
 289 
 
 304 
 
 320 
 
 334 
 
 Area, in.- 
 
 12.06 
 
 14.70 
 
 17.64 
 
 20.58 22.56 
 
 24.31 
 
 26.06 
 
 27.81 
 
 29.56 
 
 30.45 
 
 32.20 
 
 33.95 
 
 35.70 
 
 37.45 
 
 I i-i, in.J. 
 
 256 
 
 288 
 
 323 
 
 359 
 
 658 
 
 730 
 
 803 
 
 878 
 
 954 
 
 910 
 
 9Rfi 
 
 1063 
 
 1142 
 
 12?3 
 
 ri-i,in. 
 
 4.61 
 
 4.43 
 
 4.28 
 
 4.17 
 
 5.40 
 
 5.48 
 
 5.55 
 
 5.62 
 
 5.6R 
 
 5.47 
 
 553 
 
 5.60 
 
 5 66 
 
 5 71 
 
 I2-21 in. 4 
 
 244 
 
 279 
 
 316 
 
 351 
 
 415 
 
 444 
 
 473 
 
 501 
 
 530 
 
 537 
 
 565 
 
 594 
 
 622 
 
 651 
 
 T2-2, 111, 
 
 4.5U 
 
 4.36 
 
 4.23 
 
 4.13 
 
 4.29 
 
 4.27 
 
 4.26 
 
 4.24 
 
 4.23 
 
 4.20 
 
 4.19 
 
 4.18 
 
 4.18 
 
 4.17 
 
 Weight, 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Lbs. per 
 
 Foot 
 
 50.4 
 
 59.4 
 
 69.4 
 
 79.4 76.7 
 
 82.7 
 
 88.6 
 
 94.fi 
 
 100.5 
 
 103.6 
 
 109.5 
 
 115.5 
 
 121.4 
 
 127.4 
 
 Safe load values above zigzag line are for ratios of 1/r not over 60, those below zigzag line are for 
 ratios not over 120 1/r. 
 
 300 
 
COLUMNS 
 
 12 INCH CHANNEL COLUMNS— Continued 
 Safe Loads in Thousands of Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 details. 
 
 ' "S 
 a 
 
 2-12 in. Channels, 2-14, in. Plates 
 
 t 
 
 i! 
 
 •a 8 
 
 a a 
 
 1! 
 
 
 J3 
 
 H 
 
 
 .3 
 
 •P 
 
 .3 
 % 83 
 
 9 rt 
 
 ii 
 
 11 
 
 ll 
 
 J? 
 
 CO 
 
 11 
 
 || 
 
 ,1 
 
 m 
 
 CO 
 
 ■*i 2 
 
 CO " 
 
 55 
 
 CO 
 
 1* 
 S.s 
 
 •° 2 
 
 CO* 
 
 6 s . 
 
 o 
 
 CO 
 
 co rt 
 
 6 R . 
 
 o 
 
 CO 
 
 eg 
 
 CO 1 ^ 
 
 Si 
 
 SPh 
 
 «3d 
 
 CO 
 
 ■*> 2 
 
 CO 
 
 O.g 
 •^ 2 
 
 CO 
 
 2Ph 
 
 a ..a 
 
 CO 
 
 n 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 745 
 
 768 
 
 791 
 
 814 
 
 12 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 745 
 
 768 
 
 791 
 
 814 
 
 13 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 7on 
 
 723 
 
 745 
 
 768 
 
 791 
 
 814' 
 
 14 
 
 602 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 745 
 
 768 
 
 791 
 
 814 
 
 15 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 745 
 
 768 
 
 791 
 
 814 
 
 16 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 745 
 
 •768 
 
 791 
 
 814 
 
 17 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 745 
 
 768 
 
 791 
 
 814 
 
 18 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 745 
 
 768 
 
 791 
 
 814 
 
 19 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 745 
 
 768 
 
 791 
 
 814 
 
 20 
 
 502 
 
 525 
 
 548 
 
 571 
 
 593 
 
 609 
 
 632 
 
 654 
 
 677 
 
 700 
 
 723 
 
 745 
 
 768 
 
 791 
 
 814 
 
 21 
 
 498 
 
 521 
 
 543 
 
 565 
 
 588 
 
 601 
 
 623 
 
 645 
 
 668 
 
 689 
 
 712 
 
 734 
 
 757 
 
 779 
 
 802 
 
 22 
 
 487 
 
 509 
 
 531 
 
 553 
 
 575 
 
 587 
 
 609 
 
 631 
 
 653 
 
 674 
 
 695 
 
 717 
 
 739 
 
 761 
 
 783 
 
 23 
 
 476 
 
 497 
 
 518 
 
 540 
 
 561 
 
 573 
 
 594 
 
 616 
 
 637 
 
 658 
 
 679 
 
 700 
 
 722 
 
 743 
 
 765 
 
 24 
 
 465 
 
 486 
 
 506 
 
 527 
 
 548 
 
 559 
 
 580 
 
 601 
 
 622 
 
 642 
 
 663 
 
 684 
 
 704 
 
 725 
 
 746 
 
 25 
 
 453 
 
 474 
 
 494 
 
 514 
 
 535 
 
 545 
 
 566 
 
 586 
 
 607 
 
 626 
 
 646 
 
 667 
 
 687 
 
 707 
 
 728 
 
 26 
 
 442 
 
 462 
 
 482 
 
 502 
 
 522 
 
 532 
 
 552 
 
 571 
 
 591 
 
 610 
 
 630 
 
 650 
 
 670 
 
 689 
 
 709 
 
 27 
 
 431 
 
 451 
 
 469 
 
 489 
 
 508 
 
 518 
 
 537 
 
 557 
 
 576 
 
 594 
 
 614 
 
 633 
 
 652 
 
 672 
 
 691 
 
 28 
 
 420 
 
 439 
 
 45V 
 
 476 
 
 495 
 
 504 
 
 523 
 
 542 
 
 561 
 
 578 
 
 597 
 
 616 
 
 635 
 
 654 
 
 672 
 
 29 
 
 409 
 
 427 
 
 445 
 
 463 
 
 482 
 
 490 
 
 509 
 
 527 
 
 545 
 
 563 
 
 581 
 
 599 
 
 617 
 
 636 
 
 654 
 
 30 
 
 397 
 
 415 
 
 432 
 
 450 
 
 468 
 
 47 V 
 
 494 
 
 512 
 
 530 
 
 547 
 
 564 
 
 582 
 
 600 
 
 618 
 
 635 
 
 31 
 
 386 
 
 404 
 
 420 
 
 438 
 
 455 
 
 463 
 
 480 
 
 497 
 
 515 
 
 531 
 
 548 
 
 565 
 
 583 
 
 600 
 
 617 
 
 32 
 
 375 
 
 392 
 
 408 
 
 425 
 
 442 
 
 449 
 
 466 
 
 483 
 
 499 
 
 515 
 
 532 
 
 548 
 
 565 
 
 582 
 
 599 
 
 33 
 
 364 
 
 380 
 
 396 
 
 412 428 
 
 435 
 
 452 
 
 468 
 
 484 
 
 499 
 
 515 
 
 531 
 
 548 
 
 564 
 
 580 
 
 34 
 
 352 
 
 368 
 
 383 
 
 399 415 
 
 421 
 
 437 
 
 453 
 
 469 483 
 
 499 
 
 515 
 
 530 
 
 546 
 
 562 
 
 35 
 
 341 
 
 357 
 
 371 
 
 386 402 
 
 408 
 
 423 
 
 438 
 
 453 '467 
 
 482 
 
 498 
 
 513 
 
 528 
 
 543 
 
 Area, in.2 
 
 38.64 
 
 40.39 
 
 42.14 
 
 43.89)45.64 
 
 46.83 
 
 48.58 
 
 50.33 
 
 52.08 
 
 53.83 
 
 55.58 
 
 57.33 
 
 59.08 
 
 60.83 
 
 62.58 
 
 Ij-i,in.* 
 
 1174 
 
 125S 
 
 1340 
 
 1424 1509 
 
 1459 
 
 1544 
 
 1630 
 
 1719 
 
 1808 
 
 1899 
 
 1992 
 
 2087 
 
 2183 
 
 2280 
 
 n-i, in. 
 
 5.52 
 
 5.58 
 
 5.64 
 
 5.70 5.75 
 
 5.58 
 
 5.64 
 
 5.69 
 
 5.74 
 
 5.80 
 
 5.85 
 
 5.89 
 
 5.94 
 
 5.99 
 
 fi.04 
 
 
 659 
 
 688 
 
 717 
 
 745 774 
 
 779 
 
 808 
 
 837 
 
 865 
 
 894 
 
 922 
 
 951 
 
 980 
 
 1008 
 
 1037 
 
 T2-2, in. 
 
 4.13 
 
 4.13 
 
 4.12 
 
 4.12J 4.12 
 
 4.08 
 
 4.08 
 
 4.08 
 
 4.08 
 
 4.07 
 
 4.07 
 
 4.07 
 
 4.07 
 
 4.07 
 
 4.07 
 
 Weight, 
 Lbs. per 
 
 Foot 1 
 
 131.4 
 
 137.4 
 
 143.3 
 
 149.3155.2 
 
 159.3 
 
 165.2 
 
 171.2 
 
 177.1 
 
 183.1 
 
 189.0 
 
 195.0 
 
 200.9 
 
 206.9 
 
 212.8 
 
 
 
 
 1 
 
 
 
 
 
 
 
 
 
 
 
 Safe load values above heavy line are for ratios of I/r not over 60, those below heavy line are 
 for ratios not over 120 1/r. 
 
 301 
 

 
 
 
 CARNEGIE 
 
 STEEL 
 
 COMPANY 
 
 
 
 4 
 
 *.— 13-'- „ 
 
 12 
 
 [NCH CHANNEL COLUMNS— Continued 
 
 J^ 
 
 t_ ^. 
 
 
 
 
 
 ' T '^ 
 
 
 
 r 
 
 
 Sake Loads 
 
 in Thousands of Pounds 
 
 a j_ 
 
 ,--10i— 
 i 
 
 .._! 
 
 
 Allowable Fiber Stress per 
 
 square inch, 13,000 
 
 
 . 
 
 
 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 I 
 
 
 
 
 LA: 
 
 
 Ms. 
 
 Weights do 
 details. 
 
 not include rivet heads or other 
 
 R 7 .18 —""I 
 
 »- — -16"--- i 
 
 
 
 
 
 1 
 
 1 
 3 
 
 2-12 in. Channels, 2-16 in. Plates 
 
 "3 J 
 
 9 rt 
 
 3 
 
 •aj 
 
 1-3 
 
 11 
 
 11 
 
 •3"» 
 3^ 
 
 4$ 
 
 fj 
 
 is 
 
 ll 
 
 §S 
 
 a a 
 
 SPh 
 
 5CL 
 
 I 5 * 
 
 sS 
 
 §E 
 
 SPh 
 
 §a< 
 
 SEu 
 
 
 6.s 
 
 8* 
 
 e.s 
 
 6 J 
 
 6.3 
 
 6 B 
 
 6.9 
 
 °ji 
 
 6.S 
 
 J3" 
 
 ^.9 
 
 1 
 
 3SJ 
 
 ~5 
 
 o 
 
 J3 « 
 
 55 
 
 %$ 
 
 
 
 S3 
 
 
 
 
 W 
 
 CO* 
 
 CO 
 
 CO" 
 
 CO 
 
 CO " 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 n 
 
 619 
 
 645 
 
 ,671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 12 
 
 619 
 
 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 13 
 
 619 
 
 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 14 
 
 619 
 
 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 15 
 
 619 
 
 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 16 
 
 619 
 
 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 17 
 
 619 
 
 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 18 
 
 619 
 
 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 19 
 
 619 
 
 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 20 
 
 619 
 
 i 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 21 
 
 619 
 
 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 22 
 
 619 
 
 645 
 
 671 
 
 697 
 
 723 
 
 749 
 
 762 
 
 788 
 
 814 
 
 840 
 
 23 
 24 
 25 
 
 619 
 619 
 
 645 
 645 
 
 671 
 671 
 
 697 
 697 
 
 723 
 723 
 
 749 
 749 
 
 762 
 762 
 
 788 
 
 814 
 
 840 
 
 787 
 772 
 
 813 
 797 
 
 838 
 822 
 
 610 
 
 635 
 
 660 
 
 686 
 
 711 
 
 736 
 
 747 
 
 26 
 
 599- 
 
 623 
 
 648 
 
 673 
 
 697 
 
 721 
 
 732 
 
 756 
 
 781 
 
 805 
 
 27 
 
 587 
 
 611 
 
 635 
 
 659 
 
 683 
 
 707 
 
 718 
 
 741 
 
 766 
 
 789 
 
 28 
 
 575 
 
 599 
 
 622 
 
 646 
 
 669 
 
 693 
 
 703 
 
 726 
 
 750 
 
 773 
 
 29 
 
 563 
 
 586 
 
 609 
 
 633 
 
 655 
 
 678 
 
 688 
 
 711 
 
 734 
 
 757 
 
 30 
 
 552 
 
 574 
 
 596 
 
 619 
 
 642 
 
 664 
 
 674 
 
 696 
 
 719 
 
 741 
 
 31 
 
 540 
 
 562 
 
 583 
 
 606 
 
 628 
 
 649 
 
 659 
 
 681 
 
 703 
 
 724 
 
 32 
 
 528 
 
 549 
 
 571 
 
 593 
 
 614 
 
 635 
 
 644 
 
 665 
 
 687 
 
 708 
 
 33 
 
 516 
 
 537 
 
 558 
 
 579 
 
 600 
 
 621 
 
 630 
 
 650 
 
 672 
 
 692 
 
 34 
 
 504 
 
 525 
 
 545 
 
 566 
 
 586 
 
 606 
 
 615 
 
 635 
 
 656 
 
 676 
 
 35 
 
 493 
 
 512 
 
 532 
 
 553 
 
 572 
 
 592 
 
 600 
 
 620 
 
 640 
 
 660 
 
 Area, in.-' 
 
 47.64 
 
 49.64 
 
 51.64 
 
 53.64 
 
 55.64 
 
 57.64 
 
 58.58 
 
 60.58 
 
 62.58 
 
 64.58 
 
 Ii-ii in.* 
 
 1581 
 
 1678 
 
 1777 
 
 1878 
 
 1980 
 
 2084 
 
 2015 
 
 2119 
 
 2225 
 
 2333 
 
 ri-i, in. 
 
 5.76 
 
 5.81 
 
 5.87 
 
 5.92 
 
 5.97 
 
 6.01 
 
 5.87 
 
 5.91 
 
 5.96 
 
 6.01 
 
 I 2 -2,ill.4 
 
 1121 
 
 1164 
 
 1206 
 
 1249 
 
 1292 
 
 1334 
 
 1349 
 
 1392 
 
 1434 
 
 1477 
 
 T2-2. in. 
 
 4.85 
 
 4.84 
 
 4.83 
 
 4.83 
 
 4.82 
 
 4.81 
 
 4.80 
 
 4.79 
 
 4.79 
 
 4.78 
 
 Weight, 
 
 
 
 
 
 
 
 
 
 
 
 Lbs. per 
 Foot 
 
 162.0 
 
 168.8 
 
 175.6 
 
 182.4 
 
 189.2 
 
 196.0 
 
 199.2 
 
 206.0 
 
 212.8 
 
 219.6 
 
 Safe load values above 
 
 sigzag tin 
 
 e are for ratios of 
 
 /r not over 60, th 
 
 see below zigzag line are for 
 
 ratios not over 120 1/r. 
 
 
 
 
 ' 
 
 302 
 
COLUMNS 
 
 
 »--lS---— -1 
 
 a A 
 
 . --10F-- 
 
 L^ 
 
 -<?- 
 
 r 
 
 7^ 
 
 ^ 
 
 ***- 
 
 — ^ 
 
 12 INCH CHANNEL COLUMNS— Continued 
 Safe Loads in Thousands of Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 details. 
 
 ■s 
 
 PR 
 
 a 
 
 
 
 
 2-12 in. Channels 
 
 2-16 in. Plates 
 
 
 
 
 ■B 
 
 I 
 
 || 
 
 Is 
 
 J* 
 Op 
 
 •f 
 
 s 
 
 a 
 
 4 5) 
 
 P 
 Ob 
 
 
 1 
 S 
 
 .9 
 
 II 
 
 <3h 
 
 9-2 
 
 i* 
 
 6.9 
 
 
 J9 8 
 
 Is 
 
 S.S 
 
 ii 
 
 ■5 
 
 a 
 
 sS.3 
 
 =ss 
 
 5 2 
 
 £X 
 
 *x 
 
 £w 
 
 =2* 
 
 as 
 
 a* 
 
 *.H 
 
 H 
 
 
 
 
 
 
 
 
 
 CO 1 ™ 1 
 
 CC 
 
 CO 1 "" 1 
 
 CO 
 
 
 CO 
 
 
 CO 
 
 
 
 ii 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 12 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 13 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 14 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 15 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 16 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 17 
 
 866 
 
 892 
 
 918 
 
 944 
 
 - 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 18 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 19 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 20 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 21 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 22 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 23 
 
 866 
 
 892 
 
 918 
 
 944 
 
 970 
 
 996 
 
 1022 
 
 1048 
 
 1074 
 
 1100 
 
 24 
 
 864 
 
 889 
 
 915 
 
 940 
 
 966 
 
 992 
 
 1017 
 
 1042 
 
 1068 
 
 1093 
 
 25 
 
 847 
 
 872 
 
 897 
 
 922 
 
 947 
 
 972 
 
 997 
 
 1022 
 
 1047 
 
 1072 
 
 26 
 
 830 
 
 854 
 
 879 
 
 903 
 
 928 
 
 953 
 
 977 
 
 1002 
 
 1027 
 
 1050 
 
 27 
 
 814 
 
 837 
 
 862 
 
 885 
 
 909 
 
 934 
 
 957 
 
 981 
 
 1006 
 
 1029 
 
 28 
 
 797 
 
 820 
 
 844 
 
 867 
 
 891 
 
 914 
 
 937 
 
 961 
 
 985 
 
 1007 
 
 29 
 
 780 
 
 803 
 
 826 
 
 848 
 
 872 
 
 895 
 
 917 
 
 941 
 
 964 
 
 986 
 
 30 
 
 764 
 
 785 
 
 808 
 
 830 
 
 853 
 
 876 
 
 897 
 
 920 
 
 943 
 
 965 
 
 31 
 
 747 
 
 768 
 
 791 
 
 812 
 
 834 
 
 857 
 
 878 
 
 900 
 
 922 
 
 943 
 
 32 
 
 730 
 
 751 
 
 VIS 
 755 
 
 794 
 
 815 
 
 837 
 
 858 
 
 880 
 
 901 
 
 922 
 
 33 
 
 713 
 
 734 
 
 775 
 
 797 
 
 818 
 
 838 
 
 859 
 
 881 
 
 900 
 
 34 
 
 697 
 
 716 
 
 737 
 
 757 
 
 778 
 
 799 
 
 818 
 
 839 
 
 860 
 
 879 
 
 35 
 
 680 
 
 699 
 
 720 
 
 739 
 
 759 
 
 779 
 
 798 
 
 819 
 
 839 
 
 858 
 
 Area, in. 2 
 
 66.58 
 
 68.58 
 
 70.58 
 
 72.58 
 
 74.58 
 
 76.58 
 
 78.58 
 
 80.58 
 
 82.58 
 
 84.58 
 
 Ii-i,iA* 
 ri-i, in. 
 I2-2, in.* 
 r2-2, in. 
 
 2443 
 
 2555 
 
 2668 
 
 2783 
 
 2901 
 
 3020 
 
 3141 
 
 3264 
 
 3389 
 
 3516 
 
 6.06 
 
 6.10 
 
 6.15 
 
 6.19 
 
 6.24 
 
 6.28 
 
 6.32 
 
 6.36 
 
 6.41 
 
 6.45 
 
 1520 
 
 1562 
 
 1605 
 
 1648 
 
 1690 
 
 1733 
 
 1776 
 
 1818 
 
 1861 
 
 1904 
 
 4.78 
 
 4.77 
 
 4.77 
 
 4.76 
 
 4.76 
 
 4.76 
 
 4.75 
 
 4.75 
 
 4.75 
 
 4.74 
 
 Weight, 
 Lbs. per 
 
 226.4 
 
 233.2 
 
 240.0 
 
 246.8 
 
 253.6 
 
 260.4 
 
 267.2 
 
 274.0 
 
 280.8 
 
 287.6 
 
 Foot 
 
 
 
 
 
 
 
 
 
 
 
 Safe load values above heavy line are for ratios of 1/r not over 60, those below heavy line are for 
 ratios not over 120 1/r. 
 
 303 
 
CARNEQIE STEEL COMPANY 
 
 „_12%— . 
 
 "^ 
 
 w A. 
 
 .j$L 
 
 I-9P- 
 
 ^ 
 
 ^ 
 
 15 INCH CHANNEL COLUMNS— Continued 
 
 Safe Loads in Thousands of Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 Dounds for lengths of 60 radii or under, reduced for 
 engths over 60 radii ; see Construction Specifications. 
 
 ^r 
 
 -16 
 
 J2 
 
 Weights do not include rivet heads or other 
 details. 
 
 "ru 
 
 2-15 in. Channels 
 Latticed 
 
 2-15 in. Channels, 2-16 in. Plates 
 
 ! 
 
 A a. 
 
 .3 0> 
 
 J3 o> 
 
 JB to 
 
 ■s » 
 
 ■s « 
 
 •2 *> 
 
 
 09 
 
 - a m 
 
 ■2 8? 
 
 
 u 
 
 •a - 
 
 H 
 
 rt-^3 
 
 FTs 
 
 E3°43 
 
 II 
 
 H 
 
 sl 
 
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 H 
 
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 SJ 
 
 Hi 
 
 61 
 
 
 6^ 
 
 (-> ft) 
 
 61 
 
 .SB 
 
 ■*« 
 
 5 
 
 i* 
 
 *«* 
 
 *«* 
 
 
 #5 
 
 
 *3 
 
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 £.1 
 
 COGQ 
 
 
 £g 
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 Ss 
 
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 £ o 
 
 
 H 
 
 
 
 
 
 CO 
 
 
 CO 
 
 
 CO 
 
 CO 
 
 
 CO 
 
 COrt 
 
 CO 
 
 11 
 
 257 
 
 268 
 
 306 
 
 344 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 12 
 
 257 
 
 268 
 
 806 
 
 344 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 13 
 
 257 
 
 268 
 
 806 
 
 344 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 14 
 
 257 
 
 268 
 
 306 
 
 844 
 
 418 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 15 
 
 257 
 
 268 
 
 306 
 
 344 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 16 
 
 257 
 
 268 
 
 306 
 
 344 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 635! 
 
 17 
 
 257 
 
 268 
 
 806 
 
 344 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 18 
 
 257 
 
 268 
 
 806 
 
 344 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 19 
 
 257 
 
 268 
 
 806 
 
 844 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 20 
 
 257 
 
 268 
 
 306 
 
 344 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 21 
 
 257 
 
 268 
 
 306 
 
 344 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 22 
 
 257 
 
 268 
 
 306 
 
 344 
 
 413 
 
 439 
 
 465 
 
 491 
 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 23 
 
 257 
 257 
 
 268 
 268 
 
 306 
 306 
 
 844 
 
 413, 
 413 
 
 439 
 439 
 
 465 
 465 
 
 491 
 491 
 
 517 
 517 
 
 528 
 
 554 
 
 580 
 
 606 
 
 632 
 
 24 
 
 343 
 
 527 
 517 
 
 552 
 542 
 
 578 
 567 
 
 604 
 592 
 
 629 
 
 25 
 
 257 
 
 266 
 
 301 
 
 336 
 
 407 
 
 432 
 
 457 
 
 482 
 
 507 
 
 617 
 
 26 
 
 252 
 
 261 
 
 295 
 
 329 
 
 400 
 
 424 
 
 448 
 
 473 
 
 498 
 
 507 
 
 fi3f 
 
 555 
 
 580 
 
 605 
 
 27 
 
 247 
 
 256 
 
 289 
 
 322 
 
 392 
 
 415 
 
 440 
 
 464 
 
 488 
 
 497 
 
 520 
 
 544 
 
 569 
 
 592 
 
 28 
 
 243 
 
 261 
 
 284 
 
 316 
 
 384 
 
 407 
 
 431 
 
 454 
 
 478 
 
 486 
 
 510 
 
 533 
 
 557 
 
 580 
 
 29 
 
 238 
 
 246 
 
 2V8 
 
 309 
 
 376 
 
 899 
 
 422 
 
 445 
 
 468 
 
 476 
 
 499 
 
 522 
 
 545 
 
 568 
 
 30 
 
 233 
 
 241 
 
 272 
 
 302 
 
 368 
 
 390 
 
 413 
 
 435 
 
 458 
 
 466 
 
 488 
 
 511 
 
 533 
 
 556 
 
 31 
 
 228 
 
 236 
 
 266 
 
 296 
 
 360 
 
 382 
 
 404 
 
 426 
 
 448 
 
 456 
 
 478 
 
 499 
 
 522 
 
 543 
 
 32 
 
 224 
 
 231 
 
 260 
 
 289 
 
 852 
 
 378 
 
 395 
 
 416 
 
 438 
 
 •446 
 436 
 
 467 
 
 488 
 
 510 
 
 531 
 
 33 
 
 219 
 
 226 
 
 254 
 
 282 
 
 345 
 
 365 
 
 386 
 
 407 
 
 428 
 
 456 
 
 477 
 
 498 
 
 519 
 
 ' 34 
 
 214 
 
 221 
 
 249 
 
 276 
 
 837 
 
 357 
 
 377 
 
 398 
 
 418 
 
 435 
 
 44fi 
 
 466 
 
 487 
 
 507 
 
 35 
 
 209 
 
 216 
 
 243 
 
 269 
 
 329 
 
 348 
 
 368 388 
 
 408 
 
 415 
 
 435 
 
 454 
 
 475 
 
 494 
 
 Area, in.2 
 
 19.80 30.58 
 
 23.52 
 
 26.48 
 
 31.80 
 
 33.80 
 
 35.80 
 
 37.80 
 
 39.80 
 
 40.58 
 
 42.58 
 
 44.58 
 
 46.58 
 
 48.58 
 
 Ii-i,in.* 
 
 625 
 
 640 
 
 695 
 
 750 
 
 1334 
 
 1459 
 
 1586 
 
 1715 
 
 1847 
 
 1861 
 
 1994 
 
 2129 
 
 2267/ 
 69R 
 
 2406 
 
 p-i, in. 
 
 5.62 
 
 5.58 
 
 5.43 
 
 6.32 
 
 6.48 
 
 6.57 
 
 6.66 
 
 6.74 
 
 6.81 
 
 6.77 
 
 6.S4 
 
 6.91 
 
 7 04 
 
 I 2 -a, in.* 
 
 491 
 
 504 
 
 552 
 
 597 
 
 747 
 
 789 
 
 832 
 
 875 
 
 917 
 
 930 
 
 973 
 
 1016 
 
 1058 
 
 1101 
 
 '2-2, in- 
 
 4.98 
 
 4.95 
 
 4.84 
 
 4.75 
 
 4.85 
 
 4.83 
 
 4.82 
 
 4.81 
 
 4.80 
 
 4.79 
 
 4.78 
 
 4.77 
 
 4.77 
 
 4.76 
 
 Weight, 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Lbs. per 
 Foot 
 
 80.2 
 
 84.2 
 
 92.1 
 
 102.2 
 
 106.8 
 
 113.6 
 
 120.4 
 
 127.2 
 
 134.0 
 
 138.0 
 
 144.8 
 
 151.6 
 
 158.4 
 
 165.2 
 
 Safe load values above zigzag line are for ratios of 1/r not over 60, thoBe below zigzag line are for 
 ratios not over 120 1/r. 
 
 304 
 
COLUMNS 
 
 15 INCH CHANNEL COLUMNS— Continued 
 Safe Loads in Thousands op Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 details. 
 
 01 
 
 i~ 
 .2', 
 
 a 
 « 
 
 2-15 in. Channels, 2-16 in. Plates 
 
 ■3 S 
 
 9 ^ 
 aS 
 
 ll 
 
 •ij 
 
 1.2 
 5.9 
 
 is 
 
 5* 
 
 o 
 
 ■S s 
 
 o.ri 
 
 ■as 
 
 lis 
 
 25 
 Sa 
 
 1! 
 
 -fa 
 
 *5 
 
 
 ■3 S 
 31« 
 .25 
 «ri 
 
 3$ 
 
 9. Is 
 J5 
 Sri 
 
 9 * 
 a5 
 ja . 
 ".9 
 
 4 s 
 
 P 
 
 J9 
 
 OS 
 
 - D "2, 
 
 -*< 
 
 ■° 2 
 
 
 
 J= 2 
 
 3S 
 
 is 
 
 -° 2 
 
 
 
 
 
 3* 
 
 11 . 
 
 644 
 
 670 
 
 696 
 
 722 
 
 748 
 
 774 
 
 786 
 
 812 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 12 
 
 644 
 
 b/O 
 
 696 
 
 722 
 
 748 
 
 774 
 
 786 
 
 HI 2 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 13 
 
 644 
 
 670 
 
 696 
 
 722 
 
 748 
 
 774 
 
 786 
 
 812 
 
 ftaa 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 14 
 
 644 
 
 670 
 
 696 
 
 722 
 
 748 
 
 774 
 
 786 
 
 812 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 15 
 
 644 
 
 670 
 
 696 
 
 722 
 
 748 
 
 774 
 
 786 
 
 812 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 16 
 
 644 
 
 670 
 
 696 
 
 722 
 
 748 
 
 774 
 
 786 
 
 812 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 17 
 
 644 
 
 670 
 
 696 
 
 722 
 
 V48 
 
 774 
 
 786 
 
 812 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 18 
 
 644 
 
 6Y0 
 
 696 
 
 V22 
 
 748 
 
 774 
 
 786 
 
 812 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 19 
 
 644 
 
 670 
 
 696 
 
 V22 
 
 748 
 
 774 
 
 786 
 
 812 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 .20 
 
 644 
 
 670 
 
 696 
 
 722 
 
 748 
 
 774 
 
 786 
 
 812 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 21 
 
 644 
 
 670 
 
 696 
 
 722 
 
 748 
 
 774 
 
 786 
 
 812 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 22 
 
 644 
 
 670 
 
 696 
 
 722 
 
 748 
 
 774 
 
 786 
 
 812 
 
 838 
 
 864 
 
 890 
 
 916 
 
 942 
 
 968 
 
 23 
 
 24 
 
 644 
 
 6/0 
 665 
 
 696 
 690 
 
 722 
 715 
 
 748 
 741 
 
 774 
 767 
 
 786 
 
 777 
 
 812 
 802 
 
 838 
 
 827 
 
 864 
 853 
 
 890 
 879 
 
 916 
 
 904 
 
 942 
 930 
 
 968 
 
 639 
 
 956 
 
 25 
 
 627 
 
 651 
 
 677 
 
 701 
 
 727 
 
 752 
 
 761 
 
 786 
 
 811 
 
 836 
 
 861 
 
 886 
 
 912 
 
 937 
 
 26 
 
 614 
 
 638 
 
 663 
 
 687 
 
 712 
 
 737 
 
 746 
 
 770 
 
 794 
 
 819 
 
 844 
 
 868 
 
 893 
 
 918 
 
 27 
 
 602 
 
 626 
 
 649 
 
 6V3 
 
 697 
 
 721 
 
 730 
 
 754 
 
 778 
 
 802 
 
 826 
 
 850 
 
 874 
 
 898 
 
 28 
 
 689 
 
 612 
 
 636 
 
 659 
 
 683 
 
 706 
 
 715 
 
 738 
 
 761 
 
 785 
 
 808 
 
 832 
 
 856 
 
 879 
 
 29 
 
 67 Y 
 
 599 
 
 622 
 
 646 
 
 668 
 
 691 
 
 699 
 
 722 
 
 745 
 
 768 
 
 791 
 
 814 
 
 837 
 
 860 
 
 30 
 
 664 
 
 686 
 
 609 
 
 631 
 
 653 
 
 676 
 
 684 
 
 705 
 
 728 
 
 751 
 
 773 
 
 796 
 
 818 
 
 841 
 
 31 
 
 551 
 
 573 
 
 595 
 
 616 
 
 639 
 
 661 
 
 668 
 
 689 
 
 711 
 
 734 
 
 756 
 
 778 
 
 800 
 
 822 
 
 32 
 
 639 
 
 560 
 
 581 
 
 602 
 
 624 
 
 646 
 
 653 
 
 673 
 
 695 
 
 716 
 
 738 
 
 760 
 
 781 
 
 803 
 
 33 
 
 526 
 
 547 
 
 568 
 
 588 
 
 609 
 
 630 
 
 637 
 
 657 
 
 678 
 
 699 
 
 720 
 
 741 
 
 763 
 
 784 
 
 34 
 
 614 
 
 634 
 
 654 
 
 574 
 
 595 
 
 615 
 
 622 
 
 641. 
 
 662 
 
 682 
 
 703 
 
 723 
 
 744 
 
 764 
 
 35 
 
 501 
 
 520 
 
 541 
 
 560 
 
 580 
 
 600 
 
 606 
 
 625 
 
 645 
 
 665 
 
 685 
 
 705 
 
 725 
 
 745 
 
 Area, ln2 
 
 49.52| 51.52 
 
 53.52 
 
 55.52 
 
 57.52 
 
 59.52 
 
 60.48 62.48 
 
 64.48 
 
 66.48 
 
 68.48 
 
 70.48 
 
 72.48 
 
 74.48 
 
 Ii-i, in.* 
 
 2322 2461 
 
 2602 
 
 2746 
 
 2891 
 
 3039 
 
 2946 3094 
 
 3244 
 
 3396 
 
 3550 
 
 3707 
 
 3865 
 
 4026 
 
 n-i,in. 
 
 6.85 6.91 
 
 6.97 
 
 7.03 
 
 7.09 
 
 7.15 
 
 6.98 7.04 
 
 7.09 
 
 7.15 
 
 7.20 
 
 7.25 
 
 7.30 
 
 7 35 
 
 l2-2,in.* 
 
 1106 1149 
 
 1192 
 
 1234 
 
 1277 
 
 1320 
 
 1322 1365 
 
 1408 
 
 1450 
 
 1493 
 
 1536 
 
 1578 
 
 1621 
 
 r 2 -2, in. 
 
 4.73 4.72 
 
 4.72 
 
 4.71 
 
 4.71 
 
 4.71 
 
 4.68 4.67 
 
 4.67 
 
 4.67 
 
 4.67 
 
 4.67 
 
 4.67 
 
 4.67 
 
 Weight, 
 Lbs. per 
 
 Foot II 
 
 168.4 175.2 
 
 182.0 
 
 188.8 
 
 195.6 
 
 202.4 
 
 205,6 212.4 
 
 219.2 
 
 226.0 
 
 232.8 
 
 239.6 
 
 246.4 
 
 253.2 
 
 Safe load values above heavy line are for ratios of 1/r not over 60, those below heavy line 
 
 atina Tint, nvev 19fl I /r 
 
 for ratios not over 120 1/r. 
 
 305 
 

 
 
 
 CARNEQIE 
 
 STEEL 
 
 COMPANY 
 
 
 
 
 
 
 15 INCH CHANNEL COLUMNS— Continued 
 
 r*- 
 
 14%-- — ». 
 
 ■' n 
 
 
 
 
 -Ill' 
 
 .--. 
 
 . Allowable Fiber Stress per square inch, 13,000 
 
 — - pounds for lengths of 60 radii or under, reduced for 
 
 lengths over 60 radii ; see Construction Specifications. 
 
 V, i_ 
 
 
 
 . . 
 
 7 
 
 
 
 L.^ 
 
 U. Weights do not include rivet heads or other 
 — 1 — i=h details. 
 
 S-Cr- 
 
 2 ? • 
 
 
 
 
 
 
 
 43 
 
 $ 
 
 to 
 
 a 
 
 i 
 
 s 
 
 Hi 
 
 2-15 in. Channels, 2-18 in. Plates 
 
 Is 
 
 3ph 
 
 
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 11 
 
 
 •3» 
 
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 PS 
 
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 6d 
 
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 11 
 
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 u p 
 
 u« 
 
 U d 
 
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 w d 
 
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 -is 
 
 
 co 1 ^ 
 
 £ 
 
 
 ,oic\ 
 
 ■° 2 
 
 
 ■° 2 
 
 
 ■° 2 
 
 ^ 
 
 
 5 
 
 
 
 J3 » 
 
 %X 
 
 w 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 
 
 CO rt 
 
 
 
 
 "* 
 
 
 
 
 11 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 560 
 
 589 
 
 619 
 
 648 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 12 
 
 431- 
 
 462 
 
 491 
 
 521 
 
 55(1 
 
 56< 
 
 SHU 
 
 61 1 
 
 648 
 
 677 
 
 686 
 
 71.5 
 
 745 
 
 774 
 
 803 
 
 832 
 
 13 
 
 43:h 
 
 462 
 
 491 
 
 531 
 
 55(1 
 
 56( 
 
 58M 
 
 Hit 
 
 64H 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 Sll. J 
 
 832 
 
 14 
 
 43a 
 
 462 
 
 491 
 
 521 
 
 550 
 
 56f 
 
 SKfl 
 
 Hit; 
 
 64* 
 
 677 
 
 6X6 
 
 715 
 
 745 
 
 774 
 
 am 
 
 832 
 
 15 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 560 
 
 589 
 
 619 
 
 648 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 16 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 560 
 
 589 
 
 619 
 
 648 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 17 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 5HC 
 
 58W 
 
 61!i 
 
 648 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 IS 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 56C 
 
 58H 
 
 «l«i 
 
 64* 
 
 677 
 
 6X6 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 19 
 
 433 
 
 462 
 
 491 
 
 5511 
 
 550 
 
 56(1 
 
 589 
 
 610 
 
 64* 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 20 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 560 
 
 589 
 
 619 
 
 648 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 ' 21 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 560 
 
 589 
 
 619 
 
 648 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 22 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 56(1 
 
 589 
 
 HIT) 
 
 64* 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 23 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 56C 
 
 589 
 
 61G 
 
 648 
 
 677 
 
 '686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 24 
 
 433 
 
 462 
 
 491 
 
 531 
 
 550 
 
 56(1 
 
 589 
 
 61U 
 
 H4H 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 25 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 560 
 
 589 
 
 619 
 
 648 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 26 
 
 433 
 
 462 
 
 491 
 
 521 
 
 550 
 
 560 
 
 589 
 
 619 
 
 648 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 27 
 28 
 29 
 
 433 
 433 
 
 462 
 462 
 
 491 
 491 
 
 521 
 
 550 
 
 560 
 
 589 
 
 619 
 
 648 
 
 677 
 
 686 
 
 715 
 
 745 
 
 774 
 
 803 
 
 832 
 
 5?0 
 
 549 
 539 
 
 558 
 549 
 
 586 
 577 
 
 615 
 605 
 
 643 
 632 
 
 671 
 660 
 
 680 
 668 
 
 708 
 696 
 
 736 
 723 
 
 764 
 751 
 
 793 
 779 
 
 821 
 807 
 
 428 
 
 4.ta 
 
 484 
 
 S12 
 
 30 
 
 421 
 
 449 
 
 476 
 
 503 
 
 530 
 
 540 
 
 567 
 
 594 
 
 621 
 
 649 
 
 657 
 
 684 
 
 711 
 
 738 
 
 766 
 
 793 
 
 31 
 
 414 
 
 441 
 
 468 
 
 494 
 
 521 
 
 530 
 
 557 
 
 584 
 
 610 
 
 637 
 
 645 
 
 672 
 
 698 
 
 725 
 
 752 
 
 779 
 
 32 
 
 407 
 
 433 
 
 459 
 
 486 
 
 512 
 
 521 
 
 547 
 
 574 
 
 599 
 
 626 
 
 634 
 
 660 
 
 685 
 
 712 
 
 738 
 
 764 
 
 33 
 
 400 
 
 436 
 
 451 
 
 477 
 
 503 
 
 512 
 
 537 
 
 563 
 
 589 
 
 615 
 
 622 
 
 648 
 
 673 
 
 698 
 
 725 
 
 750 
 
 34 
 
 393 
 
 418 
 
 443 
 
 469 
 
 494 
 
 502 
 
 527 
 
 553 
 
 578 
 
 603 
 
 610 
 
 636 
 
 660 
 
 685 
 
 711 
 
 736 
 
 35 
 
 386 
 
 411 
 
 435 
 
 460 
 
 485 
 
 493 
 
 518 
 
 543 
 
 567 
 
 592 
 
 599 
 
 624 
 
 648 
 
 672 
 
 698 
 
 722 
 
 Area, in. 2 
 
 33.30 
 1423 
 
 35.55 
 1564 
 
 37.80 
 1707 
 
 40.05 
 1m2 
 
 42.30 
 1999 
 
 43.08 
 2014 
 
 45.33 
 2164 
 
 47.58 
 231 B 
 
 49.83 
 2470 
 
 52.08 
 2627 
 
 52.77 
 2525 
 
 55.02 
 2682 
 
 57.27 
 2841 
 
 59.52 
 3002 
 
 61.77 
 3166 
 
 64.02 
 3332 
 
 Ii-i, in. 4 
 
 ti-i, in 
 
 6.54 
 
 8.63 
 
 6.72 
 
 6.8C 
 
 6.87 
 
 6.84 
 
 6.91 
 
 6.98 
 
 7.04 
 
 7.10 
 
 6.92 
 
 6.98 
 
 7.04 
 
 7.10 
 
 7.16 
 
 7.21 
 
 I2-2, in.* 
 
 106t 
 
 113U 
 
 119(1 
 
 1251 
 
 1312 
 
 1332 
 
 1393 
 
 1453 
 
 1514 
 
 1575 
 
 1589 
 
 1649 
 
 1710 
 
 1771 
 
 1832 
 
 1892 
 
 T2-2i m. 
 
 5.67 
 
 5.64 
 
 6.61 
 
 5.59 
 
 5.57 
 
 5.56 
 
 5.54 
 
 5.53 
 
 5.51 
 
 5.50 
 
 5.49 
 
 5.48 
 
 5.46 
 194.8 
 
 5.45 
 202.4 
 
 5.45 
 210.1 
 
 5.44 
 217.7 
 
 Weight, 
 
 Lbs. per 
 
 Foot 
 
 111.9 
 
 119.6 
 
 127.2 
 
 134.9 
 
 142.5 
 
 146.5 
 
 154.2 
 
 161.8 
 
 169.5 
 
 177.1 
 
 179.5 
 
 187.1 
 
 Safe 
 
 oad values above zigzag line are for ratios of 1/r not over 60, those below zigzag line are for 
 
 ratios not 
 
 over 120 1/r. 
 
 308 
 
COLUMNS 
 
 
 
 15 INCH CHANNEL COLUMNS- 
 
 —Continued 
 
 
 
 
 > 
 
 .-Ill' 
 
 
 Safe Loads in Thousands op Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 
 
 details. 
 
 : 9 U 9 ! 
 
 1.— — 18"- ---J 
 
 "S 
 
 I 
 
 2-15 in. Channels, 2-18 in. Plates 
 
 is 
 
 Jh 
 o.a 
 
 as 
 
 aft 
 
 a « 
 2ft 
 J • 
 
 •S3 
 
 Jh 
 o.a 
 
 •S3 
 
 as 
 
 6a 
 
 ■Sss 
 
 Jft 
 
 °.-3 
 
 i* 
 
 a rt 
 
 §ft 
 
 a * 
 
 •S3 
 
 OS 
 
 6.A 
 
 — ^ 
 
 Of 
 
 h 
 
 c 
 
 X 
 
 3 
 
 ft 
 d 
 
 i 
 
 s * 
 
 6-9 
 
 . » 
 
 ■j 
 
 I 
 
 in 
 
 1 
 
 .a 
 2? 
 
 •S 8 
 
 * Oh 
 
 & ,3 
 
 fa 
 
 6* 
 
 x-3 
 
 3 
 
 11 
 12 
 13 
 
 14 
 15 
 
 16 
 17 
 18 
 19 
 20 
 
 21 
 22 
 23 
 24 
 25 
 
 26 
 27 
 28 
 29 
 30 
 
 31 
 32 
 33 
 34 
 35 
 
 841 
 841 
 841 
 841 
 841 
 
 841 
 841 
 841 
 841 
 841 
 
 841 
 841 
 841 
 841 
 841 
 
 841 
 841 
 
 871 
 871 
 871 
 871 
 871 
 
 871 
 871 
 871 
 871 
 871 
 
 871 
 871 
 871 
 871 
 871 
 
 871 
 871 
 
 900 
 900 
 900 
 900 
 900 
 
 900 
 900 
 900 
 900 
 900 
 
 900 
 900 
 900 
 900 
 900 
 
 900 
 900 
 
 929 
 929 
 929 
 929 
 929 
 
 929 
 929 
 929 
 929 
 929 
 
 929 
 929 
 929 
 929 
 929 
 
 929 
 929 
 
 958 
 958 
 958 
 958 
 958 
 
 958 
 958 
 958 
 958 
 958 
 
 958 
 958 
 958 
 958 
 958 
 
 958 
 958 
 
 988 
 988 
 988 
 988 
 988 
 
 988 
 988 
 988 
 988 
 988 
 
 988 
 988 
 988 
 988 
 988 
 
 988 
 
 1017 
 1017 
 1017 
 1017 
 1017 
 
 1017 
 1017 
 1017 
 1017 
 1017 
 
 1017 
 1017 
 1017 
 1017 
 1017 
 
 1017 
 
 1046 
 1046 
 1046 
 1046 
 1046 
 
 1046 
 1046 
 1046 
 1046 
 1046 
 
 1046 
 1046 
 1046 
 1046 
 1046 
 
 1046 
 
 1075 
 1075 
 1075 
 1075 
 1075 
 
 1075 
 1075 
 1075 
 1075 
 1075 
 
 1075 
 1075 
 1075 
 1075 
 1075 
 
 1075 
 
 1105 
 1105 
 1105 
 1105 
 1105 
 
 1105 
 1105 
 1105 
 1105 
 1105 
 
 1105 
 1105 
 1105 
 1105 
 1105 
 
 1105 
 
 1134 
 1134 
 1134 
 1134 
 1134 
 
 1134 
 1134 
 1134 
 1134 
 1134 
 
 1134 
 1134 
 1134 
 1134 
 1134 
 
 1134 
 
 1163 
 1163 
 1163 
 1163 
 1163 
 
 1163 
 1163 
 1163 
 1163 
 1163 
 
 1163 
 1163 
 1163 
 1163 
 1163 
 
 1163 
 
 1222 
 1222 
 1222 
 1222 
 1222 
 
 1222 
 1222 
 1222 
 1222 
 1222 
 
 1222 
 1222 
 1222 
 1222 
 1222 
 
 1222 
 
 1280 
 1280 
 1280 
 1280 
 1280 
 
 1280 
 1280 
 '1280 
 1280 
 1280 
 
 1280 
 1280 
 1280 
 1280 
 1280 
 
 1280 
 
 987 
 970 
 953 
 936 
 
 919 
 902 
 885 
 
 868 
 852 
 
 1015 
 998 
 980 
 963 
 
 945 
 928 
 911 
 893 
 876 
 
 1044 
 
 1026 
 
 1009 
 
 991 
 
 973 
 955 
 937 
 919 
 901 
 
 1073 
 1054 
 1036 
 1017 
 
 999 
 980 
 962 
 943 
 925 
 
 1102 
 1083 
 1064 
 1045 
 
 1026 
 
 1007 
 
 988 
 
 969 
 
 950 
 
 1131 
 1112 
 1092 
 1073 
 
 1053 
 
 1034 
 
 1014 
 
 995 
 
 975 
 
 1159 
 1139 
 1119 
 1099 
 
 1079 
 1059 
 1039 
 1019 
 999 
 
 1216 
 1195 
 1174 
 1153 
 
 1132 
 1111 
 1090 
 1069 
 1048 
 
 1275 
 1253 
 1231 
 1208 
 
 1186 
 1164 
 1142 
 1120 
 1098 
 
 829 
 814 
 800 
 
 786 
 771 
 757 
 743 
 
 728 
 
 857 
 843 
 828 
 
 813 
 
 798 
 783 
 768 
 754 
 
 885 
 870 
 855 
 
 839 
 824 
 809 
 793 
 
 778 
 
 913 
 897 
 882 
 
 866 
 850 
 834 
 818 
 802 
 
 942 
 926 
 909 
 
 893 
 
 877 
 860 
 844 
 827 
 
 Area, in. 2 
 
 64.73 
 
 66.9! 
 
 69.23 
 
 71.48 
 
 73.73 
 
 75.98 
 
 78.23 
 
 80.48 
 
 82.73 
 
 84.98 
 
 87.23 
 
 89.48 
 
 93.98 
 
 98.48 
 
 Ii-i,iB.* 
 
 n-i,in. 
 
 l2-2,in.* 
 
 r2-2»in. 
 
 3221 
 7.05 
 1903 
 5.42 
 
 338 
 7.1 
 196' 
 5.4 
 
 1 355€ 
 
 7.17 
 I 2025 
 ! 5.41 
 
 3727 
 7.22 
 2086 
 5.4C 
 
 3900 
 7.27 
 2146 
 5.40 
 
 4076 
 7.32 
 2207 
 5.39 
 
 4255 
 7.37 
 2268 
 5.38 
 
 4436 
 7.42 
 2329 
 5.38 
 
 4619 
 7.47 
 
 2389 
 5.37 
 
 4805 
 7.52 
 
 2450 
 5.37 
 
 4994 
 7.57 
 2511 
 5.37 
 
 5185 
 7.61 
 2572 
 5.36 
 
 5575 
 7.70 
 
 2693 
 5.35 
 
 5976 
 7.79 
 2815 
 5.35 
 
 Weight, 
 Lbs. per 
 
 Foot 
 
 220.1 
 
 227.' 
 
 ' 235.4 
 
 243.0 
 
 250.0 
 
 258.3 
 
 266.0 
 
 273.6 
 
 281.3 
 
 288.9 
 
 296.6 
 
 304.2 
 
 319.5 
 
 334.8 
 
 Safe load values above zigzag line are for ratios of 1/r not over 60, those below zigzag line are for 
 ratios not over 120 1/r. 
 
 307 
 

 
 
 
 CARNEGIE 
 
 STEEL COMPANY 
 
 
 
 
 i 12 A 15 INCH CHANNEL COLUMNS— Concluded 
 
 rr 1 ■ 
 
 
 
 ■■]>- ! ■( 
 
 £? Safe Loads in Thousands op Pounds 
 
 U i- 
 
 .. i 
 
 Allowable Fiber Stress per square inch, 13,000 
 
 pounds for lengths of 60 radii or under, reduced for 
 Pi lengths over 60 radii; see Construction Specifications. 
 
 ■ 
 
 i 
 
 UL_ 
 
 ri < 
 
 
 
 l W«lKnws ao hot, mciuue nveu xicaus ui uuuci 
 
 Y >2 "V details. 
 
 
 2-15 in. Channels 
 
 2-15 in. 45 lb. Channels 
 
 1 
 .9 
 4 
 
 351b. 
 
 451b. 
 
 
 1 8 
 5 ■§ 
 
 S 
 
 a S 
 to JS 
 
 1 8 
 
 i s 
 
 to?S 
 
 S 
 
 ■§ 8 
 
 to"% 
 
 1 S 
 Elf 
 
 1 3 
 
 E-i 
 
 I 
 
 E-S 
 
 3 
 Ell 
 
 is 
 
 E Is 
 
 
 ■S S 
 
 E U ' 
 
 a 
 
 S fc 
 
 V n to 
 
 Q) E 
 
 v p^ 
 
 H> pL, 
 
 03 E 
 
 E£ 
 
 &to 
 
 &E 
 
 &to 
 
 &to 
 
 a> p_ 
 
 03 fU 
 
 11 
 
 5£ 
 
 a -a 
 
 E£ 
 
 E£ 
 
 a js 
 Ep 
 
 « to 
 5£ 
 
 9f 
 E£ 
 
 E£ 
 
 a j= 
 
 a m 
 
 at a> 
 
 9-S 
 E^ 
 
 3-2 
 E£= 
 
 a a 
 
 1 
 
 «« 
 
 
 
 
 <N^ 
 
 « "3\ 
 
 
 
 «x 
 
 
 
 
 
 &q 
 
 M M 
 
 X X 
 
 M W 
 
 X X 
 
 M K 
 
 X X 
 
 X X 
 
 X X 
 
 X X 
 
 X X 
 
 X X 
 
 M M 
 
 K X 
 
 
 
 00 ■# 
 
 00 ■* 
 
 O r* 
 
 O ■* 
 
 O -*H 
 
 O •# 
 
 O ■* 
 
 O -# 
 
 o ■* 
 
 o ^t< 
 
 'O -^H 
 
 O ^ 
 
 
 
 
 
 <M --< 
 
 Cfl l-H 
 
 Cjl rH 
 
 ^ *? 
 
 <N rt 
 
 
 °? *7 
 
 Cjl H 
 
 M i—l 
 
 M rH 
 
 
 d A 
 
 3 7, 
 
 3 3 
 
 c!,c4 
 
 c^i eq 
 
 N ei 
 
 o,c\ 
 
 <?!j im 
 
 cs cJi 
 
 <N M 
 
 e, c\ 
 
 n c!) 
 
 2132 
 
 11 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 12 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 13 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 14 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 15 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 •2002 
 
 2067 
 
 2132 
 
 16 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 17 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 18 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 19 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 20 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 21 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 22 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 23 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 24 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 25 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 26 
 27 
 
 1340 
 
 1408 
 
 1485 
 
 1547 
 1547 
 
 1612 
 1612 
 
 1677 
 1677 
 
 1742 
 1742 
 
 1807 
 1807 
 
 1872 
 1872 
 
 1937 
 1937 
 
 2002 
 2002 
 
 2067 
 2067 
 
 2132 
 2132 
 
 1331 
 
 1394 
 
 1465 
 
 28 
 
 1307 
 
 1369 
 
 1439 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 29 
 30 
 
 1284 
 1261 
 
 1344 
 1320 
 
 1413 
 1387 
 
 1547 
 
 1612 
 
 1677 
 
 1742 
 
 1807 
 
 1872 
 
 1937 
 
 2002 
 
 2067 
 
 2132 
 
 1543 
 
 1607 
 
 1670 
 
 1735 
 
 179S 
 
 1863 
 
 1926 
 
 1991 
 
 2054 
 
 2118 
 
 31 
 
 1238 
 
 1295 
 
 1361 
 
 1519 
 
 1582 
 
 1644 
 
 1708 
 
 1770 
 
 1834 
 
 1896 
 
 1960 
 
 2022 
 
 2085 
 
 32 
 
 1214 
 
 1270 
 
 1335 
 
 1495 
 
 1557 
 
 1618 
 
 1681 
 
 1742 
 
 1805 
 
 1866 
 
 1929 
 
 1989 
 
 2052 
 
 33 
 
 1191 
 
 1246 
 
 1309 
 
 1471 
 
 1532 
 
 1592 
 
 1654 
 
 1714 
 
 1776 
 
 1836 
 
 1897 
 
 1957 
 
 2019 
 
 x 34 
 
 1168 
 
 1221 
 
 1283 
 
 1447 
 
 1507 
 
 1566 
 
 1627 
 
 1686 
 
 1747 
 
 1806 
 
 1866 
 
 1925 
 
 1985 
 
 ^35 
 
 1145 
 
 1197 
 
 1257 
 
 1424 
 
 1482 
 
 1540 
 
 1600 
 
 1658 
 
 1718 
 
 1775 
 
 1835 
 
 1893 
 
 1952 
 
 irea,in.2 
 
 103.08 
 
 108.33 
 
 114.23 
 
 118.98 
 
 123.98 
 
 128.98 
 
 133.98 
 
 138.98 
 
 143.98 148.98 
 
 153.98 
 
 158.98 
 
 163.98 
 
 Ii-i,in.4 
 
 6037 
 
 6123 
 
 6233 
 
 6397 
 
 6843 
 
 7300 
 
 7769 
 
 8251 
 
 8744 
 
 9251 
 
 9770 
 
 10301 
 
 10846 
 
 ri-i,iiL 
 
 7.65 
 
 7.52 
 
 7.39 
 
 7.33 
 
 7.43 
 
 7.52 
 
 7.61 
 
 7.70 
 
 7.79 
 
 7.88 
 
 7.97 
 
 8.05 
 
 8.13 
 
 1 2-2, in. 4 
 
 2919 
 
 3021 
 
 3148 
 
 4240 
 
 4407 
 
 4573 
 
 4740 
 
 4907 
 
 5073 
 
 5240 
 
 5407 
 
 5573 
 
 5740 
 
 r2-2,in. 
 
 5.32 
 
 5.28 
 
 5.25 
 
 5.97 
 
 5.96 
 
 5.95 
 
 5.95 
 
 5.94 
 
 5.94 
 
 5.93 
 
 5.93 
 
 5.92 
 
 5.92 
 
 Weight, 
 
 Lbs. par 
 
 Foot 
 
 350.5 
 
 368.4 
 
 388.1 
 
 404.5 
 
 421.5 
 
 438.5 
 
 455.5 
 
 472.5 
 
 489.5 
 
 506.5 
 
 523.5 
 
 540.5 
 
 557.5 
 
 Safe load values above zigzag line are for ratios of l/r not over 60, those below zigzag line are 
 
 for ratios not over 120 l/r. 
 
 308 
 

 
 
 
 
 
 CO 
 
 LUMNS 
 
 
 
 
 
 
 
 
 j2 
 
 J 
 
 PLATE AND ANGLE COLUMNS 
 Safe Loads in Thousands of Pounds 
 
 <= &' ' ' — a 1 
 
 f 
 
 + S+.8 
 
 1 
 
 1 
 
 
 1,^-8 2 
 
 it 
 
 Allowable Fiber Stress per square inch, 13,000 
 -, pounds for lengths of 60 radii or under, reduced for 
 
 _Jj 
 
 *£__ 
 
 lengths over 60 radii; see Construction Specifications. 
 
 . Weights do not include rivet heads or other 
 details. 
 
 
 ^2 
 
 I 
 
 Web Plate 6 x % 
 
 WebPlate8x% 
 
 Web Plate 8 x% 6 
 
 Web Plate 8 x% 
 
 * 
 
 as 
 
 as 
 
 a! 
 
 gs 
 
 a? 
 
 
 (0 
 
 ^? 
 
 S3 
 
 <n 
 
 * 
 
 
 * 
 
 
 
 
 
 M 
 
 
 X 
 
 M 
 
 X 
 
 M 
 
 M 
 
 
 
 X 
 
 
 1 
 
 <M 
 
 w 
 
 CM 
 
 3 
 
 35 
 
 csi 
 
 
 3! 
 
 # 
 
 S 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 V 
 
 
 X 
 
 X 
 
 ><! 
 
 M 
 
 X 
 
 H 
 
 M 
 
 x 
 
 X 
 
 
 
 M 
 
 
 s 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 £ 
 
 ■** 
 
 •tH 
 
 ■«* 
 
 t}( 
 
 ■*< 
 
 •43 
 
 IS 
 
 Si 
 
 B 
 
 s 
 
 •1 
 
 8 
 
 8 
 
 s 
 
 S 
 
 s 
 
 s 
 
 » 
 
 B 
 
 s 
 
 J 
 
 s 
 
 I 
 
 M 
 
 a 
 
 3 
 < 
 
 I 
 
 3 
 
 1 
 
 I 
 
 3 
 
 < 
 
 1 
 
 J! 
 
 P 
 
 <! 
 
 
 bO 
 
 1 
 
 
 
 
 ** 
 
 ^n 
 
 ■* 
 
 ** 
 
 ■* 
 
 ** 
 
 ■* 
 
 •* 
 
 -* 
 
 •* 
 
 ■* 
 
 ■* 
 
 6 
 
 7 
 S 
 9 
 
 69 
 63 
 56 
 49 
 
 81 
 
 88 
 
 94 
 86 
 79 
 
 72 
 
 110 
 
 101 
 101 
 
 119 
 119 
 
 125 
 125 
 
 142 
 142 
 
 141 
 141 
 
 161 
 161 
 161 
 
 ,168 
 168 
 168 
 
 188 
 188 
 188 
 
 208 
 208 
 208 
 
 78 
 72 
 66 
 
 82 
 76 
 69 
 
 103 
 95 
 
 87 
 
 96 
 89 
 
 115 
 107 
 
 120 
 112 
 
 138|141 
 
 130 
 
 136 
 
 158 
 
 163 
 
 185 
 
 206 
 
 10 
 
 11 
 12 
 13 
 
 43 
 
 60 
 
 54 
 49 
 
 63 
 
 56 
 50 
 
 65 
 57 
 
 78 
 
 70 
 62 
 
 83 
 
 76 
 70 
 63 
 
 100 
 
 92 
 85 
 
 78 
 
 104 
 
 96 
 89 
 81 
 
 121 
 
 112 
 
 104 
 
 9ft 
 
 128 
 
 121 
 113 
 105 
 
 149 
 
 140 
 131 
 123 
 
 154 
 
 145 
 136 
 127 
 
 175 
 
 165 
 155 
 145 
 
 196 
 
 185 
 174 
 163 
 
 38 
 •35 
 32 
 
 50 
 
 47 
 
 43 
 
 45 
 
 56 
 
 14 
 15 
 
 16 
 17 
 18 
 
 28 
 25 
 
 22 
 18 
 
 40 
 37 
 
 34 
 32 
 29 
 
 42 
 39 
 
 35 
 32 
 29 
 
 43 
 39 
 
 36 
 32 
 
 28 
 
 62 
 
 48 
 
 44 
 40 
 36 
 
 57 
 
 YO 
 
 73 
 
 86 
 
 77 
 
 97 
 89 
 
 81 
 
 114 
 105 
 
 97 
 
 88 
 
 118 
 109 
 
 100 
 90 
 
 135 
 124 
 
 114 
 104 
 
 152 
 141 
 
 130 
 120 
 
 52 
 
 49 
 46 
 43 
 
 63 
 
 60 
 56 
 52 
 
 66 
 
 62 
 58 
 54 
 
 73 
 68 
 64 
 
 75 
 71 
 
 83 
 
 8fi 
 
 98 
 
 110 
 
 19 
 
 
 26 
 
 26 
 
 25 
 
 32 
 
 39 
 
 49 
 
 50 
 
 60 
 
 67 
 
 79 
 
 81 
 
 93 
 
 105 
 
 20 
 
 
 23 
 
 22 
 
 
 28 
 
 36 
 
 45 
 
 47 
 
 55 
 
 63 
 
 74 
 
 77 
 
 88 
 
 100 
 
 21 
 
 
 20 
 
 
 
 
 33 
 
 41 
 
 43 
 
 51 
 
 59 
 
 70 
 
 72 
 
 83 
 
 94 
 
 22 
 
 
 
 
 
 
 30 
 
 38 
 
 39 
 
 47 
 
 55 
 
 66 
 
 68 
 
 78 
 
 89 
 
 23 
 
 
 
 
 
 
 2Y 
 
 34 
 
 3ft 
 
 42 
 
 51 
 
 61 
 
 63 
 
 73 
 
 83 
 
 24 
 
 
 
 
 
 
 23 
 
 30 
 
 31 
 
 38 
 
 48 
 
 57 
 
 59 
 
 68 
 
 78 
 
 25 
 
 
 
 
 
 
 
 
 
 34 
 
 44 
 
 53 
 
 54 
 
 63 
 
 72 
 
 26 
 
 
 
 
 
 
 
 
 
 
 40 
 
 48 
 
 49 
 
 58 
 
 67 
 
 27 
 
 
 
 
 
 
 
 
 
 
 36 
 
 44 
 
 45 
 
 53 
 
 62 
 
 28 
 
 
 
 
 
 
 
 
 
 
 
 39 
 
 40 
 
 48 
 
 56 
 
 29 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 51 
 
 30 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Area, in.3 
 
 5.74 
 
 6.26 
 
 6.74 
 
 7.24 
 
 8.48 
 
 7.76 
 
 9.12 I 
 
 9.62 
 
 10.94 
 
 10.86 
 
 12.42 
 
 12.92 
 143 
 
 14.48 
 161 
 
 16.00 
 178 
 
 Ii_i, in.* 
 
 34 3 
 
 39 1 
 
 42.6 
 
 81.2 
 
 96.9 
 
 90.1 
 
 107 
 
 110 
 
 127 
 
 122 
 
 141 
 
 n-i, in. 
 
 2.45 
 
 2.50 
 
 2.51 
 
 3.35 
 
 3.38 
 
 3.41 
 
 3.43 
 
 3.38 
 
 3.40 
 
 3.35 
 
 3.36 
 
 3.33 
 
 3.34 
 
 3.33 
 
 I2-2, in.* 
 
 62 
 
 10.3 
 
 10.3 
 
 10.3 
 
 12.9 
 
 16.0 
 
 20.2 
 
 20.7 
 
 24.9 
 
 30.3 
 
 36.3 
 
 37.2 
 
 43.5 
 
 50.2 
 
 r 3 - 2 , in. 
 
 1.04 
 
 1.28 
 
 1.24 
 
 1.19 
 
 1.23 
 
 1.44 
 
 1.49 
 
 1.47 
 
 1.51 
 
 1.67 
 
 1.71 
 
 1.70 
 44.2 
 
 1.73 
 49.4 
 
 1.77 
 54.6 
 
 Weight, 
 
 lbs. per 
 
 19.fi 
 
 21.5 
 
 23.1 
 
 24.8 
 
 29.2 
 
 26.4 
 
 31.2 
 
 32.9 
 
 37.3 
 
 37.3 
 
 42.5 
 
 Foot 
 
 
 
 
 
 
 
 1 
 
 
 
 
 
 
 
 Safe lo! 
 
 id values above and to r 
 
 gh t of upper zigzag line are for ratios of 1/r not over 60, those 
 
 between the 
 
 zigzag lines are for ratios 
 
 up to 120 1/r, and those below lower zigzag line are for ratios not 
 
 over 200 1/r. 
 
 
 
 309 
 

 
 
 
 
 CARNECjIE 
 
 STEEL COMPANY 
 
 
 
 
 
 
 PLA 
 
 2 
 
 r . JE AND ANGLE COLUMNS— Continued 
 3 t PE Loads in Thousands of Pounds 
 
 sT^lF" 
 
 + 1 1 
 
 X. 
 
 1 llowable Fiber Stress per sauare inch, 13,000 
 
 J3-J 
 
 pound i for lengths of 60 radii or under, reduced for 
 "k_ length! over 60 radii; see Construction Specifications. 
 
 ft 4 
 
 i ,— * 
 
 it— ^ 
 
 \ r eiehts do not include rivet heads or other 
 
 !2 details 
 
 .3 
 
 Web Plate 
 10 xM 
 
 Web Plate 
 10 x %« 
 
 \f Web Plate 10 iK 
 
 Web Plate 
 10xy 2 
 
 Web PI. 
 iOx% 
 
 * 
 
 S 
 
 
 CO 
 
 
 ^5 
 
 Of 
 
 -.00 
 6S^ 
 
 
 OS* 
 
 CO 
 1* 
 
 
 < CS 
 
 # 
 
 ^ 
 
 CO 
 
 
 * 
 
 ja 
 
 M 
 
 
 « 
 
 *t 
 
 w 
 
 K 
 
 M 
 
 W 
 
 W 
 
 « 
 
 H 
 
 M 
 
 
 
 
 
 
 i 
 
 3? 
 
 
 ^ 
 
 3S 
 
 
 
 CO 
 
 CO 
 
 # 
 
 si 
 
 •>* 
 
 tH 
 
 ■* 
 
 -«* 
 
 -* 
 
 ** 
 
 ■* 
 
 X 
 
 fe S 
 
 X 
 
 •a 
 
 W 
 
 M 
 
 M 
 
 M 
 
 X 
 
 M 
 
 M 
 
 M 
 
 w 
 
 K 
 
 M 
 
 M 
 
 M 
 
 CO 
 
 # 
 
 S! 
 
 $ 
 
 tH 
 
 ■* 
 
 ■* 
 
 ■* 
 
 U5 
 
 10 
 
 to 
 
 to 
 
 
 
 CO 
 
 CO 
 
 
 
 «o 
 
 ■■§ 
 
 s 
 
 « 
 
 K 
 
 ■s 
 
 n 
 
 51 
 
 s 
 
 w 
 
 » 
 
 S3 
 
 s 
 
 8 
 
 8 
 
 SI 
 
 8 
 
 S 
 
 3 
 
 J 
 
 bo 
 
 -3 
 
 i 
 
 bO 
 
 4 
 
 4 
 
 to 
 
 ■9 
 
 I 
 
 a 
 < 
 
 to 
 
 ■a 
 
 4 
 
 -3 
 
 -a 
 
 -3 
 
 4 
 
 1 
 
 s 
 
 < 
 
 8 
 
 < 
 
 4 
 
 
 ** 
 
 ** 
 
 ■«* 
 
 ■■* 
 
 ■* 
 
 ■* 
 
 *# 
 
 •* 
 
 ■** 
 
 ■* 
 
 ■* 
 
 •* 
 
 •>* 
 
 •* 
 
 -* 
 
 -* 
 
 **i 
 
 6 
 
 99|l07'l25 
 
 133 
 
 149 
 
 170 
 
 178 
 
 198 
 
 207 
 
 232 
 
 236 266 
 
 296 
 
 312 
 
 341 
 
 370 
 
 386 
 
 7 
 
 91 
 
 07 
 
 125 
 
 133 
 
 149 
 
 170 
 
 178 
 
 198 
 
 207 
 
 232 
 
 236 
 
 266 
 
 296 
 
 312 
 
 341 
 
 370 
 
 386 
 
 8 
 9 
 
 82 
 
 74 
 
 100 
 93 
 
 119 
 111 
 
 125 
 117 
 
 149 
 
 170 
 
 178 
 
 198 
 
 207 
 
 207 
 
 232 
 232 
 
 236 
 236 
 
 266 
 266 
 
 296 
 296 
 
 312 
 312 
 
 341 
 
 341 
 
 370 
 370 
 
 386 
 386 
 
 14? 
 
 164 
 
 170 
 
 193 
 
 10 
 
 66 
 
 86 
 
 103 
 
 108 
 
 133 
 
 154 
 
 160 
 
 181 
 
 207 
 
 232 
 
 236 
 
 266 
 
 296 
 
 312 
 
 341 
 
 370 
 
 386 
 
 H , 
 
 58 
 
 79 
 
 95 
 
 99 
 
 125 
 
 145 
 
 150 
 
 170 
 
 203 
 
 230 
 
 236 
 
 266 
 
 296 
 
 312 
 
 341 
 
 370 
 
 386 
 
 12- 
 
 53 
 
 71 
 
 87 
 
 91 
 
 116 
 
 135 
 
 14Q, 
 
 -160 
 
 194 
 
 220 
 
 236 
 
 266 
 
 296 
 
 312 
 
 341 
 
 370 
 
 386 
 
 13 
 14 
 
 48 
 44 
 
 64 
 
 57 
 
 79 
 71 
 
 82 
 73 
 
 108 
 99 
 
 126 
 117 
 
 r£i3o 
 
 l2f 
 
 £49 
 138 
 
 185 
 175 
 
 210 
 200 
 
 235 
 226 
 
 266 
 
 296 
 
 312 
 
 341 
 
 370 
 
 386 
 
 257 
 
 288 
 
 302 
 
 333 
 
 363 
 
 378 
 
 15 
 
 40 
 
 54 
 
 65 
 
 68 
 
 91 
 
 107 
 
 111 
 
 127 
 
 166 
 
 190 
 
 218 
 
 248 
 
 278 
 
 291 
 
 321 
 
 350 
 
 365 
 
 16 
 
 17 
 
 36 
 32 
 
 50 
 
 47 
 
 61 
 
 57 
 
 e'4 
 
 60 
 
 82 
 
 98 
 
 101 
 
 116 
 
 157 
 
 148 
 
 180 
 170 
 
 209 
 201 
 
 238 
 229 
 
 267 
 257 
 
 280 
 269 
 
 309 
 297 
 
 337 
 325 
 
 351 
 338 
 
 77 
 
 90 
 
 93 
 
 106 
 
 IS 
 
 28 
 
 43 
 
 53 
 
 55 
 
 73 
 
 85 
 
 88 
 
 101 
 
 13V 
 
 16(1 
 
 192 
 
 220 
 
 24V 
 
 258 
 
 285 
 
 312 
 
 325 
 
 19 
 
 24 
 
 4(1 
 
 49 
 
 51 
 
 fifl 
 
 81 
 
 83 
 
 95 
 
 13( 
 
 15(1 
 
 184 
 
 210 
 
 237 
 
 24V 
 
 274 
 
 299 
 
 312 
 
 20 
 
 
 36 
 
 45 
 
 47 
 
 64 
 
 76 
 
 78 
 
 90 
 
 121 
 
 140 
 
 175 
 
 201 
 
 226 
 
 236 
 
 262 
 
 287 
 
 298 
 
 21 
 22 
 
 
 33 
 
 29 
 
 41 
 37 
 
 42 
 
 38 
 
 60 
 56 
 
 71 
 67 
 
 73 
 
 68 
 
 84 
 79 
 
 112 
 
 130 
 
 167 
 158 
 
 191 
 
 182 
 
 216 
 206 
 
 225 
 
 214 
 
 250 
 238 
 
 274 
 261 
 
 285 
 272 
 
 107 
 
 123 
 
 23 
 
 
 25 
 
 34 
 
 34 
 
 51 
 
 62 
 
 63 
 
 74 
 
 10? 
 
 118 
 
 15(1 
 
 172 
 
 195 
 
 203 
 
 226 
 
 249 
 
 258 
 
 24 
 
 
 
 80 
 
 
 47 
 
 57 
 
 58 
 
 68 
 
 98 
 
 113 
 
 141 
 
 163 
 
 185 
 
 192 
 
 214 
 
 236 
 
 245 
 
 25 
 
 
 
 
 
 43 
 
 52 
 
 53 
 
 63 
 
 93 
 
 108 
 
 132 
 
 154 
 
 175 
 
 181 
 
 203 
 
 223 
 
 232 
 
 26 
 
 27 
 
 
 
 
 
 39 
 34 
 
 48 
 43 
 
 48 
 43 
 
 57 
 52 
 
 89 
 84 
 
 103 
 
 98 
 
 126 
 
 121 
 
 144 
 
 164 
 
 170 
 
 191 
 
 210 
 
 218 
 
 139 
 
 157 
 
 164 
 
 181 
 
 198 
 
 207 
 
 28 
 
 
 
 
 
 
 
 
 47 
 
 «C 
 
 93 
 
 117 
 
 134 
 
 152 
 
 158 
 
 175 
 
 192 
 
 200 
 
 29 
 
 
 
 
 
 
 
 
 
 75 
 
 8* 
 
 113 
 
 13(1 
 
 146 
 
 153 
 
 16H 
 
 186 
 
 193 
 
 30 
 
 
 
 
 
 
 
 
 
 71 
 
 83 
 
 109 
 
 125 
 
 141 
 
 147 
 
 164 
 
 179 
 
 187 
 
 Area, in 2 
 
 ■7.74 
 
 8.2f 
 
 9.62 
 
 10.25 
 
 11.49 
 
 13.05 
 
 13.67 
 
 15.23 
 
 15.95 
 
 17.87 
 
 18.19 
 
 20.47 
 
 22.75 
 
 24.00 26.24 
 
 28.44 
 
 29.69 
 
 Ii-i.m.* 
 
 134 
 
 14f 
 
 176 
 
 181 
 
 201 
 
 232 
 
 237 
 
 267 
 
 279 
 
 315 
 
 319 
 
 361 
 
 401 
 
 412 
 
 451 
 
 489 
 
 500 
 
 n-i.in. 
 
 4.16 
 
 4.25 
 
 4.21 
 
 4.211 
 
 4.18 
 
 4.22 
 
 4.17 
 
 4.19 
 
 4.18 
 
 4.20 
 
 4.19 
 
 4.20 
 
 4.20 
 
 4.14 
 
 4.15 
 
 *.15 
 
 4.10 
 
 I 2 - 2 ,in.4 
 
 io.a 
 
 16.1 
 
 211.2 
 
 20.7 
 
 30.3 
 
 36.3 
 
 37.2 
 
 43.5 
 
 70.6 
 
 82.3 
 
 119 
 
 139 
 
 160 
 
 165 
 
 186 
 
 206 
 
 213 
 
 r2-2,Hl. 
 
 1.15 
 
 US 
 
 1.45 
 
 1.42 
 
 1.62 
 
 1.67 
 
 1.65 
 
 1.69 
 
 2.10 
 
 2.15 
 
 2.56 
 
 2.61 
 
 2.65 
 
 2.62 
 
 2.66 
 
 2.69 
 
 2.68 
 
 Weight, 
 
 lbs. per 
 
 Foot 
 
 26.5 
 
 28.1 
 
 32.9 
 
 35.0 
 
 39.4 
 
 44.6 
 
 46.8 
 
 52.0 
 
 54.4 
 
 60.8 
 
 62.0 
 
 70.0 
 
 77.6 
 
 81.8 
 
 89.4 
 
 97.0 
 
 101.3 
 
 Safe load values above and to right of upper zigzag line are for ratios of 1/r not over 60, those 
 
 between the zigzag lines are for ratios up to 120 1/r, and those below lower zigzag line are for ratios 
 
 not over 200 1/r. 
 
 310 
 
COLUMNS 
 
 si 
 
 =4r 
 
 L 
 
 PLATE AND ANGLE COLUMNS— Continued 
 
 Safe Loads in Thousands of Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 Weights do 
 details. 
 
 not include rivet heads or other 
 
 
 Web Plate 
 
 Web PI. 
 
 
 
 
 
 12x« 
 
 12x% 6 
 
 Web Plate 12 %% 
 
 Web Plate 12 x H 
 
 
 1 • 
 
 1=1 
 .9 
 
 12x| 
 
 12xf 
 
 X 
 
 CO 
 
 « 
 
 CO 
 
 X 
 
 X 
 
 X 
 
 11 
 
 X 
 
 
 X 
 
 X 
 
 
 
 X 
 
 CD 
 
 3J 
 
 * 
 
 X 
 
 •is 
 
 1 
 
 5 
 
 5 
 
 X 
 
 CO 
 
 CO 
 
 M 
 
 CO 
 
 M 
 CO 
 
 5 
 
 5 
 
 a 
 
 X 
 
 X 
 
 ->* 
 
 H 
 
 X 
 
 
 X 
 
 X 
 
 M 
 
 J§ 
 
 5 
 
 3 
 
 K 
 
 
 X 
 
 X 
 
 M 
 
 X 
 
 M 
 
 X 
 
 X 
 
 M 
 
 X 
 
 X 
 
 X 
 
 M 
 
 x 
 
 M 
 
 £ 
 
 ■^ 
 
 1** 
 
 -* 
 
 *# 
 
 >o 
 
 aO 
 
 wa 
 
 co 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 CO 
 
 <o 
 
 1 
 
 8 
 
 8 
 
 8 
 
 s 
 
 8 
 
 s 
 
 s 
 
 8 
 
 FS 
 
 8 
 
 8 
 
 S 
 
 s 
 
 Si 
 
 8 
 
 8 
 
 
 
 1 
 
 < 
 
 4 
 
 ■a 
 
 4 
 
 4 
 
 4 
 
 4 
 
 -9 
 
 3 
 
 4 
 
 4 
 
 4 
 
 4 
 
 4 
 
 to 
 
 -a 
 
 4 
 
 4 
 
 4 
 
 
 ** 
 
 t* 
 
 ■*, 
 
 ■«* 
 
 ■«* 
 
 •** 
 
 1I7 
 
 ■OH 
 
 ** 
 
 T* 
 
 •* 
 
 ** 
 
 **< 
 
 ■«*< 
 
 ■«* 
 
 Tji 
 
 ■* 
 
 ■« 
 
 ^n 
 
 6 
 
 114 
 
 132 
 
 148 
 
 157 
 
 178 
 
 217 
 
 242 
 
 266 
 
 276 
 
 305 
 
 325 
 
 354 
 
 383 
 
 411 
 
 439 
 
 458 
 
 478 
 
 7 
 
 112 
 
 132 
 
 148 
 
 157 
 
 178 
 
 187 
 
 217 
 
 242 
 
 266 
 
 276 
 
 305 
 
 325 
 
 354 
 
 383 
 
 411 
 
 439 
 
 458 
 
 478 
 
 8 
 
 104 
 96 
 
 123 
 115 
 
 148 
 
 157 
 147 
 
 178 
 169 
 
 187 
 
 217 
 217 
 
 242 
 242 
 
 266 
 266 
 
 276 
 276 
 
 305 
 305 
 
 325 
 325 
 
 354 
 354 
 
 383 
 383 
 
 411 
 411 
 
 439 
 439 
 
 458 
 458 
 
 478 
 
 9 
 
 14U 
 
 177 
 
 478 
 
 10 
 
 89 
 81 
 
 106 
 
 98 
 
 131 
 123 
 
 138 
 129 
 
 159 
 149 
 
 167 
 156 
 
 217 
 
 242 
 
 266 
 
 27b 
 276 
 
 305 
 305 
 
 325 
 325 
 
 354 
 354 
 
 383 
 383 
 
 411 
 411 
 
 439 
 
 439 
 
 458 
 458 
 
 478 
 
 11 
 
 210 
 
 237 
 
 264 
 
 478 
 
 12 
 
 73 
 65 
 
 89 
 80 
 
 114 
 106 
 
 120 
 111 
 
 139 
 129 
 
 145 
 134 
 
 201 
 191 
 
 226 
 215 
 
 252 
 241 
 
 276 
 274 
 
 305 
 305 
 
 325 
 
 354 
 354 
 
 383 
 383 
 
 411 
 411 
 
 439 
 
 439 
 
 458 
 458 
 
 478 
 
 13 
 
 323 
 
 478 
 
 14 
 
 59 
 
 72 
 
 97 
 
 101 
 
 119 
 
 124 
 
 181 
 
 205 
 
 229 
 
 264 
 
 295 
 
 312 
 
 342 
 
 373 
 
 403 
 
 433 
 
 451 
 
 469 
 
 15 
 
 55 
 
 67 
 
 89 
 
 92 
 
 109 
 
 113 
 
 171 
 
 194 
 
 218 
 
 254 
 
 284 
 
 300 
 
 330 
 
 359 
 
 389 
 
 418 
 
 435 
 
 452 
 
 16 
 
 52 
 
 63 
 
 80 
 
 84 
 
 99 
 
 102 
 
 162 
 
 184 
 
 206 
 
 244 
 
 274 
 
 288 
 
 317 
 
 346 
 
 375 
 
 403 
 
 419 
 
 436 
 
 17 
 
 48 
 
 58 
 
 76 
 
 79 
 
 92 
 
 96 
 
 152 
 
 173 
 
 195 
 
 234 
 
 263 
 
 277 
 
 305 
 
 333 
 
 361 
 
 388 
 
 404 
 
 420 
 
 18 
 
 44 
 
 54 
 
 71 
 
 75 
 
 8V 
 
 91 
 
 142 
 
 162 
 
 184 
 
 224 
 
 252 
 
 265 
 
 292 
 
 319 
 
 347 
 
 373 
 
 388 
 
 403 
 
 19 
 
 4(1 
 
 5(1 
 
 67 
 
 7(1 
 
 82 
 
 85 
 
 132 
 
 152 
 
 172 
 
 214 
 
 241 
 
 253 
 
 28U 
 
 306 
 
 333 
 
 358 
 
 372 
 
 387 
 
 20 
 
 36 
 
 45 
 
 63 
 
 65 
 
 77 
 
 80 
 
 123 
 
 141 
 
 161 
 
 204 
 
 230 
 
 242 
 
 26V 
 
 293 
 
 318 
 
 344 
 
 357 
 
 370 
 
 21 
 
 32 
 
 41 
 
 59 
 
 61 
 
 72 
 
 75 
 
 115 
 
 130 
 
 149 
 
 194 
 
 220 
 
 230 
 
 255 
 
 279 
 
 304 
 
 329 
 
 341 
 
 354 
 
 22 
 
 28 
 
 37 
 
 55 
 
 56 
 
 67 
 
 69 
 
 110 
 
 125 
 
 141 
 
 184 
 
 209 
 
 21S 
 
 242 
 
 266 
 
 290 
 
 314 
 
 325 
 
 338 
 
 23 
 
 
 33 
 
 50 
 
 52 
 
 62 
 
 64 
 
 105 
 
 120 
 
 135 
 
 174 
 
 198 
 
 20V 
 
 230 
 
 253 
 
 276 
 
 299 
 
 310 
 
 321 
 
 24 
 
 
 
 46 
 
 47 
 
 57 
 
 58 
 
 100 
 
 114 
 
 129 
 
 164 
 
 187 
 
 195 
 
 217 
 
 239 
 
 262 
 
 284 
 
 294 
 
 305 
 
 25 
 
 
 
 42 
 
 42 
 
 52 
 
 53 
 
 95 
 
 109 
 
 123 
 
 155 
 
 176 
 
 183 
 
 204 
 
 226 
 
 248 
 
 269 
 
 278 
 
 288 
 
 26 
 
 
 
 38 
 
 38 
 
 47 
 42 
 
 48 
 
 91 
 86 
 81 
 
 104 
 98 
 93 
 
 118 
 112 
 106 
 
 147 
 142 
 137 
 
 166 
 
 173 
 167 
 162 
 
 192 
 
 213 
 
 234 
 
 254 
 239 
 230 
 
 262 
 
 247 
 
 272 
 
 27 
 
 160 
 154 
 
 185 
 179 
 
 203 
 196 
 
 220 
 213 
 
 256 
 
 28 
 
 239 
 
 248 
 
 29 
 
 
 
 
 
 
 
 76 
 
 88 
 
 101 
 
 132 
 
 149 
 
 156 
 
 173 
 
 189 
 
 206 
 
 223 
 
 231 
 
 240 
 
 30 
 
 
 
 
 
 
 
 71 
 
 82 
 
 95 
 
 127 
 
 143 
 
 150 
 
 166 
 
 183 
 
 199 
 
 215 
 
 223 
 
 232 
 
 Area, in. 2 
 
 8.76 
 
 10.12 
 
 11.36 
 
 12.11 
 
 13.67 
 
 14.42 
 
 16.70 
 
 18.62 
 
 20.50 
 
 21.22 
 
 23.50 
 
 25.00 
 
 27.24 
 
 29.44 
 
 31.60 
 
 33.76 
 
 35.26 
 
 36.76 
 
 Ii-i.in.* 
 
 222 
 
 264 
 
 295 
 
 304 
 
 350 
 
 359 
 
 421 
 
 476 
 
 526 
 
 544 
 
 605 
 
 623 
 
 683 
 
 741 
 
 794 
 
 849 
 
 885 
 
 
 5.04 
 
 5.11 
 
 5.09 
 
 5.01 
 
 5.06 
 
 4.98 
 
 5.02 
 
 5.05 
 
 5.07 
 
 5.06 
 
 5.07 
 
 4.9S 
 
 5.01 
 
 5.02 
 
 5.111 
 
 5.01 
 
 4.96 
 
 4.91- 
 
 I2-2, in.* 
 
 Ifl.fl 
 
 80,2 
 
 29.6 
 
 30.3 
 
 36.3 
 
 37.3 
 
 711,6 
 
 82.3 
 
 94.6 
 
 139 
 
 160 
 
 165 
 
 186 
 
 206 
 
 2» 
 
 249 
 
 257 
 
 266 
 
 T2-2| in* 
 
 1.35 
 
 1.41 
 
 1.91 
 
 1.58 
 
 1.63 
 
 1.61 
 
 2.06 
 
 2.10 
 
 2.15 
 
 2.56 
 
 2.61 
 
 2.57 
 
 2.61 
 
 2.65 
 
 2.69 
 
 2.72 
 
 2.70 
 
 2.69 
 
 Weight, 
 
 Lbs. per 
 
 Foot 
 
 39.8 
 
 34.6 
 
 39.0 
 
 41.6 
 
 46.8 
 
 49.3 
 
 56.9 
 
 63.3 
 
 69.7 
 
 72.5 
 
 80.1 
 
 85.2 
 
 92.8 
 
 100.4 
 
 107.6 
 
 114.8 
 
 119.9 
 
 125.0 
 
 Safe load values above and to right of upper zigzag line are for ratios of 1/r not over 60, those 
 between zigzag lines are for ratios up to 120 1/r, and those below lower zigzag line are for ratios not 
 over 200 1/r. 
 
 311 
 
CARNEGIE STEEL COMPANY 
 
 PLATE AND ANGLE COLUMNS— Continued 
 Safe Loads in Thousands of Pounds 
 
 vp^y^K 
 
 
 ht, 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 details. 
 
 
 Web Plate 12 x% 
 
 Web Plate 12 x^ 
 
 Web Plate 12 x% 
 
 1 
 
 
 X-^ 
 
 (9 
 
 
 
 x^ 
 
 9 
 SCO 
 
 
 
 
 
 x^ 
 
 tit 
 
 -* x 
 
 Til X 
 
 ■*# X 
 
 •<** X 
 
 th y. 
 
 T* X 
 
 Tf" X 
 
 -# x 
 
 ■* X 
 
 T* X 
 
 -44 X 
 
 tP X 
 
 j 
 
 Xt* 
 eo 
 
 XtH 
 
 CO 
 
 
 GO 
 
 CO 
 
 XtH 
 
 CO 
 
 XtH 
 
 CO 
 
 to 
 
 <0 
 
 CO 
 
 GO 
 
 *2 
 
 CO 
 
 & - 
 
 3 S 
 
 
 Is 
 
 M,S 
 
 Is 
 
 -<P4 
 
 MS 
 
 <!Pt 
 
 Ms 
 
 
 j§8 
 
 Ms 
 
 Ms 
 
 SI 
 
 m 
 
 TWIN 
 
 tjh<m 
 
 ^N 
 
 T*CN 
 
 Tl.CN 
 
 TtlCCl 
 
 tUCM 
 
 t*Ct 
 
 Tf<M 
 
 -#CN 
 
 tJICN 
 
 tW« 
 
 ll 
 12 
 13 
 14 
 15 
 
 383 
 383 
 383 
 383 
 383 
 
 428 
 428 
 428 
 428 
 
 428 
 
 428 
 
 458 
 458 
 458 
 458 
 458 
 
 458 
 
 487 
 487 
 487 
 487 
 487, 
 
 487 
 
 507 
 507 
 507 
 507 
 507 
 
 553 
 553 
 553 
 553 
 553 
 
 582 
 582 
 582 
 582 
 582 
 
 582 
 
 610 
 610 
 610 
 610 
 610 
 
 610 
 
 630 
 630 
 630 
 630 
 630 
 
 630 
 
 675 
 675 
 675 
 675 
 675 
 
 675 
 
 721 
 721 
 721 
 721 
 721 
 
 721 
 
 766 
 766 
 766 
 766 
 766 
 
 16 
 
 379 
 368 
 357 
 346 
 334 
 
 506 
 
 553 
 
 766 
 
 17 
 18 
 19 
 20 
 
 419 
 407 
 395 
 383 
 
 447 
 434 
 421 
 407 
 
 475 
 461 
 447 
 433 
 
 491 
 
 476 
 461 
 447 
 
 542f 
 526 
 510 
 495 
 
 569 
 553 
 536 
 520 
 
 596 
 579 
 562 
 544 
 
 613 
 594 
 576 
 558 
 
 663 
 644 
 625 
 606 
 
 714 
 694 
 674 
 654 
 
 763 
 742 
 721 
 700 
 
 21 
 22 
 23 
 24, 
 25 
 
 323 
 312 
 301 
 289 
 278 
 
 370 
 358 
 346 
 334 
 322 
 
 394 
 381 
 368 
 355 
 342 
 
 419 
 405 
 391 
 377 
 363 
 
 432 
 417 
 403 
 388 
 373 
 
 479 
 463 
 448 
 432 
 416 
 
 503 
 
 487 
 470 
 454 
 437 
 
 527 
 509 
 492 
 
 475 
 457 
 
 540 
 522 
 504 
 486 
 468 
 
 587 
 568 
 548 
 529 
 510 
 
 634 
 614 
 594 
 574 
 554 
 
 679 
 658 
 637 
 616 
 595 
 
 26 
 27 
 28 
 29 
 30 
 
 267 
 256 
 244 
 233 
 222 
 
 310 
 297 
 285 
 273 
 261 
 
 329 
 316 
 303 
 290 
 
 277 
 
 349 
 335 
 321 
 307 
 293 
 
 358 
 344 
 329 
 314 
 299 
 
 401 
 385 
 369 
 354 
 338 
 
 421 
 404 
 388 
 371 
 354 
 
 440 
 422 
 405 
 388 
 370 
 
 450 
 431 
 413 
 395 
 377 
 
 491 
 472 
 453 
 434 
 415 
 
 534 
 514 
 494 
 474 
 454 
 
 574 
 553 
 532 
 511 
 490 
 
 31 
 
 211 
 
 249 
 237 
 
 264 
 250 
 
 279 
 265 
 
 285 
 
 323 
 307 
 
 338 
 321 
 
 353 
 336 
 
 359 
 341 
 
 396 
 377 
 
 434 
 414 
 394 
 
 469 
 
 32 
 
 203 
 197 
 191 
 186 
 
 272 
 264 
 257 
 249 
 
 448 
 
 33 
 
 228 
 221 
 215 
 
 242 
 235 
 229 
 
 257 
 250 
 243 
 
 294 
 '287 
 279 
 
 309 
 301 
 293 
 
 323 
 315, 
 306 
 
 331 
 322 
 313 
 
 361 
 351 
 342 
 
 427 
 
 34 
 35 
 
 381 
 371 
 
 409 
 399 
 
 Area, in. 2 
 
 29.44 
 
 32.94 
 
 35.22 
 
 37.50 
 
 39.00 
 
 12.50 
 
 44.74 
 
 46.94 
 
 48.44 
 
 51.94 
 
 55.44 
 
 58.94 
 
 Ii-lIi.* 
 ti-i,in. 
 l2-2,in.* 
 r2-2,in. 
 
 916 
 5.58 
 
 291 
 3.14 
 
 1073 
 5.71 
 348 
 3.25 
 
 1136 
 5.68 
 368 
 3.23 
 
 1197 
 5.65 
 388 
 3.22 
 
 1215 
 5.58 
 394 
 3.18 
 
 1377 
 5.69 
 451 
 3.26 
 
 1437 
 5.67 
 472 
 3.25 
 
 1495 
 5.64 
 492 
 3.24 
 
 1513 
 5.59 
 499 
 3.21 
 
 1682 
 5.69 
 556 
 3.27 
 
 1856 
 5.79 
 613 
 3.33 
 
 2037 
 5.88 
 671 
 3.37 
 
 ■Weight, 
 
 Lbs. per 
 
 Foot 
 
 100.2 
 
 112.1 
 
 120.1 
 
 127.7 
 
 132.8 
 
 144.7 
 
 152.3 
 
 159..9 
 
 165.0 
 
 176.9 
 
 188.8 
 
 200.7 
 
 Safe load values above and to right of upper zigzag line are for ratios of 1/r not over 60, those 
 between zigzag lines are for ratios up to 120 1/r, and those below lower zigzag line are for ratios not 
 over 200 1/r. 
 
 312 
 
COLUMNS 
 
 ! S ^\ 
 
 *d 
 
 
 PLATE AND ANGLE COLUMNS— Continued 
 Safe Loads in Thousands op Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 details. 
 
 ■*J 
 
 Web Plate 12 x% 
 
 Web Plate 14 x% 
 
 Effective Length in Fee 
 
 rK H 
 
 CO 
 |S 
 
 -3s 
 
 CO 
 
 k£ 
 
 CO 
 
 -9s 
 
 TKCN 
 
 ■5 1 
 
 •* K 
 
 CO 
 
 S 8 
 
 ■* M 
 
 CO 
 
 CO 
 
 ltf>v09 
 
 -* M 
 CO 
 
 83 
 
 -9s 
 
 -C*<N 
 
 •* M 
 CO 
 
 Is 
 
 ^00 
 
 or- 
 
 M# 
 
 ■* M 
 
 CO*"* 
 
 Is 
 g— 
 
 ■*CM 
 
 
 
 Is 
 ■9s 
 
 ■*<N 
 
 ■* M 
 K-cti 
 
 CO*" 1 
 
 Js 
 ■<wcci 
 
 ■* M 
 CO 
 
 Is 
 
 •cfN 
 
 ■OH H 
 CO 
 
 S S 
 
 ■»■§ 
 
 11 
 12 
 13 
 14 
 15 
 
 812 
 812 
 812 
 812 
 812 
 
 812 
 812 
 
 857 
 857 
 857 
 857 
 857 
 
 857 
 
 857 
 
 903 
 903 
 903 
 903 
 903 
 
 903 
 903 
 
 948 
 948 
 948 
 948 
 948 
 
 948 
 948 
 
 994 
 994 
 994 
 994 
 994 
 
 994 
 994 
 
 1039 
 1039 
 1039 
 1039 
 1039 
 
 1039 
 
 1039 
 
 1085 
 1085 
 1085 
 1085 
 1085 
 
 1085 
 1085 
 
 1130 
 1130 
 1130 
 1130 
 1130 
 
 1130 
 1130 
 
 392 
 392 
 392 
 392 
 392 
 
 422 
 422 
 422 
 422 
 422 
 
 452 
 452 
 452 
 452 
 452 
 
 474 
 474 
 474 
 474 
 474 
 
 497 
 497 
 497 
 497 
 497 
 
 16 
 17 
 
 387 
 375 
 363 
 352 
 340 
 
 328 
 317 
 305 
 293 
 281 
 
 270 
 258 
 246 
 235 
 223 
 
 211 
 
 415 
 403 
 390 
 377 
 365 
 
 352 
 340 
 327 
 314 
 302 
 
 289 
 276 
 264 
 251 
 239 
 
 444 
 431 
 417 
 404 
 390 
 
 377 
 363 
 350 
 336 
 323 
 
 309 
 296 
 282 
 269 
 255 
 
 470 
 456 
 442 
 428 
 415 
 
 401 
 387 
 373 
 359 
 345 
 
 331 
 317 
 303 
 289 
 275 
 
 261 
 
 497 
 482 
 
 18 
 
 791 
 769 
 
 747 
 
 725 
 703 
 681 
 659 
 637 
 
 615 
 593 
 571 
 549 
 527 
 
 505 
 483 
 461 
 439 
 
 840 
 817 
 794 
 
 771 
 748 
 725 
 702 
 679 
 
 657 
 634 
 611 
 588 
 565 
 
 542 
 519 
 496 
 473 
 
 888 
 864 
 840 
 
 817 
 793 
 769 
 745 
 721 
 
 697 
 673 
 649 
 625 
 601 
 
 577 
 553 
 529 
 505 
 
 937 
 912 
 
 887 
 
 862 
 837 
 812 
 787 
 762 
 
 738 
 713 
 688 
 663 
 638 
 
 613 
 588 
 563 
 538 
 513 
 
 986 
 960 
 934 
 
 908 
 882 
 856 
 830 
 805 
 
 779 
 753 
 727 
 701 
 675 
 
 649 
 623 
 597 
 571 
 545 
 
 1034 
 
 1007 
 
 980 
 
 953 
 926 
 899 
 872 
 845 
 
 818 
 791 
 764 
 737 
 710 
 
 084 
 657 
 630 
 603 
 576 
 
 1082 
 
 1130 
 
 468 
 
 19 
 20 
 
 21 
 22 
 23 
 24 
 25 
 
 26 
 27 
 28 
 29 
 30 
 
 1054 
 1026 
 
 998 
 970 
 942 
 914 
 886 
 
 858 
 830 
 802 
 774 
 746 
 
 718 
 690 
 662 
 634 
 606 
 
 1101 
 1072 
 
 1043 
 
 1014 
 
 985 
 
 956 
 
 927 
 
 898 
 869 
 840 
 811 
 
 782 
 
 753 
 725 
 696 
 667 
 638 
 
 453 
 439 
 
 425 
 410 
 396 
 381 
 367 
 
 353 
 338 
 324 
 309 
 295 
 
 31 
 
 227 
 220 
 214 
 208 
 201 
 
 243 
 236 
 229 
 222 
 216 
 
 281 
 
 32 
 33 
 
 34 
 
 205 
 200 
 194 
 188 
 
 251 
 244 
 237 
 230 
 
 267 
 260 
 253 
 
 35 
 
 427 
 
 456 
 
 484 
 
 245 
 
 Area, in. 2 
 
 62.44 
 
 65.94 
 
 69.44 
 
 72.94 
 
 76.44 
 
 79.94 
 
 83.44 
 
 86.94 
 
 30.19 
 
 32.47 
 
 34.75 
 
 36.50 
 
 38.25 
 
 Ii-ii M 
 n-i, in. 1 
 I2-2, in.*j 
 r 2 -2, in. 
 
 2224 
 5.97 
 728 
 3.41 
 
 2418 
 6.06 
 785 
 3.45 
 
 2618 
 6.14 
 842 
 3.48 
 
 2825 
 6.22 
 899 
 3.51 
 
 3038 
 6.30 
 956 
 3.54 
 
 3259 
 6.38 
 1014 
 3.56 
 
 3486 
 6.46 
 1071 
 3.58 
 
 3721 
 6.54 
 1128 
 3.60 
 
 1261 
 6.46 
 291 
 3.10 
 
 1351 
 6.45 
 311 
 3.09 
 
 1436 
 6.43 
 331 
 3.09 
 
 1539 
 6.49 
 360 
 3.14 
 
 1643 
 6.55 
 388 
 3.19 
 
 Weight, 
 Lbs. per 
 Foot 1 
 
 212.6 
 
 224.5 
 
 236.4 
 
 248.3 
 
 260.2 
 
 272.1 
 
 284.0 
 
 295.9 
 
 102.8 
 
 110.8 
 
 118.4 
 
 124.3 
 
 130.3 
 
 Safe load values above and to right of upper zigzag line are for ratios of 1/r not over 60, those 
 between zigzag lines are for ratios up to 120 1/r, and those below lower zigzag line are for ratios not 
 over 200 1/r. 
 
 313 
 
CARNEQIE STEEL COMPANY 
 
 PLATE AND ANGLE COLUMNS— Continued 
 Safe Loads in Thousands of Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 pounds for lengths of 60 radii or under, reduced for 
 lengths over 60 radii; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 details. 
 
 vP^ 
 
 
 -C7- 
 
 
 T 
 
 I 
 
 .9 
 
 ■a 
 1 
 » 
 
 1 
 
 Web Plate 
 
 uxy s 
 
 Web Plate 
 14xK 
 
 Web Plate 14 *% 
 
 ■# K 
 MtH 
 
 CO 
 
 -9s 
 
 •9 s 
 
 TUN 
 
 •* M 
 KtW 
 
 co 
 
 |8 
 
 MS 
 
 tucn 
 
 CO 
 
 -* w 
 
 CO 
 
 J 5 
 
 -«iAc 
 T|<CM 
 
 MtW 
 CD 
 
 si 
 
 tkct 
 
 •# M 
 Kt* 
 CO- 
 
 s s 
 
 ■9s 
 
 ■cKd 
 
 3! 
 
 •* K 
 
 HtH 
 
 r-C 
 CO 
 
 jjs 
 •5^ 
 
 TheN 
 
 us\ 
 Mc\ 
 
 Tit M 
 
 MtJJ 
 CO 
 
 8 S 
 
 tfl 
 
 -9S 
 
 merq 
 
 \« 
 
 MiH 
 TIC M 
 
 CO 
 tH<N 
 
 IOWCO 
 
 «3 
 
 ■W M 
 MtH 
 CO 
 
 t*<N 
 
 »S 
 
 ■* H 
 
 MtH 
 CO 
 
 JB J 
 
 ■9s 
 
 Thw 
 
 ■ow.oa 
 
 ■* M 
 
 CO 
 
 MIS 
 -*!Ph 
 tHcN 
 
 n 
 
 12 
 13 
 14 
 15 
 
 520 
 520 
 520 
 520 
 520 
 
 520 
 
 543 
 543 
 543 
 543 
 543 
 
 543 
 
 566 
 566 
 566 
 566 
 566 
 
 566 
 
 595 
 595 
 595 
 595 
 595 
 
 595 
 
 623 
 623 
 623 
 623 
 623 
 
 623 
 
 646 
 646 
 646 
 646 
 646 
 
 691 
 691 
 691 
 691 
 691 
 
 691 
 
 737 
 737 
 737 
 737 
 737 
 
 737 
 
 782 
 782 
 782 
 782 
 782 
 
 782 
 
 828 
 828 
 828 
 828 
 828 
 
 828 
 
 873 
 873 
 873 
 873 
 873 
 
 873 
 873 
 
 919 
 919 
 919 
 919 
 919 
 
 16 
 
 643 
 624 
 606 
 587 
 568 
 
 549 
 530 
 511 
 493 
 474 
 
 455 
 436 
 417 
 399 
 380 
 
 361 
 
 919 
 
 17 
 
 507 
 493 
 478 
 463 
 
 448 
 433 
 418 
 403 
 388 
 
 374 
 359 
 344 
 329 
 314 
 
 299 
 
 284 
 
 533 
 517 
 502 
 487 
 
 472 
 456 
 441 
 426 
 410 
 
 395 
 380 
 364 
 349 
 334 
 
 318 
 303 
 
 551 
 535 
 518 
 502 
 
 486 
 470 
 454 
 437 
 421 
 
 405 
 389 
 373 
 356 
 340 
 
 324 
 308 
 
 578 
 561 
 544 
 527 
 
 510 
 493 
 476 
 459 
 442. 
 
 424 
 407 
 390 
 373 
 356 
 
 339 
 322 
 
 605 
 587 
 569 
 551 
 
 533 
 
 515 
 497 
 479 
 461 
 
 443 
 425 
 407 
 390 
 372 
 
 354 
 336 
 
 675 
 655 
 635 
 615 
 
 596 
 576 
 556 
 536 
 517 
 
 497 
 477 
 457 
 438 
 418 
 
 398 
 378 
 
 726 
 705 
 684 
 664 
 
 643 
 622 
 602 
 581 
 560 
 
 540 
 519 
 498 
 477 
 457 
 
 436 
 415 
 
 776 
 754 
 733 
 711 
 
 689 
 668 
 646 
 625 
 603 
 
 581 
 560 
 538 
 516 
 495 
 
 473 
 452 
 430 
 
 826 
 803 
 780 
 758 
 
 735 
 713 
 690 
 667 
 645 
 
 622 
 600 
 577 
 554 
 532 
 
 509 
 
 487 
 464 
 
 919 
 
 .18 
 19 
 20 
 
 21 
 22 
 23 
 24 
 25 
 
 26 
 27 
 28 
 29 
 30 
 
 31 
 
 852 
 829 
 805 
 
 782 
 758 
 734 
 711 
 687 
 
 664 
 640 
 617 
 593 
 569 
 
 546 
 522 
 499 
 
 475 
 
 901 
 876 
 851 
 
 827 
 
 802 
 778 
 753 
 728 
 
 704 
 679 
 655 
 630 
 605 
 
 581 
 
 32 
 
 345 
 336 
 326 
 317 
 
 556 
 
 33 
 
 275 
 267 
 260 
 
 290 
 282 
 275 
 
 298 
 290 
 282 
 
 312 
 304 
 295 
 
 327 
 318 
 309 
 
 365 
 356 
 346 
 
 396 
 385 
 375 
 
 532 
 
 34 
 
 415 
 404 
 
 444 
 432 
 
 507 
 
 35 
 
 461 
 
 489 
 
 Area, in. - 
 
 40.00 
 
 41.75 
 
 43.50 
 
 45.74 
 
 47.94 
 
 49.69 
 
 53.19 
 
 56.69 
 
 60.19 
 
 63.69 
 
 67.19 
 
 70.69 
 
 Ii-i,in- 4 
 n-i,in 
 
 I2-2.U1- 4 
 
 r2-2, in- 
 
 1749 
 6.61 
 417 
 3.23 
 
 1857 
 6.67 
 446 
 3.27 
 
 1885 
 6.58 
 451 
 3.22 
 
 1970 
 6.56 
 472 
 3.21 
 
 2053 
 6.54 
 492 
 3.20 
 
 2081 
 6.47 
 499 
 3.17 
 
 2302 
 6.58 
 656 
 3.23 
 
 2529 
 6.68 
 613 
 3.29 
 
 2764 
 6.78 
 671 
 3.34 
 
 3006 
 6.87 
 728 
 3.38 
 
 3255 
 6.96 
 785 
 3.42 
 
 3512 
 7.05 
 842 
 3.45 
 
 Weight, 
 Lbs. per 
 
 Foot 
 
 136.2 
 
 142.2 
 
 148.1 
 
 155.7 
 
 163.3 
 
 169.3 
 
 181.2 
 
 193.1 
 
 205.0 
 
 216.9 
 
 228.8 
 
 240.7 
 
 Safe load values above and to right of upper zigzag line are for ratios of i/r not over 60, those 
 between the zigzag lines are for ratios up to 120 1/r, ana those below lower zigzag line are for ratios 
 not over 200 1/r. 
 
 314 
 
COLUMNS 
 
 
 ^ 
 
 ^ 
 
 h, 
 
 PLATE AND ANGLE COLUMNS— Continued 
 Safe Loads in Thousands op Pounds 
 
 Allowable Fiber Stress per square inch, 13,000 
 
 f)ounds lor lengths ol 60 radii or under, reduced for 
 engths over 60 radii; see Construction Specifications. 
 
 Weights do 
 details. 
 
 not include rivet heads or other 
 
 1 
 
 £ 
 
 1 
 
 a 
 
 1 
 
 Web Plate 14 *.% 
 
 ■# M 
 
 r-t 
 CO 
 
 |s 
 
 «#<M 
 
 ■«* M 
 CO 
 
 ,?■§ 
 
 ■* K 
 
 r-t 
 CO 
 
 si 
 
 ^* K 
 
 CO 
 
 Is 
 SI 
 
 -cxeNc 
 
 ■# M 
 
 CO 
 
 *c* M 
 
 wo 
 
 T-t 
 
 CO 
 
 Is 
 
 2£ 
 
 CO 
 
 CO M 
 Mto 
 
 CO 
 
 11 
 
 ■*CN 
 
 IOSSM 
 
 CO H 
 Kco 
 
 ,-i 
 
 CO 
 <P4 
 
 MCM 
 
 CO M 
 Meo 
 
 CD 
 
 ctf>t! 
 
 WWW 
 
 CO H 
 
 MCO 
 r-l 
 CO 
 
 HIM 
 
 CO H 
 
 M S 
 
 CD 
 
 Ms 
 
 si 
 
 11 
 
 12 
 13 
 14 
 15 
 
 16 
 17 
 18 
 19 
 20 
 
 21 
 22 
 23 
 24 
 25 
 
 26 
 27 
 28 
 29 
 30 
 
 31 
 32 
 33 
 
 34 
 
 964 
 964 
 964 
 964 
 964 
 
 964 
 964 
 
 1010 
 1010 
 1010 
 1010 
 1010 
 
 1010 
 1010 
 
 1055 
 1055 
 1055 
 1055 
 1055 
 
 1055 
 1055 
 
 1101 
 1101 
 1101 
 1101 
 1101 
 
 1101 
 1101 
 
 1146 
 1146 
 1146 
 1146 
 1146 
 
 1146 
 1146 
 
 1198 
 1198 
 1198 
 1198 
 1198 
 
 1198 
 1198 
 1198 
 1198 
 1198 
 
 1250 
 1250 
 1250 
 1250 
 1250 
 
 1250 
 1250 
 1250 
 1250 
 1250 
 
 1315 
 1315 
 1315 
 1315 
 1315 
 
 1315 
 1315 
 1315 
 1315 
 
 1367 
 1367 
 1367 
 1367 
 1367 
 
 1367 
 1367 
 1367 
 1367 
 
 1419 
 1419 
 1419 
 1419 
 1419 
 
 1419 
 1419 
 1419 
 1419 
 1419 
 
 1471 
 1471 
 1471 
 1471 
 1471 
 
 1471 
 1471 
 1471 
 1471 
 1471 
 
 1523 
 1523 
 1523 
 1523 
 1,523 
 
 1523 
 1523 
 
 949 
 924 
 898 
 
 872 
 847 
 821 
 796 
 770 
 
 744 
 719 
 693 
 668 
 642 
 
 617 
 591 
 565 
 540 
 
 998 
 971 
 945 
 
 918 
 892 
 865 
 839 
 
 812 
 
 786 
 759 
 732 
 706 
 679 
 
 653 
 626 
 600 
 573 
 546 
 
 1046 
 
 1018 
 
 991 
 
 963 
 935 
 908 
 880 
 853 
 
 825 
 797 
 770 
 742 
 715 
 
 687 
 659 
 632 
 604 
 577 
 
 1095 
 1067 
 1038 
 
 1010 
 981 
 953 
 924 
 895 
 
 867 
 838 
 810 
 781 
 753 
 
 724 
 696 
 667 
 639 
 610 
 
 1144 
 1114 
 1084 
 
 1055 
 
 1025 
 
 996 
 
 966 
 
 937 
 
 907 
 
 877 
 848 
 818 
 789 
 
 759 
 730 
 700 
 671 
 641 
 
 1523 
 1523 
 
 1308 
 
 1277 
 1246 
 1216 
 1185 
 1154 
 
 1123 
 1093 
 1062 
 1031 
 1000 
 
 970 
 939 
 908 
 
 877 
 847 
 
 1364 
 
 1333 
 1301 
 1269 
 1237 
 1206 
 
 1174 
 1142 
 1111 
 1079 
 1047 
 
 1015 
 984 
 952 
 920 
 889 
 
 1523 
 
 1174 
 1146 
 1119 
 1091 
 1064 
 
 1036 
 
 1009 
 
 981 
 
 954 
 
 926 
 
 899 
 871 
 843 
 816 
 
 788 
 
 1229 
 1201 
 1172 
 1144 
 1115 
 
 1087 
 1058 
 1030 
 1001 
 973 
 
 944 
 916 
 887 
 859 
 830 
 
 1388 
 1356 
 1323 
 1290 
 1258 
 
 1225 
 1192 
 1160 
 1127 
 1094 
 
 1062 
 
 1029 
 
 996 
 
 964 
 
 931 
 
 1443 
 1409 
 1375 
 1342 
 1308 
 
 1274 
 1241 
 1207 
 1173 
 1139 
 
 1106 
 1072 
 1038 
 1005 
 971 
 
 1497 
 1463 
 1428 
 1393 
 1359 
 
 .1324 
 1289 
 1254 
 1220 
 1185 
 
 1150 
 1115 
 1081 
 1046 
 
 35 
 
 517 
 
 1011 
 
 Area, in. - 
 
 74.19 
 
 77.69 
 
 81.19 
 
 84.69 
 
 88.19 
 
 92.19 
 
 96.19 
 
 101.19 
 
 105.19 
 
 109.19 
 
 113.19 
 
 117.19 
 
 Ii-i,Ja.* 
 ri-i.in. 
 1 2-2, in. 4 
 r 2 .2,in- 
 
 3776 
 7.13 
 899 
 3.48 
 
 4048 
 7.22 
 956 
 3.51 
 
 4327 
 7.30 
 1014 
 3.53 
 
 4615 
 7.38 
 1071 
 3.56 
 
 4910 
 7.46 
 1128 
 3.58 
 
 5120 
 7.45 
 1493 
 4.02 
 
 5457 
 7.53 
 1579 
 4.05 
 
 5484 
 7.36 
 1581 
 3.95 
 
 6830 
 7.44 
 1666 
 3.98 
 
 6187 
 7.53 
 1752 
 4.01 
 
 6552 
 7.61 
 1837 
 4.03 
 
 6928 
 7.69 
 1922 
 4.05 
 
 Weight, 
 
 lbs. per 
 
 root 
 
 252.6 
 
 264.5 
 
 276.4 
 
 288.3 
 
 300.2 
 
 313.8 
 
 327.4 
 
 344.2 
 
 357.8 
 
 371.4 
 
 385.0 
 
 398.6 
 
 Safe load values above and to right of upper zigzag line are for ratios of 1/r not over 60, those 
 between the zigzag lines are for ratios up to 120 1/r and those below lower zigzag line are for ratios 
 not over 200 1/r. 
 
 315 
 
CARNEGIE STEEL COMPANY 
 
 f p^fkr 
 
 
 h 
 
 PLATE AND ANGLE COLUMNS— Concluded 
 
 Safe Loads in Thousands op Pounds 
 
 Allowable Fiber Stress per square Inch, 13,000 
 
 {rounds for lengths of 60 radii or under, reduced for 
 engths over 60 radii; see Construction Specifications. 
 
 Weights do not include rivet heads or other 
 details. 
 
 
 Two Web Plates 14 x K 
 
 Two Web Plates 14 tl% 
 
 I 
 
 g 
 
 M<M 
 
 MCM 
 
 ioNnoo 
 
 MM 
 
 io\\m 
 Meg 
 
 MS 
 
 M W 
 
 MCM 
 
 Moq 
 
 MCN1 
 
 M& 
 
 MCO 
 
 
 3 
 
 CO M 
 
 CO M 
 
 CD M 
 
 CO M 
 
 CO M 
 
 CO M 
 
 CO M 
 
 CO M 
 
 CO M 
 
 CO M 
 
 CO M 
 
 tD X 
 
 ►J 
 
 Mco 
 
 to 
 
 mco 
 
 00 
 
 . MOO 
 OO 
 
 MOO 
 OO 
 
 K0O 
 OO 
 
 MOO 
 OO 
 
 MOO 
 
 00 
 
 MO 
 OO 
 
 00 
 
 MO 
 OJ 
 
 OO 
 
 MO 
 CM 
 
 OO 
 
 CO 
 
 1 
 
 8 
 
 
 
 Ms 
 
 si 
 
 <F4 
 
 J=3 
 
 "St; 
 
 
 -9s 
 
 88 
 
 Jl S 
 
 MIS 
 
 ■9s 
 
 
 ■M 
 
 <°1 
 
 ■*N 
 
 ■*N 
 
 •c*cq 
 
 r*CN 
 
 ■CHIN 
 
 ■*<M 
 
 ■*<N 
 
 -#<M 
 
 ■*eq 
 
 -cflcM 
 
 ■cfeq 
 
 -*CM 
 
 11 
 
 12 
 13 
 14 
 15 
 
 1592 
 1592 
 1592 
 1592 
 1592 
 
 1657 
 1657 
 1657 
 1657 
 1657 
 
 1728 
 1728 
 1728 
 1728 
 1728 
 
 1787 
 1787 
 1787 
 1787 
 1787 
 
 1845 
 1845 
 1845 
 1845 
 1845 
 
 1904 
 1904 
 1904 
 1904 
 1904 
 
 1949 
 1949 
 1949 
 1949 
 1949 
 
 2027 
 2027 
 2027 
 2027 
 2027 
 
 2092 
 2092 
 2092 
 2092 
 2092 
 
 2157 
 2157 
 2157 
 2157 
 2157 
 
 2222 
 2222 
 2222 
 2222 
 2222 
 
 2287 
 2287 
 2287 
 2287 
 2287 
 
 16 
 17 
 18 
 19 
 
 1592 
 1592 
 1592 
 1592 
 
 1657 
 1657 
 1657 
 1657 
 1657 
 
 1728 
 1728 
 1728 
 1728 
 1728 
 
 1728 
 1728 
 1728 
 
 1787 
 1787 
 1787 
 1787 
 1787 
 
 1787 
 1787 
 1787 
 
 1845 
 1845 
 1845 
 1845 
 1845 
 
 1845 
 1845 
 1845 
 
 1904 
 1904 
 1904 
 1904 
 1904 
 
 1904 
 1904 
 1904 
 
 1949 
 1949 
 1949 
 1949 
 1949 
 
 1949 
 1949 
 1949 
 
 2027 
 2027 
 2027 
 2027 
 2027 
 
 2027 
 2027 
 2027 
 2027 
 2027 
 
 2092 
 2092 
 2092 
 2092 
 2092 
 
 2092 
 2092 
 2092 
 2092 
 2092 
 
 2157 
 2157 
 2157 
 2157 
 2157 
 
 2157 
 2157 
 2157 
 2157 
 2157 
 
 2222 
 2222 
 2222 
 2222 
 2222 
 
 2222 
 2222 
 2222 
 2222 
 2222 
 
 2287 
 2287 
 2287 
 2287 
 
 20 
 
 1590 
 
 1553' 
 1516 
 1479 
 1443 
 1406 
 
 1369 
 1332 
 1295 
 1258 
 1222 
 
 2287 
 
 21 
 22 
 23 
 
 1653 
 1616 
 1580 
 1543 
 1507 
 
 1470 
 1434 
 1397 
 1360 
 1324 
 
 2287 
 2287 
 2287 
 
 24 
 25 
 
 1695 
 1661 
 
 1626 
 1592 
 1557 
 1522 
 1488 
 
 1756 
 1721 
 
 1685 
 1650 
 1614 
 1578 
 1543 
 
 1818 
 1781 
 
 1744 
 1708 
 1671 
 1635 
 1598 
 
 1879 
 1842 
 
 1804 
 1766 
 1729 
 1691 
 1653 
 
 1918 
 
 1879 
 
 1841 
 1802 
 1763 
 1724 
 1686 
 
 2287 
 2287 
 
 26 
 27 
 28 
 29 
 30 
 
 2009 
 1972 
 1935 
 1899 
 1862 
 
 2077 
 2039 
 2002 
 1964 
 1926 
 
 2146 
 2107 
 2068 
 2029 
 1991 
 
 2214 
 2175 
 2135 
 2095 
 2055 
 
 2283 
 2242 
 2202 
 2161 
 2120 
 
 31 
 32 
 33 
 34 
 35 
 
 1185 
 1148 
 1111 
 1074 
 1038 
 
 1287 
 1251 
 1214 
 1177 
 1141 
 
 1453 
 1419 
 1384 
 1349 
 1315 
 
 1507 
 1471 
 1436 
 1400 
 1365 
 
 1561 
 1525 
 1488 
 1451 
 1415 
 
 1616 
 1578 
 1541 
 1503 
 1465 
 
 1647 
 1608 
 1569 
 1530 
 1492 
 
 1825 
 1789 
 1752 
 1715 
 1679 
 
 1889 
 1851 
 1813 
 1775 
 1738 
 
 1952 
 1913 
 1874 
 1836 
 1797 
 
 2016 
 1976 
 1936 
 1896 
 1857 
 
 2079 
 2039 
 1998 
 1957 
 1916 
 
 Area, in. 2 
 
 122.44 
 
 127.44 
 
 132.94 
 
 137.44 
 
 141.94 
 
 146.44 
 
 149.94 
 
 155.94 
 
 160.94 
 
 165.94 
 
 170.94 
 
 175.94 
 
 ri-i,in. 
 r 2 -2,in, 
 
 7014 
 7.57 
 1946 
 3.99 
 
 7254 
 7.54 
 2229 
 4.18 
 
 7559 
 7.54 
 2831 
 4.61 
 
 7981 
 7.62 
 2953 
 4 63 
 
 8415 
 7.70 
 3074 
 4.65 
 
 8859 
 7.78 
 3196 
 4.67 
 
 8916 
 7.71 
 3222 
 4.64 
 
 9248 
 7.70 
 4049 
 5.10 
 
 9741 
 7.78 
 4216 
 5.12 
 
 10248 
 7.86 
 4383 
 5.14 
 
 10767 
 7.94 
 4549 
 5.16 
 
 11298 
 8.01 
 4716 
 5.18 
 
 Weight, 
 
 Lbs, per 
 
 Foot 
 
 416.4 
 
 433.6 
 
 452.3 
 
 467.6 
 
 482.9 
 
 498.2 
 
 510.1 
 
 530.5 
 
 547.5 
 
 564.5 
 
 581.5 
 
 598.5 
 
 Safe load values above and to right of zigzag line are for ratios of 1/r not over 60, those below 
 zigzag line are for ratios not over 120 1/r. 
 
 316 
 
COLUMN DETAILS 
 
 TYPICAL COLUMN DETAILS 
 
 i 
 
 Bearing on Masonry 
 
 MILL BUILDING COLUMN 
 
 Simplicity in details is essential to 
 economical construction. To eliminate 
 bending or secondary stresses, it is 
 desirable in making designs and details 
 that loads be transmitted from beams, 
 girders and trusses to columns directly 
 and with the minimum number of 
 connecting pieces, rivets, or bolts, and 
 that the rivets or bolts be stressed in 
 shear or bearing only. 
 
 The column connections shown on 
 this page and the two pages which fol- 
 low represent the best modern practice 
 and conform to these fundamental 
 conditions and cover the range of 
 cases met with in ordinary mill and 
 office building construction. 
 
 Where columns rest on steel slabs 
 or castings, the loads are transmitted 
 directly into the footing, and shoe 
 angles may be provided for proper 
 anchorage. Where they rest on 
 masonry, gusset plates may be re- 
 quired to distribute the load. 
 
 Columns should be milled to accu- 
 rate bearing at joints, with splice plates 
 sufficient to hold the sections in line 
 and to resist bending stresses. Horizon- 
 tal bearing plates must be used between 
 column sections of different forms or 
 general dimensions. Rivet spacing in 
 column shafts and at beam connections 
 should be uniform to permit the use of 
 multiple punches; spacing should be 
 in multiples of one-quarter inch. 
 
 Erection requirements should not 
 be overlooked; beams should frame 
 with ample clearances, particularly to 
 column webs, and rivets should be 
 countersunk or flattened where neces- 
 sary to swing beams into position. 
 
 317 
 
CARNEO.IE STEEL COMPANY 
 
 TYPICAL COLUMN DETAILS 
 Office Building Construction 
 
 Section A-A 
 
 
 
 
 
 Q 
 
 
 L 
 
 ii 
 
 V . 
 
 
 
 .f 
 
 
 
 | o 
 
 
 
 o ii o 
 
 
 
 
 
 o 
 
 
 
 
 
 o 
 
 
 
 
 
 o 
 
 
 
 o 
 
 o 
 
 
 
 
 
 
 o 
 
 
 
 o I! o 
 
 
 
 o 5 
 
 O 
 
 
 
 
 
 
 
 o o 
 
 
 
 
 
 o 
 
 
 
 
 
 o 
 
 
 
 o 
 
 
 
 o 
 
 
 I 
 
 o~v~n 
 o 1 a 
 
 3 
 
 A 
 
 °JL n 
 
 
 
 
 H ol 
 jo] 
 
 
 
 a 
 
 
 
 
 
 
 
 o 
 
 
 
 o 
 
 o 
 
 
 
 
 
 o 
 
 
 
 
 
 o 
 
 
 
 o 
 
 
 
 
 
 
 
 
 
 
 
 o 
 
 
 
 
 
 
 
 o 
 
 
 
 o 
 
 
 
 
 
 
 
 o 
 
 
 
 oo 
 
 oo 
 
 
 
 or 
 
 oo 
 
 
 
 
 oo 
 
 
 
 oc 
 
 oo 
 
 
 
 
 
 [o^o 
 
 oofloo 
 
 
 p 
 
 A 
 
 fc w d 
 
 Section B-B 
 
 Section A-A 
 
 TYPICAL ANGLE COLCJMN 
 Bearing on Masonry 
 
 
 ° 1 ° 
 
 
 
 o ii o 
 
 
 
 
 ° 1 *m>' 1 n 
 
 
 
 o[3El« 
 
 
 
 o 
 
 o 
 
 
 
 
 
 
 o 
 
 
 
 
 
 
 
 
 
 
 
 o 
 
 
 
 o 
 
 o 
 
 
 
 
 
 o 
 
 
 
 o 
 
 o 
 
 
 
 
 
 o 
 
 
 
 o 
 
 o 
 
 
 
 o o 
 
 
 
 : ; 
 
 
 
 o o 
 
 
 
 
 
 
 
 o o 
 
 
 
 o o 
 
 
 
 o o 
 
 
 
 o 
 
 
 
 
 
 o 
 
 o 
 
 
 
 o 
 
 
 
 
 
 «*; 
 
 Ji' 
 
 — 
 
 
 o 
 
 n 
 
 
 - 
 
 o 
 
 a 
 
 _ 
 
 
 181 
 
 o 
 
 o 
 
 
 
 
 
 
 
 o 
 
 =J 
 
 
 
 
 
 
 o 
 
 
 
 
 
 o 
 
 o 
 
 
 
 o 
 
 
 
 
 
 
 
 
 
 o 
 
 o 
 
 
 
 o 
 
 o 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 o 
 
 o 
 
 
 
 
 o 
 
 
 
 
 
 o 
 
 
 
 o 
 
 o 
 
 
 
 o 
 
 o 
 
 
 
 o 
 
 o 
 
 
 
 o 
 
 o 
 
 
 
 
 
 
 
 
 
 Section B-B 
 
 TYPICAL ANGLE COLUMN 
 Bearing on Steel 
 
 318 
 
COLUMN DETAILS 
 
 TYPICAL COLUMN DETAILS 
 Office Building Construction 
 
 TYPICAL CHANNEL COLUMN 
 Bearing on Steel 
 
 TYPICAL SPLICE 
 Angle Column to Channel Column '• 
 
 TYPICAL SPLICE 
 Angle Columns, different sizes 
 
 TYPICAL SPLICE 
 Channel Columns, different sizes 
 
 319 
 
CARNEGIE STEEL COMPANY 
 
 CAST IRON COLUMNS 
 
 Allowable Unit Stresses in Pounds pee Square Inch 
 
 By Formula of New York Building Law, 1916 
 
 9000-40 1/r lbs. per square inch 
 
 lit 
 
 Lba. per Sq. In. 
 
 1/r 
 
 — \ — 
 Lbs. per Sq. In. 
 
 1/r 
 
 Lbs. per Sq. In. 
 
 
 
 9000 
 
 30 
 
 7800 
 
 51 
 
 6960- 
 
 10 
 
 8600 
 
 31 
 
 7760 
 
 52 
 
 6920 
 
 11 
 
 8560 
 
 32 
 
 7720 
 
 53 
 
 6880 
 
 12 
 
 8520 
 
 33 
 
 7680 
 
 54 
 
 6840 
 
 13 
 
 8480 
 
 34 
 
 7640 
 
 55 
 
 6800 
 
 14 
 
 8440 
 
 35 
 
 7600 
 
 56 
 
 6760 
 
 15 
 
 8400 
 
 36 
 
 7560 
 
 57 
 
 6720 
 
 16 
 
 8360 
 
 37 
 
 7520 
 
 58 
 
 6680 
 
 17 
 
 8320 
 
 38 
 
 7480 
 
 59 
 
 6640 
 
 18 
 
 8280 
 
 39 
 
 7440 
 
 60 
 
 6600 
 
 19 
 
 8240 
 
 40 
 
 7400 
 
 61 
 
 6560 
 
 20 
 
 8200 
 
 41 
 
 7360 
 
 62 
 
 6520 
 
 21 
 
 8160 
 
 42 
 
 7320 
 
 63 
 
 6480 
 
 22 
 
 8120 
 
 43 
 
 7280 
 
 64 
 
 6440 
 
 23 
 
 8080 
 
 44 
 
 7240 
 
 65 
 
 6400 
 
 24 
 
 8040 
 
 45 
 
 7200 
 
 66 
 
 6360 
 
 25 
 
 8000 
 
 46 
 
 7160 
 
 67 
 
 6320 
 
 26 
 
 7960 
 
 47 
 
 7120 
 
 68 
 
 6280 
 
 27 
 
 7920 
 
 48 
 
 7080 
 
 69 
 
 6240 
 
 28 
 
 7880 
 
 49 
 
 7040 
 
 70 
 
 6200 
 
 29 
 
 7840 
 
 50 
 
 7000 
 
 
 
 The safe load for a cast iron column of given dimensions is determined 
 from the above table by obtaining the ratio of 1/r and multiplying the correspond- 
 ing unit stress by the sectional area of column. 
 
 , Example: — Required the safe load of a cast iron column, 15 inches square, 
 % inch in thickness, and 16 feet long. 
 
 Prom table of Hollow Square Sections, page 199, the radius of gyration 
 is 5.78 inches and the sectional area is 49.44 square inches; hence the ratio of 
 1/r =16x12 -=-5.78 = 33.2, corresponding to a stress of 7672 pounds per square 
 inch, giving a total safe load of 49.44 x 7672 = 379300 pounds. 
 
 The minimum size of a cast iron column of a certain length to safely 
 support a given load is determined as follows: 
 
 Divide the length in inches by 70 ; the quotient is the minimum allowable 
 radius of gyratiqn required. Divide the total load by 6200 pounds; the quotient 
 is the minimum sectional area. 
 
 Example: — Required the minimum size of a round cast iron column, 20 
 feet long, to support a load of 235000 pounds. 
 
 The minimum radius of gyration is 20 x 12 -5- 70 = 3.43 inches ; the minimum 
 area is 235000 -s- 6200 =37.90 square inches. From table of Hollow Round Sec- 
 tions, page 198, the nearest minimum size for this radius of gyration and this 
 area is found to be a column 11 inches in diameter and 1 M inches in thickness. 
 
 320 
 

 
 
 
 CAST IRON 
 
 COLUMNS 
 
 
 
 
 
 
 
 
 ROUND CAST IRON COLUMNS 
 
 fr 
 
 --s\ Allowable Loads in Thousands op Pounds 
 
 (C 
 
 J ) By Formula of New York Building Law, 1916 
 
 ^ 
 
 y Weights do not include details 
 
 Outer 
 Dia., 
 Inches 
 
 Thick- 
 ness, 
 Inches 
 
 Area, 
 
 [nchea- 
 
 Weight 
 
 per 
 
 Foot, 
 
 Founds 
 
 Least 
 
 Radius, 
 
 Inches 
 
 Effective Length of Column in Feet 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 26 
 
 28 
 
 6 
 
 •8 
 
 8.64 
 10.55 
 12.37 
 14.09 
 
 27.0 
 33.0 
 38.7 
 44.0 
 
 1.95 
 1.91 
 1.88 
 1.84 
 
 61 
 74 
 86 
 97 
 
 56 
 68 
 80 
 90 
 
 
 
 
 
 
 
 
 
 
 7 
 
 *A 
 
 12.52 
 14.73 
 16.84 
 18.85 
 
 39.1 
 46.0 
 52.6 
 58.9 
 
 2.27 
 2.23 
 2.19 
 2.15 
 
 92 
 107 
 122 
 136 
 
 86 
 101 
 115 
 128 
 
 81 
 
 95 
 
 107 
 
 119 
 
 
 
 
 
 
 
 
 
 8 
 
 *4 
 1H 
 
 17.08 
 19.59 
 21.99 
 24.30 
 
 53.4 
 61.2 
 68.7 
 75.9 
 
 2.58 
 2.54 
 2.50 
 2.46 
 
 128 
 147 
 164 
 181 
 
 122 
 139 
 156 
 171 
 
 116 
 132 
 147 
 162 
 
 109 
 124 
 139 
 152 
 
 
 
 
 
 
 
 
 e 
 
 
 22.34 
 25.13 
 27.83 
 30.43 
 
 69.8 
 78.5 
 87.0 
 95.1 
 
 2.89 
 2.85 
 2.81 
 2.78 
 
 171 
 192 
 212 
 232 
 
 164 
 184 
 203 
 221 
 
 157 
 175 
 193 
 211 
 
 149 
 167 
 184 
 200 
 
 142 
 158 
 174 
 190 
 
 
 
 
 
 
 
 10 
 
 i 
 
 1H 
 1M 
 1M 
 
 28.28 
 31.37 
 34.36 
 37.26 
 
 88.4 
 
 98.0 
 
 107.4 
 
 116.4 
 
 3.20 
 3.16 
 3.13 
 3.09 
 
 221 
 244 
 267 
 289 
 
 212 
 235 
 257 
 277 
 
 204 
 225 
 246 
 266 
 
 195 
 216 
 235 
 254 
 
 187 
 206 
 225 
 243 
 
 178 
 197 
 214 
 231 
 
 
 
 
 
 ' 
 
 n 
 
 i« 
 lJi 
 1% 
 1J4 
 
 34.90 
 38.29 
 41.58 
 44.77 
 
 109.1 
 119.7 
 129.9 
 139.9 
 
 3.51 
 3.48 
 3.44 
 3.40 
 
 276 
 302 
 328 
 352 
 
 266 
 292 
 316 
 340 
 
 257 
 281 
 305 
 327 
 
 247 
 271 
 293 
 314 
 
 238 
 260 
 281 
 302 
 
 228 
 250 
 270 
 289 
 
 219 
 239 
 
 258 
 277 
 
 
 
 
 ; 
 
 12 
 
 1M 
 1*A 
 1H 
 1% 
 
 42.22 
 45.90 
 49.48 
 52.97 
 
 131.9 
 143.4 
 154.6 
 165.5 
 
 3.83 
 3.79 
 3.75 
 3.71 
 
 338 
 367 
 395 
 422 
 
 327 
 355 
 382 
 408 
 
 316 
 343 
 369 
 394 
 
 306 
 332 
 357 
 381 
 
 295 
 320 
 344 
 367 
 
 285 
 308 
 331 
 353 
 
 274 
 297 
 319 
 340 
 
 264 
 285 
 306 
 326 
 
 
 
 
 13 
 
 1*4 
 
 iy* 
 1% 
 1% 
 
 50.22 
 54.19 
 58.07 
 61.85 
 
 156.9 
 169.4 
 181.5 
 193.3 
 
 4.14 
 4.10 
 4.06 
 4.03 
 
 405 
 437 
 468 
 498 
 
 394 
 
 424 
 454 
 483 
 
 382 
 412 
 440 
 468 
 
 370 
 399 
 427 
 454 
 
 359 
 386 
 413 
 439 
 
 347 
 374 
 399 
 
 424 
 
 336 
 361 
 385 
 409 
 
 324 
 348 
 372 
 395 
 
 312 
 
 335 
 358 
 380 
 
 
 i 
 
 14 
 
 iyz 
 
 1% 
 
 1*4 
 1% 
 
 58.91 
 63.18 
 67.35 
 71.42 
 
 184.1 
 197.4 
 210.5 
 223.2 
 
 4.45 
 4.41 
 4.38 
 4.34 
 
 479 
 514 
 547 
 580 
 
 467 
 500 
 532 
 564 
 
 454 
 486 
 518 
 548 
 
 441 
 472 
 503 
 532 
 
 429 
 459 
 488 
 516 
 
 416 
 445 
 473 
 501 
 
 403 
 431 
 459 
 
 485 
 
 390 
 417 
 444 
 469 
 
 378 
 404 
 429 
 453 
 
 
 
 15 
 
 l'A 
 
 ijI 
 
 2 
 
 68.29 
 72.85 
 77.31 
 81.68 
 
 213.4 
 227.6 
 241.6 
 255.3 
 
 4.76 
 4.73 
 4.69 
 4.65 
 
 560 
 597 
 632 
 668 
 
 546 
 582 
 617 
 651 
 
 532 
 567 
 601 
 634 
 
 518 
 552 
 585 
 617 
 
 504 
 537 
 569 
 600 
 
 491 
 523 
 553 
 583 
 
 477 
 508 
 538 
 566 
 
 463 
 493 
 522 
 550 
 
 449 
 478 
 500 
 533 
 
 436 
 463 
 490 
 516 
 
 
 16 
 
 1*4 
 i% 
 
 2 
 
 2H 
 
 78.34 
 83.20 
 87.97 
 92.63 
 
 244.8 
 260.0 
 274.9 
 289.5 
 
 5.08 
 5.04 
 5.00 
 4.96 
 
 646 
 685 
 724 
 762 
 
 631 
 670 
 707 
 
 744 
 
 616 
 654 
 690 
 726 
 
 601 
 638 
 673 
 708 
 
 587 
 622 
 657 
 690 
 
 572 
 606 
 640 
 672 
 
 557 
 590 
 623 
 654 
 
 542 
 574 
 606 
 636 
 
 527 
 559 
 589 
 619 
 
 513 
 543 
 
 572 
 1601 
 
 498 
 527 
 555 
 583 
 
 321 
 

 
 
 
 
 
 CARNEQIE STEEL COMPANY 
 
 
 
 
 
 
 
 
 
 SQUARE CAST IRON COLUMNS 
 
 
 
 
 
 
 Ai/LowABiiB Loads in Thousands of Pounds 
 
 
 
 
 
 
 
 
 
 
 By Formula of New York Building Law, 1916 
 
 
 
 
 
 
 Weights do not include details 
 
 
 
 
 
 
 
 
 
 Outer 
 Width, 
 Inches 
 
 Thick- 
 ness, 
 Inches 
 
 Area, 
 Inches 2 
 
 Weight 
 
 pet 
 
 Foot, 
 
 Founds 
 
 Least 
 Radius, 
 Inches 
 
 Effective Length of Column in Feet 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 26 
 
 28 
 
 
 6 
 
 K 
 
 H 
 
 11.00 
 13.44 
 15.75 
 17.94 
 
 34.4 
 42.0 
 49.2 
 56.1 
 
 2.26 
 2.21 
 2.17 
 2.12 
 
 80 
 
 98 
 
 114 
 
 129 
 
 76 
 
 92 
 
 107 
 
 121 
 
 71 
 
 86 
 
 100 
 
 113 
 
 
 
 
 
 
 
 
 7 
 
 p 
 1* 
 
 15.94 
 18.75 
 20.44 
 24.00 
 
 49.8 
 58.6 
 63.9 
 75.0 
 
 2.62 
 2.57 
 2.53 
 
 2.48 
 
 120 
 141 
 153 
 179 
 
 114 
 134 
 145 
 170 
 
 108 
 127 
 137 
 160 
 
 103 
 120 
 130 
 151 
 
 
 
 
 
 
 
 
 8 
 
 1 
 
 1H 
 
 21.75 
 24.94 
 28.00 
 30.94 
 
 68.0 
 
 77.9 
 
 87.5 
 
 ' 96.7 
 
 2.98 
 2.93 
 2.89 
 2.84 
 
 168 
 192 
 215 
 237 
 
 161 
 
 184 
 205 
 226 
 
 154 
 175 
 196 
 216 
 
 147 
 167 
 187 
 205 
 
 140 
 159 
 178 
 195 
 
 
 
 
 
 
 
 9 
 
 1H 
 
 1M 
 
 27.44 
 32.00 
 35.44 
 38.75 
 
 85.8 
 100.0 
 110.8 
 121.1 
 
 3.34 
 3.29 
 3.25 
 3.21 
 
 215 
 251 
 277 
 302 
 
 208 
 241 
 267 
 291 
 
 200 
 232 
 256 
 279 
 
 192 
 223 
 246 
 268 
 
 184 
 213 
 235 
 256 
 
 176 
 204 
 225 
 244 
 
 
 
 
 
 
 10 
 
 1 
 
 1 . 
 
 1% 
 
 36.00 
 39.94 
 43.75 
 47.44 
 
 112.5 
 124.8 
 136.7 
 148.3 
 
 3.70 
 3.65 
 3.61 
 3.57 
 
 287 
 317 
 347 
 376 
 
 277 
 307 
 336 
 363 
 
 268 
 290 
 324 
 350 
 
 259 
 286 
 312 
 338 
 
 249 
 275 
 301 
 325 
 
 240 
 265 
 289 
 312 
 
 231 
 254 
 277 
 299 
 
 
 
 
 
 11 
 
 1H 
 
 ljl 
 IK 
 
 44.44 
 48.75 
 52.94 
 57.00 
 
 138.9 
 152.3 
 165.4 
 178.1 
 
 4.06 
 4.01 
 3.97 
 3.93 
 
 358 
 392 
 425 
 457 
 
 347 
 380 
 412 
 443 
 
 337 
 369 
 400 
 429 
 
 326 
 357 
 387 
 416 
 
 316 
 345 
 374 
 402 
 
 305 
 334 
 361 
 
 388 
 
 295 
 322 
 348 
 374 
 
 284 
 310 
 336 
 360 
 
 
 
 
 12 
 
 lji 
 1« 
 
 IK 
 
 53.78 
 58.44 
 63.00 
 67.44 
 
 168.1 
 182.6 
 196.9 
 210.8 
 
 4.42 
 4.37 
 4.33 
 4.29 
 
 437 
 475 
 511 
 547 
 
 426 
 462 
 497 
 532 
 
 414 
 449 
 483 
 516 
 
 402 
 436 
 469 
 501 
 
 391 
 423 
 455 
 486 
 
 379 
 410 
 441 
 471 
 
 367 
 398 
 427 
 456 
 
 356 
 385 
 413 
 441 
 
 344 
 372 
 399 
 426 
 
 
 
 13 
 
 l'A 
 1^ 
 
 in 
 
 63.94 
 69.00 
 73.94 
 
 78.75 
 
 199.8 
 215.6 
 231.1 
 246.1 
 
 4.78 
 4.74 
 4.69 
 4.65 
 
 524 
 565 
 605 
 644 
 
 511 
 551 
 590 
 627 
 
 498 
 537 
 575 
 611 
 
 486 
 523 
 560 
 595 
 
 473 
 509 
 544 
 579 
 
 460 
 495 
 529 
 562 
 
 447 
 481 
 514 
 546 
 
 434 
 467 
 499 
 530 
 
 421 
 453 
 484 
 514 
 
 409 
 439 
 469 
 497 
 
 
 14 
 
 IK 
 1% 
 1M 
 IK 
 
 75.00 
 80.44 
 85.75 
 90.94 
 
 234.4 
 251.4 
 267.9 
 284.2 
 
 5.14 
 5.10 
 5.05 
 5.01 
 
 619 
 663 
 707 
 749 
 
 605 
 648 
 690 
 731 
 
 591 
 633 
 674 
 714 
 
 577 
 618 
 658 
 696 
 
 563 
 603 
 641 
 679 
 
 549 
 588 
 625 
 662 
 
 535 
 572 
 609 
 644 
 
 521 
 557 
 593 
 627 
 
 507 
 542 
 576 
 609 
 
 493 
 527 
 560 
 592 
 
 479 
 512 
 544 
 574 
 
 15 , 
 
 1H 
 1M 
 ljl 
 2 
 
 86.94 
 
 92.75 
 
 98.44 
 
 104.00 
 
 271.7 
 289.8 
 307.6 
 325.0 
 
 5.50 
 5.46 
 5.41 
 5.37 
 
 722 
 769 
 816 
 862 
 
 707 
 753 
 799 
 843 
 
 691 
 737 
 
 782 
 824 
 
 676 
 721 
 764 
 806 
 
 661 
 704 
 746 
 
 787 
 
 646 
 688 
 729 
 769 
 
 631 
 672 
 711 
 750 
 
 616 
 655 
 694 
 731 
 
 600 
 639 
 676 
 713 
 
 585 
 623 
 659 
 694 
 
 570 
 606 
 642 
 676 
 
 16 
 
 ljl 
 
 2 
 
 2K 
 
 99.75 
 105.94 
 112.00 
 117.94 
 
 311.7 
 331.1 
 350.0 
 368.6 
 
 5.86 
 5.82 
 5.77 
 5.73 
 
 832 
 884 
 934 
 982 
 
 816 
 866 
 915 
 963 
 
 800 
 849 
 896 
 943 
 
 783 
 831 
 878 
 923 
 
 767 
 814 
 859 
 903 
 
 751 
 796 
 840 
 883 
 
 734 
 779 
 822 
 864 
 
 718 
 761 
 803 
 844 
 
 702 
 744 
 785 
 824 
 
 685 
 726 
 766 
 804 
 
 669' 
 709 
 
 747 ; 
 
 785 -'; 
 
 322 
 
FLOOR CONSTRUCTION 
 
 FLOORS AND FLOOR LOADS 
 
 Kinds of Loads. Two~kinds of loads are carried by structures. 
 Live loads consist of the weight of carriages, cranes or other handling 
 devices and their supported loads, machinery, merchandise, persons 
 or other moving objects, the support of which is the purpose of the 
 structure, including also wind stresses. Dead loads consist of the 
 actual weight of the structure itself with the walls, floors, partitions, 
 roofs, and all other permanent construction and fixtures. The 
 dead loads stress the structure at all times and it must, therefore, 
 be proportioned to sustain them at all times without reduction. 
 The live loads may be taken at their full values or reduced in 
 accordance with the probabilities that the structure as a whole 
 or its principal members will not be subject at all times to the full 
 theoretical live loading. 
 
 Dead Loads. The permanent load should be calculated from 
 known weights per unit of the material composing floors, partitions, 
 walls, or other permanent construction. The weight assumed for 
 the steel frame itself should be checked after the sections are 
 determined and then the Bizes readjusted if necessary. 
 
 Live Loads. Live loads vary with the character of the struc- 
 tures. In buildings they consist of uniform loads per square foot 
 of floor area, concentrated loads, such as heavy safes, which may 
 be applied at any point of the floor, and uniform loads per lineal 
 foot of beams or girders. The load which produces the maximum 
 bending moment or reaction is to be used in proportioning sections. 
 The floor system between beams must of course be of sufficient 
 strength to transmit any concentrated load to the beam. 
 
 In cities the minimum live loads to be used on the various classes 
 of buildings are fixed by public ordinances, and are given on page 
 324 for the principal cities of the United States in accordance with 
 the most recent building laws, which are intended to cover general 
 conditions and do not include machinery or other concentrations. 
 If such concentrations, like safes, armatures, generators, or printing 
 presses, occur on floors, special provision should be made for them 
 in the floor framing. Flat roofs of buildings which may be loaded 
 with people, should be treated the same as floors and the same 
 uniform live loads used as given in the table for dwellings, hotels 
 or assembly rooms. 
 
 323 
 
CARNEQIE STEEL COMPANY 
 
 FLOORS AND ROOFS 
 
 Minimum Live Loads, Pounds pbb Square Foot 
 
 By Building Laws of Various Cities 
 
 Description of Building 
 
 Apartment Houses, etc. : 
 Floors 
 
 Hospitals, Asylums: 
 
 Floors 
 
 • Assembly Booms, etc. . . 
 
 Hotels: 
 
 Floors 
 
 Assembly Rooms, etc. . . 
 
 Factories : 
 
 Floors, light manufacture. . 
 " heavier 
 
 Mercantile Buildings: 
 Stores, light goods . . . 
 " heavier goods. 
 Warehouse floors .... 
 
 Office Buildings: 
 
 Floors 
 
 Assembly Booms, etc. 
 
 Public Assembly Halls: 
 Auditoriums, fixed seats 
 " movable seats 
 
 Churches 
 
 Dance and Drill Halls 
 Theaters 
 
 Schools : 
 
 Class Rooms 
 
 Assembly Rooms, etc. . . 
 
 Sidewalks."? 
 
 Stables, Garages, etc. . . . 
 
 Stairways, Fire Escapes. . 
 
 Roofs: 
 Flat, slope under 20° . . 
 Steep, slope over 20° . . 
 
 Wind Pressure . 
 
 60 
 
 60 
 125 
 
 125a 
 175a 
 
 125 
 175 
 250 
 
 75 
 125 
 
 75 
 
 125 
 
 75 
 
 75 
 
 75 
 75 
 
 200 
 100 
 
 40 
 20 
 
 30 
 
 52 
 
 50 
 
 50 
 
 100 
 
 125a 
 
 125 
 250 
 250 
 
 100 
 125 
 
 125 
 125 
 125 
 200 
 125 
 
 60 
 
 125 
 
 70 
 40 
 
 s s 
 
 40 
 
 50 
 100 
 
 50 
 100 
 
 100a 
 
 100 
 
 50 
 100 
 
 100 
 100 
 100 
 100 
 100 
 
 40 
 75 
 
 100 
 100 
 
 25 
 
 25d 
 
 20 
 
 60 
 80 
 
 50 
 80 
 
 125a 
 200a 
 
 100b 
 
 200 
 
 200 
 
 60 
 100 
 
 80 
 100 
 
 80 
 150 
 
 80 
 
 60 
 80 
 
 200 
 
 80 
 
 80 
 
 40 
 
 40d 
 
 30e 
 
 40 
 100 
 
 120a 
 
 120 
 
 60 
 100 
 
 100 
 100 
 100 
 
 75 
 100 
 
 300 
 
 40 
 30 
 
 30 
 
 70 
 
 70 
 120 
 
 70 
 120 
 
 120a 
 150a 
 
 120 
 150 
 150 
 
 100 
 120 
 
 120 
 120 
 120 
 
 120 
 
 70 
 120 
 
 30 
 30d 
 
 30e 
 
 70 
 125 
 
 70 
 125 
 
 125a 
 
 125 
 200 
 200 
 
 70 
 125 
 
 125 
 125 
 125 
 150 
 125 
 
 70 
 125 
 
 125 
 
 50c 
 50c 
 
 25 
 
 60 
 
 60 
 100 
 
 150a 
 
 150 
 150 
 150 
 
 70 
 100 
 
 100 
 100 
 100 
 
 100 
 
 100 
 100 
 
 40 
 
 30 
 
 a Floor loads do not include weight or impact load of machinery, 
 b Ground or First Floor: Baltimore 150, Cleveland 125, St. Louis 150 pounds, 
 c Dead and live load; snow load 25 pounds, reduced 1 pound for each degree between 20° and 45°. 
 d Load per square foot of superficial roof area; other roof loads are for the projected area, 
 e Wind pressure for high buildings in built-up districts 35 pounds; buildings 14 stories high or • 
 over: 25 pounds at tenth story, 2^£ pounds less each story below. 
 
 324 
 
FLOOR CONSTRUCTION 
 
 Reduced Live Loads. Floor beams in buildings should be computed 
 to sustain floor by floor the full live and dead loads. It is not 
 probable that all the floors will be fully loaded at all times, and, 
 therefore, good practice permits a reduction of the theoretical live 
 load in the computations of column sections. The New York and 
 Pittsburgh building laws do not permit any reduction on columns 
 supporting the roof and top floor. These building laws permit for 
 buildings more than five stories in height on columns supporting 
 each succeeding floor a reduction of 5 per cent of the total live floor 
 load until 50 per cent is reached, which reduced load is to be used 
 for the columns supporting the remaining floors. Pittsburgh build- 
 ing law, however, does not permit any reduction of live floor loads 
 over 150 pounds per square foot (bulk storage). The Chicago 
 building law requires columns to sustain the full live load on 
 roofs, 85 per cent of the full live floor load on the top floor with a 
 5 per cent reduction on each succeeding floor down to 50 per cent. 
 
 When the character of the loading will permit, it is also considered 
 good practice to reduce the live load on the main girders to which 
 the primary supporting beams are framed. The amount of the 
 reduction will depend on the probable distribution of the loads. 
 
 Foundation Loads. Footings should be so designed that the loads 
 they sustain per unit of area shall be as nearly uniform as possible, 
 and the dead loads carried by the footings should include the actual 
 weight of the superstructure and foundations down to the bottom 
 of the footing. The live load should be assumed to be the same as 
 the live load in the lowest tier of columns or in the footings under 
 walls. According to the proposed New York building law, the 
 area of the footing which has the largest percentage of live load to 
 total load shall be determined by dividing the total, load by the 
 unit working stress. From the area thus calculated all the other 
 footings of the building shall be proportioned according to the 
 ratios of their respective dead loads only. In no case ,shall the 
 load per square foot under any portion of any footing due to the 
 combined dead, live, and wind loads, exceed the safe sustaining 
 power of the soil upon which the footing rests. 
 
 Fireproof Floor Systems. A modern office or mercantile building 
 is essentially a steel framed structure which supports the dead load 
 of the building and its contents and is itself protected on all sides 
 by refractory materials. The floors are made fireproof by the use 
 of terra cotta tiles or arches or of a composite flooring made of 
 concrete or reinforced concrete. While brick arches may still 
 be used in special locations where~ great floor strength is needed, 
 and concrete arches are sometimes thrown between the beams, 
 
 ~~ 325 
 
CARNEQIE STEEL COMPANY 
 
 modern practice is limited substantially to the hollow tile arch 
 sprung between the beams and the reinforced concrete slab laid 
 on their tops, the ceiling construction being modified to suit. 
 Each system has advantages of its own. 
 
 Terra Cotta Arches. Hollow tile arches fill the total depth of the 
 floor beams, and, therefore, tend to stiffen and brace the building; 
 their weight per square foot is light as compared with other forms 
 of fireproof floor construction of equal strength. Hollow terra 
 cotta floor arches are made either flat or segmental. The segmental 
 arch will develop much greater strength than the flat arch of the 
 same width and depth, and may be designed to carry a given load 
 with tile of less depth than flat arches. They are,, therefore, 
 more economical, though not always acceptable from the stand- 
 point of architectural appearance. In office buildings the ceilings 
 under such arches are usually suspended. A correctly designed 
 and constructed flat arch will always develop the full strength of 
 the steel beam which supports it. 
 
 When arch blocks are the same depth as the beams, they are 
 usually laid to project 1}£ inches below the bottom of the beams,, 
 and *the space above the arch is filled in either with cinder concrete, 
 in which can be laid pipes, conduits, and wooden nailing strips 
 supporting wood flooring, or with thin terra cotta blocks made for 
 this purpose, or with a layer of plastic composition of cement, 
 which forms the wearing surface for the floor. 
 
 Thrust of Floor Arches. All forms of terra cotta arches produce side 
 thrust on the floor beams. In the flat arch the blocks have tapered 
 faces and the central block or key wedges the others together; in 
 the segmental arch the thrust is that due to all arch action. These 
 thrusts it is found necessary to counterbalance by means of tie rods 
 which connect the floor beams and relieve them from the tendency 
 to deflect sidewise. In the central bays, owing to the action of 
 adjacent arches, the tie rods are sometimes omitted, but it is 
 necessary to investigate outer beams and channels around openings 
 for additional thrust stresses so that the combined fiber stresses 
 produced by vertical loading and horizontal thrusts may not be 
 excessive. With flat arches M inch tie rods spaced apart not over 
 fifteen times the width of the beam flanges will usually be sufficient. 
 The total thrust of arch, the net area of' tie rods required, the maxi- 
 mum distance between tie rods and the section of outer beams for 
 any condition, may be found as follows: 
 
 326 
 
FLOOR CONSTRUCTION 
 
 Let 
 
 w =load on arch, in pounds per square foot. 
 
 L =span of arch, in feet. 
 
 Lb =length of floor beam supporting the arch, in feet. 
 
 R =effective rise of arch, in inches. l 
 
 p =thrust of arch per lineal foot, in pounds. 
 
 P =total thrust of arch per panel, in pounds. 
 
 A =total net area of tie rods per panel, in square inches. 
 
 a =net area of one tie rod, in square inches. 
 
 L s =spacing of tie rods, center to center, in feet. 
 
 f =allowable combined fiber stress not to exceed 16,000 pounds 
 per square inch. 
 
 Si-i =Section Modulus of beam, axis 1-1, in inches 3 . 
 
 S2-2 =Section Modulus of beam, axis 2-2, in inches 3 . 
 
 Mi_i=Bending Moment due to vertical loading, inch pounds. 
 
 M 2 -2=Bending Moment due to arch thrust, inch pounds; then, 
 
 3wL 2 
 
 2R 
 __ 3wL 2 Lb wL^Lb 
 
 2fR 10667R 
 
 2faR 
 
 3wL8Lb 
 
 2R 
 
 3WL2 
 
 10667aR 
 wL2 
 
 Mi 
 
 !2Lb (V 2 wLLb) 3wLLb 
 
 M 2 -2= 
 
 12L S (pLs) 
 
 12 
 M1.1 
 
 ■■ p±JS 
 
 M 2 
 
 S1-1 S2-2 
 
 In the formula given for M 2-2, the beam is considered continuous 
 and supported at intervals by the tie rods. In segmental arches 
 the effective rise is equal to the vertical distance between the 
 highest point of the concave surface and the springing line or chord ; 
 the effective rise of a flat arch may be taken at 2.4 inches less than 
 the arch depth. 
 
 The net areas of usual sizes of tie rods are as follows: — 
 
 Diameter of Hod, Inches' 
 
 % 
 
 % 
 
 ,H 
 
 1 
 
 Net area, a, square inches 
 
 0.202 
 
 0.302 
 
 0.420 
 
 0.550 
 
 327 
 
 , \ 
 
CARNEQIE STEEL COMPANY 
 
 Example. — A floor panel 18 feet by 6 feet, made of 12 inch flat terra cotta 
 blocks, is to support a uniform load, live and dead, of 150 pounds per square 
 foot. Required the total thrust, total area of rods per panel, maximum 
 spacing of rods, and the proper size beam to carryonerhalf of the panel without 
 other lateral support than the tie rods. 
 
 Entire panel load is 18x6x150=16,200 pounds. Assume a 12 inch 31.5 
 pound beam and % inch tie rods, then we have — 
 
 3x150x6x6 
 
 Thrust of arch per lineal foot, p = 
 
 = 840 pounds. 
 
 Total thrust of arch, 
 
 Total area of tie rods, A = 
 
 Maximum spacing of tie rods, L s = 
 
 2(12—2.4) 
 
 3x150x6x6x18 
 = 2(12 — 2.4) ' 
 150x6x6x18 
 "10,667(12 — 2.4) 
 
 10667x ,302x(12— 2.4) 
 
 =15,200 pounds. 
 =0.95 square inches. 
 
 150x6x6 
 6x18x150x18x12 
 
 =5.73 feet. 
 
 8x2 
 
 =218,700 in. lbs. 
 
 BendingMoment, vertical loading, Mi-i= 
 
 Bending Moment, horizontal thrust, M 2 - 2 — 840x5.73x5.73xl2 =27 580 in lbs 
 
 Combined fiber stress, f== : 
 
 218,700 , 27,580 
 
 =13,330 pounds per square inch. 
 
 36 ~ 3.8 
 If tie rods are spaced 6' 0" centers, then the 
 Bending Moment, horizontal thrust, M2-2=840x6x6=30,240 inch pounds. 
 
 Combined fiber stress, f == 
 
 218,700 , 30,240 
 
 =14,030 pounds per square inch. 
 
 36 ~ 3.8 
 
 When used, tie rods should be placed in the line of thrust if 
 possible, usually 3 inches above the bottom of the beam. 
 
 MAXIMUM SPACING OF % INCH TIE RODS, 
 Loads of ioo Pounds per Square Foot 
 
 Span, 
 
 
 
 
 Effective Rise of Arch, I 
 
 , in Inches 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Feet 
 
 i 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 . 
 
 12 
 
 13 
 
 14 
 
 15 
 
 3 
 
 14.3 
 
 
 
 
 
 
 
 
 
 
 
 
 4 
 
 8.1 
 
 10.1 
 
 12.1 
 
 14.1 
 
 
 
 
 
 
 
 
 
 5 
 
 5.2 
 
 6.4 
 
 7.7 
 
 9.0 
 
 10.3 
 
 11.6 
 
 12.9 
 
 14.2 
 
 
 
 
 
 6 
 
 3.6 
 
 4.5 
 
 5.4 
 
 6.3 
 
 7.2 
 
 8.1 
 
 8.9 
 
 9.8 
 
 10.7 
 
 11.6 
 
 12.5 
 
 13.4 
 
 7 
 
 
 3.3 
 
 3.9 
 
 4.6 
 
 5.3 
 
 5.9 
 
 6.6 
 
 7.2 
 
 7.9 
 
 8.5 
 
 9.2 
 
 9.9 
 
 8 
 
 
 
 3.0 
 
 3.5 
 
 4.0 
 
 4.5 
 
 5.0 
 
 5.5 
 
 6.0 
 
 6.5 
 
 7.0 
 
 7.6 
 
 9 
 
 
 
 
 
 3.2 
 
 3.6 
 
 4.0 
 
 4.4 
 
 4.8 
 
 5.2 
 
 5.6 
 
 6.0 
 
 10 
 
 
 
 
 
 
 
 3.2 
 
 3.5 
 
 3.9 
 
 4.2 
 
 4.5 
 
 1 4.8 
 
 For any other loading, multiply tabular values by 100 and divide 
 by total new load per square foot. 
 
 The tables which follow give the weights per square foot for terra 
 cotta arches, both fiat and segmental, of various depths, their area 
 in square inches, and the safe loads they will sustain on various 
 spans. These tables should be used as a general guide only, as 
 conditions may make it possible to design more economical arches 
 for a given load than indicated by the tables. Where a paneled 
 ceiling is not objectionable, for example, a shallow arch may be used 
 on raised skewbacks with a considerable economy in material. 
 
 328 
 
FLOOR CONSTRUCTION 
 
 FLAT TERRA COTTA ARCHES 
 
 MANUFACTUBEBS' STANDAED 
 
 Safe Loads in Pounds pee Square Foot 
 Factor of Safety = 7 
 
 
 Depth of Arch Blocks, Inches 
 
 Span 
 of 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 '12 
 
 15 
 
 Arch, 
 
 
 
 ^rea of Arch Blocks, Square Inches 
 
 
 
 Ft.-In. 
 
 
 
 
 
 
 31 
 
 34 
 
 37 
 
 40 
 
 43 
 
 49 
 
 58 
 
 3-0 
 
 458 
 
 588 
 
 735 
 
 901 
 
 1084 
 
 .1487 
 
 2210 
 
 3-3 
 
 386 
 
 496 
 
 622 
 
 763 
 
 916 
 
 1262 
 
 1877 
 
 3-6 
 
 330 
 
 424 
 
 531 
 
 653 
 
 785 
 
 1083 
 
 1612 
 
 3-9 
 
 284 
 
 365 
 
 459 
 
 565 
 
 679 
 
 938 
 
 1398 
 
 4-0 
 
 247 
 
 318 
 
 399 
 
 493 
 
 593 
 
 820 
 
 1223 
 
 • 4-3 
 
 216 
 
 278 
 
 350 
 
 433 
 
 521 
 
 722 
 
 1079 
 
 4-6 
 
 190 
 
 245 
 
 309 
 
 382 
 
 461 
 
 640 
 
 951 
 
 4-9 
 
 168 
 
 217 
 
 274 
 
 340 
 
 410 
 
 571 
 
 855 
 
 5-0 
 
 149 
 
 193 
 
 244 
 
 304 
 
 367 
 
 511 
 
 767 
 
 5-3 
 
 
 172 
 
 218 
 
 272 
 
 330 
 
 460 
 
 691 
 
 5-6 
 
 
 154 
 
 196 
 
 245 
 
 297 
 
 416 
 
 626 
 
 5-9 
 
 
 139 
 
 176 
 
 222 
 
 269 
 
 378 
 
 569 
 
 6-0 
 
 
 
 159 
 
 201 
 
 244 
 
 344 
 
 518 
 
 6-3 
 
 
 
 144 
 
 183 
 
 222 
 
 314 
 
 474 
 
 6-6 
 
 
 
 131 
 
 166 
 
 203 
 
 287 
 
 435 
 
 6-9 
 
 
 
 
 152 
 
 186 
 
 264 
 
 400 
 
 7-0 
 
 
 
 
 139 
 
 170 
 
 243 
 
 369 
 
 7-6 
 
 
 
 
 
 144 
 
 206 
 
 315 
 
 8-0 
 
 
 
 
 
 
 177 
 
 272 
 
 8-6 
 
 
 
 
 
 
 153 
 
 236 
 
 9-0 
 
 
 
 
 
 
 132 
 
 205 
 
 9-6 
 
 
 
 
 
 
 
 180 
 
 10-0 
 
 
 
 
 
 
 
 158 
 
 This table and the two following are employed in computing the 
 safe loads of floor arches of hollow terra cotta blocks. The area 
 given is that of a cross section at right angles to the webs, and, 
 generally, end-construction blocks of various shapes but of the same 
 depth and cross-sectional area have equal strength. 
 
 The weight of the terra cotta arch has been deducted from the 
 safe load given in the tables, so that only the dead load of the 
 concrete fill, plastering, etc., must be deducted to obtain the net 
 safe live load for any arch and span ; blocks of different areas and 
 for other factors of safety are calculated as follows: 
 
 Example. — Required the load per square foot for a 5'-6" span and 8 inch 
 arch blocks with three horizontal and four vertical webs, % inch thick, set in end 
 construction, cross-section through webs of blocks parallel to webs of beams. 
 
 Sectional area of the blocks is 8"x %"ni+ (12"-4xM")x M"x3=44.2S sq. in. 
 at 0.06 pounds per cu. in., the weight is 44.25x12x0.06=33 pounds. 
 , The net safe load of the 8 inch block given in the table is 196 pounds. 
 Adding the weight of the block, 37x12x0.06=26 pounds, the total safe load is 
 222 pounds. The net safe load for blocks with an area of 44.25 sq. in. and a 
 safety factor of 5 is (44.25 -s- 37x222x7/5)— 32=340 pounds per sq. ft. 
 
 329 
 

 
 
 CARNEGIE STEEL COMPANY 
 
 
 
 
 
 SEGMENTAL TERRA COTTA ARCHES 
 
 
 
 manufacturers' standard 
 
 
 
 
 Safe Loads in Pounds per Sqtjabe 
 
 Foot 
 
 
 
 Factor of Safety= 
 
 =7 
 
 
 > 
 
 
 
 Depth of Arch Blocks, Inches 
 
 
 
 Depth of Arch Blocks, Inches 
 
 Span 
 
 of 
 Arch, 
 Ft.-In. 
 
 Eise 
 
 of 
 Arch, 
 
 In. 
 
 4 6 
 
 S . 
 
 10 
 
 Span 
 
 of 
 Arch, 
 Ft.-In. 
 
 Rise 
 
 of 
 
 Arch, 
 
 In. 
 
 4 
 
 6 
 
 8 | 10 
 
 Area of Arch Blocks, Sq. Inches 
 
 Area of Arch Blocks, Sq. Inches 
 
 
 
 
 
 1 
 
 
 
 28 
 
 36 
 
 43 
 
 47 
 
 
 
 28 
 
 36 
 
 43 
 
 47 ! 
 
 
 X ' 
 
 70S 
 
 902 
 
 1078 
 
 1178 
 
 
 K 
 
 366 
 
 471 
 
 563 
 
 615 
 
 
 l 
 
 920 
 
 1184 
 
 1414 
 
 1545 
 
 
 1 
 
 482 
 
 621 
 
 741 
 
 810 
 
 
 IK 
 
 1155 
 
 1485 
 
 1774 
 
 1939 
 
 
 IK 
 
 602 
 
 774 
 
 925 
 
 1011 
 
 4-0 
 
 1M 
 
 1353 
 
 1740 
 
 2079 
 
 2272 
 
 7-6 
 
 IK 
 
 715 
 
 920 
 
 1099 
 
 1201 i 
 
 
 IX 
 
 1545 
 
 1986 
 
 2373 
 
 2593 
 
 
 IK 
 
 815 
 
 1049 
 
 1253 
 
 1369 
 1536 
 
 
 2 
 
 1736 
 
 2233 
 
 2667 
 
 2915 
 
 
 2 
 
 915 
 
 1176 
 
 1405 
 
 
 M 
 
 616 
 
 792 
 
 946 
 
 1034 
 
 
 M 
 
 341 
 
 439 
 
 525 
 
 573 
 
 
 1 
 
 812 
 
 1044 
 
 1247 
 
 1363 
 
 
 l 
 
 457 
 
 588 
 
 703 
 
 768 
 
 
 IK 
 
 1020 
 
 1313 
 
 1568 
 
 1713 
 
 
 IK 
 
 562 
 
 724 
 
 864 
 
 944 
 
 4-6 
 
 IK 
 
 1196 
 
 1539 
 
 1838 
 
 2009 
 
 8-0 
 
 IK 
 
 668 
 
 859 
 
 1026 
 
 1122 ; 
 
 
 1M 
 
 1381 
 
 1775 
 
 2121 
 
 2318 
 
 
 IK 
 
 767 
 
 987 
 
 1179 
 
 1288 
 
 
 2 
 
 1536 
 
 1975 
 
 2359 
 
 2578 
 
 
 2 
 
 854 
 
 1099 
 
 1312 
 
 1434 
 
 
 X 
 
 551 
 
 709 
 
 847 
 
 926 
 
 
 H 
 
 319 
 
 411 
 
 491 
 
 536 | 
 
 
 l 
 
 744 
 
 957 
 
 1143 
 
 1249 
 
 
 1 
 
 428 
 
 551 
 
 658 
 
 719 
 
 5-0 
 
 IK 
 IK 
 
 911 
 1072 
 
 1172 
 1379 
 
 1400 
 1647 
 
 1530 
 1800 
 
 8-6 
 
 IK 
 IK 
 
 527 
 626 
 
 678 
 806 
 
 810 
 963 
 
 885 
 1052 
 
 
 1M 
 
 1238 
 
 1592 
 
 1902 
 
 2078 
 
 
 IK 
 
 719 
 
 926 
 
 1106 
 
 1208 
 
 
 2 
 
 1379 
 
 1773 
 
 2118 
 
 2315 
 
 
 2 
 
 807 
 
 1037 
 
 1239 
 
 1354 
 
 
 K 
 
 499 
 
 641 
 
 766 
 
 837 
 
 
 X 
 
 300 
 
 386 
 
 461 
 
 504 
 
 
 1 
 
 672 
 
 864 
 
 1032 
 
 1128 
 
 
 1 
 
 403 
 
 518 
 
 619 
 
 677 ! 
 
 5-6 
 
 IK 
 
 826 
 
 1062 
 
 1269 
 
 1387 
 
 
 IK 
 
 501 
 
 645 
 
 770 
 
 842 
 
 IK- 
 
 984 
 
 1266 
 
 1512 
 
 1652 
 
 9-0 
 
 IK 
 
 590 
 
 758 
 
 906 
 
 990 
 
 
 IK 
 
 1119 
 
 1439 
 
 1719 
 
 1879 
 
 
 IK 
 
 677 
 
 871 
 
 1041' 
 
 1137 ! 
 
 
 2 
 
 1258 
 
 1619 
 
 1933 
 
 2113 
 
 
 2 
 
 759 
 
 977 
 
 1167 
 
 1275 j 
 
 
 X 
 
 455 
 
 585 
 
 699 
 
 764 
 
 
 H 
 
 283 
 
 364 
 
 435 
 
 475 
 
 
 1 
 
 612 
 
 788 
 
 941 
 
 1028 
 
 
 l 
 
 380 
 
 489 
 
 584 
 
 638 
 
 6-0 
 
 IK 
 
 753 
 
 969 
 
 1157 
 
 1265 
 
 
 IK 
 
 472 
 
 608 
 
 726 
 
 793 i 
 
 IK 
 
 898 
 
 1154 
 
 1379 
 
 1507 
 
 9-6 
 
 IK 
 
 561 
 
 721 
 
 862 
 
 942 
 
 
 IK 
 
 1022 
 
 1315 
 
 1570 
 
 1716 
 
 
 IK 
 
 639 
 
 823 
 
 983 
 
 1074 j 
 
 
 2 
 
 1148 
 
 1476 
 
 1763 
 
 1927 
 
 
 2 
 
 717 
 
 923 
 
 li02 
 
 1204 
 
 
 K 
 
 428 
 
 551 
 
 658 
 
 719 
 
 
 X 
 
 267 
 
 344 
 
 411 
 
 449 
 
 
 l 
 
 562 
 
 724 
 
 864 
 
 944 
 
 
 1 
 
 359 
 
 462 
 
 552 
 
 603 
 
 6-6 
 
 IK 
 
 701 
 
 902 
 
 1077 
 
 1177 
 
 
 IK 
 
 447 
 
 576 
 
 688 
 
 751 
 
 IK 
 
 823 
 
 1058 
 
 1264 
 
 1382 
 
 10-0 
 
 IK 
 
 531 
 
 683 
 
 816 
 
 892 
 
 
 IK 
 
 947 
 
 1218 
 
 1455 
 
 1590 
 
 
 IK 
 
 610 
 
 784 
 
 937 
 
 1024 
 
 
 2 
 
 1055 
 
 1358 
 
 1622 
 
 1772 
 
 
 2 
 
 683 
 
 879 
 
 1050 
 
 1147 
 
 
 K 
 
 394 
 
 508 
 
 606 
 
 662 
 
 
 K 
 
 251 
 
 330 
 
 394 
 
 429 
 
 
 1 
 
 520 
 
 669 
 
 799 
 
 873 
 
 
 1 
 
 342 
 
 442 
 
 528 
 
 577 
 
 
 IK 
 
 648 
 
 834 
 
 996 
 
 1089 
 
 
 IK 
 
 426 
 
 547 
 
 655 
 
 7i? ; 
 
 7-0 
 
 IK 
 
 762 
 
 981 
 
 1171 
 
 1280 
 
 10-6 
 
 IK 
 
 504 
 
 646 
 
 776 
 
 849 
 
 
 IK 
 
 876 
 
 1127 
 
 1346 
 
 1471 
 
 
 IK 
 
 581 
 
 749 
 
 891 
 
 974 
 
 
 2 983 
 
 1264 
 
 1510 
 
 1650 
 
 
 2 
 
 650 
 
 837 
 
 1000 1092 
 
 330 
 
FLOOR CONSTRUCTION 
 
 SEGMENTAL TERRA COTTA ARCHES- 
 
 -Concluded 
 
 Span 
 
 Rise 
 
 Depth of Arch Blocks, 
 
 Inches 
 
 Span 
 
 Rise 
 
 Depth of Arch Blocks, Inches 
 
 
 
 
 
 
 
 
 
 of 
 Arch, 
 Ft.-In. 
 
 of 
 
 Arch, 
 
 In. 
 
 4 
 
 6 
 
 8- 
 
 10 
 
 of 
 Arch, 
 Ft.-In. 
 
 of 
 
 Arch, 
 
 In 
 
 4 
 
 6 
 
 8 
 
 10 
 
 Area of Arch Blocks, Sq. Inches 
 
 Area of Arch Blocks, Sq. Inches 
 
 
 
 28 
 
 36 
 
 43 
 
 47 
 
 
 
 28 
 
 36 
 
 43 
 
 47 
 
 
 X 
 
 244 
 
 315 
 
 376 
 
 411 
 
 
 X 
 
 151 
 
 194 
 
 232 
 
 254 
 
 
 1 
 
 327 
 
 421 
 
 503 
 
 550 
 
 
 1 
 
 205 
 
 265 
 
 316 
 
 345 
 
 
 IK 
 
 404 
 
 519 
 
 621 
 
 678 
 
 
 IK 
 
 256 
 
 330 
 
 394 
 
 430" 
 
 11-0 
 
 IK 
 
 479 
 
 617 
 
 737 
 
 805 
 
 17-0 
 
 IK 
 
 304 
 
 392 
 
 468 
 
 512 
 
 
 1M- 
 
 551 
 
 709 
 
 847 
 
 925 
 
 
 IX 
 
 351 
 
 .452 
 
 540 
 
 590 
 
 
 2 
 
 617 
 
 794 
 
 948 
 
 1036 
 
 
 2 
 
 393 
 
 506 
 
 605 
 
 661 
 
 
 X 
 
 .233 
 
 299 
 
 358 
 
 391 
 
 
 X 
 
 141 
 
 182 
 
 218 
 
 238 
 
 
 1 
 
 312 
 
 401 
 
 480 
 
 524 
 
 
 1 
 
 192 
 
 248 
 
 296 
 
 324 
 
 
 IK 
 
 388 
 
 499 
 
 596 
 
 652 
 
 
 IK 
 
 240 
 
 310 
 
 370 
 
 404 
 
 11-6 
 
 IK 
 
 460 
 
 592 
 
 707 
 
 773 
 
 18-0 
 
 IK 
 
 287 
 
 370 
 
 442 
 
 482 
 
 
 IX 
 
 528 
 
 680 
 
 812 
 
 887 
 
 
 IK 
 
 330 
 
 425 
 
 507 
 
 554 
 
 
 2 
 
 591 
 
 761 
 
 909 
 
 993 
 
 
 2 
 
 371 
 
 477 
 
 570 
 
 623 
 
 
 X 
 
 222 
 
 285 
 
 341 
 
 372 
 
 
 X 
 
 134 
 
 173 
 
 206 
 
 225 
 
 
 1 
 
 297 
 
 383 
 
 458 
 
 500 
 
 
 1 
 
 181 
 
 233 
 
 279 
 
 304 
 
 
 IX' 
 
 370 
 
 477 
 
 569 
 
 622 
 
 
 IK 
 
 227 
 
 293 
 
 350 
 
 382 
 
 12-0 
 
 \k 
 
 439 
 
 566 
 
 676 
 
 738 
 
 19-0 
 
 IK 
 
 271 
 
 348 
 
 416 
 
 455 
 
 
 IX 
 
 505 
 
 649 
 
 776 
 
 848 
 
 
 IK 
 
 312 
 
 402 
 
 480 
 
 524 
 
 
 2 
 
 565 
 
 727 
 
 869 
 
 949 
 
 
 2 
 
 351 
 
 451 
 
 539 
 
 589 
 
 
 X 
 
 212 
 
 273 
 
 326 
 
 356 
 
 
 X 
 
 126 
 
 163 
 
 194 
 
 212 
 
 
 1 
 
 284 
 
 366 
 
 437 
 
 478 
 
 
 1 
 
 172 
 
 221 
 
 265 
 
 289 
 
 
 IX 
 
 354 
 
 456 
 
 545 
 
 595 
 
 
 IK 
 
 215 
 
 277 
 
 331 
 
 361 
 
 12-6 
 
 IK 
 
 420 
 
 541 
 
 646 
 
 706 
 
 20-0 
 
 IK 
 
 257 
 
 330 
 
 395' 
 
 431 
 
 
 IX 
 
 483 
 
 621 
 
 742 
 
 811 
 
 
 IX 
 
 296 
 
 381 
 
 455 
 
 497 
 
 
 2 
 
 541 
 
 696 
 
 832 
 
 909 
 
 
 2 
 
 332 
 
 427 
 
 510 
 
 558 
 
 
 X 
 
 203 
 
 261 
 
 312 
 
 341 
 
 
 X 
 
 119 
 
 153 
 
 183 
 
 200 
 
 
 1 
 
 272 
 
 351 
 
 419 
 
 458 
 
 
 1 
 
 163 
 
 209 
 
 250 
 
 273 
 
 
 IK 
 
 "339 
 
 437 
 
 522 
 
 570 
 
 
 IK 
 
 205 
 
 263 
 
 315 
 
 344 
 
 13-0 
 
 IK 
 
 403 
 
 519 
 
 620 
 
 677 
 
 21-0 
 
 IK 
 
 243 
 
 314 
 
 375 
 
 409 
 
 
 IX 
 
 463 
 
 596 
 
 712 
 
 778 
 
 
 IK 
 
 281 
 
 361 
 
 432 
 
 472 
 
 
 2 
 
 521 
 
 670 
 
 801 
 
 875 
 
 
 2 
 
 315 
 
 406 
 
 485 
 
 530 
 
 
 K 
 
 186 
 
 240 
 
 287 
 
 313 
 
 
 X 
 
 113 
 
 145 
 
 174 
 
 190 
 
 
 1 
 
 253 
 
 326 
 
 390 
 
 426 
 
 
 1 
 
 154 
 
 199 • 
 
 237 
 
 259 
 
 
 IK 
 
 315 
 
 406 
 
 485 
 
 530 
 
 
 IK 
 
 194 
 
 250 
 
 298 
 
 326 
 
 14-0 
 
 IK 
 
 374 
 
 482 
 
 575 
 
 629 
 
 22-6 
 
 IK 
 
 232 
 
 299 
 
 357 
 
 399 
 
 
 1M 
 
 430 
 
 553 
 
 661 
 
 722 
 
 
 1M 
 
 268 
 
 344 
 
 412 
 
 450 
 
 
 2 
 
 481 
 
 619 
 
 740 
 
 808 
 
 
 2 
 
 301 
 
 377 
 
 462 
 
 505 
 
 
 K 
 
 174 
 
 225 
 
 268 
 
 293 
 
 
 X 
 
 108 
 
 139 
 
 166 
 
 181 
 
 
 1 
 
 234 
 
 302 
 
 361 
 
 394 
 
 
 1 
 
 147 
 
 190 
 
 227 
 
 247 
 
 
 IK 
 
 292 
 
 377 
 
 450 
 
 491 
 
 
 IX 
 
 185 
 
 238 
 
 284 
 
 310 
 
 15-0 
 
 IK 
 
 347 
 
 447 
 
 534 
 
 583 
 
 23-0 
 
 IK 
 
 221 
 
 284 
 
 340 
 
 371 
 
 
 IX 
 
 401 
 
 515 
 
 616 
 
 673 
 
 
 IK 
 
 255 
 
 328 
 
 392 
 
 428 
 
 
 2 
 
 449 
 
 577 
 
 690 
 
 754 
 
 
 2 
 
 286 
 
 369 
 
 440 
 
 481 
 
 
 K 
 
 162 
 
 209 
 
 249 
 
 272 
 
 
 K 
 
 102 
 
 132 
 
 157 
 
 172 
 
 
 1 
 
 218 
 
 281 
 
 336 
 
 367 
 
 
 1 
 
 140 
 
 181 
 
 216 
 
 236 
 
 
 IX 
 
 274 
 
 353 
 
 421 
 
 460 
 
 
 IK 
 
 177 
 
 227 
 
 272 
 
 297 
 
 16-0 
 
 IK 
 
 325 
 
 419 
 
 500 
 
 546 
 
 24-0 
 
 IK 
 
 211 
 
 272 
 
 325 
 
 355 
 
 
 IX 
 
 374 
 
 481 
 
 575 
 
 628 
 
 
 IX 
 
 244 
 
 314 
 
 375 
 
 410 
 
 
 2 
 
 420 
 
 540 
 
 645 
 
 705 
 
 
 2 
 
 274 
 
 353 
 
 421 460 
 
 331 
 
CARNEQIE STEEL COMPANY 
 
 TERRA COTTA ARCHES 
 
 Fob 
 Floor Load of 150 Pounds per Square Foot 
 
 
 
 Depth 
 of 
 
 Depth 
 of Arch 
 
 Depth 
 of 
 
 Span 
 of 
 
 Approx, Weight, Lbs. per Sq; Ft. 
 
 
 nm 
 
 g 
 
 
 
 '$ 
 
 to 
 
 ■E 
 
 
 
 
 CDC3 
 
 § 
 
 Beam, 
 
 Blocks, 
 
 Floor, 
 
 Arch, 
 
 _* 
 
 &6 
 
 
 a 
 
 3 
 
 
 OO 
 
 IS 
 
 Inches 
 
 Inches 
 
 Inches 
 
 Feet 
 
 i 
 
 GO 
 
 1 
 
 o 
 
 <3 . 
 
 
 r=^ 
 
 
 % 
 
 6 
 
 6 
 
 11 
 
 5M 
 
 6 
 
 22 
 
 30 
 
 4 
 
 5 
 
 67 
 
 
 ! n — JU 
 
 
 !■; ! |! y\ 
 
 7 
 
 6 
 
 12 
 
 5H 
 
 7 
 
 22 
 
 38 
 
 4 
 
 5 , 
 
 .76 
 
 w 
 
 o 
 
 "'H !: ; 
 
 g£ 
 
 8 
 
 6 
 
 13 
 
 5H 
 
 8 
 
 22 
 
 45 
 
 4 
 
 5 
 
 84 
 
 ; *"H=i 
 
 O 
 
 7 
 
 7 
 
 12 
 
 6 
 
 8 
 
 ■24 
 
 30 
 
 4 
 
 5 
 
 71 
 
 « 
 
 iiiin 
 
 1.6 " 
 
 8 
 
 7 
 
 13' 
 
 ' 6 
 
 8 
 
 24 
 
 38 
 
 4 
 
 5 
 
 79 
 
 *■•■' ' 
 
 ■; ;, .L_1! 
 
 9 
 
 7 
 
 14 
 
 6 
 
 8 
 
 24 
 
 45 
 
 4 
 
 5 
 
 86 
 
 fn 
 
 
 8 
 
 8 
 
 ' 13 
 
 ny* 
 
 8 
 
 27 
 
 30 
 
 4 
 
 5 
 
 - 74 
 
 < 
 
 rCDD 
 
 9 
 
 8 
 
 14 
 
 6M 
 
 8 
 
 27 
 
 38 
 
 4 
 
 5 
 
 82 
 
 fa 
 
 §;.■<,}» 
 
 
 So 
 
 10 
 
 8 
 
 15 
 
 6X 
 
 8 
 
 27 
 
 45 
 
 4 
 
 5 
 
 89 
 
 
 :V-^ ! 
 
 | 
 
 gcs 
 
 9 
 
 9 
 
 14 
 
 7X 
 
 8 
 
 29 
 
 30 
 
 4 
 
 5 
 
 76 
 
 
 •°;,v i ! 
 
 : 
 
 B"S 
 
 10 
 
 9 
 
 15 
 
 7X 
 
 9 
 
 29 
 
 38 
 
 4 
 
 5 
 
 85 
 
 
 sk-H 
 
 
 1 
 
 12 
 
 9 
 
 17 
 
 7« 
 
 9 
 
 29 
 
 53 
 
 4 
 
 5 
 
 100 
 
 
 
 i 
 
 10 
 
 10 
 
 15 
 
 8 
 
 9 
 
 31 
 
 30 
 
 4 
 
 5 
 
 79 
 
 
 dU 
 
 i 
 if? 
 
 43 
 
 12 
 
 10 
 
 17 
 
 8 
 
 9 
 
 31 
 
 45 
 
 4 
 
 5 
 
 94 
 
 
 tiP^ 1 
 
 J 
 
 ffl 
 
 12 
 15 
 
 12 
 12 
 
 17 
 20 
 
 9J^ 
 9X 
 
 10 
 10 
 
 35 
 35 
 
 30 
 53 
 
 4 
 
 5 
 5 
 
 84 
 107 
 
 
 
 15 
 
 15 
 
 20 
 
 11 
 
 12 
 
 42 
 
 30 
 
 4 
 
 5 
 
 93 
 
 
 For flat arches 
 
 on raised skews, where the top of the arch is level with the top of the floor beam, 
 
 deduct about 7 pounds per inch of difference between the height of the floor beam and the arch. 
 
 
 Tl 
 
 
 
 Depth 
 
 Depth 
 
 Rise 
 
 Span 
 
 Approx. Weight, Lbs. 
 
 perSq.Ft, 
 
 
 
 
 
 
 
 
 i i 
 
 
 1 
 
 of 
 
 of Arch 
 
 of 
 
 of 
 
 
 
 ■$ 
 
 
 
 
 
 ! ! 
 
 
 Beam, 
 
 Blocks, 
 
 Arch, 
 
 Arch, 
 
 
 03 C3 
 
 
 '§ 
 
 C? 
 
 — 
 
 
 o 
 
 Inches 
 
 Inches 
 
 Inches 
 
 Feet 
 
 e 
 
 
 H 
 
 o 
 
 ^ 
 
 
 
 
 ■2p, 
 
 so 
 
 
 
 
 
 CQ 
 
 HO 
 
 o 
 
 ta 
 
 O 
 
 Eh" 
 
 w 
 
 6 
 
 7 
 
 4 
 4 
 
 H 
 l 
 
 4H 
 5 
 
 7 
 
 7 
 
 20 
 20 
 
 27 
 
 28- 
 
 4 
 4 
 
 5 
 
 5 
 
 63 
 64 
 
 K 
 
 %*» 
 
 8 
 
 4 
 
 ljf 
 
 5H 
 
 7 
 
 20 
 
 29 
 
 4 
 
 5 
 
 65 
 
 ■<! 
 
 mo 
 
 au 
 
 9 
 
 4 
 
 l« 
 
 6 
 
 8 
 
 20 
 
 30 
 
 4 
 
 5 
 
 67 
 
 H 
 
 V.' 
 
 nni 
 
 §* 
 
 8 
 
 6 
 
 M 
 
 5 
 
 8 
 
 26 
 
 27 
 
 4 
 
 5 
 
 70 
 
 < 
 
 55 
 B 
 S 
 
 
 no 
 nn 
 
 
 ■35 
 
 J). 
 
 9 
 10 
 12 
 
 6 
 6 
 6 
 
 1 
 
 IK 
 l^ 
 
 5M 
 
 6 
 
 6H 
 
 8 
 9 
 9 
 
 26 
 26 
 26 
 
 28 
 29 
 30 
 
 4 
 4 
 4 
 
 5 
 5 
 5 
 
 71 
 73 
 
 74 
 
 ■*;'• 
 
 nn 
 
 
 Eh" 8 
 
 10 
 
 8 
 
 M 
 
 5H 
 
 9 
 
 31, 
 
 27 
 
 4 
 
 5 
 
 76 
 
 H 
 
 ■.^.u^sa 
 
 12 
 
 8 
 
 1 
 
 6 
 
 9 
 
 31 
 
 28 
 
 4 
 
 ft 
 
 77 
 
 OJ 
 
 i-ra 
 
 12 
 
 8 
 
 lJi 
 
 6H 
 
 10 
 
 31 
 
 29 
 
 4 
 
 5 
 
 79 
 
 
 ?fM 
 
 
 15 
 
 8 
 
 lj-s 
 
 7 
 
 10 
 
 31 
 
 30 
 
 4 
 
 5 
 
 80 
 
 
 
 o 
 
 12 
 
 10 
 
 M 
 
 5% 
 
 10 
 
 34 
 
 27 
 
 4 
 
 5 
 
 80 
 
 
 
 12 
 
 10 
 
 l 
 
 6^ 
 
 11. 
 
 34 
 
 28 
 
 4 
 
 5 
 
 8?! 
 
 
 
 15 
 
 10 
 
 1H 
 
 7 
 
 11 
 
 34 
 
 29 
 
 4 
 
 5 
 
 83 
 
 
 
 15 
 
 10 
 
 1H 
 
 7}^ 
 
 12 
 
 34 
 
 30 
 
 4 
 
 5 
 
 85 
 
 " TERRA COTTA PARTITION, CEILING, ROOFING AND 
 FURRING BLOCKS 
 
 Thick- 
 
 Approx, Weight, Pounds per Sq, Foot 
 
 Thick- 
 nesB, 
 Inches 
 
 Approx. Weight, Pounds per Sq. Foot 
 
 Inches 
 
 Partition 
 
 Ceiling 
 
 Roofing 
 
 Furring 
 
 Partition 
 
 Ceiling , 
 
 Roofing 
 
 Furring 
 
 2 
 3 
 
 12-14 
 15-17 
 
 12 
 20 
 
 20 
 
 9 
 10 
 
 4 
 5 
 6 
 
 16-18 
 18-20 
 24-26 
 
 
 22 
 
 
 332 
 
FLOOR CONSTRUCTION 
 
 REINFORCED CONCRETE BEAMS AND FLOOR SLABS 
 
 For a complete mathematical analysis of the stresses occuring in 
 reinforced concrete structures, reference may be made to standard 
 text books on the theory and practice of reinforced concrete. 
 
 Girders and Floor Beams. The arrangement of girders and floor 
 beams follows the same principles as in structural steel construction. 
 On short spans floor cross beams may be omitted or used only at 
 columns to secure lateral stiffness. Beams are usually designed as 
 tee beams, and thereby a part of the floor slab is utilized, as a part 
 of the beam. The width of the slab thus considered to act as part 
 of the beam should not exceed one-fourth of the span length, and 
 the overhanging width on either side of the web should not be over 
 six times the thickness of the slab. 
 
 Floor Slabs. Reinforcement may be of small rods, wires or metal 
 fabric, the latter especially on short spans. Cross reinforcement of 
 small rods or wires about two feet apart laid parallel to the beam 
 supporting the slab should be used to prevent cracks, shrinkage, 
 etc. If the length of the slab exceeds 1J£ times its width, the 
 entire load should be carried by transverse reinforcement. For 
 rectangular slabs, the length of which does not exceed 1J^ times the 
 width and which are supported on four sides and reinforced in both 
 directions, the proportion of the load is determined by the 
 formula: R=l/b— 0.5, where R is the ratio of the load, 1 the length 
 and 6 the width of the slab. An effective bond should be provided 
 at the junction of beam and slab, and if the principal reinforce- 
 ment of the slab is parallel to the beam, transverse reinforcement 
 should be used extending over the beam and well into the slab. 
 
 Spacing of Reinforcing Bars. The lateral spacing of parallel bars 
 should not be less than 3 diameters, nor should the clear vertical 
 space between layers of bars be less than 1 inch; distance from 
 edge or side of beam or slab should not be less than 2 diameters. 
 
 Shear or Web Reinforcement. In the calculation of web reinforcement, 
 concrete may be assumed to carry % of the total shear; the 
 remaining % to be taken by additional reinforcement arranged in 
 intervals equal to the depth of the beam. The usual method of 
 reinforcing beams against failure by diagonal tension or shear is 
 to use bent rods or stirrups in either vertical or inclined position. 
 The longitudinal spacing of such rods or stirrups should not exceed 
 % of depth of beam if inclined, and y 2 of depth if vertical. 
 
 Formulas. The following formulas are those given by the 
 Committee of the American Society of Civil Engineers on Concrete 
 and Reinforced Concrete (Transactions, Vol. LXXXI-No. 1398, December, 1917.) 
 
 333 
 
CARNEQIE STEEL COMPANY 
 
 Reinforced Concrete Beams — Notation 
 
 Rectangular Beams, Reinforcement for Tension only. 
 
 f s =Tensile unit stress in steel, in pounds per sq. inch. 
 
 f c ^Compressive unit stress in concrete, in pounds per sq. inch. 
 
 E s =Modulus of elasticity of steel, in pounds per sq. inch. 
 
 E c =Modulus of elasticity of concrete, in pounds per sq. inch. 
 
 n =Elasitcity ratio, E s -»-Ec. 
 
 M =Bending moment or Moment of Resistance, in inch pounds. 
 
 M s =Moment of resistance of steel, in inch pounds. 
 
 M c =Moment of resistance of concrete, in inch pounds. 
 
 A s =Area of steel in tension, in square inches. 
 
 b = Width of beam, in inches. 
 
 d =Depth of beam to center of steel in tension, in inches. 
 
 k =Ratio of depth of neutral axis to effective depth, d. 
 
 j =Ratio of lever arm of resisting couple to depth, d. 
 
 z =Distance, from top to resultant of compression, in inches. 
 
 jd =Arm of resisting couple, in inches=d — z. 
 
 p =Ratio of areas, steel in tension to rectangle, bd,=A-s-bd. 
 
 kd =Distance from top of beam to neutral axis, in inches. 
 
 Tee Beams, Reinforced for Tension only. 
 
 b =Width of flange, in inches. 
 
 b' =Width of stem, in inches. 
 
 t =Thickness of flange, in inches. 
 
 Rectangular Beams, Reinforced for Tension and Compression. 
 
 A / =Area of steel in compression, in square inches. 
 
 p' =Ratio of areas,steel in compression to rectangle, bd,=A'-i-bd. 
 
 i' s = Compressive unit stress in steel, in pounds per sq. inch. 
 
 C =Total compressive stress in concrete, in pounds per sq.inch. 
 
 C' =Total compressive stress in steel, in pounds per sq. inch. 
 
 d' =Depth to center of steel in compression, in inches. 
 
 z =Depth to resultant of C+C, in inches. 
 
 Shear and Bond. 
 
 V =Total shear, in pounds. 
 
 V =Total Shear producing stress in reinforcement, in pounds,=2<fV. 
 v =Shearing unit stress, in pounds per sq. inch. 
 
 u =Bond stress per unit surface of bar, in pounds per sq. inch. 
 S =Sum of perimeters of tension bars, in inches. 
 T =Total stress in single reinforcing member, in pounds, 
 s =Horizontal spacing of reinforcing members, in inches. 
 
 334 
 
FLOOR CONSTRUCTION 
 
 REINFORCED CONCRETE BEAMS— FORMULAS 
 
 Rectangular Beams, Reinforced for Tension only. 
 
 i*— fc-»i 
 
 kd =d( 1 /2pn+(pn)2 -pn) 
 
 z 
 
 M 
 M = 
 
 *s = 
 *c = 
 
 Balanced Reinforcement: 
 Steel ratio, p = 
 
 2 1 s 
 
 [M 
 
 ikd 
 
 :f s A s jd .= 
 if c kjbda 
 
 M 
 Agjd ; 
 
 2M 
 ikbd* — 
 
 jd=da-jk) 
 
 f s pjbd2 
 M 
 
 pjbda 
 
 2pf s 
 
 k 
 
 M = M 
 fsM lfc"EI 
 
 Tee Beams, Reinfored for Tension only. 
 
 re- r b *i r*--fc — >i 
 
 kd = 
 
 2ndA s + bf 
 
 2nA s + 2b$ 
 
 Neutral axis in flange — 
 
 (use formulas for rectangular beams.) 
 
 Neutral axis in stem — 
 
 jd = (d-z) 
 
 U = 
 
 t(3kd— 2t) 
 ,3(2kd— t) 
 
 A s jd 
 
 M = 
 
 f c bt (kd-jt)jd 
 kd 
 
 to. = 
 
 Mkd 
 
 bt(kd-Jt)id 
 
 k 
 fgk 
 = 5Il=k7 
 
 Rectangular Beams, Reinforced for Tension and Compression. 
 
 kd = d [^2n(p+p'g-')+na(p+p') a -nCP+P')] 
 
 
 , t 
 
 ^-f-c-, 
 
 "•""• * 
 
 
 -•—•-• 
 
 i I ■ / 
 
 — i- 
 
 ,-. b— - 
 
 '4.Jrl 
 
 & 
 
 jkad+2p'nd'(k-g-) 
 ka+2p'n(k— %■) 
 
 jd=(d-z) 
 
 U = 
 
 *'* = 
 
 M 
 pjbda 
 
 nf c (k-£) 
 
 nf c (l-k) 
 ~~ E 
 
 *c = 
 
 6M 
 
 "bd.[8fc*45^(k-4)r>4')] 
 
 Shear and Bond. 
 
 Rectangular Beams 
 
 T Beams 
 
 V 
 
 bjd 
 
 v 
 b'jd 
 
 V' a _ V 
 
 = "jd u ~ WSo 
 
 If reinforcing bars are bent up at angles between 20° and 45°,and web members inclined at 46 °, 
 T— 511" 
 
 335 
 
CARNEGIE STEEL COMPANY 
 
 The formulas are based upon the following assumptions: 
 
 1. The applied forces are perpendicular to the neutral plane. 
 
 2. The deformation of any fiber is proportional to its distance 
 from the neutral axis. 
 
 3. The resisting moment of the beam is the sum of the moments 
 above the neutral axis, due to the concrete area in compression, 
 and of those below the neutral axis, due to the steel area in tension. 
 
 4. The tensile strength of the concrete is negligible. 
 
 Bending Moments. If slabs and girders are reinforced over supports 
 to take care of negative bending moments, they act as continuous 
 beams, and the bending moment at the center of the span will be 
 reduced. It is considered good practice to use the following values : 
 Floor slabs, M at center and at supports=xj wl 2 . 
 Beams, M at center and at supports= T V wl 2 for interior 
 spans, and ■£$ wl 2 for end spans. 
 
 If beams are freely supported at ends, M=J wl 2 . 
 Columns. Columns may be reinforced by means of longitudinal 
 bars, by bands or hoops, or by both. The general effect of the 
 banding or hooping is to permit the use of somewhat higher working 
 stresses; the values of As and p given in the formula which follows, 
 refer to longitudinal steel reinforcement only: 
 P =total load on columns, in pounds. 
 A =total area of column section, in square inches. 
 Ac=area of concrete, in square inches. 
 As=area of steel, in square inches, 
 p =ratio of steel area to total section, As -s-'A. 
 fc =unit compressive stress in concrete, in pounds per sq. inch: 
 
 P =f c (Ac+nA s )=fcA[l+(n-l)p]. fc= A[1+( P_ 1)p]- 
 
 Working Stresses. The following working stresses are in current use 
 for reinforcing bars of medium structural steel and good Portland 
 cement and gravel concrete of a 1 :2:4 mixture: 
 
 fo=unit compressive stress of concrete 650 lb. sq. in. 
 
 fv=unit shearing stress of concrete, 
 
 straight horizontal reinforcement .. . 40" " " 
 
 special shear reinforcement 90 to 120 " " " 
 
 fu=unit bond stress of concrete, smooth 
 
 rods and deformed bars 80 to 100 " " " 
 
 fs =unit tensile stress of steel 16,000" " " 
 
 ■» rod reinforcement 16,000" " " 
 
 wire reinforcement 20,000 " " " 
 
 fk=unit compressive stress of steel 16,000 " " " 
 
 n =E S h- E =15. 
 
 336 
 
FLOOR CONSTRUCTION 
 
 Substituting in the formulas given for rectangular beams, reinforced 
 for tension only, the values for fc=650, fs=16,000 and [20,000, and 
 n=15, the following constants are obtained for equal moments of 
 resistance Mc=Ms. 
 
 
 fc=650 
 
 Notation 
 
 fo=650 
 
 
 fs=16,000 
 
 fs=20,000 
 
 fs=16,000 
 
 fa=20,000 
 
 p 
 
 k 
 
 i 
 
 0^00769 
 0.37864 
 0.87379 
 
 0.00533 
 0.32773 
 0.89076 
 
 pi 
 
 kj 
 fspj=Jfckj 
 
 0.00672 
 0.33085 
 107.526 
 
 0.00474 
 0.29193 
 94.877 
 
 For approximate calculations, the arm of the resisting couple, jd, may be 
 taken at 0.9d, and ordinarily accepted working stresses of 16,000 for steel 
 and 650 for concrete will not be exceeded if the steel ratio, p, does not 
 exceed 0.008. 
 
 Explanation of Tables. Reinforced Concrete Slabs: The tables 
 given on page 338 are based upon the preceding formulas for rect- 
 angular beams reinforced for tension only, and upon fiber stresses of 
 650 pounds per square inch for concrete, 16,000 pounds for steel bar or 
 rod reinforcement, 20,000 pounds for steel wire reinforcement, and 
 for an elasticity ratio of n=15. 
 
 The bending moments are given in foot pounds per foot of width; 
 below and to the left of the zigzag lines the values are determined 
 by the maximum allowable fiber stress on steel; above and to the 
 right they are determined by the maximum allowable stresses in 
 concrete. 
 
 The first column gives the total thickness of the slab, the sec- 
 ond, the distance from the center of the steel to the bottom of the 
 slab, and the third the approximate weight of concrete slabs one 
 foot square. 
 
 Example. — Required the reinforcement for a slab continuous at four sides 
 and 5 inches thick .to carry a superimposed load of 150 pounds per square foot 
 over a clear span of 8 feet. 
 
 Assuming the weight of the concrete slab in pounds at twelve times the 
 thickness of the slab in inches, then the weight of the slab per foot is 12x5=60 
 pounds, and the total weight, W, for a span of 8 feet is (60+150)x8=1680 
 pounds. 
 
 M=WL -8-12=1680x8 -s-12=1120 foot-pounds. 
 
 If medium structural steel bars or rods are used, the required area, by 
 the upper table, page 338, is 0.24 square inches, and the sizes may be taken 
 from page 122. 
 
 If triangle mesh is used, the steel area required by lower table, page 338, 
 computed for a 5 inch slab, Is, by interpolation, 0.185 square inches, requiring 
 by table, page 339, triangle mesh style number 208. 
 
 337 
 
CARNEGIE STEEL COMPANY 
 
 REINFORCED CONCRETE SLABS 
 Bending Moments in Foot Pounds per Foot of Width 
 
 Allowable Fiber Stress: Steel, 16,000 and Concrete, 650 Pounds per Sq. Inch 
 
 Slab of lSq. It. 
 
 
 
 
 
 ij 
 
 •3-S 
 
 .2 S 
 
 org 
 
 Q a" 
 
 ■si 
 SI 
 
 
 .10 
 
 .20 
 
 .30 
 
 .40 
 
 .50 
 
 .60 
 
 .70 
 
 .80 
 
 .90 
 
 1.00 
 
 1.10 
 
 1.25 
 
 1.50 
 
 2% 
 
 U 
 % 
 % 
 K 
 % 
 
 1 
 
 1 
 
 1 
 
 1 
 
 1 
 
 IK 
 IK 
 IK 
 IK 
 
 l'A 
 
 m 
 
 2 
 
 30 
 36- 
 42 
 48 
 54 
 60 
 66 
 72 
 78 
 84 
 90 
 96 
 102 
 108 
 114 
 120 
 126 
 132 
 138 
 144 
 
 209 
 272 
 335 
 398 
 461 
 497 
 558 
 621 
 686 
 751 
 783 
 
 353 
 
 599 
 858 
 1135 
 
 1245 
 1584 
 1766 
 
 1894 
 2312 
 2760 
 
 2922 
 3431 
 3974 
 4254 
 
 4173 
 4465 
 5097 
 5734 
 6069 
 
 5309 
 5982 
 6338 
 7063 
 7826 
 
 5494 
 6206 
 6574 
 7330 
 8120 
 8525 
 9359 
 
 5674 
 6410 
 6790 
 7575 
 8392 
 8817 
 9681 
 10575 
 11037 
 
 9079 
 9972 
 10898 
 11376 
 
 9432 
 10369 
 11337 
 11858 
 
 
 3 
 
 4 
 
 525 
 650 
 775 
 900 
 961 
 1087 
 1213 
 1340 
 1466 
 1531 
 1658 
 1785 
 1849 
 1977 
 2104 
 
 
 5 
 
 1235 
 1412 
 1600 
 1787 
 1975 
 2162 
 2257 
 2446 
 2634 
 2730 
 2919 
 3109 
 3205 
 3395 
 3586 
 3681 
 
 
 5M 
 6 
 
 2101 
 2349 
 2596 
 2844 
 2969 
 3218 
 3467 
 3594 
 3845 
 4096 
 4222 
 4475 
 4726 
 4852 
 
 
 7. 
 
 7K 
 
 3205 
 3515 
 3669 
 3977 
 4288 
 4444 
 4757 
 5068 
 5224 
 5537 
 5850 
 6007 
 
 
 8 
 
 m 
 
 9 
 
 4728 
 5099 
 5283 
 5656 
 6027 
 6213 
 6588 
 6960 
 7148 
 
 
 m 
 
 10 
 
 6543 
 6974 
 7192 
 7625 
 8058 
 8276 
 
 
 10H 
 11 
 
 8163 
 8652 
 9145 
 9393 
 
 9939 
 10936 
 
 12 
 
 10224 
 10500 
 
 11969 
 12494 
 
 Allowable Fiber Stress : Steel, 20,000 and Concrete, 650 Pounds per Sq. Inch 
 
 SlaboflSq.Ft 
 
 
 
 
 
 Is 
 
 Qrf 
 
 11 
 
 "* 
 
 .04 
 
 .06 
 
 .08 
 
 .10 
 
 .12 
 
 .14 
 
 .16 
 
 .18 
 
 .20 
 
 .25 
 
 .30 
 
 .35 
 
 .40 
 
 .45 
 
 .50 
 
 IV, 
 
 H 
 
 % 
 % 
 U 
 % 
 
 l 
 
 l 
 
 l 
 
 l 
 
 1 
 
 lJi 
 
 IK 
 
 IK 
 
 30 
 36 
 42 
 48 
 54 
 60 
 66 
 72 
 78 
 84 
 90 
 96 
 102 
 108 
 114 
 120 
 
 108 
 140 
 173 
 205 
 237 
 
 160 
 207 
 256 
 304 
 352 
 377 
 421 
 
 211 
 273 
 338 
 401 
 465 
 500 
 560 
 624 
 691 
 
 261 
 338 
 419 
 498 
 577 
 621 
 697 
 777 
 859 
 939 
 978 
 
 295 
 
 311 
 
 325 
 499 
 
 342 
 520 
 724 
 
 353 
 538 
 750 
 
 377 
 574 
 808 
 1068 
 1354 
 
 599 
 858 
 1135 
 1439 
 1605 
 1950 
 
 900 
 1194 
 1516 
 1690 
 2056 
 2449 
 
 1245 
 1584 
 1766 
 2151 
 2563 
 3002 
 3466 
 
 1644 
 1834 
 2236 
 2666 
 3124 
 3609 
 3863 
 4387 
 
 
 3 
 
 404 
 499 
 594 
 688 
 740 
 832 
 928 
 1025 
 1120 
 1168 
 1260 
 1358 
 
 468 
 578 
 689 
 798 
 857 
 965 
 1076 
 1189 
 1300 
 1356 
 1466 
 1578 
 1637 
 1749 
 
 
 VA 
 
 656 
 783 
 907 
 972 
 1097 
 1222 
 1352 
 1479 
 1543 
 1670 
 1797 
 1863 
 1990 
 2119 
 
 
 4 
 
 m 
 
 876 
 1015 
 1087 
 1228 
 1367 
 1514 
 1657 
 1729 
 1872 
 2015 
 2088 
 2231 
 2375 
 
 969 
 1123 
 1201 
 1359 
 1512 
 1675 
 1833 
 1913 
 2072 
 2231 
 2311 
 2471 
 2630 
 
 
 5 
 
 1486 
 1682 
 1875 
 2075 
 2271 
 2370 
 2568 
 2765 
 2864 
 3063 
 3261 
 
 1894 
 2312 
 
 6 
 
 2234 
 2469 
 2703 
 2821 
 3057 
 3292 
 3412 
 3649 
 3886 
 
 2760 
 
 7 
 
 2858 
 3131 
 3268 
 3542 
 3815 
 3955 
 4230 
 4506 
 
 3235 
 3741 
 
 m 
 
 8 
 
 3711 
 4023 
 4334 
 4493 
 4806 
 5120 
 
 4005 
 4556 
 
 9 
 
 m 
 
 10 
 
 4850 
 5026 
 5378 
 5730 
 
 5122 
 5416 
 5945 
 6335 
 
 338 
 
FLOOR CONSTRUCTION 
 
 TRIANGLE MESH CONCRETE REINFORCEMENT 
 
 AMEBIC AN STEEL AND WIRE 00M PANT STAND AHD 
 
 Ultimate Strength 
 (minimum), 85,000 lbs. 
 per square inch 
 
 Elastic Limit (mini- 
 mum), 55,000 lbs. per 
 square inch 
 
 Longitudinal Wires, 
 Spaced 4" Centers 
 
 Cross Wires, 
 Spaced 4" Centers 
 
 Triangle Mesh is a woven fabric of cold drawn steel wire, providing a 
 continuous reinforcement, an even distribution of metal, and a perfect bond. 
 
 Made with both single and stranded tension members in lengths up to 
 300 feet and in widths up to 56 inches. 
 
 TRIANGLE MESH— STYLES, AREAS, AND WEIGHTS 
 Longitudinal and Cross Wires (No. 14 A. S. & W. Co. Gage), Spaced 4 Inches. 
 
 Triangle Mesh 
 Style 
 
 Longitudinal Wire 
 
 Triangle Mesh 
 
 Number 
 
 Thicknes, 
 
 Net Area 
 
 Total Area 
 
 Approx. Weight 
 
 of 
 
 A.S.&W.Co. 
 
 per Foot Width, 
 
 per Foot Width, 
 
 per 100 Sq. Ft., 
 Pounds 
 
 
 Strands 
 
 Wire Gage 
 
 Sq. Inches 
 
 Sq. Inches 
 
 032 
 
 
 No. 12 
 
 .026 
 
 .032 
 
 22 
 
 040 
 
 
 " 11 
 
 .034 
 
 .040 
 
 ! 25 
 
 049 
 
 
 " 10 
 
 .043 
 
 , .049 
 
 ! 28 
 
 058 
 
 
 " 9 
 
 .052 
 
 .058 
 
 32 
 
 068 
 
 
 " 8 
 
 .062 
 
 .068 
 
 35 
 
 080 
 
 
 " 7 
 
 .074 
 
 .080 
 
 40 
 
 093 
 
 
 " 6 
 
 .087 
 
 .093 
 
 45 
 
 107 
 
 
 " 5 
 
 .101 
 
 .107 
 
 50 
 
 126 
 
 
 " 4 
 
 .120 
 
 .126 
 
 57 ' 
 
 146 
 
 
 " 3 
 
 .140 
 
 .146 
 
 65 
 
 153 
 
 
 Ji" 
 
 .147 
 
 .153 
 
 68 
 
 168 
 
 
 " 2 
 
 .162 
 
 .168 
 
 74 
 
 180 
 
 2 
 
 " 6 
 
 .174 
 
 .180 
 
 78 
 
 208 
 
 2 
 
 " 5 
 
 .202 
 
 .208 
 
 89 
 
 245 
 
 2 
 
 " 4 
 
 .239 
 
 .245, 
 
 103 
 
 267 
 
 3 
 
 " 6 
 
 .261 
 
 .267 
 
 111 
 
 287 
 
 3 
 
 " 5H 
 
 .281 
 
 .287 
 
 119 
 
 309 
 
 3 
 
 " 5 
 
 .303 
 
 .309 
 
 128 
 
 336 
 
 3 
 
 " W 
 
 .330 
 
 .336 
 
 138 
 
 365 
 
 3 
 
 " 4 
 
 .359 
 
 ,365 
 
 149 
 
 395 
 
 3 
 
 " 3H 
 
 .389 
 
 .395 ■ 
 
 160 
 
 Length of Eolls: 150, 200 and 300 feet. 
 Width of Rolls: 16, 20, 24, 28, 32, 36, 40, 44, 48, 52 and 56 inches, approximately. 
 Triangle Mesh is furnished either with or without galvanising; unless otherwise specified 
 material will be shipped not galvanized. 
 
 339 
 
CARNEGIE STEEL COMPANY 
 
 BUCKLE PLATES 
 
 p\H 
 
 
 
 T^~^ 
 
 [^ 
 
 1 / 
 
 \ / 
 
 
 
 / 
 
 1 y 
 
 V / 
 
 \ / 
 
 \ / 
 
 Buckle Plates, as generally used on highway bridges with paved 
 floors, are subjected to a concentrated live load due to the weight of a 
 wagon or truck wheel and to a uniform dead load due to the weight of 
 the roadway paving. 
 
 Buckle Plates should be placed with the buckle turned down; then 
 the live load which can be placed on a buckle in addition to the 
 uniform dead load can be obtained from the following formula. Let: 
 
 P =Total allowable concentrated load on buckle plate, in pounds. 
 
 w =Uniform load, in pounds per square foot. 
 
 d =Bise of buckle, in inches. 
 
 1 =Length of buckle, in inches. 
 
 b =Width of buckle, in inches. 
 
 t =Thickness of buckle plate, in inches, 
 
 p = t /300Jdt-0|25wlbX poundS)Perbuckle . 
 \ 6 a + 15 t / 
 
 The following table gives, for a fiber stress of 9000 pounds, the 
 maximum concentrated live load in pounds allowed on buckles (turned 
 down), in addition to a uniform load assumed to be the average 
 weight of paving, etc., of 120 pounds per square foot. 
 
 Thickness of 
 
 Buckle Plate, 
 
 Inches 
 
 Rise, d, in Inches 
 
 2 
 
 2H 
 
 3 
 
 3H 
 
 Vt, 
 He 
 % 
 
 20000 
 30000 
 41000 
 53000 
 
 22000 
 33000 
 45000 
 58000 
 
 22000 
 34000 
 47000 
 61000 
 
 22500 
 34000 
 47500 
 63000 
 
 The total allowable uniformly distributed load which a buckle 
 plate will safely support may be obtained from the formula: 
 W = 12 fdt pounds, per buckle. 
 When the buckles are turned up, use one-third of above values. 
 
 340 
 
FLOOR PLATES 
 
 BUCKLE PLATES 
 
 AMEBIOAN BEIDGE COMPANY 8TANDABD 
 
 s [ 
 
 ja Size of Buckle 
 
 
 Radii of Buckle 
 
 Number 
 of 
 
 Widths of Flanges and Fillets 
 
 
 
 d 
 
 
 
 
 
 
 fc 
 
 
 
 
 
 
 
 
 
 Ridel, 
 
 Side b, 
 
 In. 
 
 Sidel, 
 
 Side b, 
 
 in One 
 
 End Flanges 
 
 Fillets 
 
 Side Flanges 
 
 a 
 
 Ft.-In. 
 
 Ft.-In. 
 
 
 Ft.-In. 
 
 Ft.-In. 
 
 Plate 
 
 li.ls 
 
 h 
 
 bi, b2 
 
 1 
 
 3-11 
 
 4- 6 
 
 sv« 
 
 6- &V% 
 
 8- 9K 
 
 lto 8 
 
 
 
 
 ?. 
 
 4- 6 
 
 3-11 
 
 ■AV, 
 
 8- 9K 
 
 6- 8% 
 
 lto 7 
 
 
 
 3 
 
 3-11 
 
 3- 6 
 
 3 
 
 7- 9K 
 
 6- 3 
 
 lto 8 
 
 °f 5 
 
 
 3?' s «ii 
 
 4 
 
 3- 6 
 
 3-11 
 
 3 
 
 6- 3 
 
 7- 9H 
 
 lto 9 
 
 
 
 fi 
 
 3- H 
 
 3- 9 
 
 3 
 
 7- IK 
 
 7- IK 
 
 lto 8 
 
 II S 
 
 II 
 
 11 3 t O 
 
 fi 
 
 3- 1 
 
 3- 9 
 
 3 
 
 4-10K 
 7- 1% 
 
 7- IK 
 
 lto 10 
 
 7 
 
 3- 9 
 
 3- 1 
 
 3 
 
 4-10K 
 
 lto 8 
 
 £ 
 
 
 E 
 
 
 f 
 
 ■all 
 
 S a -s 
 
 8 
 
 3- 8 
 
 3- 8 
 
 2 
 
 10-2 
 
 10- 2 
 
 lto 8 
 
 
 CD 
 
 5 
 
 
 
 9 
 
 2- 8 
 
 3- 8 
 
 2 
 
 5- 5 
 
 10- 2 
 
 lto 11 
 
 e 
 
 
 
 fc 
 
 10 
 
 3- 8 
 
 2- 8 
 
 2 
 
 10- 2 
 
 5- 5 
 
 lto 8 
 
 © * 
 
 % 
 
 
 
 8 'fi 
 
 ss» 
 
 11 
 
 2- 2 
 
 3- 8 
 
 2 
 
 3- 7M 
 
 10- 2 
 
 lto 14 
 
 8£ 
 
 ■a* 
 
 .fcS 
 
 § 
 
 "S 
 
 la 
 
 Mo 
 
 12 
 
 3- 8 
 
 2- 2 
 
 2 
 
 10- 2 
 
 3- 7M 
 
 lto 8 
 
 
 - a" 
 
 13 
 
 3- 
 
 3- 
 
 2 
 
 6-10 
 
 6-10 
 
 lto 10 
 
 © 
 
 
 ^ 
 
 b 2 a 
 
 - 1 
 
 14 
 
 3- 9 
 
 2- 9 
 
 3 
 
 3-10K 
 
 3-10K 
 
 lto 11 
 
 •a 
 
 
 
 T3 
 
 eS 
 
 19 
 
 2- 6 
 
 2- 9 
 
 2U 
 
 3-10M 
 
 4- 7K 
 
 lto 12 
 
 a 
 
 a* 
 
 
 
 ti 
 
 in" ^ 
 
 ?,0 
 
 2- 9 
 
 2- 6 
 
 2U 
 
 4- 7% 
 
 3-10M 
 
 lto 11 
 
 2* 
 
 
 
 !>> 
 
 &*l 
 
 21 
 
 2- 6 
 
 2- 6 
 
 2Y, 
 
 3-10M 
 
 3-lOJi 
 
 lto 12 
 
 ■3 
 
 w«m 
 
 
 IR 
 
 3 
 
 « s li 
 
 ?2 
 
 3- 5 
 
 3- 6 
 
 3 
 
 6-11 A 
 
 6- 3 
 
 lto 9 
 
 
 ^ffl 
 
 
 
 C8 
 
 23 
 
 3- fi 
 
 3- fi 
 
 3 
 
 6- 3 
 
 5-lli 9 , 
 
 lto 9 
 
 S 
 
 
 
 
 
 s 
 
 
 24 
 
 3- 6 
 
 3- 9 
 
 3 
 
 6- 3 
 
 7- IK 
 
 lto 9 
 
 -"a 
 
 
 5; 
 
 <D 
 
 ■§ °£ 
 
 2S 
 
 3- 9 
 
 3- fi 
 
 3 
 
 7- IK 
 
 6- 3 
 
 lto 8 
 
 £ £. 
 
 rt" 
 
 ^ 
 
 
 
 sJU.. 
 
 2fi 
 
 3- 2 
 
 3- 1 
 
 3 
 
 5- 1« 
 4-10K 
 
 4-10K 
 
 lto 9 
 
 ft « a 
 
 (M 
 
 "^asi 1 
 
 37 
 
 3- 1 
 
 3- 2 
 
 3 
 
 5- IB 
 
 lto 10 
 
 II 1 
 
 11 
 
 II a g'Ei - 
 
 28 
 
 3- 
 
 3- 1 
 
 3 
 
 4- 7H 
 
 4-10K 
 
 lto 10 
 
 d -^ 
 
 
 
 -^ J b § 
 
 29 
 
 3- 1 
 
 3- 
 
 3 
 
 4-10K 
 
 4- 7K 
 
 lto 10 
 
 9 *-< 
 
 3 
 
 
 &™S£ 
 
 30 
 
 2- 6 
 
 2- 
 
 2« 
 
 3-10M 
 
 2- 6A 
 
 lto 12 
 
 a p 
 
 I 
 
 C 
 
 !|JM 
 
 31 
 
 2- 
 
 2- 6 
 
 2V< 
 
 2- 6A 
 
 3-10H 
 
 lto 15 
 
 d 
 
 Bl Mi a 
 
 3? 
 
 5- 6 
 
 3- fi 
 
 3W 
 
 13- 1§3 
 
 5- 4% 
 
 lto 5 
 
 a 
 
 a 
 
 
 33 
 
 3- 6 
 
 5- 6 
 
 3v; 
 
 5- 4% 
 
 13- Hi 
 
 lto 9 
 
 34 
 
 4- 
 
 4- 
 
 3 
 
 8- IK 
 
 8- IH 
 
 lto 7 
 
 
 
 *! o * 
 
 Thickness of Plates, M". A". K" or A". 
 
 Plates of greater length than given in table may be made by splicing with bars, angles, or tees. 
 
 All plates are made with buckles up, unless otherwise ordered. When buckles are turned down, / 
 a drain hole should be punched in the center of each buckle and should be shown on sketch. 
 
 Buckles of different sizes should not be used as it increases the cost of the plate. 
 
 Connection holeB are generally for K".M"orK" rivets or bolts. Holes of different sizes 
 in same plate will increase the cost of the plate. 
 
 Spacing for holeBlengthwise of plate should be in multiples of 3" and should not exceed 12". 
 Odd spaces to be at end of plate and in even }4". Minimum spacing crosswise 4K". usually 6". 
 
 Die number must be shown on drawings. 
 
 Sketches for Buckle Plates should indicate allowable overrun in length and width 
 
 341 
 
CARNEQIE STEEL COMPANY 
 
 TROUGH PLATES 
 
 .j,__ r __.U 
 
 Elements of Teottgh Plates 
 
 I v Single Section 
 
 Riveted Section 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Weight 
 per Foot, 
 Founds 
 
 - Inches 
 
 d, 
 Inches 
 
 Weight per 
 
 Square Foot, 
 
 Pounds 
 
 Section 
 
 Modulus, 
 
 OneFoot Width, 
 
 Inches 3 
 
 M 14 
 M13 
 M 12 
 Mil 
 
 M 10 
 
 9^x3M 
 9Hx3M 
 9Hx3M 
 9Mx3M 
 9^x3^ 
 
 23.2 
 21.4 
 19.7 
 18.0 
 16.3 
 
 8 
 8 
 8 
 8 
 8 
 
 6*3 
 G% 
 6K 
 6K 
 6 
 
 34.8 
 32.1 
 29.6 
 27.0 
 24.5 
 
 15.58 
 14.28 
 13.00 
 11.79 
 10.69 
 
 Allowable Uniform Load in Pounds per Square Foot 
 
 Span 
 
 Fiber Stress, 
 
 16000 Lbs. per Sq. In. 
 
 . Fiber Stress, 
 
 12000 Lbs. per Sq 
 
 In. 
 
 'Feet 
 
 M14 
 
 M13 
 
 M12 
 
 Mil 
 
 M10 
 
 M14 ' 
 
 M13 
 
 M12 
 
 Mil 
 
 M10 
 
 5 
 
 6647 
 
 6093 
 
 5547 
 
 5030 
 
 4561 
 
 4986 
 
 4570 
 
 4160 
 
 3773 
 
 3421 
 
 6 
 
 4616 
 
 4231 
 
 3852 
 
 3493 
 
 3167 
 
 3462 
 
 3173 
 
 2889 
 
 2620 
 
 2376 
 
 7 
 
 3392 
 
 3109 
 
 2830 
 
 2567 
 
 2327 
 
 2543 
 
 2331 
 
 2124 
 
 1925 
 
 1745 
 
 8 
 
 2597 
 
 2380 
 
 2167 
 
 1965 
 
 1782 
 
 1948 
 
 1785 
 
 1625 
 
 1474 
 
 1336 
 
 9 
 
 2052 
 
 1880 
 
 1712 
 
 1553 
 
 1408 
 
 1539 
 
 1410 
 
 1284 
 
 1164 
 
 1058 
 
 10 
 
 1662 
 
 1523 
 
 1387 
 
 1258 
 
 1140 
 
 1246 
 
 ■ 1142 
 
 1040 
 
 943 
 
 855 
 
 11 
 
 1373 
 
 1259 
 
 1146 
 
 1039 
 
 942 
 
 1030 
 
 944 
 
 860 
 
 780 
 
 707 
 
 12 
 
 1154 
 
 1058' 
 
 963 
 
 873 
 
 792 
 
 866 
 
 793 
 
 722 
 
 655 
 
 594 
 
 13 
 
 983 
 
 901 
 
 821 
 
 744 
 
 675 
 
 738 
 
 676 
 
 615 
 
 558 
 
 506 
 
 14 
 
 848 
 
 777 
 
 707 
 
 642 
 
 582 
 
 636 
 
 583 
 
 531 
 
 481 
 
 436 
 
 15 
 
 739 
 
 677 
 
 616 
 
 559 
 
 507 
 
 554 
 
 509 
 
 462 
 
 419 
 
 381 
 
 16 
 
 649 
 
 595 
 
 542 
 
 491 
 
 445 
 
 . 487 
 
 446 
 
 406 
 
 368 
 
 .334 
 
 17 
 
 575 
 
 527 
 
 480 
 
 435 
 
 395 
 
 431 
 
 395 
 
 360 
 
 328 
 
 296 
 
 18 
 
 513 
 
 470 
 
 428 
 
 388 
 
 352 
 
 385 
 
 353 
 
 321 
 
 291 
 
 264 
 
 19 
 
 460 
 
 422 
 
 384 
 
 349 
 
 316 
 
 345 
 
 316 
 
 288 
 
 261 
 
 237 
 
 20 
 
 415 
 
 381 
 
 347 
 
 314 
 
 285 
 
 312 
 
 286 
 
 260 
 
 236 
 
 214 
 
 The values given in above tables are the safe loads per square foot of floor 
 surface and are based upon the average resistance of the riveted portion within 
 distance, a. 
 
 The weight of the plates are included in the safe loads and must be deducted 
 to obtain the net superimposed safe load. 
 
 Safe loads for other fiber stresses than those given in table may be obtained 
 from the values given by direct proportion of the fiber stresses. 
 
 The weight per square foot does not include the weight of rivet heads or 
 other details. 
 
 342 
 
FLOOR PLATES 
 
 CORRUGATED PLATES 
 
 ^^^S^^S^^^^^ 
 
 -J*. 
 
 Elements of Corrugated Plates 
 
 Single Section 
 
 
 Riveted 
 
 Section 
 
 
 Section 
 Index 
 
 Size, 
 Inches 
 
 Weight per 
 Foot, ■ 
 Pounda 
 
 a, 
 
 Inches 
 
 d, 
 Inches 
 
 Weight per 
 
 Square Foot, 
 
 Pounds 
 
 Section 
 Modulus, 
 One Foot 
 Width, 
 Inches' 1 
 
 M 35 
 
 12ft x 2% 
 
 23.7 
 
 12ft 
 
 2H 
 
 23.3 
 
 4.39 
 
 M 34 
 
 12ft x2}f 
 
 20.8 
 
 12ft 
 
 m 
 
 20.4 
 
 3.84 
 
 M 33 
 
 12ft X 2% 
 
 17.8_ 
 
 12ft 
 
 2M 
 
 17.5 
 
 3.28 
 
 M 32 
 
 8MxlJi 
 
 12.0 
 
 8M 
 
 m 
 
 ' 16.5 
 
 1.95 
 
 M 31 
 
 &% x 1 A 
 
 10.1 
 
 8M 
 
 1A 
 
 13.8 
 
 1.55 ' 
 
 M 30 
 
 SMxlM 
 
 8.1 
 
 8M 
 
 ik 
 
 11.5 
 
 1.10 
 
 Allowable Uniform Load in Pounds per Square Foot 
 
 Span 
 
 Fiber Stress, 16000 lbs. per sq. in. 
 
 Fiber Stress, 12000 lbs. 
 
 per sq. in. 
 
 Feet 
 
 M35 
 
 M 34 
 
 M33 
 
 M32 
 
 M31 
 
 M30 
 
 M35 
 
 M34 
 
 M33 
 
 M32 
 
 M31 
 
 M30 
 
 5 
 
 1873 
 
 1638 
 
 1400 
 
 832 
 
 661 
 
 469 
 
 1405 
 
 1229 
 
 1050 
 
 624 
 
 496 
 
 352 
 
 6 
 
 1301 
 
 1138 
 
 972 
 
 578 
 
 459 
 
 326 
 
 976 
 
 853 
 
 729 
 
 433 
 
 344 
 
 244 
 
 7 
 
 956 
 
 836 
 
 714 
 
 425 
 
 337 
 
 240 
 
 717 
 
 627 
 
 536 
 
 318 
 
 253 
 
 180 
 
 8 
 
 732 
 
 640 
 
 547 
 
 325 
 
 258 
 
 183 
 
 549 
 
 480 
 
 410 
 
 244 
 
 194 
 
 138 
 
 9 
 
 578 
 
 506 
 
 432 
 
 257 
 
 204 
 
 145 
 
 434 
 
 379 
 
 324 
 
 193 
 
 153 
 
 109 
 
 10 
 
 468 
 
 410 
 
 350 
 
 208 
 
 165 
 
 117 
 \ 
 97 
 
 351 
 
 307 
 
 262 
 
 156 
 
 124 
 
 , 88 
 
 11 
 
 387 
 
 339 
 
 289 
 
 172 
 
 137 
 
 290 
 
 255 
 
 217 
 
 129 
 
 103 
 
 73 
 
 12 
 
 325 
 
 284 
 
 243 
 
 144 
 
 115 
 
 82 
 
 244 
 
 213 
 
 182 
 
 108 
 
 86 
 
 61 
 
 13 
 
 277 
 
 242 
 
 207 
 
 123 
 
 98 
 
 69 
 
 208 
 
 182 
 
 155 
 
 92 
 
 73 
 
 52 
 
 14 
 
 239 
 
 209 
 
 179 
 
 106 
 
 84 
 
 60 
 
 179 
 
 157 
 
 134 
 
 80 
 
 63 
 
 45 
 
 15 
 
 208 
 
 182 
 
 156 
 
 92 
 
 74 
 
 52 
 
 156 
 
 137 
 
 117 
 
 69 
 
 51 
 
 39 
 
 The values given in above tables are the safe loads per square foot of 
 floor surface and are based upon the average resistance of the riveted portion 
 within distance, a 
 
 The weight of the plates are included in the safe loads and must be 
 deducted to obtain the net superimposed safe load. 
 
 Safe loads fbr other fiber stresses than those given in table may be 
 obtained from the values given by direct proportion of the fiber stresses. 
 
 The weight per square foot does not Include the weight of splice bars, 
 rivet heads or other details. 
 
 343 
 
CARNEQIE STEEL COMPANY 
 
 Elements or Checkered Plates 
 
 Section 
 Index 
 
 Width, a 
 
 Thickness, 
 
 t, 
 
 Inches 
 
 Weight per 
 
 Square Foot, 
 
 Pounds 
 
 Section 
 
 Minimum, 
 Inches 
 
 Maximum, 
 Inches 
 
 OneFoot Width, 
 Inches 8 
 
 M 54 
 M 53 
 M 52 
 M 51 
 M 50 
 M 49 
 
 12 
 12 
 12 
 12 
 12 
 12 
 
 60 
 60 
 60 
 60 
 60 
 48 
 
 X 
 A 
 H 
 
 X 
 A 
 
 21.4 
 18.9 
 16.3 
 13.8 
 11.2 
 8.7 
 
 0.500 
 0.383 
 0.281 
 0.195 
 0.125 
 0.070 
 
 Allowable Uni 
 
 FORM 
 
 Loa 
 
 D IN . 
 
 3 OTTNI 
 
 )S PER Soj 
 
 7 ARE 
 
 ?OOT 
 
 
 Span 
 
 Fiber Stress, 16000 Pounds per Square Inch 
 
 Fiber Stress, 12000 Pounds per Square Inch 
 
 m 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Feet 
 
 M54 
 
 M53 
 
 M52 
 
 M51 
 
 M50 
 
 M49 
 
 MS4 
 
 M53 
 
 M52 
 
 M51 
 
 M50 
 
 M49 
 
 1 
 
 5333 
 
 4083 
 
 3000 
 
 2083 
 
 1333 
 
 746 
 
 4000 
 
 3064 
 
 2248 
 
 1560 
 
 1000 
 
 560 
 
 2 
 
 1333 
 
 1021 
 
 750 
 
 520 
 
 333 
 
 187 
 
 1000 
 
 766 
 
 562 
 
 390 
 
 250 
 
 140 
 
 3 
 
 593 
 
 454 
 
 333 
 
 232 
 
 148 
 
 83 
 
 444 
 
 340 
 
 250 
 
 173 
 
 111 
 
 62 
 
 4 
 
 333 
 
 255 
 
 188 
 
 130 
 
 83 
 
 47 
 
 250 
 
 191 
 
 141 
 
 97 
 
 63 
 
 
 5 
 
 213 
 
 163 
 
 120 
 
 83 
 
 53 
 
 
 160 
 
 122 
 
 90 
 
 62 
 
 
 
 _6 
 
 148 
 
 113 
 
 83 
 
 58 
 
 
 
 111 
 
 85 
 
 62 
 
 
 
 
 7 
 
 '109 
 
 83 
 
 61 
 
 
 
 
 82 
 
 63 
 
 
 
 
 
 8 
 
 83 
 
 64 
 
 
 
 
 
 62 
 
 
 
 
 
 
 9 
 
 66 
 
 
 
 
 
 
 
 
 
 
 
 
 The values given in above table are the safe loads per square foot of 
 plates supported on two sides only and are based upon the resistance of 
 rectangular sections, 12 inches by the net section, t. 
 
 The weight of the plates are included in the safe loads and must be 
 deducted to obtain the net superimposed safe load. 
 
 Safe loads for other fiber stresses than those given in table may be 
 obtained from the values given by direct proportion of the fiber stresses. 
 
 344 
 
ROOF CONSTRUCTION 
 
 ROOFS AND ROOF LOADS 
 
 The design of roofs and the selection of suitable roofing materials 
 depend on the character of the building, whether monumental, 
 public, residence, mill or shop; permanent or temporary; geo- 
 graphical location as regards allowance for snow and wind loads, 
 and also availability of materials and familiarity of workmen 
 with the construction; atmospheric conditions as concerns presence 
 of industrial or other plants producing deleterious gases; water- 
 tightness or resistance of the roof layers to penetration of water, 
 snow or ice under storm and long continued exposure; wind 
 resistance or the strength of materials to resist displacement of 
 the entire surface or disruption between points of support; type 
 and pitch of roof, whether self-supporting on wide spans or 
 requiring the use of sheathing, and whether materials can be laid 
 safely on steep surfaces. 
 
 A good roof on a permanent structure should be fireproof from 
 within as well as without, made of refractory materials supported 
 by equally refractory framing. It should last without repair as 
 long as the building stands without repair. Its maintenance cost 
 should be low and its materials purchased on the probable life and 
 service of the structure. 
 
 Snow Loads. The snow loads on roofs vary with the geographical 
 location, the altitude and humidity of the place, and with the slope 
 of the roof. Where snow is likely to occur, the minimum load per 
 horizontal square foot of roof should be taken at 25 pounds for all 
 slopes up to 20 degrees; this load to be reduced one pound for each 
 degree of increase in slope up to 45 degrees, above which no snow 
 load need be considered. In severe climates these loads should be 
 increased in accordance with actual conditions. Regard should 
 also be taken to the possibility of partial snow load with local 
 concentration. 
 
 Wind Loads. These vary also with the geographical location and 
 the slope of the roof, and, when not fixed by building laws, are 
 usually taken as acting horizontally at 40 pounds per square foot 
 on vertical surfaces of the most exposed structures, and 30 pounds 
 on less exposed structures. On inclined surfaces only the normal 
 components of the wind pressure need be considered. The following 
 normal pressures are based on the formula given by Duchemin: 
 
 P_ = p 1 2 sin a w here Pi is the direct horizontal pressure 
 
 1 + sin 2 o 
 assumed at 30 pounds per square foot on the vertical surface and 
 P the normal pressure on a unit of surface, sloping at angle a with 
 the horizontal. 
 
 345 
 
CARNEGIE STEEL COMPANY 
 
 Normal Wind Pressure, in Pounds per Square Foot 
 
 Slope 
 
 Pressure 
 
 per 
 
 Square Foot, 
 
 Pounds 
 
 Slope 
 a 
 
 Pressure 
 
 per 
 
 Square Foot, 
 
 Pounds 
 
 ' Slope 
 a° 
 
 Pressure 
 
 per 
 
 Square Foot, 
 
 Pounds ' 
 
 Slope 
 
 Pressure 
 
 per 
 
 Square Foot, 
 
 Pounds 
 
 5 
 10 
 15 
 
 5.19 
 10.11 
 14.55 
 
 20 
 25 
 30 
 
 18.37 
 21.51 
 24.00 
 
 35 
 40 
 45- 
 
 25.90 
 27.29 
 28.28 
 
 50 
 
 55 
 
 . 60 
 
 28.97 
 29.41 
 29.69 
 
 For other pressures than 30 pounds per square foot, the values 
 given above change in proportion. For slopes over 60° the values 
 assumed for horizontal pressure are applied. 
 
 Combined Roof Loads. In climates corresponding to that of 
 Pittsburgh, and where the roof loads are not fixed by building 
 laws, ordinary roofs up to 80 feet span should carry the following 
 minimum loads per square foot of exposed surface, applied verti- 
 cally, to provide for dead, wind and snow loads combined. 
 
 Roof Covering 
 
 Roof Load 
 
 per 
 
 Square Foot, 
 
 Pounds 
 
 Gravel or (on boards, fla* slope, 1 to 6 or less 
 
 Compositionj on boards, steep slope, more than 1 to 6 
 Roofing [on 3 inch flat tile or cinder concrete 
 
 Corrugated sheeting on boards or purlins 
 
 „. /on boards or purlins 
 
 ton 3 inch flat tile or cinder concrete 
 
 Tile on steel purlins _. 
 
 Glass 
 
 50 
 45 
 60 
 40 
 50 
 65 
 55 
 45 
 
 For roofs in climates where no snow is likely to occur, reduce 
 these loads by 10 pounds per square foot, but no roof or any part 
 thereof should be designed for a total live and dead load less than 
 40 pounds per square foot. 
 
 Koof Covering. As stated above, suitable protection of a building 
 against rain, snow, etc., depends on the character and location 
 of the building, and the slope or pitch of the roof. Tin, tar, gravel, 
 asphalt roofings and similar compositions are used for flat roofs; 
 slate, tiles, and tin are used for slant roofs of public buildings and 
 residences, shingles for smaller dwelling houses, and corrugated 
 sheeting for shops and warehouses. Slate, tile, tin, and shingles 
 are usually attached to a layer of planking, called sheathing, 
 which in turn is supported by rafters, often called jack rafters, 
 resting upon the roof purlins, or placed directly upon the purlins 
 of the roof. 
 
 346 
 
ROOF CONSTRUCTION 
 
 Approximate Weight of Roofing Material 
 
 Hoofing Material 
 
 Weight 
 
 per 
 Sq. Foot, 
 Pounds - 
 
 Copper, No. 22 B. W. G 
 
 Corrugated galvanized iron. No. 20 B. W. G 
 
 Corrugated galvanized iron, No. 26 B. W. G j 
 
 Felt, 2 layers 
 
 Felt and asphalt or coal-tar 
 
 Glass, % inch thick 
 
 Lath and plaster ceiling 
 
 Lead, y& inch thick 
 
 Mackite, 1 inch thick, with plaster 
 
 Sheathing, hemlock, 1 inch thick 
 
 Sheathing, white pine, spruce, 1 inch thick 
 
 Sheathing, yellow pine, 1 inch thick 
 
 Shingles, 6x18 inches, 6 inches to weather 
 
 Skylight, glass & to J4 inch, including frame 
 
 Slag roof, 4-ply, with cement and sand 
 
 Slate, yi inch thick, 3 inch double lap 
 
 Slate, A inch thick, 3 inch double lap 
 
 Temeplate, IC 
 
 Terneplate, IX 
 
 Tiles (plain), 10J^x6Mx^ inches, 5M inches to weather 
 
 Tiles (Spanish), 14 J^xlOH inches, 7}f inches to weather 
 
 Zinc, No. 20 B. W. G 
 
 1H 
 
 IK 
 H 
 2 
 
 1% 
 6-8 
 7J4 
 10 
 2 
 ■■H-2H 
 3 H 
 2 
 4-10 
 4 
 
 6% 
 % 
 
 18 
 
 8M 
 
 Eoof Trusses. Trusses are used where wide roof openings are to be 
 spanned; they form a structure of compression and tension members 
 and produce vertical reactions under vertical loads J the total load 
 of the roof, that is, the weight of the truss, purlins, roof covering, 
 ceiling, and often also the snow and wind load, is usually considered 
 a uniformly distributed load, equally divided between the two 
 supports and producing equal and vertical end reactions. 
 
 The purlins usually rest on the upper chord .pf the truss, trans- 
 mitting to the latter the load of the roof covering, the wind and 
 snow load, that of the jack rafters and their own, and are often so 
 arranged as to carry the dead load directly to the truss joints or 
 panel points to avoid transverse stresses. The distance between 
 two consecutive joints of the top chord is the panel length, the dis- 
 tance between two adjacent trusses the bay length. 
 
 The transverse strength of the sheathing or of the corrugated 
 iron used for the roof covering generally determines the spaces 
 between the jack rafters or the purlins. These purlins or rafters 
 are small steel shapes, such as beams, channels and angles, or 
 wooden beams, if the roof is not of fireproof construction. 
 
 347 
 
CARNEGIE STEEL COMPANY 
 
 TRUSSES — Formula fob Stresses and Lengthb 
 
 n = L/H = 2 cot a 
 
 3W 
 
 SIMPLE FINK TRUSS 
 
 SIMPLE FAN TRUSS 
 
 Member 
 
 Length 
 
 Member 
 
 Length 
 
 Aa 
 Bb 
 
 La 
 Lc 
 
 ab 
 be 
 
 ,•+4 
 
 <f 
 
 — Kn xW 
 
 — Sin xW 
 
 xW 
 
 xW 
 
 T Vn^+4 
 
 hi L seca 
 
 M L seca 
 
 Vi L sec'a 
 
 L (1— tt sec'a) 
 
 V* L seca tana 
 
 Vi L sec'a 
 
 Aa 
 Bb 
 Co 
 La 
 
 Ld 
 
 ab, be 
 
 cd 
 
 + "^H4(Kn ! +5)xW 
 
 + 2Va ! +4 (,,i ° ,+6)xW 
 
 + W+4C'" !+1 ) * W 
 
 — *n xW 
 
 — Sn xW 
 , ,n\n < +40a' + 144 . 1 „ 
 
 + — 5JH*+53 * w 
 
 W> L seco 
 VoLseca 
 
 W L seca 
 ViL sec'a 
 
 L( l— Vi sec* a) 
 H.L- 
 
 +sec ! atan , a' 
 
 ViL sec 1 a 
 
 4W 
 
 n=3L/H^3 2cottt 
 
 6W 
 
 COMPOUND FINK STRUSS 
 
 COMPOUND FAN TRUSS 
 
 Member 
 
 Length 
 
 Member 
 
 Stress 
 
 Length, 
 
 Aa 
 Bb 
 
 Dr 
 
 La 
 Lc 
 Lg 
 
 ob, ef 
 
 cd 
 
 be, do 
 dg 
 
 (e 
 
 + %Vd7+4 X.W 
 
 + \p+4p*n'+5)xW 
 
 + W+4<' 4 »'+ 3 ) xW 
 
 + VnH4< %11 * +1 > * W 
 — 'An 
 
 " \n'+4 
 
 — to 
 
 — to 
 
 xW 
 xW 
 xW 
 
 \i L seca 
 
 % L seca 
 
 M L sec'a 
 V& L sec'a 
 L (1-* sec'a) 
 
 W Lsecatana 
 
 W L secatana 
 W L sec'a 
 ft L sec'a 
 % L sec'a 
 
 A. 
 
 Bb 
 
 Cc 
 
 Df 
 
 Eg 
 
 Fb 
 
 La 
 Ld 
 Li 
 
 ab, be, 
 
 'B.ga 
 
 de 
 
 cd, ef 
 ei 
 bi 
 
 h \^+4"('to'+ll)xW 
 
 + Vn'+4<* Mm!+9 ' xW 
 + "^+4(' , "''+ 7 ) » W 
 ■•"VaW'W+S) «W 
 + W+4('««»'+ 3 ) xW 
 + \ n ! +4 ('«n'+l) xWK.Lseca 
 
 V17 L seca 
 Wi L seca 
 L 'u L seca 
 Vi; L seca 
 4.- L seca 
 
 — 'to xW 
 
 — %n xW 
 
 — *0 xW 
 
 , nA/n'-HO n'+W _. 
 
 + «(.'+4) xW 
 
 HL sec'a 
 % L sec'a 
 L(l-W sec'a) 
 
 \n'+4 
 
 — to 
 
 — to 
 
 xW 
 
 xW 
 xW 
 xW 
 
 HL^j* 
 
 ViL sec'a 
 ViL sec'a 
 v&L sec'a 
 
 Coefficients lor Calculating Lengths of Truss Members 
 
 ValueB of n 
 
 3 
 
 sy, 
 
 2 cot 30° 
 
 4 
 
 °% 
 
 5 
 
 6 
 
 Values of a 
 
 33°41'24" 
 
 30°15'23" 
 
 30° 
 
 26°33'54" 
 
 22°37'12" 
 
 21°48' 5" 
 
 18°26' 6" 
 
 sec a 
 sec» a 
 sec a tan a 
 
 1.2018 
 1.4444 
 0.8012 
 
 0.8958 
 
 1.1577 
 1.3403 
 0.6753 
 
 0.7778 
 
 1.1547 
 1.3333 
 0.6667 
 
 0.7698 
 
 1.1180 
 1.2500 
 0.5590 
 
 0.6718 
 
 1.0833 
 1.1736 
 0.4514 
 
 0.5781 
 
 1.0770 
 
 1.1600 
 
 - 0.4308 
 
 0.5608 
 
 1.0541 
 1.1111 
 0.3514 
 
 1 /sec2o +sec2atan2a 
 
 0.4969 
 
 348 
 
ROOF CONSTRUCTION 
 
 TRUSSES — Coefficients of Stresses 
 
 2W 
 
 n = L/H = 2 cot a 
 
 3W 
 
 Member 
 
 n = Span -f- Height = 2 cot a 
 
 
 n = Span -h- Height = 2 cot a 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 3 
 
 24/7 
 
 2 cot 
 30° 
 
 4 
 
 24/5 
 
 5 
 
 6 
 
 
 3 
 
 24/7 
 
 2 cot 
 30° 
 
 4. 
 
 24/5 
 
 5 
 
 6 
 
 Aa 
 
 2.70 
 
 2.98 
 
 3.00 
 
 3.35 
 
 3.90 
 
 4.04 
 
 4.74 
 
 Aa 
 
 4.51 
 
 4.98 
 
 5.00 
 
 5.59 
 
 6.50 
 
 6.73 
 
 7.91 
 
 Bb 
 
 2.15 
 
 2.47 
 
 2.50 
 
 2.91 
 
 3.52 
 
 3.67 
 
 4.43 
 
 Bb 
 
 3.54 
 
 3.96 
 
 4.00 
 
 4.55 
 
 5.38 
 
 5.59 
 
 6.64 
 
 La 
 
 2.25 
 
 2.57 
 
 2.60 
 
 3.00 
 
 3.60 
 
 3.75 
 
 4.50 
 
 Co 
 
 3.40 
 
 3.95 
 
 4.00 
 
 4.70 
 
 5.73 
 
 5.99 
 
 7.27 
 
 Lc 
 
 1.50 
 
 1.71 
 
 1.73 
 
 2.00 
 
 2.40 
 
 2.50 
 
 3.00 
 
 La 
 
 3.75 
 
 4.30 
 
 4.33 
 
 5.00 
 
 6.00 
 
 6.25 
 
 7.50 
 
 ab 
 
 0.83 
 
 0.86 
 
 0.87 
 
 0.89 
 
 0.92 
 
 0.93 
 
 0.95 
 
 Ld 
 
 2.25 
 
 2.57 
 
 2.60 
 
 3.00 
 
 3.60 
 
 3.75 
 
 4.50 
 
 be 
 
 0.75 
 
 0.86 
 
 0.87 
 
 1.00 
 
 1.20 
 
 1.25 
 
 1.50 
 
 ab, be 
 
 0.93 
 
 0.99 
 
 1.00 
 
 1.08 
 
 1.18 
 
 1.21 
 
 1.34 
 
 
 
 
 
 
 
 
 
 cd 
 
 1.50 
 
 1.71 
 
 1.73 
 
 2.00 
 
 2.40 
 
 2.50 
 
 3.00 
 
 4W 
 
 
 
 
 
 
 n = 
 
 = L/H=2cota 
 
 
 
 
 
 
 
 6W 
 
 
 n = Span -^ Height = 2 cot a 
 
 
 n = Span -r- Height = 2 cot a 
 
 Member 
 
 3 
 
 24/7 
 
 2 cot 
 30° 
 
 4 
 
 24/5 
 
 5 
 
 6 
 
 Member 
 
 3 
 
 24/7 
 
 2 cot 
 30° 
 
 4 
 
 24/5 
 
 5 
 
 6 
 
 Aa 
 
 6.31 
 
 6.95 
 
 7.00 
 
 7.83 
 
 9.10 
 
 9.42 
 
 11.07 
 
 Aa 
 
 9.92 
 
 10.91 
 
 11.00 
 
 12.30 
 
 14.30 
 
 14.81 
 
 17.39 
 
 Bb 
 
 5.76 
 
 6.44 
 
 6.50 
 
 7.38 
 
 8.72 
 
 9.05 
 
 10.75 
 
 Bb 
 
 8.95 
 
 9.91 
 
 10.00 
 
 11.25113.18 
 
 13.66 
 
 16.13 
 
 Ce 
 
 5,2(1 
 
 5.94 
 
 6.00 
 
 6.93 
 
 8.33 
 
 8.68 
 
 10.43 
 
 Cc 
 
 8.81 
 
 9.91 
 
 10.00 
 
 11.4013.53 
 
 14.07 
 
 16.76 
 
 Df 
 
 4.65 
 
 5 43 
 
 5.50 
 
 6.48 
 
 7.95 
 
 8.31 
 
 10.12 
 
 Df 
 
 8.25 
 
 9.40 
 
 9.50 
 
 10.96 
 
 13.15 
 
 13.70 
 
 16.44 
 
 La 
 
 5,25 
 
 6.00 
 
 6.07 
 
 7.00 
 
 8.40 
 
 8.75 
 
 10.50 
 
 Eg 
 
 7.28 
 
 8.41 
 
 8.50 
 
 9.91 
 
 12.02 
 
 12.55 
 
 15.18 
 
 Lo 
 
 4,50 
 
 5.14 
 
 5.20 
 
 6.00 
 
 7.20 
 
 7.50 
 
 9.00 
 
 Fh 
 
 7.14 
 
 8.40 
 
 8.50 
 
 10.06 
 
 12.38 
 
 42.95 
 
 15.93 
 
 i* 
 
 3 00 
 
 3.43 
 
 3.46 
 
 4.00 
 
 4.80 
 
 5.00 
 
 6.00 
 
 La 
 
 8.25 
 
 9.43 
 
 9.53 
 
 11.00 
 
 13.20 
 
 13.75 
 
 16.50 
 
 ab, ef 
 
 0,83 
 
 n.8B 
 
 0.87 
 
 0.89 
 
 0.92 
 
 0.93 
 
 0.95 
 
 Ld 
 
 6.75 
 
 7.71 
 
 7.79 
 
 9.00 
 
 10.80 
 
 11.25 
 
 13.50 
 
 cd 
 
 1.66 
 
 1.73 
 
 1.73 
 
 1.79 
 
 1.85 
 
 1.86 
 
 1.90 
 
 Li 
 
 4.50 
 
 5.14 
 
 5.20 
 
 6.00 
 
 7.20 
 
 7.50 
 
 9.00 
 
 bc.de 
 
 75 
 
 0.86 
 
 0.87 
 
 1.00 
 
 1.20 
 
 1.25 
 
 1.50 
 
 ab,bc,fg,gh 
 
 0.93 
 
 0.99 
 
 1.00 
 
 1.08 
 
 1.18 
 
 1.21 
 
 1.34 
 
 dg 
 
 150 
 
 171 
 
 1.73 
 
 2.00 
 
 2.40 
 
 2.50 
 
 3.00 
 
 de 
 
 2.50 
 
 2.59 
 
 2.60 
 
 2.68 
 
 2.77 
 
 2.79 
 
 2.85 
 
 H 
 
 2 25 
 
 2.57 
 
 2,60 
 
 3.00 
 
 3.60 
 
 3.75 
 
 4.50 
 
 cd, ef 
 
 1.50 
 
 1.71 
 
 1.73 
 
 2.00 
 
 2.40 
 
 2.50 
 
 3.00 
 
 
 
 
 
 
 
 
 
 ei 
 
 2.25 
 
 2.57 
 
 2.60 
 
 3.00 
 
 3.60 
 
 3.75 
 
 4.50 
 
 
 
 
 
 
 
 
 
 hi 
 
 3.75 
 
 4.29 
 
 4.33 
 
 5.00 
 
 6.00 
 
 6.25 
 
 7.50 
 
 The pitch of a trues is the ratio of the rise or height to the span length of the truss. 
 Pitch = H/L = i/n. n = L/H = i /pitch. 
 
 To obtain the stress in any member of a given truss, multiply the corresponding coefficient by 
 the panel load W. 
 
 Compression members are designated by + and tension members by — 
 
 349 
 
CARNEGIE STEEL COMPANY 
 
 TRUSSES — Formulas fob Stresses and Lengths 
 
 w 
 ^c w 
 
 2W 
 
 3W 
 
 PRATT TRUSS-4 PANELS 
 
 PRATT TRUSS— « PANELS 
 
 Member 
 
 Aa, Bb 
 La 
 Lc 
 ab 
 be 
 
 ' Stress 
 
 Ml/n 2 + 4xW 
 % n xW 
 Yi n xW 
 
 + 1 xW 
 
 — Ki/n^+iexW 
 
 Length 
 
 Member 
 
 L sec a. 
 K L 
 
 L 
 H b 
 
 HV Lfl + 16h - 
 
 Aa, Bb 
 Cd 
 La 
 Lc 
 Le 
 ab 
 cd 
 be 
 de 
 
 + i/na+ 4 
 
 + 1 
 + % 
 
 xwy 8 
 
 xWY« 
 xWV4 
 xW% 
 xWWi 
 xW% 
 xW% 
 
 — y 41 /na+16 
 
 Length 
 
 Lsec o 
 
 L sec o 
 
 L 
 
 L 
 
 L 
 
 h 
 
 h 
 
 xWyei/ L8+16hg 
 xWy 8 jv/l£+36h2_ 
 
 4W. 
 
 
 n=L/H=2cota 
 
 
 5W 
 
 PRATT TRUSS— 8 PANELS 
 
 PRATT TRUSS— 10 PANELS 
 
 Member 
 
 Stress 
 
 Length 
 
 Member 
 
 Stress 
 
 Length 
 
 Aa, Bb 
 
 +%i/n2+ 4xW 
 
 Ya L sec a 
 
 Aa, Bb 
 
 +%l/n2+4 
 
 xW 
 
 A L sec o 
 
 Cd 
 
 +%T/n2+ 4xW 
 
 % L sec a 
 
 Cd 
 
 + 2/112+4 
 
 xW 
 
 A L sec a 
 
 DI 
 
 +%-j/n2+ 4xW 
 
 % L sec a 
 
 DI 
 
 xW 
 
 A L sec a 
 
 La 
 
 — % n xW 
 
 % L 
 
 Eh 
 
 + 8 /2-J/n 2 +4 
 
 xW 
 
 A L sec a 
 
 Lc 
 
 — % n xW 
 
 y 8 l 
 
 La 
 
 -% n 
 
 xW 
 
 A L 
 
 Le 
 
 — % u xW 
 
 Vs L 
 
 Lc 
 
 —2 n 
 
 xW 
 
 A L 
 
 Lg 
 
 — n xW 
 
 y* l 
 
 Le 
 
 -% n 
 
 xW 
 
 A L 
 
 ab 
 
 + 1 ■ xW 
 
 % h 
 
 Lg 
 
 -% n 
 
 xW 
 
 A L 
 
 cd 
 
 +% xW 
 
 y 2 h 
 
 Li 
 
 -% n- 
 
 xW 
 
 % L 
 
 ef 
 
 + 2 xW 
 — Vii/^+iSxW 
 
 % h 
 
 ab 
 cd 
 ef 
 gh 
 
 + 1 
 +% 
 + 2 
 +% 
 
 xW 
 xW 
 xW 
 xW 
 
 % h 
 
 be 
 
 %-l/L2+16h2 
 
 % b. 
 
 de 
 
 ^V4-J/n2+36xW 
 — i4i/n2+64xW 
 
 %i/L2+ 361i2 
 
 % h 
 
 ig 
 
 %V' L ' 2 + 64h2 
 
 % h 
 
 
 
 
 be 
 
 — y 41 /u2+ 16xW 
 
 Al/L2+16 h* 
 
 
 
 
 de 
 
 -%i/n2+ 36xW 
 
 Al/L2+ 36hS 
 
 
 
 
 its 
 
 — y 4 l/n2+ 64 xW 
 
 Al/L*+ 64h» 
 
 
 
 
 hi 
 
 — yVrtf+lOOxW 
 
 A-j/La+lOOha 
 
 350 
 
ROOF CONSTRUCTION 
 
 TRUSSES — Coefficients of Stresses 
 W w 
 
 1 1 
 
 I I 
 
 I I 
 
 I I 
 
 — » t. 
 
 2W 
 
 Lr 
 
 n=L/H=2cot o 
 
 
 n = Span -4- Height = 2 cot a 
 
 Member 
 
 n = Span -s- Height = 2 cot a 
 
 Member 
 
 3 
 
 24/7 
 
 2 cot 
 30° 
 
 4 
 
 24/5 
 
 5 
 
 6 
 
 3 
 
 24/7 
 
 2 cot 
 30° 
 
 4 
 
 24/5 
 
 5 
 
 6 
 
 Aa,Bb 
 La 
 
 Lc 
 
 ab' 
 
 be 
 
 2.70 
 2.25 
 1.50 
 1.00 
 1.25 
 
 2.98 
 2.57 
 1.71 
 1.00 
 1.32 
 
 3.00 
 2.60 
 1.73 
 1.00 
 1.32 
 
 3.35 
 3.00 
 2.00 
 1.00 
 1.41 
 
 3.90 
 3.60 
 2.40 
 1.00 
 1.56 
 
 4.04 
 3.75 
 2.50 
 f.00 
 1.60 
 
 4.74 
 4.50 
 3.00 
 1.00 
 1.80 
 
 Aa.Bb 
 Cd 
 La 
 Lo 
 Le 
 ab 
 cd 
 be 
 de 
 
 4.51 
 3.61 
 3.75 
 3.00 
 2.25 
 1.00 
 1.50 
 1.25 
 1.68 
 
 4.96 
 3.97 
 4.29 
 3.43 
 2.57 
 1.00 
 1.50 
 1.32 
 1.73 
 
 5.00 
 4.00 
 4.33 
 3.46 
 2.60 
 1.00 
 1.50 
 1.32 
 1.73 
 
 5.59 
 4.47 
 5.00 
 4.00 
 3.00 
 1.00 
 1.50 
 1.41 
 1.80 
 
 6.50 
 5.20 
 6.00 
 4.80 
 3.60 
 1.00 
 1.50 
 1.56 
 1.92 
 
 6.73 
 5.39 
 6.25 
 5.00 
 3.75 
 1.00 
 1.50 
 1.60 
 1.95 
 
 7.91 
 6.32 
 7.50 
 6.00 
 4.50 
 1.00 
 1.50 
 1.80 
 2.12 
 
 4W 
 
 
 
 
 
 
 n= 
 
 = L/H=2cota 
 
 
 
 
 
 
 
 5W 
 
 
 n = Span -v- Height = 2 cot a 
 
 
 n = Span -=- Height = 2 cot a 
 
 Member 
 
 3 
 
 24/7 
 
 2 cot 
 30° 
 
 4 
 
 24/5 
 
 5 
 
 6 
 
 
 3 
 
 24/7 
 
 2 cot 
 30° 
 
 4 
 
 24/5 
 
 5 
 
 6 
 
 Aa.Bb 
 
 6 31 
 
 6.95 
 
 7.00 
 
 7.83 
 
 9.10 
 
 9.42 
 
 11.07 
 
 Aa, Bb 
 
 8.11 
 
 8.93 
 
 9.00 
 
 10.06 
 
 11.70 
 
 12.12 
 
 14.23 
 
 Cd 
 
 5 41 
 
 5.95 
 
 6.00 
 
 6.71 
 
 7.80 
 
 s.ns 
 
 9.49 
 
 Cd 
 
 7.21 
 
 7.94 
 
 8.00 
 
 8.94 
 
 10.40 
 
 10.77 
 
 12.65 
 
 Df 
 
 4 51 
 
 4 97 
 
 5.00 
 
 5.59 
 
 6.50 
 
 6.73 
 
 7.91 
 
 Df 
 
 6.31 
 
 6.95 
 
 7.00 
 
 7.83 
 
 9.10 
 
 9.42 
 
 11.07 
 
 La 
 
 5.25 
 
 6 00 
 
 6.0B 
 
 7.no 
 
 8.40 
 
 8.75 
 
 10.5U 
 
 Eh 
 
 5.41 
 
 5.95 
 
 6.00 
 
 6.71 
 
 7.80 
 
 8.08 
 
 9.49 
 
 Lc 
 
 4 50 
 
 5 14 
 
 5.20 
 
 6.00 
 
 7.20 
 
 7.50 
 
 9.90 
 
 La- 
 
 6.75 
 
 7.71 
 
 7.79 
 
 9.00 
 
 10.80 
 
 11.25 
 
 13.50 
 
 Le 
 
 3 75 
 
 4.29 
 
 4 33 
 
 5.00 
 
 6.00 
 
 6.25 
 
 7.50 
 
 Lc 
 
 6.00 
 
 6.86 
 
 6.93 
 
 8.00 
 
 9.60 
 
 10.00 
 
 12.00 
 
 Lg 
 
 3 00 
 
 3 43 
 
 3.46 
 
 4.00 
 
 4.80 
 
 5.00 
 
 6.00 
 
 Le 
 
 5.25 
 
 6.00 
 
 6.06 
 
 7.00 
 
 8.40 
 
 8.75 
 
 10.50 
 
 ab 
 
 100 
 
 1 on 
 
 1 no 
 
 1.00 
 
 1.00 
 
 1.00 
 
 1.00 
 
 Lg 
 
 4.50 
 
 5.14 
 
 5.20 
 
 6.00 
 
 7.20 
 
 7.50 
 
 9.00 
 
 cd 
 
 150 
 
 1.50 
 
 1.50 
 
 1.50 
 
 1.50 
 
 1.50 
 
 1.50 
 
 Li 
 
 3.75 
 
 4.29 
 
 4.33 
 
 5.00 
 
 6.00 
 
 6.25 
 
 7.50 
 
 ef 
 
 2 00 
 
 ?00 
 
 snn 
 
 2.on 
 
 2.nn 
 
 2.00 
 
 2.00 
 
 ab 
 
 1.00 
 
 1.0U 
 
 1.00 
 
 1.00 
 
 1.00 
 
 1.00 
 
 1.00 
 
 be 
 
 1 25 
 
 1 32 
 
 132 
 
 1.41 
 
 1.56 
 
 1.60 
 
 1.80 
 
 cd 
 
 1.50 
 
 1.50 
 
 1.50 
 
 1.50 
 
 1.50 
 
 1.50 
 
 1,50 
 
 de 
 
 1 68 
 
 1 73 
 
 1.73 
 
 1.80 
 
 1.92 
 
 '1.95 
 
 2.12 
 
 ef 
 
 2.00 
 
 2.00 
 
 2.00 
 
 2.00 
 
 2.00 
 
 2.00 
 
 2.00 
 
 fg 
 
 ?,U 
 
 218 
 
 218 
 
 2.24 
 
 2.33 
 
 2.36 
 
 2.50 
 
 gh 
 
 2.50 
 
 2.50 
 
 2.50 
 
 2.50 
 
 2.50 
 
 2.50 
 
 2.50 
 
 
 
 
 
 
 
 
 be 
 
 1.25 
 
 1.32 
 
 1.32 
 
 1.41 
 
 1.56 
 
 1.6( 
 
 1.8U 
 
 
 
 
 
 
 
 
 
 de 
 
 1.68 
 
 1.73 
 
 1.73 
 
 1.8C 
 
 1.92 
 
 1.95 
 
 2.12 
 
 
 
 
 
 
 
 
 
 fg 
 
 2.14 
 
 2.18 
 
 2.18 
 
 2.24 
 
 2.33 
 
 2.36 
 
 2.50 
 
 
 
 
 
 
 
 
 
 hi 
 
 2.61 
 
 2.64 
 
 2.65 
 
 2.69 
 
 2.77 
 
 2.80 
 
 2.92 
 
 351 
 
CARNEGIE STEEl, COMPANY 
 
 CORRUGATED SHEETS 
 
 Corrugated sheets are used for roofs and sides of buildings. They 
 are usually laid directly upon the roof purlins and held in place by 
 means of clips of steel hoops which encircle the purlin and are 
 placed about 12 inches apart. Special care must be taken that the 
 projecting edges of the sheets at the eaves and gable ends of the 
 roof are well secured, otherwise the wind will loosen the sheets. 
 
 Corrugated slieets are made in the sizes given on opposite, page, 
 the size most generally used has nominally 2}^-inch corrugations, 
 actual width 2% inches, abput J^inch in depth. The gages frequently 
 used for roofing are Nos. 20 and 22, U. S. Standard Gage. 
 
 By one corrugation is meant the double curve between corres- 
 ponding points^ and by depth of corrugation the greatest deviation 
 of the curved surfaces from the straight line. 
 
 One and one-half corrugations are allowed for lap in the width 
 of the sheet and 6 inches in the length for the usual quarter pitch 
 roof; one corrugation in width and 4 inches in the length of the 
 sheet is usually allowed for sidings. 
 
 Corrugated sheets of 2, 2J^ and 3 corrugations are furnished in 
 standard lengths of 5, 6, 7, 8, 9 and 10 feet and with a standard 
 covering width of 24 inches, when laid with a lap of either one 
 or one and one-half corrugations. 
 
 By experiment it has been determined that corrugated sheet 
 steel, y% inch deep and 0.035 inch thick, spanning 6 feet, began to 
 give a permanent deflection with a load of 30 pounds per sq. foot, 
 and that it collapsed with a load of 60 pounds per sq. foot. 
 The distance between centers of purlins should, therefore, not 
 exceed 6, feet and should preferably be less than this. 
 
 Approximately the uniformly distributed safe load of corrugated 
 sheets may be obtained from the formulas given below, using the 
 following notations:— 
 
 W=Total allowable uniform load, in pounds. 
 b==Curvilinear width of sheet, in inches (b=1.075x covering 
 
 width). 
 1— Unsupported length of sheet, in inches. 
 t=Thickness of sheet, in inches. 
 d=Depth of corrugations, in inches. 
 f=Allowable fiber stress, in pounds per sq. inch. 
 Thpn . w _ 8fS __ 8f _ 4bdt _ 32fbdt 
 ±ne W I T X ~T5 16T 
 
 25,600 bdt 
 
 for f= 12000, W — 
 
 352 
 
ROOFS AND ROOFINQ 
 
 CORRUGATED SHEETS 
 
 AMERICAN SHEET AND TIN PLATE COMPANY 
 
 Description op Sheets 
 
 Areas op Sheets 
 
 Corrugations 
 
 Width, Inches 
 
 -8 
 s-s 
 
 CO 
 
 Sq. Ft. in 1 Sheet 
 
 Sheets in 100 Sq. Ft. 
 
 Width, Inches 
 
 Depth, 
 Inches 
 
 Num- 
 ber 
 per 
 
 Sheet 
 
 Full 
 Sheet 
 
 Cover- 
 ing 
 
 Corrugations 
 
 Corrugations 
 
 Nomi- 
 nal 
 
 Actual 
 
 5" 
 
 3",2J3", 
 2" 
 
 1M", 
 
 %" 
 
 5" 
 
 3",2V 2 ", 
 2" 
 
 1M". 
 %" 
 
 5 
 3 
 
 *2H 
 2^ 
 2 
 
 lii 
 % 
 
 5 
 3 
 
 2% 
 2% 
 2 
 1M 
 
 H 
 
 % 
 A 
 
 A 
 k 
 
 6 
 9 
 
 10 
 13 
 20 
 40 
 
 28 
 
 26 
 
 27 K 
 
 26 
 
 26 
 
 25 
 
 25 
 
 25 
 24 
 24 
 24 
 24 
 
 23y 4 
 
 24% 
 
 60 
 
 72 
 
 84 
 
 96 
 
 108 
 
 120 
 
 144 
 
 11.67 
 14.00 
 16.33 
 18.67 
 21.00 
 23.33 
 28.00 
 
 10.83 
 13.00 
 15.17 
 17.33 
 19.50 
 21.67 
 26.00 
 
 10.42 
 12.50 
 14.58 
 16.67 
 18.75 
 20.83 
 25.00 
 
 8.57 
 7.14 
 6.12 
 5.36 
 4.76 
 4.29 
 3.57 
 
 9.23 
 7.69 
 6.59 
 5.77 
 5.13 
 4.62 
 3.85 
 
 9.60 
 8.00 
 6.86 
 6.00 
 5.33 
 4.80 
 4.00 
 
 Standard lengths 5, 6, 7, 8, 9 and 10 ft. Maximum length, 12 ft. except for j 
 Sizes denoted *2$4 are for the 27^" width. 
 
 ' corrugation. 
 
 Painted Sheets— Weights in Pounds per 100 Square Feet. 
 
 Cor- 
 rug., 
 In. 
 
 Thickness, United States Standard Gage 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 21 
 
 22 
 
 23 
 
 24 
 
 25 
 
 26 
 
 27 
 
 28 
 
 29 
 
 5 
 
 
 470 
 
 336 
 
 269 
 
 215 
 
 162 
 
 148 
 
 135 
 
 122 
 
 108 
 
 95 
 
 81 
 
 75 
 
 68 
 
 
 3 
 
 
 472 
 
 338 
 
 270 
 
 216 
 
 163 
 
 149 
 
 136 
 
 122 
 
 109 
 
 95 
 
 82 
 
 75 
 
 68 
 
 
 
 *1V, 
 
 615 
 
 478 
 
 342 
 
 274 
 
 219 
 
 165 
 
 151 
 
 137 
 
 124 
 
 110 
 
 97 
 
 83 
 
 76 
 
 69 
 
 
 
 2V, 
 
 607 
 
 472 
 
 338 
 
 270 
 
 216 
 
 163 
 
 149 
 
 136 
 
 122 
 
 109 
 
 95 
 
 82 
 
 75 
 
 m 
 
 
 
 2 
 
 
 
 
 270 
 
 216 
 
 163 
 
 149 
 
 136 
 
 122 
 
 109 
 
 95 
 
 82 
 
 75 
 
 68 
 
 
 
 1 H 
 
 
 
 
 
 
 169 
 
 155 
 
 141 
 
 127 
 
 113 
 
 99 
 
 85 
 
 78 
 
 71 
 
 
 
 % 
 
 
 
 
 
 
 
 
 
 
 113 
 
 99 
 
 85 
 
 78 
 
 71 
 
 
 
 Galvanized Sheets — Weights in Pounds per 100 Square Feet. 
 
 Cor- 
 
 Thickness, United States Standard Gage 
 
 In. 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 21 
 
 22 
 
 23 
 
 24 
 
 25 
 
 26 
 
 27 
 
 28 
 
 29 
 
 5 
 3 
 
 *2K 
 2J^ 
 2 
 
 lJi 
 % 
 
 631 
 623 
 
 486 
 488 
 494 
 488 
 
 352 
 353 
 358 
 353 
 
 285 
 286 
 290 
 286 
 286 
 
 231 
 232 
 235 
 232 
 232 
 
 178 
 178 
 181 
 178 
 178 
 186 
 
 164 
 165 
 167 
 165 
 165 
 172 
 
 151 
 151 
 153 
 151 
 
 151 
 158 
 
 137 
 138 
 140 
 138 
 138 
 144 
 
 124 
 125 
 126 
 125 
 125 
 130 
 130 
 
 111 
 111 
 113 
 111 
 111 
 116 
 116 
 
 97 
 98 
 99 
 98 
 98 
 102 
 102 
 
 90 
 
 91. 
 
 92 
 
 91 
 
 91 
 
 95 
 
 95 
 
 84 
 84 
 85 
 84 
 84 
 88 
 88 
 
 77 
 77 
 78 
 77 
 77 
 81 
 81 
 
 The weights per 100 square feet given in preceding tables do not include 
 allowances lor end or side laps. The following table gives the approximate 
 number of square feet of sheeting necessary to cover an area of 100 square 
 feet and is based on sheets of standard width, 96 inches long. If longer or 
 shorter sheets are used, the number of square feet required will vary accordingly r 
 
 Sq. Feet op 2^£ In. Standard Sheets to Cover Area op 100 Sq. Ft. 
 
 Side Lap 
 
 End Lap, Inches 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6' 
 
 1 Corrugation 
 
 2 
 
 109 
 116 
 123 
 
 111 
 117 
 124 
 
 112 
 118 
 126 
 
 113 
 120 
 127 
 
 114 
 121 
 129 
 
 116 
 122 
 130 
 
 353 
 
CARNEQIE STEEL COMPANY 
 
 STEEL SHEET PILING 
 
 The introduction of steel sheet piling in substitution for wood 
 has made possible the extension and indeed the practical rejuvena- 
 tion of the cofferdam method of making excavations. Its use has 
 led to great ultimate economies, greater safety in working and to 
 the extension in size and depth of open excavations to limits which 
 otherwise were regarded as impossible of attainment. The cellular 
 cofferdam, first used in the Black Rock Lock, Buffalo, is a very 
 successful method for the elimination of the expensive, slow, and 
 not always reliable, pneumatic caisson on work of large magnitude. 
 
 Steel sheet piling by its positive interlock enables the sub-surface 
 diaphragms of diaphragm dams to be made with a certainty not 
 possible with wooden sheet piling, and with an economy not possible 
 with concrete by reason of the elimination of the excavation 
 necessary in the case of the ordinary puddle core, concrete core or 
 masonry core wall. A diaphragm made of such imperishable 
 materials fulfills all the requirements of the ordinary core wall with 
 the additional advantage of accommodating itself, by its flexibility, 
 to slight irregularities of settlement in the dam. It is also used in 
 the construction of curtain walls, sea walls and loading slips, founda- 
 tions for cylinder piers, sewers and trenches, etc. 
 
 In addition to temporary cofferdams, steel sheet piling has found 
 large use in the construction of permanent retaining walls for 
 buildings. Driven before excavation in soils containing quick- 
 sand or water-bearing strata, its use prevents the undermining of 
 adjacent building foundations by movement of the strata. It also 
 prevents in many cases the delay; expense and danger of under- 
 pinning adjacent buildings. It may be employed in this way alone 
 or reinforced by steel buckstays as shown in the illustration, which 
 represents the method followed by D. H. Burnham & Company in 
 constructing retaining walls for the Marshall Field and Stevens 
 Building, Chicago, where sheeting with its attached buckstays was 
 driven its full depth and the basement and sub-basement floors 
 placed as the excavation went forward. The rigidity of the buck- 
 stays with the bracing supported by the floors eliminated the 
 necessity and expense of shoring. After excavation concrete was 
 filled in between the buckstays and the total expense did not 
 exceed 60 per cent, of its cost by the ordinary method. 
 
 Types. The Carnegie Steel. Company manufactures United 
 States Steel Sheet Piling, Friestedt Interlocking Channel Bar 
 Piling, and Symmetrical Interlock Channel Bar Piling. 
 
 354 
 
STEEL SHEET PILING 
 
 United States Steel Sheet Piling is a simple, plain, rolled section 
 ready for use as it comes from the mill without further fabrication. 
 Each piece is complete in itself and all pieces of the same width are 
 interchangeable. Its profile incorporates the advantages of the 
 ball and socket joint, with sufficient clearance in the interlock for 
 ease in driving and sufficient space for the use of a packing substance 
 between its adjacent edges to insure watertightness. United States 
 Steel Sheet Piling is more easily driven and pulled than any other 
 section hitherto placed on the market. The reason for this is 
 believed to be the absence of a leading groove combined with the 
 line contact obtained in the joints. 
 
 Friestedt Interlocking Channel Bar Piling is a fabricated section 
 made of channels and zee bars; unsymmetrical as regards adjacent 
 pieces, one channel having two zee bars full length and the next 
 adjacent channel being plain, that is, without zee bars. 
 
 Symmetrical Interlock Channel Bar Piling is a fabricated section 
 made of channels and zee bars in which each piece has a short zee 
 bar on one edge and a long zee bar on the other. The long zee bar 
 forms the interlock with the next adjacent section, while the short 
 zee reinforces the top of the pile and serves to distribute the blow 
 from the pile driving hammer over the width of the section. 
 
 All the sections have positive interlocks continuous throughout 
 the entire length in both lateral and horizontal directions, affording 
 maximum strength against sidewise deflection, distortion or sepa- 
 ration of the pieces due to pressures, deformation in driving, etc. 
 
 ~~- 355 
 
CARNEQIE STEEL COMPANY 
 
 strength of Section. When driven and under pressure, steel sheet 
 piling must have strength similar to that possessed by any other 
 beam loaded equally or unequally with earth or water pressure, 
 and the resistance of the piling to transverse bending can be calcu- 
 lated by the known laws of flexure from the properties of the section 
 as given in the tables on page 351. In the case of Symmetrical 
 Interlock Channel Bar Piling, the center line of the assemblement 
 is not the center line of the individual members., Calculations are 
 referred, therefore, to a theoretical neutral axis and give the pro- 
 perties of the sections on the assumption that when interlocked 
 they will act as a unit. In the case of United States Steel Sheet 
 Piling, the properties of the individual pieces are the same as the 
 properties of the sections interlocked in place. 
 
 During driving the sections are forced to act as loaded columns, 
 and the tables, therefore, show the radius of gyration of the sections 
 for computing their compressive resistance under load or the blow 
 of the pile driving hammer. The radius of gyration of the section, 
 however, need not bear any definite proportion to its lengthy and 
 blocks of wood may be bolted to the leads of the pile driver if the 
 piling shows a tendency to spring. As the piling actually enters 
 the earth, it is supported laterally and stiffened by the adjacent 
 soil, and the blows of the hammer need but overcome the friction. 
 In an ordinary cofferdam braced in the usual manner, strength in 
 the interlock to resist the tearing apart of the sections by direct 
 tension in a longitudinal direction is not often required, but if it is, 
 United States Steel Sheet Piling is recommended for use, as its 
 longitudinal strength is greater than that of the fabricated sections. 
 This interlock strength in a longitudinal direction depends on the 
 type of section, the opening of the jaw, the character of the soil, 
 etc., and can only be determined by tests. The average longitudinal 
 strength per lineal inch of medium steel sections is as follows: 
 
 9" United States Steel Sheet Piling 5,600 pounds 
 
 12 J^" United States Steel Sheet Piling 9,800 " 
 
 15" 39 lb. Symmetrical Interlock Channel Bar Piling 1,500 
 
 Steel sheet piling is usually made of medium steel manufactured 
 to standard specifications. Where the construction is permanent 
 and possible corrosion is a serious factor, it may be made of steel 
 containing about 0.25% copper, experiments on which, as well 
 as analyses of old structures, indicate that such an addition goes 
 very far towards making the steel practically indestructible. 
 
 Full information on this specialty and its various uses is given 
 in a separate pamphlet entitled "Steel Sheet Piling," copies of 
 which can be had on request. 
 
 356 
 
STEEL SHEET PILING 
 
 UNITED STATES STEEL SHEET PILING 
 
 — -b ->■ 
 
 Elements op Sections, Axis x-x 
 
 Section 
 Index 
 
 Description 
 
 Interlocked or Single Section 
 
 Regular 
 Corner, 
 Weight, 
 Pounds 
 
 per 
 Lineal 
 Foot 
 
 Width 
 
 b, 
 Inches 
 
 Single Section 
 
 Weight, 
 Lbs. per 
 Sq. Ft. 
 
 I 
 In.* 
 
 r 
 In. 
 
 S 
 In.8 
 
 S* 
 In.8 
 
 h 
 2 
 In. 
 
 
 Lbs. per 
 Lin. Ft. 
 
 Area, 
 Sq. In. 
 
 M 106 
 M 104 
 M 103 
 
 13 X 
 
 13 M 
 
 9j| 
 
 42.5 
 
 38 
 
 16 
 
 12.51 
 
 11.30 
 
 4.71 
 
 38 
 35 
 21 
 
 8.56 
 8.50 
 1.45 
 
 0.83 
 0.87 
 0.56 
 
 4.35 
 4.32 
 1.13 
 
 3.93 
 ,3.91 
 11.47 
 
 13 M 
 
 13 H 
 
 9H 
 
 42.5 
 
 38 
 
 16 
 
 SYMMETRICAL INTERLOCK CHANNEL BAR PILING 
 
 Composition and Dimensions of Sections 
 
 s 
 
 
 Channels 
 
 I Zees 
 
 Dimensions, Inches '- 
 
 Si 
 
 
 
 
 
 
 
 
 
 
 
 
 
 iz; 
 
 Section 
 
 Depth, 
 In. 
 
 Lbs. 
 
 ¥1 
 
 Size, 
 In. 
 
 Lbs. 
 
 a 
 
 b 
 
 c 
 
 d< 
 t 
 
 < 
 
 a 
 
 ( 
 
 g 
 
 ,h 
 2 
 
 l 
 
 10"x28 lbs. 
 
 10 
 
 15 
 
 3HX.H 
 
 4.8 
 
 liV 
 
 H 
 
 3 
 
 2 
 
 1 
 
 IK 
 
 5 
 
 9 
 
 '?. 
 
 10"x34 lbs. 
 
 10 
 
 20 
 
 3J^xM 
 
 4.8 
 
 1 A 
 
 « 
 
 3 
 
 2 
 
 1 
 
 1H 
 
 b 
 
 9 
 
 3 
 
 12"x34 lbs. 
 
 12 
 
 20.5 
 
 3^x^ 
 
 8.6 
 
 1% 
 
 14i 
 
 »H 
 
 2M 
 
 IX 
 
 i-% 
 
 6 
 
 10 AS 
 
 4 
 
 12"x39 lbs. 
 
 12 
 
 25 
 
 3^x% 
 
 8.6 
 
 1% 
 
 1H 
 
 3H 
 
 2J4 
 
 i-Vf. 
 
 i% 
 
 6 
 
 10 % 
 
 5 
 
 15"x39 lbs. 
 
 15 
 
 33 
 
 4MxH 
 
 9.2 
 
 1« 
 
 1A 
 
 4H 
 
 3 
 
 1^ 
 
 i-K 
 
 V*4 
 
 13 J4 
 
 6 
 
 15"x45 lbs. 
 
 15 
 
 40 
 
 4Mx% 
 
 9.2 
 
 l« 
 
 1ft 
 
 4H 
 
 3 
 
 1H 
 
 i-% 
 
 V*i 
 
 13J3 
 
 Elements of Sections, Axis x-x 
 
 
 Description 
 
 Interlocked Section 
 
 Single Section 
 
 Regular 
 Corner, 
 Weight, 
 Pounds 
 
 per' 
 Lineal 
 1 Foot 
 
 -3 
 
 1 
 
 21 s 
 lis 
 
 Single Section 
 
 Weight, 
 Lbs. per 
 
 Sq. Ft. 
 
 I 
 In* 
 
 r 
 In. 
 
 S 
 In.8 
 
 S* 
 In.8 
 
 I 
 In.* 
 
 r 
 In. 
 
 S 
 In.s 
 
 z 
 
 Lbs. per 
 Lin. Ft. 
 
 Area, 
 Sq. In. 
 
 1 
 
 2 
 3 
 4 
 5 
 6 
 
 10 
 10 
 12 
 12 
 15 
 15 
 
 21 
 26 
 30 
 35 
 44 
 51 
 
 5.87 
 7.29 
 8.54 
 9.86 
 12.60 
 14.46 
 
 28 
 34 
 34 
 39 
 39 
 45 
 
 7.09 
 10.26 
 14.59 
 18.66 
 28.96 
 36.82 
 
 1.10 
 1.19 
 1.31 
 1.38 
 1.52 
 1.60 
 
 3.64 
 5.27 
 6.63 
 8.48 
 11.44 
 14.55 
 
 4.85 
 7.03 
 7.32 
 9.36 
 10.17 
 12.93 
 
 5.52 
 6.61 
 11.18 
 12.63 
 19.33 
 21.60 
 
 0.97 
 0.95 
 1.14 
 1.13 
 1.24 
 1.22 
 
 2.24 
 2.50 
 3.95 
 4.23 
 5.68 
 6.07 
 
 26 
 31 
 38 
 42 
 51 
 58 
 
 S* is the average section modulus per horizontal foot of wall interlocked in place. 
 
 357 
 
CARNEQIE STEEL COMPANY 
 
 STRUCTURAL TIMBER 
 
 The strength of structural timbers depends upon a number of 
 factors; the kind of wood, the age of the tree, the time of the year 
 in which it was felled, the method of sawing, the character of the 
 seasoning and therewith its moisture content, the proportion of 
 heartwood to sap wood and the proportion of knots to clear wood. 
 
 In consequence of these variable factors, the working unit stresses 
 approved by the building laws of different cities vary widely, as 
 well also as the unit stresses given in the proceedings of the various 
 engineering associations. They go back in some cases to the 
 studies made in 1895 by the Association of Railway Superintendents 
 of Bridges and Buildings. 
 
 The most recent studies in this direction have been made by the 
 American Railway Engineering Association, and the tables for 
 wooden beams and columns which follow are based on the working, 
 unit stresses for structural timbers adopted by that Association. 
 The table of working unit stresses has been reprinted, by permission, 
 from the Manual, edition of 1911. 
 
 These unit stresses vary with the class of construction. They are 
 intended, as noted, for railway bridges and trestles. For highway 
 bridges and trestles and for buildings and similar structures, the 
 unit stresses may be increased in accordance with the more quiescent 
 character of the loading and freedom from deleterious weather 
 conditions. The values are based on carefully selected timbeT 
 purchased in accordance with the standard specifications of the 
 Association and subject to careful inspection. 
 
 The commercial timbers which are in common use in building 
 construction will not meet these specifications, and, therefore, the 
 unit stresses approved by good building practice as evidenced in 
 the building laws of various cities are rightly lower. The tables 
 as they stand are in accord with the average practice as represented 
 by these building laws, and may, therefore, be used as they stand 
 for ordinary building work executed with the commercial grades of 
 timber, such as can be purchased in the open market. 
 
 The allowable loads may be adjusted to other species of wood 
 than those stated in the headings of the tables and to other unit 
 stresses by the direct proportion which such unit stresses bear to 
 those for which the tables are computed. In the case of columns 
 the values may be adjusted to any working unit stress by direct 
 proportion based on the relations of 1/d. 
 
 358 
 
TIMBER SAFE LOADS 
 
 WORKING UNIT STRESSES FOR STRUCTURAL TIMBER 
 
 ADOPTED BT THE AMERICAN RAILWAY ENGINEERING ASSOCIATION 
 
 The working unit stresses given in the table are intended (or railroad 
 bridges and trestles. For highway bridges and trestles, the unit stresses 
 may be increased 25 per cent. For buildings and similar structures, in which 
 the timber is protected from the weather and practically free from impact, 
 the unit stresses may be increased 50 per cent. To compute the deflection 
 of a beam under long continued loading instead of that when the load is 
 first applied, only 50 per cent, of the corresponding modulus of elasticity 
 given in the table is to be employed. 
 
 
 
 
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 359 
 
CARNEGIE STEEL COMPANY 
 
 WOODEN BEAMS 
 
 The safe load tables of -wooden beams which fdllow, based upon 
 the working unit stresses adopted by the American Railway 
 Engineering Association, give the uniformly distributed safe loads 
 for rectangular sections one inch thick; the safe load for a beam of 
 any thickness is found by multiplying the tabular value by the 
 thickness of the beam in inches. The safe loads include the weight 
 of the beams and are computed on the assumption that the beams 
 are braced against lateral deflection. These tables also give mini- 
 mum and maximum spans and coefficients of deflection. 
 
 The maximum safe loads as limited by the allowable shearing 
 stresses along horizontal axes of beams have been calculated from 
 the formula: Maximum safe load = % x area of section x safe 
 unit stress for longitudinal shear. These limits, indicated also by 
 horizontal lines in the tables, should not be exceeded to avoid 
 failure of the beam in horizontal direction of the grain of the wood. 
 
 The theoretical deflection in the center of the span for uniformly 
 distributed and permanently applied loads is obtained from the 
 coefficients of deflection by dividing the depth of the beam, in 
 inches, into the corresponding coefficient; the result obtained only 
 approximates the actual deflection, as the modulus of elasticity 
 varies with the moisture content of the wood. 
 
 The deflection of beams intended to carry plastered ceilings should 
 not exceed Yseo of the span; the table gives the maximum spans for 
 this limit, for uniformly distributed and permanently applied loads. 
 
 For loads concentrated in the center of the span, use one-half the 
 values for the tabular loads and four-fifths of the coefficients of 
 deflection. For special cases of loading, see pages 206 to 211. 
 
 Example 1. — Required the thickness and the approximate deflection of a 
 beam of white oak, 14 inches deep, supporting a uniformly distributed and 
 permanent dead and live load of 10,000 pounds over a span of 19 feet. 
 
 The tabular value for a beam one inch thick and for a span of 19 feet is 
 1,261 pounds; the required thickness is therefore 10,000-^1,261=8 inches, and 
 the deflection is 20.72-5-14=1.48 inches. 
 
 Example 2. — Required the safe load of a beam of white pine, 8 inches 
 deep and 6 inches thick, without exceeding the longitudinal shearing stress. 
 
 The table gives for a corresponding beam 1 inch thick a safe load of 747 
 pounds; the total safe load is therefore 6 x 747=4,482 pounds, or the safe load 
 which can be safely supported over a span of 8.6 feet. 
 
 Example 3. — Required the safe load, concentrated in the center of a span 
 26 feet long, and the deflection of a beam of longleaf pine, 18 inches deep and 
 12 inches thick. 
 
 The table gives for a corresponding beam 1 inch thick a uniformly distri- 
 buted safe load of 1,800 pounds, or for a load in center of span 1,800-^2=900 
 pounds ; for a beam 12 inches wide the safe load is therefore 900 x 12 = 10,800 
 pounds, and the deflection is approximately % x 32.75-^-18=1.46 inches. 
 
 360 
 
TIMBER SAFE LOADS 
 
 RECTANGULAR WOODEN BEAMS— ONE INCH THICK 1 
 
 Maximum Safe Loads and Limiting Spans 
 
 1 
 
 White 
 
 Longleaf 
 
 Short leaf 
 
 White 
 
 Douglas 
 
 Western 
 
 Spruce 
 
 Oak 
 
 Pine 
 
 Pine 
 
 Pine 
 
 Fir 
 
 Hemlock 
 
 
 =| 
 
 Max. 
 
 Min. 
 
 Max. 
 
 Min. 
 
 Max. 
 
 Min. 
 
 Max. 
 
 Min. 
 
 Max. 
 
 Min. 
 
 Max. 
 
 Min. 
 
 Max. 
 
 Min. 
 
 
 Load, 
 
 Span, 
 
 Load, 
 
 Span, 
 
 Load, 
 
 Span, 
 
 Load, 
 
 Span, 
 
 Load, 
 
 Span, 
 
 Load, 
 
 Span, 
 
 Load, 
 
 Span, 
 
 a 
 
 Lbs. 
 
 Ft. 
 
 Lbs. 
 
 Lbs. 
 
 Ft. 
 
 Lbs. 
 
 Lbs. 
 
 Lbs. 
 
 Lbs. 
 
 2 
 
 293 
 
 1.7 
 
 320 
 
 1.8 
 
 347 
 
 1.4 
 
 187 
 
 2.1 
 
 293 
 
 1.8 
 
 267 
 
 1.8 
 
 187 
 
 2.4 
 
 4 
 
 587 
 
 8.3 
 
 640 
 
 3.6 
 
 693 
 
 2.H 
 
 373 
 
 4.3 
 
 587 
 
 3.6 
 
 533 
 
 3.7 
 
 373 
 
 4.8 
 
 6 
 
 88(1 
 
 5.0 
 
 960 
 
 5.4 
 
 104(1 
 
 4.2 
 
 560 
 
 6.4 
 
 88C 
 
 5.5 
 
 800 
 
 5.5 
 
 560 
 
 7.1 
 
 8 
 
 1173 
 
 6.7 
 
 1280 
 
 7.2 
 
 1387 
 
 5.6 
 
 747 
 
 8.6 
 
 1173 
 
 7.3 
 
 1067 
 
 7.8 
 
 747 
 
 9.5 
 
 10 
 
 1467 
 
 8.4 
 
 1600 
 
 9.(1 
 
 1733 
 
 7.1 
 
 933 
 
 10.7 
 
 1467 
 
 9.1 
 
 1333 
 
 9.2 
 
 933 
 
 11.9 
 
 12 
 
 1760 
 
 10.0 
 
 1920 
 
 10.8 
 
 2080 
 
 8.5 
 
 1120 
 
 I2.S 
 
 176(1 
 
 10. fl 
 
 1600 
 
 11.0 
 
 1120 
 
 14.3 
 
 14 
 
 2053 
 
 11.7 
 
 2240 
 
 12.6 
 
 2427 
 
 H.H 
 
 1307 
 
 15.(1 
 
 2053 
 
 12.8 
 
 1867 
 
 12.8 
 
 1307 
 
 16.7 
 
 16 
 
 2347 
 
 13.4 
 
 2560 
 
 14.4 
 
 2778 
 
 11.3 
 
 1493 
 
 17.1 
 
 2347 
 
 14.6 
 
 2133 
 
 14.7 
 
 1493 
 
 19.0 
 
 18 
 
 2640 
 
 1 5.0 
 
 2880 
 
 16. 3 
 
 3120 
 
 12.7 
 
 1680 
 
 19.3 
 
 2640 
 
 16.4 
 
 2400 
 
 16.5 
 
 168(1 
 
 21.4 
 
 20 
 
 2933 
 
 16.7 
 
 3200 
 
 18.1 
 
 3467 
 
 14.1 
 
 1867 
 
 21.4 
 
 2933 
 
 18.2 
 
 2667 
 
 18.3 
 
 1867 
 
 23.8 
 
 22 
 
 3227 
 
 18.4 
 
 3520 
 
 19.9 
 
 3813 
 
 1.5.5 
 
 2053 
 
 23.6 
 
 3227 
 
 20.0 
 
 2933 
 
 20.2 
 
 2053 
 
 26.2 
 
 24 
 
 3520 
 
 20.0 
 
 3840 
 
 21.7 
 
 4160 
 
 16.9 
 
 2240 
 
 25.7 
 
 3520 
 
 21.9 
 
 3200 
 
 22.0 
 
 2240 
 
 28.6 
 
 
 " Coefficients 
 
 of Deflection 
 
 FOR 
 
 Permanent Loads 
 
 
 
 
 Shortr 
 
 
 
 
 
 
 Short 
 
 
 
 Span 
 
 White 
 
 Long- 
 leaf . 
 
 leaf 
 Pine, 
 
 White 
 Pine, 
 
 Spruce 
 
 Span 
 
 White- 
 
 Long- 
 leaf 
 
 leaf 
 Pine, 
 
 White 
 Pine, 
 
 Spruce 
 
 Feet 
 
 Oak 
 
 Pine 
 
 Western 
 Hem- 
 
 Douglaa 
 Fir 
 
 Feet 
 
 Oak 
 
 Pine 
 
 Western 
 Hem- 
 
 Douglas 
 Fir 
 
 
 
 
 lock 
 
 
 
 
 
 
 lock 
 
 
 
 1 
 
 0.06 
 
 0.05 
 
 0.05 
 
 0.05 
 
 0.05 
 
 21 
 
 25.31 
 
 21.37 
 
 19.67 
 
 21.05 
 
 20.20 
 
 2 
 
 0.23 
 
 0.19 
 
 0.18 
 
 0.19 
 
 0.18 
 
 22 
 
 27.78 
 
 23.44 
 
 21.59 
 
 23.10 
 
 22.17 
 
 3 
 
 0.52 
 
 0.44 
 
 0.40 
 
 0.43 
 
 0.41 
 
 23 
 
 30.37 
 
 25.63 
 
 23.59 
 
 25.25 
 
 24.23 
 
 4 
 
 0.92 
 
 0.78 
 
 0.71 
 
 0.76 
 
 0.73 
 
 24 
 
 33.06 
 
 27.91 
 
 25.69 
 
 27.49 
 
 26.38 
 
 5 
 
 1.44 
 
 1.21 
 
 1.12 
 
 1.19 
 
 1.15 
 
 25 
 
 35.88 
 
 30.28 
 
 27.88 
 
 29.83 
 
 28.63 
 
 6 
 
 2.07 
 
 1.74 
 
 1.61 
 
 1.72 
 
 1.65 
 
 26 
 
 38.80 
 
 32.75 
 
 30.15 
 
 32.27 
 
 30.96 
 
 • 7 
 
 2.81 
 
 2.37 
 
 2.19 
 
 2.34 
 
 2.24 
 
 27 
 
 41.85 
 
 35.32 
 
 32.51 
 
 34.80 
 
 33.39 
 
 8 
 
 3.67 
 
 3.10 
 
 2.85 
 
 3.06 
 
 2.93 
 
 28 
 
 45.00 
 
 37.99 
 
 34.97 
 
 37.42 
 
 35.91 
 
 9 
 
 4.65 
 
 3.92 
 
 3.61 
 
 3.87 
 
 3.71 
 
 29 
 
 48.27 
 
 40.75 
 
 37.51 
 
 40.14 
 
 38.52 
 
 10 
 
 5.74 
 
 4.85 
 
 4.46 
 
 4.77 
 
 4.58 
 
 30 
 
 51.66 
 
 43.61 
 
 40.14 
 
 42.96 
 
 41.22 
 
 11 
 
 6.95 
 
 5.86 
 
 5.40 
 
 5.78 
 
 5.54 
 
 31 
 
 55.16 
 
 46.56 
 
 42.86 
 
 45.87 
 
 44.01 
 
 12 
 
 8.27 
 
 6.98 
 
 6.42 
 
 6.87 
 
 6.60 
 
 32 
 
 58.78 
 
 49.61 
 
 45.67 
 
 48.88 
 
 46.90 
 
 13 
 
 9.70 
 
 8.19 
 
 7.54 
 
 8.07 
 
 7.74 
 
 33 
 
 62.51 
 
 52.76 
 
 48.57 
 
 51.98 
 
 49.88 
 
 14 
 
 11.25 
 
 9.50 
 
 8.74 
 
 9.36 
 
 8.98 
 
 34 
 
 66,35 
 70\32 
 
 56.01 
 
 51.56 
 
 55.18 
 
 52.95 
 
 15 
 
 12.92 
 
 10.90 
 
 10.04 
 
 10.74 
 
 10.31 
 
 35 
 
 59.35 
 
 54.64 
 
 58.47 
 
 56.11 
 
 16 
 
 14.69 
 
 12.40 
 
 11.42 
 
 12.22 
 
 11.73 
 
 36 
 
 74.39 
 
 62.79 
 
 57.80 
 
 61.86 
 
 59.36 
 
 17 
 
 16.59 
 
 14.00 
 
 12.89 
 
 13.79 
 
 13.24 
 
 37 
 
 78.58 
 
 66.33 
 
 61.06 
 
 65.34 
 
 62.7)0 
 
 18 
 
 18.60 
 
 15.70 
 
 14.45 
 
 15.47 
 
 14.84 
 
 38 
 
 82.89 
 
 69.96 
 
 64.40 
 
 68.92 
 
 66.14 
 
 19 
 
 20.72 
 
 17.49 
 
 16.10 
 
 17.23 
 
 16.53 
 
 39 
 
 87.31 
 
 73.69 
 
 67.84 
 
 72.60 
 
 69.66 
 
 20 
 
 22.96 
 
 19.38 
 
 17.84 
 
 19.09 
 
 18.32 
 
 40 
 
 91.84 
 
 77.52 
 
 71.36 
 
 76.37 
 
 73.28 
 
 Maximum Spans in Feet for Deflections^ 1/360 Span 
 
 Species of Timber 
 
 Depth of Beam in Inches 
 
 2 
 
 i 
 
 6 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 White Oak 
 Longleaf Fine 
 Shortleaf Pine, Hemlock 
 White Pine, Douglas Fir 
 Spruce 
 
 1.2 
 1.4 
 1.5 
 1.4 
 1.5 
 
 2.3 
 2.8 
 3.0 
 2.8 
 2.9 
 
 3.5 
 4.1 
 4.5 
 4.2 
 4.4 
 
 4.6 
 5.5 
 6.0 
 5.6 
 5.8 
 
 5.8 
 6.9 
 7.5 
 7.0 
 7.3 
 
 7.0 
 8.3 
 9.0 
 8.4 
 8.7 
 
 8.1 
 9.6 
 
 10.5 
 9.8 
 
 10.2 
 
 9.3 
 11.0 
 12.0 
 11.2 
 11.6 
 
 10.5 
 12.4 
 13.5 
 12.6 
 13.1 
 
 11.6 
 13.8 
 15.0 
 14.0 
 14.6 
 
 12.8 
 15.1 
 16.4 
 15.4 
 16.0 
 
 13.9 
 16.5 
 17.9 
 16.7 
 17.5 
 
 361 
 
CARNEGIE STEEL COMPANY 
 
 RECTANGULAR WOODEN BEAMS— ONE INCH THICK 
 
 
 DOUGLAS FIR 
 
 Allowable Uniform Load in Pounds 
 
 Maximum Bending Stress, 1200 Pounds per Square Inch 
 
 Span 
 
 Depth of Beam in Inches 
 
 Feet 
 
 2 
 
 i 
 
 6 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 2 
 3 
 4 
 5 
 
 293 
 
 267 
 178 
 133 
 107 
 
 687 
 
 
 
 
 
 
 
 
 
 
 
 533 
 
 427 
 
 6 
 7 
 8 
 9 
 10 
 
 89 
 76 
 67 
 
 356 
 305 
 267 
 237 
 213 
 
 880 
 
 1178 
 
 1467 
 
 
 
 - 
 
 
 
 
 
 800 
 686 
 600 
 533 
 480 
 
 1067 
 948 
 853 
 
 1333 
 
 11 
 12 
 13 
 14 
 15 
 
 
 194 
 
 178 
 
 436 
 400 
 369 
 343 
 320 
 
 776 
 711 
 656 
 610 
 569 
 
 1212 
 
 1111 
 
 1026 
 
 952 
 
 889 
 
 1760 
 
 2053 
 
 2347 
 
 
 
 
 
 1745 
 1600 
 1477 
 1371 
 1280 
 
 2010 
 1867 
 1742 
 
 2276 
 
 16 
 17 
 18 
 .19 
 20 
 
 <> 
 
 
 300 
 
 533 
 502 
 
 474 
 449 
 427 
 
 833 
 784 
 741 
 702 
 667 
 
 1200 
 1129 
 1067 
 1011 
 960 
 
 1633 
 1537 
 1452 
 1375 
 1307 
 
 2133 
 2008 
 1896 
 1796 
 1707 
 
 2640 
 
 2933 
 
 8227 
 
 
 2541 
 2400 
 2274 
 2160 
 
 2807 
 2667 
 
 3227 
 
 21 
 
 
 
 
 
 635 
 
 914 
 
 1244 
 
 1625 
 
 2057 
 
 2540 
 
 3073 
 
 3320 
 
 22 
 23 
 24 
 25 
 
 
 
 
 
 606 
 580 
 556 
 
 873 
 835 
 800 
 768 
 
 1188 
 1136 
 1089 
 1045 
 
 1552 
 1484 
 1422 
 1365 
 
 1964 
 1878 
 1800 
 1728 
 
 2424 
 2319 
 2222 
 2133 
 
 2933 
 2806 
 2689 
 2581 
 
 3491 
 3339 
 3200 
 3072 
 
 26 
 27 
 28 
 29 
 30 
 
 
 
 
 V 
 
 
 738 
 711 
 686 
 
 1005 
 968 
 933 
 901 
 871 
 
 1313 
 1264 
 1219 
 1177 
 1138 
 
 1662 
 1600 
 1543 
 1490 
 1440 
 
 2051 
 1975 
 1905 
 1839 
 1778 
 
 2482 
 2390 
 2305 
 2225 
 2151 
 
 2954 
 2844 
 2743 
 2648 
 2560 
 
 31 
 32 
 33 
 34 
 35 
 
 
 . 
 
 
 
 
 
 843 
 817 
 
 1101 
 1067 
 1034 
 1004 
 975 
 
 1394 
 1350 
 1309 
 1271 
 1234 
 
 1720 
 1667 
 1616 
 1569 
 1524 
 
 2082 
 2017 
 1956 
 
 1S9S 
 1844 
 
 2477 
 2400 
 2327 
 2259 
 2194 
 
 36 
 37 
 38 
 39 
 40 
 
 
 
 
 
 
 
 
 948 
 
 1200 
 1168 
 1137 
 1108 
 1080 
 
 1481 
 1441 
 1404 
 1368 
 1333 
 
 1793 
 1744 
 1698 
 1655 
 1613 
 
 2133 
 2076 
 2021 
 1969 
 1920 
 
 Horizontal lines indicate the limit for resistance to shear in the horizontal direction of the grain. 
 
 362 
 

 
 
 
 TIMBER 
 
 SAFE 
 
 hOt 
 
 IDS 
 
 
 
 
 
 RECTANGULAR WOODEN BEAMS— ONE INCH THICK 
 
 
 LONGLEAF PINE 
 
 
 Allowable Unifobm Load in Pounds 
 
 
 Maximum Bending Stress, 1300 Pounds per Square Inch 
 
 Span 
 
 Depth of Beam in Inches 
 
 
 
 
 
 Feet 
 
 2 
 
 4 
 
 G 
 
 8 
 
 10 
 
 12 
 
 u 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 2 
 3 
 
 4 
 5 
 
 320 
 
 640 
 
 
 
 
 
 
 
 
 
 
 
 289 
 193 
 144 
 116 
 
 578 
 462 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 96 
 S3 
 
 72 
 
 385 
 330 
 289 
 257 
 231 
 
 960 
 
 1280 
 
 1600 
 
 
 
 
 
 
 
 ( 
 
 867" 
 
 743 
 
 650 
 
 578 
 
 520 
 
 1156 
 
 1027 
 
 924 
 
 1444 
 
 11 
 12 
 13 
 14 
 15 
 
 
 210 
 193 
 
 473 
 433 
 400 
 371 
 347 
 
 840 
 770 
 711 
 660 
 616 
 
 1313 
 1204 
 1111 
 1032 
 963 
 
 1920 
 
 2240 
 
 2660 
 
 
 
 
 
 1891 
 1733 
 1600 
 I486 
 1387 
 
 2178 
 2022 
 1887 
 
 2465 
 
 16 
 17 
 18 
 19 
 20 
 
 
 
 325 
 
 578 
 544 
 514 
 487 
 462 
 
 903 
 850 
 802 
 760 
 722 
 
 1300 
 1224 
 1156 
 1095 
 1040 
 
 1769 
 1665 
 1573 
 1490 
 1416 
 
 2311 
 2175 
 2054 
 1946 
 1849 
 
 2880 
 
 3200 
 
 3520 
 
 
 2753 
 2600 
 2463 
 2340 
 
 3041 
 2889 
 
 3496 
 
 21 
 22 
 23 
 24 
 25 
 
 
 
 
 
 688 
 657 
 628 
 602 
 
 991 
 945 
 904 
 867 
 832 
 
 1348 
 1287 
 1231 
 1180 
 1132 
 
 1761 
 1681 
 1608 
 1541 
 1479 
 
 2229 
 2127 
 2035 
 1950 
 1872 
 
 2751 
 2626 
 2512 
 2407 
 2311 
 
 3329 
 3178 
 3040 
 2913 
 2796 
 
 8840 
 
 3782 
 3617 
 3467 
 3328 
 
 26 
 27 
 28 
 29 
 30 
 
 
 
 
 
 
 800 
 770 
 743 
 
 1089 
 
 1049 
 
 1011 
 
 976 
 
 944 
 
 1422 
 1370 
 1321 
 1275 
 1233 
 
 1800 
 1733 
 1671 
 1614 
 1560 
 
 2222 
 2140 
 2064 
 1992 
 1926 
 
 2689 
 2589 
 2497 
 2411 
 2330 
 
 3200 
 3082 
 2971 
 2869 
 2773 
 
 31 
 32 
 33 
 34 
 35 
 
 
 
 
 
 
 
 913 
 
 885 
 
 1193 
 1156 
 1121 
 1088 
 1057 
 
 1510 
 1463 
 1418 
 1377 
 1337 
 
 1864 
 1806 
 1751 
 1699 
 1651 
 
 2255 
 2185 
 2119 
 2056 
 1998 
 
 2684 
 2600 
 2521 
 2447 
 2377 
 
 36 
 37 
 38 
 39 
 40 
 
 
 
 
 ' 
 
 
 
 
 1027 
 
 1300 
 1265 
 1232 
 1200 
 1170 
 
 1605 
 1562 
 1521 
 1482 
 1444 
 
 1942 
 1890 
 1840 
 1793 
 1748 
 
 2313 
 2249 
 2189 
 2133 
 2080 
 
 Horizontal lines indicate the limit for resistance to shear in the horizontal direction of the grain. 
 
 363 
 

 
 
 CARNEGIE STEEL COMPANY 
 
 
 
 
 RECTANGULAR WOODEN BEAMS— ONE INCH THICK 
 shortleaf pine, western hemlock and white oak 
 
 Allowable Uniform Load in Pounds 
 Maximum Bending Stress, 1100 Pounds per Square Inch 
 
 Span 
 
 in 
 
 Feet 
 
 Depth of Beam in Inches 
 
 2 
 
 4 
 
 6 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 •8 
 
 9 
 10 
 11 
 12 
 13 
 14 
 15 
 
 16 
 17 
 18 
 19 
 20 
 21 
 *22 
 23 
 24 
 25 
 26 
 27 
 28 
 29 
 30 
 
 31 
 32 
 33 
 .34 
 35 . 
 36 
 37 
 38 
 39 
 40 
 
 347 
 
 693 
 
 1040 
 
 1387 
 
 , 1733 
 
 2080 
 
 2427 
 
 \ 
 
 2773 
 
 S120 
 
 3467 
 
 3813 
 
 4160 
 
 245 
 163 
 122 
 98 
 82 
 70' 
 61 
 
 1 
 
 652 
 489 
 391 
 326 
 279 
 245 
 217 
 196 
 178 
 163 
 
 880 
 733 
 629 
 550 
 489 
 440 
 400 
 367 
 338 
 314 
 293 
 275 
 
 1304 
 
 1117 
 978 
 869 
 782 
 
 711 
 652 
 602 
 559 
 522 
 ,489 
 460 
 435 
 412 
 391 
 
 1528 
 1358 
 
 1956 
 
 1222 
 1111 
 1019 
 940 
 873 
 816 
 764 
 719 
 679 
 643 
 611 
 583 
 556 
 531 
 509 
 
 1760 
 
 1600 
 
 1467 
 
 1354 
 
 1257 
 
 1173 
 
 1100 
 
 1035 
 
 978 
 
 926 
 
 880 
 
 838 
 
 800 
 
 765 
 
 733 
 
 704 
 
 677 
 
 652 
 
 629 
 
 2396 
 2178 
 
 1996 
 
 1843 
 
 1711 
 
 1597 
 
 1497 
 
 1409 
 
 1331 
 
 1261 
 
 1198 
 
 1141 
 
 1089 
 
 1042 
 
 998 
 
 958 
 
 921 
 
 887 
 
 856 
 
 826 
 
 799 
 
 773 
 
 749 
 
 2607 
 2407 
 2235 
 
 3046 
 2829 
 
 2086 
 1956 
 1841 
 1738 
 1647 
 1564 
 1490 
 1422 
 1361 
 1304 
 1252 
 
 1203 
 
 1159 
 
 1118 
 
 1079 
 
 1043 
 
 1009 
 
 978 
 
 948 
 
 920 
 
 894 
 
 869 
 
 2640 
 2475 
 
 3259 
 3055 
 
 3697 
 3480 
 3287 
 
 2329 
 2200 
 2084 
 1980 
 1886 
 1800 
 1722 
 1650 
 1584 
 
 1523 
 1467 
 1414 
 1366 
 1320 
 
 1278 
 1238 
 1200 
 1165 
 1131 
 1100 
 1070 
 1042 
 1015 
 990 
 
 2876 
 2716 
 
 4141 
 3911 
 3705 
 3520' 
 3352 
 3200 
 3061 
 2933 
 2816 
 2708 
 2608 
 2514 
 2428 
 2348 
 2271 
 2200 
 2133 
 2071 
 2011 
 1956 
 1903 
 1853 
 1805 
 1760 
 
 2573 
 2444 
 2328 
 2222 
 2126 
 2037 
 1956 
 1880 
 1811 
 1746 
 1686 
 1630 
 1577 
 1528 
 1482 
 1438 
 1397 
 1358 
 1321 
 1287 
 1254 
 1222 
 
 3113 
 2958 
 2817 
 2689 
 2572 
 2465 
 2366 
 2275 
 2191 
 2113 
 2040 
 1973 
 1908 
 1849 
 1793 
 1740 
 1690 
 1643 
 1599 
 1557 
 1517 
 1479 
 
 horizon 
 
 per, middle, an 
 ;al direction of 
 
 d lower 
 hegrai 
 
 horizontal lines indicate the limits for resistance to shear in the 
 i of Shortleaf Pine, White Oak, and Hemlock respectively. 
 
 364 
 
TIMBER SAFE LOADS 
 
 RECTANGULAR WOODEN BEAMS— ONE INCH THICK 
 
 white pine 
 
 Allowable Uniform Load in Pounds 
 Maximum Bending Stress, 900 Pounds per Square Inch 
 
 Span 
 
 Depth of Beam in Inches 
 
 Feet 
 
 2 
 
 4 
 
 6 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 2 
 
 187 
 
 S78 
 
 
 
 
 
 
 
 
 
 
 1 
 
 3 
 
 4 
 
 133 
 
 100 
 
 80 
 
 
 5 
 
 320 
 
 
 6 
 
 67 
 57 
 50 
 
 267 
 229 
 200 
 178 
 160 
 
 560 
 
 747 
 
 
 
 
 
 
 
 
 
 7 
 8 
 
 514 
 450 
 400 
 360 
 
 
 9 
 10 
 
 711 
 640 
 
 
 
 
 145 
 133 
 
 327 
 300 
 277 
 257 
 240 
 
 582 
 533 
 492 
 457 
 
 427 
 
 933 
 
 1120 
 
 1307 
 
 
 
 
 
 
 11 
 12 
 
 909' 
 
 833 
 
 769 
 
 714 
 
 667 
 
 
 13 
 14 
 
 1108 
 
 1029 
 
 960 
 
 
 • 15 
 
 1307 
 
 
 16 
 17 
 
 
 
 225 
 
 400 
 377 
 356 
 337 
 320 
 
 625 
 588 
 556 
 526 
 500 
 
 900 
 847 
 800 
 758 
 720 
 
 1225 
 1153 
 1089 
 1032 
 980 
 
 1493 
 
 1630 
 
 
 
 
 18 
 19 
 
 1422 
 1347 
 1280 
 
 
 20 
 
 1620 
 
 
 21 
 
 
 
 
 
 476 
 455 
 435 
 
 417 
 
 686 
 655 
 626 
 600 
 576 
 
 933 
 891 
 
 852 
 817 
 784 
 
 1219 
 1164 
 1113 
 1067 
 1024 
 
 1543 
 1473 
 1409 
 1350 
 1296 
 
 1867 
 
 2053 
 
 
 22 
 23 
 
 1818 
 1739 
 1667 
 1600 
 
 
 24 
 25 
 
 2017 
 1936 
 
 i 
 
 
 
 
 
 
 
 554 
 533 
 514 
 
 754 
 726 
 700 
 676 
 653 
 
 985 
 948 
 914 
 883 
 853 
 
 1246 
 1200 
 1157 
 1117 
 1080 
 
 1538 
 1481 
 1429 
 1379 
 1333 
 
 1862 
 1793 
 1729 
 1669 
 1613 
 
 2240 
 
 26 
 27 
 2,8 
 29 
 30 
 
 2215 
 2133 
 2057 
 1986 
 1920 
 
 31 
 32 
 33 
 34 
 35 
 
 
 
 
 
 
 
 632 
 613 
 
 826 
 800 
 776 
 753 
 
 731 
 
 1045 
 
 1013 
 
 982 
 
 953 
 
 926 
 
 1290 
 1250 
 1212 
 1176 
 1143 
 
 1561 
 1513 
 1467 
 
 1424 
 1383 
 
 1858 
 1800 
 
 1746 
 1694 
 1646 
 
 36 
 37 
 38 
 39 
 40 
 
 
 
 
 
 
 
 
 711 
 
 900 
 876 
 853 
 831 
 810 
 
 1111 
 1081 
 1053 
 1026 
 1000 
 
 1344 
 1308 
 1274 
 1241 
 1210 
 
 1600 
 
 1557 
 1516 
 1477 
 
 1440 
 
 Horizontal lines indicate the limit for resistance to shear in the horizontal direction of the grain. 
 
 365 
 
CARNEGIE STEEL COMPANY 
 
 RECTANGULAR WOODEN BEAMS— ONE INCH THICK 
 
 SPRUCE 
 
 Allowable Unifohm Load in Pounds 
 Maximum Bending Stress, 1000 Pounds per Square Inch 
 
 Span 
 
 Depth of Beam in Inches 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 Feet 
 
 2 
 
 4 
 
 6 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 1 2 
 
 187 
 
 873 
 
 
 
 
 
 
 
 
 
 
 
 •3 
 4 
 
 148 
 
 111 
 
 89 
 
 
 5 
 
 356 
 
 
 ■6 
 
 7 
 
 74 
 63 
 56 
 
 296 
 254 
 222 
 198 
 
 178 
 
 560 
 
 747 
 
 
 
 
 
 , 
 
 
 
 
 8 
 
 ■a 
 
 500 
 444 
 400 
 
 
 10 
 
 711 
 
 
 n 
 
 
 162 
 148 
 
 364 
 333 
 308 
 286 
 267 
 
 646 
 593 
 547 
 508 
 
 474 
 
 933 
 
 1120 
 
 
 
 
 
 
 
 12 
 13 
 14 
 
 926 
 855 
 794 
 741 
 
 
 15 
 
 1067 
 
 
 16 
 
 
 
 250 
 
 444 
 418 
 395 
 374 
 356 
 
 694 
 654 
 617 
 585 
 556 
 
 1000 
 941 
 889 
 842 
 800 
 
 1807 
 
 1493 
 
 y 
 
 
 
 i 
 
 17 
 18 
 19 
 
 1281 
 1210. 
 1146 
 1089 
 
 
 20 
 
 1422 
 
 
 21 
 
 
 
 
 
 529 
 505 
 483 
 463 
 
 762 
 727 
 696 
 667 
 640 
 
 1037 
 990 
 947 
 907 
 
 871 
 
 1354 
 1293 
 1237 
 1185 
 1138 
 
 1680 
 
 1867 
 
 
 
 22 
 23 
 
 1636 
 1565 
 1500 
 1440 
 
 
 24 
 25 
 
 1852 
 1778 
 
 
 26 
 
 
 
 
 
 
 615 
 593 
 571 
 
 838 
 807 
 778 
 751 
 726 
 
 1094 
 
 1053 
 
 1016 
 
 981 
 
 948 
 
 1385 
 1333 
 1286 
 1241 
 1200 
 
 1709 
 1646 
 1587 
 1533 
 1481 
 
 2053 
 
 
 27 
 28 
 
 1992 
 1921 
 1854 
 1793 
 
 2240 
 
 29 
 30 
 
 2207 
 2133 
 
 31 
 32 
 33 
 34 
 35 
 
 
 
 
 
 
 
 703 
 681 
 
 918 
 889 
 862 
 837 
 813 
 
 1161 
 1125 
 1091 
 1059 
 1029 
 
 1434 
 1389 
 1347 
 1307 
 1270 
 
 1735 
 1681 
 1630 
 1582 
 1537 
 
 2065 
 2000 
 1939 
 1882 
 1829 
 
 36 
 37 
 38 
 
 39 
 40 
 
 
 
 
 
 
 
 
 790 
 
 1000 
 973 
 947 
 923 
 900 
 
 1235 
 1201 
 1169 
 1140 
 1111 
 
 1494 
 1453 
 1415 
 1379 
 1344 
 
 1778 
 1730 
 1684 
 1641 
 1600 
 
 Horizontal lines indicate the limit for resistance to shear in the horizontal direction of the grain. 
 
 366 
 
TIMBER SAFE LOADS 
 
 WOODEN COLUMNS 
 
 The safe load tables of wooden columns which follow, based 
 upon the working unit stresses adopted by the American Railway 
 Engineering Association, give the allowable direct compressive 
 loads for square and round columns. 
 
 The safe loads of rectangular columns may be found from the 
 safe loads of square columns by direct proportion of areas, using 
 the safe load unit stress of the square column whose side is equal 
 to the least side of the rectangular section. 
 
 / The following table gives the safe load in pounds per square inch 
 of sectional area for ratios of 
 
 J^ effective length of column, in inches 
 
 d least side or diameter, in inches * 
 ranging between limits of 15 and 30. 
 
 Unit Working Stresses in Pounds per Square Inch: 
 
 
 
 
 
 
 
 
 
 Longleaf 
 
 Douglas Fir, 
 
 Pine, 
 
 White Pine, 
 
 Red Cedar, 
 
 
 I 
 
 d 
 
 Pine, 
 White Oak 
 
 Western 
 Hemlock 
 
 Spruce, 
 Bald Cypress 
 
 Tamarack 
 
 Redwood 
 
 Pine 
 
 
 1300 (1— l/d60) 
 
 1200 (1— 1/dDOJ 
 
 1100(1— l/d60) 
 
 1000(1— l/d60) 
 
 900(1— l/d60; 
 
 800(1— l/d60) 
 
 IS 
 
 975 
 
 900 
 
 825 
 
 750 
 
 675 
 
 600 
 
 16 
 
 953 
 
 880 
 
 807 
 
 733 
 
 660 
 
 587 
 
 17 
 
 931 
 
 860 
 
 788 
 
 717 
 
 645 
 
 573 
 
 18 
 
 910 
 
 840 
 
 770 
 
 700 
 
 630 
 
 560 
 
 IS 
 
 888 
 
 820 
 
 752 
 
 683 
 
 615 
 
 547 
 
 20 
 
 867 
 
 800 
 
 733 
 
 667 
 
 600 
 
 533 
 
 21 
 
 845 
 
 780 
 
 715 
 
 650 
 
 585 
 
 520 
 
 m 
 
 823 
 
 760 
 
 697 
 
 633 
 
 570 
 
 507 
 
 23 
 
 802 
 
 740 
 
 678 
 
 617 
 
 555 
 
 493 
 
 24 
 
 780 
 
 720 
 
 660 
 
 600 
 
 540 
 
 480 
 
 25 
 
 758 
 
 700 
 
 642 
 
 583 
 
 525 
 
 467 
 
 ?.fi 
 
 737 
 
 680 
 
 623 
 
 567 
 
 510 
 
 553 
 
 ?,7 
 
 715 
 
 660 
 
 605 
 
 550 
 
 495 
 
 440 
 
 28 
 
 693 
 
 640 
 
 587 
 
 533 
 
 480 
 
 427 
 
 29 
 
 672 
 
 620 
 
 568 
 
 517 
 
 465 
 
 413 
 
 30 
 
 650 
 
 600 
 
 550 
 
 500 
 
 450 
 
 400 
 
 Example 1. — Required the allowable load for a column of white oak 
 10" x 8", 14 feet long. 
 
 The safe load given in the table for a square white oak column 8" x 8", 
 14 feet long, is 54,100 pounds. The load for the 10" x 8" section is 
 10 x 54,100 ■+■ 8 = 67,600 pounds. 
 
 Example 2. — Required the allowable load for a spruce pile, 9" diameter 
 and 18 feet long. 
 
 The unit stress given in the above table for the corresponding ratio of 
 1/d, 18 x 12 -s- 9 = 24 is 660 pounds, and the sectional area for a 9" round is 
 63.62 square inches. The safe load, therefore, is 63.62 x 660=42,000 pounds. 
 
 367 
 
CARNEGIE STEEL COMPANY 
 
 SQUARE WOODEN COLUMNS 
 Safe Loads in Thousands of Pounds 
 American Railway Engineering Association Formulas 
 
 
 Length, 
 Feet 
 
 Side of Square, Inches 
 
 4 
 
 6 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 Sag 
 
 fe 0; f 
 -9IH 1 
 
 O iH 
 
 S 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 16.0 
 
 86.1 
 
 62.4 
 
 97.6 
 
 140.4 
 
 191.1 
 
 249.6 
 
 315.9 
 
 \ 
 
 390.0 
 
 15.6 
 14.6 
 13.5 
 12.5 
 11.4 
 10.4 
 
 34.3 
 32.8 
 31.2 
 29.6 
 28.1 
 25.0 
 
 62.4 
 60.3 
 58.2 
 54.1 
 49.9 
 45.8 
 41.6 
 
 93.6 
 88.4 
 83.2 
 78.0 
 
 137.3 
 131.0 
 124.8 
 
 189.3 
 182.0 
 
 249.6 
 
 "OlrH 
 
 « 
 
 is 
 
 5 
 6 
 
 7 
 8 
 9 
 10 
 11 
 12 
 14 
 16 
 18 
 20 
 
 14.1 
 
 32.4 
 
 67.6 
 
 90.0 
 
 129.6 
 
 176.4 
 
 230.4 
 
 291.6 
 
 360.0 
 
 14.4 
 13.4 
 12.5 
 11.5 
 10.6 
 9.6 
 
 31.7 
 30.2 
 28.8 
 27.4 
 25.9 
 23.0 
 
 57.6 
 55.7 
 53.8 
 49.9 
 46.1 
 42.2 
 38.4 
 
 86.4 
 81.6 
 76.8 
 72.0 
 
 126.7 
 121.0 
 115.2 
 
 174.7 
 168.0 
 
 230.4 
 
 w 
 
 cu o 
 
 "mo 
 
 •<s 
 ef o-— 
 
 « o 
 O i 
 
 a - 
 
 CO 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 IS .2 
 
 29.7 
 
 62.8 
 
 82.6 
 
 118.8 
 
 161.7 
 
 211.2 
 
 267.3 
 
 S30.0 
 
 13.2 
 12.3 
 11.4 
 10.6 
 9.7 
 8.8 
 
 29.0 
 27.7 
 26.4 
 25.1 
 23.8 
 21.1 
 
 52.8 
 51.0 
 49.3 
 45.8 
 42.2 
 38.7 
 35.2 
 
 79.2 
 74.8 
 70.4 
 66.0 
 
 116.2 
 110.9 
 105.6 
 
 . 160.2 
 154.0 
 
 211.2 
 
 ytBO 
 HOC 
 
 a 3 
 
 isSg 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 12.0 
 
 27.0 
 
 48 .0 
 
 76.0 
 
 108.0 
 
 147.0 
 
 192.0 
 
 '243.0 
 
 800.0 
 
 12.0 
 
 11.2 
 
 10.4 
 
 9.6 
 
 8.8 
 
 1 8.0 
 
 26.4 
 25.2 
 24.0 
 22.8 
 21.6 
 19.2 
 
 48.0 
 46.4 
 44.8 
 41.6 
 38.4 
 35.2 
 32.0 
 
 72.0 
 68.0 
 64.0 
 60.0 
 
 105.6 
 
 100.8 
 
 96.0 
 
 145.6 
 140.0 
 
 192.0 
 
 Loa 
 
 da in amall figures 
 
 above horizontal linea are the maximum allowable safe loads. 
 
 36S 
 

 
 
 TIMBEH 
 
 SAFE LOADS 
 
 
 
 
 ROUND WOODEN COLUMNS 
 
 Safe Loads in Thousands of Pounds 
 
 American Railway Engineering Association Formulas 
 
 
 Length, 
 Feet 
 
 Diameter, Inches 
 
 4 
 
 6 
 
 8 
 
 10 
 
 12 
 
 14 
 
 / I" 
 
 18 
 
 20 
 
 0H<J<!O 
 M 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 12.3 
 
 27.6 
 
 49.0 
 
 76.6 
 
 110.S 
 
 160.1 
 
 196.0 
 
 218.1 
 
 300.3 
 
 12.3 
 
 11.4 
 
 10.6 
 
 9.8 
 
 9.0 
 
 8.2 
 
 27.0 
 25.7 
 24.5 
 23.3 
 22.1 
 19.6 
 
 49.0 
 47.4 
 45.7 
 42.5 
 39.2 
 35.9 
 32.7 
 
 73.5 
 69.4 
 65.3 
 61.3 
 
 107.8 
 
 102.9 
 
 98.0 
 
 148.7 
 142.9 
 
 196.0 
 
 M 
 u 
 
 fag to 
 
 5 1 
 
 SaS 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 11.3 
 
 25.4 
 
 45.2 
 
 70.7 
 
 101.8 
 
 138.5 
 
 181.0 
 
 229.0 
 
 t 
 2B2.7 
 
 11.3 
 10.6 
 9.8 
 9.1 
 8.3 
 7.5 
 
 24.9 
 23.7 
 22.6 
 21.5 
 20.4 
 18.1 
 
 45.2 
 43.7 
 42.2 
 39.2 
 36.2 
 33.2 
 30.2 
 
 67.9 
 64.1 
 60.3 
 56.5 
 
 99.5 
 95.0 
 90.5 
 
 137.2 
 132.0 
 
 181.0 
 
 2 © 
 
 sit 
 pi 
 
 1 8 
 
 O >H 
 
 CO 
 
 S 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 
 12 
 
 14 
 
 16 
 
 . 18 
 
 20 
 
 10.4 
 
 23.3 
 
 41.5 
 
 64.8 
 
 93.3 
 
 127.0 
 
 165.9 
 
 209.9 
 
 259.2 
 
 10.4 
 9.7 
 9.0 
 8.3 
 7.6 
 6.9 
 
 22.8 
 21.8 
 20.7 
 19.7 
 18.7 
 16.6 
 
 41.5 
 40.1 
 38.7 
 35.9 
 33.2 
 30.4 
 27.6 
 
 62.2 
 58.7 
 55.3 
 51.8 
 
 91.2 
 87.1 
 82.9 
 
 •125.8 
 121.0 
 
 165.9 
 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 9.4 
 
 21.2 
 
 87.7 
 
 68.9 
 
 84.B 
 
 115.5 
 
 160.8 
 
 190.9 
 
 235.6 
 
 9.4 
 8.8 
 8.2 
 7.5 
 6.9 
 6.3 
 
 20.7 
 19.8 
 18.9 
 17.9 
 17.0 
 15.1 
 
 37.7 
 36.4 
 35.2 
 32.7 
 30.2 
 27.6 
 25.1 
 
 56.5 
 53.4 
 50.3 
 
 47.1 
 
 82.9 
 79.2 
 75.4 
 
 114.4 
 110.0 
 
 150.8 
 
 Loa 
 
 ds in sms 
 
 11 figures 
 
 above horizontal lines are the maximum allowable safe loads. 
 
 369 
 
CARNEQ1E STEEL COMPANY 
 
 SPECIFIC GRAVITIES AND WEIGHTS 
 
 Substance 
 
 Metals, Alloys, Ores 
 
 Aluminum, caat-hammered. 
 
 " bronze "... 
 
 Antimony ..:.... i .. . 
 
 Arsenic 
 
 Bismuth 
 
 Brass, cast-rolled 
 
 Bronze, 7.9 to 14% Sn.... 
 
 Chromium 
 
 Cobalt 
 
 Copper, cast-rolled 
 
 " ore, pyrites 
 
 Gold, cast-hammered 
 
 Iron, cast, pig . . . . 
 
 ( " wrought 
 
 1-eisen . . 
 ferro-silicon... 
 ore, hematite. 
 
 limonite. 
 
 in bank, 
 loose. . . 
 
 Lead 
 
 " ore, galena . 
 Magnesium 
 
 ore, pyrolusite.. 
 
 Mercury 
 
 Molybdenum 
 
 Nickel 
 
 ' " monel metal 
 
 Platinum, cast-hammered. . 
 
 Silver, cast-hammered 
 
 Tin, cast-hammered 
 
 " babbit metal 
 
 " ore, cassiterite 
 
 Tungsten 
 
 Vanadium 
 
 Zinc, cast-rolled ; 
 
 " ore, blende 
 
 Various Solids 
 
 Carbon,amorphous,graphitic 
 
 Cork 
 
 Ebony. 
 
 Fats 
 
 Glass, common, plate. . . 
 
 ' " crystal 
 
 " flint : 
 
 Phosphorus, white 
 
 Porcelain, china 
 
 ReBins, Rosin, Amber. . 
 Rubber, caoutchouc. . . 
 
 Silicon 
 
 Sulphur, amorphous.. . . 
 Wax 
 
 Specific 
 Gravity 
 
 2.55-2.75 
 
 7.7 
 6.62^6.72 
 
 &73 
 
 9.70-9.78 
 
 8.4-8.7 
 
 7.4-8.9 
 
 6.80-6.92 
 
 8.72-8.95 
 
 8.8-9.0 
 
 4.1-4.3 
 
 19.25-19.35 
 
 7.2 
 
 7.6-7.9 
 
 7.8-7.9 
 
 7.5 
 
 6.7-7.3 
 
 5.2 
 
 3.6^.0 
 4.9-5.2 
 2.5-3.0 
 11.28-11.35 
 7.3-7.6 
 1.74 
 
 7.20-7.42 
 3.7-4.6 
 
 - 13.59 
 9.01 
 
 8.57-8.90 
 8.8-9.0 
 
 21.1-21.5 
 
 10.4-10.6 
 7.2-7.5 
 
 7.1 
 6.4-7.0 
 
 18.7-19.1 
 5.5-5.7 
 6.9-7.2 
 3.9-4.2 
 
 1.88-2.25 
 
 0.24 
 
 1 22 
 0.92-0.94 
 2.40-2.72 
 2.90-3.00 
 3.15-3.90 
 
 1.83 
 2.30-2.50 
 
 1.07 
 
 0.93 
 
 2.49 
 
 2.05 
 95-0.98 
 
 Weight, 
 Pounds 
 
 per 
 Cu. Ft. 
 
 165 
 481 
 416 
 358 
 608 
 534 
 509 
 428 
 552 
 556 
 262 
 1205. 
 450 
 485 
 490 ' 
 468 
 437 
 325 
 160-180 
 130-160 
 237 
 315 
 172 
 706 
 465 
 109 
 456 
 259 
 848 
 562 
 545 
 556 
 1330 
 656 
 459 
 443 
 418 
 1180 
 350 
 440 
 253 
 
 129 
 
 15 
 
 76 
 
 58 
 
 160 
 
 184 
 
 220 
 
 114 
 
 150 
 
 67 
 
 58 
 
 155 
 
 128 
 
 60 
 
 Substance 
 
 Specific 
 Gravity 
 
 Timber, U. S. Seasoned 
 
 Ash, white-red 
 
 Cedar, white-red 
 
 Chestntit 
 
 Cypress 
 
 Fir, Douglas spruce 
 
 Elm, white 
 
 Hemlock 
 
 Hickory 
 
 Locust 
 
 Maple, hard 
 
 " white 
 
 Oak, chestnut..- 
 
 " live 
 
 " red, black 
 
 " white... 
 
 Pine, Oregon 
 
 " red 
 
 " white 
 
 " yellow, long-leaf. . 
 
 " " short-leaf. 
 
 Poplar 
 
 Redwood, California. . . 
 Spruce, white, black . . . 
 
 Walnut, black 
 
 " white 
 
 Moisture Contents: 
 Seasoned timber 15 to 20% 
 Green timber up to 50% . . 
 
 Various Liquids 
 
 Alcohol, 100% 
 
 Acids, muriatic 40% . . . 
 
 " nitric 91%... 
 
 " sulphuric 87%... 
 
 Lye, soda.. 1 66%... 
 
 Oils, vegetable 
 
 " mineral, lubricants.. 
 
 Petroleum 
 
 Gasoline 
 
 Water, 4°C, max. density. 
 
 " 100°C 
 
 " ice. 
 
 " snow, fresh fallen . . 
 
 " sea water 
 
 Gases, Air = 
 
 Air, 0°C, 760 mm. 
 
 Ammonia. . ._ 
 
 Carbon dioxide 
 
 Carbon monoxide. 
 Gas, illuminating. 
 
 " natural 
 
 Hydrogen 
 
 Nitrogen 
 
 Oxygen 
 
 0.62-0.65 
 0.32-0.38 
 
 0.66 
 
 0.48 
 
 0.51 
 
 0.40 
 
 0.72 
 0.42-0.52 
 0.74^0,84 
 
 0.73 
 
 0.68 
 
 0.53 
 
 0.86 
 
 0.95 
 
 0.65 
 
 0.74 
 
 0.51 
 
 0.48 
 
 0.41 
 
 0.70 
 
 0.61 
 
 0.48 
 
 0.42 
 0.40-0.46 
 
 0.61 
 
 0.41 
 
 0.79 
 
 1.20 
 
 1.50 
 
 1.80 
 
 1.70 
 .91-0.94 
 .90-0.93 
 
 0.88 
 -.66-0.69 
 
 1.0 
 0.9584 
 1.88-0.92 
 
 .125 
 .02-1.03 
 
 1 
 
 Weight, 
 Pounds 
 
 per 
 Cu. Ft. 
 
 1.0 
 0.5920 
 1.5291 
 0.9673 
 0.35-0.45 
 0.47-0.48 
 0.0693 
 0.9714 
 1.1056 
 
 The specific gravities of solids and liquids refer to water at 4°C, those of gases to air at 0°C. 
 and 760 mm pressure. The weights per cubic foot are derived from average specific gravities 
 except where stated that weights are for bulk, heaped or loose material, etc. 
 
 370 
 
PHYSICAL PROPERTIES OF SUBSTANCES 
 
 SPECIFIC GRAVITIES AND WEIGHTS 
 
 Substance 
 
 Specific 
 Gravity 
 
 Weight, 
 Pounds 
 
 per 
 Cu.it. 
 
 Substance 
 
 Specific 
 Gravity 
 
 Weight, 
 Pounds 
 
 per 
 Cu.Ft. 
 
 Minerals 
 
 Asbestos 
 
 Barytes 
 
 Basalt 
 
 Bauxite 
 
 Borax 
 
 Chalk 
 
 Clay, marl 
 
 Dolomite 
 
 Feldspar, orthoclase 
 
 Gneiss, serpentine 
 
 Granite, syenite 
 
 Greenstone, trap 
 
 Gypsum, alabaster 
 
 Hornblende 
 
 Limestone, marble 
 
 Magnesite 
 
 Phosphate rock, apatite . . 
 
 Porphyry 
 
 Pumice, natural 
 
 Quartz, flint 
 
 Sandstone, bluestone 
 
 Shale, slate 
 
 Soapstone, talc 
 
 Stone, Quarried, Piled 
 
 Basalt, granite, gneiss 
 
 Limestone, marble, quartz. 
 
 Sandstone 
 
 Shale 
 
 Greenstone, hornblende . . . 
 
 Bituminous Substances 
 
 Asphalt am . . ; 
 
 Coal, anthracite 
 
 " bituminous 
 
 " lignite... v 
 
 " peat, turf, dry 
 
 " charcoal, pine 
 
 " " oak 
 
 " coke 
 
 Graphite...'. 
 
 Paraffine 
 
 Petroleum, crude 
 
 " refined 
 
 " benzine 
 
 " gasolene 
 
 Pitch 
 
 Tar, bituminous 
 
 Coal and Coke, Piled 
 
 Coal, anthracite 
 
 " bituminous, lignite . 
 
 " peat, turf 
 
 " charcoal 
 
 " coke 
 
 2.1-2.; 
 
 4.50 
 2.7-3.: 
 
 2.55 
 
 1.7-1.; 
 1.8-2.1 
 1.8-2.' 
 
 2.9 
 ■ 2.5-2.' 
 2.4-2. 
 2.5-3. 
 2.8-3.: 
 2.3-2.; 
 
 3.0 
 2.5-2.: 
 
 3.0 
 
 3.2 
 2.6-2: 
 0.37-0. 
 2.5-2. 
 2.2-2. 
 2.7-2. 
 2.6-2. 
 
 1.1-1.5 
 
 1.4-l.K 
 
 1.2-1.5 
 
 1.1-1.4 
 
 0.65-0.85 
 
 0.28-0.44 
 
 .0.47-0.57 
 
 1.0-1.4 
 
 1.9-2.3 
 
 0.87-0.91 
 
 0.88 
 0.79-0.82 
 0.73-0.75 
 0.66-0.69 
 1.07-1.15 
 1.20 
 
 153 
 281 
 184 
 159 
 109 
 137 
 137 
 181 
 159 
 159 
 175 
 187 
 1.59 
 187 
 165 
 187 
 200 
 172 
 40 
 165 
 147 
 175 
 169 
 
 95 
 82 
 
 92 
 107 
 
 81 
 97 
 84 
 78 
 47 
 23 
 33 
 75 
 131 
 56 
 55 
 50 
 46 
 42 
 69 
 75 
 
 47-58 
 40-54 
 20-26 
 10-14 
 23-32 
 
 Ashlar Masonry 
 
 Granite, syenite, gneiss. . 
 
 Limestone, marble 
 
 Sandstone, bluestone 
 
 Mortar Rubble Masonry 
 
 Granite, syenite, gneiss. . 
 
 Limestone, marble 
 
 Sandstone, bluestone — 
 
 Dry Rubble Masonry 
 
 Granite, syenite, gneiss — 
 
 Limestone, marble 
 
 Sandstone, bluestone 
 
 Brick Masonry 
 
 Pressed brick 
 
 Common brick 
 
 Soft brick 
 
 Concrete Masonry 
 
 Cement, stone, sand 
 
 " slag, etc 
 
 *' cinder, etc 
 
 Various Building Mat'l 
 
 Ashes, cinders 
 
 Cement, Portland, loose. . 
 
 " " set 
 
 Lime, gypsum, loose 
 
 Mortar, set 
 
 Slags, bank slag. 
 
 " screenings . . . 
 
 ' machine slag 
 
 ' slag sand 
 
 2.3-3.0 
 2.3-2.8 
 2.1-2.4 
 
 2.2-2.8 
 2.2-2.6 
 2.0-2.2 
 
 1.9-2.3 
 1.9-2.1 
 1.8-1.9 
 
 2.2-2.3 
 1.8-2.0 
 1.5-1.7 
 
 2.2-2.4 
 1.9-2.3 
 1.5-1.7 
 
 2.7-3.2 
 1.4-1.9 
 
 Earth, etc., Excavated 
 
 Clay, dry 
 
 " damp, plastic 
 
 Clay and gravel, dry 
 
 Earth, dry, loose 
 
 " " packed 
 
 '* moist, loose 
 
 " mud, flowing 
 
 " " packed . . : — 
 
 Riprap, limestone 
 
 " sandstone 
 
 " shale 
 
 Sand, gravel, dry, loose — 
 " " " packed. 
 " " " wet 
 
 Excavations in Water 
 
 Sand or gravel 
 
 " " " and clay... 
 
 Clay 
 
 River mud 
 
 Soil 
 
 Stone riprap 
 
 165 
 160 
 140 
 
 155 
 150 
 
 130 
 
 130 
 125 
 110 
 
 140 
 120 
 100 
 
 144 
 130 
 100 
 
 40-45 
 
 90 
 
 183 
 65-75 
 
 103 
 67-72 
 98-117 
 
 96 
 49-55 
 
 63 
 110 
 100 
 76 
 95 
 78 
 96 
 108 
 115 
 80-85 
 90 
 105 
 
 90-105 
 100-120 
 118-120 
 
 60 
 65 
 80 
 90 
 70 
 65 
 
 The specific gravities of solids and liquids refer to water at 4°C, those of 
 and 760 mm pressure. The weights per cubic foot are derived from avi 
 except where stated that weights are for bulk, heaped or loose material, etc. 
 
 jes to air at (PC. 
 specific gravities, 
 
 371 
 
CARNEGIE STEEL COMPANY 
 
 CONTENTS OF STORAGE WAREHOUSES 
 
 Material 
 
 Pounds 
 
 per 
 
 Cubic Foot 
 
 of Space, 
 
 of Pile, 
 Feet 
 
 Pounds 
 per 
 Square Foot 
 of Floor ' 
 
 Recommended 
 Live Loads, 
 Pounds per 
 Square Foot 
 
 Produce, Grain, Fruit, Etc. 
 
 Grain, in bulk 
 
 Barley and Corn 
 
 Oate 
 
 Rye and Wheat 
 
 Fruit and Vegetables, in bulk 
 
 Apples, Pears, etc < 
 
 Potatoes, Turnips, etc 
 
 Miscellaneous Produce, packed 
 
 Beans, in bags 
 
 Corn, in bags 
 
 Cornmeal, in barrels 
 
 Oats, in bags.,. 
 
 Rice, in bags 
 
 Wheat, in bags 
 
 Wheat Flour, in barrels 
 
 Hay, in bales, not compressed — 
 
 Hay, in bales, compressed 
 
 Straw, in bales, compressed 
 
 Groceries 
 
 Miscellaneous Articles, packed 
 
 Butter, Lard, etc., in barrels 
 
 CaWed Goods, Preserves, etc.in cases 
 
 Coffee, green, in bags 
 
 Coffee, roasted, in bags'. 
 
 Dates and Figs, in cases, average. . . 
 Meat, Beef, Pork, etc., in barrels. . . 
 
 Molasses, in barrels 
 
 Salt, finely ground, in sacks 
 
 Soap Powder, in cases 
 
 Starch, in barrels 
 
 Sugar, in barrels 
 
 Tea, in chests 
 
 Wines, Liquors, etc., in barrels 
 
 Dry Goods, Cotton, Wool, Etc. 
 
 Cotton, in bales, compressed, average. 
 
 " unbleached goods, in bales 
 
 " tickings and duck, in bales . . . 
 
 " printed goodB, in bales 
 
 " printed goods, in cases 
 
 " quilts and flannels, in cases... 
 
 " yarn, in cases 
 
 Hemp, in bales, compressed 
 
 " Manila, in bales, compressed. . 
 
 " Sisal, in bales, compressed 
 
 " Tow, in bales, compressed ..... 
 " Burlaps, in bales, compressed. . 
 
 Jute, in bales, compressed 
 
 Linen, bleached goods, in cases 
 
 " damask goods, in cases 
 
 Wool, in bales, not compressed 
 
 " in bales, compressed 
 
 " dress goods, flannels, incases... 
 
 " worsted goods, in cases 
 
 Hags, in bales, compressed 
 
 Excelsior, in bales, compressed 
 
 37 
 26 
 
 48 
 
 44 
 
 40 
 31 
 37 
 26 
 58 
 39 
 40 
 14 
 24 
 19 
 
 32 
 58 
 30 
 39 
 33 
 65 
 37 
 48 
 60 
 38 
 25 
 43 
 25 
 48 
 
 25 
 24 
 35 
 19 
 31 
 16 
 25 
 22 
 26 
 24 
 29 
 43 
 41 
 35 
 50 
 13 
 48 
 18 
 27 
 19 
 19 
 
 6'A 
 
 304 
 352 
 
 320 
 248 
 240 
 234 
 290 
 312 
 280 
 126 
 216 
 171 
 
 192 
 348 
 240 
 312 
 264 
 325 
 185 
 240 
 300 
 288 
 175 
 215 
 200 
 240 
 
 225 
 216 
 280 
 171 
 248 
 144 
 200 
 176 
 234 
 216 
 261 
 258 
 246 
 245 
 250 
 117 
 240 
 162 
 243 
 171 
 171 
 
 } 250 to 300 
 
 250 to 300 
 
 } 200 to 250 
 
 372 
 
PHYSICAL PROPERTIES 
 
 OF SUBSTANCES 
 
 
 CONTENTS OF STORAGE WAREHOUSES 
 
 
 Material 
 
 Pounds 
 
 per • 
 
 Cubic Foot 
 
 of Space, 
 
 Height 
 
 of Pile, 
 
 Feet 
 
 Pounds 
 
 per 
 
 Square Foot 
 
 of Floor 
 
 Recommended 
 Live Loads, 
 Pounds per 
 Square Foot 
 
 Drugs, Oils, Paints, Etc. 
 
 Chemicals: 
 
 Acids, Muriatic and Nitric, in carboys 
 
 45 
 60 
 30 
 33 
 31 
 45 
 88 
 62 
 30 
 45 
 53 
 40 
 
 52 
 34 
 36 
 35 
 33 
 28 
 48 
 38 
 37 
 
 43 
 70 
 39 
 132 
 86 
 174 
 
 59 
 73 
 50 
 53 
 
 278 
 63 
 74 
 75 
 
 40 
 14 
 60 
 46 
 64 
 31 
 101 
 13 
 23 
 16 
 50 
 35 
 64 
 42 
 
 1% 
 
 1% 
 
 1% 
 
 7 
 
 3% 
 
 5 
 
 3% 
 
 m 
 
 5 
 5 
 5 
 
 5 
 
 6 
 
 „ 
 
 6 
 6 
 6 
 6 
 6 
 6 
 
 6 
 
 VA 
 
 5 
 
 w 
 
 6 
 6 
 5 
 5 
 
 VA 
 5 
 
 VA 
 6 
 
 8 
 
 9 
 
 6 
 
 6 
 
 6 
 
 6 
 
 4 
 10 
 10 
 10 
 
 6 
 
 6 
 
 6 
 
 6 
 
 75 
 100 
 50 
 231 
 103 
 225 
 294 
 170 
 150 
 225 
 -265 
 200 
 
 312 
 204 
 216 
 210 
 198 
 168 
 288 
 228 
 222 
 
 258 
 315 
 195 
 495 
 409 
 L 609 
 
 354 
 438 
 250 
 265 
 
 417 
 315 
 333 
 450 
 
 320 
 126 
 360 
 276 
 384 
 186 
 404 
 130 
 230 
 160 
 300 
 210 
 384 
 252 
 
 ■ 200 to 250 
 
 \ 300 to 400 
 \ 300 to 400 , 
 
 • 300 to 400 
 
 Alum, Pearl Alum, in barrels 
 
 Bleaching Powder, in hogsheads 
 
 CopperSulphate,BlueVitriol,inbbls. 
 Soda, Caustic Soda, in iron drums . . . 
 
 Soda, Soda Ash, in hogsheads 
 
 Soda Crystals, Sal Soda, in barrels . . . 
 Soda Nitrate, Niter, in barrels 
 
 Zinc Sulphate, White Vitriol, inbarrels 
 Oils, Fats, Resins, etc.: 
 
 Oils, Animal, Lard, etc., in barrels . . 
 
 " Vegetable, Linseed, inbarrels.. 
 
 , " Mineral, Lubricants, in barrels. . 
 
 " Petroleum, Kerosene, in barrels. 
 
 " Naphtha, Gasolene, in barrels . 
 
 
 Dye Staffs, Paints, etc.: 
 
 
 
 Red Lead, Litharge, dry, in barrels. . 
 
 
 Building Materials 
 
 
 Lime, Quick Lime, ground, in barrels . . . 
 Plaster of Paris, ground, in barrels 
 
 Sheet Metal and Wire 
 
 Wire, insulated copper, in coils 
 
 " magnet wire, on spools 
 
 Miscellaneous 
 
 Chinaware, Glassware, in crates 
 
 
 Hardware, door and sash checks, in cases 
 
 
 
 Hides, raw, not compressed, in bales — 
 
 
 " newspaper, manila, strawboards. . 
 
 
 373 
 
CARNEGIE STEEL COMPANY 
 
 STRENGTH OF MATERIALS 
 Stkesses per Square Inch 
 
 Metals and Alloys 
 
 Stresses in Thousands of Founds 
 
 HP 
 
 .8 £ 
 
 IB 
 
 si 
 II 
 
 MP 
 
 s ■ 
 §.§ 
 
 ~R 
 
 111 
 
 Aluminum, cast 
 
 " bars, sheets 
 
 wire, hard 
 
 " annealed 
 
 2—7% Ni, Cu, Fe, etc. 
 
 Aluminum Bronze, 5% to 7U% Al . 
 
 10% Al. 
 
 Copper, cast , 
 
 plates, rods, bolts. . . ^ 
 
 wire, hard 
 
 " wire, annealed 
 
 Brass, 17% Zn 
 
 " 23%" 
 
 " 30%".....- 
 
 " 39%" > 
 
 " 50%" 
 
 ' cast, eommon 
 
 " wire, hard 
 
 " " annealed 
 
 Bronze 8% Sn 
 
 " 13%" 
 
 " 20%" 
 
 " 24%" 
 
 " 30%" 
 
 gun metal, Cu, 1 Sn 
 
 " Manganese, cast 110% Sn.. 
 
 " rolled/ 2% Mn. 
 
 " Phosphorus, cast 19% Sn... 
 
 wire/1% P.... 
 
 " Silicon, cast, 3% Si 
 
 5%Si 
 
 " " wire 
 
 " Tobin,cast 1 38% Zn. 
 
 " rolled »%%Sn. 
 
 " coldrolledj %%Pb. 
 
 Delta Metal, cast 155—60% Cu . . 
 
 " platesl38— 40% Zn... 
 
 " bars f 2— 4%Fe... 
 
 " wire J 1—2% Sri... 
 
 German Silver, 25% Zn, 20% Ni. . . 
 
 Iron, see next page 
 
 Gold, cast 
 
 " wire 
 
 " copper, 5 Au, 1 Cu 
 
 Lead, cast 
 
 " pipe, wire 
 
 " rolled sheets 
 
 Platinum, wire, unannealed 
 
 " " annealed 
 
 Silyer,_cast 
 
 Steel, see next page 
 
 Tin, cast 
 
 _" antimony, 10 Sn, 1 Sb 
 
 Zinc, cast 
 
 " rolled sheete 
 
 15 
 24-28 
 30-65 
 20-35 
 40-50 
 
 75 
 85-100 
 
 25 
 32-35 
 55-65 
 
 36 
 
 32.6 
 
 28.1 
 
 41.1 
 
 31 
 18-24 
 
 80 
 
 50 
 
 28.5 
 \29.4 
 
 33 
 
 22 
 5.6 
 25-55 
 
 60 
 100 
 
 50 
 100 
 
 55 
 
 75 
 108 
 
 100 
 45 
 
 85 
 100 
 
 20 
 30 
 50 
 
 1.8 
 2.2-2.5 
 
 3.3 
 53 
 32 
 40 
 
 3.5-4.6 
 11 
 4-6 
 7-16 
 
 6.5 
 12-14 
 16-30 
 14 
 
 25 
 40 
 60 
 6 
 10 
 
 10 
 8.2 
 7.6 
 8.6 
 17.4 
 17.9 
 
 40 
 
 120 
 
 40 
 32 
 
 42 
 
 75 
 117 
 30 
 
 42 
 53 
 78 
 114 
 147 
 
 125 
 
 22 
 
 23.2 
 
 22.3 
 
 26.9 
 
 39 
 
 33.5 
 
 20 
 
 43.7 
 
 34.5 
 
 56.7 
 
 32 
 
 12.1 
 
 52 
 
 30 
 
 36 
 
 1.5-1.8 
 
 IS 
 
 10,000,000 
 
 18,000,000 
 15,000,000 
 
 9,000,000 
 
 14,000,000 
 10,000,000 
 
 10,000,000 
 
 4,500,000 
 
 8,000,000 
 
 1,000,000 
 
 1,000,000 
 
 720,000 
 
 4,000,000 
 13,000,000 
 
 26.7 
 35.8 
 20.7 
 20.7 
 5.0 
 
 5.5 
 
 3.3 
 
 0.04 
 
 
 
 
 
 374 
 
PHYSICAL PROPERTIES OF SUBSTANCES 
 
 STRENGTH OF MATERIALS 
 
 Stresses per Square Inch 
 
 Metal and Alloys 
 
 Stresses in Thousands of Pounds 
 
 Ht> 
 
 ss.s 
 S 1 - 1 
 
 ev-3 
 
 as 
 
 nu 
 
 ■9 3 
 
 •ajo 
 
 . Steel 
 
 Shapes, Plates, Bars* 
 
 bridges 
 
 " buildings 
 
 locomotives 
 
 " ships 
 
 Boiler Plates* 
 
 " " fire box 
 
 " " flange plates . 
 Rivets* 
 
 " boilers 
 
 " bridges 
 
 buildings 
 
 " cars 
 
 " ships 
 
 Concrete Bars* 
 
 " plain, structural grade 
 " intermediate — 
 
 " hard 
 
 " deformed.struct'l grade 
 " intermediate 
 
 " hard 
 
 " cold twisted 
 
 55-65 
 55-65 
 50-65 
 55-65 
 58-68 
 
 55-65 
 52-62 
 
 45-55 
 46-56 
 46-56 
 48-58 
 55-65 
 
 55-70 
 70-85 
 
 80 
 55-70 
 70-85 
 
 80 
 
 l /2 tens. 
 
 soft 
 
 medium, 
 hard .... 
 
 Forgings* 
 
 Steel Alloys 
 
 Nickel Steel,* 3.25% Ni. 
 
 " shapes, plates, bars . . . 
 
 " rivets 
 
 " eye bars, unannealed . . 
 
 " annealed 
 
 Copper Steel, 0.50% Cu 
 
 60 
 70 
 80 
 
 40 
 50 
 33 
 40 
 50 
 55 
 
 27 
 31.5 
 
 tensile 
 
 tensile 
 
 tensile 
 
 tensile 
 
 tensile 
 
 tensile 
 
 tensile 
 
 tensile 
 
 tensile 
 
 tensile 
 
 94 tens. 
 
 % tens. 
 
 S A tens. 
 
 %. tens 
 
 % tens. 
 
 29,000,000 
 29,000,000 
 29,000,000 
 29,000,000 
 29,000,000 
 
 29,000,000 
 29,000,000 
 
 29,000,000 
 29,000,000 
 29,000,000 
 29,000,000 
 29,000,000. 
 
 29,000,000 
 29,000,000 
 29,000,000 
 29,000,000 
 29,000,000 
 29,000,000 
 29,000,000 
 
 29,000,000 
 29,000,000 
 29,000,000 
 
 27.3-23.0 
 25.4-21.5 
 30.0-23.0 
 27.3-23.0 
 25.9-22.1 
 
 27.3-23.0 
 28.8-24.2 
 
 33.3-27.3 
 32.6-26.8 
 30.4-25.0 
 31.3-25.9 
 27.3-23.0 
 
 25.4-20.0 
 18.6-15.3 
 
 15.0 
 22.7-17.9 
 16.1-13.2 
 
 12.5 
 5.0 
 
 22.0 
 18.0 
 15.0 
 
 Steel Springs and Wire 
 
 Springs, untempered 
 
 Wire, unannealed 
 
 " annealed 
 
 " bridge cable 
 
 Wrought Iron 
 
 Shapes 
 
 Bars 
 
 Wire, unannealed - 
 
 " annealed 
 
 Cast Iron 
 
 Common . . 
 
 Gray 
 
 Malleable . 
 
 85-100 
 
 70-80 
 
 95-110 
 
 90-105 
 
 60-68 
 
 65-110 
 
 120 
 
 80 
 
 200 
 
 48 
 50 
 
 60 
 
 15-18 
 18-24 
 27-35 
 
 50 
 45 
 55 
 52 
 37-38 
 
 40-70 
 60 
 40 
 
 95 
 
 26 
 27 
 
 tensile 
 
 tensile 
 
 29,000,000 
 29,000,000 
 29,000,000 
 29,000,000 
 29,000,000 
 
 17.6-15.0 
 21,4-18.8 
 15.8-13.6 
 
 20.0 
 29.0-23.0 
 
 tensile 
 
 tensile 
 
 % tens 
 
 15-20 
 
 46 
 
 30 
 
 25-33 
 
 30 
 
 28,000,000 
 28,000,000 
 15,000,000 
 25,000,000 
 
 12,000,000 
 
 40 
 
 * See Specifications of the Society of Testing Materials. 
 
 375 
 
CARNEGIE STEEL COMPANY 
 
 STRENGTH OF MATERIALS 
 Stresses in Pounds per Square Inch 
 
 Building Materials 
 
 Ultimate Average Stresses 
 
 Compress. Tension Bending 
 
 Modulus 
 
 of 
 Elasticity 
 
 Compress. Bearing Shearing 
 
 Safe Working Stresses 
 
 Stone 
 
 Granite, gneiss, bluestone. 
 
 Limestone, marble 
 
 Sandstone 
 
 Slate 
 
 Masonry 
 
 Granite v 
 
 Limestone, bluestone 
 
 Sandstone 
 
 Rubble 
 
 " coursed 
 
 Brick, medium burned 
 
 " hard burned 
 
 " pressed, paving brick 
 Terra Cotta 
 
 Cement, Portland 
 
 Neat,. 28 days 
 
 90 days 
 
 1:3 sand, 28 days 
 
 90 days 
 
 Concrete, P. C. 
 
 Granite, trap rock 
 
 Furnace Slag 
 
 Lime and Sandstone, hard 
 Lime and Sandstone, soft 
 Cinders. 
 
 Granite, trap rock 
 
 Furnace Slag 
 
 Lime and Sandstone, hard 
 Lime and Sandstone, soft 
 Cinders 
 
 I Granite, trap rock. . . . 
 Furnace Slag 
 Lime and Sandstone, hard 
 Lime and Sandstone, soft 
 Cinders 
 
 [Granite, trap rock 
 
 Furnace Slag 
 
 j Lime and Sandstone, hard 
 Lime and Sandstone, soft 
 
 [Cinders 
 
 I Granite, trap rock 
 Furnace Slag 
 Lime and Sandstone, hard 
 Lime and Sandstone, soft 
 Cinders 
 
 Miscellaneous 
 
 Glass, common. 
 Plaster 
 
 12.000 
 8,000 
 5,000 
 
 10,000 
 
 10,000 
 
 15,000 
 
 6,000 
 
 5,000 
 
 7,040 
 7,350 
 1,290 
 1,490 
 
 3,300 
 3,000 
 3,000 
 2,200 
 800 
 
 2,800 
 2,500 
 2,500 
 1,800 
 700 
 
 2,200 
 2,000 
 2,000 
 1,500 
 600 
 
 1,800 
 1,600 
 1,600 
 1,200 
 500 
 
 1,400 
 1,300 
 1,300 
 1,000 
 400 
 
 30,000 
 700 
 
 1,200 
 800 
 150 
 
 3,000 
 
 1,600 
 1,500 
 1,200 
 5,000 
 
 7,000,000 
 7,000,000 
 3,000,000 
 14,000,000 
 
 1,200 
 800 
 500 
 
 1,000 
 
 420 
 350 
 280 
 140 
 170 
 170 
 210 
 
 1,200 
 800 
 500 
 
 1,000 
 
 600 
 500 
 400 
 250 
 250 
 300 
 300 
 
 200 
 150 
 150 
 176 
 
 740 
 740 
 320 
 340 
 
 Modulus 
 
 of 
 Elasticity 
 
 Reinforced Concrete 
 
 3,000,000 for ult. compression over 2,900. 
 
 2,500,000 for ult. compression up to 2,900. 
 
 2,000,000 for ult. compression up to 2,200. 
 
 750,000 for ult. compression under 800. 
 
 Safe Working Stresses 
 in Percent of Ultimate Compression 
 
 f Plain Concrete Piers, length 4 dia. 22.5% 
 Compression i Reinforced Columns, " 12 " 22.5% 
 I Reinforced Beams, 32.5% 
 
 Bearing Surface twice the loaded area 35.0% 
 
 (Horizontal Bars.no web reinforcement 2.0% 
 " " vertical stirrups 4.5% 
 Bent Bars and vertical stirrups 5.0% 
 Same, securely attached 6.0% 
 
 [ Drawn Wire 2.0% 
 
 Bond Stress < Plain'reinforcing bars 4.0% 
 
 [ Deformed Bars, best type 5.0% 
 
 For complete data see Transactions of the American 
 Society of Civil Engineers, Vol LXXXI-No. 1398, Dec. 1917 
 
 3,000 
 70 
 
 i.000 
 
 8,000,000 
 
 For ultimate and working stresses of Structural Timber, see page 359, 
 
 376 
 
PHYSICAL PROPERTIES OF SUBSTANCES 
 
 EXPANSION OF BODIES BY HEAT 
 
 The linear coefficient of expansion of a body is the rate at which 
 the unit of length changes, under constant pressure, with an increase 
 of unit or one degree of temperature; the square surface coefficient 
 of expansion is, approximately, two times, and the cubical or 
 volumetric coefficient three times the linear coefficient of expansion. 
 A bar, if not fixed, undergoes a change in length=ltn, where 1 
 is the length of the bar in inches, t the number of degrees, n the 
 corresponding linear coefficient; if fixed at both ends, the internal 
 stress per unit of area==tnE, pounds per square inch, where E is 
 the modulus of elasticity, and the total temperature stress=AtnE, 
 pounds, where A is the cross section of the bar in square inches. 
 
 To find the increase of a bar due to an increase in temperature, 
 from the table, multiply the length of the bar by the increase in 
 degrees and by the coefficient for 100 degrees, and divide by 100. 
 
 Coefficients of Expansion for 100 DEGREES=100n 
 
 Substance 
 
 Metals and Alloys 
 
 Aluminum, wrought . . . 
 
 wire 
 
 Bronze 
 
 Copper 
 
 German Silver 
 
 Gold 
 
 lion, cast, gray 
 
 " i wrought 
 
 " wire 
 
 Lead 
 
 Nickel. . ..:'. J . 
 
 Platinum.... 
 
 Platinum-Iridium, 15%Ir 
 
 Silver : 
 
 Steel, cast.... 
 
 " hard,., 
 
 " medium 
 
 " soft 
 
 Tin 
 
 Zinc, rolled 
 
 Miscellaneous Solids 
 
 Glass 
 
 Graphite 
 
 Gutta-percha 
 
 Paraffin ?/ 
 
 Porcelain 
 
 Linear Expansion 
 
 Centigrade Fahrenheit 
 
 .00231 
 
 .00188 
 .00193 
 .00181 
 .00168 
 .00183 
 .00150 
 .00106 
 .00120 
 .00124 
 .00286 
 .00126 
 .00090 
 .00081 
 .00192 
 .00110 
 .00132 
 .00120 
 .00110 
 .00210 
 .00311 
 
 .00085 
 .00079 
 .05980 
 .02785 
 .00036 
 
 .00128 
 .00104 
 .00107 
 .00101 
 .00093 
 .60102 
 .00083 
 .00059 
 .00067 
 .00069 
 .00159 
 .00070 
 .00050 
 .00045 
 .00107 
 .00061 
 .00073 
 .00067 
 .00061 
 .00117 
 .00173 
 
 .00047 
 .00044 
 .03322 
 .01547 
 .00020 
 
 Substance 
 
 Stone and Masonry 
 
 , Ashlar masonry 
 
 Brick masonry 
 
 Cement, Portland 
 
 Concrete 
 
 "■ masonry 
 
 Granite 
 
 Limestone 
 
 Marble 
 
 Rubble masonry. . . 
 
 Sandstone 
 
 Slate 
 
 Timber 
 Fir 1 
 M ^P le parallel tofiber| 
 
 Pine J 
 'Fif 1 
 
 'Maple [perpendicular 
 Oak f to fiber.. 
 Pine J 
 Liquid Substances 
 
 Alcohol 
 
 Acid, nitric. 
 
 "' sulphuric....'... 
 
 Mercury 
 
 Oil, turpentine 
 
 Linear Expansion 
 
 Centigrade Fahrenheit 
 
 .00063 
 .00055 
 .00107 
 .00143 
 .00120 
 .00084 
 .00080 
 .00100 
 .00166 
 .00063 
 .00110 
 .00104 
 
 .00035 
 .00031 
 .00059 
 .00079 
 .00067 
 .00047 
 .00044 
 .00056 
 .00092 
 .00035 
 .00061 
 .00058 
 
 .00037 
 
 .00021 
 
 .00064 
 
 .00036 
 
 .00049 
 
 .00027 
 
 .00054 
 
 .00030 
 
 .0058 
 
 .0032 
 
 .0048 
 
 .0027 
 
 .0054 
 
 .0030 
 
 .0034 
 
 .0019 
 
 Volumetric 
 
 Expansion 
 
 .104 
 
 .058 
 
 .110 
 
 .061 
 
 .063 
 
 .035 '■ 
 
 .018 
 
 .010 
 
 .090 
 
 .050 
 
 
 Expansion 
 
 OF 
 
 Water 
 
 , Maximum Density= 
 
 =1 
 
 
 C° 
 
 Volume || C° 
 
 Volume 
 
 C° 
 
 Volume 
 
 C° 
 
 Volume 
 
 :C° 
 
 Volume 
 
 C° 
 
 Volume 
 
 
 
 4 
 
 1.000126 10 
 1.000000 II 20 
 
 1.000257 
 1.001732 
 
 30 
 40 
 
 1.004234 
 1.007627 
 
 50 
 60 
 
 1.011877 . 
 1.016954 
 
 70 
 80 
 
 1.022384 
 1.029003 
 
 90 
 100 
 
 1.035829 
 1.043116 
 
 377 
 
CARNEGIE STEEL COMPANY 
 
 EQUIVALENTS OF MEASURE 
 
 Lengths 
 
 1 meter, m = 10 decimeters, dm = 100 centimeters, cm = 1000 millimeters, mm. 
 1 meter, m = 0.1 decameter, dkm=0.01 hectometer, hm = 0.001 kilometer, km. 
 1 meter, m = 39.37 inches, U. S. Standard = 39.370113 inches, British Standard. 
 1 millimeter, mm =1000 microns, yu.= 0.03937 inch = 39.37 mils. 
 
 
 Inches, 
 
 Feet, 
 
 Yard, 
 
 Rods, 
 
 Chains, 
 
 Miles, U. S. 
 
 Kilo- 
 
 
 
 
 
 m 
 
 in. 
 
 ft. 
 
 yd. 
 
 r. 
 
 ch. 
 
 Statute 
 
 Nautical 
 
 km. 
 
 1 
 
 39.37 
 
 3.28083 
 
 1.09361 
 
 0.19884 
 
 0.04971 
 
 0.§6214 
 
 0.05396 
 
 0.001 
 
 0.02540 
 
 1 
 
 0.08333 
 
 0.02778 
 
 0.o5051 
 
 0.ol263 
 
 0.J 1578 
 
 O.ol371 
 
 O.o 2540 
 
 0.30480 
 
 12 
 
 1 
 
 0.33333 
 
 0.06061 
 
 0.01515 
 
 0.|l894 
 
 0.01645 
 
 O.o 3048 
 
 0.91440 
 
 36 
 
 3 
 
 1 
 
 0.18182 
 
 0.04545 
 
 0.? 5682 
 
 0.04934 
 
 0.29144 
 
 5.02921 
 
 198 
 
 16.5 
 
 5.5 
 
 1 
 
 0.25 
 
 0.?3125 
 
 0.?2714 
 
 O.o5029 
 
 20.1168 
 
 792 
 
 66 
 
 22 
 
 4 
 
 1 
 
 0.01250 
 
 0.01085 
 
 0.02012 
 
 1609.35 
 
 63360 
 
 5280 
 
 1760 
 
 320 
 
 80 
 
 1 
 
 0.86839 
 
 1.60935 
 
 1853.25 
 
 72962.5 
 
 6080.20 
 
 2026.73 
 
 368.497 
 
 92.1243 
 
 1.15155 
 
 1 
 
 1.85325 
 
 1000 
 
 39370 
 
 3280.83 
 
 1093.61 
 
 198.838 
 
 49.7096 
 
 0.62137 
 
 0.53959 
 
 1 
 
 1 yard, U.S. = 1.0000029 yards British 1 yard British = 0.9999971 yard V. S. 
 
 1 chain, Gunter's= 100 links 1 link = 7.92 inches. 
 
 1 cable length, U. ST=120 fathoms = 960 spans = 720 feet = 219.457 meters. 
 
 1 league, U. S. = 3 statute miles, = 24 furlongs. 
 
 1 international geographical mile= : H6 at equator = 7422 m 
 
 =4.611808 U. S. statute miles. 
 1 international nautical mile =%o° at meridian =1852 m 
 
 =0.999326 U. S. nautical miles. 
 1 U.S. nautical mile=%o° of circumference of sphere whose surface equals 
 
 that of the earth = 6080.27 feet= 1.15155 statute miles =1853.27 meters. 
 1 British nautical mile = 6080.00 feet = 1.15152 statute miles = 1853.19 meters. 
 
 Surfaces and Aeeas 
 
 1 sq. meter, m 2 = 100 sq. decimeters, dm* = 10000 sq. centimeters, cm*. 
 1 sq. meter, m* = 0.01 are, a =0.0001 hectare, ha. 
 
 1 sq. millimeter, mm* =0,01 cm* =0.00155 sq. inch = 1973.5 circular mils. 
 1 are, a = l sq. decameter, dkm =0.0247104 acre. 
 
 Sq. Meters, 
 m 2 
 
 Sq. Inches, 
 sq. in. 
 
 Sq. Feet, 
 sq. ft. 
 
 Sq. Yards, 
 sq. yd. 
 
 Sq. Rods, 
 sq. i. 
 
 Acres, 
 A 
 
 Hectares, 
 ha. 
 
 Sq. Miles, 
 
 Statute 
 
 Sq. Kilo- 
 meters, 
 km* 
 
 1 
 
 1550.00 
 
 10.7639 
 
 1.19599 
 
 0.03954 
 
 0.S2471 
 
 0.0001 
 
 0.03861 
 
 O.ol 
 
 0.S6452 
 
 1 
 
 O.o 6944 
 
 0. 7716 
 
 0.o2551 
 
 0.ol594 
 
 0.o6452 
 
 0.§2491 
 
 0.1! 6452 
 
 0.09290 
 
 144 
 
 1 
 
 0.11111 
 
 O.o3673 
 
 0.^2296 
 
 O.o9290 
 
 0.J3587 
 
 0.o9290 
 
 0.83613 
 
 1296 
 
 9 
 
 1 
 
 0.03306 
 
 0.S2066 
 
 0.J8361 
 0.§2529 
 
 0.g3228 
 
 0. 8361 
 
 25.2930 
 
 39204 
 
 272.25 
 
 30.25 
 
 1 
 
 0.00625 
 
 0.§9766 
 
 0.12529 
 
 4046.87 
 
 6272640 
 
 43560 
 
 4840 
 
 160 
 
 1 
 
 0.40469 
 
 0.S1563 
 
 O.o4047 
 
 10000 
 
 15499969 
 
 107639 
 
 11959.9 
 
 395.366 
 
 2.47104 
 
 1 
 
 0. 3861 
 
 0.01 
 
 2589999 
 
 
 27878400 
 
 3097600 
 
 102400 
 
 640 
 
 259.000 
 
 1 
 
 2.59000 
 
 1000000 
 
 
 10763867 
 
 1195985 
 
 39536.6 
 
 247.104 
 
 100 
 
 0.38610 
 
 1 
 
 1 sq. rod, sq. pole, or sq. perch =625 sq. links =Meo acre. 
 
 1 sq. chain, Gunter's=16 sq. rods = Mo acre. 
 
 1 acre = 4 sq. roods = 160 sq. rods. Square of 1 acre = 208.7103 feet square. 
 
 Notations o. o, o, etc., indicate that the o, o. o, etc., are to be replaced by 
 2, 3, 4, etc., ciphers. 
 
 Example— lsq. rod =0.o9766 = 0.000009766 sq. miles. 
 
 378 
 
MEASURES AND WEIGHTS 
 
 EQUIVALENTS OF MEASURE 
 
 Volume and Capacity 
 
 1 cu. meter, m» = 1000 cu. decimeter,- dm» = 1000000 cu. centimeters, cm' 
 1 liter, 1=10 deciliters, dl=100 centiliters, cl = 1000 .milliliters, ml 
 
 = 1000 cu. centimeters, cm». or cc. 
 1 liter, 1 = 0.1 decaliter, dkl = 0.01 hectoliter, hl = l cu. decimeter, dm« 
 
 Cubic 
 
 Cubic 
 Inches, 
 cu. in. 
 
 Cubic 
 Feet, 
 cu. ft. 
 
 Cubic 
 Yards, 
 cu. yd. 
 
 U. S. Quarts 
 
 U. S. Gallons 
 
 U.S. 
 
 Decimeter, 
 dm»,l 
 
 Liquid, 
 1. qt. 
 
 Dry, 
 d.qt. 
 
 Liquid, 
 1. gal. 
 
 Dry, 
 d. gal. 
 
 Bushels, 
 bu. 
 
 1 
 
 61.0234 
 
 0.03531 
 
 0.ol308 
 
 1.05668 
 
 0.90808 
 
 0.26417 
 
 0.22702 
 
 0.02833 
 
 0.01639 
 
 1 
 
 0.o5787 
 
 0.o2143 
 
 0.01732 
 
 0.01488 
 
 0.o4329 
 
 0.? 3720 
 
 0. 4650 
 
 28.3170 
 
 1728 
 
 1 
 
 0.03704 
 
 29.9221 
 
 25.7140 
 
 7.48055 
 
 6.42851 
 
 0.80356 
 
 764.559 
 
 46656 
 
 27 
 
 1 
 
 807.896 
 
 694.279 
 
 201.974 
 
 173.570 
 
 21.6962 
 
 0.94636 
 
 57.75 
 
 0.03342 
 
 O.o 1238 
 
 1 
 
 0.85937 
 
 0.25 
 
 0.21484 
 
 0.02686 
 
 1.10123 
 
 67.2006 
 
 0.03889 
 
 0.ol440 
 
 1.16365 
 
 1 
 
 0.29091 
 
 0.25 
 
 0.03125 
 
 3.78543 
 
 231 
 
 0.13368 
 
 0.54951 
 
 4 
 
 3.43747 
 
 1 
 
 0.85937 
 
 0.10742 
 
 4.40492 
 
 268.803 
 
 0.15556 
 
 O.o5761 
 
 4.65460 
 
 4 
 
 1.16365 
 
 1 
 
 0.125 
 
 35.2393 
 
 2150.42 
 
 1.24446 
 
 0.04609 
 
 37.2368 
 
 32 
 
 9.30920 
 
 8 
 
 1 
 
 U. S. Dry Measure: 1 bushel = 4 pecks =8 gallons = 32 quarts = 64 pints. 
 
 U. S. Liquid Measure: 1 gallon=4 quarts=8 pints=32 gills=128 fluid ounces. 
 
 U.S. Apoth. Measure: 1 fl. ounce, f J =8 fl. drams, 13=480 minims, iii 
 
 = 29.574 cu. cm*. 
 British Imperial gallon dry and liquid measure = 1.03202 U. S. dry gal. 
 
 = 1.20091 U. S. liquid gal. 
 British Imperial gallon =277.410 cu. in. = 4545.9631 cm». 
 
 Weight of water at maximum density, 4°C, 45° Lat., and sea level. 
 1 cu. ft. = 62.4283 lbs. av. = 28.3170 kg 1 cu. in. = 0.57804 oz. av. = 16.3872 g. 
 1 gal., U. S. liquid = 8.34545 lbs. = 3.78543 kg. 
 1 gal., British Imperial = 10.0221 lbs. =4.5459631 kg. 
 
 Masses and Weights 
 
 1 gram, g = 10 decigrams, dg = 100 centigrams, eg = 1000 milligrams, mg. 
 1 gram, g = 0.1 decagram, dkg = 0.01 hectogram, hg = 0.001 kilogram, kg. 
 1 kilogram, kg — 1 cu. decimeter of water or liter, 4°C, 45° Lat. and sea level 
 = 15432.35639 grains, U. S. and British Standard. 
 
 Kilo- 
 grams, 
 
 
 Ounces 
 
 Pounds 
 
 Tons 
 
 Grains, 
 
 gr- 
 
 Troy, 
 
 Avoir, 
 
 Troy, 
 
 Avoir, 
 
 Net, 
 Short, 
 
 Gross, 
 
 Long, 
 
 2240 lbs. 
 
 Metric, 
 
 kg- 
 
 
 oz. t. 
 
 oz. av. 
 
 lb. t. 
 
 lb. av. 
 
 2000 lbs. 
 
 1000 kg. 
 
 1 
 
 15432.4 
 
 32.1507 
 
 35.2740 
 
 2.67923 
 
 2.20462 
 
 0.8 1102 
 
 0.O9842 
 
 0.001 
 
 0. 6480 
 
 1 1 
 
 0.o2083 
 
 0. 2286 
 
 O.ol736 
 
 0.ol429 
 
 0.07143 
 
 0.06378 
 
 0.o6480 
 
 0.03110 
 
 480 
 
 1 
 
 1.09714 
 
 0.08333 
 
 0.06857 
 
 O.o 3429 
 
 0. 3061 
 
 0.o3110 
 
 0.02835 
 
 437.5 
 
 0.91146 
 
 1 
 
 0.07595 
 
 0.06250 
 
 0.^3125 
 
 0.o2790 
 
 O.o2835 
 
 0.37324 
 
 5760 
 
 12 
 
 13.1657 
 
 1 
 
 0.822S6 
 
 0.o4114 
 
 O.o3674 
 0.o4464 
 
 0. 3732 
 
 0.45359 
 
 7000 
 
 14.5833 
 
 16 
 
 1.21528 
 
 1 
 
 0.00050 
 
 0. 4536 
 
 907.185 
 
 14000000 
 
 29166.7 
 
 32000 
 
 2430.56 
 
 2000 
 
 1 
 
 0.89286 
 
 0.90719 
 
 1016.05 
 
 15680000 
 
 32666.7 
 
 35840 
 
 2722.22 
 
 2240 
 
 1.12 
 
 1 
 
 1.01605 
 
 1000 
 
 15432356 
 
 32150.7 
 
 35274-0 
 
 2679.23 
 
 2204.62 
 
 1.10231 
 
 0.98421 
 
 1 
 
 1 ounce avoir. = 16 drams, avoir. \ 1 ounce troy = 20 pennyweight, dwt. 
 
 1 ounce aDOth., 3 =8 drams, 3=24 scruples, 9=480 grains, gr=31.1035 g 
 
 1 hundredweight =1/20 long ton=4 quarters=8 stone= 112 lbs. =50.80241 
 
 Notations o, o. J. etc., indicate that the g. o. o> etc., are to be replaced by 
 2, 3, 4, etc., ciphers. 
 
 Example— 1 grain = 0.o2083 = 0.002083 oz. t. 1 grain=0. 6480=0.00006480 kg. 
 
 379 
 
CARNEGIE STEEL COMPANY 
 
 EQUIVALENTS OF MEASURE 
 
 Forces ob Weights per Units op Length, Linear Weights 
 
 1 dyne per centimeter = 0.00101979 g/cm = 0.000183719 poundal/in. 
 1 gram per centimeter = 980.5966 dynes/cm = 0.180154 poundal/in. 
 1 poundal per inch = 5443.11 dynes/cm = 5.55081 g/cm = 0.0310832 poun d/in. 
 
 
 
 
 
 
 
 
 Gross 
 
 Tons, 
 
 2240 lbs., 
 
 per Mile 
 
 Metric 
 
 Centi- 
 
 Grains 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Kilograms 
 
 Net Tons, 
 
 Tons, 
 
 per Inch, 
 
 per Inch, 
 
 per Foot, 
 
 per Yard, 
 
 per Meter 
 
 2000 lbs., 
 
 1000 kg, 
 
 meter 
 g/cm 
 
 gr./m. 
 
 lb./in. 
 
 lb./ft. 
 
 lb./yd. 
 
 kg/m 
 
 per Mile 
 
 per 
 Kilometer 
 
 1 
 
 39.1983 
 
 0.o5600 
 
 0.06720 
 
 0.20159 
 
 0.10 
 
 0.17740 
 
 0.15839 
 
 0.10 
 
 0.02551 
 
 1 
 
 0.ol429 
 
 0.ol714 
 
 0.o5143 
 
 0.o2551 
 
 0.o4526 
 
 O.o4041 
 
 0.o2551 
 
 178.579 
 
 7000 
 
 1 
 
 12 
 
 36 
 
 17.8579 
 
 31.6800 
 
 28.2857 
 
 17.8579 
 
 14.8816 
 
 583.333 
 
 0.08333 
 
 1 
 
 3 
 
 1.48816 
 
 2.64000 
 
 2.35714 
 
 1.48816 
 
 4.96054 
 
 194.444 
 
 0.02778 
 
 0.33333 
 
 1 
 
 0.49605 
 
 0.88000 
 
 0.78571 
 
 0.49605 
 
 10 
 
 391.983 
 
 0.05600 
 
 0.67197 
 
 2.01591 
 
 1 
 
 1.77400 
 
 1.58393 
 
 1, 
 
 5.63698 
 
 220.960 
 
 0.03157 
 
 0.37879 
 
 1.13636 
 
 0.56370 
 
 1 
 
 0.89286 
 
 0.56370 
 
 6.31342 
 
 247.475 
 
 0.03535 
 
 0.42424 
 
 1.27273 
 
 0.63134 
 
 1.12 
 
 1 
 
 0.63134 
 
 10 
 
 391,983 
 
 0.05600 
 
 0.67197 
 
 2.01591 
 
 1 
 
 1.77400 
 
 1.58393 
 
 1 
 
 Forces or Weights per Units op Area, Pressure 
 1 dynepersq. centimeter=0.00101979 g/cm 2 =0.000466646 poundals/in 2 . 
 1 grampersq.centimeter= 980.5966dynes/cm 2 =0.457592 poundals/in 2 . 
 1 poundal persq. inch =2142.95 dynes/cm 2 =2.18536 g/cm 2 =0.0310832 pound/in 2 
 
 Kilograms 
 per 
 
 Sq. Centi- 
 meter, 
 kg/cm 2 
 
 Pounds 
 
 per 
 Sq. Inchy 
 lb./in. 2 
 
 Pounds 
 
 per 
 Sq. Foot, 
 lb./ft 2 
 
 Net Tons, 
 
 2000 lbs! 
 
 per/ 
 
 Sq. Foot 
 
 Atmos- 
 pheres, 
 Standard, 
 760 mm 
 
 Columns of Mercury, 
 Hg. 13.59593 Sp. G. 
 
 Columns of Water, 
 Max. Density 4° C . ' 
 
 Milli- 
 meters 
 
 Inches 
 
 Meters 
 
 ^Feet . , 
 
 1 
 0.07031 
 0.o4882 
 0.97648 
 1.03329 
 O.o 1360 
 0.03453 
 
 0.10 
 0.03048 
 
 14.2234 
 
 1 
 O.o6944 
 13.8889 
 14.6969 
 0.01934 
 0.49119 
 1.42234 
 0.43353 
 
 2048.17 
 
 144 
 
 1 
 
 2000 
 
 2116.35 
 
 2.78468 
 
 70.7310 
 
 204.817 
 
 62.4283 
 
 1.02408 
 0.07,200 
 0.00050 
 
 1 
 1.05818 
 l/ol392 
 0.03537 
 6.10241 
 0.03121 
 
 0.96778 
 0.06804 
 O.o4725 
 0.94502 
 
 1 
 0.ol316 
 0.03342 
 0.09678 
 0.02950 
 
 735.514 
 51.7116 
 0.35911 
 718.216 
 760 
 1 
 25.4001 
 73.5514 
 22.4185 
 
 28.0572 
 2.03588 
 0.01414 
 28.2762 
 29.9212 
 0.03937 
 
 1 
 2.89572 
 0.88262 
 
 10 
 0.70307 
 0.54882 
 9.76482 
 10.3329 
 0.01360 
 0.34534 
 
 1 
 0.30480 
 
 32.8083 ; 
 2.30665 
 0.01602 
 32.0367 j 
 33.9006 ; 
 0.04461 ' 
 1.13299 
 3.28083 
 1 
 
 Forces or Weights per Units op Volume, Density 
 1 dyne per cu. centimeter=0.00101979 gram/cma =0.00118528 poundals/ins. 
 1 gram per cu. centimeter =980.5966 dynes/cm= = 1.162283 poundaIs/in». 
 1 poundal per cu. inch =843.683 dynes/cm8=0.860378g/cms=0.0310832pound/ins. 
 
 Grams 
 per 
 Cu. Centi- 
 meter, 
 g/cm 8 
 
 Pounds 
 
 per 
 Cu. Inch, 
 lb./in.a 
 
 Pounds 
 
 per 
 
 Cu. Foot, 
 
 lb./ft.s 
 
 Pounds . 
 
 per ' 
 
 Cu.Yard. 
 
 lb./yd.s 
 
 Kilograms 
 
 per 
 
 Cu.Meter. 
 
 kg/ms 
 
 Pounds 
 per ' 
 Bushel, 
 U. S. 
 
 Pounds 
 per 
 
 Gallon, 
 Dry, 
 U.S. 
 
 Pounds. 
 
 per 
 Gallon, 
 Liquid, 
 U. S. 
 
 Kilograms 
 
 per 
 Hectoliter, 
 
 kg/hi 
 
 1 • 
 27.6797 
 0.01602 
 0.o5933 
 
 0.001 
 0.01287 
 0.10297 
 0.11983 
 
 0.01 
 
 0.03613 
 
 1 
 0.§5787 
 0.52143 
 0.53613 
 b.o 4650 
 0.§3720 
 0.o4329 
 0.03613 
 
 62.4283 
 1728 
 1 
 0.03704 
 0.06243 
 0.80356 
 6.42851 
 7.48052 
 0.62428 
 
 1685.56 
 
 46656 
 
 27 
 
 1 
 
 1.68556 
 
 21.6962 
 
 173.570 
 
 201.974 
 
 16.8557 
 
 1000 
 27679.7 
 16.0184 
 0.59327 
 
 1 
 12.8718, 
 102.974 
 119.826 
 10 
 
 77.6893 
 2150.42 
 1.24446 
 0.04609 
 0.07769 
 
 1 
 
 S 
 
 9.30920 
 
 0.77689 
 
 01 etc., indicate that the %, 3, 5> etc 
 Example— 1 kg/m» = 0.J3613 
 
 9.71116 
 268.803 
 0.15556 
 0.o5762 
 0.o97H 
 0.125' 
 1 , 
 1.16365^ 
 0.09711 
 
 8.34545 
 
 .231 
 0.13368 
 0?o4951 
 0.o8345 
 0l'l0742 
 0.85937 
 
 1 
 0.08345 
 
 100 
 2767.97 
 1.60184 
 0.05933 
 
 0.10 
 
 1.28718 
 
 10.2974 
 
 11.9826 
 
 \ 
 
 Notations 01 oj 
 2, 3,4, etc. ciphers, 
 
 are to be replaced by 
 : 0.00003613 lb./in». 
 
 380 
 

 
 MEASURES AND 
 
 WEIGHTS 
 
 
 • 
 
 EQUIVALENTS OF MEASURE 
 Energy, Work, Heat 
 1 dyne-centimeter=l erg =0.00101979 gram-eeiitimeter= 0.5737612 foot-pound. 
 1 gram-centimeter=980.5966 ergs=0.o7233 foot-pound. 
 1 foot-pound =13557300 ergs= 13825.5 gram-centimeters. 
 
 Kilogram- 
 meters, 
 kg-m 
 
 Fooi> 
 Pounds, 
 ft.-lbs. 
 
 Horsepower-hour 
 
 Poncelet- 
 
 hours, 
 lOOkg-m-h 
 
 Kilowatt- 
 hours, 
 kw-h 
 
 Joules, 
 10' ergs, 
 
 j-s 
 
 Thermal Units 
 
 U. 8, 
 H. P.-L 
 
 Metric, 
 75kg-m-h 
 
 B. T. U. 
 b.t.u. 
 
 Calorie, 
 kg-cal 
 
 1 
 0.13826 
 273745 
 270000 
 360000 
 367123 
 0.10198 
 107.577 
 426.900 
 
 7.23300 
 
 1 
 1980000 
 1952910 
 2603880 
 2655403 
 0.73761 
 778.104 
 3087.77 
 
 0.o3653 
 0.o5051 
 
 1 
 0.98632 
 1.31509 
 1.34111 
 0.03725 
 0.o3930 
 0.ol559 
 
 O.o3704 
 0.o5121 
 1.01387 
 
 1 
 1.33333 
 1.35972 
 0.?3777 
 O.o 3984 
 0.ol581 
 
 0.B2778 
 0.§3840 
 0.76040 
 0.75 
 1 
 1.01979 
 0.o2833 
 0.02988 
 O.0II86 
 
 0.o2724 
 0.§3766 
 0.74565 
 0.73545 
 0.98060 
 
 1 
 O.o 2778 
 0.o2930 
 0:oll63 
 
 9.80597 
 1.35573 
 268434C 
 2647610 
 3530147 
 3600000 
 
 1 
 1054.90 
 4186.17 
 
 0.5" 9296 
 0.ol285 
 2544.65 
 2509.83 
 3346.44 
 3412.66 
 O.o9480 
 
 1 
 3.96832 
 
 0.6 ! 2342 
 0.o3239 
 641.240 
 632.467 
 843.289 
 859.975 
 O.o2389 
 0.25200 
 1 
 
 Power, Rate of Energy and Heat 
 
 1 erg per sec=ldyne-cm/sec.=O.OD101979gram-cm/sec.=0.o737612 foot-pounds/sec. 
 1 gram-centimeter per second =980.5966 ergs/sec. =0.o7238 foot-pounds/sec. 
 1 foot-pound per second =13557300 ergs/sec =13825.5 gram-cm/sec. 
 
 Kilogram- 
 meters 
 
 per ' 
 Second, 
 kg-m/s 
 
 Foot^ 
 pounds 
 
 per 
 Second, 
 ft.-lbs./s 
 
 Horsepower 
 
 Poncelet, 
 100 • 
 kg-m/s 
 
 Kilowatt, 
 kw. 
 
 Watts, ' 
 lO^ergs/s 
 
 Thermal Units 
 per Sec. 
 
 U. S., 
 
 550 
 
 ft.-lbs./s 
 
 Metric, 
 
 75 
 kg-m/s 
 
 B. T. U. 
 
 btu/s 
 
 Calorie 
 kg-cal/s' 
 
 1 
 0.13826 
 ,76.0404 
 V 75 
 100 
 101.979 
 0.10198 
 107.577 
 426.900 
 
 7.23300 
 1 
 550 
 542.475 
 723.300 
 737.612 
 0.73761 
 778.104 
 3087.77 
 
 0.01315 
 O.0I8I8 
 
 1 
 0.98632 
 1.31509 
 1.34111 
 0.ol341 
 1.41474 
 5.61412 
 
 0.01333 
 0.51843 
 1.01387 
 
 1 
 1.33333 
 1.35972 
 O.ol360 
 1.43436 
 5.69200 
 
 0.01 
 O.ol383 
 0.76040 
 
 0.75 
 1 
 1.01979 
 O.o 1020 
 1.07577 
 4.26900 
 
 O.o9806 
 O.ol356 
 0.74565 
 0.73545 
 0.98060 
 / 1 
 0.001 
 1.05490 
 4.18617 
 
 9.80597 
 1.35573 
 745.650 
 735.448 
 980.597 
 1000 
 1 
 1054.90 
 4186.17 
 
 0.o9296 
 0.ol285 
 0.70685 
 0.69718 
 0.92957 
 0.94796 
 0.B9480 
 
 1 
 3.96832 
 
 0.o2342 
 0.o3237 
 0.17812 
 0.17569 
 0.23425 
 0.23888 
 0. 2389 
 0.25200 
 1 
 
 Velocities and Accelerations 
 
 1 kine=l centimeter per second =0.0328083 foot per second. . 
 1 radian per second=>57.2958 degrees per sec.=0.159155 revolutions per sec. 
 1 gravity=980.5966 centimeters per sec. per sec.=32.1717 feet per sec. per sec. 
 
 Meters 
 
 per 
 Second, 
 
 m/s 
 
 Feet 
 
 per 
 
 Second, 
 
 ft./s ■ 
 
 Miles 
 per Hour, 
 
 M/h 
 
 Knots 
 
 per Hour, 
 
 U.S. 
 
 Kilo- 
 meters 
 Hour, 
 km/h 
 
 Meter 
 
 per 
 
 sec/sec 
 
 m/s2 
 
 Feet 
 
 per 
 sec/sec 
 ft./s* 
 
 Miles 
 
 per 
 
 hour /sec 
 
 M/h-s 
 
 Kilometer 
 
 per 
 hour/sec 
 km/h-s 
 
 1 
 0.30480 
 0.44704 
 0.51479 
 0.27778 
 
 3.28083 
 
 1 
 1.46667 
 1.68894 
 0.91134 
 
 2.23693 
 0.68182 
 
 1 
 1.15155 
 0.62137 
 
 1.94254 
 0.59209 
 0.86839 
 
 1 
 0.53959 
 
 3.6 
 
 1.09728 
 
 1.60935 
 
 1.85325 
 
 1 
 
 1 
 0.30480 
 0.44704 
 
 0.27778 
 
 3.28083 
 
 1 
 1.46667 
 0.91134 
 
 2.23693 
 0.68182 
 
 1 , 
 0.62137 
 
 3.6 
 
 1.09728 
 
 1.60935 
 
 1 
 
 Notations o, o, n> etc., indicate that the ojo> o, etc., are to be replaced by 
 2, 3, i, etc., ciphers. Example— 1 Calorie=0.oll63=0.001163 kilowatt-hours. 
 
 381 
 
* 
 
 
 CARNEQIE 
 
 5TEEL 
 
 COMPANY 
 
 
 
 
 
 METRIC CONVERSION TABLES 
 
 
 Inches to Centimeters — 1 in.=2.540005 cm 
 
 
 
 
 1 
 
 2 
 
 3 
 
 ' 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 2.540 
 
 5.080 
 
 7.620 
 
 10.160 
 
 12.700 
 
 15.240 
 
 17.780 
 
 20.320 
 
 22.860 
 
 1 
 
 25.400 
 
 27.940 
 
 30.480 
 
 33.020 
 
 35.560 
 
 38.100 
 
 40.640 
 
 43.180 
 
 45.720 
 
 48.260 
 
 2 
 
 50.800 
 
 53.340 
 
 55.880 
 
 58.420 
 
 60.960 
 
 63.500 
 
 66.040 
 
 68.580 
 
 71.120 
 
 73.660 
 
 3 
 
 76.200 
 
 78.740 
 
 81.280 
 
 83.820 
 
 86.360 
 
 88.900 
 
 91.440 
 
 93.980 
 
 96.520 
 
 99.060 
 
 . 4 
 
 101.600 
 
 104.140 
 
 106.680 
 
 109.220 
 
 111.760 
 
 114.300 
 
 116.840 
 
 119.380 
 
 121.920 
 
 124.460 
 
 5 
 
 127.000 
 
 129.540 
 
 132.080 
 
 134.620 
 
 137.160 
 
 139.700 
 
 142.240 
 
 144.780 
 
 147.320 
 
 149.860 
 
 6 
 
 152.400 
 
 154.940 
 
 157.480 
 
 160.020 
 
 162.560 
 
 165.100 
 
 167.640 
 
 170.180 
 
 172.720 
 
 175.260 
 
 7 
 
 177.800 
 
 180.340 
 
 182.880 
 
 185.420 
 
 187.960 
 
 190.500 
 
 193.040 
 
 195.580 
 
 198.120 
 
 200.660 
 
 8 
 
 203.200 
 
 205.740 
 
 208.280 
 
 210.820 
 
 213.360 
 
 215.900 
 
 218.440 
 
 220.980 
 
 223.520 
 
 226.060 
 
 9 
 
 228.600 
 
 231.140 
 
 233.680 
 
 236.220 
 
 238.760 
 
 241.300 
 
 243.840 
 
 246.380 
 
 248.920 
 
 251.460 
 
 Inches 2 to Cbntimetebs 2 — 1 in. 2 =6.45i625 cm 2 
 
 
 
 
 1 
 
 2 
 
 '3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 6.452 
 
 12.903 
 
 19.355 
 
 25.807 
 
 32.258 
 
 38.710 
 
 45.161 
 
 51.613 
 
 58.065 
 
 1 
 
 64.516 
 
 70.968 
 
 77.420 
 
 83.871 
 
 90.323 
 
 96.774 
 
 103.226 
 
 109.678 
 
 116.129 
 
 122.581 
 
 2 
 
 129.033 
 
 135.484 
 
 141.936 
 
 148.387 
 
 154.839 
 
 161.291 
 
 167.742 
 
 174.194 
 
 180.646 
 
 187.097 
 
 3. 
 
 193.549 
 
 200.000 
 
 206.452 
 
 212.904 
 
 219.355 
 
 225.807 
 
 232.259 
 
 238.710 
 
 245.162 
 
 251.613 
 
 4 
 
 258.065 
 
 264.517 
 
 270.968 
 
 277.420 
 
 283.872 
 
 290.323 
 
 296.775 
 
 303.226 
 
 309.678 
 
 316.130 
 
 5 
 
 322.581 
 
 329.033 
 
 335.485 
 
 341.936 
 
 348.388 
 
 354.839 
 
 361.291 
 
 367.743 
 
 374.194 
 
 380.646 
 
 6 
 
 387.098 
 
 393.549 
 
 400.001 
 
 406.452 
 
 412.904 
 
 419.356 
 
 425.807 
 
 432.259 
 
 438.711 
 
 445.162 
 
 7 
 
 451.614 
 
 458.065 
 
 464.517 
 
 470.969 
 
 477.420 
 
 483.872 
 
 490.324 
 
 496.775 
 
 503.227 
 
 509.678 
 
 8 
 
 516.130 
 
 522.582 
 
 529.033 
 
 535.485 
 
 541.937 
 
 548.388 
 
 554.840 
 
 561.291 
 
 567.743 
 
 574.195 
 
 9 
 
 580.646 
 
 587.098 
 
 593.550 
 
 600.001 
 
 606.453 
 
 612.904 
 
 619.356 
 
 625.808 
 
 632.259 
 
 638.711 
 
 Inches 3 to Centimeters 3 — 1 in. 3 =l6.38716 cm 3 
 
 >& 
 
 -.0.. 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 16.39 
 
 32.77 
 
 49.16 
 
 65.55 
 
 81.94 
 
 98.32 
 
 114.71 
 
 131.10 
 
 147.48 
 
 l 
 
 163.87 
 
 180.26 
 
 196.66 
 
 213.03 
 
 229.42 
 
 245.81 
 
 262.19 
 
 278.58 
 
 294.97 
 
 311.36 
 
 2 
 
 327.74 
 
 344.13 
 
 360.52 
 
 376,90 
 
 393.29 
 
 409.68 
 
 426.07 
 
 442.45 
 
 458.84 
 
 475.23 
 
 3 
 
 491.61 
 
 508.00 
 
 524.39 
 
 540.78 
 
 557.16 
 
 573.55 
 
 589.94 
 
 606.32 
 
 622.71 
 
 639.10 
 
 4 
 
 655.49 
 
 671.87 
 
 688.26 
 
 704.65 
 
 721.04 
 
 737.42 
 
 753.81 
 
 770.20 
 
 786.58 
 
 802.97 
 
 5 
 
 819.36 
 
 835.75 
 
 852.13 
 
 868.52 
 
 884.91 
 
 901.29 
 
 917.68 
 
 934.07 
 
 950.46 
 
 966.84 
 
 6 
 
 983.23 
 
 999.62 
 
 1016.00 
 
 1032.39 
 
 1048.78 
 
 1065.17 
 
 1081.55 
 
 1097.94 
 
 1114.33 
 
 1130.71 
 
 7 
 
 1147.10 
 
 1163.49 
 
 1179.88 
 
 1196.26 
 
 1212.65 
 
 1229.04 
 
 1245.42 
 
 1261.81 
 
 1278.20 
 
 1294.59 
 
 8 
 
 1310.97 
 
 1327.36 
 
 1343.75 
 
 1360.13 
 
 1376.52 
 
 1392.91 
 
 1409.30 
 
 1425.68 
 
 1442.07 
 
 1458.46 
 
 9 
 
 1474.84 
 
 1491.23 
 
 1507.62 
 
 1524.01 
 
 1540.39 
 
 1556.78 
 
 1573.17 
 
 1589.55 
 
 1605.94 
 
 1622.33 
 
 Inches 4 to Centimeters 4 — 1 in. 4 =4i. 62347 cm 4 
 
 ^ 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 1 
 
 8 
 
 9 
 
 
 
 
 41.62 
 
 83.25 
 
 124.87 
 
 166.49 
 
 208.12 
 
 249.74 
 
 291.36 
 
 332.99 
 
 374.61 
 
 l 
 
 416.23 
 
 457.86 
 
 499.48 
 
 541.11 
 
 '582.73 
 
 624.35 
 
 665.98 
 
 707.60 
 
 749.22 
 
 790.85' 
 
 2 
 
 832.47 
 
 874.09 
 
 915.72 
 
 957.34 
 
 998.96 
 
 1040.59 
 
 1082.21 
 
 1123.83 
 
 1165.46 
 
 1207.08 
 
 3 
 
 1248.70 
 
 1290.33 
 
 1331.95 
 
 1373:57 
 
 1415.20 
 
 1456.82 
 
 1498.44 
 
 1540.07 
 
 1581.69 
 
 1623.32 
 
 4 
 
 1664.94 
 
 1706.56 
 
 1748.19 
 
 1789.81 
 
 1831.43 
 
 1873.06 
 
 1914.68 
 
 1956.30 
 
 1997.93 
 
 2039.55 
 
 5 
 
 2081.17 
 
 2122.80 
 
 2164.42 
 
 2206.04 
 
 2247.67 
 
 2289.29 
 
 2330.91 
 
 2372.54 
 
 2414.16 
 
 2455.78 
 
 6 
 
 2497.41 
 
 2539.03 
 
 2580.66 
 
 2622.28 
 
 2663.90 
 
 2705.53 
 
 2747.15 
 
 2788.77 
 
 2830.40 
 
 2872.02 
 
 7 
 
 2913.64 
 
 2955.27 
 
 2996.89 
 
 3038.51 
 
 3080.14 
 
 3121.76 
 
 3163.38 
 
 3205.01 
 
 3246.63 
 
 3288.25 
 
 8 
 
 3329.88 
 
 3371.50 
 
 3413.12 
 
 3454.75 
 
 3496.37 
 
 3537.99 
 
 3579.62 
 
 3621.24 
 
 3662.87 
 
 3704.49 
 
 9 
 
 3746.11 
 
 3787.74 
 
 3829.36 
 
 3870.98 
 
 3912.61 
 
 3954.23 
 
 3995.85 
 
 4037.48 
 
 4079.10 
 
 4120.72 
 
 382 
 

 
 
 MEASURES 
 
 AND 
 
 WEIQHTS 
 
 
 
 
 
 METRIC CONVERSION TABLES 
 
 
 Centimeters to Inches — lcm=o.3937 in. 
 
 ^ 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 V 
 
 7 
 
 8 
 
 9 
 
 
 
 
 0.3937 
 
 0.7874 
 
 1.1811 
 
 1.5748 
 
 1.9685 
 
 2.3622 
 
 2.7559 
 
 3.1496 
 
 3.5433 
 
 1 
 
 3.9370 
 
 4.3307 
 
 4.7244 
 
 5.1181 
 
 5.5118 
 
 5.9055 
 
 6.2992 
 
 6.6929 
 
 7.0866 
 
 7.4803 
 
 2 
 
 7.8740 
 
 8.2677 
 
 8.6614 
 
 9.0551 
 
 9.4488 
 
 9.8425 
 
 10.2362 
 
 10.6299 
 
 11.0236 
 
 11.4173 
 
 3 
 
 11.8110 
 
 12.2047 
 
 12.5984 
 
 12.9921 
 
 13.3858 
 
 13.7795 
 
 14:1732 
 
 14.5669 
 
 14.9806 
 
 15.3543 
 
 4 
 
 15.7480 
 
 16.1417 
 
 16.5354 
 
 16.9291 
 
 17.3228 
 
 17.7165 
 
 18.1102 
 
 18.5039 
 
 18.8976 
 
 19.2913 
 
 5 
 
 19.6850 
 
 20.0787 
 
 20.4724 
 
 20.8661 
 
 21.2598 
 
 21.6535 
 
 22.0472 
 
 22.4409 
 
 22.8346 
 
 23.2283 
 
 6 
 
 23.6220 
 
 24.0157 
 
 24.4094 
 
 24.8031 
 
 25.1968 
 
 25.5905 
 
 25.9842 
 
 26.3779 
 
 26.7716 
 
 27.1653 
 
 7 
 
 27.5590 
 
 27.9527 
 
 28.3464 
 
 28.7401 
 
 29.1338 
 
 29.5275 
 
 29.9212 
 
 30.3149 
 
 30.7086 
 
 31.1023 
 
 8 
 
 31.4960 
 
 31.8897 
 
 32.2834 
 
 32.6771 
 
 33.0708 
 
 33.4645 
 
 33.8582 
 
 34.2519 
 
 34.6456 
 
 35.0393 
 
 9 
 
 35.4330 
 
 35.8267 
 
 36.2204 
 
 36.6141 
 
 37.0078 
 
 37.4015 
 
 37.7952 
 
 38.1889 
 
 38.5826 
 
 38.9763 
 
 Centimeters 3 to Inches 2 — 1 cm 8 =0.i5499969 in. 3 . 
 
 Mk 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 0.1550 
 
 0.3100 
 
 0.4650 
 
 0.6200 
 
 0.7750 
 
 0.9300 
 
 1.0850 
 
 1.2400 
 
 1.3950 
 
 1 
 
 1.5500 
 
 1.7050 
 
 1.8600 
 
 2.0150 
 
 2.1700 
 
 2.3250 
 
 2.4800 
 
 2.6350 
 
 2.7900 
 
 2.9450 
 
 2 
 
 3.1000 
 
 3.2550 
 
 3.4100 
 
 3.5650 
 
 3.7200 
 
 3.8750 
 
 4.0300 
 
 4.1850 
 
 4.3400 
 
 4.4950 
 
 3 
 
 4.6500 
 
 4.8050 
 
 4.9600 
 
 5.1150 
 
 5.2700 
 
 5.4250 
 
 5.5800 
 
 5.7350 
 
 5.8900 
 
 6.0450 
 
 4 
 
 6.2000 
 
 6.3550 
 
 6.5100 
 
 6.6650 
 
 6.8200 
 
 6.9750 
 
 7.1300 
 
 7.2850 
 
 7.4400 
 
 7.5950 
 
 5 
 
 7.7500 
 
 7.9050 
 
 8.0600 
 
 8.2150 
 
 8.3700 
 
 8.5250 
 
 8.6800 
 
 8.8350 
 
 8.9900 
 
 9.1450 
 
 6 
 
 9.3000 
 
 9.4550 
 
 9.6100 
 
 9.7650 
 
 9.9200 
 
 10.0750 
 
 10.2300 
 
 10.3850 
 
 10.5400 
 
 10.6950 
 
 7 
 
 10.8500 
 
 11.0050 
 
 11.1600 
 
 11.3150 
 
 11.4700 
 
 11.6250 
 
 11.7800 
 
 11.9350 
 
 12.0900 
 
 12.2450 
 
 8 
 
 12.4000 
 
 12.5550 
 
 12.7100 
 
 12.8650 
 
 13.0200 
 
 13.1750 
 
 13.3300 
 
 13.4850 
 
 13.6400 
 
 13.7950 
 
 9 
 
 13.9500 
 
 14.1050 
 
 14.2600 
 
 14.4150 
 
 14.5700 
 
 14.7250 
 
 14.8800 
 
 15.0350 
 
 15.1900 
 
 15.3450 
 
 Centimeters 3 to Inches 3 — 1 cm 3 =o.06i0234in. 3 . 
 
 *& 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 0.06102 
 
 0.12205 
 
 0.18307 
 
 0.24409 
 
 0.30512 
 
 0.36614 
 
 0.42716 
 
 0.48819 
 
 0.54921 
 
 l 
 
 0.61023 
 
 0.67126 
 
 0.73228 
 
 0.79330 
 
 0.85433 
 
 0.91535 
 
 0.97637 
 
 1.03740 
 
 1.09842 
 
 1.15944 
 
 2 
 
 1.22047 
 
 1.28149 
 
 1.34251 
 
 1.40354 
 
 1.46456 
 
 1.52559 
 
 1.58661 
 
 1.64763 
 
 1.70866 
 
 1.76968 
 
 3 
 
 1.83070 
 
 1.89173 
 
 1.95275 
 
 2.01377 
 
 2.07480 
 
 2.13582 
 
 2.19684 
 
 2.25787 
 
 2.31889 
 
 2.37991 
 
 4 
 
 2.44094 
 
 2.50196 
 
 2.56298 
 
 2.62401 
 
 2.68503 
 
 2.74605 
 
 2.80708 
 
 2.86810 
 
 2.92912 
 
 2.99015 
 
 5 
 
 3.05117 
 
 3.11219 
 
 3.17322 
 
 3.23424 
 
 3.20526 
 
 3.35629 
 
 3.41731 
 
 3.47833 
 
 3.53936 
 
 3.60038 
 
 6 
 
 3.66140 
 
 3.72243 
 
 3.78345 
 
 3.84447 
 
 3.90550 
 
 3.96652 
 
 4.02754 
 
 4.08857 
 
 4.14959 
 
 4.21061 
 
 7 
 
 4.27164 
 
 4.33266 
 
 4.39368 
 
 4.45471 
 
 4.51573 
 
 4.57675 
 
 4.63778 
 
 4.69880 
 
 4.75983 
 
 4.82085 
 
 8 
 
 4.88187 
 
 4.94290 
 
 5.00392 
 
 5.06494 
 
 5.12597 
 
 5.18699 
 
 5.24801 
 
 5.30904 
 
 5.37006 
 
 5.43108 
 
 9 
 
 5.49211 
 
 5.55313 
 
 5.61415 
 
 5.67518 
 
 5.73620 
 
 5.79722 
 
 5.85825 
 
 5.91927 
 
 5.08029 
 
 6.04132 
 
 Centimeters* to Inches* — 1 cm^O.0240249 in. 4 . 
 
 ^ 
 
 
 
 1 
 
 ? 
 
 3 
 
 4 
 
 5 ' 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 0.02402 
 
 0.04805 
 
 0.07207 
 
 0.09610 
 
 0.12012 
 
 0.14415 
 
 0.16817 
 
 0.19220 
 
 0.21622 
 
 l 
 
 0.24025 
 
 0.26427 
 
 0.28830 
 
 0.31232 
 
 0.33635 
 
 0.36037 
 
 0.38440 
 
 0.40842 
 
 0.43245 
 
 0.45647 
 
 2 
 
 0.48050 
 
 0.50452 
 
 0.52855 
 
 0.55257 
 
 0.57660 
 
 0.60062 
 
 0.62465 
 
 0.64867 
 
 0.67270 
 
 0.69672 
 
 3 
 
 0.72075 
 
 0.74477 
 
 0.76880 
 
 0.79282 
 
 0.81685 
 
 0.84087 
 
 0.86490 
 
 0.88892 
 
 0.91295 
 
 0.93697 
 
 4 
 
 0.96100 
 
 0.98502 
 
 1.00905 
 
 1.03307 
 
 1.05710 
 
 1.08112 
 
 1.10515 
 
 1.12917 
 
 1.15320 
 
 1.17722 
 
 5 
 
 1.20125 
 
 1.22527 
 
 1.24930 
 
 1.27332 
 
 1.29734 
 
 1.32137 
 
 1.34539 
 
 1.36942 
 
 1.39344 
 
 1.41747 
 
 6 
 
 1.44149 
 
 1.46552 
 
 1.48954 
 
 1.51357 
 
 1.53759 
 
 1.56162 
 
 1.58564 
 
 1.60967 
 
 1.63369 
 
 1.65772 
 
 7 
 
 1.68174 
 
 1.70577 
 
 1.72979 
 
 1.75382 
 
 1.77784 
 
 1.80187 
 
 1.82589 
 
 1.84992 
 
 1.87394 
 
 1.89797 
 
 8 
 
 1.92199 
 
 1.94602 
 
 1.97004 
 
 1.99407 
 
 2.01809 
 
 2.04212 
 
 2.06614 
 
 2.09017 
 
 2.11419 
 
 2.13822 
 
 9 
 
 2.16224 
 
 2.18627 
 
 2.21029 
 
 2.23432 
 
 2.25834 
 
 2.28237 
 
 2.30639 
 
 2.33042 
 
 2.35444 
 
 2.37847 
 
 383 
 

 
 
 CARN 
 
 EGIE 
 
 STEEL COMPANY 
 
 
 
 
 METRIC CONVERSION TABLES 
 
 
 Feet to Meters — 1 ft.=o.3048006 m 
 
 *& 
 
 e 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 0.3048 
 
 0.6096 
 
 0.9144 
 
 1.2192 
 
 1.5240 
 
 1.8288 
 
 2.1336 
 
 2.4384 
 
 2.7432 
 
 1 
 
 3.0480 
 
 3.3528 
 
 3.6576 
 
 3.9624 
 
 4.2672 
 
 4.5720 
 
 4.876E 
 
 5.1816 
 
 5.4864 
 
 5.7912 
 
 2 
 
 6.0960 
 
 6.4008 
 
 6.7056 
 
 7.0104 
 
 7.3152 
 
 7.6200 
 
 7.924E 
 
 8.2296 
 
 8.5344 
 
 8.8392 
 
 3 
 
 9.1440 
 
 9.4488 
 
 9.7536 
 
 10.0584 
 
 10.3632 
 
 10.6680 
 
 10.972S 
 
 11.2776 
 
 11.5824 
 
 11.8872 
 
 4 
 
 12.1920 
 
 12.4968 
 
 12.8016 
 
 13.1064 
 
 13.4112 
 
 13.7160 
 
 14.020S 
 
 14.3256 
 
 14.6304 
 
 14.9352 
 
 5 
 
 15.2400 
 
 15.5448 
 
 15.8496 
 
 16.1544 
 
 16.4592 
 
 16.7640 
 
 17.0688 
 
 17.3736 
 
 17.6784 
 
 17.9832 
 
 6 
 
 18.2880 
 
 18.5928 
 
 18.8976 
 
 19.2024 
 
 19.5072 
 
 19.8120 
 
 20.1168 
 
 20.4216 
 
 20.7264 
 
 21.0312 
 
 7 
 
 21.3360 
 
 21.6408 
 
 21.9456 
 
 22.2504 
 
 22.5552 
 
 22.8600 
 
 23.1648 
 
 23.4696 
 
 23.7744 
 
 24.0792 
 
 8 
 
 24.3840 
 
 24.6888 
 
 24.9936 
 
 25.2984 
 
 25.6033 
 
 25.9081 
 
 26.2129 
 
 26.5177 
 
 26.8225 
 
 27.1273 
 
 9 
 
 27.4321 
 
 27.7369 
 
 28.0417 
 
 28.3465 
 
 28.6513 
 
 28.9561 
 
 29.2609 
 
 29.5657 
 
 29.8705 
 
 30.1753 
 
 POUNI 
 
 s per Foot to Kilograms per Meter — 1 lb./ft.=i.488i6i kg/m 
 
 ^ 
 
 
 
 1 
 
 2 
 
 3 
 
 ' i 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 1.488 
 
 2.976 
 
 4.464 
 
 5.953 
 
 7.441 
 
 8.929 
 
 10.417 
 
 11.905 
 
 13.393 
 
 1 
 
 14.882 
 
 16.370 
 
 17.858 
 
 19.346 
 
 20.834 
 
 22.322 
 
 23.811 
 
 2.5.299 
 
 26.787 
 
 28.275 
 
 ' 2 
 
 • 29.763 
 
 31.251 
 
 32.740 
 
 34.228 
 
 35.716 
 
 37.204 
 
 38.692 
 
 40.180 
 
 41.669 
 
 43.157 
 
 3 
 
 44.645 
 
 46.133 
 
 47.621 
 
 49.109 
 
 50.597 
 
 52.086 
 
 53.574 
 
 55.062 
 
 56.550 
 
 58.038 
 
 4 
 
 59.526 
 
 61.015 
 
 62.503 
 
 63.991 
 
 65.479 
 
 66.967 
 
 68.455 
 
 69.944 
 
 71.432 
 
 72.920 
 
 5 
 
 74.408 
 
 75.896 
 
 77.384 
 
 78.873 
 
 80.361 
 
 81.849 
 
 83.337 
 
 84.825 
 
 86.313 
 
 87.802 
 
 6 
 
 89.290 
 
 90.778 
 
 92.266 
 
 93.754 
 
 95.242 
 
 96.730 
 
 98.219 
 
 99.707 
 
 101.195 
 
 102.683 
 
 7 
 
 104.171 
 
 105.659 
 
 107.148 
 
 108.636 
 
 110.124 
 
 111.612 
 
 113.100 
 
 114.588 
 
 116.077 
 
 117.565 
 
 ■8 - 
 
 119.053 
 
 120.541 
 
 122.029 
 
 123.517 
 
 125.006 
 
 126.494 
 
 127.982 
 
 129.470 
 
 130.958 
 
 132.446 
 
 9 
 
 133.934 
 
 135.423 
 
 136.911 
 
 138.399 
 
 139.887 
 
 141.375 
 
 142.863 
 
 144.352 
 
 145.840 
 
 147.328 
 
 POTJNE 
 
 s per Sq. Inch to Kg. per So,. Cm.— 1 lb. /in. 2 =o.0703067 kg/cm 2 
 
 ^ 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 0.07031 
 
 0.14061 
 
 0.21092 
 
 0.28123 
 
 0.35153 
 
 0.42184 
 
 0.49215 
 
 0.56245 
 
 0.63276 
 
 1 
 
 0.70307 
 
 0.77337 
 
 0,84368 
 
 0.91399 
 
 0.98429 
 
 1.05460 
 
 1.12491 
 
 1.19521 
 
 1.26552 
 
 1.33583 
 
 2 
 
 1.40613 
 
 1.47644 
 
 1.54675 
 
 1.61705 
 
 1.68736 
 
 1.75767 
 
 1.82797 
 
 1.89828 
 
 1.96859 
 
 2.03889 
 
 3 ' 
 
 2.10920 
 
 '2.17951 
 
 2.24981 
 
 2.32012 
 
 2.39043 
 
 2.46073 
 
 2.53104 
 
 2.60135 
 
 2.67165 
 
 2.74196 
 
 4 
 
 2.81227 
 
 2.88257 
 
 2.95288 
 
 3.02319 
 
 3.09349 
 
 3.16380 
 
 3.23411 
 
 3.30441 
 
 3.37472 
 
 3.44503 
 
 5 
 
 3.51534 
 
 3.58564 
 
 3.65595 
 
 3.72626 
 
 3.79656 
 
 3.86687 
 
 3.93718 
 
 4.00748 
 
 4.07779 
 
 4.14810 
 
 6 
 
 4.21840 
 
 4.28871 
 
 4.35902 
 
 4.42932 
 
 4.49963 
 
 4.56994 
 
 4.64024 
 
 4.71055 
 
 4.78086 
 
 4.85116 
 
 7 
 
 4.92147 
 
 4.99178 
 
 5.06208 
 
 5.13239 
 
 5.20270 
 
 5.27300 
 
 5.34331 
 
 5.41362 
 
 5.48392 
 
 5.55423 
 
 8 
 
 5.62454 
 
 5.69484 
 
 5.76515 
 
 5.83546 
 
 5.90576 
 
 5.97607 
 
 6.04638 
 
 6.11668 
 
 6.18699 
 
 6.25730 
 
 9 .i 
 
 6.32760 
 
 6.39791 
 
 6.46822 
 
 6.53852 
 
 6.60883 
 
 6.67914 
 
 6.74944 
 
 6.81975 
 
 6.89006 
 
 6.96036 
 
 Inch- 
 
 Pounds to Kilogram-Centimeters — 1 in-lb.=i. 152127 kg-cm 
 
 ^ 
 
 
 
 1 
 
 2 
 
 \ 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 1.152 
 
 2.304 
 
 3.456 
 
 4.609 
 
 5.761 
 
 6.913 
 
 8,065 
 
 9.217 
 
 10.369 
 
 l 
 
 11.521 
 
 12.673 
 
 13.826 
 
 14.978 
 
 16.130 
 
 17.282 
 
 18.434 
 
 19.586 
 
 20.738 
 
 21.890 
 
 2 
 
 23.043 
 
 24.195 
 
 25.347 
 
 26.499 
 
 27.651 
 
 28.803 
 
 29.955 
 
 31.107 
 
 32.260 
 
 33.412 
 
 3 
 
 34.564 
 
 35.716 
 
 36.868 
 
 38.020 
 
 39.172 
 
 40.324 
 
 41.477 
 
 42.629 
 
 43.781 
 
 44.933 
 
 4 
 
 46.085 
 
 47.237 
 
 48.389 
 
 49.541 
 
 50.694 
 
 51.846 
 
 52.998 
 
 54.150 
 
 55.302 
 
 56.454 
 
 5 
 
 57.606 
 
 58.758 
 
 59.911 
 
 61.063 
 
 62.215 
 
 63.367 
 
 64.519 
 
 65.671 
 
 66.823 
 
 67.975 
 
 6 
 
 69.128 
 
 70.280 
 
 71.432 
 
 72.584 
 
 73.736 
 
 74.888 
 
 76.040 
 
 77.193 
 
 78.345 
 
 79.497 
 
 7 
 
 80.649 
 
 81.801 
 
 82.953 
 
 84.105 
 
 85.257 
 
 86.410 
 
 87.562 
 
 88.714 
 
 89.866 
 
 91.018 
 
 i 8 
 
 92.170 
 
 93.322 
 
 94.474 
 
 95.627 
 
 96.779 
 
 97.931 
 
 99.083 
 
 100.235 
 
 101.387 
 
 102.539 
 
 9 
 
 103.691 
 
 104.844 
 
 105.996 
 
 107.148 
 
 108.300 
 
 109.452 
 
 110.604 
 
 111.756 
 
 112.908 
 
 114.061 
 
 384 
 
MEASURES AND WE1QHTS 
 
 METRIC CONVERSION TABLES 
 Meters to Feet — 1 m=3. 2808333 ft. 
 
 ^ 
 
 
 
 1 
 
 2 
 
 • 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 3.281 
 
 6.562 
 
 9.843 
 
 13.123 
 
 16.404 
 
 19.685 
 
 22.966 
 
 26.247 
 
 29.528 
 
 1 
 
 32.808 
 
 36.089 
 
 39.370 
 
 42.651 
 
 45.932 
 
 49.213 
 
 521493 
 
 65.774 
 
 59.055 
 
 62.336 
 
 2 
 
 65.617 
 
 68.898 
 
 72.178 
 
 75.459 
 
 78.740 
 
 82.021 
 
 85.302 
 
 88.583 
 
 91.863 
 
 95.144 
 
 3 
 
 98.425 
 
 101.706 
 
 104.987 
 
 108.268 
 
 111.548 
 
 114.829 
 
 118.110 
 
 121.391 
 
 124.672 
 
 127.953 
 
 4 
 
 131.233 
 
 134.514 
 
 137.795 
 
 141.076 
 
 144.357 
 
 147.638 
 
 150.918 
 
 154.199 
 
 157.480 
 
 160.761 
 
 5 
 
 164.042 
 
 167.323 
 
 170.603 
 
 173.884 
 
 177.165 
 
 180.446 
 
 183.727 
 
 187.008 
 
 190.288 
 
 193.569 
 
 6 
 
 196.850 
 
 200.131 
 
 203.412 
 
 206.693 
 
 209.973 
 
 213.254 
 
 216.535 
 
 219.816 
 
 223.097 
 
 226.378 
 
 7 
 
 229.658 
 
 232.939 
 
 236.220 
 
 239.501 
 
 242.782 
 
 246.063 
 
 249.343 
 
 252.624 
 
 255.905 
 
 259.186 
 
 8 
 
 262.467 
 
 265.748 
 
 269.028 
 
 272.309 
 
 275.590 
 
 278.871 
 
 282.152 
 
 285.433 
 
 288.713 
 
 291.994 
 
 9 
 
 295.275 
 
 298.556 
 
 301.837 
 
 305.118 
 
 308.398 
 
 311.679 
 
 314.960 
 
 318.241 
 
 321.522 
 
 324.803 
 
 Kilograms Per Meter to Pounds Per Foot — 1 kg/m=o.67!97 lb. /ft. 
 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 ' 
 
 9 
 
 
 
 
 0.6720 
 
 1.3439 
 
 2.0159 
 
 2.6879 
 
 3.3599 
 
 4.0318 
 
 4.7038 
 
 5.3758 
 
 6.0477 
 
 1 
 
 6.7197 
 
 7.3917 
 
 8.0636 
 
 8.7356 
 
 9.4076 
 
 10.0796 
 
 10.7515 
 
 11.4235 
 
 12.0955 
 
 12.7674 
 
 2 < 
 
 13.4394 
 
 14.1114 
 
 14.7833 
 
 15.4553 
 
 16.1273 
 
 16.7993 
 
 17.4712 
 
 18.1432 
 
 18.8152 
 
 19.4871 
 
 3 
 
 20.1591 
 
 20.8311 
 
 21.5030 
 
 22.1750 
 
 22.8470 
 
 23.5190 
 
 24.1909 
 
 24.8629 
 
 25.5349 
 
 26.2068 
 
 4 
 
 26.8788 
 
 27.5508 
 
 28.2227 
 
 28.8947 
 
 29.5667 
 
 30.2387 
 
 30.9106 
 
 31.5826 
 
 32.2546 
 
 32.9265 
 
 5 
 
 33.5985 
 
 34.2705 
 
 34.9424 
 
 35.6144 
 
 36.2864 
 
 36.9584 
 
 37.6308 
 
 38.3022 
 
 38.9743 
 
 39.6462 
 
 6 
 
 40.3182 
 
 40.9902 
 
 41.6621 
 
 42.3341 
 
 43.0061 
 
 43.6781 
 
 44.3500 
 
 45.0220 
 
 45.6940 
 
 46.3659 
 
 7 
 
 47.0379 
 
 47.7099 
 
 48.3818 
 
 49.0538 
 
 49.7258 
 
 50.3978 
 
 51.0697 
 
 51.7417 
 
 52.4137 
 
 53.0856 
 
 8 
 
 53.7576 
 
 54.4296 
 
 55.1015 
 
 55.7735 
 
 56.4455 
 
 57.1175 
 
 57.7894 
 
 58.4614 
 
 59.1334 
 
 59.8053 
 
 9 
 
 60.4773 
 
 61.1493 
 
 61.8212 
 
 62.4932 
 
 63.1652 
 
 63.8372 
 
 64.5091 
 
 65.1811 
 
 65.8531 
 
 66.5250 
 
 Kg. per Sq. Cm. to Pounds per Sq. Inch — 1 kg/cm 2 =i4.2234lbs./in. 2 
 
 ^ 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 14.22 
 
 28.45 
 
 42.67 
 
 56.89 
 
 71.12 
 
 85.34 
 
 99.56 
 
 113.79 
 
 128.01 
 
 1 
 
 142.23 
 
 156.46 
 
 170.68 
 
 184.90 
 
 199.13 
 
 213.35 
 
 227.57 
 
 241.80 
 
 256.02 
 
 270.24 
 
 2 
 
 284.47 
 
 298.69 
 
 312.91 
 
 327.14 
 
 341.36 
 
 355.59 
 
 369.81 
 
 384.03 
 
 398.26 
 
 412.48 
 
 3 
 
 426.70 
 
 440.93 
 
 455.15 
 
 469.37 
 
 483.60 
 
 497.82 
 
 512.04 
 
 526.27 
 
 540.49 
 
 554.71 
 
 4 
 
 568.94 
 
 583.16 
 
 597.38 
 
 611.61 
 
 625.83 
 
 640.05 
 
 654.28 
 
 668.50 
 
 682.72 
 
 696.95 
 
 5 
 
 711.17 
 
 725.39 
 
 739.62 
 
 753.84 
 
 768.06 
 
 782.29 
 
 796.51 
 
 810.73 
 
 824.96 
 
 839.18 
 
 6 
 
 853.40 
 
 867.63 
 
 881.85 
 
 896.07 
 
 910.30 
 
 924.52 
 
 938.74 
 
 952.97 
 
 967.19 
 
 981.41 
 
 7 
 
 995.64 
 
 1009.86 
 
 1024.08 
 
 1038.31 
 
 1052.53 
 
 1066.76 
 
 1080.98 
 
 1095.20 
 
 1109.43 
 
 1123.65 
 
 8 
 
 1137.87 
 
 1152.10 
 
 1166.32 
 
 1180.54 
 
 1194.77 
 
 1208.99 
 
 1223.21 
 
 1237.44 
 
 1251.66 
 
 1265.88 
 
 9 
 
 1280.11 
 
 1294.33 
 
 1308.55 
 
 1322.78 
 
 1337.00 
 
 1351.22 
 
 1365.45 1379.67 1393.89 
 
 1408.12 
 
 Kilogram-Centimeters 
 
 to InchtPounds 
 
 — 1 kg/cm=0. 86796 
 
 in,/lb. 
 
 ^ 
 
 
 
 1 
 
 2 
 
 3 
 
 4, 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 l , 
 
 2 
 3 
 4 
 5 
 6 
 7 
 8 
 9 
 
 8.6796 
 17.3592 
 26.0388 
 34.7184 
 43.3980 
 52.0776 
 60.7572 
 69.4368 
 78.1164 
 
 0.8680 
 9.5476 
 18.2272 
 26.9068 
 35.5864 
 44.2660 
 52.9456 
 61.6252 
 70.3048 
 78.9844 
 
 1.7359 
 10.4155 
 19.0951 
 27.7747 
 36.4543 
 45.1339 
 53.8135 
 62.4931 
 71.1727 
 79.8523 
 
 2.6039 
 11.2835 
 19.9631 
 28.6427 
 37.3223 
 46.0019 
 54.6815 
 63.3611 
 72.0407 
 80.7203 
 
 3.4718 
 12.1514 
 20.8310 
 29.5106 
 38.1902 
 46.8698 
 55.5494 
 64.2290 
 72.9086 
 81.5882 
 
 4.3398 
 13.0194 
 21.6990 
 30.3786 
 39.0582 
 47.7378 
 56.4174 
 65.0970 
 73.7766 
 82.4562 
 
 5.2078 
 13.8874 
 22.5670 
 31.2466 
 39.9262 
 48.6058 
 57.2854 
 65.9650 
 74.6446 
 83.3242 
 
 6.0757 
 14.7553 
 23.4349 
 32.1145 
 40.7941 
 49.4737 
 58.1533 
 66.8329 
 75.5125 
 84.1921 
 
 6.9437 
 15.6233 
 24.3029 
 32.9825 
 41.6621 
 50.3417 
 59.0213 
 67.7009 
 76.3805 
 85.0601 
 
 7.8116 
 16.4912 
 25.1708 
 33.8504 
 42.5300 
 51.2096 
 59.8892 
 68.5688 
 77.2484 
 85.9280 
 
 385 
 
CARNEGIE STEEL COMPANY 
 
 METRIC CONVERSION TABLE 
 
 Inches to Millimeters 
 39.37 Inches, U. S. Standard=l meter=100 centimeters=1000 millimeters. 
 
 Inches 
 
 
 
 He 
 
 Ys 
 
 %6 
 
 Vi 
 
 B /ie 
 
 % 
 
 Ha- 
 
 
 
 0.00 
 
 1.59 
 
 3.18 
 
 4.76 
 
 6.35 
 
 7.94 
 
 9.53 
 
 ll. 11 
 
 1 
 
 25.40 
 
 26.99 
 
 28.58 
 
 30.16 
 
 31.75 
 
 33.34 
 
 34.93 
 
 36.51 
 
 2 
 
 50.80 
 
 52.39 
 
 53.98 
 
 55.56 
 
 57.15 
 
 58.74 
 
 60.33 
 
 61.91 
 
 3 
 
 76.20 
 
 77.79 
 
 79.38 
 
 80.96 
 
 82.55 
 
 84.14 
 
 85.73 
 
 87.31 
 
 4 
 
 101.60 
 
 103.19 
 
 104.78 
 
 106.36 
 
 107.95 
 
 109.54 
 
 111.13 
 
 112.71 
 
 5 
 
 127.00 
 
 128.59 
 
 130.18 
 
 131.76 
 
 133.35 
 
 134.94 
 
 136.53 
 
 138.11 
 
 6 
 
 152.40 
 
 153.99 
 
 155.58 
 
 157.16 
 
 158.75 
 
 160.34 
 
 161.93 
 
 163.51 
 
 7 
 
 177.80 
 
 179.39 
 
 180.98 
 
 182.56 
 
 184.15 
 
 185.74 
 
 187.33 
 
 188.91 
 
 8 
 
 203.20 
 
 204.79 
 
 206.38 
 
 207.96 
 
 209.55 
 
 211.14' 
 
 212.73 
 
 214.31 
 
 9 
 
 228.60 
 
 230.19 
 
 231.78 
 
 233.36 
 
 234.95 
 
 236.54 
 
 238.13 
 
 239.71 
 
 10 
 
 254.00 
 
 255.59 
 
 257.18 
 
 258.76 
 
 260.35 
 
 261.94 
 
 263.53 
 
 265.11 
 
 11 
 
 279.40 
 
 280.99 
 
 282.58 
 
 284.16 
 
 285.75 
 
 287.34 
 
 288.93 
 
 290.51 
 
 12 
 
 304.80 
 
 306.39 
 
 307.98 
 
 309.56 
 
 311.15 
 
 312.74 
 
 314.33 
 
 315.91 
 
 13 
 
 330.20 
 
 331.79 
 
 333.38 
 
 334.96 
 
 336.55 
 
 338.14 
 
 339.73 
 
 341.31 
 
 14 
 
 355.60 
 
 357.19 
 
 358.78 
 
 360.36 
 
 361.95 
 
 363.54 
 
 365.13 
 
 366.71 
 
 15 
 
 381.00 
 
 382.59 
 
 384.18 
 
 385.76 
 
 387.35 
 
 388.94 
 
 390.53 
 
 392.11 
 
 16 
 
 406.40 
 
 407.99 
 
 409.58 
 
 411.16 
 
 412.75 
 
 414.34 
 
 415.93 
 
 417.51 
 
 17 
 
 431.80 
 
 433.39 
 
 434.98 
 
 436.56 
 
 438.15 
 
 439.74 
 
 441.33 
 
 442.91 
 
 18 
 
 457.20 
 
 458.79 
 
 460.38 
 
 461.96 
 
 463.55 
 
 465.14 
 
 466.73 
 
 468.31 
 
 19 
 
 482.60 
 
 484.19 
 
 485.78 
 
 487.36 
 
 488.95 
 
 490.54 
 
 492.13 
 
 493.71 
 
 20 
 
 508.00 
 
 509.59 
 
 511.18 
 
 512.76 
 
 514.35 
 
 515.94 
 
 517.53 
 
 519.11 
 
 21 
 
 533.40 
 
 534.99 
 
 536.58 
 
 538.16 
 
 539.75 
 
 541.34 
 
 542.93 
 
 544.51 
 
 22 
 
 558.80 
 
 560.39 
 
 561.98 
 
 563.56 
 
 565.15 
 
 566.74 
 
 568.33 
 
 569.91 
 
 23 
 
 584.20 
 
 585.79 
 
 587.38 
 
 588.96 
 
 590.55 
 
 592.14 
 
 593.73 
 
 595.31 
 
 24 
 
 609.60 
 
 611.19 
 
 612.78 
 
 614.36 
 
 615.95 
 
 617.54 
 
 619.13 
 
 620.71 
 
 25 
 
 635.00 
 
 636.59 
 
 638.18 
 
 639.76 
 
 641.35 
 
 642.94 
 
 644.53 
 
 646.11 
 
 26 
 
 660.40 
 
 661.99 
 
 663.58 
 
 665.16 
 
 666.75 
 
 668.34 
 
 669.93 
 
 671.51 
 
 27 
 
 685.80 
 
 687.39 
 
 688.98 
 
 690.56 
 
 692.15 
 
 693.74 
 
 695.33 
 
 696.91 
 
 28 
 
 711.20 
 
 712.79 
 
 714.38 
 
 715.96 
 
 717.55 
 
 719.14 
 
 720.73 
 
 722.31 
 
 29 
 
 736.60 
 
 738.19 
 
 739.78 
 
 741.36 
 
 742.95 
 
 744.54 
 
 746.13 
 
 747.71 
 
 30 
 
 762.00 
 
 763.59 
 
 765.18 
 
 766.76 
 
 768.35 
 
 769.94 
 
 771.53 
 
 773.11 
 
 31 
 
 787.40 
 
 788.99 
 
 790.58 
 
 7i92.16 
 
 793.75 
 
 795.34 
 
 796.93 
 
 798.51 
 
 32 
 
 812.80 
 
 814.39 
 
 815.98 
 
 817.56 
 
 819.15 
 
 820.74 
 
 822.33 
 
 823.91 
 
 33 
 
 838.20 
 
 839.79 
 
 841.38 
 
 842.96 
 
 844.55 
 
 846.14 
 
 847.73 
 
 849.31 
 
 3* 
 
 863.60 
 
 865.19 
 
 866.78 
 
 868.36 
 
 869.95 
 
 871.54 
 
 873.13 
 
 874.71 
 
 35 
 
 889.00 
 
 890.59 
 
 892.18 
 
 893.76 
 
 895.35 
 
 896.94 
 
 898.53 
 
 900.11 
 
 36 
 
 914.40 
 
 915.99 
 
 917.58 
 
 919.16 
 
 920.75 
 
 922.34 
 
 923.93 
 
 925.51 
 
 37 
 
 939.80 
 
 941.39 
 
 942.98 
 
 944.56 
 
 946.15 
 
 947.74 
 
 949.33 
 
 950.91 
 
 38 
 
 965.20 
 
 966.79 
 
 968.38 
 
 969.96 
 
 971.55 
 
 973.14 
 
 874.73 
 
 976.31 
 
 39 
 
 990.60 
 
 992.19 
 
 993.78 
 
 995.36 
 
 996.95 
 
 998.54 
 
 1000.13 
 
 1001.71 
 
 40 
 
 1016.00 
 
 1017.59 
 
 1019.18 
 
 1020.76 
 
 1022.35 
 
 1023.94 
 
 1025.53 
 
 1027.11 
 
 41 
 
 1041.40 
 
 1042.99 
 
 1044.58 
 
 1046.16 
 
 1047.75 
 
 1049.34 
 
 1050.93 
 
 1052.51 
 
 42 
 
 1066.80 
 
 1068.39 
 
 1069.98 
 
 1071.56 
 
 1073.15 
 
 1074.74 
 
 1076.33 
 
 1077.91 
 
 43 
 
 1092.20 
 
 1093.79 
 
 1095.38 
 
 1096.96 
 
 1098.55 
 
 1100.14 
 
 1101.73 
 
 1103.31 
 
 44 
 
 1117.60 
 
 1119.19 
 
 1120.78 
 
 1122.36 
 
 1123.95 
 
 1125.54 
 
 1127.13 
 
 1128.71 
 
 45 
 
 1143.00 
 
 1144.59 
 
 1146.18 
 
 1147.76 
 
 1149.35 
 
 1150.94 
 
 1152.53 
 
 1154.11 
 
 46 
 
 1168.40 
 
 1169.99 
 
 1171.58 
 
 1173.16 
 
 1174.75 
 
 1176.34 
 
 1177.93 
 
 1179.51 
 
 47 
 
 1193.80 
 
 1195.39 
 
 1196.98 
 
 1198.56 
 
 1200.15 
 
 1201.74 
 
 1203.33 
 
 1204.91 
 
 48 
 
 1219.20 
 
 1220.79 
 
 1222.38 
 
 1223.96 
 
 1225.55 
 
 1227.14 
 
 1228.73 
 
 1230.31 
 
 49 
 
 1244.60 
 
 1246.19 
 
 1247.78 
 
 1249.36 
 
 1250.95 
 
 1252.54 
 
 1254.13 
 
 1255.71 
 
 50 
 
 1270.00 
 
 1271.59 
 
 1273.18 
 
 1274.76 
 
 1276.35 
 
 1277.94 
 
 1279.53 
 
 1281.11 
 
 386 
 
MEASURES AND WEIGHTS 
 
 METRIC CONVERSION TABLE 
 
 Inches to Millimeters 
 
 39.37 inches, U. S. Standard=l metei^=100 centimeters=1000 millimeters 
 
 Inches 
 
 % 
 
 %6 
 
 % 
 
 »/io 
 
 % 
 
 !%« 
 
 % 
 
 1B A a 
 
 
 
 12.70 
 
 14.29 
 
 15.88 
 
 17.46 
 
 19.05 
 
 20.64 
 
 22.23 
 
 23.81 
 
 1 
 
 38.10 
 
 39.69 
 
 41.28 
 
 42.86 
 
 44.45 
 
 46.04 
 
 47.63 
 
 49.21 
 
 2 
 
 63.50 
 
 65.09 
 
 66.68 
 
 68.26 
 
 69.85 
 
 71.44 
 
 73.03 
 
 74.61 
 
 3 
 
 88.90 
 
 90.49 
 
 92.08 
 
 93.66 
 
 95.25 
 
 96.84 
 
 98.43 
 
 100.01 
 
 4 
 
 114.30 
 
 115.89 
 
 117.48 
 
 119.06 
 
 120.65 
 
 122.24 
 
 123.83 
 
 125.41 
 
 5 
 
 139.70 
 
 141.29 
 
 142.88 
 
 144.46 
 
 146.05 
 
 147.64 
 
 149.23 
 
 150.81 
 
 6 
 
 165.10 
 
 166.69 
 
 168.28 
 
 169.86 
 
 171.45 
 
 173.04 
 
 174.63 
 
 176.21 
 
 7 
 
 190.50 
 
 192.09 
 
 193.68 
 
 195.26 
 
 196.85 
 
 198.44 
 
 200.03 
 
 201.61 
 
 8 
 
 215.90 
 
 217.49 
 
 219.08 
 
 220.66 
 
 222.25 
 
 223.84 
 
 225.43 
 
 227.01 
 
 9 
 
 241.30 
 
 242.89 
 
 244.48 
 
 246.06 
 
 247.65 
 
 249.24 
 
 250.83 
 
 252.41 
 
 10 
 
 266.70 
 
 268.29 
 
 269.88 
 
 271.46 
 
 273.05 
 
 274.64 
 
 276.23 
 
 277.81 
 
 11 
 
 292.10 
 
 293.69 
 
 295.28 
 
 296.86 
 
 298.45 
 
 300.04 
 
 301.63 
 
 303.21 
 
 12 
 
 317.50 
 
 319.09 
 
 320.68 
 
 322.26 
 
 323.85 
 
 325.44 
 
 327.03 
 
 328.61 
 
 13 
 
 342.90 
 
 344.49 
 
 346.08 
 
 347.66 
 
 349.25 
 
 350.84 
 
 352.43 
 
 354.01 
 
 14 
 
 368.30 
 
 369.89 
 
 371.48 
 
 373.06 
 
 374.65 
 
 376.24 
 
 377.83 
 
 379.41 
 
 15 
 
 393.70 
 
 395.29 
 
 396.88 
 
 398.46 
 
 400.05 
 
 401.64 
 
 403.23 
 
 404.81 
 
 16 
 
 419.10 
 
 420.69 
 
 422.28 
 
 423.86 
 
 425.45 
 
 427.04 
 
 428.63 
 
 430.21 
 
 17 
 
 444.50 
 
 446.09 
 
 447.68 
 
 449.26 
 
 450.85 
 
 452.44 
 
 454.03 
 
 455.61 
 
 18 
 
 469.90 
 
 471.49 
 
 473.08 
 
 474.66 
 
 476.25 
 
 477.84 
 
 479.43 
 
 481.01 
 
 19 
 
 495.30 
 
 496.89 
 
 498.48 
 
 500.06 
 
 501.65 
 
 503.24 
 
 504.83 
 
 506.41 
 
 20 
 
 . 520.70 
 
 522.29 
 
 523.88 
 
 525.46 
 
 527.05 
 
 528.64 
 
 530.23 
 
 531.81 
 
 21 
 
 546.10 
 
 547.69 
 
 549.28 
 
 550.86 
 
 552.45 
 
 554.04 
 
 555.63 
 
 557.21 
 
 22 
 
 571.50 
 
 573.09 
 
 574.68 
 
 576.26 
 
 577.85 
 
 579.44 
 
 581.03 
 
 582.61 
 
 23 
 
 596.90 
 
 598.49 
 
 600.08 
 
 601.66 
 
 603.25 
 
 604.84 
 
 606.43 
 
 608.01 
 
 24 
 
 622,30 
 
 623.89 
 
 625.48 
 
 627.06 
 
 628.65 
 
 630.24 
 
 631.83 
 
 633.41 
 
 25 
 
 647.70 
 
 649.29 
 
 650.88 
 
 652.46 
 
 654.05 
 
 655.64 
 
 657.23 
 
 658.81 
 
 26 
 
 673.10 
 
 674.69 
 
 676.28 
 
 677.86 
 
 679.45 
 
 681.04 
 
 682.63 
 
 684.21 
 
 27 
 
 698.50 
 
 700.09 
 
 701.68 
 
 703.26 
 
 704.85 
 
 706.44 
 
 708.03 
 
 709.61 
 
 28 
 
 723.90 
 
 725.49 
 
 727.08 
 
 728.66 
 
 730.25 
 
 731.84 
 
 733.43 
 
 735.01 
 
 29 
 
 749.30 
 
 750.89 
 
 752.48 
 
 754.06 
 
 755.65 
 
 757.24 
 
 758.83 
 
 760.41 
 
 30 
 
 774.70 
 
 776.29 
 
 777.88 
 
 779.46 
 
 781.05 
 
 782.64 
 
 784.23 
 
 785.81 
 
 31 
 
 800.10 
 
 801.69 
 
 803.28 
 
 804.86 
 
 806.45 
 
 808.04 
 
 809.63 
 
 811.21 
 
 32 
 
 825.50 
 
 827.09 
 
 828.68 
 
 830.26 
 
 831.85 
 
 833.44 
 
 835.03 
 
 836.61 
 
 33 
 
 850.90 
 
 852.49 
 
 854.08 
 
 855.66 
 
 857.25 
 
 858.84 
 
 860.43 
 
 862.01 
 
 34 
 
 876.30 
 
 877.89 
 
 879.48 
 
 881.06 
 
 882.65 
 
 884.24 
 
 885.83 
 
 887.41 
 
 35 
 
 901.70 
 
 903.29 
 
 904.88 
 
 906.46 
 
 908.05 
 
 909.64 
 
 911.23 
 
 912.81 
 
 36 
 
 927.10 
 
 928.69 
 
 930.28 
 
 931.86 
 
 933.45 
 
 935.04 
 
 936.63 
 
 938.21 
 
 37 
 
 952.50 
 
 954.09 
 
 955.68 
 
 957.26 
 
 958.85 
 
 960.44 
 
 962.03 
 
 963.61 
 
 38 
 
 977.90 
 
 979.49 
 
 981.08 
 
 982.66 
 
 984.25 
 
 985.84 
 
 987.43 
 
 989.01 
 
 39 
 
 1003.30 
 
 1004.89 
 
 1006.48 
 
 1008.06 
 
 1009.65 
 
 1011.24 
 
 1012.83 
 
 1014.41 
 
 40 
 
 1028.70 
 
 1030.29 
 
 1031.88 
 
 1033.46 
 
 1035.05 
 
 1036.64 
 
 1038.23 
 
 1039.81 
 
 41 
 
 1054.10 
 
 1055.69 
 
 1057.28 
 
 1058.86 
 
 1060.45 
 
 1062.04 
 
 1063.63 
 
 1065.21 
 
 42 
 
 1079.50 
 
 1081.09 
 
 1082.68 
 
 1084.26 
 
 1085.85 
 
 1087.44 
 
 1089.03 
 
 1090.61 
 
 43 
 
 1104.90 
 
 1106.49 
 
 1108.08 
 
 1109.66 
 
 1111.25 
 
 1112.84 
 
 1114.43 
 
 1116.01 
 
 44 
 
 1130.30 
 
 1131.89 
 
 1133.48 
 
 1135.06 
 
 1136.65 
 
 1138.24 
 
 1139.83 
 
 1141.41 
 
 45 
 
 1155.70 
 
 1157.29 
 
 1158.88 
 
 1160.46 
 
 1162.05 
 
 1163.64 
 
 1165.23 
 
 1166.81 
 
 46 
 
 1181.10 
 
 1182.69 
 
 1184.28 
 
 1185.86 
 
 1187.45 
 
 1189.04 
 
 1190.63 
 
 1192.21 
 
 47 
 
 1206.50 
 
 1208.09 
 
 1209.68 
 
 1211.26 
 
 1212.85 
 
 1214.44 
 
 1216.03 
 
 1217.61 
 
 48 
 
 1231.90 
 
 1233.49 
 
 1235.08 
 
 1236.66 
 
 1238.25 
 
 1239.84 
 
 1241.43 
 
 1243.01 
 
 49 
 
 1257.30 
 
 1258.89 
 
 1260.48 
 
 1262.06 
 
 1263.65 
 
 1265.24 
 
 1266.83 
 
 1268.41 
 
 50 
 
 1282.70 
 
 1284.29 
 
 1285.88 
 
 1287.46 
 
 1289.05 
 
 1290.64 
 
 1292.23 
 
 1293.81 
 
 387 
 
CARNEQIE STEEL COMPANY 
 
 METRIC CONVERSION TABLE 
 
 Pounds Avoirdupois to Kilograms 
 
 1 Pound=0.45359 Kilograms 
 
 Pounds 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 
 0.45 
 
 0.91 
 
 1.36 
 
 1.81 
 
 2.27 
 
 2.72 
 
 3.18 
 
 3.63 
 
 4.08 
 
 1 
 
 4.54 
 
 4.99 
 
 5.44 
 
 5.90 
 
 6.35 
 
 6.80 
 
 7.26 
 
 7.71 
 
 8.16 
 
 8.62 
 
 2 
 
 9.07 
 
 9.53 
 
 9.98 
 
 10.43 
 
 10.89 
 
 11.34 
 
 11.79 
 
 12.25 
 
 12.70 
 
 13.15 
 
 3 
 
 13.61 
 
 14.06 
 
 14.51 
 
 14.97 
 
 15.42 
 
 15.88 
 
 16.33 
 
 16.78 
 
 17.24 
 
 17.69 
 
 4 
 
 18.14 
 
 18.60 
 
 19.05 
 
 19.50 
 
 19.96 
 
 20.41 
 
 20.87 
 
 21.32 
 
 21.77 
 
 22.23 
 
 1 5 
 
 22.68 
 
 23.13 
 
 23.59 
 
 24.04 
 
 24.49 
 
 24.95 
 
 25.40 
 
 25.85 
 
 26.31 
 
 26.76 
 
 6 
 
 27.22 
 
 27.67 
 
 28.12 
 
 28.58 
 
 29.03 
 
 29.48 
 
 29.94 
 
 30.39 
 
 30.84 
 
 31.30 
 
 7 
 
 31.75 
 
 32.21 
 
 32.66 
 
 33.11 
 
 33.57 
 
 . 34.02 
 
 34.47 
 
 34.93 
 
 35.38 
 
 35.83 
 
 • 8 
 
 36.29 
 
 36.74 
 
 37.19 
 
 37.65 
 
 38.10 
 
 38.56 
 
 39.01 
 
 39.46 
 
 39.92 
 
 40.37 
 
 9 
 
 40.82 
 
 41.28 
 
 41.73 
 
 42.18 
 
 42.64 
 
 43.09 
 
 43.54 
 
 44.00 
 
 44.45 
 
 44.91 
 
 10 
 
 45.36 
 
 45.81 
 
 46.27 
 
 46.72 
 
 47.17 
 
 47.63 
 
 48.08 
 
 48.53 
 
 48.99 
 
 49.44 
 
 11 
 
 49.90 
 
 50.35 
 
 50.80 
 
 51.26 
 
 51.71 
 
 52.16 
 
 52.62 
 
 53.07 
 
 53.52 
 
 53.98 
 
 12 
 
 54.43 
 
 54.88 
 
 55.34 
 
 55.79 
 
 56.25 
 
 56.70 
 
 57.15 
 
 57.61 
 
 58.06 
 
 58.51 
 
 13 
 
 58.97 
 
 59.42 
 
 59.87 
 
 60.33 
 
 60.78 
 
 61.23 
 
 61.69 
 
 62.14 
 
 62.60 
 
 63.05 
 
 14 
 
 63.50 
 
 63.96 
 
 64.41 
 
 64.86 
 
 65.32 
 
 65.77 
 
 66.22 
 
 66.68 
 
 67.13 
 
 67.59 
 
 15 
 
 68.04 
 
 68.49 
 
 68.95 
 
 69.40 
 
 69.85 
 
 70.31 
 
 70.76 
 
 71.21 
 
 71.67 
 
 72.12 
 
 16 
 
 72.57 
 
 73.03 
 
 73.48 
 
 73.94 
 
 74.39 
 
 74.84 
 
 75.30 
 
 75.75 
 
 76.20 
 
 76.66 
 
 17 
 
 77.11 
 
 77.56 
 
 78.02 
 
 78.47 
 
 78.93 
 
 79.38 
 
 79.83 
 
 80.29 
 
 80.74 
 
 81.19 
 
 18 
 
 81.65 
 
 82.10 
 
 82.55 
 
 83.01 
 
 83.46 
 
 83.91 
 
 84.37 
 
 84.82 
 
 85.28 
 
 85.73 
 
 19 
 
 86.18 
 
 86.64 
 
 87.09 
 
 87.54 
 
 88.00 
 
 88.45 
 
 88.90 
 
 89.36 
 
 89.81 
 
 90.26 
 
 20 
 
 90.72 
 
 91.17 
 
 91.63 
 
 92.08 
 
 92.53 
 
 92.99 
 
 93.44 
 
 93.89 
 
 94.35 
 
 94.80 
 
 21 
 
 95.25 
 
 95.71 
 
 96.16 
 
 96.62 
 
 97.07 
 
 97.52 
 
 97.98 
 
 98.43 
 
 98.88 
 
 99.34 
 
 22 
 
 99.79 
 
 100.24 
 
 100.70 
 
 101.15 
 
 101.60 
 
 102.06 
 
 102.51 
 
 102.97 
 
 103.42 
 
 103.87 
 
 23 
 
 104.33 
 
 104.78 
 
 105.23 
 
 105.69 
 
 106.14 
 
 106.59 
 
 107.05 
 
 107.50 
 
 107.96 
 
 108.41 
 
 24 
 
 108.86 
 
 109.32 
 
 109.77 
 
 110.22 
 
 110.68 
 
 111:13 
 
 111.58 
 
 112.04 
 
 112.49 
 
 112.94 
 
 25 
 
 113.40 
 
 113.85 
 
 114.31 
 
 114.76 
 
 115.21 
 
 115.67 
 
 116.12 
 
 116.57 
 
 117.03 
 
 117.48 
 
 26 
 
 117.93 
 
 118.39 
 
 118.84 
 
 119.29 
 
 119.75 
 
 120.20 
 
 120.66 
 
 121.11 
 
 121.56 
 
 122.02 
 
 27 
 
 122.47 
 
 122.92 
 
 123.38 
 
 123.83 
 
 124.28 
 
 124.74 
 
 125.19 
 
 125.65 
 
 126.10 
 
 126.55 
 
 28 
 
 127.01 
 
 127.46 
 
 127.91 
 
 128.37 
 
 128.82 
 
 129.27 
 
 129.73 
 
 130.18 
 
 130.63 
 
 131.09 
 
 29 
 
 131.54 
 
 132.00 
 
 132.45 
 
 132.90 
 
 133.36 
 
 133.81 
 
 134.26 
 
 134.72 
 
 135.17 
 
 135.62 
 
 30 
 
 136.08 
 
 136.53 
 
 136.98 
 
 137.44 
 
 137.89 
 
 138.35 
 
 138.80 
 
 139.25 
 
 139.71 
 
 140.16 
 
 31 
 
 140.61 
 
 141.07 
 
 141.52 
 
 141.97 
 
 142.43 
 
 142.88 
 
 143.34 
 
 143.79 
 
 144.24 
 
 144.70 
 
 32 
 
 145.15 
 
 145.60 
 
 146.06 
 
 146.51 
 
 146.96 
 
 147.42 
 
 147,87 
 
 148.32 
 
 148.78 
 
 149.23 
 
 33 
 
 149.69 
 
 150.14 
 
 150.59 
 
 151.05 
 
 151.50 
 
 151.95 
 
 152}41 
 
 152.86 
 
 153.31 
 
 153.77 
 
 34 
 
 154.22 
 
 154.68 
 
 155.13 
 
 155.58 
 
 156.04 
 
 156.49 
 
 156.94 
 
 157.40 
 
 157.85 
 
 158.30 
 
 35 
 
 158.76 
 
 159.21 
 
 159.66 
 
 160.12 
 
 160.57 
 
 161.03 
 
 161.48 
 
 161.93 
 
 162.3S 
 
 162.84 
 
 36 
 
 163.29 
 
 163.75 
 
 164.20 
 
 164.65 
 
 165.11 
 
 165.56 
 
 166.01 
 
 166.47 
 
 166.92 
 
 167.38 
 
 37 
 
 167.83 
 
 168.28 
 
 168.74 
 
 169.19 
 
 169.64 
 
 170.10 
 
 170.55 
 
 171.00 
 
 171.46 
 
 171.91 
 
 38 
 
 172.37 
 
 172.82 
 
 173.27 
 
 173.73 
 
 174.18 
 
 174.63 
 
 175.09 
 
 175.54 
 
 175.99 
 
 176.45 
 
 39 
 
 176.90 
 
 177.35 
 
 177.81 
 
 178.26 
 
 178.72 
 
 179.17 
 
 179.62 
 
 180.08 
 
 180.53 
 
 180.98 
 
 40 
 
 181.44 
 
 181.89 
 
 182.34 
 
 182.80 
 
 183.25 
 
 183.70 
 
 184.16 
 
 184.61 
 
 185.07 
 
 185.52 
 
 41 
 
 185.97 
 
 186.43 
 
 186.88 
 
 187.33 
 
 187.79 
 
 188.24 
 
 188.69 
 
 189.15 
 
 189.60 
 
 190.06 
 
 42 
 
 190.51 
 
 190.96 
 
 191.42 
 
 191.87 
 
 192.32 
 
 192.78 
 
 193.23 
 
 193.68 
 
 194.14 
 
 194.59 
 
 43 
 
 195.04 
 
 195.50 
 
 195.95 
 
 196.41 
 
 196.86 
 
 197.31 
 
 197.77 
 
 198.22 
 
 198.67 
 
 199.13 
 
 44 
 
 199.58 
 
 200.03 
 
 200.49 
 
 200.94 
 
 201.40 
 
 201.85 
 
 202.30 
 
 202.76 
 
 203.21 
 
 203.66 
 
 45 
 
 204.12 
 
 204.57 
 
 205.02 
 
 205.48 
 
 205.93 
 
 206.38 
 
 206.84 
 
 207.29 
 
 207.75 
 
 208.20 
 
 46 
 
 208.65 
 
 209.11 
 
 209.56 
 
 210.01 
 
 210.47 
 
 210.92 
 
 211.37 
 
 211.83 
 
 212.28 
 
 212.73 
 
 47 
 
 213.19 
 
 213.64 
 
 214.10 
 
 214.55 
 
 215.00 
 
 215.46 
 
 215.91 
 
 216.36 
 
 216.82 
 
 217.27 
 
 48 
 
 217.72 
 
 218.18 
 
 218.63 
 
 219.09 
 
 219.54 
 
 219.99 
 
 220.45 
 
 220.90 
 
 221.36 
 
 221.81 
 
 49 
 
 222.26 
 
 222.71 
 
 223.17 
 
 223.62 
 
 224.07 
 
 224.53 
 
 224.98 
 
 225.44 
 
 225.8S 
 
 226.34 
 
 388 
 
MEASURES AND WEIQHTS 
 
 METRIC CONVERSION TABLE 
 
 Pounds Avoirdupois to Kilograms 
 
 1 Pound=0.45359 Kilograms 
 
 Founds 
 
 3 
 
 6 
 
 50 
 51 
 52 
 53 
 54 
 55 
 
 56 
 57 
 58 
 59 
 €0 
 
 61 
 62 
 63 
 
 64 
 65 
 
 66 
 67 
 68 
 69 
 70 
 
 71 
 72 
 73 
 74 
 75 
 
 76 
 77 
 78 
 79 
 80 
 
 81 
 82 
 
 83 
 84 
 85 
 
 86 
 87 
 88 
 89 
 90 
 
 91 
 92 
 93 
 94 
 95 
 
 96 
 97 
 98 
 99 
 
 226.80 
 231.33 
 235.87 
 240.40 
 244.94 
 249.48 
 
 254.01 
 258.55 
 263.08 
 267.62 
 272.16 
 
 276.69 
 281.23 
 285.76 
 290.30 
 294.84 
 
 299.37 
 303.91 
 308.44 
 312.98 
 317.51 
 
 322.05 
 326.59 
 331.12 
 335.66 
 340.19 
 
 344.73 
 349.27 
 353.80 
 358.34 
 362.87 
 
 367.41 
 371.95 
 376.48 
 381.02 
 385.55 
 
 390.09 
 394.63 
 399.16 
 403.78 
 408.23 
 
 412.77 
 417.31 
 421.84 
 426.38 
 430.91 
 
 435.45 
 439.98 
 444.52 
 449.06 
 
 227.25 
 231.79 
 236.32 
 240.86 
 245.39 
 249.93 
 
 254.47 
 259.00 
 263.54 
 268.07 
 272.61 
 
 277.14 
 281.68 
 286.22 
 290.75 
 295.29 
 
 299.82 
 304.36 
 308.90 
 313.43 
 317.97 
 
 322.50 
 327.04 
 331.58 
 336.11 
 340.65 
 
 345.18 
 349.72 
 354.26 
 358.79 
 363.33 
 
 367.86 
 372.40 
 376.94 
 381.47 
 386.01 
 
 390.54 
 395.08 
 399.61 
 404.15 
 408.69 
 
 413.22 
 417.76 
 422.29 
 426.83 
 431.37 
 
 435.90 
 440.44 
 444.97 
 449.51 
 
 227.70 
 232.24 
 236.78 
 241.31 
 245.85 
 250.38 
 
 254.92 
 259.45 
 263.99 
 268.53 
 273.06 
 
 277.60 
 282.13 
 286.67 
 291.21 
 295.74 
 
 300.28 
 304.81 
 309.35 
 313.89 
 318.42 
 
 322.96 
 327.49 
 332.03 
 336.57 
 341.10 
 
 345.64 
 350.17 
 354.71 
 359.25 
 363.78 
 
 368.32 
 372.85 
 377.39 
 381.92 
 386.46 
 
 391.00 
 395.53 
 400.07 
 404.60 
 409.14 
 
 413.68 
 418.21 
 422.75 
 427.28 
 431.82 
 
 436.36 
 440.89 
 445.43 
 449.96 
 
 228.16 
 232.69 
 237.23 
 241.76 
 246.30 
 250.84 
 
 255.37 
 259.91 
 264.44 
 268.98 
 273.52 
 
 278.05 
 282.59 
 287.12 
 291.66 
 296.20 
 
 300.73 
 305.27 
 309.80 
 314.34 
 318.88 
 
 323.41 
 327.95 
 332.48 
 337.02 
 341.56 
 
 346.09 
 350.63 
 355.16 
 359.70 
 364.23 
 
 368.77 
 373.31 
 377.84 
 382.33 
 386.91 
 
 391.45 
 395.99 
 400.52 
 405.06 
 409.59 
 
 414.13 
 418.67 
 423.20 
 427.74 
 432.27 
 
 436.81 
 441.35 
 445.88 
 450.42 
 
 228.61 
 233.15 
 237.68 
 242.22 
 246.75 
 251.29 
 
 255.83 
 260.36 
 264.90 
 269.43 
 273.97 
 
 278.51 
 283.04 
 287.58 
 292.11 
 296.65 
 
 301.19 
 305.72 
 310.26 
 314.79 
 319.33 
 
 323.86 
 328.40 
 332.94 
 337.47 
 342.01 
 
 346.54 
 351.08 
 355.62 
 360.15 
 364.69 
 
 369.22 
 373.76 
 378.30 
 382.83 
 387.37 
 
 391.90 
 396.44 
 400.98 
 405.51 
 410.05 
 
 414.58 
 419.12 
 423.66 
 428.19 
 432.73 
 
 437.26 
 441.80 
 446.33 
 450.87 
 
 229.06 
 233.60 
 238.14 
 242.67 
 247.21 
 251.74 
 
 256.28 
 
 260.82 
 265.35 
 269.89 
 274.42 
 
 278.96 
 283.50 
 288.03 
 292.57 
 297.10 
 
 301.64 
 306.17 
 310.71 
 315.25 
 319.78 
 
 324.32 
 328.85 
 333.39 
 337.93 
 342.46 
 
 347.00 
 351.53 
 356.07 
 360.61 
 365.14 
 
 369.68 
 374.21 
 378.75 
 383.29 
 387.82 
 
 392.36 
 396.89 
 401.43 
 405.97 
 410.50 
 
 415.14 
 419.57 
 424.11 
 428.64 
 433.18 
 
 437.72 
 442.25 
 446.79 
 451.32 
 
 229.52 
 234.05 
 238.59 
 243.13 
 247.66 
 252.20 
 
 256.73 
 261.27 
 265.81 
 270.34 
 274.88 
 
 279.41 
 283.95 
 288.48 
 293.02 
 297.56 
 
 302.09 
 306.63 
 311.16 
 315.70 
 320.24 
 
 324.77 
 329.31 
 333.84 
 338.38 
 342.92 
 
 347.45 
 351.99 
 356.52 
 361.06 
 365.60 
 
 370.13 
 374.67 
 379.20 
 383.74 
 388.28 
 
 392.81 
 397.35 
 401.88 
 406.42 
 410.95 
 
 415.49 
 420.03 
 424.56 
 429.10 
 433.63 
 
 438.17 
 442.71 
 447.24 
 451.78 
 
 229.97 
 234.51 
 239.04 
 243.58 
 248.12 
 252.65 
 
 257.19 
 261.72 
 266.26 
 270.79 
 275.33 
 
 279.87 
 284.40 
 288.94 
 293.47 
 298.01 
 
 302.55 
 307.08 
 311.62 
 316.15 
 320.69 
 
 325.23 
 329.76 
 334.30 
 338.83 
 343.37 
 
 347.91 
 352.44 
 356.98 
 361.51 
 366.05 
 
 370.59 
 375.12 
 379.66 
 384.19 
 388.73 
 
 393.26 
 397.80 
 402.34 
 406.87 
 411.41 
 
 415.94 
 420.48 
 425.02 
 429.55 
 434.09 
 
 438.62 
 443.16 
 447.70 
 452.23 
 
 230.42 
 234.96 
 239.50 
 244.03 
 248.57 
 253.10 
 
 257.64 
 262.18 
 266.71 
 2*1.25 
 275.78 
 
 280.32 
 284.86 
 289.39 
 293.93 
 298.46 
 
 303.00 
 307.54 
 312.07 
 316.61 
 321.14 
 
 325.68 
 330.22 
 334.75 
 339.29 
 343.82 
 
 348.36 
 352.89 
 357.43 
 361.97 
 366.50 
 
 371.04 
 375.57 
 380.11 
 384.65 
 389.18 
 
 393.72 
 398.25 
 402.79 
 407.33 
 411.86 
 
 416.40 
 420.93 
 425.47 
 430.01 
 434.54 
 
 439.08 
 443.61 
 448.15 
 452.69 
 
 230.88 
 235.41 
 239.95 
 244.49 
 249.02 
 253.56 
 
 258.09 
 262.63 
 267.17 
 271.70 
 276.24 
 
 280.77 
 285.31 
 289.85 
 294.38 
 298.92 
 
 303.45 
 307.99 
 312.53 
 317.06 
 321.60 
 
 326.13 
 
 330.67 
 335.20 
 339.74 
 344.28 
 
 348.81 
 353.35 
 357.88 
 362.42 
 366.96 
 
 371.49 
 376.03 
 380.56 
 385.10 
 389.64 
 
 394.17 
 398.71 
 403.24 
 407.78 
 412.32 
 
 416.85 
 421.39 
 425.92 
 430.46 
 435.00 
 
 439.53 
 444.07 
 448.60 
 453.14 
 
 389 
 
CARNEQIE STEEL COMPANY 
 
 PROPERTIES OF THE CIRCLE 
 
 Circumference of Circle of Dia. i = ir = 3.14159265 
 
 Circumference of Circle = 2ir 
 
 Dia." of Circle = Circumference x 0.31831 
 
 Diameter of Circle of equal periphery as square = side x 1.27324 
 
 Side of Square of equal periphery as circle = diameter x 0.78540 
 
 Diameter of Circle circumscribed about square = side x 1.41421 
 
 Side of Square inscribed in Circle = diameter x 0.70711 
 
 Arc, a = r * 8Q = 0.017453 r A ° 
 • , . 180° a a 
 
 Angle, A= ffr =57.29578 — 
 
 •d ,. 4b 2 + c 2 -p.. , , 4b 2 + c 2 
 Radius, r = -^ Diameter, d = —t* 
 
 A° 
 
 Chord, c = 2V 2br— b 2 = 2 r sin — ^— 
 
 Rise, b = r-J^V 4r 2 -c 2 = -|- tan -^j- = 2 r sin 2 — 
 
 Rise, b= r+y-yr 2 -x 2 . y=b-r+Vr 2 -x 2 x=Vr 2 -(r+y-b) 2 
 
 it = 3.14159265, log = 0.4971499 
 
 — = 0.3183099, log = 1.5028501 
 
 T 2 = 9.8696044, log = 0.9942997 
 1 
 
 ^2= 0.1013212, log =1.0057003 
 lj «■ = 1.7724539, log = 0.2485749 
 \— = 0.5641896, log =7.7514251 
 
 Yg^= 0.0174533, log = 2*.2418774 
 ^ = 57.2957795, log = 1.7581226 
 390 
 
MENSURATION TABLES 
 
 Triangle : 
 
 AREA OF PLANE FIGURES 
 Base x y<i perpendicular height. 
 
 V e(s — a) (s — b) (s— c), 
 
 s=J-2 sum of the three sides a, b and c. 
 Trapezium : Sum of area of the two triangles. 
 
 Trapezoid : J^ sum of parallel sides x perpendicular height. 
 
 Parallelogram : Base x perpendicular height. 
 Regular Polygon : J<£ sum of sides x inside radius. 
 
 Circle: ir r 2 = 0.78540 xdia. 2 = 0.07958 x circumference 2 . 
 
 ?rr 2 A° 
 
 Sector of Circle : 
 
 Segment of Circle: 
 
 360 
 
 r 2 
 
 ^ ^80 
 
 = 0.0087266 r 2 A° = arc x J^ radius. 
 
 A° 
 
 -sin A 
 
 Circle of same area as square: diameter = side x 1.12838 
 
 Square of same area as circle : side = diameter x 0.88623 
 
 Ellipse : Long diameter x short diameter x 0.78540 
 
 Parabola : Base x % perpendicular height. 
 
 Irregular plane surface. 
 
 
 
 
 
 
 
 
 
 B 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 *]* 
 
 
 + 
 
 
 
 n 
 
 •& 
 
 
 
 a 
 
 a 
 
 
 
 X, 
 
 A 
 
 a 
 
 rC 
 
 
 JS 
 
 A 
 
 J3 
 
 
 
 
 
 
 
 
 
 
 D 
 
 -nd-. 
 
 Divide any plane surface A, B, C, D, along a line a-b into an even 
 number, n, of parallel and sufficiently small strips, d, whose ordinates 
 
 are hi, h2, ha, hi, hs hn— 1, hn, hn+i, and considering contours 
 
 between three ordinates as parabolic curves, then for section ABCD, 
 
 Area^-i [hi+h n +i+4(h 2 +h4+h 6 . . .+h n )+2 (h s +h 5 +h 7 . . .+h„.i)] 
 
 or, approximately, Area = Sum of ordinates x width, d. 
 
 391 
 
CARNEGIE STEEL COMPANY 
 
 TRIGONOMETRIC FORMULAS 
 
 1 
 
 
 * 
 
 < 
 
 1 
 
 < cob-A— -^^ 
 
 ver. 
 sin A 
 
 ,> 
 
 4 
 
 < 
 
 / Af)irl=A |""* 
 
 <— 
 
 
 * radius =1 -b 
 
 
 Radius, 1 = sin 4 A 4- cos* A 
 
 = sin A cosec A — cos A sec A= tan A cot A 
 
 _ x . . COB A 1 
 
 Cotangent A- 8in A - tanA 
 
 din A coa A 
 
 -, , cot A 1 
 
 Cosecant A- cwA - BinA 
 
 tin (A ± B) = sin A cos B + cos A sin B 
 cos (A + B) = cos A cos B + sin A sin B 
 (in A + sin B = 2 sin M (A + B) cos ^(A— B> 
 »in A — sinB = 2 cos \i (A + B) sin }^ (A— B) 
 cos A + cob B = 2 cos Ji (A'+ B) cos }i (A— B) 
 cos B — cos A = 2 sin M (A + B) sin M (A— B) 
 sin 2 A = 2 sin A cos A 
 
 cos 2 A = cos' A — sin a A 
 
 * tiA--a\ tan A±tanB 
 
 *">CA±B) =., TtallAtHl B 
 
 i/t , B . cot A cot B + 1 
 cot(A±B) = cotfiictA 
 
 > aj.. sin (A + B) 
 
 tanA + tanB= m \ m i 
 
 tan A — tan'B = ■ 
 
 Bin (A— B) 
 cos A cos B 
 
 cot A + cot -B =' 
 cot A — cot B = 
 tan2A = 
 
 cot 2 A = 
 
 ■ sin.(B + A) 
 
 sin 4 sin B 
 
 Bin(B— A) 
 sin A sin B 
 
 2 tan A 
 1— tan* A 
 
 cot*A-l 
 
 flio ^ A = ^fI=pEl cos i / 4A.= yj±±^£ tan^A=-j 
 
 cot H A = 
 
 sin* A 
 
 cos* A = - 
 
 sin* A — sin* B »= sin (A + B) sin (A — B) ; 
 cos A.+ cosB — ' 
 
 , , . 1— coa 2 A .. . l+cos2 A 
 
 tan A c l+corf2A Mt A - 1-COS2A 
 
 cos* A — sin* B = cos (A + B) cos (A — B) 
 
 sin. A drain B 
 cos B — cos A 
 
 — cot H (A + B) 
 
 Quadrant 
 
 1 
 
 II 
 
 . ni 
 
 IV 
 
 Angle 
 
 Angles 
 
 0"to90» 
 
 90»t«I80» 
 
 180° to 270° 
 
 270 4 to360 1 ' 
 
 30° 1 45« 1 Ml* 
 
 Functions 
 
 Values vary from 
 
 Equivalent values 
 
 sin 
 
 fOto+1 
 
 -Hto+0 
 
 -Oto-1 
 
 — 1 to-0 
 
 X 
 
 ^v? 
 
 MV? 
 
 cos 
 
 f 1 to +0 
 
 -Oto-1 
 
 -lto-0 
 
 +0to+l 
 
 Hyfs 
 
 ^v? 
 
 X 
 
 tan 
 
 fOto+co 
 
 -co to— 
 
 ■HOto+co 
 
 -co to-0 
 
 HV3 
 
 1 
 
 V3 
 
 cot 
 
 +coto+0 
 
 -Oto— co 
 
 fee to+0 
 
 -Oto— CO 
 
 >/3 
 
 1 
 
 Hy[3 
 
 Angle a < 9V> 
 
 Angle 
 
 c sin 
 
 COB 
 
 tan 
 
 cot 
 
 *' 
 
 * e 
 
 +° 
 
 *° 
 
 * 8 >• 
 
 0°+a 
 
 +sin a 
 
 + COBS 
 
 +tana 
 
 +cota 
 
 <nna 
 
 +coaa 
 
 +sinn 
 
 +cota 
 
 +tana 
 
 180°+a 
 
 + si n a 
 
 — cosa 
 
 +tana 
 
 +cota 
 
 270*+a 
 
 — cbsa 
 
 +sin a 
 
 +cota 
 
 +tana 
 
 392 
 
MENSURATION TABLES 
 
 TRIGONOMETRIC SOLUTION OF TRIANGLES 
 
 / b\ 
 
 Given 
 
 Formulae 
 
 Right-Angled Triangles 
 
 
 A, B, b 
 
 « a 
 
 sin A =-5- , 
 
 cos 
 
 B-|. 
 
 
 a, c 
 
 b = 1/ c 2 — a 2 
 
 
 Area 
 
 Area =-|yc-a» 
 
 
 A, B, c 
 
 » a- 
 tan A = t-, 
 
 tan B = — , 
 
 
 a, b 
 
 c = -j/ a 2 + b 2 
 
 
 Area 
 
 a a b 
 Area = » 
 
 A, a 
 
 B, b, c 
 
 B = 90°-A, 
 
 
 b=acot A, 
 
 a 
 
 c — sin A 
 
 
 Area 
 
 . a 2 cot A 
 Area = ^ 
 
 
 B, a, c 
 
 B = 90°-A, 
 
 
 a= b tan A, 
 
 b 
 
 
 c — cos A 
 
 
 Area 
 
 b 2 tan A 
 Area = 5 
 
 A, c 
 
 B, a, b 
 
 B = 90°— A, 
 
 
 a= csin A, 
 
 b = c cos A 
 
 
 Area 
 
 c 2 sin A 
 Area = g— 
 
 cos 
 
 A c 2 sin 2 A 
 or 4 
 
 
 Oblique-Angled Triangles 
 
 a, b, c 
 
 A 
 
 Bin* A- \|fa-b)(8-c) iC08U _ V'^.tanjA- \i (s i> (s ^' 
 ~bc Tbc * s (s-a) 
 
 
 B 
 
 Bin JB- V^^.coaJB- V 8 ^ .tanJB- X/^' ^ 
 
 
 C 
 
 ninlC— \/( s - a )( B - b ) con l C— \/ 8(s -°> taniC— -\/fe-a) (s-b) 
 
 
 oint,^ y ab ,cosjl- ^ ab ,ianji. ^ g ^ 
 
 
 Area 
 
 Area = -j/ s (s-a) (s-b) (s-c) 
 
 a, A, B 
 
 b, c 
 
 a sin B a sin C a sin (A + Bj 
 . sin A sin A sin A 
 
 
 Area 
 
 . , . „ a 2 sin B sin C 
 Area = J a b sin C = 2 sin A 
 
 a, b, A 
 
 B 
 
 . _, b sin A 
 sin B - a 
 
 
 c 
 
 a sin C b sin C / a ' a + b2 2 ab cos c 
 c sin A sin B " 
 
 
 Area 
 
 Area = i a b sin C 
 
 a, b, C 
 
 A 
 
 tan A = b ^ a S1 c n os ° . tan J (A-B, - * + £ cot J C 
 
 
 c 
 
 c = ■/ a 2 + b 2 -2 ab cos O = **™° 
 
 
 Area 
 
 Area = J ab sin C 
 
 a? = b 2 + c 2 — 2bc cos A, b 2 =a 2 + c 2 — 2 a c cos B. c 2 = a 2 + b 2 — 2 ab cos O 
 
 393 
 
CARNEQIE STEEL COMPANY 
 
 AREA OF CIRCULAR SECTIONS 
 
 Circular Sector, m o n p 
 
 J» Area=J4 (length of arc, m p n x radius, r) 
 
 =area of circle x arc, mpn in degrees . 
 360 
 
 =0.0087266 x square of radius, r^,x angle of arc, mpn, in degrees. 
 
 Circular Segment, mpn, less than half circle. 
 
 Area=area of sector, m o n p — area of triangle, m o n 
 
 = (length of arc, m p n, x radius, r) — (radiuB, r, — rise, b) x chord, e 
 2 
 
 Circular Segment, man, greater than half circle. 
 
 Area=area of circle— area of segment, mnp 
 
 Circular Segment, from'Table I, page 395. 
 
 Given: rise, b, and chord, c. 
 Area=product of rise and chord, b x c, multiplied by the 
 
 coefficient given opposite the quotient of -fi- : 
 
 Intermediate coefficients for values of -jj- not given 
 
 in tables are obtained by interpolation, 
 Example— Given: rise=1.49 andchord=3.52, 
 
 P 1 .49 A JQOO nnnfflnimif f\ T C A O 
 
 =1.49 x 3.52 x 0.7542=3.9556. 
 
 3.52 — "■' 
 Area=b x c x coefl 
 
 Circular Segment, from Table II, pages 396 and 397. 
 
 Given: rise, b, and diameter, d = 2r. 
 Area=square of diameter, d 3 , multiplied by the 
 
 coefficient given opposite the quotient of —r. 
 Intermediate coefficients for values of -j- not given 
 
 in tables are obtained by interpolation. 
 Example -Given: rise=2%e"and diameter=5%2. 
 
 -|- = 2%« -^ 5%2 = 0.478528. 
 
 Coefficient by interpolation =0.371233. 
 Area=d2 x coeff . = 25.94629 x 0.371233 = 9.6321. 
 
 Circular Zone, t uwv 
 
 Area-— area of circle — (area of segment, tpu + area of segment, vqw). 
 
 Circular Lune, m p n s 
 
 Area=segment, mpn- segment, m s n. 
 
 394 
 

 
 
 
 MENSURATION 
 
 TABLES 
 
 
 
 
 
 
 AREAS 
 
 OF CIRCULAR SEGMENTS 
 
 
 
 
 Table 1— 
 
 Fob Ratios op Rise and Chord 
 
 
 
 
 
 L_— iv^-Chord.C--^— - J 
 
 
 
 
 
 Area^=C x b x coefficient 
 
 
 A" 
 
 Coeffi- 
 
 b 
 
 A 
 
 Coeffi- 
 
 b 
 
 A° 
 
 Coeffi- 
 
 b 
 
 A° 
 
 Coeffi- 
 
 b 
 
 cient 
 
 C 
 
 cient 
 
 C 
 
 cient 
 
 . C 
 
 cient 
 
 C 
 
 1 
 
 .6667 
 
 .0022 
 
 46 
 
 .6722 
 
 .1017 
 
 91 
 
 .6895 
 
 .2097 
 
 136 
 
 .7239 
 
 .3373 
 
 2 
 
 .6667 
 
 .0044 
 
 47 
 
 .6724 
 
 .1040 
 
 92 
 
 .6901 
 
 .2122 
 
 137 
 
 .7249 
 
 .3404 
 
 ' 3 
 
 .6667 
 
 .0066 
 
 48 
 
 .6727 
 
 .1063 
 
 93 
 
 .6906 
 
 .2148 
 
 138 
 
 .7260 
 
 .3436 
 
 4 
 
 .6667 
 
 .0087 
 
 49 
 
 .6729 
 
 .1086 
 
 94 
 
 .6912 
 
 .2174 
 
 139 
 
 .7270 
 
 .3469 
 
 5 
 
 .6667 
 
 .0109 
 
 50 
 
 .6732 
 
 .1109 
 
 95 
 
 .6918 
 
 .2200 
 
 140 
 
 .7281 
 
 .3501 
 
 6 
 
 .6667 
 
 .0131 
 
 51 
 
 .6734 
 
 .1131 
 
 96 
 
 .6924 
 
 .2226 
 
 141 
 
 .7292 
 
 .3534 
 
 7 
 
 .6668 
 
 .0153 
 
 52 
 
 .6737 
 
 .1154 
 
 97 
 
 .6930 
 
 .2252 
 
 142 
 
 .7303 
 
 .3567 
 
 8 
 
 .6668 
 
 .0175 
 
 53 
 
 .6740 
 
 .1177 
 
 98 
 
 .6936 
 
 .2279 
 
 143 
 
 .7314 
 
 .3600 
 
 9 
 
 .6669 
 
 .0197 
 
 54 
 
 .6743 
 
 .1200 
 
 99 
 
 .6942 
 
 .2305 
 
 144 
 
 .7325 
 
 .3633 
 
 10 
 
 .6670 
 
 .0218 
 
 55 
 
 .6746 
 
 .1224 
 
 100 
 
 .6948 
 
 .2332 
 
 145 
 
 .7336 
 
 .3666 
 
 11 
 
 .6670 
 
 .0240 
 
 56 
 
 .6749 
 
 .1247 
 
 101 
 
 .6954 
 
 .2358 
 
 146 
 
 .7348 
 
 .3700 
 
 12 
 
 .6671 
 
 .0262 
 
 57 
 
 .6752 
 
 .1270 
 
 102 
 
 .6961 
 
 .2385 
 
 147 
 
 .7360 
 
 .3734 
 
 13 
 
 .6672 
 
 .0284 
 
 58 
 
 .6755 
 
 .1293 
 
 103 
 
 .6967 
 
 .2412 
 
 148 
 
 .7372 
 
 .3768 
 
 14 
 
 .6672 
 
 .0306 
 
 59 
 
 .6758 
 
 .1316 
 
 104 
 
 .6974 
 
 .2439 
 
 149 
 
 .7384 
 
 .3802 
 
 15 
 
 .6673 
 
 .0328 
 
 60 
 
 .6761 
 
 .1340 
 
 105 
 
 .6980 
 
 .2466 
 
 150 
 
 .7396 
 
 .3837 
 
 16 
 
 .6674 
 
 .0350 
 
 61 
 
 .6764 
 
 .1363 
 
 106 
 
 .6987 
 
 .2493 
 
 151 
 
 .7408 
 
 .3871 
 
 17 
 
 .6674 
 
 .0372 
 
 62 
 
 .6768 
 
 .1387 
 
 107 
 
 .6994 
 
 .2520 
 
 152 
 
 .7421 
 
 .3906 
 
 18 
 
 .6675 
 
 .0394 
 
 63 
 
 .6771 
 
 .1410 
 
 108 
 
 .7001 
 
 .2548 
 
 153 
 
 .7434 
 
 .3942 
 
 19 
 
 .6676 
 
 .0416 
 
 64 
 
 .6775 
 
 .1434 
 
 109 
 
 .7008 
 
 .2575 
 
 154 
 
 .7447 
 
 .3977 
 
 20 
 
 .6677 
 
 .0437 
 
 65 
 
 .6779 
 
 .1457 
 
 110 
 
 .7015 
 
 .2603 
 
 155 
 
 .7460 
 
 .4013 
 
 21 
 
 .6678 
 
 .0459 
 
 66 
 
 .6782 
 
 .1481 
 
 111 
 
 .7022 
 
 .2631 
 
 156 
 
 .7473 
 
 .4049 
 
 22 
 
 .6679 
 
 .0481 
 
 67 
 
 .6786 
 
 .1505 
 
 112 
 
 .7030 
 
 .2659 
 
 157 
 
 .7486 
 
 .4085 
 
 23 
 
 .6680 
 
 .0504 
 
 68 
 
 .6790 
 
 .1529 
 
 113 
 
 .7037 
 
 .2687 
 
 158 
 
 .7500 
 
 .4122 
 
 24 
 
 .6681 
 
 .0526 
 
 69 
 
 .6794 
 
 .1553 
 
 114 
 
 .7045 
 
 .2715 
 
 159 
 
 .7514 
 
 .4159 
 
 25 
 
 .6682 
 
 .0548 
 
 70 
 
 .6797 
 
 .1577 
 
 115 
 
 .7052 
 
 .2743 
 
 160 
 
 .7528 
 
 .4196 
 
 26 
 
 .6684 
 
 .0570 
 
 71 
 
 .6801 
 
 .1601 
 
 116 
 
 .7060 
 
 .2772 
 
 161 
 
 .7542 
 
 .4233 
 
 27 
 
 .6685 
 
 .0592 
 
 72 
 
 .6805 
 
 .1625 
 
 117 
 
 .7068 
 
 .2800 
 
 162 
 
 .7557 
 
 .4270 
 
 28 
 
 .6687 
 
 .0614 
 
 73 
 
 .6809 
 
 .1649 
 
 118 
 
 .7076 
 
 .2829 
 
 163 
 
 .7571 
 
 .4308 
 
 29 
 
 .6688 
 
 .0636 
 
 74 
 
 .6814 
 
 .1673 
 
 119 
 
 .7084 
 
 .2858 
 
 164 
 
 .7586 
 
 .4346 
 
 30 
 
 .6690 
 
 .0658 
 
 75 
 
 .6818 
 
 .1697 
 
 120 
 
 .7092 
 
 .2887 
 
 165 
 
 .7601 
 
 .4385 
 
 31 
 
 .6691 
 
 .0681 
 
 76 
 
 .6822 
 
 .1722 
 
 121 
 
 .7100 
 
 .2916 
 
 166 
 
 .7616 
 
 .4424 
 
 32 
 33 
 34 
 35 
 
 .6693 
 
 .0703 
 
 77 
 
 .6826 
 
 .1746 
 
 122 
 
 .7109 
 
 .2945 
 
 167 
 
 .7632 
 
 .4463' 
 
 .6694 
 
 .0725 
 
 78 
 
 .6831 
 
 .1771 
 
 123 
 
 .7117 
 
 .2975 
 
 168 
 
 .7648 
 
 .4502 
 
 .6696 
 
 .0747 
 
 79 
 
 .6835 
 
 .1795 
 
 124 
 
 .7126 
 
 .3004 
 
 169 
 
 .7664 
 
 .4542 
 
 .6698 
 
 .0770 
 
 80 
 
 .6840 
 
 .1820 
 
 125 
 
 .7134 
 
 .3034 
 
 170 
 
 .7680 
 
 .4582 
 
 36 
 37 
 38 
 39 
 40 
 
 6700 
 
 .0792 
 
 81 
 
 .6844 
 
 .1845 
 
 126 
 
 .7143 
 
 .3064 
 
 171 
 
 .7696 
 
 .4622 
 
 .6702 
 .6704 
 .6706 
 .6708 
 
 .0814 
 
 82 
 
 .6849 
 
 .1869 
 
 127 
 
 .7152 
 
 .3094 
 
 172 
 
 .7712 
 
 .4663 
 
 .0837 
 
 83 
 
 .6854 
 
 .1894 
 
 128 
 
 .7161 
 
 .3124 
 
 173 
 
 .7729 
 
 .4704 
 
 0859 
 
 84 
 
 .6859 
 
 .1919 
 
 129 
 
 .7170 
 
 .3155 
 
 174 
 
 .7746 
 
 .4745 
 
 .0882 
 
 85 
 
 .6864 
 
 .1944 
 
 130 
 
 .7180 
 
 .3185 
 
 175 
 
 .7763 
 
 .4787 
 
 41 
 42 
 43 
 44 
 45 
 
 .6710 
 .6712 
 .6714 
 .6717 
 .6719 
 
 .0904 
 .0927 
 .0949 
 .0972 
 .0995 
 
 86 
 87 
 88 
 89 
 90 
 
 .6869 
 .6874 
 .6879 
 .6884 
 .6890 
 
 .1970 
 .1995 
 .2020 
 .2046 
 .2071 
 
 131 
 132 
 133 
 134 
 135 
 
 .7189 
 .7199 
 .7209 
 .7219 
 .7229 
 
 .3216 
 .3247 
 .3278 
 .3309 
 .3341 
 
 176 
 177 
 
 178 
 179 
 180 
 
 .7781 
 .7799 
 .7817 
 .7835 
 .7854 
 
 .4828 
 .4871 
 .4914 
 .4957 
 .5000 
 
 395 
 
CARNEQIE STEEL COMPANY 
 
 AREAS OF CIRCULAR SEGMENTS 
 Table II, for Ratios op Rise and Diameter 
 
 
 
 
 Area=d 2 
 
 x Coefficient 
 
 
 
 
 b 
 
 Coefficient 
 
 b 
 
 Coefficient 
 
 b 
 T 
 
 Coefficient 
 
 b 
 
 Coefficient 
 
 b 
 
 Coefficient 
 
 .001 
 
 .000042 
 
 .051 
 
 .015119 
 
 .101 
 
 .041477 
 
 .151 
 
 .074590 
 
 .■201 
 
 .112625 
 
 .002 
 
 .000119 
 
 .052 
 
 .015561 
 
 .102 
 
 .042081 
 
 .152 
 
 .075307 
 
 .202 
 
 .113427 
 
 .003 
 
 .000219 
 
 .053 
 
 .016008 
 
 .103 
 
 .042687 
 
 .153 
 
 .076026 
 
 .203 
 
 .114231 
 
 .004 
 
 .000337 
 .000471 
 
 .054 
 
 .016458 
 
 .104 
 
 .043296 
 
 .154 
 
 .076747 
 
 .204 
 
 .115036 
 
 .005 
 
 .055 
 
 .016912 
 
 .105 
 
 .043908 
 
 .155 
 
 .077470 
 
 .205 
 
 .115842 
 
 .006 
 
 .000619 
 
 .056 
 
 .017369 
 
 .106 
 
 .044523 
 
 .156 
 
 .078194 
 
 .206 
 
 .116651 
 
 .007 
 
 .000779 
 
 .057 
 
 .017831 
 
 .107 
 
 .045140 
 
 .157 
 
 .078921 
 
 .207 
 
 .117460 
 
 .008 
 
 .000952 
 
 .058 
 
 .018297 
 
 .108 
 
 .045759 
 
 .158 
 
 .079650 
 
 .208 
 
 .118271 
 
 .009 
 
 .001135 
 
 .059 
 
 .018766 
 
 .109 
 
 .046381 
 
 .159 
 
 .080380 
 
 .209 
 
 .119084 
 
 .010 
 
 .001329 
 
 .060 
 
 .019239 
 
 .110 
 
 .047006 
 
 .160 
 
 .081112 
 
 .210 
 
 .119898 
 
 .011 
 
 .001533 
 
 .061 
 
 .019716 
 
 .111 
 
 .047633 
 
 .161 
 
 .081847 
 
 .211 
 
 .120713 
 
 .012 
 
 .001746 
 
 .062 
 
 .020197 
 
 .112 
 
 .048262 
 
 .162 
 
 .082582 
 
 .212 
 
 .121530 
 
 .013 
 
 .001969 
 
 .063 
 
 .020681 
 
 .113 
 
 .048894 
 
 .163 
 
 .083320 
 
 .213 
 
 .122348 
 
 .014 
 
 .002199 
 
 .064 
 
 .021168 
 
 .114 
 
 .049529 
 
 .164 
 
 .084060 
 
 .214 
 
 .123167 
 
 .015 
 
 .002438 
 
 .065 
 
 .021660 
 
 .115 
 
 .050165 
 
 .165 
 
 .084801 
 
 .215 
 
 .123988 
 
 .016 
 
 .002685 
 
 .066 
 
 .022155 
 
 .116 
 
 .050805 
 
 .166 
 
 .085545 
 
 .216 
 
 .124811 
 
 .017 
 
 .002940 
 
 .067 
 
 .022653 
 
 .117 
 
 .051446 
 
 .167 
 
 .086290 
 
 .217 
 
 .125634 
 
 .018 
 
 .003202 
 
 .068 
 
 .023155 
 
 .118 
 
 .052090 
 
 .168 
 
 .087037 
 
 .218 
 
 .126459 
 
 .019 
 
 .003472 
 
 .069 
 
 .023660 
 
 .119 
 
 .052737 
 
 .169 
 
 .087785 
 
 .219 
 
 .127286 
 
 .020 
 
 .003749 
 
 .070 
 
 .024168 
 
 .120 
 
 .053385 
 
 .170 
 
 .088536 
 
 .220 
 
 .128114 
 
 .021 
 
 .004032 
 
 .071 
 
 .024680 
 
 .121 
 
 .054037 
 
 .171 
 
 .089288 
 
 .221 
 
 .128943 
 
 .022 
 
 .004322 
 
 .072 
 
 .025196 
 
 .122 
 
 .054690 
 
 .172 
 
 .090042 
 
 .222 
 
 .129773 
 
 .023 
 
 .004619 
 
 .073 
 
 .025714 
 
 .123 
 
 .055346 
 
 .173 
 
 .090797 
 
 .223 
 
 .130605 
 
 .024 
 
 .004922 
 
 .074 
 
 .026236 
 
 .124 
 
 .056004 
 
 .174 
 
 .091555 
 
 .224 
 
 .131438 
 
 .025 
 
 .005231 
 
 .075 
 
 .026761 
 
 .125 
 
 .056664 
 
 .175 
 
 .092314 
 
 .225 
 
 .132273 
 
 .026 
 
 .005546 
 
 .076 
 
 .027290 
 
 .126 
 
 .057327 
 
 .176 
 
 .093074 
 
 .226 
 
 .133109 
 
 .027 
 
 .005867 
 
 .077 
 
 .027821 
 
 .127 
 
 .057991 
 
 .177 
 
 .093837 
 
 .227 
 
 .133946 
 
 .028 
 
 .006194 
 
 .078 
 
 .028356 
 
 .128 
 
 .058658 
 
 .178 
 
 .094601 
 
 .228 
 
 .134784 
 
 .029 
 
 .006527 
 
 .079 
 
 .028894 
 
 .129 
 
 .059328 
 
 .179 
 
 .095367 
 
 .229 
 
 .135624 
 
 .030 
 
 .006866 
 
 .080 
 
 .029435 
 
 .130 
 
 .059999 
 
 .180 
 
 .096135 
 
 .230 
 
 .136465 
 
 .031 
 
 .007209 
 
 .081 
 
 .029979 
 
 .131 
 
 .060673 
 
 .181 
 
 .096904 
 
 .231 
 
 .137307 
 
 .032 
 
 .007559 
 
 .082 
 
 .030526 
 
 .132 
 
 .061349 
 
 .182 
 
 .097675 
 
 .232 
 
 .138151 
 
 .033 
 
 .007913 
 
 .083 
 
 .031077 
 
 .133 
 
 .062027 
 
 .183 
 
 .098447 
 
 .233 
 
 .138996 
 
 .034 
 
 .008273 
 
 .084 
 
 .031630 
 
 .134 
 
 .062707 
 
 .184 
 
 .099221 
 
 .234 
 
 .139842 
 
 .035- 
 
 .008638 
 
 .085 
 
 .032186 
 
 .135 
 
 .063389 
 
 .185 
 
 .099997 
 
 .235 
 
 .140689 
 
 .036 
 
 .009008 
 
 .086 
 
 .032746 
 
 .136 
 
 .064074 
 
 .186 
 
 .100774 
 
 .236 
 
 .141538 
 
 .037 
 
 .009383 
 
 .087 
 
 .033308 
 
 .137 
 
 .064761 
 
 .187 
 
 .101553 
 
 .237 
 
 .142388 
 
 .038 
 
 .009764 
 
 .088 
 
 .033873 
 
 .138 
 
 .065449 
 
 .188 
 
 .102334 
 
 .238 
 
 .143239 
 
 .039 
 
 .010148 
 
 .089 
 
 .034441 
 
 .139 
 
 .066140 
 
 .189 
 
 .103116 
 
 .239 
 
 .144091 
 
 .040 
 
 .010538 
 
 .090 
 
 .035012 
 
 .140 
 
 .066833 
 
 .190 
 
 .103900 
 
 .240 
 
 .144945 
 
 .041 
 
 .010932 
 
 .091 
 
 .035586 
 
 .141 
 
 .067528 
 
 .191 
 
 .104686 
 
 .241 
 
 .145800' 
 
 .042 
 
 .011331 
 
 .092 
 
 .036162 
 
 .142 
 
 .068225 
 
 .192 
 
 .105472 
 
 .242 
 
 .146656 
 
 .043 
 
 .011734 
 
 .093 
 
 .036742 
 
 .143 
 
 .068924 
 
 .193 
 
 .106261 
 
 .243 
 
 .147513 
 
 .044 
 
 .012142 
 
 .094 
 
 .037324 
 
 .144 
 
 .069626 
 
 .194 
 
 .107051 
 
 .244 
 
 .148371 
 
 .045 
 
 .012555 
 
 .095 
 
 .037909 
 
 .145 
 
 .070329 
 
 .195 
 
 .107843 
 
 .245 
 
 .149231 
 
 .046 
 
 .012971 
 
 .096 
 
 .038497 
 
 .146 
 
 .071034 
 
 .196 
 
 .108636 
 
 .246 
 
 .150091 
 
 .047 
 
 .013393 
 
 .097 
 
 .039087 
 
 .147 
 
 .071741 
 
 .197 
 
 .109431 
 
 .247 
 
 .150953 
 
 .048, 
 
 .013818 
 
 .098 
 
 .039681 
 
 .148 
 
 .072450 
 
 .198 
 
 .110227 
 
 .248 
 
 .151816 
 
 .049 
 
 .014248 
 
 .099 
 
 .040277 
 
 .149 
 
 .073162 
 
 .199 
 
 .111025 
 
 .249 
 
 .152681 
 
 .050 
 
 .014681 
 
 .100 
 
 .040875 
 
 .150 
 
 .073875 
 
 .200 
 
 .111824 
 
 .250 
 
 .153546 
 
 396 
 
MENSURATION TABLES 
 
 
 
 AREAS OF CIRCULAR SEGMENTS 
 
 
 
 Table II, For Ratios 
 
 op Rise and 
 
 Diameter — Concluded 
 
 ■a 
 
 
 
 
 
 
 
 
 
 Area=da x coefficient 
 
 b 
 d 
 
 Coefficient 
 
 b 
 d 
 
 Coefficient 
 
 b 
 d 
 
 Coefficient 
 
 b 
 d 
 
 Coefficient 
 
 b 
 d 
 
 Coefficient 
 
 .251 
 
 .154413 
 
 .301 
 
 .199085 
 
 .351 
 
 .245935 
 
 .401 
 
 .294350 
 
 .451 
 
 .343778 
 
 .252 
 
 .155281 
 
 .302 
 
 .200003 
 
 .352 
 
 .246890 
 
 .402 
 
 .295330 
 
 .452 
 
 .344773 
 
 .253 
 
 .156149 
 
 .303 
 
 .200922 
 
 .353 
 
 .247845 
 
 .403 
 
 .296311 
 
 .453 
 
 .345768 
 
 .254 
 
 .157019 
 
 .304 
 
 .201841 
 
 .354 
 
 .248801 
 
 .404 
 
 .297292 
 
 .454 
 
 .346764 
 
 . .255 
 
 .157891 
 
 .305 
 
 .202762 
 
 .355 
 
 .249758 
 
 .405 
 
 .298274 
 
 .455 
 
 .347760 
 
 .256 
 
 .158763 
 
 .306 
 
 .203683 
 
 .356 
 
 .250715 
 
 .406 
 
 .299256 
 
 .456 
 
 .348756 
 
 .257 
 
 .159636 
 
 .307 
 
 .204605 
 
 .357 
 
 .251673 
 
 .407 
 
 .300238 
 
 .457 
 
 .349752 
 
 .258 
 
 .160511 
 
 .308 
 
 .205528 
 
 .358 
 
 .252632 
 
 .408 
 
 .301221 
 
 .458 
 
 .350749 
 
 .259 
 
 .161386 
 
 .309 
 
 .206452 
 
 .359 
 
 .253591 
 
 .409 
 
 .302204 
 
 .459 
 
 .351745 
 
 .260 
 
 .162263 
 
 .310 
 
 .207376 
 
 .360 
 
 .254551 
 
 .410 
 
 .303187 
 
 .460 
 
 .352742 
 
 .261 
 
 .163141 
 
 .311 
 
 .208302 
 
 .361 
 
 .255511 
 
 .411 
 
 .304171 
 
 .461 
 
 .353739 
 
 .262 
 
 .164020 
 
 .312 
 
 .209228 
 
 .362 
 
 .256472 
 
 .412 
 
 .305156 
 
 .462 
 
 .354736 
 
 .263 
 
 .164900 
 
 .313 
 
 .210155 
 
 .363 
 
 .257433 
 
 .413 
 
 .306140 
 
 .463 
 
 .355733 
 
 .264 
 
 .165781 
 
 .314 
 
 .211083 
 
 .364 
 
 .258395 
 
 .414 
 
 .307125 
 
 .464 
 
 .356730 
 
 .265 
 
 .166663 
 
 .315 
 
 .212011 
 
 .365 
 
 .259358 
 
 .415 
 
 .308110 
 
 .465 
 
 .357728 
 
 .266 
 
 .167546 
 
 .316 
 
 .212941 
 
 .366 
 
 .260321 
 
 .416 
 
 .309096 
 
 .466 
 
 .358725 
 
 .267 
 
 .168431 
 
 .317 
 
 .213871 
 
 .367 
 
 .261285 
 
 .417 
 
 .310082 
 
 .467 
 
 .359723 
 
 .268 
 
 .169316 
 
 .318 
 
 .214802 
 
 .368 
 
 .262249 
 
 .418 
 
 .311068 
 
 .468 
 
 .360721 
 
 .269 
 
 .170202 
 
 .319 
 
 .215734 
 
 .369 
 
 .263214 
 
 .419 
 
 .312055 
 
 .469 
 
 .361719 
 
 .270 
 
 .171090 
 
 .320 
 
 .216666 
 
 .370 
 
 .264179 
 
 .420 
 
 .313042 
 
 .470 
 
 .362717 
 
 .271 
 
 .171978 
 
 .321 
 
 .217600 
 
 .371 
 
 .265145 
 
 .421 
 
 .314029 
 
 .471 
 
 .363715 
 
 .272 
 
 .172868 
 
 .322 
 
 .218534 
 
 .372 
 
 .266111 
 
 .422 
 
 .315017 
 
 .472 
 
 .364714 
 
 .273 
 
 .173758 
 
 .323 
 
 .219469 
 
 .373 
 
 .267078 
 
 .423 
 
 .316005 
 
 .473 
 
 .365712 
 
 .274 
 
 .174650 
 
 .324 
 
 .220404 
 
 .374 
 
 .268046 
 
 .424 
 
 .316993 
 
 .474 
 
 .366711 
 
 .275 
 
 .175542 
 
 .325 
 
 .221341 
 
 .375 
 
 .269014 
 
 .425 
 
 .317981 
 
 .475 
 
 .367710 
 
 .276 
 
 .176436 
 
 .326 
 
 .222278 
 
 .376 
 
 .269982 
 
 .426 
 
 .318970 
 
 .476 
 
 .368708 
 
 .277 
 
 .177330 
 
 .327 
 
 .223216 
 
 .377 
 
 .270951 
 
 .427 
 
 .319959 
 
 .477 
 
 .369707 
 
 .278 
 
 .178226 
 
 .328 
 
 .224154 
 
 .378 
 
 .271921 
 
 .428 
 
 .320949 
 
 .478 
 
 .370706 
 
 .279 
 
 .179122 
 
 .329 
 
 .225094 
 
 .379 
 
 .272891 
 
 .429 
 
 .321938 
 
 .479 
 
 .371705 
 
 .280 
 
 .180020 
 
 .330 
 
 .226034 
 
 .380 
 
 .273861 
 
 .430 
 
 .322928 
 
 .480 
 
 .372704 
 
 .281 
 
 .180918 
 
 .331 
 
 .226974 
 
 .381 
 
 .274832 
 
 .431 
 
 .323919 
 
 .481 
 
 .373704 
 
 .282 
 
 .181818 
 
 .332 
 
 .227916 
 
 .382 
 
 .275804 
 
 .432 
 
 .324909 
 
 .482 
 
 .374703 
 
 .283 
 
 .182718 
 
 .333 
 
 .228858 
 
 .383 
 
 .276776 
 
 .433 
 
 .325900 
 
 .483 
 
 .375702 
 
 .284 
 
 .183619 
 
 .334 
 
 .229801 
 
 .384 
 
 .277748 
 
 .434 
 
 .326891 
 
 .484 
 
 .376702 
 
 .285 
 
 .184522 
 
 .335 
 
 .230745 
 
 .385 
 
 .278721 
 
 .435 
 
 .327883 
 
 .485 
 
 .377701 
 
 .286 
 
 .185425 
 
 .336 
 
 .231689 
 
 .386 
 
 .279695 
 
 .436 
 
 .328874 
 
 .486 
 
 .378701 
 
 .287 
 
 .186329 
 
 .337 
 
 .232634 
 
 .387 
 
 .280669 
 
 .437 
 
 .329866 
 
 .487 
 
 .379701 
 
 .288 
 
 .187235 
 
 .338 
 
 .233580 
 
 .388 
 
 .281643 
 
 .438 
 
 .330858 
 
 .488 
 
 .380700 - 
 
 289 
 
 .188141 
 
 .339 
 
 .234526 
 
 .389 
 
 .282618 
 
 .439 
 
 .331851 
 
 .489 
 
 .381700 
 
 .290 
 
 .189048 
 
 .340 
 
 .235473 
 
 .390 
 
 .283593 
 
 .440 
 
 .332843 
 
 .490 
 
 .382700 
 
 .291 
 
 .189956 
 
 .341 
 
 .236421 
 
 .391 
 
 .284569 
 
 .441 
 
 .333836 
 
 .491 
 
 .383700 
 
 .292 
 
 .190865 
 
 .342 
 
 .237369 
 
 .392 
 
 .285545 
 
 .442 
 
 .334829 
 
 .492 
 
 .384699 
 
 .293 
 
 .191774 
 
 .343 
 
 .238319 
 
 .393 
 
 .286521 
 
 .443 
 
 .335823 
 
 .493 
 
 .385699 
 
 294 
 
 .192685 
 
 .344 
 
 .239268 
 
 .394 
 
 .287499 
 
 .444 
 
 .336816 
 
 .494 
 
 .386699 
 
 !295 
 
 .193597 
 
 .345 
 
 .240219 
 
 .395 
 
 .288476 
 
 .445 
 
 .337810 
 
 .495 
 
 .387699 
 
 .296 
 
 .194509 
 
 .346 
 
 .241170 
 
 .396 
 
 .289454 
 
 .446 
 
 .338804 
 
 .496 
 
 .388699 
 
 !297 
 
 .195423 
 
 .347 
 
 .242122 
 
 .397 
 
 .290432 
 
 .447 
 
 .339799 
 
 .497 
 
 .389699 
 
 ]298 
 
 .196337 
 
 .348 
 
 .243074 
 
 .398 
 
 ►291411 
 
 .448 
 
 .340793 
 
 .498 
 
 .390699 
 
 299 
 
 .197252 
 
 .349 
 
 .244027 
 
 .399 
 
 .292390 
 
 .449 
 
 .341788 
 
 .499 
 
 .391699 
 
 '.300 
 
 .198168 
 
 .350 
 
 .244980 
 
 .400 
 
 .293370 
 
 .450 
 
 .342783 
 
 .500 .392699 
 
 I 
 
 
 
 
 3 
 
 97 
 
 
 
 
 
CARNEGIE STEEL COMPANY 
 
 SURFACE AND VOLUME OF SOLIDS 
 S=Latebal or Convex Surface. V=Voltjme 
 
 7'ir Parallelopiped 
 
 •*' S=perimeter, P, perp. to sidesxlat. length, 1: PI 
 
 .'- V=area of base, B x perpendicular height, h: Bh 
 
 V=area of section, A, perp. tosldesxlat. length, 1: Al 
 
 Prism, Right or Oblique, Regular or Irregular 
 
 S=perimeter, P, perp. to sides x lat. length, 1: PI 
 
 V=area of base, B x perpendicular height, h: Bh 
 
 V=areaof section, A,perp,tosidesxlat.Iength, 1: Al 
 
 Cylinder, Right or Oblique, Circular or Elliptic, etc 
 
 S =perimeter of base, C x perp. height, h : Ch 
 
 S =perimeter, P, perp. to sides xlat. length, 1: PI 
 
 V=area of base, B x perpendicular height, h: Bh 
 
 V=area of section, A, perp. to sides x lat. length, 1 : Al 
 
 Frustum of any Prism or Cylinder 
 
 V=area of base, B x perp. distance, h, from base 
 
 to center of gravity of opposite face: Bh 
 For cylinder: H A. di + la) 
 
 Pyramid or Cone, Right and Regular 
 
 S=perimeter of base, Bi^ slant height, 1: 
 V=area of base, B x % perp. height, h: 
 
 %BI 
 
 %Bh 
 
 Pyramid or Cone, Right or Oblique, Regular or Irregular 
 
 V=area of base, B x % perp. height, h : % Bh 
 
 V=^Mi volume of prism or cylinder of same base 
 
 and perpendicular height 
 V=% volume of hemisphere of same base and 
 h / / perpendicular height , 
 
 Frustum of Pyramid or Cone, Right and Regular, 
 Parallel Ends 
 
 S=(sumi of perimeter of base, B, and top, b) x% slant 
 
 „.--\ height, 1: ^KB + b) 
 
 YA 'h / Y\ V=(sumof areas of base, B, and top, b + square 
 
 y=-li_£_'_"_Y_V4.-* root of their products) xy 8 perp. height, h: • 
 
 J/s h (B + b + t/^bV) 
 
 Frustum of any Pyramid or Cone, Parallel Ends 
 
 h / / "V=(sum of areas of base, B, and top, b + square 
 
 root of their products) x Mi perp. height, h : 
 
 %h(B + b + 1 /Bb 
 
 i) 
 
 -b- — 
 
 Wedge, Parallelogram Face 
 
 V=Va (sum of three edges, aba x perpendicular 
 height, hxperpendicular width, d) : 
 
 y a dh(2a + b) 
 
 Prismatoid 
 
 V=% perp. height, h (sum of areas of base, B, and top 
 b, + 4 x area of section, M, parallel to bases 
 and midway between them) : 
 
 y 8 h (B + b + 4 M) 
 
 The Prismatoid formula applies also to any of 
 
 the foregoing solids with parallel bases, to pyramids, 
 
 cones, spherical sections, and to many solids with 
 
 irregular surfaces. 
 
 398 
 
MENSURATION TABLES 
 
 SURFACE AND VOLUME OF SOLIDS— Concluded 
 S=Latekal or Convex Surface. V=VoLtrME 
 
 Sphere 
 
 S=4 7rrs = v d 2 = 3.14159265 d 2 
 V=4' s 7T r« = V a 7r ds = 0.52359878 da 
 
 Spherical Sector 
 
 S =y 2 ir r (4 b + c) 
 
 — c *• 
 
 -I r rS-*-E~>| r t>~ 
 
 -fr — * 
 
 Spherical Segment 
 
 S=2 7T r b = % 7T (4 b 2 + C 2 ) 
 
 V=y 3 ir b 2 (3 r-b) = y 2< nr b (3 c 2 + 4 b 2 ) 
 
 Spherical Zone 
 
 S =2 tv r b 
 
 V=% 4 ir b (3 a 2 + 3 c 2 + 4 b 2 ) 
 
 Circular Ring 
 
 S=4 ir 2 Er 
 V=2 ir 2 R r 2 
 
 Ungula of Right, Regular Cylinder 
 
 Base=Half Circle 
 
 3=2 rh 
 
 5 =(2 r m-o x arc, b a b) 
 
 Base=Segment, b a b 
 
 h 
 r-o 
 
 =(% ms-o x area, b a b) -jrj- 
 
 Base=Segment, c a c 
 
 h 
 
 S=(2r n + p x arc, c a c) r + p 
 
 h 
 r + p 
 
 Ellipsoid 
 
 V=(%1i* + p x area, c a c) 
 
 V=%r 2 h 
 Base=Circle 
 S=rirh 
 
 V=y 2 r 2 ir h 
 
 Paraboloid 
 
 V=M> ir r a b 
 
 V=% ir r 2 h 
 
 Batio of corresponding volumes of a Cone, Parabo- 
 loid, Sphere, and Cylinder of equal height :%:%:%: 1 
 
 Bodies Generated by Partial or Complete Revolution 
 
 1 =length of a curve 1 rotating about an axis 1-1 
 ii=area of a plane i on one side and in plane of axis 
 r=distanceof center of gravity of line or plane from 
 axis 1-1 and for any angle of revolution, a", 
 
 2t 3 qq°— length of arc described by center of gravity. 
 
 S=length of curve x length of arc about axis 
 
 = 1 2 r **° For complete revolution S=2rirl 
 360 
 V=area of plane x length of arc about axis 
 
 A 2 r ir al For comp i e te revolution V= 2 r ir A 
 
 360 
 
 399 
 
CARNEQIE STEEL COMPANY 
 
 Functions of Numbers, 1 to 49 
 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Root 
 
 Logarithm 
 
 1000 
 ' Reciprocal 
 
 No.= 
 
 Diameter 
 
 No. 
 
 Circum. 
 
 Area 
 
 1 
 
 1 
 
 1 
 
 1.0000 
 
 1.0000 
 
 0.00000 
 
 1000.000 ' 
 
 3.142 
 
 0.7854 
 
 2 
 
 4 
 
 8 
 
 1.4142 
 
 1.2599 
 
 0.30103 
 
 500.000 
 
 6.283 
 
 3.1416 
 
 3 
 
 9 
 
 27 
 
 1.7321 
 
 1.4422 
 
 0.47712 
 
 333.333 
 
 9.425 
 
 7.0686 
 
 4 
 
 16 
 
 64 
 
 2.0000 
 
 1.5874 
 
 0.60206 
 
 250.000 
 
 12.566 
 
 12.5664 
 
 5 
 
 25 
 
 125 
 
 2.2361 
 
 1.7100 
 
 0.69897 
 
 200.000 
 
 15.708 
 
 19.6350 
 
 6 
 
 36 
 
 216 
 
 2.4495 
 
 1.8171 
 
 0.77815 
 
 166.667 
 
 18.850 
 
 28.2743 
 
 7 
 
 49 
 
 343 
 
 2.6458 
 
 1.9129 
 
 0.84510 
 
 142.857 
 
 21.991 
 
 38.4845 
 
 8 
 
 64 
 
 512 
 
 2.8284 
 
 2.0000 
 
 0.90309 
 
 125.000 
 
 25.133 
 
 50.2655 
 
 9 
 
 81 
 
 729 
 
 3.0000 
 
 2.0801 
 
 0.95424 
 
 111.111 
 
 28.274 
 
 63.6173 
 
 10 
 
 100 
 
 1000 
 
 3.1623 
 
 2.1544 
 
 1.00000 
 
 100.000 
 
 31.416 
 
 78.5398 
 
 11 
 
 121 
 
 1331 
 
 3.3166 
 
 2.2240 
 
 1.04139 
 
 90.9091 
 
 34.558 
 
 95.0332 
 
 12 
 
 144 
 
 1728 
 
 3.4641 
 
 2.2894 
 
 1.07918 
 
 83.3333 
 
 37.699 
 
 113.097 
 
 13 
 
 169 
 
 2197 
 
 3.6056 
 
 2.3513 
 
 1.11394 
 
 76.9231 
 
 40.841 
 
 132.732 
 
 14 
 
 196 
 
 .'2744 
 
 3.7417 
 
 2.4101 
 
 1.14613 
 
 71.4286 
 
 43.982 
 
 153.938 
 
 15 
 
 225 
 
 3375 
 
 3.8730 
 
 2.4662 
 
 1.17609 
 
 66.6667 
 
 47.124 
 
 176.715 
 
 16 
 
 . 256 
 
 4096 
 
 4.0000 
 
 2.5198 
 
 1.20412 
 
 62.5000 
 
 50.265 
 
 201.062 
 
 17 
 
 289 
 
 4913 
 
 4.1231 
 
 2.5713 
 
 1.23045 
 
 58.8235 
 
 53.407 
 
 226.980 
 
 18 
 
 324 
 
 5832 
 
 4.2426 
 
 2.6207 
 
 1.25527 
 
 55.5556 
 
 56.549 
 
 254.469 
 
 19 
 
 361 
 
 6859 
 
 4.3589 
 
 2.6684 
 
 1.27875 
 
 52.6316 
 
 59.690 
 
 283.529 
 
 20 
 
 400 
 
 8000 
 
 4.4721 
 
 2.7144 
 
 1.30103 
 
 50.0000 
 
 62.832 
 
 314.159 
 
 21 
 
 441 
 
 9261 
 
 4.5826 
 
 2.7589 
 
 1.32222 
 
 47.6190 
 
 65.973 
 
 346.361 
 
 22 
 
 484 
 
 10648 
 
 4.6904 
 
 2.8020 
 
 1 34242 
 
 45.4545 
 
 69.115 
 
 380.133 
 
 23 
 
 529 
 
 12167 
 
 4.7958 
 
 2.8439 
 
 1.36173 
 
 43.4783 
 
 72.257 
 
 415.476 
 
 24 
 
 576 
 
 13824 
 
 4.8990 
 
 ,2.8845 
 
 1.38021 
 
 41.6667 
 
 75.398 
 
 452.389 
 
 25 
 
 625 
 
 15625 
 
 5.0000 
 
 2.9240 
 
 1.39794 
 
 40.0000 
 
 78.540 
 
 490.874 
 
 26 
 
 676 
 
 17576, 
 
 5.0990 
 
 2.9625 
 
 1.41497 
 
 38.4615 
 
 81.681 
 
 530.929 
 
 27 
 
 729 
 
 19683 
 
 5.1962 
 
 3.0000 
 
 1.43136 
 
 37.0370 
 
 84.823 
 
 572.555 
 
 28 
 
 784 
 
 21952 
 
 5.2915 
 
 3.0366 
 
 1.44716 
 
 ' 35.7143 
 
 87.965 
 
 615.752 
 
 29 
 
 841 
 
 24389 
 
 5,3852 
 
 3.0723 
 
 1.46240 
 
 34.4828 
 
 91.106 
 
 660.520 
 
 30 
 
 900 
 
 27000 
 
 5.4772 
 
 3.1072 
 
 1.47712 
 
 33.3333 
 
 94.248 
 
 706.858 
 
 31 
 
 961 
 
 29791 
 
 5.5678 
 
 3.1414 
 
 1.49136 
 
 32.2581 
 
 97.389 
 
 754.768 
 
 32 
 
 1024 
 
 32768 
 
 5.6569 
 
 3.1748 
 
 1.50515 
 
 31.2500 
 
 100.531 
 
 804.248 
 
 33 
 
 1089 
 
 35937 
 
 5.7446 
 
 3.2075 
 
 1.51851 
 
 30.3030 
 
 103.673 
 
 855.299 
 
 34 
 
 1156 
 
 39304 
 
 5.8310 
 
 3.2396 
 
 1.53148 
 
 29.4118 
 
 106.814 
 
 907.920 
 
 35 
 
 1225 
 
 42875 
 
 5.9161 
 
 3.2711 
 
 1.54407 
 
 28.5714 
 
 109.956 
 
 962.113 
 
 36 
 
 1296 
 
 46656 
 
 6.0000 
 
 3.3019 
 
 1.55630 
 
 27.7778 
 
 113.097 
 
 1017.88 
 
 37 
 
 1369 
 
 50653 
 
 6.0828 
 
 3.3322 
 
 1.56820 
 
 27.0270 
 
 116.239 
 
 1075.21 
 
 38 
 
 1444 
 
 54872 
 
 6.1644 
 
 3.3620 
 
 1.57978 
 
 26.3158 
 
 119.381 
 
 1134.11 
 
 39 
 
 1521 
 
 59319 
 
 6.2450 
 
 3.3912 
 
 1.59106 
 
 25.6410 
 25.0000 
 
 122.522 
 
 1194.59 
 
 40 
 
 1600 
 
 64000 
 
 6.3246 
 
 3.4200 
 
 1.60206 
 
 125.66 
 
 1256.64 
 
 41 
 
 1681 
 
 68921 
 
 6'.4031 
 
 3.4482 
 
 1.61278 
 
 24.3902 
 
 128.81 
 
 1320.25 
 
 42 
 
 1764 
 
 74088 
 
 6.4807 
 
 3.4760 
 
 1.62325 
 
 23.8095 
 
 131.95 
 
 1385.44 
 
 43 
 
 1849 
 
 79507 
 
 6.5574 
 
 3.5034 
 
 1.63347 
 
 23.2558 
 
 135.09 
 
 1452.20 
 
 44 
 
 1936 
 
 85184 
 
 6.6332 
 
 3.5303 
 
 1.64345 
 
 22.7273 
 
 138.23 
 
 1520.53 
 
 45 
 
 2025 
 
 91125 
 
 6.7082 
 
 3.5569 
 
 1.65321 
 
 22.2222 
 
 141.37 
 
 1590.43 
 
 46 
 
 2116 
 
 97336 
 
 6.7823 
 
 3.5830 
 
 1.66276 
 
 21.7391 
 
 144.51 
 
 1661.90 
 
 47 
 
 2209 
 
 103823 
 
 6.8557 
 
 3.6088 
 
 1.67210 
 
 21.2766 
 
 147.65 
 
 1734.94 
 
 48 
 
 2304 
 
 110592 
 
 6.9282 
 
 3.6342 
 
 1.68124 
 
 20.8333 
 
 150.80 
 
 1809.56 
 
 49 
 
 2401 
 
 117649 
 
 7.Q000 
 
 3.6593 
 
 1.69020 
 
 20.4082 
 
 153.94 
 
 1885.74 
 
 400 
 
MATHEMATICAL TABLES 
 
 FlTNCTiqNS of Numbers 50 TO 99 
 
 
 
 
 
 
 
 1000 
 
 No.= 
 
 Diameter 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Hoot 
 
 Cubic 
 Root 
 
 Logarithm 
 
 Reciprocal 
 
 
 
 Circum. 
 
 ' Area 
 
 50 
 
 2500 
 
 125000 
 
 7.0711 
 
 3.6840 
 
 1.69897 
 
 20.0000 
 
 157.08 
 
 1963.50 
 
 51 
 
 2601 
 
 132651 
 
 7.1414 
 
 3.7084 
 
 1.70757 
 
 19.6078 
 
 160.22 
 
 2042.82 
 
 52 
 
 2704 
 
 140608 
 
 7.2111 
 
 3.7325 
 
 1.71600 
 
 19.2308 
 
 163.36 
 
 2123.72 
 
 53 
 
 2809 
 
 148877 
 
 7.2801 
 
 3.7563 
 
 1.72428 
 
 18.8679 
 
 166.50 
 
 2206.48 
 
 54 
 
 2916 
 
 157464 
 
 7.3485 
 
 3.7798 
 
 1.73239 
 
 18.5185 
 
 169.65 
 
 2290.22 
 
 55 
 
 3025 
 
 166375 
 
 7.4162 
 
 3.8030 
 
 1.74036 
 
 18.1818 
 
 172.79 
 
 2375.83 
 
 56 
 
 3136 
 
 175616 
 
 7.4833 
 
 3.8259 
 
 1.74819 
 
 17.8571 
 
 175.93 
 
 2463.01 
 
 57 
 
 3249 
 
 185193 
 
 7.5498 
 
 3.8485 
 
 1.75587 
 
 17.5439 
 
 179.07 
 
 2551.76 
 
 58 
 
 3364 
 
 195112 
 
 7.6158 
 
 3.8709 
 
 1.76343 
 
 17.2414 
 
 182.21 
 
 2642.08 
 
 59 
 
 3481 
 
 205379 
 
 7.6811 
 
 3.8930 
 
 1.77085 
 
 16.9492 
 
 185.35 
 
 2733.97 
 
 60 
 
 3600 
 
 216000 
 
 7.7460 
 
 3.9149 
 
 1.77815 
 
 16.6667 
 
 188.50 
 
 2827.43 
 
 61 
 
 3721 
 
 226981 
 
 7.8102 
 
 3.9365 
 
 1.78533 
 
 16.3934 
 
 191.64 
 
 2922.47 
 
 62 
 
 3844 
 
 238328 
 
 7.8740 
 
 3.9579 
 
 1.79239 
 
 16.1290 
 
 194.78 
 
 3019.07 
 
 63 
 
 3969 
 
 250047 
 
 7^9373 
 
 3.9791 
 
 1.79934 
 
 15.8730 
 
 197.92 
 
 3117.25 
 
 64 
 
 4096 
 
 262144 
 
 8.0000 
 
 4.0000 
 
 1.80618 
 
 15.6250 
 
 201.06 
 
 3216.99 
 
 65 
 
 4225 
 
 274625 
 
 8.0623 
 
 4.0207 
 
 1.81291 
 
 15.3846 
 
 204.20 
 
 3318.31 
 
 66 
 
 4356 
 
 287496 
 
 8.1240 
 
 4.0412 
 
 1.81954 
 
 15.1515 
 
 207.35 
 
 3421.19 
 
 67 
 
 4489 
 
 300763 
 
 8.1854 
 
 4.0615 
 
 1.82607 
 
 14.9254 
 
 210.49 
 
 3525.65 
 
 68 
 
 4624 
 
 314432 
 
 8.2462 
 
 4.0817 
 
 1.83251 
 
 14.7059 
 
 213.63 
 
 3631.68 
 
 69 
 
 4761 
 
 328509 
 
 8.3066 
 
 4.1016 
 
 1.83885 
 
 14.4928 
 
 216.77 
 
 3739.28 
 
 70 
 
 4900 
 
 343000 
 
 8.3666 
 
 4.1213 
 
 1.84510 
 
 14.2857 
 
 219.91 
 
 3848.45 
 
 71 
 
 5041 
 
 357911 
 
 8.4261 
 
 4.1408 
 
 1.85126 
 
 14.0845 
 
 223.05 
 
 3959.19 
 
 72 
 
 5184 
 
 373248 
 
 8.4853 
 
 4.1602 
 
 1.85733 
 
 13.8889 
 
 226.19 
 
 4071.50 
 
 73 
 
 5329 
 
 389017 
 
 8.5440 
 
 4.1793 
 
 1.86332 
 
 13.6986 
 
 229.34 
 
 4185.39 
 
 74 
 
 5476 
 
 405224 
 
 8.6023 
 
 4.1983 
 
 1.86923 
 
 13.5135 
 
 232.48 
 
 4300.84 
 
 75 
 
 5625 
 
 421875 
 
 8.6603 
 
 4.2172 
 
 1.87506 
 
 13.3333 
 
 235.62 
 
 4417.86 
 
 76 
 
 5776 
 
 438976 
 
 8.7178 
 
 4.2358 
 
 1.88081 
 
 13.1579 
 
 238.76 
 
 4536.46 
 
 77 
 
 5929 
 
 456533 
 
 8.7750 
 
 4.2543 
 
 1.88649 
 
 12.9870 
 
 241.90 
 
 4656.63 
 
 78 
 
 6084 
 
 474552 
 
 8.8318 
 
 4.2727 
 
 1.89209 
 
 12.8205 
 
 245.04 
 
 4778.36 
 
 79 
 
 6241 
 
 493039 
 
 8.8882 
 
 4.2908 
 
 1.89763 
 
 12.6582 
 
 248.19 
 
 4901.67 
 
 80 
 
 6400 
 
 512000 
 
 8.9443 
 
 4.3089 
 
 1.90309 
 
 12.5000 
 
 251.33 
 
 5026.55 
 
 81 
 
 6561 
 
 531441 
 
 9.0000 
 
 4.3267 
 
 1.90849 
 
 12.3457 
 
 254.47 
 
 5153.00 
 
 82 
 
 6724 
 
 551368 
 
 9.0554 
 
 4.3445 
 
 1.91381 
 
 12.1951 
 
 257.61 
 
 5281.02 
 
 83 
 
 6889 
 
 571787 
 
 9.1104 
 
 4.3621 
 
 1.91908 
 
 12.0482 
 
 260.75 
 
 5410.61 
 
 84 
 
 7056 
 
 592704 
 
 9.1652 
 
 4.3795 
 
 1.92428 
 
 11.9048 
 
 263.89 
 
 5541.77 
 
 85 
 
 7225 
 
 614125 
 
 9.2195 
 
 4.3968 
 
 1.92942 
 
 11.7647 
 
 267.04 
 
 5674.50 
 
 86 
 
 7396 
 
 636056 
 
 9.2736 
 
 4.4140 
 
 1.93450 
 
 11.6279 
 
 270.18 
 
 5808.80 
 
 87 
 
 7569 
 
 658503 
 
 9.3274 
 
 4.4310 
 
 1.93952 
 
 11.4943 
 
 273.32 
 
 5944.68 
 
 88 
 
 7744 
 
 681472 
 
 9.3808 
 
 4.4480 
 
 1.94448 
 
 11.3636 
 
 276.46 
 
 6082.12 
 
 89 
 
 7921 
 
 704969 
 
 9.4340 
 
 4.4647 
 
 1.94939 
 
 11.2360 
 
 279.60 
 
 6221.14 
 
 90 
 
 8100 
 
 729000 
 
 9.4868 
 
 4.4814 
 
 1.95424 
 
 11.1111 
 
 282.74 
 
 6361.73 
 
 91 
 
 8281 
 
 753571 
 
 9.5394 
 
 4.4979 
 
 1.95904 
 
 10.9890 
 
 285.88 
 
 6503.88 
 
 92 
 
 8464 
 
 778688 
 
 9.5917 
 
 4.5144 
 
 1.96379 
 
 10.8696 
 
 289.03 
 
 6647.61 
 
 93 
 
 8649 
 
 804357 
 
 9.6437 
 
 4.5307 
 
 1.96848 
 
 10.7527 
 
 292.17 
 
 6792.91 
 
 94 
 
 8836 
 
 830584 
 
 9.6954 
 
 4.5468 
 
 1.97313 
 
 10.6383 
 
 295.31 
 
 6939.78 
 
 95 
 
 9025 
 
 857375 
 
 9.7468 
 
 4.5629 
 
 1.97772 
 
 10.5263 
 
 298.45 
 
 7088.22 
 
 96 
 
 9216 
 
 884736 
 
 9.7980 
 
 4.5789 
 
 1.98227 
 
 10.4167 
 
 301.59 
 
 7238.23 
 
 97 
 
 9409 
 
 912673 
 
 9.8489 
 
 4.5947 
 
 1.98677 
 
 10.3093 
 
 304.73 
 
 7389.81 
 
 98 
 
 9604 
 
 941192 
 
 9.8995 
 
 4.6104 
 
 1.99123 
 
 10.2041 
 
 307.88 
 
 7542.96 
 
 99 
 
 9801 
 
 970299 
 
 9.9499 
 
 4.6261 
 
 1.99564 
 
 10.1010 
 
 311.02 
 
 7697.69 
 
 401 
 
CARNEGIE STEEL COMPANY 
 
 Functions of Numbers, 100 to 149 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Hoot 
 
 Logarithm 
 
 1000 
 
 X 
 
 Reciprocal 
 
 No. = Diameter 
 
 Circum. 
 
 Area 
 
 100 
 
 10000 
 
 1000000 
 
 10.0000 
 
 4.6416 
 
 2.00000 
 
 10.0000 
 
 314.16 
 
 7853.98 
 
 101 
 
 10201 
 
 1030301 
 
 10.0499 
 
 4.6570 
 
 2.00432 
 
 9.90099 
 
 317.30 
 
 8011.85 
 
 102 
 
 10404 
 
 1061208 
 
 10.0995 
 
 4.6723 
 
 2.00860 
 
 9.80392 
 
 320.44 
 
 8171.28 
 
 106 
 
 10609 
 
 1092727 
 
 10.1489 
 
 4.6875 
 
 2.01284 
 
 9.70874 
 
 323.58 
 
 8332.29 
 
 104 
 
 10816 
 
 1124864 
 
 10.1980 
 
 4.7027 
 
 2.01703 
 
 9.61538 
 
 326.73 
 
 8494.87 
 
 105 
 
 11025 
 
 1157625 
 
 10.2470 
 
 4.7177 
 
 2.02119 
 
 9.52381 
 
 329.87 
 
 8659.01 
 
 106 
 
 11236 
 
 1191016 
 
 10.2956 
 
 4.7326 
 
 2.02531 
 
 9.43396 
 
 333.01 
 
 8824.73 
 
 107 
 
 11449 
 
 1225043 
 
 10.3441 
 
 4.7475 
 
 2.02938 
 
 9.34579 
 
 336.15 
 
 8992.02 
 
 108 
 
 11664 
 
 1259712 
 
 10.3923 
 
 4.7622 
 
 2.03342 
 
 9.25926 
 
 339.29 
 
 9160.88 
 
 109 
 
 11881 
 
 1295029 
 
 10.4403 
 
 4.7769 
 
 2.03743 
 
 9.17431 
 
 342.43 
 
 9331.32 
 
 110 
 
 12100 
 
 1331000 
 
 10.4881 
 
 4.7914 
 
 2.04139 
 
 9.09091 
 
 345.58 
 
 9503.32 
 
 111 
 
 12321 
 
 1367631 
 
 10.5357 
 
 4.8059 
 
 2.04532 
 
 9.00901 
 
 348.72 
 
 9676.89 
 
 112 
 
 12544 
 
 1404928 
 
 10.5830 
 
 4.8203 
 
 2.04922 
 
 8.92857 
 
 351.86 
 
 9852.03 
 
 113 
 
 12769 
 
 1442897 
 
 10.6301 
 
 4.8346 
 
 2.05308 
 
 8.84956 
 
 355.00 
 
 10028.7 
 
 114 
 
 12996 
 
 1481544 
 
 10.6771 
 
 4.8488 
 
 2.05690 
 
 8.77193 
 
 358.14 
 
 10207.0 
 
 115 
 
 13225 
 
 1520875 
 
 10.7238 
 
 4.8629 
 
 2.06070 
 
 8.69565 
 
 361.28 
 
 10386.9 
 
 116 
 
 13456 
 
 1560896 
 
 10.7703 
 
 4.8770 
 
 2.06446 
 
 8.62069 
 
 364.42 
 
 10568.3 
 
 117 
 
 13689 
 
 1601613 
 
 10.8167 
 
 4.8910 
 
 2.06819 
 
 8.54701 
 
 367.57 
 
 10751.3 
 
 118 
 
 13924 
 
 1643032 
 
 10.8628 
 
 4.9049 
 
 2.07188 
 
 8.47458 
 
 370.71 
 
 10935.9 
 
 119 
 
 14161 
 
 1685159 
 
 10.9087 
 
 4.9187 
 
 2.07555 
 
 8.40336 
 
 373.85 
 
 11122.0 
 
 120 
 
 14400 
 
 1728000 
 
 10.9545 
 
 4.9324 
 
 2.07918 
 
 8.33333 
 
 376.99 
 
 11309.7 
 
 121 
 
 14641 
 
 1771561 
 
 11.0000 
 
 4.9461 
 
 2.08279 
 
 8.26446 
 
 380.13 
 
 11499.0 
 
 122 
 
 14884 
 
 1815848 
 
 11.0454 
 
 4.9597 
 
 2.08636 
 
 8.19672 
 
 383.27 
 
 11689.9 
 
 123 
 
 15129 
 
 1860867 
 
 11.0905 
 
 4.9732 
 
 2.08991 
 
 8.13008 
 
 386.42 
 
 11882.3 
 
 124 
 
 15376 
 
 1906624 
 
 11.1355 
 
 4.9866 
 
 2.09342 
 
 8.06452 
 
 389.56 
 
 12076.3 
 
 125 
 
 15625 
 
 1953125 
 
 11.1803 
 
 5.0000 
 
 2.09691 
 
 8.00000 
 
 392.70 
 
 12271.8 
 
 126 
 
 15876 
 
 2000376 
 
 11.2250 
 
 5.0133 
 
 2.10037 
 
 7.93651 
 
 395.84 
 
 12469.0 
 
 127 
 
 16129 
 
 2048383 
 
 11.2694 
 
 5.0265 
 
 2.10380 
 
 7.87402 
 
 398.98 
 
 12667.7 
 
 128 
 
 16384 
 
 2097152 
 
 11.3137 
 
 5.0397 
 
 2.10721 
 
 7.81250 
 
 402.12 
 
 12868.0 
 
 129 
 
 16641 
 
 2146689 
 
 11.3578 
 
 5.0528 
 
 2.11059 
 
 7.75194 
 
 405.27 
 
 13069.8 
 
 130 
 
 16900 
 
 2197000 
 
 11.4018 
 
 5.0658 
 
 2.11394 
 
 7.69231 
 
 408.41 
 
 13273.2 
 
 131 
 
 17161 
 
 2248091 
 
 11.4455 
 
 5.0788 
 
 2.11727 
 
 7.63359 
 
 411.55 
 
 13478.2 
 
 132 
 
 17424 
 
 2299968 
 
 11.4891 
 
 5.0916 
 
 2.12057 
 
 7.57576 
 
 414.69 
 
 13684.8 
 
 133 
 
 17689 
 
 2352637 
 
 11.5326 
 
 5.1045 
 
 2.12385 
 
 7.51880 
 
 417.83 
 
 13892.9 
 
 134 
 
 17956 
 
 2406104 
 
 11.5758 
 
 5.1172 
 
 2.12710 
 
 7.46269 
 
 420.97 
 
 14102.6 
 
 135 
 
 18225 
 
 2460375 
 
 11.6190 
 
 5.1299 
 
 2.13033 
 
 7.40741 
 
 424.12 
 
 14313.9 
 
 136 
 
 18496 
 
 2515456 
 
 11.6619 
 
 5.1426 
 
 2.13354 
 
 7.35294 
 
 427.26 
 
 14526.7 
 
 137 
 
 18769 
 
 2571353 
 
 11.7047 
 
 5.4551 
 
 2.13672 
 
 7.29927 
 
 430.40 
 
 14741.1 
 
 138 
 
 19044 
 
 2628072 
 
 11.7473 
 
 5.1676 
 
 2.13988 
 
 7.24638 
 
 433.54 
 
 14957.1 
 
 139 
 
 19321 
 
 2685619 
 
 11.7898 
 
 5.1801 
 
 2.14301 
 
 7.19424 
 
 436.68 
 
 15174.7 
 
 140 
 
 19600 
 
 2744000 
 
 11.8322 
 
 5.1925 
 
 2.14613 
 
 7.14286 
 
 439.82 
 
 15393.8 
 
 141 
 
 19881 
 
 2803221 
 
 11.8743 
 
 5.2048 
 
 2.14922 
 
 7.09220 
 
 442.96 
 
 15614.5 
 
 142 
 
 20164 
 
 2863288 
 
 11.9164 
 
 5.2171 
 
 2.15229 
 
 7.04225 
 
 446.11 
 
 15836.8 
 
 143 
 
 20449 
 
 2924207 
 
 11.9583 
 
 5.2293 
 
 2.15534 
 
 6.99301 
 
 449.25 
 
 16060.6 
 
 144 
 
 20736 
 
 2985984 
 
 12.0000 
 
 5.2415 
 
 2.15836 
 
 6.94444 
 
 452.39 
 
 16286.0 
 
 145 
 
 21025 
 
 3048625 
 
 12.0416 
 
 5.2536 
 
 2.16137 
 
 6.89655 
 
 455.53 
 
 16513.0 
 
 146 
 
 21316 
 
 3112136 
 
 12.0830 
 
 5.2656 
 
 2.16435 
 
 6.84932 
 
 458.67 
 
 16741.5 
 
 147 
 
 21609 
 
 3176523 
 
 12.1244 
 
 5.2776 
 
 2.16732 
 
 6.80272 
 
 461.81 
 
 16971.7 
 
 148 
 
 21904 
 
 3241792 
 
 12.1655 
 
 512896 
 
 2.17026 
 
 6.75676 
 
 464.96 
 
 17203.4 
 
 149 
 
 22201 
 
 3307949 
 
 12.2066 
 
 5.3015 
 
 2.17319 
 
 6.71141 
 
 468.10 
 
 17436.6 
 
 402 
 
MATHEMATICAL TABLES 
 
 Functions op Numbers, 150 to 199 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubio 
 Root 
 
 Logarithm 
 
 1000 
 
 X 
 
 Reciprocal 
 
 No. = Diameter 
 
 Circum. 
 
 Area 
 
 150 
 
 22500 
 
 3375000 
 
 12.2474 
 
 5.3133 
 
 2.17609 
 
 6.66667 
 
 471.24 
 
 17671.5 
 
 151 
 
 22801 
 
 3442951 
 
 12.2882 
 
 5.3251 
 
 2.17898 
 
 6.62252 
 
 474.38 
 
 17907.9 
 
 152 
 
 23104 
 
 3511808 
 
 12.3288 
 
 5.3368 
 
 2.18184 
 
 6.57895 
 
 477.52 
 
 18145.8 
 
 153 
 
 23409 
 
 3581577 
 
 12.3693 
 
 5.3485 
 
 2.18469 
 
 6.53595 
 
 480.66 
 
 18385.4 
 
 154 
 
 23716 
 
 3652264 
 
 12.4097 
 
 5.3601 
 
 2.18752 
 
 6.49351 
 
 483.81 
 
 18626.5 
 
 155 
 
 24025 
 
 3723875 
 
 12.4499 
 
 5.3717 
 
 2.19033 
 
 6.45161 
 
 486.95 
 
 18869.2 
 
 156 
 
 24336 
 
 3796416 
 
 12.4900 
 
 5.3832 
 
 2.19312 
 
 6.41026 
 
 490.09 
 
 19113 4 
 
 157 
 
 24649 
 
 3869893 
 
 12.5300 
 
 5.3947 
 
 2.19590 
 
 6.36943 
 
 493.23 
 
 19359.3 
 
 158 
 
 24964 
 
 3944312 
 
 12.5698 
 
 5.4061 
 
 2.19866 
 
 6.32911 
 
 496.37 
 
 19606.7 
 
 159 
 
 25281 
 
 4019679 
 
 12.6095 
 
 5.4175 
 
 2.20140 
 
 6.28931 
 
 499.51 
 
 19855.7 
 
 160 
 
 25600 
 
 4096000 
 
 12.6491 
 
 5.4288 
 
 2.20412 
 
 6.25000 
 
 502.65 
 
 20106.2 
 
 161 
 
 25921 
 
 4173281 
 
 12.6886 
 
 5.4401 
 
 2.20683 
 
 6.21118 
 
 505.80 
 
 20358.3 
 
 162 
 
 26244 
 
 4251528 
 
 12.7279 
 
 5.4514 
 
 2.20952 
 
 6.17284 
 
 508.94 
 
 20612.0 
 
 163 
 
 26569 
 
 4330747 
 
 12.7671 
 
 5.4626 
 
 2.21219 
 
 6.13497 
 
 512.08 
 
 20867.2 
 
 164 
 
 26896 
 
 4410944 
 
 12.8062 
 
 5.4737 
 
 2.21484 
 
 6.09756 
 
 515.22 
 
 21124.1 
 
 165 
 
 27225 
 
 4492125 
 
 12.8452 
 
 5.4848 
 
 2.21748 
 
 6.06061 
 
 518.36 
 
 21382.5 
 
 166 
 
 27556 
 
 4574296 
 
 12.8841 
 
 5.4959 
 
 2.22011 
 
 6.02410 
 
 521.50 
 
 21642.4 
 
 167 
 
 27889 
 
 4657463 
 
 12.9228 
 
 5.5069 
 
 2.22272 
 
 5.98802 
 
 524.65 
 
 21904.0 
 
 168 
 
 28224 
 
 4741632 
 
 12.9615 
 
 5.5178 
 
 2.22531 
 
 5.95238 
 
 527.79 
 
 22167.1 
 
 169 
 
 28561 
 
 4826809 
 
 13.0000 
 
 5.5288 
 
 2.22789 
 
 5.91716 
 
 530.93 
 
 22431.8 
 
 170 
 
 28900 
 
 4913000 
 
 13.0384 
 
 5.5397 
 
 2.23045 
 
 5.88235 
 
 534.07 
 
 22698.0 
 
 171 
 
 29241 
 
 5000211 
 
 13.0767 
 
 5.5505 
 
 2.23300 
 
 5.84795 
 
 537.21 
 
 22965.8 
 
 172 
 
 29584 
 
 5088448 
 
 13.1149 
 
 5.5613 
 
 2.23553 
 
 5.81395 
 
 540.35 
 
 23235.2 
 
 173 
 
 29929 
 
 5177717 
 
 13.1529 
 
 5.5721 
 
 2.23805 
 
 5.78035 
 
 543.50 
 
 23506.2 
 
 174 
 
 30276 
 
 5268024 
 
 13.1909 
 
 5.5828 
 
 2.24055 
 
 5.74713 
 
 546.64 
 
 23778.7 
 
 175 
 
 30625 
 
 5359375 
 
 13.2288 
 
 5.5934 
 
 2.24304 
 
 5.71429 
 
 549.78 
 
 24052.8 
 
 176 
 
 30976 
 
 5451776 
 
 13.2665 
 
 5.6041 
 
 2.24551 
 
 5.98182 
 
 552.92 
 
 24328.5 
 
 177 
 
 31329 
 
 5545233 
 
 13.3041 
 
 5.6147 
 
 2.24797 
 
 5.64972 
 
 556.06 
 
 24605.7 
 
 178 
 
 31684 
 
 5639752 
 
 13.3417 
 
 5.6252 
 
 2.25042 
 
 5.61798 
 
 559.20 
 
 24884.6 
 
 179 
 
 32041 
 
 5735339 
 
 13.3791 
 
 5.6357 
 
 2.25285 
 
 5.58659 
 
 562.35 
 
 25164.9 
 
 180 
 
 32400 
 
 5832000 
 
 13.4164 
 
 5.6462 
 
 2.25527 
 
 5.55556 
 
 565.49 
 
 25446.9 
 
 181 
 
 32761 
 
 5929741 
 
 13.4536 
 
 5.6567 
 
 2.25768 
 
 5.52486 
 
 568.63 
 
 25730.4 
 
 182 
 
 33124 
 
 6028568 
 
 13.4907 
 
 5.6671 
 
 2.26007 
 
 5.49451 
 
 571.77 
 
 26015.5 
 
 183 
 
 33489 
 
 6128487 
 
 13.5277 
 
 5.6774 
 
 2.26245 
 
 5.46448 
 
 574.91 
 
 26302.2 
 
 184 
 
 33856 
 
 6229504 
 
 13.5647 
 
 5.6877 
 
 2.26482 
 
 5.43478 
 
 578.05 
 
 26590.4 
 
 185 
 
 34225 
 
 6331625 
 
 13.6015 
 
 5.6980 
 
 2.26717 
 
 5.40541 
 
 581.19 
 
 26880.3 
 
 186 
 
 34596 
 
 6434856 
 
 13.6382 
 
 5.7083 
 
 2.26951 
 
 5.37634 
 
 584.34 
 
 27171.6 
 
 187 
 
 34969 
 
 6539203 
 
 13.6748 
 
 5.7185 
 
 2.27184 
 
 5.34759 
 
 587.48 
 
 27464.6 
 
 188 
 
 35344 
 
 6644672 
 
 13.7113 
 
 5.7287 
 
 2.27416 
 
 5.31915 
 
 590.62 
 
 27759.1 
 
 189 
 
 35721 
 
 6751269 
 
 13.7477 
 
 5.7388 
 
 2.27646 
 
 5.29101 
 
 593.76 
 
 28055.2 
 
 190 
 
 36100 
 
 6859000 
 
 13.7840 
 
 5.7489 
 
 2.27875 
 
 5.26316 
 
 596.90 
 
 28352.9 
 
 191 
 
 36481 
 
 6967871 
 
 13.8203 
 
 5.7590 
 
 2.28103 
 
 5.23560 
 
 600.04 
 
 28652.1 
 
 192 
 193 
 194 
 195 
 196 
 197 
 198 
 199 
 
 36864 
 
 7077888 
 
 13.8564 
 
 5.7690 
 
 2.28330 
 
 5.20833 
 
 603.19 
 
 28952.9 
 
 37249 
 
 7189057 
 
 13.8924 
 
 5.7790 
 
 2.28556 
 
 5.18135 
 
 606.33 
 
 29255.3 
 
 37636 
 
 7301384 
 
 13.9284 
 
 5.7890 
 
 2.28780 
 
 5.15464 
 
 609.47 
 
 29559.2 
 
 38025 
 
 7414875 
 
 13.9642 
 
 5.7989 
 
 2.29003 
 
 5.12821 
 
 612.61 
 
 29864.8 
 
 38416 
 
 7529536 
 
 14.0000 
 
 5.8088 
 
 2.29226 
 
 5.10204 
 
 615.75 
 
 30171.9 
 
 38809 
 39204 
 39601 
 
 7645373 
 
 14.0357 
 
 5.8186 
 
 2.29447 
 
 5.07614 
 
 618.89 
 
 30480.5 
 
 7762392 
 
 14.0712 
 
 5.8285 
 
 2.29667 5.05051 
 
 622.04 
 
 30790.7 
 
 7880599 
 
 14.1067 5.8383 
 
 2.29885 1 5.02513 625.18 31102.6 
 
 
 
 
 
 
 
 
 
 
 
 403 
 
CARNEGIE STEEL COMPANY 
 
 Functions of Numbees, 200 to 249 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Boot 
 
 Cubic ' 
 
 1000 
 
 X 
 
 Reciprocal 
 
 No. =: Diameter 
 
 Root 
 
 Logarithm 
 
 Circum. 
 
 Area 
 
 200 
 
 ,40000 
 
 8000000 
 
 14.1421 
 
 5.8480 
 
 2.30103 
 
 5.00000 
 
 628.32 
 
 31415.9 
 
 201 
 
 40401 
 
 8120601 
 
 14.1774 
 
 5.8578 
 
 2.30320 
 
 4.97512 
 
 631.46 
 
 31730.9 
 
 202 
 
 40804 
 
 8242408 
 
 14.2127 
 
 5.8675 
 
 2.30535 
 
 4.95050 
 
 634.60 
 
 32047.4 
 
 203 
 
 41209 
 
 8365427 
 
 14.2478 
 
 5.8771 
 
 2.30750 
 
 4.92611 
 
 637.74 
 
 32365.5 
 
 204 
 
 41616 
 
 8489664 
 
 14.2829 
 
 5.8868 
 
 2.30963 
 
 4.90196 
 
 640.88 
 
 32685.1 
 
 205 
 
 42025 
 
 8615125 
 
 14.3178 
 
 5.8964 
 
 2.31175 
 
 4.87805 
 
 644.03 
 
 33006.4 
 
 206 
 
 42436 
 
 8741816 
 
 14.3527 
 
 5.9059 
 
 2.31387 
 
 4.85437 
 
 647.17 
 
 33329.2 
 
 207 
 
 42849 
 
 8869743 
 
 14.3875 
 
 5.9155 
 
 2.31597 
 
 4.83092 
 
 650.31 
 
 33653.5 
 
 208 
 
 43264 
 
 8998912 
 
 14.4222 
 
 5.9250 
 
 2.31806 
 
 4.80769 
 
 653.45 
 
 33979.5 
 
 209 
 
 43681 
 
 9129329 
 
 14.4568 
 
 5.9345 
 
 2.32015 
 
 4.78469 
 
 656.59 
 
 34307.0 
 
 210 
 
 44100 
 
 9261000 
 
 14.4914 
 
 5.9439 
 
 2.32222 
 
 4.76190 
 
 659.73 
 
 34636.1 
 
 211 
 
 44521 
 
 9393931 
 
 14.5258 
 
 5.9533 
 
 2.32428 
 
 4.73934 
 
 662.88 
 
 34966.7 
 
 212 
 
 44944 
 
 9528128 
 
 14.5602 
 
 5.9627 
 
 2.32634 
 
 4.71698 
 
 666.02 
 
 35298.9 
 
 213 
 
 45369 
 
 9663597 
 
 14.5945 
 
 5.9721 
 
 2.32838 
 
 4.69484 
 
 669.16 
 
 35632.7 
 
 214 
 
 45796 
 
 9800344 
 
 14.6287 
 
 5.9814 
 
 2.33041 
 
 4.67290 
 
 672.30 
 
 35968.1 
 
 215 
 
 46225 
 
 9938375 
 
 14.6629 
 
 5.9907 
 
 2.33244 
 
 4.65116 
 
 675.44 
 
 36305.0 
 
 216 
 
 46656 
 
 10077696 
 
 14.6969 
 
 6.0000 
 
 2.33445 
 
 4.62963 
 
 678.58 
 
 36643.5 
 
 217 
 
 47089 
 
 10218313 
 
 14.7309 
 
 6.0092 
 
 2.33646 
 
 4.60829 
 
 681.73 
 
 36983.6 
 
 218 
 
 47524 
 
 10360232 
 
 14.7648 
 
 6.0185 
 
 2.33846 
 
 4.58716 
 
 684.87 
 
 37325.3 
 
 219 
 
 47961 
 
 10503459 
 
 14.7986 
 
 6.0277 
 
 2.34044 
 
 4.56621 
 
 688.01 
 
 37668.5 
 
 220 
 
 48400 
 
 10648000 
 
 14.8324 
 
 6.0368 
 
 2.34242 
 
 4.54545 
 
 691.15 
 
 38013.3 
 
 221 
 
 48841 
 
 10793861 
 
 14.8661 
 
 6.0459 
 
 2.34439 
 
 4.52489 
 
 694.29 
 
 38359.6 
 
 222 
 
 49284 
 
 10941048 
 
 14.8997 
 
 6.0550 
 
 2.34635 
 
 4.50450 
 
 697.43 
 
 38707.6 
 
 223 
 
 49729 
 
 11089567 
 
 14.9332 
 
 6.0641 
 
 2.34830 
 
 4.48430 
 
 700.58 
 
 39057.1 
 
 224 
 
 50176 
 
 11239424 
 
 14.9666 
 
 6.0732 
 
 2.35025 
 
 4.46429 
 
 703.72 
 
 39408.1 
 
 225 
 
 50625 
 
 11390625 
 
 15.0000 
 
 6.0822 
 
 2.35218 
 
 4.44444 
 
 706.86 
 
 39760.8 
 
 226 
 
 51076 
 
 115431761 
 
 • 15.0333 
 
 6.0912 
 
 2.35411 
 
 4.42478 
 
 710.00 
 
 40115.0 
 
 227 
 
 51529 
 
 11697083 
 
 15.0665 
 
 6.1002 
 
 2.35603 
 
 4.40529 
 
 713.14 
 
 40470.8 
 
 228 
 
 51984 
 
 11852352 
 
 15.0997 
 
 6.1091 
 
 2.35793 
 
 4.38596 
 
 716.28 
 
 40828.1 
 
 229 
 
 52441 
 
 12008989 
 
 15.1327 
 
 6.1180 
 
 2.35984 
 
 4.36681 
 
 719.42 
 
 41187.1 
 
 230 
 
 52900 
 
 12167000 
 
 15.1658 
 
 6.1269 
 
 2.36173 
 
 4.34783 
 
 722.57 
 
 41547.6 
 
 231 
 
 53361 
 
 12326391 
 
 15.1987 
 
 6.1358 
 
 2.36361 
 
 4.32900 
 
 725.71 
 
 41909.6 
 
 232 
 
 53824 
 
 12487168 
 
 15.2315 
 
 6.1446 
 
 2.36549 
 
 4.31034 
 
 728.85 
 
 42273.3 
 
 233 
 
 54289 
 
 12649337 
 
 15.2643 
 
 6.1534 
 
 2.36736 
 
 4.29185 
 
 731.99 
 
 42638.5 
 
 234 
 
 54756 
 
 12812904 
 
 15.2971 
 
 6.1622 
 
 2.36922 
 
 4.27350 
 
 735.13 
 
 43005.3 
 
 235 
 
 55225 
 
 12977875 
 
 15.3297 
 
 6.1710 
 
 2.37107 
 
 4.25532 
 
 738.27 
 
 43373.6 
 
 236 
 
 55696 
 
 13144256 
 
 15.3623 
 
 6.1797 
 
 2.37291 
 
 4.23729 
 
 741.42 
 
 43743.5 
 
 237 
 
 56169 
 
 13312053 
 
 15.3948 
 
 6.1885 
 
 2.37475 
 
 4.21941 
 
 744.56 
 
 44115.0 
 
 238 
 
 56644 
 
 13481272 
 
 15.4272 
 
 6.1972 
 
 2.37658 
 
 4.20168 
 
 747.70 
 
 44488.1 
 
 239 
 
 57121 
 
 13651919 
 
 15.4596 
 
 6.2058 
 
 2.37840 
 
 4.18410 
 
 750.84 
 
 44862.7 
 
 240 
 
 57600 
 
 13824000 
 
 15.4919 
 
 6.2145 
 
 2.38021 
 
 4.16667 
 
 753.98 
 
 45238.9 
 
 241 
 
 58081 
 
 13997521 
 
 15.5242 
 
 6.2231 
 
 2.38202 
 
 4.14938 
 
 757.12 
 
 45616.7 
 
 242 
 
 58564 
 
 14172488 
 
 15.5563 
 
 6.2317 
 
 2.38382 
 
 4.13223 
 
 760.27 
 
 45996.1 
 
 243 
 
 59049 
 
 14348907 
 
 15.5885 
 
 6.2403 
 
 2.38561 
 
 4.11523 
 
 763.41 
 
 46377.0 
 
 244 
 
 59536 
 
 14526784 
 
 15.6205 
 
 6.2488 
 
 2.38739 
 
 4.09836 
 
 766.55 
 
 46759.5 
 
 245 
 
 60025 
 
 14706125 
 
 15.6525 
 
 6.2573 
 
 2.38917 
 
 4.08163 
 
 769.69 
 
 47143.5 
 
 246 
 
 60516 
 
 14886936 
 
 15.6844 
 
 6.2658 
 
 2.39094 
 
 4.06504 
 
 772.83 
 
 47529.2 
 
 247 
 
 61009 
 
 15069223 
 
 15.7162 
 
 6.2743 
 
 2.39270 
 
 4.04858 
 
 775.97 
 
 47916.4 
 
 248 
 
 61504 
 
 15252992 
 
 15.7480 
 
 6.2828 
 
 2.39445 
 
 4.03226 
 
 779.12 
 
 48305.1 
 
 249 
 
 62001 
 
 15438249 
 
 15.7797 
 
 6.2912 
 
 2.39620 
 
 4.01606 
 
 782.26 
 
 48695.5 
 
 404 
 
MATHEMATICAL TABLES 
 
 Functions op Numbers, 250 to 299 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Root 
 
 Logarithm 
 
 1000 
 Reciprocal 
 
 No. = Diameter 
 
 Circum. 
 
 Area 
 
 250 
 
 62500 
 
 15625000 
 
 15.8114 
 
 6.2996 
 
 2.39794 
 
 4.00000 
 
 785.40 
 
 49087.4 
 
 251 
 
 63001 
 
 15813251 
 
 15.8430 
 
 6.3080 
 
 2.39967 
 
 3.98406 
 
 788.54 
 
 49480.9 
 
 252 
 
 63504 
 
 16003008 
 
 15.8745 
 
 6.3164 
 
 2.40140 
 
 3.96825 
 
 791.68 
 
 49875.9 
 
 253 
 
 64009 
 
 16194277 
 
 15.9060 
 
 6.3247 
 
 2.40312 
 
 3.95257 
 
 794.82 
 
 50272.6 
 
 254 
 
 64516 
 
 16387064 
 
 15.9374 
 
 6.3330 
 
 2.40483 
 
 3.93701 
 
 797.96 
 
 50670.7 
 
 255 
 
 65025 
 
 16581375 
 
 15.9687 
 
 6.3413 
 
 2.40654 
 
 3.92157 
 
 801.11 
 
 51070.5 
 
 256 
 
 65536 
 
 16777216 
 
 16.0000 
 
 6.3496 
 
 2.40824 
 
 3.90625 
 
 804.25 
 
 51471.9 
 
 257 
 
 66049 
 
 16974593 
 
 16.0312 
 
 6.3579 
 
 2.40993 
 
 3.89105 
 
 807.39 
 
 51874.8 
 
 258 
 
 66564 
 
 17173512 
 
 16.0624 
 
 6.3661 
 
 2.41162 
 
 3.87597 
 
 810.53 
 
 52279.2 
 
 259 
 
 67081 
 
 17373979 
 
 16.0935 
 
 6.3743 
 
 2.41330 
 
 3.86100 
 
 813.67 
 
 52685.3 
 
 260 
 
 67600 
 
 17576000 
 
 16.1245 
 
 6.3825 
 
 2.41497 
 
 3.84615 
 
 816.81 
 
 53092.9 
 
 261 
 
 68121 
 
 17779581 
 
 16.1555 
 
 6.3907 
 
 2.41664 
 
 3.83142 
 
 819.96 
 
 53502.1 
 
 262 
 
 68644 
 
 17984728 
 
 16.1864 
 
 6.3988 
 
 2.41830 
 
 3.81679 
 
 823.10 
 
 53912.9 
 
 263 
 
 69169 
 
 18191447 
 
 16.2173 
 
 6.4070 
 
 2.41996 
 
 3.80228 
 
 826.24 
 
 54325.2 
 
 264 
 
 69696 
 
 18399744 
 
 16.2481 
 
 6.4151 
 
 2.42160 
 
 3.78788 
 
 829.38 
 
 54739.1 
 
 265 
 
 70225 
 
 18609625 
 
 16.2788 
 
 6.4232 
 
 2.42325 
 
 3.77358 
 
 832.52 
 
 55154.6 
 
 266 
 
 70756 
 
 18821096 
 
 16.3095 
 
 6.4312 
 
 2.42488 
 
 3.75940 
 
 835.66 
 
 55571.6 
 
 267 
 
 71289 
 
 19034163 
 
 16.3401 
 
 6.4393 
 
 2.42651 
 
 3.74532 
 
 838.81 
 
 55990.2 
 
 268 
 
 71824 
 
 19248832 
 
 16.3707 
 
 6.4473 
 
 2.42813 
 
 3.73134 
 
 841.95 
 
 56410.4 
 
 269 
 
 72361 
 
 19465109 
 
 16.4012 
 
 6.4553 
 
 2.42975 
 
 3.71747 
 
 845.09 
 
 56832.2 
 
 270 
 
 72900 
 
 19683000 
 
 16.4317 
 
 6.4633 
 
 2.43136 
 
 3.70370 
 
 848.23 
 
 57255.5 
 
 271 
 
 73441 
 
 19902511 
 
 16.4621 
 
 6.4713 
 
 2.43297 
 
 3.69004 
 
 851.37 
 
 57680.4 
 
 272 
 
 73984 
 
 20123648 
 
 16.4924 
 
 6.4792 
 
 2.43457 
 
 3.67647 
 
 854.51 
 
 58106.9 
 
 273 
 
 74529 
 
 20346417 
 
 16.5227 
 
 6.4872 
 
 2.43616 
 
 3.66300 
 
 857.65 
 
 58534.9 
 
 274 
 
 75076 
 
 20570824 
 
 16.5529 
 
 6.4951 
 
 2.43775 
 
 3.64964 
 
 860.80 
 
 58964.6 
 
 275 
 
 75625 
 
 20796875 
 
 16.5831 
 
 6.5030 
 
 2.43933 
 
 3.63636 
 
 863.94 
 
 59395.7 
 
 276 
 
 76176 
 
 21024576 
 
 16.6132 
 
 6.5108 
 
 2.44091 
 
 3.62319 
 
 867.08 
 
 59828.5 
 
 277 
 
 76729 
 
 21253933 
 
 16.6433 
 
 6.5187 
 
 2.44248 
 
 3.61011 
 
 870.22 
 
 60262.8 
 
 278 
 
 77284 
 
 21484952 
 
 16.6733 
 
 6.5265 
 
 2.44404 
 
 3.59712 
 
 873.36 
 
 60698.7 
 
 279 
 
 77841 
 
 21717639 
 
 16.7033 
 
 6.5343 
 
 2.44560 
 
 3.58423 
 
 876.50 
 
 61136.2 
 
 280 
 
 78400 
 
 21952000 
 
 16.7332 
 
 6.5421 
 
 2.44716 
 
 3.57143 
 
 879.65 
 
 61575.2 
 
 281 
 
 78961 
 
 22188041 
 
 16.7631 
 
 6.5499 
 
 2.44871 
 
 3.55872 
 
 882.79 
 
 62015.8 
 
 282 
 
 79524 
 
 22425768 
 
 16.7929 
 
 6.5577 
 
 2.45025 
 
 3.54610 
 
 885.93 
 
 62458.0 
 
 283 
 
 80089 
 
 22665187 
 
 16.8226 
 
 6.5654 
 
 2.45179 
 
 3.53357 
 
 889.07 
 
 62901.8 
 
 284 
 
 80656 
 
 22906304 
 
 16.8523 
 
 6.5731 
 
 2.45332 
 
 3.52113 
 
 892.21 
 
 63347.1 
 
 285 
 
 81225 
 
 23149125 
 
 16.8819 
 
 6.5808 
 
 2.45484 
 
 3.50877 
 
 895.35 
 
 63794.0 
 
 286 
 
 81796 
 
 23393656 
 
 16.9115 
 
 6.5885 
 
 2.45637 
 
 3.49650 
 
 898.50 
 
 64242.4 
 
 287 
 
 82369 
 
 23639903 
 
 16.9411 
 
 6.5962 
 
 2.45788 
 
 3.48432 
 
 901.64 
 
 64692.5 
 
 288 
 
 82944 
 
 23887872 
 
 16.9706 
 
 6.6039 
 
 2.45939 
 
 3.47222 
 
 904.78 
 
 65144.1 
 
 289 
 
 83521 
 
 24137569 
 
 17.0000 
 
 6.6115 
 
 2.46090 
 
 3.46021 
 
 907.92 
 
 65597.2 
 
 290 
 
 84100 
 
 24389000 
 
 17.0294 
 
 6.6191 
 
 2.46240 
 
 5.44828 
 
 911.06 
 
 66052.0 
 
 291 
 
 84681 
 
 24642171 
 
 17.0587 
 
 6.6267 
 
 2.46389 
 
 3.43643 
 
 914.20 
 
 66508.3 
 
 292 
 293 
 294 
 295 
 296 
 297 
 298 
 299 
 
 85264 
 
 24897088 
 
 17.0880 
 
 6.6343 
 
 2.46538 
 
 3.42466 
 
 917.35 
 
 66966.2 
 
 85849 
 
 25153757 
 
 17.1172 
 
 6.6419 
 
 2.46687 
 
 3.41297 
 
 920.49 
 
 67425.6 
 
 86436 
 
 25412184 
 
 17.1464 
 
 6.6494 
 
 2.46835 
 
 3.4Q136 
 
 923.63 
 
 67886.7 
 
 87025 
 
 25672375 
 
 17.1756 
 
 6.6569 
 
 2.46982 
 
 3.38983 
 
 926.77 
 
 68349.3 
 
 87616 
 88209 
 88804 
 89401 
 
 25934336 
 
 17.2047 
 
 6.6644 
 
 2.47129 
 
 3.37838 
 
 929.91 
 
 68813.4 
 
 26198073 17.2337 
 26463592 17.2627 
 
 6.6719 
 6.6794 
 
 2.47276 
 2.47422 
 
 3.36700 
 3.35570 
 
 933.05 
 936.19 
 
 69279.2 
 69746.5 
 
 26730899 1 17.2916 
 
 6.6869 
 
 2.47567 3.34448 1 939.34 
 
 70215.4 
 
 405 
 
CARNEQIE STEEL COMPANY 
 
 Functions of Numbers, 300 to 349 
 
 
 
 
 
 
 
 1000 
 
 No.=Diameter 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Root 
 
 Logarithm 
 
 X 
 
 Reciprocal 
 
 
 
 Circum. 
 
 Area 
 
 300 
 
 90000 
 
 27000000 
 
 17.3205 
 
 6.6943, 
 
 2,47712 
 
 3.33333 
 
 942.48 
 
 70685.8 
 
 301 
 
 90601 
 
 27270901 
 
 17.3494 
 
 6.7018 
 
 2.47857 
 
 3.32226 
 
 945.62 
 
 71157.9 
 
 302 
 
 91204 
 
 27543608 
 
 17.3781 
 
 6.7092 
 
 2.48001 
 
 3.31126 
 
 948.76 
 
 71631.5 
 
 303 
 
 91809 
 
 27818127 
 
 17.4069 
 
 6.7166 
 
 2.48144 
 
 3.30033 
 
 951.90 
 
 72106.6 
 
 304 
 
 92416 
 
 28094464 
 
 17.4356 
 
 6.7240 
 
 2.48287 
 
 3.28947 
 
 955.04 
 
 72583.4 
 
 305 
 
 93025 
 
 28372625 
 
 17.4642 
 
 6.7313 
 
 2.48430 
 
 3.27869 
 
 958.19 
 
 73061.7 
 
 306 
 
 93636 
 
 28652616 
 
 17.4929 
 
 6.7387 
 
 2.48572 
 
 3.26797 
 
 961.33 
 
 73541.5 
 
 307 
 
 94249 
 
 28934443 
 
 17.5214 
 
 6.7460 
 
 2.48714 
 
 3.25733 
 
 964.47 
 
 74023.0 
 
 308 
 
 94864 
 
 29218112 
 
 17.5499 
 
 6.7533 
 
 2.48855 
 
 3.24675 
 
 967.61 
 
 74506.0 
 
 309 
 
 95481 
 
 29503629 
 
 17.5784 
 
 6.7606 
 
 2.48996 
 
 3.23625 
 
 970.75 
 
 74990.6 
 
 310 
 
 96100 
 
 29791000 
 
 17.6068 
 
 6.7679 
 
 2.49136 
 
 3.22581 
 
 973.89 
 
 75476.8 
 
 311 
 
 96721 
 
 30080231 
 
 17.6352 
 
 6.7752 
 
 2.49276 
 
 3.21543 
 
 977.04 
 
 75964.5 
 
 312 
 
 97344 
 
 30371328 
 
 17.6635 
 
 6.7824 
 
 2.49415 
 
 3.20513 
 
 980.18 
 
 76453.8 
 
 313 
 
 97969 
 
 30664297 
 
 17.6918 
 
 6.7897 
 
 2.49554 
 
 3.19489 
 
 983.32 
 
 76944.7 
 
 314 
 
 98596 
 
 30959144 
 
 17.7200 
 
 6.7969 
 
 2.49693 
 
 3.18471 
 
 986.46 
 
 77437.1 
 
 315 
 
 99225 
 
 31255875 
 
 17.7482 
 
 6.8041 
 
 2.49831 
 
 3'.17460 
 
 989.60 
 
 77931.1 
 
 316 
 
 99856 
 
 31554496 
 
 17.7764 
 
 6.8113 
 
 2.49969 
 
 3.16456 
 
 992.74 
 
 78426.7 
 
 317 
 
 100489 
 
 31855013 
 
 17.8045 
 
 6.8185 
 
 2.50106 
 
 3.15457 
 
 995.88 
 
 78923.9 
 
 318 
 
 101124 
 
 32157432 
 
 17.8326 
 
 6.8256 
 
 2.50243 
 
 3.14465 
 
 999.03 
 
 79422.6 
 
 319 
 
 101761 
 
 32461759 
 
 17.8606 
 
 6.8328 
 
 2.50379 
 
 3.13480 
 
 1002.2 
 
 79922.9 
 
 320 
 
 102400 
 
 32768000 
 
 17.8885 
 
 6.8399 
 
 2.50515 
 
 3.12500 
 
 1005.3 
 
 80424.8 
 
 321 
 
 103041 
 
 33076161 
 
 17.9165 
 
 6.8470 
 
 2.50651 
 
 3.11526 
 
 1008.5 
 
 80928.2 
 
 322 
 
 103684 
 
 33386248 
 
 17.9444 
 
 6.8541 
 
 2.50786 
 
 3.10559 
 
 1011.6 
 
 81433.2 
 
 323 
 
 104329 
 
 33698267 
 
 17.9722 
 
 6.8612 
 
 2.50920 
 
 3.09598 
 
 1014.7 
 
 81939.8 
 
 324 
 
 104976 
 
 34012224 
 
 18.0000 
 
 6.8683 
 
 2.51055 
 
 3.08642 
 
 1017.9 
 
 82448.0 
 
 325 
 
 105625 
 
 34328125 
 
 18.0278 
 
 6.8753 
 
 2.51188 
 
 3.07692 
 
 1021.0 
 
 82957.7 
 
 326 
 
 106276 
 
 34645976 
 
 18.0555 
 
 6.8824 
 
 2.51322 
 
 3.06749 
 
 1024.2 
 
 83469.0 
 
 327 
 
 106929 
 
 34965783 
 
 18.0831 
 
 6.8894 
 
 2.51455 
 
 3.05810 
 
 1027.3 
 
 83981.8 
 
 328 
 
 107584 
 
 35287552 
 
 18.1108 
 
 6.8964 
 
 2.51587 
 
 3.04878 
 
 1030.4 
 
 84496.3 
 
 329 
 
 108241 
 
 35611289 
 
 18.1384 
 
 6.9034 
 
 2.51720 
 
 3.03951 
 
 1033.6 
 
 85012.3 
 
 330 
 
 108900 
 
 35937000 
 
 18.1659 
 
 6.9104 
 
 2.51851 
 
 3.03030 
 
 1036.7 
 
 85529.9 
 
 331 
 
 109561 
 
 36264691 
 
 18.1934 
 
 6.9174 
 
 2.51983 
 
 3.02115 
 
 1039.9 
 
 86049.0 
 
 332 
 
 110224 
 
 36594368 
 
 18.2209 
 
 6.9244 
 
 2.52114 
 
 3.01205 
 
 1043.0 
 
 86569.7 
 
 333 
 
 110889 
 
 36926037 
 
 18.2483 
 
 6.9313 
 
 2.52244 
 
 3.00300 
 
 1046.2 
 
 87092.0 
 
 334 
 
 111556 
 
 37259704 
 
 18.2757 
 
 6.9382 
 
 2.52375 
 
 2.99401 
 
 1049.3 
 
 87615.9 
 
 335 
 
 112225 
 
 37595375 
 
 18.3030 
 
 6.9451 
 
 2.52504 
 
 2.98507 
 
 1052.4 
 
 88141.3 
 
 336 
 
 112896 
 
 37933056 
 
 18.3303 
 
 6.9521 
 
 2.52634 
 
 2.97619 
 
 1055.6 
 
 88668.3 
 
 337 
 
 113569 
 
 38272753 
 
 18.3576 
 
 6.9589 
 
 2.52763 
 
 2.96736 
 
 1058.7 
 
 89196.9 
 
 338 
 
 114244 
 
 38614472 
 
 18.3848 
 
 6.9658 
 
 2.52892 
 
 2.95858 
 
 1061.9 
 
 89727.0 
 
 339 
 
 114921 
 
 38958219 
 
 18.4120 
 
 6.9727 
 
 2.53020 
 
 2.94985 
 
 1065.0 
 
 90258.7 
 
 340 
 
 115600 
 
 39304000 
 
 18.4391 
 
 6.9795 
 
 2.53148 
 
 2.94118 
 
 1068.1 
 
 90792.0 
 
 341 
 
 116281 
 
 39651821 
 
 18.4662 
 
 6.9864 
 
 2.53275 
 
 2.93255 
 
 1071.3 
 
 91326.9 
 
 342 
 
 116964 
 
 40001688 
 
 18.4932 
 
 6.9932 
 
 2.53403 
 
 2.92398 
 
 1074.4 
 
 91863.3 
 
 343 
 
 117649 
 
 40353607 
 
 18.5203 
 
 7.0000 
 
 2.53529 
 
 2.91545 
 
 1077.6 
 
 92401.3 
 
 344 
 
 118336 
 
 40707584 
 
 18.5472 
 
 7.0068 
 
 2.53656 
 
 2.90698 
 
 1080.7 
 
 92940.9 
 
 345 
 
 119025 
 
 41063625 
 
 18.5742 
 
 7.0136 
 
 2.53782 
 
 2.89855 
 
 1083.8 
 
 93482.0 
 
 346 
 
 119716 
 
 41421736 
 
 18.6011 
 
 7.0203 
 
 2.53908 
 
 2.89017 
 
 1087.0 
 
 94024.7 
 
 347 
 
 120409 
 
 41781923 
 
 18.6279 
 
 7.0271 
 
 2.54033 
 
 2.88184 
 
 1090.1 
 
 94569.0 
 
 348 
 
 121104 
 
 42144192 
 
 18.6548 
 
 7.0338 
 
 2.54158 
 
 2.87356 
 
 1093.3 
 
 95114.9 
 
 349 
 
 121801 
 
 42508549 18.6815 
 
 7.0406 
 
 2.54283 
 
 2.86533 
 
 1096.4 
 
 95662.3 
 
MATHEMATICAL TABLES 
 
 Functions of Numbers, 350 to 399 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Boot 
 
 Cubic 
 Root 
 
 Logarithm 
 
 1000 
 
 X 
 
 Reciprocal 
 
 No. —Diameter 
 
 Circum. 
 
 Area 
 
 350 
 
 122500 
 
 42875000 
 
 18.7083 
 
 7.0473 
 
 2.54407 
 
 2.85714 
 
 1099.6 
 
 96211.3 
 
 351 
 
 123201 
 
 43243551 
 
 18.7350 
 
 7.0540 
 
 2.54531 
 
 2.84900 
 
 1102.7 
 
 96761.8 
 
 352 
 
 123904 
 
 43614208 
 
 18.7617 
 
 7.0607 
 
 2.54654 
 
 2.84091 
 
 1105.8 
 
 97314.0 
 
 353 
 
 124609 
 
 43986977 
 
 18.7883 
 
 7.0674 
 
 2.54777 
 
 2.83286 
 
 1109.0 
 
 97867.7 
 
 354 
 
 125316 
 
 44361864 
 
 18.8149 
 
 7.0740 
 
 2.54900 
 
 2.82486 
 
 1112.1 
 
 98423.0 
 
 355 
 
 126025 
 
 44738875 
 
 18.8414 
 
 7.0807 
 
 2.55023 
 
 2.81690 
 
 1115.3 
 
 98979.8 
 
 356 
 
 126736 
 
 45118016 
 
 18.8680 
 
 7.0873 
 
 2.55145 
 
 2.80899 
 
 1118.4 
 
 99538.2 
 
 357 
 
 127449 
 
 45499293 
 
 18.8944 
 
 7.0940 
 
 2.55267 
 
 2.80112 
 
 1121.5 
 
 100098 
 
 358 
 
 128164 
 
 45882712 
 
 18.9209 
 
 7.1006 
 
 2.55388 
 
 2.79330 
 
 1124.7 
 
 100660 
 
 359 
 
 128881 
 
 46268279 
 
 18.9473 
 
 7.1072 
 
 2.55509 
 
 2.78552 
 
 1127.8 
 
 101223 
 
 360 
 
 129600 
 
 46656000 
 
 18.9737 
 
 7.1138 
 
 2.55630 
 
 2.77778 
 
 1131.0 
 
 101788 
 
 361 
 
 130321 
 
 47045881 
 
 19.0000 
 
 7.1204 
 
 2.55751 
 
 2.77008 
 
 1134.1 
 
 102354 
 
 362 
 
 131044 
 
 47437928 
 
 19.0263 
 
 7.1269 
 
 2.55871 
 
 2.76243 
 
 1137.3 
 
 102922 
 
 363 
 
 131769 
 
 47832147 
 
 19.0526 
 
 7.1335 
 
 2.55991 
 
 2.75482 
 
 1140.4 
 
 103491 
 
 364 
 
 132496 
 
 48228544 
 
 19.0788 
 
 7.1400 
 
 2.56110 
 
 2.74725 
 
 1143.5 
 
 104062 
 
 365 
 
 133225 
 
 48627125 
 
 19.1050 
 
 7.1466 
 
 2.56229 
 
 2.73973 
 
 1146.7 
 
 104635 
 
 366 
 
 133956 
 
 49027896 
 
 19.1311 
 
 7.1531 
 
 2.56348 
 
 2.73224 
 
 1149.8 
 
 105209 
 
 367 
 
 134689 
 
 49430863 
 
 19.1572 
 
 7.1596 
 
 2.56467 
 
 2.72480 
 
 1153.0 
 
 105785 
 
 368 
 
 135424 
 
 49836032 
 
 19.1833 
 
 7.1661 
 
 2.56585 
 
 2.71739 
 
 1156.1 
 
 106362 
 
 369 
 
 136161 
 
 50243409 
 
 19.2094 
 
 7.1726 
 
 2.56703 
 
 2.71003 
 
 1159.2 
 
 106941 
 
 370 
 
 136900 
 
 50653000 
 
 19.2354 
 
 7.1791 
 
 2.56820 
 
 2.70270 
 
 1162.4 
 
 107521 
 
 371 
 
 137641 
 
 51064811 
 
 19.2614 
 
 7.1855 
 
 2.56937 
 
 2.69542 
 
 1165.5 
 
 108103 
 
 372 
 
 138384 
 
 51478848 
 
 19.2873 
 
 7.1920 
 
 2.57054 
 
 2.68817 
 
 1168.7 
 
 108687 
 
 373 
 
 139129 
 
 51895117 
 
 19.3132 
 
 7.1984 
 
 2.57171 
 
 2.68097 
 
 1171.8 
 
 109272 
 
 374 
 
 139876 
 
 52313624 
 
 19.3391 
 
 7.2048 
 
 2.57287 
 
 2.67380 
 
 1175.0 
 
 109858 
 
 375 
 
 140625 
 
 52734375 
 
 19.3649 
 
 7.2112 
 
 2.57403 
 
 2.66667 
 
 1178.1 
 
 110447 
 
 376 
 
 141376 
 
 53157376 
 
 19.3907 
 
 7.2177 
 
 2.57519 
 
 2.65957 
 
 1181.2 
 
 111036 
 
 377 
 
 142129 
 
 53582633 
 
 19.4165 
 
 7.2240 
 
 2.57634 
 
 2.65252 
 
 1184.4 
 
 111628 
 
 378 
 
 142884 
 
 54010152 
 
 19.4422 
 
 7.2304 
 
 2.57749 
 
 2.64550 
 
 1187.5 
 
 112221 
 
 379 
 
 143641 
 
 54439939 
 
 19.4679 
 
 7.2368 
 
 2.57864 
 
 2.63852 
 
 1190.7 
 
 112815 
 
 380 
 
 144400 
 
 54872000 
 
 19.4936 
 
 7.2432 
 
 2.57978 
 
 2.63158 
 
 1193.8 
 
 113411 
 
 381 
 
 145161 
 
 55306341 
 
 19.5192 
 
 7.2495 
 
 2.58093 
 
 2.62467 
 
 1196.9 
 
 114009 
 
 382 
 
 145924 
 
 55742968 
 
 19.5448 
 
 7.2558 
 
 2.58206 
 
 2.61780 
 
 1200.1 
 
 114608 
 
 383 
 
 146689 
 
 56181887 
 
 19.5704 
 
 7.2622 
 
 2.58320 
 
 2.61097 
 
 1203.2 
 
 115209 
 
 384 
 
 147456 
 
 56623104 
 
 19.5959 
 
 7.2685 
 
 2.58433 
 
 2.60417 
 
 1206.4 
 
 115812 
 
 385 
 
 148225 
 
 57066625 
 
 19.6214 
 
 7.2748 
 
 2.58546 
 
 2.59740 
 
 1209.5 
 
 116416 
 
 386 
 
 148996 
 
 57512456 
 
 19.6469 
 
 7.2811 
 
 2.58659 
 
 2.59067 
 
 1212.7 
 
 117021 
 
 387 
 
 149769 
 
 57960603 
 
 19.6723 
 
 7.2874 
 
 2.58771 
 
 2.58398 
 
 1215.8 
 
 117628 
 
 388 
 
 150544 
 
 58411072 
 
 19.6977 
 
 7.2936 
 
 2.58883 
 
 2.57732 
 
 1218.9 
 
 118237 
 
 389 
 
 151321 
 
 58863869 
 
 19.7231 
 
 7.2999 
 
 2.58995 
 
 2.57069 
 
 1222.1 
 
 118847 
 
 390 
 
 152100 
 
 59319000 
 
 19.7484 
 
 7.3061 
 
 2.59106 
 
 2.56410 
 
 1225.2 
 
 119459 
 
 391 
 
 152881 
 
 59776471 
 
 19.7737 
 
 7.3124 
 
 2.59218 
 
 2.55754 
 
 1228.4 
 
 120072 
 
 392 
 
 153664 
 
 60236288 
 
 19.7990 
 
 7.3186 
 
 2.59329 
 
 2.55102 
 
 1231.5 
 
 120687 
 
 393 
 
 154449 
 
 60698457 
 
 19.8242 
 
 7.3248 
 
 2.59439 
 
 2.54453 
 
 1234.6 
 
 121304 
 
 394 
 
 155236 
 
 61162984 
 
 19.8494 
 
 7.3310 
 
 2.59550 
 
 2.53807 
 
 1237.8 
 
 121922 
 
 395 
 
 156025 
 
 61629875 
 
 19.8746 
 
 7.3372 
 
 2.59660 
 
 2.53165 
 
 1240.9 
 
 122542 
 
 396 
 
 156816 
 
 62099136 
 
 19.8997 
 
 7.3434 
 
 2.59770 
 
 2.52525 
 
 1244.1 
 
 123163 
 
 397 
 
 157609 
 
 62570773 
 
 19.9249 
 
 7.3496 
 
 2.59879 
 
 2.51889 
 
 1247.2 
 
 123786 
 
 398 
 
 158404 
 
 63044792 
 
 19.9499 
 
 7.3558 
 
 2.59988 
 
 2.51256 
 
 1250.4 
 
 124410 
 
 399 
 
 159201 
 
 63521199 
 
 19.9750 
 
 7.3619 2.60097 
 
 2.50627 1253.5 
 
 125036 
 
 407 
 

 
 CARNEGIE 
 
 STEEL COMPANY 
 
 
 
 Functions, of Numbers 400 to 449 
 
 
 
 
 
 
 
 ' 1000 
 
 X 
 
 Reciprocal 
 
 No.= 
 
 diameter 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Boot 
 
 Logarithm 
 
 
 
 Cireum. 
 
 Area 
 
 400 
 
 160000 
 
 64000000 
 
 20.0000 
 
 7.3681 
 
 2.60206 
 
 2.50000 
 
 1256.6 
 
 125664 
 
 401 
 
 160801 
 
 64481201 
 
 20.0250 
 
 7.3742 
 
 2.60314 
 
 2.49377 
 
 1259.8 
 
 126293 
 
 402 
 
 161604 
 
 64964808 
 
 20.0499 
 
 7.3803 
 
 2.60423 
 
 2.48756 
 
 1262.9 
 
 126923 
 
 403 
 
 162409 
 
 65450827 
 
 20.0749 
 
 7.3864 
 
 2.60531 
 
 2.48139 
 
 1266.1 
 
 127556 
 
 404 
 
 163216 
 
 65939264 
 
 20.0998 
 
 7.3925 
 
 2.60638 
 
 2.47525 
 
 1269.2 
 
 128190 
 
 405 
 
 164025 
 
 66430125 
 
 20.1246 
 
 7.3986 
 
 2.60746 
 
 2.46914 
 
 1272.3 
 
 128825 
 
 406 
 
 164836 
 
 66923416 
 
 20.1494 
 
 7.4047 
 
 2.60853 
 
 2.46305 
 
 1275.5 
 
 129462 
 
 407 
 
 165649 
 
 67419143 
 
 20.1742 
 
 7.4108 
 
 2.60959 
 
 2.45700 
 
 1278.6 
 
 130100 
 
 408 
 
 166464 
 
 67917312 
 
 20.1990 
 
 7.4169 
 
 2.61066 
 
 2.45098 
 
 1281.8 
 
 130741 
 
 409 
 
 167281 
 
 68417929 
 
 20.2237 
 
 7.4229 
 
 2.61172 
 
 2.44499 
 
 1284.9 
 
 131382 
 
 410 
 
 168100 
 
 68921000 
 
 20.2485 
 
 7.4290 
 
 2,61278 
 
 2.43902 
 
 1288.1 
 
 132025 
 
 411 
 
 168921 
 
 69426531 
 
 20.2731 
 
 7.4350 
 
 2.61384 
 
 2.43309 
 
 1291.2 
 
 132670 
 
 412 
 
 169744 
 
 69934528 
 
 20.2978 
 
 7.4410 
 
 2.61490 
 
 2.42718 
 
 1294.3 
 
 133317 
 
 413 
 
 170569 
 
 70444997 
 
 20.3224 
 
 7.4470 
 
 2.61595 
 
 2.42131 
 
 1297.5 
 
 133965 
 
 414 
 
 171396 
 
 70957944 
 
 20.3470 
 
 7.4530 
 
 2.61700 
 
 2.41546 
 
 1300.6 
 
 134614 
 
 415 
 
 172225 
 
 71473375 
 
 20.3715 
 
 7.4590 
 
 2.61805 
 
 2.40964 
 
 1303.8 
 
 135265 
 
 416 
 
 173056 
 
 71991296 
 
 20.3961 
 
 7.4650 
 
 2.61909 
 
 2.40385 
 
 1306.9 
 
 135918 
 
 417 
 
 173889 
 
 72511713 
 
 20.4206 
 
 7.4710 
 
 2.62014 
 
 2.39808 
 
 1310.0 
 
 136572 
 
 418 
 
 174724 
 
 73034632 
 
 20.4450 
 
 7.4770 
 
 2.62118 
 
 2.39234 
 
 1313.2 
 
 137228 
 
 419 
 
 175561 
 
 73560059 
 
 20.4695 
 
 7.4829 
 
 2.62221 
 
 2.38663 
 
 1316.3 
 
 137885 
 
 420 
 
 176400 
 
 74088000 
 
 20.4939 
 
 7.4889 
 
 2.62325 
 
 2.38095 
 
 1319.5 
 
 138544 
 
 421 
 
 177241 
 
 74618461 
 
 20.5183 
 
 7.4948 
 
 2.62428 
 
 2.37530 
 
 1322.6 
 
 139205 
 
 422 
 
 178084 
 
 75151448 
 
 20.5426 
 
 7.5007 
 
 2.62531 
 
 2.36967 
 
 1325.8 
 
 139867 
 
 423 
 
 178929 
 
 75686967 
 
 20.5670 
 
 7.5067 
 
 2.62634 
 
 2.36407 
 
 1328.9 
 
 140531 
 
 424 
 
 179776 
 
 76225024 
 
 20.5913 
 
 7.5126 
 
 2.62737 
 
 2.35849 
 
 1332.0 
 
 141196 
 
 425 
 
 180625 
 
 76765625 
 
 20.6155 
 
 7.5185 
 
 2.62839 
 
 2.35294 
 
 1335.2 
 
 141863 
 
 426 
 
 181476 
 
 77308776 
 
 20.6398 
 
 7.5244 
 
 2.62941 
 
 2.34742 
 
 1338.3 
 
 142531 
 
 427 
 
 182329 
 
 77854483 
 
 20.6640 
 
 7.5302 
 
 2.63043 
 
 2.34192 
 
 1341.5 
 
 143201 
 
 428 
 
 183184 
 
 78402752 
 
 20.6882 
 
 7.5361 
 
 2.63144 
 
 2.33645 
 
 1344-.6 
 
 143872 
 
 429 
 
 184041 
 
 78953589 
 
 20.7123 
 
 7.5420 
 
 2.63246 
 
 2.33100 
 
 1347.7 
 
 144545 
 
 430 
 
 184900 
 
 79507000 
 
 20.7364 
 
 7.5478 
 
 2.63347 
 
 2.32558 
 
 1350.9 
 
 145220 
 
 431 
 
 185761 
 
 80062991 
 
 20.7605 
 
 7.5537 
 
 2.63448 
 
 2.32019 
 
 1354.0 
 
 145896 
 
 432 
 
 186624 
 
 80621568 
 
 20.7846 
 
 7.5595 
 
 2.63548 
 
 2.31481 
 
 1357.2 
 
 146574 
 
 433 
 
 187489 
 
 81182737 
 
 20.8087 
 
 7.5654 
 
 2.63649, 
 
 2.30947 
 
 1360.3 
 
 147254 
 
 434 
 
 188356 
 
 81746504 
 
 20.8327 
 
 7.5712 
 
 2.63749 
 
 2.30415 
 
 1363.5 
 
 147934 
 
 435 
 
 189225 
 
 82312875 
 
 20.8567 
 
 7.5770 
 
 2.63849 
 
 2.29885 
 
 1366.6 
 
 148617 
 
 436 
 
 190096 
 
 82881856 
 
 20.8806 
 
 7.5828 
 
 2.63949 
 
 2.29358 
 
 1369.7 
 
 149301 
 
 437 
 
 190969 
 
 83453453 
 
 20.9045 
 
 7.5886 
 
 2.64048 
 
 2.28833 
 
 1372.9 
 
 149987 
 
 438 
 
 191844 
 
 84027672 
 
 20.9284 
 
 7.5944 
 
 2.64147 
 
 2.28311 
 
 1376.0 
 
 150674 
 
 439 
 
 192721 
 
 84604519 
 
 20.9523 
 
 7.6001 
 
 2:64246 
 
 2.27790 
 
 1379.2 
 
 151363 
 
 440 
 
 193600 
 
 85184000 
 
 20.9762 
 
 7.6059 
 
 2.64345 
 
 2.27273 
 
 1382.3 
 
 152053 
 
 441 
 
 194481 
 
 85766121 
 
 21.0000 
 
 7.6117 
 
 2.64444 
 
 2.26757 
 
 1385.4 
 
 152745 
 
 442 
 
 195364 
 
 86350888 
 
 21.0238 
 
 7.6174 
 
 2.64542 
 
 2.26244 
 
 1388.6 
 
 153439 
 
 443 
 
 196249 
 
 86938307 
 
 21.0476 
 
 7.6232 
 
 2.64640 
 
 2.25734 
 
 1391.7 
 
 154134 
 
 444 
 
 197136 
 
 87528384 
 
 21.0713 
 
 7.6289 
 
 2.64738 
 
 2.25225 
 
 1394.9 
 
 154830 
 
 445 
 
 198025 
 
 88121125 
 
 21.0950 
 
 7.6346 
 
 2.64836 
 
 2.24719 
 
 1398.0 
 
 155528 
 
 446 
 
 198916 
 
 88716536 
 
 21.1187 
 
 7.6403 
 
 2.64933 
 
 2.24215 
 
 1401.2 
 
 156228 
 
 447 
 
 199809 
 
 89314623 
 
 21.1424 
 
 7.6460 
 
 2.65031 
 
 2.23714 
 
 1404.3 
 
 156930 
 
 448 
 
 200704 
 
 89915392 
 
 21.1660 
 
 7.6517 
 
 2.65128 
 
 2.23214 
 
 1407.4 
 
 157633 
 
 449 
 
 201601 
 
 90518849 
 
 21.1896 
 
 7.6574 
 
 2.65225 
 
 2.22717 
 
 1410.6 
 
 158337 
 
 408 
 
MATHEMATICAL TABLES 
 
 
 • Functions of Numbers,' 450 to 499 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Hoot 
 
 Cubic 
 Hoot 
 
 Logarithm 
 
 1000 
 
 No.=Diameter 
 
 
 
 
 
 
 
 
 
 Reciprocal 
 
 Circum. 
 
 Area ^ 
 
 450 
 
 202500 
 
 91125000 
 
 21.2132 
 
 7.6631 
 
 2.65321 
 
 2.22222 
 
 1413.7 
 
 159043 
 
 451 
 
 203401 
 
 91733851 
 
 21.2368 
 
 7.6688 
 
 2.65418 
 
 2.21729 
 
 1416.9 
 
 159751 
 
 452 
 
 204304 
 
 92345408 
 
 21.2603 
 
 7.6744 
 
 2.65514 
 
 2.21239 
 
 1420.0 
 
 160460 
 
 453 
 
 205209 
 
 92959677 
 
 21.2838 
 
 7.6801 
 
 2.65610 
 
 2.20751 
 
 1423.1 
 
 161171 
 
 454 
 
 206116 
 
 93576664 
 
 21.3073 
 
 7.6857 
 
 2.65706 
 
 2.20264 
 
 1426.3 
 
 161883 
 
 455 
 
 207025 
 
 94196375 
 
 21.3307 
 
 7.6914 
 
 2.65801 
 
 2.19780 
 
 1429.4 
 
 162597 
 
 456 
 
 207936 
 
 94818816 
 
 21.3542 
 
 7.6970 
 
 2.65896 
 
 2.19298 
 
 1432.6 
 
 163313 
 
 457 
 
 208849 
 
 95443993 
 
 21.3776 
 
 7.7026 
 
 2.65992 
 
 2.18818 
 
 1435.7 
 
 164030 
 
 458 
 
 209764 
 
 96071912 
 
 21.4009 
 
 7.7082 
 
 2.66087 1 
 
 2.18341 
 
 1438.8 
 
 164748 
 
 459 
 
 210681 
 
 96702579 
 
 21.4243 
 
 7.7138 
 
 2.66181 
 
 2.17865 
 
 1442.0 
 
 165468 
 
 460 
 
 211600 
 
 97336000 
 
 21.4476 
 
 7.7194 
 
 2.66276 
 
 2.17391 
 
 1445.1 
 
 166190 
 
 461 
 
 212521 
 
 97972181 
 
 21.4709 
 
 7.7250 
 
 2.66370 
 
 2.16920 
 
 1448.3 
 
 166914 
 
 462 
 
 213444 
 
 98611128 
 
 21.4942 
 
 7.7306 
 
 2.66464 
 
 2.16450 
 
 1451.4 
 
 167639 
 
 463 
 
 214369 
 
 99252847 
 
 21.5174 
 
 7.7362 
 
 2.66558 
 
 2.15983 
 
 1454.6 
 
 168365 
 
 464 
 
 215296 
 
 99897344 
 
 21.5407 
 
 7.7418 
 
 2.66652 
 
 2.15517 
 
 1457.7 
 
 169093 
 
 465 
 
 216225 
 
 100544625 
 
 21.5639 
 
 7.7473 
 
 2.66745 
 
 2.15054 
 
 1460.8 
 
 169823 
 
 466 
 
 217156 
 
 101194696 
 
 21.5870 
 
 7.7529 
 
 2.66839 
 
 2.14592 
 
 1464.0 
 
 170554 
 
 467 
 
 218089 
 
 101847563 
 
 21.6102 
 
 7.7584 
 
 2.66932 
 
 2.14133 
 
 1467.1 
 
 171287 
 
 468 
 
 219024 
 
 102503232 
 
 21.6333 
 
 7.7639 
 
 2.67025 
 
 2.13675 
 
 1470.3 
 
 172021 
 
 469 
 
 219961 
 
 103161709 
 
 21.6564 
 
 7.7695 
 
 2.67117 
 
 2.13220 
 
 1473.4 
 
 172757 
 
 470 
 
 220900 
 
 103823000 
 
 21.6795 
 
 7.7750 
 
 2.67210 
 
 2.12766 
 
 1476.5 
 
 173494 
 
 471 
 
 221841 
 
 104487111 
 
 21.7025 
 
 7.7805 
 
 2.67302 
 
 2.12314 
 
 1479.7 
 
 174234 
 
 472 
 
 222784 
 
 105154048 
 
 21.7256 
 
 7.7860 
 
 2.67394 
 
 2.11864 
 
 1482.8 
 
 174974 
 
 473 
 
 223729 
 
 105823817 
 
 21.7486 
 
 7.7915 
 
 2.67486 
 
 2.11416 
 
 1486.0 
 
 175716 
 
 474 
 
 224676 
 
 106496424 
 
 21.7715 
 
 7.7970 
 
 2.67578 
 
 2.10970 
 
 1489.1 
 
 176460 
 
 475 
 
 225625 
 
 107171875 
 
 21.7945 
 
 7.8025 
 
 2.67669 
 
 2.10526 
 
 1492.3 
 
 177205 
 
 476 
 
 226576 
 
 107850176 
 
 21.8174 
 
 7.8079 
 
 2.67761 
 
 2.10084 
 
 1495.4 
 
 177952 
 
 477 
 
 227529 
 
 108531333 
 
 21.8403 
 
 7.8134 
 
 2.67852 
 
 2.09644 
 
 1498.5 
 
 178701 
 
 478 
 
 228484 
 
 109215352 
 
 21.8632 
 
 7.8188 
 
 2.67943 
 
 2.09205 
 
 1501.7 
 
 179451 
 
 479 
 
 229441 
 
 109902239 
 
 21.8861 
 
 7.8243 
 
 2.68034 
 
 2.08768 
 
 1504.8 
 
 180203 
 
 480 
 
 230400 
 
 110592000 
 
 21.9089 
 
 7.8297 
 
 2.68124 
 
 2.08333 
 
 1508.0 
 
 180956 
 
 481 
 
 231361 
 
 111284641 
 
 21.9317 
 
 7.8352 
 
 2.68215 
 
 2.07900 
 
 1511.1 
 
 181711 
 
 482 
 
 232324 
 
 111980168 
 
 21.9545 
 
 7.8406 
 
 2.68305 
 
 2.07469 
 
 1514.2 
 
 182467 
 
 483 
 
 233289 
 
 112678587 
 
 21.9773 
 
 7.8460 
 
 2.68395 
 
 2.07039 
 
 1517.4 
 
 183225 
 
 484 
 
 234256 
 
 113379904 
 
 22.0000 
 
 7.8514 
 
 2.68485 
 
 2.06612 
 
 1520.5 
 
 183984 
 
 485 
 
 235225 
 
 114084125 
 
 22.0227 
 
 7.8568 
 
 2.68574 
 
 2.06186 
 
 1523.7 
 
 184745 
 
 486 
 
 236196 
 
 114791256 
 
 22.0454 
 
 7.8622 
 
 2.68664 
 
 2.05761 
 
 1526.8 
 
 185508 
 
 487 
 
 237169 
 
 115501303 
 
 22.0681 
 
 7.8676 
 
 2.68753 
 
 2.05339 
 
 1530.0 
 
 186272 
 
 488 
 
 238144 
 
 116214272 
 
 22.0907 
 
 7.8730 
 
 2.68842 
 
 2.04918 
 
 1533.1 
 
 187038 
 
 489 
 
 239121 
 
 116930169 
 
 22.1133 
 
 7.8784 
 
 2.68931 
 
 2.04499 
 
 1536.2 
 
 187805 
 
 490 
 
 240100 
 
 117649000 
 
 22.1359 
 
 7.8837 
 
 2.69020 
 
 2.04082 
 
 1539.4 
 
 188574 
 
 491 
 
 241081 
 
 118370771 
 
 22.1585 
 
 7.8891 
 
 2.69108 
 
 2.03666 
 
 1542.5 
 
 189345 
 
 492 
 
 242064 
 
 119095488 
 
 22.1811 
 
 7.8944 
 
 2.69197 
 
 2.03252 
 
 1545.7 
 
 190117 
 
 493 
 
 243049 
 
 119823157 
 
 22.2036 
 
 7.8998 
 
 2.69285 
 
 2.02840 
 
 1548.8 
 
 190890 
 
 494 
 
 244036 
 
 120553784 
 
 22.2261 
 
 7.9051 
 
 2.69373 
 
 2.02429 
 
 1551.9 
 
 191665 
 
 495 
 
 245025 
 
 121287375 
 
 22.2486 
 
 7.9105 
 
 2.69461 
 
 2.02020 
 
 1555.1 
 
 192442 
 
 496 
 
 246016 
 
 122023936 
 
 22.2711 
 
 7.9158 
 
 2.69548 
 
 2.01613 
 
 1558.2 
 
 193221 
 
 497 
 
 247009 
 
 122763473 
 
 22.2935 
 
 7.9211 
 
 2.69636 
 
 2.01207 
 
 1561.4 
 
 194000 
 
 498 
 
 248004 
 
 123505992 
 
 22.3159 
 
 7.9264 
 
 2.69723 
 
 2.00803 
 
 1564.5 
 
 194782 
 
 499 
 
 249001 
 
 124251499 
 
 22.3383 
 
 7.9317 
 
 2.69810 
 
 2.00401 
 
 1567.7 
 
 195565 
 
 409 
 
CARNEQIE STEEL COMPANY 
 
 Functions op Numbers 500 to 549 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Root 
 
 Logarithm 
 
 1000 
 
 No.=Diameter 
 
 Reciprocal 
 
 Circum. 
 
 Area 
 
 500 
 
 250000 
 
 125000000 
 
 22.3607 
 
 7.9370 
 
 2.69897 
 
 2.00000 
 
 1570.8 
 
 196350 
 
 501 
 
 251001 
 
 125751501 
 
 22.3830 
 
 7.9423 
 
 2.69984 
 
 1.99601 
 
 1573.9 
 
 197136 
 
 502 
 
 252004 
 
 126506008 
 
 22.4054 
 
 7.9476 
 
 2.70070 
 
 1.99203 
 
 1577:1 
 
 197923 
 
 503 
 
 253009 
 
 127263527 
 
 22.4277 
 
 7.9528 
 
 2.70157 
 
 1.98807 
 
 1580.2 
 
 198713 
 
 504 
 
 254016 
 
 128024064 
 
 22.4499 
 
 7.9581 
 
 2.70243 
 
 1.98413 
 
 1583.4 
 
 199504 
 
 505 
 
 255025 
 
 128787625 
 
 22.4722 
 
 7.9634 
 
 2.70329 
 
 1.98020 
 
 1586.5 
 
 200296 
 
 506 
 
 256036 
 
 129554216 
 
 22.4944 
 
 7.9686 
 
 2.70415 
 
 1.97628 
 
 1589.6 
 
 201090 
 
 507 
 
 257049 
 
 130323843 
 
 22.5167 
 
 7.9739 
 
 2.70501 
 
 1.97239 
 
 1592.8 
 
 201886 
 
 508 
 
 258064 
 
 131096512 
 
 22.5389 
 
 7.9791 
 
 2.70586 
 
 1.96850 
 
 1595.9 
 
 202683 
 
 509 
 
 259081 
 
 131872229 
 
 22.5610 
 
 7.9843 
 
 2.70672 
 
 1.96464 
 
 1599.1 
 
 203482 
 
 510 
 
 260100 
 
 132651000 
 
 22.5832 
 
 7.9896 
 
 2.70757 
 
 1.96078 
 
 1602.2 
 
 204282 
 
 511 
 
 261121 
 
 133432831 
 
 22.6053 
 
 7.9948 
 
 2.70842 
 
 1.95695 
 
 1605.4 
 
 205084 
 
 512 
 
 262144 
 
 134217728 
 
 22.6274 
 
 8.0000 
 
 2.70927 
 
 1.95312 
 
 1608.5 
 
 205887 
 
 513 
 
 263169 
 
 135005697 
 
 22.6495 
 
 8.0052 
 
 2.71012 
 
 1.94932 
 
 1611.6 
 
 206692 
 
 514 
 
 264196 
 
 135796744 
 
 22.6716 
 
 8.0104 
 
 2.71096 
 
 1.94553 
 
 1614.8 
 
 207499 
 
 5i5 
 
 265225 
 
 136590875 
 
 22.6936 
 
 8.0156 
 
 2.71181 
 
 1.94175 
 
 1617.9 
 
 208307 
 
 516 
 
 266256 
 
 137388096 
 
 22.7156 
 
 8.0208 
 
 2.71265 
 
 1.93798 
 
 1621.1 
 
 209117 
 
 517 
 
 267289 
 
 138188413 
 
 22.7376 
 
 8.0260 
 
 2.71349 
 
 1.93424 
 
 1624.2 
 
 209928 
 
 518 
 
 268324 
 
 138991832 
 
 22.7596 
 
 8.0311 
 
 2.71433 
 
 1.93050 
 
 1627.3 
 
 210741 
 
 519 
 
 269361 
 
 139798359 
 
 22.7816 
 
 8.0363 
 
 2.71517 
 
 1.92678 
 
 1630.5 
 
 211556 
 
 520 
 
 270400 
 
 140608000 
 
 22.8035 
 
 8.0415 
 
 2.71600 
 
 1.92308 
 
 1633.6 
 
 212372 
 
 521 
 
 271441 
 
 141420761 
 
 22.8254 
 
 8.0466 
 
 2.71684 
 
 1.91939 
 
 1636.8 
 
 213189 
 
 522 
 
 272484 
 
 142236648 
 
 22.8473 
 
 8.0517 
 
 2.71767 
 
 1.91571 
 
 1639.9 
 
 214008 
 
 523 
 
 273529 
 
 143055667 
 
 22.8692 
 
 8.0569 
 
 2.71850 
 
 1.91205 
 
 1643.1 
 
 214829 
 
 524 
 
 274576 
 
 143877824 
 
 22.8910 
 
 8.0620 
 
 2.71933 
 
 1.90840 
 
 1646.2 
 
 215651 
 
 525 
 
 275625 
 
 144703125 
 
 22.9129 
 
 8.0671 
 
 2.72016 
 
 1.90476 
 
 1649.3 
 
 216475 
 
 526 
 
 276676 
 
 145531576 
 
 22.9347 
 
 8.0723 
 
 2.72099 
 
 1.90114 
 
 1652.5 
 
 217301 
 
 527 
 
 277729 
 
 146363183 
 
 22.9565 
 
 8.0774 
 
 2.72181 
 
 1.89753 
 
 1655.6 
 
 218128 
 
 528 
 
 278784 
 
 147197952 
 
 22.9783 
 
 8.0825 
 
 2.72263 
 
 1.89394 
 
 1658.8 
 
 218956 
 
 529 
 
 279841 
 
 148035889 
 
 23.0000 
 
 8.0876 
 
 2.72346 
 
 1.89036 
 
 1661.9 
 
 219787 
 
 530 
 
 280900 
 
 148877000 
 
 23.0217 
 
 8.0927 
 
 2.72428 
 
 1.88679 
 
 1665.0 
 
 220618 
 
 531 
 
 281961 
 
 149721291 
 
 23.0434 
 
 8.0978 
 
 2.72509 
 
 1.88*24 
 
 1668.2 
 
 221452 
 
 532 
 
 283024 
 
 150568768 
 
 23.0651 
 
 8.1028 
 
 2.72591 
 
 1.87970 
 
 1671.3 
 
 222287 
 
 533 
 
 284089 
 
 151419437 
 
 23.0868 
 
 8.1079 
 
 2.72673 
 
 1.87617 
 
 1674.5 
 
 223123 
 
 534 
 
 285156 
 
 152273304 
 
 23.1084 
 
 8.1130 
 
 2.72754 
 
 1.87266 
 
 1677.6 
 
 223961 
 
 535 
 
 286225 
 
 153130375 
 
 23.1301 
 
 8.1180 
 
 2.72835 
 
 1.86916 
 
 1680.8 
 
 224801 
 
 536 
 
 287296 
 
 153990656 
 
 23.1517 
 
 8.1231 
 
 2.72916 
 
 1.86567 
 
 1683.9 
 
 225642 
 
 537 
 
 288369 
 
 154854153 
 
 23.1733 
 
 8.1281 
 
 2.72997 
 
 1.86220 
 
 1687.0 
 
 226484 
 
 538 
 
 289444 
 
 155720872 
 
 23.1948 
 
 8.1332 
 
 2.73078 
 
 1.85874 
 
 1690.2 
 
 227329 
 
 539 
 
 290521 
 
 156590819 
 
 23.2164 
 
 8.1382 
 
 2.73159 
 
 1.85529 
 
 1693.3 
 
 228175 
 
 540 
 
 291600 
 
 157464000 
 
 23.2379 
 
 8.1433 
 
 2.73239 
 
 1.85185 
 
 1696.5 
 
 229022 
 
 541 
 
 292681 
 
 158340421 
 
 23.2594 
 
 8.1483 
 
 2.73320 
 
 1.84843 
 
 1699.6 
 
 229871 
 
 542 
 
 293764 
 
 159220088 
 
 23.2809 
 
 8.1533 
 
 2.73400 
 
 1.84502 
 
 1702.7 
 
 230722 
 
 543 
 
 294849 
 
 160103007 
 
 23.3024 
 
 8.1583 
 
 2.73480 
 
 1.84162 
 
 1705.9 
 
 231574 
 
 544 
 
 295936 
 
 160989184 
 
 23.3238 
 
 8.1633 
 
 2.73560 
 
 1.83824 
 
 1709.0 
 
 232428 
 
 545 
 
 297025 
 
 161878625 
 
 23.3452 
 
 8.1683 
 
 2.73640 
 
 1.83486 
 
 1712.2 
 
 233283 
 
 546 
 
 298116 
 
 162771336 
 
 23.3666 
 
 8.1733 
 
 2.73719 
 
 1.83150 
 
 1715.3 
 
 234140 
 
 547 
 
 299209 
 
 163667323 
 
 23.3880 
 
 8.1783 
 
 2.73799 
 
 1.82815 
 
 1718.5 
 
 234998 
 
 548 
 
 300304 
 
 164566592 
 
 23.4094 
 
 8.1833 
 
 2.73878 
 
 1.82482 
 
 1721.6 
 
 235858 
 
 549 
 
 301401 
 
 165469149 
 
 23.4307 
 
 8.1882 
 
 2.73957 1.82149 
 
 1724.7 
 
 236720 
 
 410 
 
MATHEMATICAL TABLES 
 
 Functions op Numbers, 550 to 599 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Hoot 
 
 Logarithm 
 
 1000 
 
 No.=Diameter 
 
 
 
 
 
 
 
 
 Reciprocal 
 
 Circum. 
 
 Area 
 
 550 
 
 302500 
 
 166375000 
 
 23.4521 
 
 8.1932 
 
 2.74036 
 
 1.81818 
 
 1727.9 
 
 237583 
 
 551 
 
 303601 
 
 167284151 
 
 23.4734 
 
 8.1982 
 
 2.74115 
 
 1.81488 
 
 1731.0 
 
 238448 
 
 552 
 
 304704 
 
 168196608 
 
 23.4947 
 
 8.2031 
 
 2.74194 
 
 1.81159 
 
 1734.2 
 
 239314 
 
 55a 
 
 305809 
 
 169112377 
 
 23.5160 
 
 8.2081 
 
 2.74273 
 
 1.80832 
 
 1737.3 
 
 240182 
 
 554 
 
 306916 
 
 170031464 
 
 23.5372 
 
 8.2130 
 
 2.74351 
 
 1.80505 
 
 1740.4 
 
 241051 
 
 555 
 
 308025 
 
 170953875 
 
 23.5584 
 
 8.2180 
 
 2.74429 
 
 1.80180 
 
 1743.6 
 
 241922 
 
 556 
 
 309136 
 
 171879616 
 
 23.5797 
 
 8.2229 
 
 2.74507 
 
 1.79856 
 
 1746.7 
 
 242795 
 
 557 
 
 310249 
 
 172808693 
 
 23.6008 
 
 8.2278 
 
 2.74586 
 
 1.79533 
 
 1749.9 
 
 243669 
 
 558 
 
 311364 
 
 173741112 
 
 23.6220 
 
 8.2327 
 
 2.74663 
 
 1.79211 
 
 1753.0 
 
 244545 
 
 559 
 
 312481 
 
 174676879 
 
 23.6432 
 
 8.2377 
 
 2.74741 
 
 1.78891 
 
 1756.2 
 
 245422 
 
 560 
 
 313600 
 
 175616000 
 
 23.6643 
 
 8.2426 
 
 2.74819 
 
 1.78571 
 
 1759.3 
 
 246301 
 
 561 
 
 314721 
 
 176558481 
 
 23.6854 
 
 8.2475 
 
 2.74896 
 
 1.78253 
 
 1762.4 
 
 247181 
 
 562 
 
 315844 
 
 177504328 
 
 23.7065 
 
 8.2524 
 
 2.74974 
 
 1.77936 
 
 1765.6 
 
 248063 
 
 563 
 
 316969 
 
 178453547 
 
 23.7276 
 
 8.2573 
 
 .2.75051 
 
 1.77620 
 
 1768.7 
 
 248947 
 
 564- 
 
 318096 
 
 179406144 
 
 23.7487 
 
 8.2621 
 
 2.75128 
 
 1.77305 
 
 1771.9 
 
 249832 
 
 565 
 
 319225 
 
 180362125 
 
 23.7697 
 
 8.2670 
 
 2.75205 
 
 1.76991 
 
 1775.0 
 
 250719 
 
 566 
 
 320356 
 
 181321496 
 
 23.7908 
 
 8.2719 
 
 2.75282 
 
 1.76678 
 
 1778.1 
 
 251607 
 
 567 
 
 321489 
 
 182284263 
 
 23.8118 
 
 8.2768 
 
 2.75358 
 
 1.76367 
 
 1781.3 
 
 252497 
 
 568 
 
 322624 
 
 183250432 
 
 23.8328 
 
 8.2816 
 
 2.75435 
 
 1.76056 
 
 1784.4 
 
 253388 
 
 569 
 
 323761 
 
 184220009 
 
 23.8537 
 
 8.2865 
 
 2.75511 
 
 1.75747 
 
 1787.6 
 
 254281 
 
 570 
 
 324900 
 
 185193000 
 
 23.8747 
 
 8.2913 
 
 2.75587 
 
 1.75439 
 
 1790.7 
 
 255176 
 
 571 
 
 326041 
 
 186169411 
 
 23.8956 
 
 8.2962 
 
 2.75664 
 
 1.75131 
 
 1793.8 
 
 256072 
 
 572 
 
 327184 
 
 187149248 
 
 23.9165 
 
 8.3010 
 
 2.75740 
 
 1.74825 
 
 1797.0 
 
 256970 
 
 573 
 
 328329 
 
 188132517 
 
 23.9374 
 
 8.3059 
 
 2.75815 
 
 1.74520 
 
 1800.1 
 
 257869 
 
 574 
 
 329476 
 
 189119224 
 
 23.9583 
 
 8.3107 
 
 2.75891 
 
 1.74216 
 
 1803.3 
 
 258770 
 
 575 
 
 330625 
 
 190109375 
 
 23.9792 
 
 8.3155 
 
 2.75967 
 
 1.73913 
 
 1806.4 
 
 259672 
 
 576 
 
 331776 
 
 191102976 
 
 24.0000 
 
 8.3203 
 
 2.76042 
 
 1.73611 
 
 1809.6 
 
 260576 
 
 577 
 
 332929 
 
 192100033 
 
 24.0208 
 
 8.3251 
 
 2.76118 
 
 1.73310 
 
 1812.7 
 
 261482 
 
 578 
 
 334084 
 
 193100552 
 
 24.0416 
 
 8.3300 
 
 2.76193 
 
 1.73010 
 
 1815.8 
 
 262389 
 
 579 
 
 335241 
 
 194104539 
 
 24.0624 
 
 8.3348 
 
 2.76268 
 
 1.72712 
 
 1819.0 
 
 263298 
 
 580 
 
 336400 
 
 195112000 
 
 24.0832 
 
 8.3396 
 
 2.76343 
 
 1.72414 
 
 1822.1 
 
 264208 
 
 581 
 
 337561 
 
 196122941 
 
 24.1039 
 
 8.3443 
 
 2.76418 
 
 1.72117 
 
 1825.3 
 
 265120 
 
 582 
 
 338724 
 
 197137368 
 
 24.1247 
 
 8.3491 
 
 2.76492 
 
 1.71821 
 
 1828.4 
 
 .266033 
 
 583 
 
 339889 
 
 198155287 
 
 24.1454 
 
 8.3539 
 
 2.76567 
 
 1.71527 
 
 1831.6 
 
 266948 
 
 584 
 
 341056 
 
 199176704 
 
 24.1661 
 
 8.3587 
 
 2.76641 
 
 1.71233 
 
 1834.7 
 
 267865 
 
 585 
 
 342225 
 
 200201625 
 
 24.1868 
 
 8.3634 
 
 2.76716 
 
 1.70940 
 
 1837.8 
 
 268783 
 
 586 
 
 343396 
 
 201230056 
 
 24.2074 
 
 8.3682 
 
 2.76790 
 
 1.70648 
 
 1841.0 
 
 269703 
 
 587 
 
 344569 
 
 202262003 
 
 24.2281 
 
 8.3730 
 
 2.76864 
 
 1.70358 
 
 1844.1 
 
 270624 
 
 588 
 
 345744 
 
 203297472 
 
 24.2487 
 
 8.3777 
 
 2.76938 
 
 1.70068 
 
 1847.3 
 
 271547 
 
 589 
 
 346921 
 
 204336469 
 
 24.2693 
 
 8.3825 
 
 2.77012 
 
 1.69779 
 
 1850.4 
 
 272471 
 
 590 
 
 348100 
 
 205379000 
 
 24.2899 
 
 8.3872 
 
 2.77085 
 
 1.69492 
 
 1853.5 
 
 273397 
 
 591 
 
 349281 
 
 206425071 
 
 24.3105 
 
 8.3919 
 
 2.77159 
 
 1.69205 
 
 1856.7 
 
 274325 
 
 592 
 
 350464 
 
 207474688 
 
 24.3311 
 
 8.3967 
 
 2.77232 
 
 1.68919 
 
 1859.8 
 
 275254 
 
 593 
 
 351649 
 
 208527857 
 
 24.3516 
 
 8.4014 
 
 2.77305 
 
 1.68634 
 
 1863.0 
 
 276184 
 
 594 
 
 352836 
 
 209584584 
 
 24.3721 
 
 8.4061 
 
 2.77379 
 
 1.68350 
 
 1866.1 
 
 277117 
 
 595 
 
 354025 
 
 210644875 
 
 24.3926 
 
 8.4108 
 
 2.77452 
 
 1.68067 
 
 1869.2 
 
 278051 
 
 596 
 
 355216 
 
 211708736 
 
 24.4131 
 
 8.4155 
 
 2.77525 
 
 1.67785 
 
 1872.4 
 
 278986 
 
 597 
 
 356409 
 
 212776173 
 
 24.4336 
 
 8.4202 
 
 2.77597 
 
 1.67504 
 
 1875.5 
 
 279923 
 
 598 
 
 357604 
 
 213847192 
 
 24.4540 
 
 8.4249 
 
 2.77670 
 
 1.67224 
 
 1878.7 
 
 280862 
 
 599 
 
 1 
 
 358801 
 
 214921799 
 
 24.4745 
 
 8.4296 
 
 2.77743 
 
 1.66945 
 
 1881.8 281802 
 
 411 
 

 , 
 
 CARNEGIE 
 
 STEEL 
 
 COMPANY 
 
 
 
 Functions of Numbers 600 to 649 
 
 
 
 
 
 
 
 1000 
 
 X 
 
 Reciprocal 
 
 No-=Diameter 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Boot 
 
 Cubic 
 Root 
 
 Logarithm 
 
 
 Circum. 
 
 Area 
 
 600 
 
 360000 
 
 216000000 
 
 24.4949 
 
 8.4343 
 
 2.77815 
 
 1.66667 
 
 1885.0 
 
 282743 
 
 601 
 
 361201 
 
 217081801 
 
 24.5153 
 
 8.4390 
 
 2.77887 
 
 1.66389 
 
 1888.1 
 
 283687 
 
 602 
 
 362404 
 
 218167208 
 
 24.5357 
 
 8.4437 
 
 2.77960 
 
 1.66113 
 
 1891.2 
 
 284631 
 
 603 
 
 363609 
 
 219256227 
 
 24.5561 
 
 8.4484 
 
 2.78032 
 
 1.65837 
 
 1894.4 
 
 285578 
 
 604 
 
 364816 
 
 220348864 
 
 24.5764 
 
 8.4530 
 
 2.78104 
 
 1.65563 
 
 1897.5 
 
 286526 
 
 605 
 
 366025 
 
 221445125 
 
 24.5967 
 
 8.4577 
 
 2.78176 
 
 1.65289 
 
 1900.7 
 
 287475 
 
 606 
 
 367236 
 
 222545016 
 
 24.6171 
 
 8.4623 
 
 2.78247 
 
 1.65017 
 
 1903.8 
 
 288426 
 
 607 
 
 368449 
 
 223648543 
 
 24.6374 
 
 8.4670 
 
 2.78319 
 
 1.64745 
 
 1906.9 
 
 289379 
 
 608 
 
 369664 
 
 224755712 
 
 24.6577 
 
 8.4716 
 
 2.78390 
 
 1.64474 
 
 1910.1 
 
 290333 
 
 609 
 
 370881 
 
 225866529 
 
 24.6779 
 
 8.4763 
 
 2.78462 
 
 1.64204 
 
 1913.2 
 
 291289 
 
 610 
 
 372100 
 
 226981000 
 
 24.6982 
 
 8.4809 
 
 2.78533 
 
 1.63934 
 
 1916.4 
 
 292247 
 
 611 
 
 373321 
 
 228099131 
 
 24.7184 
 
 8.4856 
 
 2.78604 
 
 1.63666 
 
 1919.5 
 
 293206 
 
 612 
 
 374544 
 
 229220928 
 
 24.7386 
 
 8.4902 
 
 2.78675 
 
 1.63399 
 
 1922.7 
 
 294166 
 
 613 
 
 375769 
 
 230346397 
 
 24.7588 
 
 8.4948 
 
 2.78746 
 
 1.63132 
 
 1925.8 
 
 295128 
 
 614 
 
 376996 
 
 231475544 
 
 24.7790 
 
 8.4994 
 
 2.78817 
 
 1.62866 
 
 1928.9 
 
 296092 
 
 615 
 
 378225 
 
 232608375 
 
 24.7992 
 
 8.5040 
 
 2.78888 
 
 1.62602 
 
 1932.1 
 
 297657 
 
 616 
 
 379456 
 
 233744896 
 
 24.8193 
 
 8.5086 
 
 2.78958 
 
 1.62338 
 
 1935.2 
 
 298024 
 
 617 
 
 380689 
 
 234885113 
 
 24.8395 
 
 8.5132 
 
 2.79029 
 
 1.62075 
 
 1938.4 
 
 298992 
 
 618 
 
 381924 
 
 236029032 
 
 24.8596 
 
 8.5178 
 
 2.79099 
 
 1.61812 
 
 1941.5 
 
 299962 
 
 619 
 
 383161 
 
 237176659 
 
 24.8797 
 
 8.5224 
 
 2.79169 
 
 1.61551 
 
 1944.6 
 
 300934 
 
 620 
 
 384400 
 
 238328000 
 
 24.8998 
 
 8.5270 
 
 2.79239 
 
 1.61290 
 
 1947.8 
 
 301907 
 
 621 
 
 385641 
 
 239483061 
 
 24.9199 
 
 8.5316 
 
 2.79309 
 
 1.61031 
 
 1950.9 
 
 302882 
 
 622 
 
 386884 
 
 240641848 
 
 24.9399 
 
 8.5362 
 
 2.79379 
 
 1.60772 
 
 1954.1 
 
 303858 
 
 623 
 
 388129 
 
 241804367 
 
 24.9600 
 
 8.5408 
 
 2.79449 
 
 1.60514 
 
 1957.2 
 
 304836 
 
 624 
 
 389376 
 
 242970624 
 
 24.9800 
 
 8.5453 
 
 2.79518 
 
 1.60256 
 
 1960.4 
 
 305815 
 
 625 
 
 390625 
 
 244140625 
 
 25.0000 
 
 8.5499 
 
 2.79588 
 
 1.60000 
 
 1963.5 
 
 306796 
 
 626 
 
 391876 
 
 245314376 
 
 25.0200 
 
 8.5544 
 
 2.79657 
 
 1.59744 
 
 1966.6 
 
 307779 
 
 627 
 
 393129 
 
 246491883 
 
 25.0400 
 
 8.5590 
 
 2.79727 
 
 1.59490 
 
 1969.8 
 
 308763 
 
 628 
 
 394384 
 
 247673152 
 
 25.0599 
 
 8.5635 
 
 2.79796 
 
 1.59236 
 
 1972.9 
 
 309748 
 
 629 
 
 395641 
 
 248858189 
 
 25.0799 
 
 8.5681 
 
 2.79865 
 
 1.58983 
 
 1976.1 
 
 310736 
 
 630 
 
 396900 
 
 250047000 
 
 25.0998 
 
 8.5726 
 
 2.79934 
 
 1.58730 
 
 1979.2 
 
 311725 
 
 631 
 
 398161 
 
 251239591 
 
 25.1197 
 
 8.5772 
 
 2.80003 
 
 1.58479 
 
 1982.3 
 
 312715 
 
 632 
 
 399424 
 
 252435968 
 
 25.1396 
 
 8.5817 
 
 2.80072 
 
 1.58228 
 
 1985.5 
 
 313707 
 
 633 
 
 400689 
 
 253636137 
 
 25.1595 
 
 8.5862 
 
 2.80140 
 
 1.57978 
 
 1988.6 
 
 314700 
 
 634 
 
 401956 
 
 254840104 
 
 25.1794 
 
 8.5907 
 
 2.80209 
 
 1.57729 
 
 1991.8 
 
 315696 
 
 635 
 
 403225 
 
 256047875 
 
 25.1992 
 
 8.5952 
 
 2.80277 
 
 1.57480 
 
 1994.9 
 
 316692 
 
 636 
 
 404496 
 
 257259456 
 
 25.2190 
 
 8.5997 
 
 2.80346 
 
 1.57233 
 
 1998.1 
 
 317690 
 
 637 
 
 405769 
 
 258474853 
 
 25.2389 
 
 8.6043 
 
 2.80414 
 
 1.56986 
 
 2001.2 
 
 318690 
 
 638 
 
 407044 
 
 259694072 
 
 25.2587 
 
 8.6088 
 
 2.80482 
 
 1.56740 
 
 2004.3 
 
 319692 
 
 639 
 
 408321 
 
 260917119 
 
 25.2784 
 
 8.6132 
 
 2.80550 
 
 1.56495 
 
 2007.5 
 
 320695 
 
 640 
 
 409600 
 
 262144000 
 
 25.2982 
 
 8.6177 
 
 2.80618 
 
 1.56250 
 
 2010.6 
 
 321699 
 
 641 
 
 410881 
 
 263374721 
 
 25.3180 
 
 8.6222 
 
 2.80686 
 
 1.56006 
 
 2013.8 
 
 322.705 
 
 642 
 
 412164 
 
 264609288 
 
 25.3377 
 
 8.6267 
 
 2.80754 
 
 1.55763 
 
 2016.9 
 
 323713 
 
 643 
 
 413449 
 
 265847707 
 
 25.3574 
 
 8.6312 
 
 2.80821 
 
 1.55521 
 
 2020.0 
 
 324722 
 
 644 
 
 414736 
 
 267089984 
 
 25.3772 
 
 8.6357 
 
 2.80889 
 
 1.55280 
 
 2023.2 
 
 325733 
 
 645 
 
 416025 
 
 268336125 
 
 25.3969 
 
 8.6401 
 
 2.80956 
 
 1.55039 
 
 2026.3 
 
 326745, 
 
 646 
 
 417316 
 
 269586136 
 
 25.4165 
 
 8.6446 
 
 2.81023 
 
 1.54799 
 
 2029.5 
 
 327759 
 
 647 
 
 418609 
 
 270840023 
 
 25.4362 
 
 8.6490 
 
 2.81090 
 
 1.54560 
 
 2032.6 
 
 328775 
 
 648 
 
 419904 
 
 272097792 
 
 25.4558 
 
 8.6535 
 
 2.81158 
 
 1.54321 
 
 2035.8 
 
 329792 
 
 649 
 
 421201 
 
 273359449 
 
 25.4755 
 
 8.6579 
 
 2.81224 
 
 1.54083 
 
 2038.9 
 
 330810 
 
 i 
 
 412 
 
MATHEMATICAL TABLE 
 
 Functions op Numbers, 650 to 699 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Root 
 
 Logarithm 
 
 1000 
 
 X 
 
 Reciprocal 
 
 No.=Diameter 
 
 Circum. 
 
 Area 
 
 650 
 
 422500 
 
 274625000 
 
 25.4951 
 
 8.6624 
 
 2.81291 
 
 1.53846 
 
 2042.0 
 
 331831 
 
 651 
 
 423801 
 
 275894451 
 
 25.5147 
 
 8.6668 
 
 2.81358 
 
 1.53610 
 
 2045.2 
 
 332853 
 
 652 
 
 425104 
 
 277167808 
 
 25.5343 
 
 8.6713 
 
 2.81425 
 
 1.53374 
 
 2048.3 
 
 333876 
 
 653 
 
 426409 
 
 278445077 
 
 25.5539 
 
 8.6757 
 
 2.81491 
 
 1.53139 
 
 2051.5 
 
 334901 
 
 654 
 
 427716 
 
 279726264 
 
 25.5734 
 
 8.6801 
 
 2.81558 
 
 1.52905 
 
 2054.6 
 
 335927 
 
 655 
 
 429025' 
 
 281011375 
 
 25.5930 
 
 8.6845 
 
 2.81624 
 
 1.52672 
 
 2057.7 
 
 336955 
 
 656 
 
 430336 
 
 282300416 
 
 25.6125 
 
 8.6890 
 
 2.81690 
 
 1.52439 
 
 2060.9 
 
 337985 
 
 657 
 
 431649 
 
 283593393 
 
 25.6320 
 
 8.6934 
 
 2.81757 
 
 1.52207 
 
 2064.0 
 
 339016 
 
 658 
 
 432964 
 
 284890312 
 
 25.6515 
 
 8.6978 
 
 2.81823 
 
 1.51976 
 
 2067.2 
 
 340049 
 
 659 
 
 434281 
 
 286191179 
 
 25.6710 
 
 8.7022 
 
 2.81889 
 
 1.51745 
 
 2070.3 
 
 341084 
 
 660 
 
 435600 
 
 287496000 
 
 25.6905 
 
 8.7066 
 
 2.81954 
 
 1.51515 
 
 2073.5 
 
 342119 
 
 661 
 
 436921 
 
 288804781 
 
 25.7099 
 
 8.7110 
 
 2.82020 
 
 1.51286 
 
 2076.6 
 
 343157 
 
 662 
 
 438244 
 
 290117528 
 
 25.7294 
 
 8.7154 
 
 2.82086 
 
 1.51057 
 
 2079.7 
 
 344196 
 
 663 
 
 439569 
 
 291434247 
 
 25.7488 
 
 8.7198 
 
 2.82151 
 
 1.50830 
 
 2082.9 
 
 345237 
 
 664 
 
 440896 
 
 292754944 
 
 25.7682 
 
 8.7241 
 
 2.82217 
 
 1.50602 
 
 2086.0 
 
 346279 
 
 665 
 
 442225 
 
 294079625 
 
 25.7876 
 
 8.7285 
 
 2.82282 
 
 1.50376 
 
 2089.2 
 
 347323, 
 
 666 
 
 443556 
 
 295408296 
 
 25.8070 
 
 8.7329 
 
 2.82347 
 
 1.50150 
 
 2092.3 
 
 348368 
 
 667 
 
 444889 
 
 296740963 
 
 25.8263 
 
 8.7373 
 
 2.82413 
 
 1.49925 
 
 2095.4 
 
 349415, 
 
 668 
 
 446224 
 
 298077632 
 
 25.8457 
 
 8.7416 
 
 2.82478 
 
 1.49701 
 
 2098.6 
 
 350464 
 
 669 
 
 447561 
 
 299418309 
 
 25.8650 
 
 8.7460 
 
 2.82543 
 
 1.49477 
 
 2101.7 
 
 351514 
 
 670 
 
 448900 
 
 300763000 
 
 25.8844 
 
 8.7503 
 
 2.82607 
 
 1.49254 
 
 2104.9 
 
 352565 
 
 671 
 
 450241 
 
 302111711 
 
 25.9037 
 
 8.7547 
 
 2.82672 
 
 1.49031 
 
 2108.0 
 
 353618 
 
 672 
 
 451584 
 
 303464448 
 
 25.9230 
 
 8.7590 
 
 2.82737 
 
 1.48810 
 
 2111.2 
 
 354673 
 
 673 
 
 452929 
 
 304821217 
 
 25.9422 
 
 8.7634 
 
 2.82802 
 
 1.48588 
 
 2114.3 
 
 355730 
 
 674 
 
 454276 
 
 306182024 
 
 25.9615 
 
 8.7677 
 
 2.82866 
 
 1.48368 
 
 2117.4 
 
 356788 
 
 675 
 
 455625 
 
 307546875 
 
 25.9808 
 
 8.7721 
 
 2.82930 
 
 1.48148 
 
 2120.6 
 
 357847 
 
 676 
 
 456976 
 
 308915776 
 
 26.0000 
 
 8.7764 
 
 2.82995 
 
 1.47929 
 
 2123.7 
 
 358908 
 
 677 
 
 458329 
 
 310288733 
 
 26.0192 
 
 8.7807 
 
 2.83059 
 
 1.47710 
 
 2126.9 
 
 359971 
 
 678 
 
 459684 
 
 311665752 
 
 26.0384 
 
 8.7850 
 
 2.83123 
 
 1.47493 
 
 2130.0 
 
 361035 
 
 679 
 
 461041 
 
 313046839 
 
 26.0576 
 
 8.7893 
 
 2.83187 
 
 1.47275 
 
 2133.1 
 
 362101 
 
 680 
 
 462400 
 
 314432000 
 
 26.0768 
 
 8.7937 
 
 2.83251 
 
 1.47059 
 
 2136.3 
 
 363168 
 
 681 
 
 463761 
 
 315821241 
 
 26.0960. 
 
 8.7980 
 
 2.83315 
 
 1.46843 
 
 2139.4 
 
 364237 
 
 682 
 
 465124 
 
 317214568 
 
 26.1151 
 
 8.8023 
 
 2.83378 
 
 1.46628 
 
 2142.6 
 
 365308 
 
 683 
 
 466489 
 
 318611987 
 
 26.1343 
 
 8.8066 
 
 2.«3442 
 
 1.46413 
 
 2145.7 
 
 366380 
 
 684 
 
 467856 
 
 320013504 
 
 26.1534 
 
 8.8109 
 
 2.83506 
 
 1.46199 
 
 2148.8 
 
 367453 
 
 685 
 
 469225 
 
 321419125 
 
 26.1725 
 
 8.8152 
 
 2.83569 
 
 1.45985 
 
 2152.0 
 
 368528 
 
 686 
 
 470596 
 
 322828856 
 
 26.1916 
 
 8.8194 
 
 2.83632 
 
 1.45773 
 
 2155.1 
 
 369605 
 
 687 
 
 471969 
 
 324242703 
 
 26.2107 
 
 8.8237 
 
 2.83696 
 
 1.45560 
 
 2158.3 
 
 370684 
 
 688 
 
 473344 
 
 325660672 
 
 26.2298 
 
 8.8280 
 
 2.83759 
 
 1.45349 
 
 2161.4 
 
 371764 
 
 689 
 
 474721 
 
 327082769 
 
 26.2488 
 
 8.8323 
 
 2.83822 
 
 1.45138 
 
 2164.6 
 
 372845 
 
 690 
 
 476100 
 
 328509000 
 
 26.2679 
 
 8.8366 
 
 2.83885 
 
 1.44928 
 
 2167.7 
 
 373928 
 
 691 
 
 477481 
 
 329939371 
 
 26.2869 
 
 8.8408 
 
 2.83948 
 
 1.44718 
 
 2170.8 
 
 375013 
 
 692 
 
 478864 
 
 331373888 
 
 26.3059 
 
 8.8451 
 
 2.84011 
 
 1.44509 
 
 2174.0 
 
 376099 
 
 693 
 
 480249 
 
 332812557 
 
 26.3249 
 
 8.8493 
 
 2.84073 
 
 1.44300 
 
 2177.1 
 
 377187 
 
 694 
 
 481636 
 
 334255384 
 
 26.3439 
 
 8.8536 
 
 2.84136 
 
 1.44092 
 
 2180.3 
 
 378276 
 
 695 
 
 483025 
 
 335702375 
 
 26.3629 
 
 8.8578 
 
 2.84198 
 
 1.43885 
 
 2183.4 
 
 379367 
 
 696 
 
 484416 
 
 337153536 
 
 26.3818 
 
 8.8621 
 
 2.84261 
 
 1.43678 
 
 2186.5 
 
 380459 
 
 697 
 
 485809 
 
 338608873 
 
 26.4008 
 
 8.8663 
 
 2.84323 
 
 1.43472 
 
 2189.7 
 
 381553 
 
 698 
 
 487204 
 
 340068392 
 
 26.4197 
 
 8.8706 
 
 2.84386 
 
 1.43266 
 
 2192.8 
 
 382649 
 
 699 
 
 488601 
 
 341532099 
 
 26.4386 
 
 8.8748 
 
 2.84448 
 
 1.43062 
 
 2196.0 
 
 38374C 
 
 413 
 

 
 CARNEGIE 
 
 STEEL 
 
 COMPANY 
 
 
 
 Functions op Numbbbs, 700 to 749 
 
 
 
 
 
 
 
 1000 
 
 -X 
 
 Reciprocal 
 
 No.— Diameter 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Root 
 
 Logarithm 
 
 
 Circum. 
 
 Area 
 
 700 
 
 490000 
 
 343000000 
 
 26.4575 
 
 8.8790 
 
 2.84510 
 
 1.42857 
 
 2199.1 
 
 384845 
 
 701 
 
 491401 
 
 344472101 
 
 26.4764 
 
 8.8833 
 
 2.84572 
 
 1.42653 
 
 2202.3 
 
 385945 
 
 702 
 
 492804 
 
 345948408 
 
 26.4953 
 
 8.8875 
 
 2.84634 
 
 1.42450 
 
 2205.4 
 
 387047 
 
 703 
 
 494209 
 
 347428927 
 
 26.5141 
 
 8.8917 
 
 2.84696 
 
 1.42248 
 
 2208.5 
 
 388151 
 
 704 
 
 495616 
 
 348913664 
 
 26.5330 
 
 8.8959 
 
 2.84757 
 
 1.42045 
 
 2211.7 
 
 389256 
 
 705 
 
 497025 
 
 350402625 
 
 26.5518 
 
 8.9001 
 
 2.84819 
 
 1.41844 
 
 2214.8 
 
 390363 
 
 706 
 
 498436 
 
 351895816 
 
 26.5707 
 
 8.9043 
 
 2.84880 
 
 1.41643 
 
 2218.0 
 
 391471 
 
 707 
 
 499849 
 
 353393243 
 
 26.5895 
 
 8.9085 
 
 2.84942 
 
 1.41443 
 
 2221.1 
 
 392580 
 
 70S 
 
 501264 
 
 354894912 
 
 26.6083 
 
 8.9127 
 
 2.85003 
 
 1.41243 
 
 2224.2 
 
 393692 
 
 709 
 
 502681 
 
 356400829 
 
 26.6271 
 
 8.9169 
 
 2.85065 
 
 1.41044 
 
 2227.4 
 
 394805 
 
 710 
 
 504100 
 
 357911000 
 
 26.6458 
 
 8.9211 
 
 2.85126 
 
 1.40845 
 
 2230.5 
 
 395919 
 
 711 
 
 505521 
 
 359425431 
 
 26.6646 
 
 8.9253 
 
 2.85187 
 
 1.40647 
 
 2233.7 
 
 397035 
 
 712 
 
 506944 
 
 360944128 
 
 26.6833 
 
 8.9295 
 
 2.85248 
 
 1.40449 
 
 2236.8 
 
 398153 
 
 713 
 
 508369 
 
 362467097 
 
 26.7021 
 
 8.9337 
 
 2.85309 
 
 1.4*0252 
 
 2240.0 
 
 399272 
 
 714 
 
 509796 
 
 363994344 
 
 26.7208 
 
 8.9378 
 
 2.85370 
 
 1.40056 
 
 2243.1 
 
 400393 
 
 715 
 
 511225 
 
 365525875 
 
 26.7395 
 
 8.9420 
 
 2.85431 
 
 1.39860 
 
 2246.2 
 
 401515 
 
 716 
 
 512656 
 
 367061696 
 
 26.7582 
 
 8.9462 
 
 2.85491 
 
 1.39665 
 
 2249.4 
 
 402639 
 
 717 
 
 514089 
 
 368601813 
 
 26.7769 
 
 8.9503 
 
 2.85552 
 
 1.39470 
 
 2252.5 
 
 403765 
 
 718 
 
 515524 
 
 370146232 
 
 26.7955 
 
 8.9545 
 
 2.85612 
 
 1.39276 
 
 2255.7 
 
 404892 
 
 719 
 
 516961 
 
 371694959 
 
 26.8142 
 
 8.9587 
 
 2.85673 
 
 1.39082 
 
 2258.8 
 
 406020 
 
 720 
 
 518400 
 
 373248000 
 
 26.8328 
 
 8.9628 
 
 2.85733 
 
 1.38889 
 
 2261.9 
 
 407150 
 
 721 
 
 519841 
 
 374805361 
 
 26.8514 
 
 8.9670 
 
 2.85794 
 
 1.38696 
 
 2265.1 
 
 408282 
 
 722 
 
 521284 
 
 376367048 
 
 26.8701 
 
 8.9711 
 
 2.85854 
 
 1.38504 
 
 2268.2 
 
 409415 
 
 723 
 
 522729 
 
 377933067 
 
 26.8887 
 
 8.9752 
 
 2.85914 
 
 1.38313 
 
 2271.4 
 
 410550 
 
 724 
 
 524176 
 
 379503424 
 
 26.9072 
 
 8.9794 
 
 2.85974 
 
 1.38122 
 
 2274.5 
 
 411687 
 
 725 
 
 525625 
 
 381078125 
 
 26.9258 
 
 8.9835 
 
 2.86034 
 
 1.37931 
 
 2277.7 
 
 412825 
 
 726 
 
 527076 
 
 382657176 
 
 26.9444 
 
 8.9876 
 
 2.86094 
 
 1.37741 
 
 2280.8 
 
 413965 
 
 727 
 
 528529 
 
 384240583 
 
 26.9629 
 
 8.9918 
 
 2.86153 
 
 1.37552 
 
 2283.9 
 
 415106 
 
 728 
 
 529984 
 
 385828352 
 
 26.9815 
 
 8.9959 
 
 2.86213 
 
 1.37363 
 
 2287.1 
 
 416248 
 
 729 
 
 531441 
 
 387420489 
 
 27.0000 
 
 9.0000 
 
 2.86273 
 
 1.37174 
 
 2290.2 
 
 417393 
 
 730 
 
 532900 
 
 389017000 
 
 27.0185 
 
 9.0041 
 
 2.86332 
 
 1.36986 
 
 2293.4 
 
 418539 
 
 731 
 
 534361 
 
 390617891 
 
 27.0370 
 
 9.0082 
 
 -2.86392 
 
 1.36799 
 
 2296.5 
 
 419686 
 
 732 
 
 535824 
 
 392223168 
 
 27.0555 
 
 9.0123 
 
 2.86451 
 
 1.36612 
 
 2299.6 
 
 420835 
 
 733 
 
 537289 
 
 393832837 
 
 27.0740 
 
 9.0164 
 
 2.86510 
 
 1.36426 
 
 2302.8 
 
 421986 
 
 734 
 
 538756 
 
 395446904 
 
 27.0924 
 
 9.0205 
 
 2.86570 
 
 1.36240 
 
 2305.9 
 
 423138 
 
 735 
 
 540225 
 
 397065375 
 
 27.1109 
 
 9.0246 
 
 2.86629 
 
 1.36054 
 
 2309.1 
 
 424293 
 
 736 
 
 541696 
 
 398688256 
 
 27.1293 
 
 9.0287 
 
 2.86688 
 
 1.35870 
 
 2312.2 
 
 425447 
 
 737 
 
 543169 
 
 400315553 
 
 27.1477 
 
 9.0328 
 
 2.86747 
 
 1.35685 
 
 2315.4 
 
 426604 
 
 738 
 
 544644 
 
 401947272 
 
 27.1662 
 
 9.0369 
 
 2.86806 
 
 1.35501 
 
 2318.5 
 
 427762 
 
 739 
 
 546121 
 
 403583419 
 
 27.1846 
 
 9.0410 
 
 2.86864 
 
 1.35318 
 
 2321.6 
 
 428922 
 
 740 
 
 547600 
 
 405224000 
 
 27.2029 
 
 9.0450 
 
 2.86923 
 
 1.35135 
 
 2324.8 
 
 430084 
 
 741 
 
 549081 
 
 406869021 
 
 27.2213 
 
 9.0491 
 
 2.86982 
 
 1.34953 
 
 2327.9 
 
 431247 
 
 742 
 
 550564 
 
 408518488 
 
 27.2397 
 
 9.0532 
 
 2.87040 
 
 1.34771 
 
 2331.1 
 
 432412 
 
 743 
 
 552049 
 
 410172407 
 
 27.2580 
 
 9.0572 
 
 2.87099 
 
 1.34590 
 
 2334.2 
 
 433578 
 
 744 
 
 553536 
 
 411830784 
 
 27.2764 
 
 9.0613 
 
 2.87157 
 
 1.34409 
 
 2337.3 
 
 434746 
 
 745 
 
 555025 
 
 413493625 
 
 27.2947 
 
 9.0654 
 
 2.87216 
 
 1.34228 
 
 2340.5 
 
 435916 
 
 746 
 
 556516 
 
 415160936 
 
 27.3130 
 
 9.0694 
 
 2.87274 
 
 1.34048 
 
 2343.6 
 
 437087 
 
 747 
 
 558009 
 
 416832723 
 
 27.3313 
 
 0.0735 
 
 2.87332 
 
 1.33869 
 
 2346.8 
 
 438259 
 
 748 
 
 559504 
 
 418508992 
 
 27.3496 
 
 9.0775 
 
 2.87390 
 
 1.33690 
 
 2349.9 
 
 439433 
 
 749 
 
 561001 
 
 420189749 
 
 27.3679 
 
 9.0816 
 
 2.87448 
 
 1.33511 
 
 2353.1 
 
 440609 
 

 
 MATHEMATICAL TABLES 
 
 
 
 Functions of Numbers, 750 to 799 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Root 
 
 Logarithm 
 
 1000 
 Reciprocal 
 
 No.=Diameter 
 
 Circum. 
 
 Area 
 
 750 
 
 562500 
 
 421875000 
 
 27.3861 
 
 9.0856 
 
 2.87506 
 
 1.33333 
 
 2356.2 
 
 441786 
 
 751 
 
 564001 
 
 423564751 
 
 27.4044 
 
 9.0896 
 
 2.87564 
 
 1.33156 
 
 2359.3 
 
 442965 
 
 752 
 
 565504 
 
 425259008 
 
 27.4226 
 
 9.0937 
 
 2.87622 
 
 1.32979 
 
 2362.5 
 
 444146 
 
 753 
 
 567009 
 
 426957777 
 
 27.4408 
 
 9.0977 
 
 2.87680 
 
 1.32802 
 
 2365.6 
 
 445328 
 
 754 
 
 568516 
 
 428661064 
 
 27.4591 
 
 9.1017 
 
 2.87737 
 
 1.32626 
 
 2368.8 
 
 446511 
 
 755 
 
 570025 
 
 430368875 
 
 27.4773 
 
 9.1057 
 
 2.87795 
 
 1.32450 
 
 2371.9 
 
 447697 
 
 756 
 
 571536 
 
 432081216 
 
 27.4955 
 
 9.1098 
 
 2.87852 
 
 1.32275 
 
 23,75.0 
 
 448883 
 
 757 
 
 573049 
 
 433798093 
 
 27.5136 
 
 9.1138 
 
 2.87910 
 
 1.32100 
 
 2378.2 
 
 450072 
 
 758 
 
 574564 
 
 435519512 
 
 27.5318 
 
 9.1178 
 
 2.87967 
 
 1.31926 
 
 2381.3 
 
 451262 
 
 759 
 
 576081 
 
 437245479 
 
 27.5500 
 
 9.1218 
 
 2.88024 
 
 1.31752 
 
 2384.5 
 
 452453 
 
 760 
 
 577600 
 
 438976000 
 
 27.5681 
 
 9.1258 
 
 2.88081 
 
 1.31579 
 
 2387.6 
 
 453646 
 
 761 
 
 579121 
 
 440711081 
 
 27.5862 
 
 9.1298 
 
 2.88138 
 
 1.31406 
 
 2390.8 
 
 454841 
 
 762 
 
 580644 
 
 442450728 
 
 27.6043 
 
 9.1338 
 
 2.88196 
 
 1.31234 
 
 2393.9 
 
 456037 
 
 763 
 
 582169 
 
 444194947 
 
 27.6225 
 
 9.1378 
 
 2.88252 
 
 1.31062 
 
 2397.0 
 
 457234 
 
 764 
 
 583696 
 
 445943744 
 
 27.6405 
 
 9.1418 
 
 2.88309 
 
 1.30890 
 
 2400.2 
 
 458434 
 
 765 
 
 585225 
 
 447697125 
 
 27.6586 
 
 9.1458 
 
 2.88366 
 
 1.30719 
 
 2403.3 
 
 459635 
 
 766 
 
 586756 
 
 449455096 
 
 27.6767 
 
 9.1498 
 
 2.88423 
 
 1.30548 
 
 2406.5 
 
 460837 
 
 767 
 
 588289 
 
 451217663 
 
 27.6948 
 
 9.1537 
 
 2.88480 
 
 1.30378 
 
 2409.6 
 
 462041 
 
 768 
 
 589824 
 
 452984832 
 
 27.7128 
 
 9.1577 
 
 2.88536 
 
 1.30208 
 
 2412.7 
 
 463247 
 
 769 
 
 591361 
 
 454756609 
 
 27.7308 
 
 9.1617 
 
 2.88593 
 
 1.30039 
 
 2415.9 
 
 464454 
 
 770 
 
 592900 
 
 456533000 
 
 27.7489 
 
 9.1657 
 
 2.88649 
 
 1.29870 
 
 2419.0 
 
 465663 
 
 771 
 
 594441 
 
 458314011 
 
 27.7669 
 
 9.1696 
 
 2.88705 
 
 1.29702 
 
 2422.2 
 
 466873 
 
 772 
 
 595984 
 
 460099648 
 
 27.7849 
 
 9.1736 
 
 2.88762 
 
 1.29534 
 
 2425.3 
 
 468085 
 
 773 
 
 597529 
 
 461889917 
 
 27.8029 
 
 9.1775 
 
 2.88818 
 
 1.29366 
 
 2428.5 
 
 469298 
 
 774 
 
 599076 
 
 463684824 
 
 27.8209 
 
 9.1815 
 
 2.88874 
 
 1.29199 
 
 2431.6 
 
 470513 
 
 775 
 
 600625 
 
 465484375 
 
 27.8388 
 
 9.1855 
 
 2.88930 
 
 1.29032 
 
 2434.7 
 
 471730 
 
 776 
 
 602176 
 
 467288576 
 
 27.8568 
 
 9.1894 
 
 2.88986 
 
 1.28866 
 
 2437.9 
 
 472948 
 
 777 
 
 603729 
 
 469097433 
 
 27.8747 
 
 9.1933 
 
 2.89042 
 
 1.28700 
 
 2441.0 
 
 474168 
 
 778 
 
 605284 
 
 470910952 
 
 27.8927 
 
 9.1973 
 
 2.89098 
 
 1.28535 
 
 2444.2 
 
 475389 
 
 779 
 
 606841 
 
 472729139 
 
 27.9106 
 
 9.2012 
 
 2.89154 
 
 1.28370 
 
 2447.3 
 
 476612 
 
 780 
 
 608400 
 
 474552000 
 
 27.9285 
 
 9.2052 
 
 2.89209 
 
 1.28205 
 
 2450.4 
 
 477836 
 
 781 
 
 609961 
 
 476379541 
 
 27.9464 
 
 9.2091 
 
 2.89265 
 
 1.28041 
 
 2453.6 
 
 479062 
 
 782 
 
 611524 
 
 478211768 
 
 27.9643 
 
 9.2130 
 
 2.89321 
 
 1.27877 
 
 2456.7 
 
 480290 
 
 783 
 
 613089 
 
 480048687 
 
 27.9821 
 
 9.2170 
 
 2.89376 
 
 1.27714 
 
 2459.9 
 
 481519 
 
 784 
 
 614656 
 
 481890304' 
 
 28.0000 
 
 9.2209 
 
 2.89432 
 
 1.27551 
 
 2463.0 
 
 482750 
 
 785 
 
 616225 
 
 483736625 
 
 28.0179 
 
 9.2248 
 
 2.89487 
 
 1.27389 
 
 2466.2 
 
 483982 
 
 786 
 
 617796 
 
 485587656 
 
 28.0357 
 
 9.2287 
 
 2.89542 
 
 1.27226 
 
 2469.3 
 
 485216 
 
 787 
 
 619369 
 
 487443403 
 
 28.0535 
 
 9.2326 
 
 2.89597 
 
 1.27065 
 
 2472.4 
 
 486451 
 
 788 
 
 620944 
 
 489303872 
 
 28.0713 
 
 •9.2365 
 
 2.89653 
 
 1.26904 
 
 2475.6 
 
 487688 
 
 789 
 
 622521 
 
 491169069 
 
 28.0891 
 
 9.2404 
 
 2.89708 
 
 1.26743 
 
 2478.7 
 
 488927 
 
 790 
 
 624100 
 
 493039000 
 
 28.1069 
 
 9.2443 
 
 2.89763 
 
 1.26582 
 
 2481.9 
 
 490167 
 
 791 
 
 625681 
 
 494913671 
 
 28.1247 
 
 9.2482 
 
 2.89818 
 
 1.26422 
 
 2485.0 
 
 491409 
 
 792 
 
 627264 
 
 496793088 
 
 28.1425 
 
 9.2521 
 
 2.89873 
 
 1.26263 
 
 2488.1 
 
 492652 
 
 793 
 
 628849 
 
 498677257 
 
 28.1603 
 
 9.2560 
 
 2.89927 
 
 1.26103 
 
 2491.3 
 
 493897 
 
 794 
 
 630436 
 
 500566184 
 
 28.1780 
 
 9.2599 
 
 2.89982 
 
 1.25945 
 
 2494.4 
 
 495143 
 
 795 
 
 632025 
 
 502459875 
 
 28.1957 
 
 9.2638 
 
 2.90037 
 
 1.25786 
 
 2497.6 
 
 496391 
 
 796 
 
 633616 
 
 504358336 
 
 28.2135 
 
 9.2677 
 
 2.90091 
 
 1.25628 
 
 2500.7 
 
 497641 
 
 797 
 798 
 799 
 
 635209 
 
 506261573 
 
 28.2312 
 
 9.2716 
 
 2.90146 
 
 1.25471 
 
 2503.8 
 
 498892 
 
 636804 
 
 508169592 
 
 28.2489 
 
 9.2754 
 
 2.90200 
 
 1.25313 
 
 2.507.0 
 
 500145 
 
 638401 
 
 510082399 
 
 28.2666 
 
 9.2793 
 
 2.90255 1.25156 
 
 2510.1 501399 
 
 415 
 

 
 CARNEGIE 
 
 STEEL 
 
 COMPANY 
 
 
 
 Functions op Numbeks, 800 to 849 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Boot 
 
 Cubic 
 Root 
 
 Logarithm 
 
 1000 
 Reciprocal 
 
 No.=Diameter 
 
 Circum. 
 
 Area 
 
 800 
 
 640000 
 
 512000000 
 
 28.2843 
 
 9.2832 
 
 2.90309 
 
 1.25000 
 
 2513.3 
 
 502655 
 
 801 
 
 641601 
 
 513922401 
 
 28.3019 
 
 9.2870 
 
 2.90363 
 
 1.24844 
 
 2516.4 
 
 503912 
 
 802 
 
 643204 
 
 515849608 
 
 28.3196 
 
 9.2909 
 
 2.90417 
 
 1.24688 
 
 2519.6 
 
 505171 
 
 803 
 
 644809 
 
 517781627 
 
 28.3373 
 
 9.2948 
 
 2.90472 
 
 1.24533 
 
 2522.7 
 
 506432 
 
 804 
 
 646416 
 
 519718464 
 
 28.3549 
 
 9.2986 
 
 2.90526 
 
 1.24378 
 
 2525.8 
 
 507694 
 
 805 
 
 648025 
 
 521660125 
 
 28.3725 
 
 9.3025 
 
 2.90580 
 
 1.24224 
 
 2529.0 
 
 508958 
 
 806 
 
 649636 
 
 523606616 
 
 28.3901 
 
 9.3063 
 
 2.90634 
 
 1.24069 
 
 2532.1 
 
 510223 
 
 807 
 
 651249 
 
 525557943 
 
 28.4077 
 
 9.3102 
 
 2.90687 
 
 1.23916 
 
 2535.3 
 
 511490 
 
 808 
 
 652864 
 
 527514112 
 
 28.4253 
 
 9.3140 
 
 2.90741 
 
 1.23762 
 
 2538.4 
 
 512758 
 
 809 
 
 654481 
 
 529475129 
 
 28.4429 
 
 9.3179 
 
 2.90795 
 
 1.23609 
 
 2541.5 
 
 514028 
 
 810 
 
 656100 
 
 531441000 
 
 28.4605 
 
 9.3217 
 
 2.90849 
 
 1.23457 
 
 2544.7 
 
 515300 
 
 811 
 
 657721 
 
 533411731 
 
 28.4781 
 
 9.3255 
 
 2.90902 
 
 1.23305 
 
 2547.8 
 
 516573 
 
 812 
 
 659344 
 
 535387328 
 
 28.4956 
 
 9.3294 
 
 2.90956 
 
 1.23153 
 
 2551.0 
 
 517848 
 
 813 
 
 660969 
 
 537367797 
 
 28.5132 
 
 9.3332 
 
 2.91009 
 
 1.23001 
 
 2554.1 
 
 519124 
 
 814 
 
 662596 
 
 539353144 
 
 28.5307 
 
 9.3370 
 
 2.91062 
 
 1.22850 
 
 2557.3 
 
 520402 
 
 815 
 
 664225 
 
 541343375 
 
 28.5482 
 
 9.3408 
 
 2.91116 
 
 1.22699 
 
 2560.4 
 
 521681 
 
 816 
 
 665856 
 
 543338496 
 
 28.5657 
 
 9.3447 
 
 2.91169 
 
 1.22549 
 
 2563.5 
 
 522962 
 
 817 
 
 667489 
 
 545338513 
 
 28.5832 
 
 9.3485 
 
 2.91222 
 
 1.22399 
 
 2566.7 
 
 524245 
 
 818 
 
 669124 
 
 547343432 
 
 28.6007 
 
 9.3523 
 
 2.91275 
 
 1.22249 
 
 2569.8 
 
 525529 
 
 819 
 
 670761 
 
 549353259 
 
 28.6182 
 
 9.3561 
 
 2.91328 
 
 1.22100 
 
 2573.0 
 
 526814 
 
 820 
 
 672400 
 
 551368000 
 
 28.6356 
 
 9.3599 
 
 2.91381 
 
 1.21951 
 
 2576.1 
 
 528102 
 
 821 
 
 674041 
 
 553387661 
 
 28.6531 
 
 9.3637 
 
 2.91434 
 
 1.21803 
 
 2579.2 
 
 529391 
 
 .822 
 
 675684 
 
 555412248 
 
 28.6705 
 
 9.3675 
 
 2.91487 
 
 1.21655 
 
 2582.4 
 
 530681 
 
 823 
 
 677329 
 
 557441767 
 
 28.6880 
 
 9.3713 
 
 2.91540 
 
 1.21507 
 
 2585.5 
 
 531973 
 
 824 
 
 678976 
 
 559476224 
 
 28.7054 
 
 9.3751 
 
 2.91593 
 
 1.21359 
 
 2588.7 
 
 533267 
 
 825 
 
 680625 
 
 561515625 
 
 28.7228 
 
 9.3789 
 
 2.91645 
 
 1.21212 
 
 2591.8 
 
 534562 
 
 826 
 
 682276 
 
 563559976 
 
 28.7402 
 
 9.3827 
 
 2.91698 
 
 1.21065 
 
 2595.0 
 
 535858 
 
 827 
 
 683929 
 
 565609283 
 
 28.7576 
 
 9.3865 
 
 2.91751 
 
 1.20919 
 
 2598.1 
 
 537157 
 
 828 
 
 685584 
 
 567663552 
 
 28.7750 
 
 9.3902 
 
 2.91803 
 
 1.20773 
 
 2601.2 
 
 538456 
 
 829 
 
 687241 
 
 569722789 
 
 28.7924 
 
 9.3940 
 
 2.91855 
 
 1.20627 
 
 2604.4 
 
 539758 
 
 830 
 
 688900 
 
 571787000 
 
 28.8097 
 
 9.3978 
 
 2.91908 
 
 1.20482 
 
 2607.5 
 
 541061 
 
 831 
 
 690561 
 
 573856191 
 
 28.8271 
 
 9.4016 
 
 2.91960 
 
 1.20337 
 
 2610.7 
 
 542365 
 
 832 
 
 692224 
 
 575930368 
 
 28.8444 
 
 9.4053 
 
 2.92012 
 
 1.20192 
 
 2613.8 
 
 543671 
 
 833 
 
 693889 
 
 578009537 
 
 28.8617 
 
 9.4091 
 
 2.92065 
 
 1.20048 
 
 2616.9 
 
 544979 
 
 834 
 
 695556 
 
 580093704 
 
 28.8791 
 
 9.4129 
 
 2.92117 
 
 1.19904 
 
 2620.1 
 
 546288 
 
 835 
 
 697225 
 
 582182875 
 
 28.8964 
 
 9.4166 
 
 2.92169 
 
 1.19760 
 
 2623.2 
 
 547599 
 
 836 
 
 698896 
 
 584277056 
 
 28.9137 
 
 9.4204 
 
 2.92221 
 
 1.19617 
 
 2626.4 
 
 548912 
 
 837 
 
 700569 
 
 586376253 
 
 28.9310 
 
 9.4241 
 
 2.92273 
 
 1.19474 
 
 2629.5 
 
 550226 
 
 838 
 
 702244 
 
 588480472 
 
 28.9482 
 
 9.-4279 
 
 2.92324 
 
 1.19332 
 
 2632.7 
 
 551541 
 
 839 
 
 703921 
 
 590589719 
 
 28.9655 
 
 9.4316 
 
 2.92376 
 
 1.19190 
 
 2635.8 
 
 552858 
 
 840 
 
 705600 
 
 592704000 
 
 28.9828 
 
 9.4354 
 
 2.92428 
 
 1.19048 
 
 2638.9 
 
 554177 
 
 841 
 
 707281 
 
 594823321 
 
 29.0000 
 
 9.4391 
 
 2.92480 
 
 1.18906 
 
 2642.1 
 
 555497 
 
 842 
 
 708964 
 
 596947688 
 
 29.0172 
 
 9.4429 
 
 2.92531 
 
 1.18765 
 
 2645.2 
 
 556819 
 
 843 
 
 710649 
 
 599077107 
 
 29.0345 
 
 9.4466 
 
 2.92583 
 
 1.18624 
 
 264S.4 
 
 558142 
 
 844 
 
 712336 
 
 601211584 
 
 29.0517 
 
 9.4503 
 
 2.92634 
 
 1.18483 
 
 2651.5 
 
 559467 
 
 845 
 
 714025 
 
 603351125 
 
 29.0689 
 
 9.4541 
 
 2.92686 
 
 1.18343 
 
 2654.6 
 
 560794 
 
 846 
 
 715716 
 
 605495736 
 
 29.0861 
 
 9.4578 
 
 2.92737 
 
 1.18203 
 
 2657.8 
 
 562122 
 
 847 
 
 717409 
 
 607645423 
 
 29.1033 
 
 9.4615 
 
 2.92788 
 
 1.18064 
 
 2660.9 
 
 563452 
 
 848 
 
 719104 
 
 609800192 
 
 29.1204 
 
 9.4652 
 
 2.92840 
 
 1.17925 
 
 2664.1 
 
 564783 
 
 849 720801 611960049 29.1376 9.4690 
 
 2.92891 1.17786 
 
 2667.2 
 
 566116 
 
 416 
 
MATHEMATICAL TABLES 
 
 Functions of Numbers, 850 to 899 
 
 
 
 
 Square 
 Root 
 
 Cubic 
 Root 
 
 
 1000 
 
 No. = Diameter 
 
 No. 
 
 Square 
 
 Cube 
 
 Logarithm 
 
 X 
 
 Reciprocal 
 
 
 Circum. 
 
 Area 
 
 850 
 
 722500 
 
 614125000 
 
 29.1548 
 
 9.4727 
 
 2.92942 
 
 1.17647 
 
 2670.4 
 
 567450 
 
 851 
 
 724201 
 
 616295051 
 
 29.1719 
 
 9.4764 
 
 2.92993 
 
 1.17509 
 
 2673.5 
 
 568786 
 
 852 
 
 725904 
 
 618470208 
 
 29.1890 
 
 9.4801 
 
 2.93044 
 
 1.17371 
 
 2676.6 
 
 570124 
 
 853 
 
 727609 
 
 620650477 
 
 29.2062 
 
 9.4838 
 
 2.93095 
 
 1.17233 
 
 2679.8 
 
 571463 
 
 854 
 
 729316 
 
 622835864 
 
 29.2233 
 
 9.4875 
 
 2.93146 
 
 1.17096 
 
 2682.9 
 
 572803 
 
 855 
 
 731025 
 
 625026375 
 
 29.2404 
 
 9.4912 
 
 2.93197 
 
 1.16959 
 
 2686.1 
 
 574146 
 
 856 
 
 732736 
 
 627222016 
 
 29.2575 
 
 9.4949 
 
 2.93247 
 
 1.16822 
 
 2689.2 
 
 575490 
 
 857 
 
 734449 
 
 629422793 
 
 29.2746 
 
 9.4986 
 
 2.93298 
 
 1.16686 
 
 2692.3 
 
 576835 
 
 858 
 
 736164 
 
 631628712 
 
 29.2916 
 
 9.5023 
 
 2.93349 
 
 1.16550 
 
 2695.5 
 
 578182 
 
 859 
 
 737881 
 
 633839779 
 
 29.3087 
 
 9.5060 
 
 2.93399 
 
 1.16414 
 
 2698.6 
 
 579530 
 
 n860 
 
 739600 
 
 636056000 
 
 29.3258 
 
 9.5097 
 
 2.93450 
 
 1.16279 
 
 2701.8 
 
 580880 
 
 861 
 
 741321 
 
 638277381 
 
 29.3428 
 
 9.5134 
 
 2.93500 
 
 1.16144 
 
 2704.9 
 
 582232 
 
 862 
 
 743044 
 
 640503928 
 
 29.3598 
 
 9.5171 
 
 2.93551 
 
 1.16009 
 
 27d8.1 
 
 583585 
 
 863 
 
 744769 
 
 642735647 
 
 29.3769 
 
 9.5207 
 
 2.93601 
 
 1.15875 
 
 2711.2 
 
 584940 
 
 864 
 
 746496 
 
 644972544 
 
 29.3939 
 
 9.5244 
 
 2.93651 
 
 1.15741 
 
 2714.3 
 
 586297 
 
 865 
 
 748225 
 
 647214625 
 
 29.4109 
 
 9.5281 
 
 2.93702 
 
 1.15607 
 
 2717.5 
 
 587655 
 
 866 
 
 749956 
 
 649461896 
 
 29.4279 
 
 9.5317 
 
 2.93752 
 
 1.15473 
 
 2720.6 
 
 589014 
 
 867 
 
 751689 
 
 651714363 
 
 29.4449 
 
 9.5354 
 
 2.93802 
 
 1.15340 
 
 2723.8 
 
 590375 
 
 868 
 
 753424 
 
 653972032 
 
 29.4618 
 
 9.5391 
 
 2.93852 
 
 1.15207 
 
 2726.9 
 
 591738 
 
 869 
 
 755161 
 
 656234909 
 
 29.4788 
 
 9.5427 
 
 2.93902 
 
 1.15075 
 
 2730.0 
 
 593102 
 
 870 
 
 756900 
 
 658503000 
 
 29.4958 
 
 9.5464 
 
 2.93952 
 
 1.14943 
 
 2733.2 
 
 59446S 
 
 871 
 
 758641 
 
 660776311 
 
 29.5127 
 
 9.5501 
 
 2.94002 
 
 1.14811 
 
 2736.3 
 
 595835 
 
 872 
 
 760384 
 
 663054848 
 
 29.5296 
 
 9.5537 
 
 2.94052 
 
 1.14679 
 
 2739.5 
 
 597204 
 
 873 
 
 762129 
 
 665338617 
 
 29.5466 
 
 9.5574 
 
 2.94101 
 
 1.14548 
 
 2742.6 
 
 598575 
 
 874 
 
 763876 
 
 667627624 
 
 29,5635 
 
 9.5610 
 
 2.94151 
 
 1.14416 
 
 2745.8 
 
 599947 
 
 875 
 
 765625 
 
 669921875 
 
 29.5804 
 
 9.5647 
 
 2.94201 
 
 1.14286 
 
 2748.9 
 
 601320 
 
 876 
 
 767376 
 
 672221376 
 
 29.5973 
 
 9.5683 
 
 2.94250 
 
 1.14155 
 
 2752.0 
 
 602696 
 
 877 
 
 769129 
 
 674526133 
 
 29.6142 
 
 9.5719 
 
 2.94300 
 
 1.14025 
 
 2755.2 
 
 604073 
 
 878 
 
 770884 
 
 676836152 
 
 29.6311 
 
 9.5756 
 
 2.94349 
 
 1.13895 
 
 2758.3 
 
 605451 
 
 879 
 
 772641 
 
 679151439 
 
 29.6479 
 
 9.5792 
 
 2.94399 
 
 1.13766 
 
 2761.5 
 
 606831 
 
 880 
 
 774400 
 
 681472000 
 
 29.6648 
 
 9.5828 
 
 2.94448 
 
 1.13636 
 
 2764.6 
 
 608212 
 
 881 
 
 776161 
 
 683797841 
 
 29.6816 
 
 9.5865 
 
 2.94498 
 
 1.13507 
 
 2767.7 
 
 609595 
 
 882 
 
 777924 
 
 686128968 
 
 29.6985 
 
 9.5901 
 
 2.94547 
 
 1.13379 
 
 2770.9 
 
 610980 
 
 883 
 
 779689 
 
 688465387 
 
 29.7153 
 
 9.5937 
 
 2.94596 
 
 1.13250 
 
 2774.0 
 
 612366 
 
 884 
 
 781456 
 
 690807104 
 
 29.7321 
 
 9.5973 
 
 2.94645 
 
 1.13122 
 
 2777.2 
 
 613754 
 
 885 
 
 783225 
 
 693154125 
 
 29.7489 
 
 9.6010 
 
 2.94694 
 
 1.12994 
 
 2780.3 
 
 615143 
 
 886 
 
 784996 
 
 695506456 
 
 29.7658 
 
 9.6046 
 
 2.94743 
 
 1.12867 
 
 2783.5 
 
 616534 
 
 887 
 
 786769 
 
 697864103 
 
 29.7825 
 
 9.6082 
 
 2.94792 
 
 1.12740 
 
 2786.6 
 
 617927 
 
 888 
 
 788544 
 
 700227072 
 
 29.7993 
 
 9.6118 
 
 2.94841 
 
 1.12613 
 
 2789.7 
 
 619321 
 
 889 
 
 790321 
 
 702595369 
 
 29.8161 
 
 8.6154 
 
 2.94890 
 
 1.12486 
 
 2792.9 
 
 620717 
 
 890 
 
 792100 
 
 704969000 
 
 29.8329 
 
 9.6190 
 
 2.94939 
 
 1.12360 
 
 2796.0 
 
 622114 
 
 891 
 
 793881 
 
 707347971 
 
 29.8496 
 
 9.6226 
 
 2.94988 
 
 1.12233 
 
 2799.2 
 
 623513 
 
 892 
 
 795664 
 
 709732288 
 
 29.8664 
 
 9.6262 
 
 2.95036 
 
 1.12108 
 
 2802.3 
 
 624913 
 
 893 
 
 797449 
 
 712121957 
 
 29.8831 
 
 9.6298 
 
 2.95085 
 
 1.11982 
 
 2805.4 
 
 626315 
 
 894 
 
 799236 
 
 714516984 
 
 29.8998 
 
 9.6334 
 
 2.95134 
 
 1.11857 
 
 2808.6 
 
 627718 
 
 895 
 
 801025 
 
 716917375 
 
 29.9166 
 
 9.6370 
 
 2.95182 
 
 1.11732 
 
 2811.7 
 
 629124 
 
 896 
 
 802816 
 
 .719323136 
 
 29.9333 
 
 9.6406 
 
 2.95231 
 
 1.11607 
 
 2814.9 
 
 630530 
 
 897 
 
 804609 
 
 721734273 
 
 29.9500 
 
 9.6442 
 
 2.95279 
 
 1.11483 
 
 28i8.0 
 
 631938 
 
 898 
 
 806404 
 
 724150792 
 
 29.9666 
 
 9.6477 
 
 2.95328 
 
 1.11359 
 
 2821.2 
 
 633348 
 
 899 
 
 808201 
 
 726572699 
 
 29.9833 
 
 9.6513 
 
 2.95376 
 
 1.11235 
 
 2824.3 
 
 634760 
 
 417 
 
CARNEGIE STEEL COMPANY 
 
 Functions of Numbees, 900 to 949 
 
 
 
 
 . 
 
 
 1000 
 
 No.=Diameter 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Boot 
 
 Cubic 
 Root 
 
 Logarithm 
 
 X 
 
 Reciprocal 
 
 
 Circum. 
 
 Area 
 
 900 
 
 810000 
 
 729000000 
 
 30.0000 
 
 9.6549 
 
 2.95424 
 
 1.11111 
 
 2827.4 
 
 636173 
 
 901 
 
 811801 
 
 731432701 
 
 30.0167 
 
 9.6585 
 
 2.95472 
 
 1.10988 
 
 2830.6 
 
 637587 
 
 902 
 
 813604 
 
 733870808 
 
 30.0333 
 
 9.6620 
 
 2.95521 
 
 1.10865 
 
 2833.7 
 
 639003 
 
 903 
 
 815409 
 
 736314327 
 
 30.0500 
 
 9.6656 
 
 2.95569 
 
 1.10742 
 
 2836.9 
 
 640421 
 
 904 
 
 817216 
 
 738763264 
 
 30.0666 
 
 9.6692 
 
 2.95617 
 
 1.10619 
 
 2840.O 
 
 641840 
 
 905 
 
 819025 
 
 741217625 
 
 30.0832 
 
 9.0727 
 
 2.95665 
 
 1.10497 
 
 2843.1 
 
 643261 
 
 906 
 
 820836 
 
 743677416 
 
 30.0998 
 
 9.6763 
 
 2.95713 
 
 1.10375 
 
 2846.3 
 
 644683 
 
 907 
 
 822649 
 
 746142643 
 
 30.1164 
 
 9.6799 
 
 2.95761 
 
 1.10254 
 
 2849.4 
 
 646107 
 
 908 
 
 824464 
 
 748613312 
 
 30.1330 
 
 9.6834 
 
 2.95809 
 
 1.10132 
 
 2852.6 
 
 647533 
 
 909 
 
 826281 
 
 751089429 
 
 30.1496 
 
 9.6870 
 
 2.95856 
 
 1.10011 
 
 2855.7 
 
 648960 
 
 910 
 
 828100 
 
 753571000 
 
 30.1662 
 
 9.6905 
 
 2.95904 
 
 1.09890 
 
 2858.8 
 
 650388 
 
 911 
 
 829921 
 
 756058031 
 
 30.1828 
 
 9.6941 
 
 2.95952 
 
 1.09769 
 
 2862.0 
 
 651818 
 
 912 
 
 831744 
 
 758550528 
 
 30.1993 
 
 9.6976 
 
 2.95999 
 
 1.09649 
 
 2865.1 
 
 653250 
 
 913 
 
 833569 
 
 761048497 
 
 30.2159 
 
 9.7012 
 
 2.96047 
 
 1.09529 
 
 2868.3 
 
 654684 
 
 914 
 
 835396 
 
 763551944 
 
 30.2324 
 
 9.7047 
 
 2.96095 
 
 1.09409 
 
 2871.4 
 
 656118 
 
 915 
 
 837225 
 
 766060875 
 
 30.2490 
 
 9.7082 
 
 2.96142 
 
 1.09290 
 
 2874.6 
 
 657555 
 
 916 
 
 839056 
 
 768575296 
 
 30.2655 
 
 9.7118 
 
 2.96190 
 
 1.09170 
 
 2877.7 
 
 658993 
 
 917 
 
 840889 
 
 771095213 
 
 30.2820 
 
 9.7153 
 
 2.96237 
 
 1.09051 
 
 2880.8 
 
 660433 
 
 918 
 
 842724 
 
 773620632 
 
 30.2985 
 
 9.7188 
 
 2.96284 
 
 1.08932 
 
 2884.0 
 
 661874 
 
 919 
 
 844561 
 
 776151559 
 
 30.3150 
 
 9.7224 
 
 2.96332 
 
 1.08814 
 
 2887.1 
 
 663317 
 
 920 
 
 846400 
 
 778688000 
 
 30.3315 
 
 9.7259 
 
 2.96379 
 
 1.08696 
 
 2890.3 
 
 664761 
 
 921 
 
 848241 
 
 781229961 
 
 30.3480 
 
 9.7294 
 
 2.96426 
 
 1.08578 
 
 2893.4 
 
 666207 
 
 922 
 
 850084 
 
 783777448 
 
 30.3645 
 
 9.7329 
 
 2.96473 
 
 1.08460 
 
 2896.5 
 
 667654 
 
 923 
 
 851929 
 
 786330467 
 
 30.3809 
 
 9.7364 
 
 2.96520 
 
 1.08342 
 
 2899.7 
 
 669103 
 
 -924 
 
 853776 
 
 788889024 
 
 30.3974 
 
 9.7400 
 
 2.96567 
 
 1.08225 
 
 2902.8 
 
 670554 
 
 925 
 
 855625 
 
 791453125 
 
 30.4138 
 
 9.7435 
 
 2.96614 
 
 1.08108 
 
 2906.0 
 
 672006 
 
 926 
 
 857476 
 
 794022776 
 
 30.4302 
 
 9.7470 
 
 2.96661 
 
 1.07991 
 
 2909.1 
 
 673460 
 
 927 
 
 859329 
 
 796597983 
 
 30.4467 
 
 9.7505 
 
 2.96708 
 
 1.07875 
 
 2912.3 
 
 674915 
 
 928 
 
 861184 
 
 799178752 
 
 30.4631 
 
 9.7540 
 
 2.96755 
 
 1.07759 
 
 2915.4 
 
 676372 
 
 929 
 
 863041 
 
 801765089 
 
 30.4795 
 
 9.7575 
 
 2.96802 
 
 1.07643 
 
 2918.5 
 
 677831 
 
 930 
 
 864900 
 
 804357000 
 
 30.4959 
 
 9.7610 
 
 2.96848 
 
 1.07527 
 
 2921.7 
 
 679291 
 
 931 
 
 866761 
 
 806954491 
 
 30.5123 
 
 9.7645 
 
 2.96895 
 
 1.07411 
 
 2924.8 
 
 680752 
 
 932 
 
 868624 
 
 809557568 
 
 30.5287 
 
 9.7680 
 
 2.96942 
 
 1.07296 
 
 2928.0 
 
 682216 
 
 933 
 
 870489 
 
 812166237 
 
 30.5450 
 
 9.7715 
 
 2.96988 
 
 1.07181 
 
 2931.1 
 
 683680 
 
 , 934 
 
 872356 
 
 814780504 
 
 30.5614 
 
 9.7750 
 
 2.97035 
 
 1.07066 
 
 2934.2 
 
 685147 
 
 935 
 
 874225 
 
 817400375 
 
 30.5778 
 
 9.7785 
 
 2.97081 
 
 1.06952 
 
 2937.4 
 
 686615 
 
 936 
 
 876096 
 
 820025856 
 
 30.5941 
 
 9.7819 
 
 2:97128 
 
 1.06838 
 
 2940.5 
 
 688084 
 
 937 
 
 877969 
 
 822656953 
 
 30.6105 
 
 9.7854 
 
 2.97174 
 
 1.06724 
 
 2943.7 
 
 689555 
 
 938 
 
 879844 
 
 825293672 
 
 30.6268 
 
 9.7889 
 
 2.97220 
 
 1.06610 
 
 2946.8 
 
 691028 
 
 939 
 
 881721 
 
 827936019 
 
 30.6431 
 
 9.7924 
 
 2.97267 
 
 1.06496 
 
 2950.0 
 
 692502 
 
 940 
 
 883600 
 
 830584000 
 
 30.6594 
 
 9.7959 
 
 2.97313 
 
 1.06383 
 
 2953.1 
 
 693978 
 
 941 
 
 885481 
 
 833237621 
 
 30.6757 
 
 9.7993 
 
 2.97359 
 
 1.06270 
 
 2956.2 
 
 695455 
 
 942 
 
 887364 
 
 835896888 
 
 30.6920 
 
 9.8028 
 
 2.97405 
 
 1.06157 
 
 2959.4 
 
 696934 
 
 943 
 
 889249 
 
 '838561807 
 
 30.7083 
 
 9.8063 
 
 2.97451 
 
 1.06045 
 
 2962.5 
 
 698415 
 
 944 
 
 891136 
 
 841232384 
 
 30.7246 
 
 9.8097 
 
 2.97497 
 
 1.05932 
 
 2965.7 
 
 699897 
 
 945 
 
 893025 
 
 843908625 
 
 30.7409 
 
 9.8132 
 
 2.97543 
 
 1.05820 
 
 2968.8 
 
 701380 
 
 946 
 
 894916 
 
 846590536 
 
 30.7571 
 
 9.8167 
 
 2.97589 
 
 1.05708 
 
 2971.9 
 
 702865 
 
 947 
 
 896809 
 
 849278123 
 
 30.7734 
 
 9.8201 
 
 2.97635 
 
 1.05597 
 
 2975.1 
 
 704352 
 
 948 
 
 898704 
 
 851971392 
 
 30.7896 
 
 9.8236 
 
 2.97681 
 
 1.05485 
 
 2978.2 
 
 705840 
 
 949 
 
 900601 
 
 854670349 30.8058 
 
 9.8270 
 
 2.97727 
 
 1.05374 
 
 2981.4 
 
 707330 
 
 418 
 
MATHEMATICAL TABLES 
 
 Functions op Nxjmeees, 950 to 999 
 
 
 
 
 
 
 
 1000 
 
 X 
 
 No. = Diameter 
 
 No. 
 
 Square 
 
 Cube 
 
 Square 
 Root 
 
 Cubic 
 Hoot 
 
 jogarithm 
 
 
 
 
 
 
 
 
 Reciprocal 
 
 Circum. 
 
 Area 
 
 950 
 
 902500 
 
 857375000 
 
 30.8221 
 
 9.8305 
 
 2.97772 
 
 1.05263 
 
 2984.5 
 
 708822 
 
 951 
 
 904401 
 
 860085351 
 
 30.8383 
 
 9.8339 
 
 2.97818 
 
 1.05152 
 
 2987.7 
 
 710315 
 
 952 
 
 906304 
 
 862801408 
 
 30.8545 
 
 9.8374 
 
 2.97864 
 
 1.05042 
 
 2990.8 
 
 711809 
 
 953 
 
 908209 
 
 865523177 
 
 30.8707 
 
 9.8408 
 
 2.97909 
 
 1.04932 
 
 2993.9 
 
 713306 
 
 954 
 
 910116 
 
 868250664 
 
 30.8869 
 
 9.8443 
 
 2.97955 
 
 1.04822 
 
 2997.1 
 
 714803 
 
 955 
 
 912025 
 
 870983875 
 
 30.9031 
 
 9.8477 
 
 2.98000 
 
 1.04712 
 
 3000.2 
 
 716303 
 
 956 
 
 913936 
 
 873722816 
 
 30.9192 
 
 9.8511' 
 
 2.98046 
 
 1.04603 
 
 3003.4 
 
 717804 
 
 957 
 
 915849 
 
 876467493 
 
 30.9354 
 
 9.8546 
 
 2.98091 
 
 1.04493 
 
 3006.5 
 
 719306 
 
 958 
 
 917764 
 
 879217912 
 
 30.9516 
 
 9.8580 
 
 2.98137 
 
 1.04384 
 
 3009.6 
 
 720810 
 
 959 
 
 919681 
 
 881974079 
 
 30.9677 
 
 9.8614 
 
 2.98182 
 
 1.04275 
 
 3012.8 
 
 722316 
 
 96Q 
 
 921600 
 
 884736000 
 
 30.9839 
 
 9.8648 
 
 2.98227 
 
 1.04167 
 
 3015.9 
 
 723823 
 
 961 
 
 923521 
 
 887503681 
 
 31.0000 
 
 9.8683 
 
 2.98272 
 
 1.04058 
 
 3019.1 
 
 725332 
 
 962 
 
 925444 
 
 890277128 
 
 31.0161 
 
 9.8717 
 
 2.98318 
 
 1.03950 
 
 3022.2 
 
 726842 
 
 963 
 
 927369 
 
 893056347 
 
 31.0322 
 
 9.8751 
 
 2.98363 
 
 1.03842 
 
 3025.4 
 
 728354 
 
 964 
 
 929296 
 
 895841344 
 
 31.0483 
 
 9.8785 
 
 2.98408 
 
 1.03734 
 
 3028.5 
 
 729867 
 
 965 
 
 931225 
 
 898632125 
 
 31.0644 
 
 9.8819 
 
 2.98453 
 
 1.03627 
 
 3031.6 
 
 731382 
 
 966 
 
 933156 
 
 901428696 
 
 31.0805 
 
 9.8854 
 
 '2.98498 
 
 1.03520 
 
 3034.8 
 
 732899 
 
 967 
 
 935089 
 
 904231063 
 
 31.0966 
 
 9.8888 
 
 2.98543 
 
 1.03413 
 
 3037.9 
 
 734417 
 
 968 
 
 937024 
 
 907039232 
 
 31U127 
 
 9.8922 
 
 2.98588 
 
 1.03306 
 
 3041.1 
 
 735937 
 
 969 
 
 938961 
 
 909853209 
 
 31.1288 
 
 9.8956 
 
 2.98632 
 
 1.03199 
 
 3044.2 
 
 737458 
 
 970 
 
 940900 
 
 912673000 
 
 31.1448 
 
 9.8990 
 
 2.98677 
 
 1.03093 
 
 3047.3 
 
 738981 
 
 971 
 
 942841 
 
 915498611 
 
 31.1609 
 
 9.9024 
 
 2.98722 
 
 1.02987 
 
 3050.5 
 
 740506 
 
 972 
 
 944784 
 
 918330048 
 
 31.1769 
 
 9.9058 
 
 2.98767 
 
 1.02881 
 
 3053.6 
 
 742032 
 
 973 
 
 946729 
 
 921167317 
 
 31.1929 
 
 9.9092 
 
 2.98811 
 
 1.02775 
 
 3056.8 
 
 743559 
 
 974 
 
 948676 
 
 924010424 
 
 31.2090 
 
 9.9126 
 
 2.98856 
 
 1.02669 
 
 3059.9 
 
 745088 
 
 975 
 
 950625 
 
 926859375 
 
 31.2250 
 
 9.9160 
 
 2.98900 
 
 1.02564 
 
 3063.1 
 
 746619 
 
 976 
 
 952576 
 
 929714176 
 
 31.2410 
 
 9.9194 
 
 2.98945 
 
 1.02459 
 
 3066.2 
 
 748151 
 
 977 
 
 954529 
 
 932574833 
 
 31.2570 
 
 9.9227 
 
 2.98989 
 
 1.02354 
 
 3069.3 
 
 749685 
 
 978 
 
 956484 
 
 935441352 
 
 31.2730 
 
 9.9261 
 
 2.99034 
 
 1.02249 
 
 3072.5 
 
 751221 
 
 979 
 
 958441 
 
 938313739 
 
 31.2890 
 
 9.9295 
 
 2.99078 
 
 1.02145, 
 
 3075.6 
 
 752758 
 
 980 
 
 960400 
 
 941192000 
 
 31.3050 
 
 9.9329 
 
 2.99123 
 
 1.02041 
 
 307S.8 
 
 754296 
 
 981 
 
 962361 
 
 944076141 
 
 31.3209 
 
 9.9363 
 
 2.99167 
 
 1.01937 
 
 3081.9 
 
 755837 
 
 982 
 
 964324 
 
 946966168 
 
 31.3369 
 
 9.9396 
 
 2.99211 
 
 1.01833 
 
 3085.0 
 
 757378 
 
 983 
 
 966289 
 
 949862087 
 
 31.3528 
 
 9.9430 
 
 2.99255 
 
 1.01729 
 
 3088.2 
 
 758922 
 
 984 
 
 968256 
 
 952763904 
 
 31.3688 
 
 9.9464 
 
 2.99300 
 
 1.01626 
 
 3091.3 
 
 760466 
 
 985 
 
 970225 
 
 955671625 
 
 31.3847 
 
 9.9497 
 
 2.99344 
 
 1.01523 
 
 3094.5 
 
 762013 
 
 986 
 
 972196 
 
 958585256 
 
 31.4006 
 
 9.9531 
 
 2.99388 
 
 1.01420 
 
 3097.6 
 
 763561 
 
 987 
 
 974169 
 
 961504803 
 
 31.4166 
 
 9.9565 
 
 2.99432 
 
 1.01317 
 
 3100.8 
 
 765111 
 
 988 
 
 976144 
 
 964430272 
 
 31.4325 
 
 9.9598 
 
 2.99476 
 
 1.01215 
 
 3103.9 
 
 766662 
 
 989 
 
 978121 
 
 967361669 
 
 31.4484 
 
 9.9632 
 
 2.99520 
 
 1.01112 
 
 3107.0 
 
 768214 
 
 990 
 
 980100 
 
 970299000 
 
 31.4643 
 
 9.9666 
 
 2.99564 
 
 1.01010 
 
 3110.2 
 
 769769 
 
 991 
 
 982081 
 
 973242271 
 
 31.4802 
 
 9.9699 
 
 2.99607 
 
 1.00908 
 
 3113.3 
 
 771325 
 
 992 
 
 984064 
 
 976191488 
 
 31.4960 
 
 9.9733 
 
 2.99651 
 
 1.00806 
 
 3116.5 
 
 772882 
 
 993 
 
 986049 
 
 979146657 
 
 31.5119 
 
 9.9766 
 
 2.99695 
 
 1.00705 
 
 3119.6 
 
 774441 
 
 994 
 
 988036 
 
 982107784 
 
 31.5278 
 
 9.9800 
 
 2.99739 
 
 1.00604 
 
 3122.7 
 
 776002 
 
 995 
 
 990025 
 
 985074875 
 
 31.5436 
 
 9.9833 
 
 2.99782 
 
 1.00503 
 
 3125.9 
 
 777564 
 
 996 
 
 992016 
 
 988047936 
 
 31.5595 
 
 9.9866 
 
 2.99826 
 
 1.00402 
 
 3129.0 
 
 779128 
 
 997 
 
 994009 
 
 991026973 
 
 31.5753 
 
 9.9900 
 
 2.99870 
 
 1.00301 
 
 3132.2 
 
 780693 
 
 998 
 
 996004 
 
 994011992 
 
 31.6911 
 
 9.9933 
 
 2.99913 
 
 1.00200 
 
 3135.3 
 
 782260 
 
 999 
 
 998001 
 
 997002999 
 
 31.6070 
 
 9.9967 
 
 2.99957 
 
 1.00100 
 
 | 3138.5 
 
 783828 
 
 419 
 

 
 CARNEQIE 
 
 STEEL 
 
 COMPANY 
 
 
 
 Natural Trigonometric Functions 
 
 DO 
 
 I 
 
 a 
 
 SINES 
 
 1 
 o 
 O 
 
 0' 
 
 10' 
 
 20' 
 
 30' 
 
 40' 
 
 50' 
 
 60' 
 
 
 
 0.00000 
 
 0.00291 
 
 0.00582 
 
 0.00873 
 
 0.01164 
 
 0.01454 
 
 0.01745 
 
 89 
 
 i 
 
 0.01745 
 
 0.02036 
 
 0.02327 
 
 0.02618 
 
 0.02908 
 
 0.03199 
 
 0.03490 
 
 88 
 
 2 
 
 0.03490 
 
 0.03781 
 
 0.04071 
 
 0.04362 
 
 0.04653 
 
 0.04943 
 
 0.05234 
 
 87 
 
 3 
 
 0.05234 
 
 0.05524 
 
 0.05814 
 
 0.06105 
 
 0.06395 
 
 0.06685 
 
 0.06976 
 
 86 
 
 4 
 
 0.06976 
 
 0.07266 
 
 0.07556 
 
 0.07846 
 
 0.08136 
 
 0.08426 
 
 0.08716 
 
 85 
 
 5 
 
 0.08716 
 
 0.09005 
 
 0.09295 
 
 0.09585 
 
 0.09874 
 
 0.10164 
 
 0.10453 
 
 84 
 
 6 
 
 0.10453 
 
 0.10742 
 
 0.11031 
 
 0.11320 
 
 0.11609 
 
 0.11898 
 
 0.12187 
 
 83 
 
 7 
 
 0.12187 
 
 0.12476 
 
 0.12764 
 
 0.13053 
 
 0.13341 
 
 0.13629 
 
 0.13917 
 
 82 
 
 8 
 
 0.13917 
 
 0.14205 
 
 0.14493 
 
 0.14781 
 
 0.15069 
 
 0.15356 
 
 0.15643 
 
 81 
 
 9 
 
 0.15643 
 
 0.15931 
 
 0.16218 
 
 0.16505 
 
 0.16792 
 
 0.17078 
 
 0.17365 
 
 80 
 
 10 
 
 0.17365 
 
 0.17651 
 
 0.17937 
 
 0.18224 
 
 0.18509 
 
 0.18795 
 
 0.19081 
 
 79 
 
 11 
 
 0.19081 
 
 0.19366 
 
 0.19652 
 
 0.19937 
 
 0.20222 
 
 0.20507 
 
 0.20791 
 
 78 
 
 12 
 
 0.20791 
 
 0.21076 
 
 0.21360 
 
 0.21644 
 
 0.21928 
 
 0.22212 
 
 0.22495 
 
 77 
 
 13 
 
 0.22495 
 
 0.22778 
 
 0.23062 
 
 0.23345 
 
 0.23627 
 
 0.23910 
 
 0.24192 
 
 76 
 
 14 
 
 0.24192 
 
 0.24474 
 
 0.24756 
 
 0.25038 
 
 0.25320 
 
 0.25601 
 
 0.25882 
 
 75 
 
 15 
 
 0.25882 
 
 0.26163 
 
 0.26443 
 
 '0.26724 
 
 0.27004 
 
 0.27284 
 
 0.27564 
 
 74' 
 
 16 
 
 0.27564 
 
 0.27843 
 
 0.28123 
 
 0.28402 
 
 0.28680 
 
 0.28959 
 
 0.29237 
 
 73 
 
 17 
 
 0.29237 
 
 0.29515 
 
 0.29793 
 
 0.30071 
 
 0.30348 
 
 0.30625 
 
 0.30902 
 
 72 
 
 18 
 
 0.30902 
 
 0.31178 
 
 0.31454 
 
 0.31730 
 
 0.32006 
 
 0.32282 
 
 0.32557 
 
 71 
 
 19 
 
 0.32557 
 
 0.32832 
 
 0.33106 
 
 0.33381 
 
 0.33655 
 
 0.33929 
 
 0.34202 
 
 70 
 
 20 
 
 0.34202 
 
 0.34475 
 
 0.34748 
 
 0.35021 
 
 0.35293 
 
 0.35565 
 
 0.35837 
 
 69 
 
 21 
 
 0.35837 
 
 0.36108 
 
 0.36379 
 
 0.36650 
 
 0.36921 
 
 0.37191 
 
 0.37461 
 
 68 
 
 22 
 
 0.37461 
 
 0.37730 
 
 0.37999 
 
 0.38268 
 
 0.38537 
 
 0.38805 
 
 0.39073 
 
 67 
 
 23 
 
 0.39073 
 
 0.39341 
 
 0.39608 
 
 0.39875 
 
 0.40142 
 
 0.40408 
 
 0.40674 
 
 66 
 
 24 
 
 0.40674 
 
 0.40939 
 
 0.41204 
 
 0.41469 
 
 0.41734 
 
 0.41998 
 
 0.42262 
 
 65 
 
 25 
 
 0.42262 
 
 0.42525 
 
 0.42788 
 
 0.43051 
 
 0.43313 
 
 0.43575 
 
 0.43837 
 
 64 
 
 26 
 
 0.43837 
 
 0.44098 
 
 0.44359 
 
 0.44620 
 
 0.44880 
 
 0.45140 
 
 0.45399 
 
 63 
 
 27 
 
 0.45399 
 
 0.45658 
 
 0.45917 
 
 0.46175 
 
 0.46433 
 
 0.46690 
 
 0.46947 
 
 62 
 
 28 
 
 0.46947 
 
 0.47204 
 
 0.47460 
 
 0.47716 
 
 0.47971 
 
 0.48226 
 
 0.48481 
 
 61 
 
 29 
 
 0.48481 
 
 0.48735 
 
 0.48989 
 
 0.49242 
 
 0.49495 
 
 0.49748 
 
 0.50000 
 
 60 
 
 30 
 
 0.50000 
 
 0.50252 
 
 0.50503 
 
 0.50754 
 
 0.51004 
 
 0.51254 
 
 0.51504 
 
 59 
 
 31 
 
 0.51504 
 
 0.51753 
 
 0.52002 
 
 0.52250 
 
 0.52498 
 
 0.52745 
 
 0.52992 
 
 58 
 
 32 
 
 0.52992 
 
 0.53238 
 
 0.53484 
 
 0.53730 
 
 0.53975 
 
 0.54220 
 
 0.54464 
 
 57 
 
 33 
 
 0.54464 
 
 0.54708 
 
 0.54951 
 
 0.55194 
 
 0.55436 
 
 0.55678 
 
 0.55919 
 
 56 
 
 34 
 
 0.55919 
 
 0.56160 
 
 0.56401 
 
 0.56641 
 
 0.56880 
 
 0.57119 
 
 0.57358 
 
 55 
 
 35 
 
 0.57358 
 
 0.57596, 
 
 0.57833 
 
 0.58070 
 
 0.58307 
 
 0.58543 
 
 0.58779 
 
 54 
 
 36 
 
 0.58779 
 
 0.59014 
 
 0.59248 
 
 0.59482 
 
 0.59716 
 
 0.59949 
 
 0.60182 
 
 53 
 
 37 
 
 0.60182 
 
 0.60414 
 
 0.60645 
 
 0.60876 
 
 0.61107 
 
 0.61337 
 
 0.61566 
 
 52 
 
 38 
 
 0.61566 
 
 0.61795 
 
 0.62024 
 
 0.62251 
 
 0.62479 
 
 0.62706 
 
 0.62932 
 
 51 
 
 39 
 
 0.62932 
 
 0.63158 
 
 0.63383 
 
 0.63608 
 
 0.63832 
 
 0.64056 
 
 0.64279 
 
 50 
 
 40 
 
 0.64279 
 
 0.64501 
 
 0.64723 
 
 0.64945 
 
 0.65166 
 
 0.65386 
 
 0.65606 
 
 49 
 
 41 
 
 0.65606 
 
 0.65825 
 
 0.66044 
 
 0.66262 
 
 0.66480 
 
 0.66697 
 
 0.66913 
 
 48 
 
 42 
 
 0.66913 
 
 0.67129 
 
 0.67344 
 
 0.67559 
 
 0.67773 
 
 0.67987 
 
 0.68200 
 
 47 
 
 43 
 
 0.68200 
 
 0.68412 
 
 0.68624 
 
 0.68835 
 
 0.69046 
 
 0.69256 
 
 0.69466 
 
 46 
 
 44 
 
 0.69466 
 
 0.69675 
 
 0.69883 
 
 0.70091 
 
 0.70298 
 
 0.70505 
 
 0.70711 
 
 45 
 
 to 
 
 33 
 
 60' 
 
 50' 
 
 40' 
 
 30' 
 
 20' 
 
 10' 
 
 0' 
 
 m 
 
 I 
 
 COSINES 
 
 
MATHEMATICAL TABLES 
 
 Natural Trigonometric Functions 
 
 1 
 
 a 
 
 COSINES 
 
 J 
 
 CO 
 
 0' 
 
 10' 
 
 20' 
 
 30' 
 
 40' 
 
 50' 
 
 60' 
 
 
 
 l.ooobo 
 
 1.00000 
 
 0.99998 
 
 0.99996 
 
 0.99993 
 
 0.99989 
 
 0.99985 
 
 89 
 
 1 
 
 0.99985 
 
 0.99979 
 
 0.99973 
 
 0.99966 
 
 0.99958 
 
 0.99949 
 
 0.99939 
 
 88 
 
 2 
 
 0.99939 
 
 0.99929 
 
 0.99917 
 
 0.93905 
 
 0.99892 
 
 0.99878 
 
 0.99863 
 
 87 
 
 3 
 
 0.99863 
 
 0.99847 
 
 0.99831 
 
 0.99813 
 
 0.99795 
 
 0.99776 
 
 0.99756 
 
 86 
 
 4 
 
 0.99756 
 
 0.99736 
 
 0.99714 
 
 0.99692 
 
 0.99668 
 
 0.99644 
 
 0.99619 
 
 85 
 
 5 
 
 0.99619 
 
 0.99594 
 
 0.99567 
 
 0. 99*540 
 
 0.99511 
 
 0.99482 
 
 0.99452 
 
 84 
 
 6 
 
 0.99452 
 
 0.99421 
 
 0.99390 
 
 0.99357 
 
 0.99324 
 
 0.99290 
 
 0.99255 
 
 83 
 
 7 
 
 0.99255 
 
 0.99219 
 
 0.99182 
 
 0.99144 
 
 0.99106 
 
 0.99067 
 
 0.99027 
 
 82 
 
 8 
 
 0.99027 
 
 0.98986 
 
 0.98944 
 
 0.98902 
 
 0.98858 
 
 0.98814 
 
 0.98769 
 
 81 
 
 9 
 
 0.98769 
 
 0.98723 
 
 0.98676 
 
 0.98629 
 
 0.98580 
 
 0.98531 
 
 0.98481 
 
 80 
 
 10 
 
 0.98481 
 
 0.98430 
 
 0.98378 
 
 0198325 
 
 0.98272 
 
 0.98218 
 
 0.98163 
 
 79 
 
 11 
 
 0.98163 
 
 0.98107 
 
 0.98050 
 
 0.97992 
 
 0.97934 
 
 0.97875 
 
 0.97815 
 
 78 
 
 12 
 
 0.97815 
 
 0.97754 
 
 0.97692 
 
 0.97630 
 
 0.97566 
 
 0.97502 
 
 0.97437 
 
 77 
 
 13 
 
 0.97437 
 
 0.97371 
 
 0.97304 
 
 0.97237 
 
 0.97169 
 
 0.97100 
 
 0.97030 
 
 76 
 
 14 
 
 0.97030 
 
 0.96959 
 
 0.96887 
 
 0.96815 
 
 0.96742 
 
 0.96667 
 
 0.96593 
 
 75 
 
 15 
 
 0.96593 
 
 0.96517 
 
 0.96440 
 
 0.96363 
 
 0.96285 
 
 0.96206 
 
 0.96126 
 
 74 
 
 16 
 
 0.96126 
 
 0.96046 
 
 0.95964 
 
 0.95882 
 
 0.95799 
 
 0.95715 
 
 0.95630 
 
 73 
 
 17 
 
 0.95630 
 
 0.95545 
 
 0.95459 
 
 0.95372 
 
 0.95284 
 
 0.95195 
 
 0.95106 
 
 72 
 
 18 
 
 0.95106 
 
 0.95015 
 
 0.94924 
 
 0.94832 
 
 0.94740 
 
 0.94646 
 
 0.94552 
 
 71 
 
 19 
 
 0.94552 
 
 0.94457 
 
 0.94361 
 
 0.94264 
 
 0.94167 
 
 0.94068 
 
 0.93969 
 
 70 
 
 20 
 
 0.93969 
 
 0.93869 
 
 0.93769 
 
 0.93667 
 
 0.93565 
 
 0.93462 
 
 0.93358 
 
 69 
 
 21 
 
 0.93358 
 
 0.93253 
 
 0.93148 
 
 0.93042 
 
 0.92935 
 
 0.92827 
 
 0.92718 
 
 68 
 
 22 
 
 0.92718 
 
 0.92609 
 
 0.92499 
 
 0.92388 
 
 0.92276 
 
 0.92164 
 
 0.92050 
 
 67 
 
 23 
 
 0.92050 
 
 0.91936 
 
 0.91822 
 
 0.91706 
 
 0.91590 
 
 0.91472 
 
 0.91355 
 
 66 
 
 24 
 
 0.91355 
 
 0.91236 
 
 0.91116 
 
 0.90996 
 
 0.90875 
 
 0.90753 
 
 0.90631 
 
 65 
 
 25 
 
 0.90631 
 
 0.90507 
 
 0.90383 
 
 0.90259 
 
 0.90133 
 
 0.90007 
 
 0.89879 
 
 64 
 
 26 
 
 0.89879 
 
 0.89752 
 
 0.89623 
 
 0.89493 
 
 0.89363 
 
 0.89232 
 
 0.89101 
 
 63 
 
 27 
 
 0.89101 
 
 0.88968 
 
 0.88835 
 
 0.88701 
 
 0.88566 
 
 0.88431 
 
 0.88295 
 
 62 
 
 28 
 
 0.88295 
 
 0.88158 
 
 0.88020 
 
 0.87882 
 
 0.87743 
 
 0.87603 
 
 0.87462 
 
 61 
 
 29 
 
 0.87462 
 
 0.87321 
 
 0.87178 
 
 0.87036 
 
 0.86892 
 
 0.86748 
 
 0.86603 
 
 60 
 
 30 ' 
 
 0.86603 
 
 0.86457 
 
 0.86310 
 
 0.86163 
 
 0.86015 
 
 0.85866 
 
 0.85717 
 
 59 
 
 31 
 
 0.85717 
 
 0.85567 
 
 0.85416 
 
 0.85264 
 
 0.85112 
 
 0.84959 
 
 0.84805 
 
 58 
 
 32 
 
 0.84805 
 
 0.84650 
 
 0.84495 
 
 0.84339 
 
 0.84182 
 
 0.84025 
 
 0.83867 
 
 57 
 
 33 
 
 0.83867 
 
 0.83708 
 
 0.83549 
 
 0.83389 
 
 0.83228 
 
 0.83066 
 
 0.82904 
 
 56 
 
 .34 
 
 0.82904 
 
 0.82741 
 
 0.82577 
 
 0.82413 
 
 0.82248 
 
 0.82082 
 
 0.81915 
 
 55 
 
 35 
 
 0.81915 
 
 0.81748 
 
 0.81580 
 
 0.81412 
 
 0.81242 
 
 0.81072 
 
 0.80902 
 
 54 _ 
 
 36 
 
 0.80902 
 
 0.80730 
 
 0.80558 
 
 0.80386 
 
 0.80212 
 
 0.80038 
 
 0.79864 
 
 53 
 
 37 
 
 0.79864 
 
 0.79688 
 
 0.79512 
 
 0.79335 
 
 0.79158 
 
 0.78980 
 
 0.78801 
 
 52 
 
 38 
 
 0.78801 
 
 0.78622 
 
 0.78442 
 
 0.78261 
 
 0.78079 
 
 0.77897 
 
 0.77715 
 
 51 
 
 39 
 
 0.77715 
 
 0.77531 
 
 0.77347 
 
 0.77162 
 
 0.76977 
 
 0.76791 
 
 0.76604 
 
 50 
 
 40 
 
 0.76604 
 
 0.76417 
 
 0.76229 
 
 0.76041 
 
 0.75851 
 
 0.75661 
 
 0.75471 
 
 49 
 
 41 
 
 0.75471 
 
 0.75280 
 
 0.75088 
 
 0.74896 
 
 0.74703 
 
 0.74509 
 
 0.74314 
 
 48 
 
 42 
 
 0.74314 
 
 0.74120 
 
 0.73924 
 
 0.73728 
 
 0.73531 
 
 0.73333 
 
 0.73135 
 
 47 
 
 43 
 
 0.73135 
 
 0.72937 
 
 0.72737 
 
 0.72537 
 
 0.72337 
 
 0.72136 
 
 0.71934 
 
 46 
 
 44 
 
 0.71934 
 
 0.71732 
 
 0.71529 
 
 0.71325 
 
 0.71121 
 
 0.70916 
 
 0.70711 
 
 45 
 
 1 
 
 S 
 
 a 
 
 u 
 
 60' 
 
 50' 
 
 40' 
 
 30' 
 
 20' 
 
 10' 
 
 0' 
 
 i 
 
 37 
 Q 
 
 SINES 
 
 
 
 
 421 
 

 
 CARNEQIE 
 
 STEEL 
 
 COMPANY 
 
 
 
 Natural Trigonometric Functions 
 
 do 
 
 $ 
 
 6 
 
 V 
 
 a 
 
 TANGENTS 
 
 SO 
 
 ■** 
 
 1 
 
 to 
 
 s 
 S 
 
 © 
 
 0' 
 
 10' 
 
 20' 
 
 30' 
 
 40' 
 
 50' 
 
 60' 
 
 
 
 0.00000 
 
 0.00291 
 
 0.00582 
 
 0.00873 
 
 0.01164 
 
 0.01455 
 
 0.01746 
 
 89 
 
 1 
 
 0.01746 
 
 0.02036 
 
 0.02328 
 
 0.02619 
 
 0.02910 
 
 0.03201 
 
 0.03492 
 
 88 
 
 2 
 
 0.03492 
 
 0.03783 
 
 0.04075 
 
 0.04366 
 
 0.04658 
 
 0.04949 
 
 0,05241 
 
 87 
 
 3 
 
 0.05241 
 
 0.05533 
 
 0.05824 
 
 0.06116 
 
 0.06408 
 
 0.06700 
 
 0.06993 
 
 86 
 
 4 
 
 0.06993 
 
 0.07285 
 
 0.07578 
 
 0.07870 
 
 0.08163 
 
 0.08456 
 
 0.08749 
 
 85 
 
 5 
 
 0.08749 
 
 0.09042 
 
 0.09335 
 
 0.09629 
 
 0.09923 
 
 0.10216 
 
 0.10510 
 
 84 
 
 6 
 
 0.10510 
 
 0.10805 
 
 0.11099 
 
 0.11394 
 
 0.11688 
 
 0.11983 
 
 0.12278 
 
 83 
 
 7 
 
 0.12278 
 
 0.12574 
 
 0.12869 
 
 0.13165 
 
 0.13461 
 
 0.13758 
 
 0.14054 
 
 82 
 
 8 
 
 0.14054 
 
 0.14351 
 
 0.14648 
 
 0.14945 
 
 0.15243 
 
 0.15540 
 
 0.15838 
 
 81 
 
 9 
 
 0.15838 
 
 0.16137 
 
 0.16435 
 
 0.16734 
 
 0.17033 
 
 0.17333 
 
 0.17633 
 
 80 
 
 10 
 
 0.17633 
 
 0.17933 
 
 0.18233 
 
 0.18534 
 
 0.18835 
 
 0.19136 
 
 0.19438 
 
 79 
 
 11 
 
 0.19438 
 
 0.19740 
 
 0.20042 
 
 0.20345 
 
 0.20648 
 
 0.20952 
 
 0.21256 
 
 78 
 
 12 
 
 0.21256 
 
 0.21560 
 
 0.21864 
 
 0.22169 
 
 0.22475 
 
 0.22781 
 
 0.23087 
 
 77 
 
 13 
 
 0.23087 
 
 0.23393 
 
 0.23700 
 
 0.24008 
 
 0.24316 
 
 0.24624 
 
 0.24933 
 
 76 
 
 14 
 
 0.24933 
 
 0.25242 
 
 0.25552 
 
 0.25862 
 
 0.26172 
 
 0.26483 
 
 0.26795 
 
 75 
 
 15 
 
 0.26795 
 
 0.27107 
 
 0.27419 
 
 0.27732 
 
 0.28046 
 
 0.28360 
 
 0.28675 
 
 74 
 
 16 
 
 0.28675 
 
 0.28990 
 
 0.29305 
 
 0.29621 
 
 0.29938 
 
 0.30255 
 
 0.30573 
 
 73 
 
 17 
 
 0.30573 
 
 0.30891 
 
 0.31210 
 
 0.31530 
 
 0.31850 
 
 0.32171 
 
 0.32492 
 
 72 
 
 18 
 
 0.32492 
 
 0.32814 
 
 0.33136 
 
 0.33460 
 
 0.33783 
 
 0.34108 
 
 0.34433 
 
 71 
 
 19 
 
 0.34433 
 
 0.34758 
 
 0.35085 
 
 0.35412 
 
 0.35740 
 
 0.36068 
 
 0.36397 
 
 70 
 
 20 
 
 0.36397 
 
 0.36727 
 
 0.37057 
 
 0.37388 
 
 0.37720 
 
 0.38053 
 
 0.38386 
 
 69 
 
 21 
 
 0.38386 
 
 0.38721 
 
 0.39055 
 
 0.39391 
 
 0.39727 
 
 0.40065 
 
 0.40403 
 
 , 68 
 
 22 
 
 0.40403 
 
 0.40741 
 
 0.41081 
 
 0.41421 
 
 0.41763 
 
 0.42105 
 
 0.42447 
 
 67 
 
 23 
 
 0.42447 
 
 0.42791 
 
 0.43136 
 
 0.43481 
 
 0.43828 
 
 0.44175 
 
 0.44523 
 
 66 
 
 24 
 
 0.44523 
 
 0.44872 
 
 0.45222 
 
 0.45573 
 
 0.45924 
 
 0.46277 
 
 0.46631 
 
 65 
 
 25 
 
 0.46631 
 
 0.46985 
 
 0.47341 
 
 0.47698 
 
 0.48055 
 
 0.48414 
 
 0.48773 
 
 64 
 
 26 
 
 0.48773 
 
 0.49134 
 
 0.49495 
 
 0.49858 
 
 0.50222 
 
 0.50587 
 
 0.50953 
 
 63 
 
 27 
 
 0.50953 
 
 0.51320 
 
 0.51688 
 
 0.52057 
 
 0.52427 
 
 0.52798 
 
 0.53171 
 
 62 
 
 28 
 
 0.53171 
 
 0.53545 
 
 0.53920 
 
 0.54296 
 
 0.54674 
 
 0.55051 
 
 0.55431 
 
 61 
 
 29 
 
 0.55431 
 
 0.55812 
 
 0.56194 
 
 0.56577 
 
 0.56962 
 
 0.57348 
 
 0.57735 
 
 60 
 
 30 
 
 0.57735 
 
 0.58124 
 
 0.58513 
 
 0.58905 
 
 0.59297 
 
 0.59691 
 
 0.60086 
 
 59 
 
 31 
 
 0.60086 
 
 0.60483 
 
 0.60881 
 
 0.61280 
 
 0.61681 
 
 0.62083 
 
 0.62487 
 
 58 
 
 32 
 
 0.62487 
 
 0.62892 
 
 0.63299 
 
 0.63707 
 
 0.64117 
 
 0.64528 
 
 0.64941 
 
 57 
 
 33 
 
 0.64941 
 
 0.65355 
 
 0.65771 
 
 0.66189 
 
 ,0.66608 
 
 0.67028 
 
 0.67451 
 
 56 
 
 34 
 
 0.67451 
 
 0.67875 
 
 0.68301 
 
 0.68728 
 
 0.69157 
 
 0.69588 
 
 0.70021 
 
 55 
 
 35 
 
 0.70021 
 
 0.70455 
 
 0.70891 
 
 0.71329 
 
 0.71769 
 
 0.72211 
 
 0.72654 
 
 54 
 
 36 
 
 0.72654 
 
 0.73100 
 
 0.73547 
 
 0.73996 
 
 0.74447 
 
 0.74900 
 
 0.75355 
 
 53 
 
 37 
 
 0.75355 
 
 0.75812 
 
 0.76272 
 
 0.76733 
 
 0.77196 
 
 0.77661 
 
 0.78129 
 
 52 
 
 38 
 
 0.78129 
 
 0.78598 
 
 0.79070 
 
 0.79544 
 
 0.80020 
 
 0.80498 
 
 0.80978 
 
 51 
 
 39 
 
 0.80978 
 
 0.81461 
 
 0.81946 
 
 0.82434 
 
 0.82923 
 
 0.83415 
 
 0.83910 
 
 50 
 
 40 
 
 0.83910 
 
 0.84407 
 
 0.84906 
 
 0.85408 
 
 0.85912 
 
 0.86419 
 
 0.86929 
 
 49 
 
 41 
 
 0.86929 
 
 0.87441 
 
 0.87955 
 
 0.88473 
 
 0.88992 
 
 0.89515 
 
 0.90040 
 
 48 
 
 42 
 
 0.90040 
 
 0.90569 
 
 0.91099 
 
 0.91633 
 
 0.92170 
 
 0.92709 
 
 0.93252 
 
 47 
 
 43 
 
 0.93252 
 
 0.93797 
 
 0.94345 
 
 0.94896 
 
 0.95451 
 
 0.96008 
 
 0.96569 
 
 46 
 
 44 
 
 0.96569 
 
 0.97133 
 
 0.97700 
 
 0.98270 
 
 0.98843 
 
 0.99420 
 
 1.00000 
 
 45 
 
 
 60' 
 
 50' 
 
 40' 
 
 30' 
 
 20' 
 
 10' 
 
 0' 
 
 BO 
 
 Si 
 
 COTANGENTS 
 
 
 422 
 
MATHEMATICAL TABLES 
 
 Natural Trigonometric Functions 
 
 DO 
 
 a 
 « 
 
 hi 
 
 iH 
 <u 
 
 a 
 
 COTANGENTS 
 
 GO 
 
 I 
 
 0' 
 
 10' 
 
 20' 
 
 30' 
 
 40' 
 
 50' 
 
 60' 
 
 DO 
 B 
 
 
 
 00 
 
 343.77371 
 
 171.88540 
 
 114.58865 
 
 85.93979 
 
 68.75009 
 
 57.28996 
 
 89 
 
 1 
 
 57.28996 
 
 49.10388 
 
 42.96408 
 
 38.18846 
 
 34.36777 
 
 31.24158 
 
 28.63625 
 
 88 
 
 2 
 
 28.63625 
 
 26.43160 
 
 24.54176 
 
 22.90377 
 
 21.47040 
 
 20.20555 
 
 19.08114 
 
 87 
 
 3 
 
 19.08114 
 
 18.07498 
 
 17.16934 
 
 16.34986 
 
 15.60478 
 
 14.92442 
 
 14.30067 
 
 86 
 
 4 
 
 14.30067 
 
 13.72674 
 
 13.19688 
 
 12.70621 
 
 12.25051 
 
 11.82617 
 
 11.43005 
 
 85 
 
 5 
 
 1 1.43005 
 
 11.05943 
 
 10.71191 
 
 10.38540 
 
 10.07803 
 
 9.78817 
 
 9.51436 
 
 84 
 
 6 
 
 9.G1436 
 
 ■ 9.25530 
 
 9.00983 
 
 8.77689 
 
 8.55555 
 
 8.34496 
 
 8.14435 
 
 83 
 
 7 
 
 8.14435 
 
 7.95302 
 
 7.77035 
 
 7.59575 
 
 7.42871 
 
 7.26873 
 
 7.11537 
 
 82 
 
 8 
 
 7.11537 
 
 6.96823 
 
 6.82694 
 
 6.69116 
 
 6.56055 
 
 6.43484 
 
 6.31375 
 
 81 
 
 9 
 
 6.31375 
 
 6.19703 
 
 6.08444 
 
 5.97576 
 
 5.87080 
 
 5.76937 
 
 5.67128 
 
 80 
 
 10 
 
 5.67128 
 
 5.57638 
 
 5.48451 
 
 5.39552 
 
 5.30928 
 
 5.22566 
 
 5.14455 
 
 79 
 
 11 
 
 5.14455 
 
 5.06584 
 
 4.98940 
 
 4.91516 
 
 4.84300 
 
 4.77286 
 
 4.70463 
 
 78 
 
 12 
 
 4.70463 
 
 4.63825 
 
 4.57363 
 
 4.51071 
 
 4.44942 
 
 4.38969 
 
 4.33148 
 
 77 
 
 13 
 
 4.33148 
 
 4.27471 
 
 4,21933 
 
 4.16530 
 
 4.11256 
 
 4.06107 
 
 4.01078 
 
 76 
 
 14 
 
 4.01078 
 
 3.96165 
 
 3.91364 
 
 3.86671 
 
 3.82083 
 
 3.77595 
 
 3.73205 
 
 75 
 
 15 
 
 3.73205 
 
 3.68909 
 
 3.64705 
 
 3.60588 
 
 3.56557 
 
 3.52609 
 
 3.48741 
 
 74 
 
 16 
 
 3.48741 
 
 3.44951 
 
 3.41236 
 
 3.37594 
 
 3.34023 
 
 3.30521 
 
 3.27085 
 
 73 
 
 17 
 
 3.27085 
 
 3.23714 
 
 3.20406 
 
 3.17159 
 
 3.13972 
 
 3.10842 
 
 3.07768 
 
 72 
 
 18 
 
 3.07768 
 
 3.Q4749 
 
 3.01783 
 
 2.98869 
 
 2.96004 
 
 2.93189 
 
 2.90421 
 
 71 
 
 19 
 
 2.90421 
 
 2.87700 
 
 2.85023 
 
 2.82391 
 
 2.79802 
 
 2.77254 
 
 2.74748 
 
 70 
 
 20 
 
 2.74748 
 
 2.72281 
 
 2.69853 
 
 2.67462 
 
 2.65109 
 
 2.62791 
 
 2.60509 
 
 69 
 
 21 
 
 2.60509 
 
 2.58261 
 
 2.56046 
 
 2.53865 
 
 2.51715 
 
 2.49597 
 
 2.47509 
 
 68 
 
 22 
 
 2.47509 
 
 2.45451 
 
 2.43422 
 
 2.41421 
 
 2.39449 
 
 2.37504 
 
 2.35585 
 
 67 
 
 23 
 
 2.35585 
 
 2.33693 
 
 2.31826 
 
 2.29984 
 
 2.28167 
 
 2.26374 
 
 2.24604 
 
 66 
 
 24 
 
 2.24604 
 
 2.22857 
 
 2.21132 
 
 2.19430 
 
 2.17749 
 
 2.16090 
 
 2.14451 
 
 65 
 
 25 
 
 2.14451 
 
 2.12832 
 
 2.11233 
 
 2.09654 
 
 2.08094 
 
 2.06553 
 
 2.05030 
 
 64 
 
 26 
 
 2.05030 
 
 2.03526 
 
 2.02039 
 
 2.00569 
 
 1.99116 
 
 1.97680 
 
 1.96261 
 
 63 
 
 27 
 
 1.96261 
 
 1.94858 
 
 1.93470 
 
 1.92098 
 
 1.90741 
 
 1.89400 
 
 1.88073 
 
 62 
 
 28 
 
 1.88073 
 
 1.86760 
 
 1.85462 
 
 1.84177 
 
 1.82907 
 
 1.81649 
 
 1.80405 
 
 61 
 
 29 
 
 1.80405 
 
 1.79174 
 
 1.77955 
 
 1.76749 
 
 1.75556 
 
 1.74375 
 
 1.73205 
 
 60 
 
 30 
 
 1.73205 
 
 1.72047 
 
 1.70901 
 
 1.69766 
 
 1.68643 
 
 1.67530 
 
 1.66428 
 
 59 
 
 31 
 
 1.66428 
 
 1.65337 
 
 1.64256 
 
 1.63185 
 
 1.62125 
 
 1.61074 
 
 1.60033 
 
 58 
 
 32 
 
 1.60033 
 
 1.59002 
 
 1.57981 
 
 1.56969 
 
 1.55966 
 
 1.54972 
 
 1.53987 
 
 57 
 
 33 
 
 1.53987 
 
 1.53010 
 
 1.52043 
 
 1.51084 
 
 1.50133 
 
 1.49190 
 
 1.48256 
 
 56 
 
 34 
 
 1.48256 
 
 1.47330 
 
 1.46411 
 
 1.45501 
 
 1.44598 
 
 1.43703 
 
 1.42815 
 
 55 
 
 35 
 
 1.42815 
 
 1.41934 
 
 1.41061 
 
 1.40195 
 
 1.39336 
 
 1.38484 
 
 1.37638 
 
 54 
 
 36 
 
 1.37638 
 
 1.36800 
 
 1.35968 
 
 1.35142 
 
 1.34323 
 
 1.33511 
 
 1.32704 
 
 53 
 
 37 
 
 1.32704 
 
 1.31904 
 
 1.31110 
 
 1.30323 
 
 1.29541 
 
 1.28764 
 
 1.27994 
 
 52 
 
 38 
 
 1.27994 
 
 1.27230 
 
 1.26471 
 
 1.25717 
 
 1.24969 
 
 1.24227 
 
 1.23490 
 
 51 
 
 39 
 
 1.23490 
 
 1.22758 
 
 1.22031 
 
 1.21310 
 
 1.20593 
 
 1.19882 
 
 1.19175 
 
 50 
 
 40 
 
 1.19175 
 
 1.18474 
 
 1.17777 
 
 1.17085 
 
 1.16398 
 
 1.15715 
 
 1.15037 
 
 49 
 
 41 
 
 1.15037 
 
 1.14363 
 
 1.13694 
 
 1.13029 
 
 1.12369 
 
 1.11713 
 
 1.11061 
 
 48 
 
 42 
 
 1.11061 
 
 1.10414 
 
 1.09770 
 
 1.09131 
 
 1.08496 
 
 1.07864 
 
 l s .07237 
 
 47 
 
 43 
 
 1.07237 
 
 1.06613 
 
 1.05994 
 
 1.05378 
 
 1.04766 
 
 1.04158 
 
 1.03553 
 
 46 
 
 44 
 
 1.03553 
 
 1.02952 
 
 1.02355 
 
 1.01761 
 
 1.01170 
 
 1.00583 
 
 1.00Q00 
 
 45 
 
 c 
 
 V 
 
 a 
 
 a 
 
 o 
 O 
 
 60' 
 
 50' 
 
 40' 
 
 30' 
 
 20' 
 
 10' 
 
 0' 
 
 99 
 
 TANGENTS , 
 
 423 
 

 
 CARNEGIE 
 
 STEEL 
 
 COMPANY 
 
 
 
 Natural Trigonometric Functions 
 
 at 
 
 s 
 
 SECANTS 
 
 S 
 « 
 u - 
 V 
 
 O 
 
 u 
 
 0' 
 
 10' 
 
 i 20' , 
 
 30' 
 
 40' 
 
 50' 
 
 60' 
 
 
 
 1.00000 
 
 1.00000 
 
 1.00002 
 
 1.00004 
 
 1.00007 
 
 1.00011 
 
 1.00015 
 
 89 
 
 i 
 
 1.00015 
 
 1.00021 
 
 1.00027 
 
 1.00034 
 
 1.00042 
 
 1.00051 
 
 1.00061 
 
 88 
 
 2 
 
 1.00061 
 
 1.00072 
 
 1.00083 
 
 1.00095 
 
 1.00108 
 
 1.00122 
 
 1.00137 
 
 87 
 
 3 
 
 1.00137 
 
 1.00153 
 
 1.00169 
 
 1.00187 
 
 1.00205 
 
 1.00224 
 
 1.00244 
 
 86 
 
 4 
 
 1.00244 
 
 1,00265 
 
 1.00287 
 
 1.00309 
 
 1.00333 
 
 1.00357 
 
 1.00382 
 
 85 
 
 5 
 
 1.00382 
 
 1.00408 
 
 1.00435 
 
 1.00463 
 
 1.00491 
 
 1.00521 
 
 1.00551 
 
 ' 84 
 
 6 
 
 1.00551 
 
 1.00582 
 
 1.00614 
 
 1.00647 
 
 1.00681 
 
 1.00715 
 
 • 1.00751 
 
 83 
 
 7 
 
 1.00751 
 
 1.00787 
 
 1.00825 
 
 1.00863 
 
 1.00902 
 
 1.00942 
 
 1.00983 
 
 82 
 
 8 
 
 1.00983 
 
 1.01024 
 
 1.01067 
 
 1.01111 
 
 1.01155 
 
 1.01200 
 
 K01247 
 
 81 
 
 9 
 
 1.01247 
 
 1.01294 
 
 1.01342 
 
 1.01391 
 
 1.01440 
 
 1.01491 
 
 1.01543 
 
 80 
 
 10 
 
 1.01543 
 
 1.01595 
 
 1.01649 
 
 1.01703 
 
 1.01758 
 
 1.01815 
 
 1.01872 
 
 79 
 
 11 
 
 1.01872 
 
 1.01930 
 
 1.01989 
 
 1.02049 
 
 1.02110 
 
 1.02171 
 
 1.02234 
 
 78 
 
 12 
 
 1.02234 
 
 1.02298 
 
 1.02362 
 
 1.02428 
 
 1.02494 
 
 1.02562 
 
 1.02630 
 
 77 
 
 13 
 
 1.02630 
 
 1.02700 
 
 1.02770 
 
 1.02842 
 
 1.02914 
 
 1.02987 
 
 1.03061 
 
 76 
 
 14 
 
 1.03061 
 
 1.03137 
 
 1.03213 
 
 1.03290 
 
 1.03368 
 
 1.03447 
 
 1.03528 
 
 75. 
 
 15 
 
 1.03528 
 
 1.03609 
 
 1.03691 
 
 1.03774 
 
 1.03858 
 
 1.03944 
 
 1.04030 
 
 74 
 
 16 
 
 1.04030 
 
 1.04117 
 
 1.04206 
 
 1.04295 
 
 1.04385 
 
 1.04477 
 
 1.04569 
 
 73 
 
 17 
 
 1.04569 
 
 1.04663 
 
 1.04757 
 
 1.04853 
 
 1.04950 
 
 1.05047 
 
 1.05146 
 
 72 
 
 18 
 
 1.05146 
 
 1.05246 
 
 1.05347 
 
 1.05449 
 
 1.05552 
 
 1.05657 
 
 1.05762 
 
 71 
 
 19 
 
 1.05762 
 
 1.05869 
 
 1.05976 
 
 1.06085 
 
 1.06195 
 
 1.06306 
 
 1.06418 
 
 70 
 
 20 
 
 1.06418 
 
 1.06531 
 
 1.06645 
 
 1.06761 
 
 1.06878 
 
 1.06995, 
 
 1.07115 
 
 69 
 
 21 
 
 1.07115 
 
 1.07235 
 
 1,07356 
 
 1.07479 
 
 1.07602 
 
 1.07727 
 
 1.07853 
 
 68 
 
 22 
 
 1.07853 
 
 1.07981 
 
 1.08109 
 
 1.08239 
 
 1.08370 
 
 1.08503 
 
 1.08636 
 
 67 • 
 
 23 
 
 1.08636 
 
 1.08771 
 
 1.08907 
 
 1.09044 
 
 1.09183 
 
 1.09323 
 
 1.09464 
 
 66 
 
 24 
 
 1.09464 
 
 1.09606 
 
 1.09750 
 
 1.09895 
 
 1.10041 
 
 1.10189 
 
 1.10338 
 
 65 
 
 25 
 
 1.10338 
 
 1.10488 
 
 1.10640 
 
 1.10793 
 
 1.10947 
 
 1.11103 
 
 1.11260 
 
 64 
 
 26 
 
 1.11260 
 
 1.11419 
 
 1.11579 
 
 1.11740 
 
 1.11903 
 
 1.12067 
 
 1.12233 
 
 63 
 
 27 
 
 1.12233 
 
 \. 12400 
 
 1.12568 
 
 1.12738 
 
 1.12910 
 
 1.13083 
 
 1.13257 
 
 62 
 
 28 
 
 1.13257 
 
 1.13433 
 
 1.13610 
 
 1.13789 
 
 1.13970 
 
 1.14152 
 
 1.14335 
 
 61 
 
 29 
 
 1.14335 
 
 1.14521 
 
 1.14707 
 
 1.14896 
 
 1.15085 
 
 1.15277 
 
 1.15470 
 
 60 
 
 30 
 
 1.15470 
 
 1.15665 
 
 1.15861 
 
 1.16059 
 
 1.16259 
 
 1.16460 
 
 1.16663 
 
 59 
 
 31 
 
 1.16663 
 
 1.16868 
 
 1.17075 
 
 1.17283 
 
 1.17493 
 
 1.17704 
 
 1.17918 
 
 58 
 
 32 
 
 1.17918 
 
 1.18133 
 
 1.18350 
 
 1.18569 
 
 1.18790 
 
 1.19012 
 
 1.19236 
 
 57 
 
 33 
 
 1119236 
 
 1.19463 
 
 1.19691 
 
 1.19920 
 
 1.20152 
 
 1.20386 
 
 1.20622 
 
 56 
 
 34 
 
 1.20622 
 
 1.20859 
 
 1.21099 
 
 1.21341 
 
 1.21584 
 
 1.21830 
 
 1.22077 
 
 55 
 
 35 
 
 1.22077 
 
 1.22327 
 
 1.22579 
 
 1.22833 
 
 1.23089 
 
 1.23347 
 
 1.23607 
 
 54 
 
 36 
 
 1.23607 
 
 1.23869 
 
 1.24134 
 
 1.24400 
 
 1.24669 
 
 1.24940 
 
 1.25214 
 
 53 
 
 37 
 
 1.25214 
 
 1.25489 
 
 1.25767 
 
 1.26047 
 
 1.26330 
 
 1.26615 
 
 1.26902 
 
 52 
 
 38 , 
 
 1.26902 
 
 1.27191 
 
 1.27483 
 
 1.27778 
 
 1.28075 
 
 1.28374 
 
 1.28676 
 
 51 
 
 39 
 
 1.28676 
 
 1.28980 
 
 1.29287 
 
 1.29597 
 
 1.29909 
 
 1.30223 
 
 1.30541 
 
 50 
 
 40 
 
 1.30541 
 
 1.30861 
 
 1.31183 
 
 1.31509 
 
 1.31837 
 
 1.32168 
 
 1.32501 
 
 49 
 
 41 
 
 1.32501 
 
 1.32838 
 
 1.33177 
 
 1.33519 
 
 1.33864 
 
 1.34212 
 
 1.34563 
 
 48 
 
 42 
 
 1.34563 
 
 1.34917 
 
 1.35274 
 
 1.35634 
 
 1.35997 
 
 1.36363 
 
 1.36733 
 
 47 
 
 43 
 
 1.36733 
 
 1.37105 
 
 1.37481 
 
 1.37860 
 
 1.38242 
 
 1.38628 
 
 1.39016 
 
 46 
 
 44 ; 
 
 1.39016 
 
 1.39409 
 
 1.39804 
 
 1.40203 
 
 1.40606 
 
 1.41012 
 
 1.41421 
 
 45 
 
 s 
 
 60' 
 
 50' 
 
 40' 
 
 30' 
 
 20' 
 
 10' 
 
 0' 
 
 I 
 M 
 
 COSECANTS 
 
 
 424 
 

 
 MATHEMATICAL 
 
 TABLES 
 
 
 - 
 
 
 Natural Trigonometric Functions 
 
 I 
 
 3? 
 
 a 
 
 COSECANTS 
 
 s 
 
 § 
 
 ta 
 
 0' 
 
 10' 
 
 20' 
 
 30' 
 
 40' 
 
 / 
 50' 
 
 60' 
 
 
 
 l 
 
 2 
 3 
 
 4 
 
 00 
 
 57.29869 
 28.65371 
 19.10732 
 14.33559 
 
 343.77516 
 49.11406 
 26.45051 
 18.10262 
 13.76312 
 
 171.88831 
 42.97571 
 24.56212 
 17.19843 
 13.23472 
 
 114.59301 
 38.20155 
 22.92559 
 16.38041 
 12.74550 
 
 85.94561 
 34.38232 
 21.49368 
 15.63679 
 12.29125 
 
 68.75736 
 31.25758 
 20.23028 
 14.95788 
 11.86837 
 
 57.29869 
 28.65371 
 19.10732 
 14.33559 
 11.47371 
 
 89 
 88 
 87 
 86 
 85 
 
 5 
 6 
 
 7 
 8 
 9 
 
 11.47371 
 9.56677 
 8.20551 
 7.18530 
 6.39245 
 
 11.10455 
 9.30917 
 8.01565 
 7.03962 
 6.27719 
 
 10.75849 
 9.06515 
 7.83443 
 6.89979 
 6.16607 
 
 10.43343 
 8.83367 
 7.66130 
 6.76547 
 6.05886 
 
 10.12752 
 8.61379 
 7.49571 
 6.63633 
 5.95536 
 
 9.83912 
 8.40466 
 7.33719 
 6.51208 
 5.85539 
 
 9.56677 
 8.20551 
 7.18530 
 6.39245 
 5.75877 
 
 84 
 83 
 82 
 81 
 80 
 
 10 
 11 
 12 
 13 
 14 
 
 5.75877 
 5.24084 
 4.80973 
 4.44541 
 4.13357 
 
 5.66533 
 5.16359 
 4.74482 
 4.39012 
 4.08591 
 
 5.57493 
 5.08863 
 4.68167 
 4.33622 
 4.03938 
 
 5.48740 
 5.01585 
 4.62023 
 4.28366 
 3.99393 
 
 5.40263 
 4.94517 
 4.56041 
 4.23239 
 3.94952 
 
 5.32049 
 4.87649 
 4.50216 
 4.18238 
 3.90613 
 
 5.24084 
 4.80973 
 4.44541 
 4.13357 
 3.86370 
 
 79 
 
 78 
 77 
 76 
 
 75 
 
 15 
 16 
 17 
 18 
 19 
 
 3.86370 
 3.62796 
 3.42030 
 3.23607 
 3.07155 
 
 3.82223 
 3.59154 
 3.38808 
 3.20737 
 3.04584 
 
 3.78166 
 3.55587 
 3.35649 
 3.17920 
 3.02057 
 
 3.74198 
 3.52094 
 3.32551 
 3.15155 
 2.99574 
 
 3.70315 
 3.48671 
 3.29512 
 3.12440 
 2.97135 
 
 . 3.66515 
 3.45317 
 3.26531 
 3.09774 
 2.94737 
 
 3.62796 
 3.42030 
 3.23607 
 3.07155 
 2.92380 
 
 74 
 73 
 72 
 71 
 70 
 
 20 
 21 
 22 
 23 
 
 24 
 
 2.92380 
 2.79043 
 2.66947 
 2.55930 
 2.45859 
 
 2.90063 
 2.76945 
 2.65040 
 2.54190 
 2.44264 
 
 2.87785 
 2.74881 
 ,2.63162 
 2.52474 
 2.42692 
 
 2.85545 
 2.72850 
 2.61313 
 2.50784 
 2.41142 
 
 2.83342 
 2.70851 
 2.59491 
 2.49119 
 2.39614 
 
 2.81175 
 2.68884 
 2.57698 
 2.47477 
 2.38107 
 
 2.79043 
 2.66947 
 2.55930 
 2.45859 
 2.36620 
 
 69 
 68 
 67 
 66 
 65 
 
 25 
 26 
 27 
 28 
 29 
 
 2.36620 
 2.28117 
 2.20269 
 2.13005 
 2.06267 
 
 2.35154 
 2.26766 
 2.19019 
 2.11847 
 2.05191 
 
 2.33708 
 2.25432 
 2.17786 
 2.10704 
 2.04128 
 
 2.32282 
 2.24116 
 2.16568 
 2.09574 
 2.03077 
 
 2.30875 
 2.22817 
 2.15366 
 2.08458 
 2.02039 
 
 2.29487 
 2.21535 
 2.14178 
 2.07356 
 2.01014 
 
 2.28117 
 2.20269 
 2.13005 
 2.06267 
 2.00000 
 
 64 
 63 
 62 
 61 
 60 
 
 30 
 31 
 32 
 33 
 34 
 
 2.00000 
 1.94160 
 1.88708 
 1.83608 
 1.78829 
 
 1.98998 
 1.93226 
 1.87834 
 1.82790 
 1.78062 
 
 1.98008 
 1.92302 
 1.86970 
 1.81981 
 1.77303 
 
 1.97029 
 1.91388 
 1.86116 
 1.81180 
 1.76552 
 
 1.96062 
 1.90485 
 1.85271 
 1.80388 
 1.75808 
 
 1.95106 
 1.89591 
 1.84435 
 1.79604 
 1.75073 
 
 1.94160 
 1.88709 
 1.83608 
 1.78829 
 1.74345 
 
 59 
 58 
 v 57 
 56 
 55 
 
 35 
 36 
 37 
 38 
 39 
 
 1.74345 
 1.70130 
 1.66164 
 1.62427 
 1.58902 
 
 1.73624 
 1.69452 
 1.65526 
 1.61825 
 1.58333 
 
 1.72911 
 1.68782 
 1.64894 
 1.61229 
 1.57771 
 
 1.72205 
 1.68117 
 1.64268 
 1.60639 
 1.57213 
 
 1.71506 
 1.67460 
 1.63648 
 1.60054 
 1.56661 
 
 1.70815 
 1.66809 
 1.63035 
 1.59475 
 1.56114 
 
 1.70130 
 1.66164 
 1.62427 
 1.58902 
 1.55572 
 
 54 
 53 
 52 
 51 
 50 
 
 40 
 41 
 
 42 
 43 
 44 
 
 1.55572 
 1.52425 
 1.49448 
 1.46628 
 1.43956 
 
 1.55036 
 1.51918 
 1.48967 
 1.46173 
 1.43524 
 
 1.54504 
 1.51415 
 1.48491 
 1.45721 
 1.43096 
 
 1.53977 
 1.50916 
 1.48019 
 1.45274 
 1.42672 
 
 1.53455 
 1.50422 
 1.47551 
 1.44831 
 1.42251 
 
 1.52938 
 1.49933 
 1.47087 
 1.44391 
 1.41835 
 
 1.52425 
 1.49448 
 1.46628 
 1.43956 
 1.41421 
 
 49 
 48 
 47 
 46 
 45 
 
 CO 
 
 S 
 <A 
 u 
 V 
 CO 
 
 e 
 u 
 
 60' 
 
 50' 
 
 40' 
 
 30' 
 
 20' 
 
 10' 
 
 0' 
 
 I 
 1 
 
 SECANTS 
 
 425 
 
CARNEQIE STEEL COMPANY 
 
 BIRMINGHAM WIRE GAGE 
 
 Equivalents in Inches 
 
 Corresponding Weights op Flat Rolled Steel 
 
 TJage 
 Number 
 
 Thickness, 
 Inches 
 
 Pounds 
 
 per 
 
 Square Foot 
 
 Thickness, Inches 
 
 Pounds 
 
 per . 
 
 Square Foot 
 
 Fractional 
 
 Decimal 
 
 ' 
 
 
 
 M 
 
 .5 
 
 20.4 
 
 0000 
 
 .454 
 
 18.5232 
 
 » 
 
 .46875 
 
 19.125 
 
 000 
 
 .425 
 
 17.34 
 
 A 
 
 .4375 
 
 17.85 
 
 
 
 
 H 
 
 .40625 
 
 16.575 
 
 00 
 
 .3S0 
 
 15.504 
 
 H 
 
 .375 
 
 15.3 
 
 
 
 .340 
 
 13.872 
 
 a 
 
 .34375 
 
 14.025 
 
 
 
 
 a 
 
 .3125 
 
 12.75 
 
 1 
 
 .300 
 
 12.24 
 
 n 
 
 .296875 
 
 12.1125 
 
 2 
 
 .284 
 
 11.5872 
 
 & 
 
 .28125 
 
 11.475 
 
 3 
 
 .259 
 
 10.5672 
 
 a 
 
 .265625 
 
 10.8375 
 
 
 
 
 a 
 
 .25 
 
 10.2 
 
 4 
 
 .238 
 
 9.7104 
 
 h 
 
 .234375 
 
 9.5625 
 
 5 
 
 .220 
 
 8.976 
 
 A 
 
 .21875 
 
 8.925 
 
 6 
 
 .203 
 
 8.2824 
 
 a 
 
 .203125 
 
 8.2875 
 
 7 
 
 .180 
 
 7.344 
 
 A 
 
 .1875 
 
 7.65 
 
 8 
 
 .165 
 
 6.732 
 
 H 
 
 .171875 
 
 7.0125 
 
 9 
 
 .148 
 
 6.0384 
 
 A 
 
 .15625 
 
 6.375 
 
 10 
 
 .134 
 
 5.4672 
 
 A 
 
 .140625 
 
 5.7375 
 
 11 
 
 .120 
 
 4.896 
 
 X 
 
 .125 
 
 5.1 
 
 12 
 
 .109 
 
 4.4472 
 
 A 
 
 .109375 
 
 4.4625 
 
 13 
 
 .095 
 
 3.876 
 
 A 
 
 .09375 
 
 3.825 
 
 14 
 
 .083 
 
 3.3864 
 
 A 
 
 .078125 
 
 3.1875 
 
 15 
 
 .072 
 
 2.9376 
 
 i .. 
 
 
 
 16 
 
 .065 
 
 2.652 
 
 A 
 
 .0625 
 
 2.55 
 
 17 
 
 058 
 
 2.3664 
 
 
 
 
 18 
 
 .049 
 
 1.9992 
 
 A 
 
 .046875 
 
 1.9125 
 
 19 
 
 .042 
 
 1.7136 
 
 
 
 
 20 
 
 .035 
 
 1.428 
 
 
 
 
 21 
 
 .032 
 
 1.3056 
 
 A 
 
 .03125 
 
 1.275 
 
 22 
 
 .028 
 
 1.1424 
 
 
 
 
 23 
 
 .025 
 
 1.02 
 
 
 
 
 24 
 
 1 .022 
 
 0.8976 
 
 
 
 
 25 
 26 
 
 .020 
 .018 
 
 0.816 
 0.7344 
 
 
 
 
 
 27 
 
 .016 
 
 0.6528 
 
 A 
 
 .015625 
 
 0.6375 
 
 28 
 29 
 30 
 31 
 32 
 33 
 
 .014 
 .013 
 .012 
 .010 
 .009 
 .008 
 
 0.5712 
 
 0.5304 
 
 0.4896 
 
 0.408 
 
 0.3672 
 
 0.3264 
 
 iJb 
 
 
 0.31875 
 
 
 
 
 
 .0078125 
 
 34 
 35 
 36 
 
 .007 
 .005 
 .004 
 
 0.2856 
 0.2040 
 0.1632 
 
 siff 
 
 
 
 
 .00390625 
 
 0.159375 
 
 Unless otherwise specified, all orders for flat rolled steel in gages will be executed by Carnegie 
 
 Steel Company to Birmingham Wire Gage. 
 
 426 
 
MEASURES AND WEIGHTS 
 
 UNITED STATES STANDARD GAGE 
 
 For 
 
 Sheet and Plate Ikon and Steel 
 
 
 Approximate Thickness 
 
 Weight per 
 Square Foot, 
 
 Weight per 
 Square Foot, 
 
 Weight per 
 
 Gage 
 
 
 
 
 3quajeMeter, 
 Kilograms 
 
 Number 
 
 Fractional 
 Inches 
 
 Decimal 
 Inches 
 
 Millimeters 
 
 Ounces, 
 Avoirdupois 
 
 Founds, 
 Avoirdupois 
 
 0000000 
 
 a 
 
 .5 
 
 12.7 
 
 320 
 
 20.00 
 
 97.65 
 
 000000 
 
 ■ H 
 
 .46875 
 
 11.90625 
 
 300 
 
 18.75 
 
 91.55 
 
 00000 
 
 A 
 
 .4375 
 
 11.1125 
 
 280 
 
 17.50 
 
 85.44 
 
 0000 
 
 a 
 
 .40625 
 
 10.31875 
 
 260 
 
 16.25 
 
 79.33 
 
 000 
 
 X 
 
 .375 
 
 9.525 
 
 240 
 
 15.00 
 
 73.24 
 
 00 
 
 u 
 
 .34375 
 
 8.73125 
 
 220 
 
 13.75 
 
 67.13 
 
 
 
 a 
 
 .3125 
 
 7.9375 
 
 200 
 
 12.50 
 
 61.03 
 
 1 
 
 A 
 
 .28125 
 
 7.14375 
 
 180 
 
 11.25. 
 
 54.93 
 
 2 
 
 a 
 
 .265625 
 
 6.746875 
 
 170 
 
 10.625 
 
 51.88 
 
 3 
 
 a 
 
 .25 
 
 6.35 
 
 160 
 
 10.00 
 
 48.82 
 
 4 
 
 a 
 
 .234375 
 
 5.953125 
 
 150 
 
 9.375 
 
 45.77 
 
 5 
 
 A 
 
 .21875 
 
 5.55625 
 
 140 
 
 8.75 
 
 42.72 
 
 6 
 
 hi 
 
 .203125 
 
 5.159375 
 
 130 
 
 8.125 
 
 39.67 
 
 7 
 
 a 
 
 .1875 
 
 4.7625 
 
 120 
 
 7.50 
 
 36.62 
 
 8 
 
 ii 
 
 .171875 
 
 4.365625 
 
 110 
 
 6.875 
 
 33.57 
 
 9 
 
 A 
 
 .15625 
 
 3.96875 
 
 100 
 
 6.25 
 
 30.52 
 
 10 
 
 A 
 
 .140625 
 
 3.571875 
 
 90 
 
 5.625 
 
 27.46 
 
 11 
 
 Ys 
 
 .125 
 
 3.175 
 
 80 
 
 5.00 
 
 24.41 
 
 12 
 
 A 
 
 .109375 
 
 2.778125 
 
 70 
 
 4.375 
 
 21.36 
 
 13 
 
 A 
 
 .09375 
 
 2.38125 
 
 60 
 
 3.75 
 
 18.31 
 
 14 
 
 A 
 
 .078125 
 
 1.984375 
 
 50 
 
 3.125 
 
 15.26 
 
 15 
 
 
 .0703125 
 
 1.7859375 
 
 45 
 
 2.8125 
 
 13.73 
 
 16 
 
 A 
 
 .0625 
 
 1.5875 
 
 40 
 
 2.50 
 
 12.21 
 
 17 
 
 
 .05625 
 
 1.42875 
 
 36 
 
 ,2.25 
 
 10.99 
 
 18 
 19 
 
 A , 
 
 .05 
 .04375 
 
 1.27 
 1.11125 
 
 32 
 28 
 
 2.00 
 1.75 
 
 9.765 
 8.544 
 
 20 
 
 A 
 
 .0375 
 
 .9525 
 
 24 
 
 1.50 
 
 7.324 
 
 21 
 
 AV 
 
 .034375 
 
 .873125 
 
 22 
 
 1.375 
 
 6.713 
 
 22 
 
 A 
 
 .03125 
 
 .793750 
 
 20 
 
 1.25 
 
 6.103 
 
 23 
 
 
 .028125 
 
 .714375 
 
 18 
 
 1.125 
 
 5.493 
 
 24 
 
 ]£ 
 
 .025 
 
 .635 
 
 16 
 
 1.00 
 
 4.882 
 
 25 
 
 .021875 
 
 .555625 . 
 
 14 
 
 .875 
 
 4.272 
 
 26 
 
 lib 
 An 
 
 .01875 , 
 
 .47625 
 
 12 
 
 .75 
 
 3.662 
 
 27 
 
 .0171875 
 
 .4365625 
 
 11 
 
 .6875 
 
 3.357 
 
 28 
 
 A 
 
 .015625 
 
 .396875 
 
 10 
 
 .625 
 
 3.052 
 
 29 
 
 
 .0140625 
 
 .3571875 
 
 9 
 
 .5625 
 
 2.746 
 
 30 
 
 A 
 
 .0125 
 
 .3175 
 
 . 8 
 
 .50 
 
 2.441 
 
 31 
 
 .0109375 
 
 .2778125 
 
 7 
 
 .4375 
 
 2.136 
 
 32 
 
 Aiu 
 
 3$3 
 
 .01015625 
 
 .25796875 
 .238125 
 
 6M 
 
 .40625 
 
 1.983 
 
 33 
 
 .009375 
 
 6 
 
 .375 
 
 1.831 
 
 34 
 
 .00859375 
 
 .21828125 
 
 5K 
 
 .34375 
 
 1.678 
 
 35 
 
 iAtf 
 
 .0078125 
 
 .1984375 
 
 5 
 
 .3125 
 
 1.526 
 
 36 
 
 .00703125 
 
 .17859375 
 
 iH 
 
 .28125 
 
 1.373 
 
 37 
 
 .006640625 
 
 .168671875 
 
 4H 
 
 .265626 
 
 1.297 
 
 38 
 
 .00625 
 
 .15875 
 
 4 
 
 .25 
 
 1.221 
 
 The United States Standard Gage is a weight gage based upon the weights per square foot in 
 ounces avoirdupois and approximate thickness based upon 480 pounds per cubic foot. 
 
 In the practical use and application of the United States Standard Gage, a weight variation of 
 2y& per cent either way may be allowed. 
 
 Unless otherwise specified, all orders for flat rolled steel in gages will be executed by Carnegie 
 Steel Company to Birmingham Wire Gage. 
 
 427 
 
CARNEGIE STEEL COMPANY 
 
 STANDARD GAGES 
 Comparative Table 
 
 1 
 
 - 
 
 Thickness in Decimals of an Inch 
 
 
 Gage 
 
 Number 
 
 Birmingham Wire 
 
 (B. W. G.) 
 
 also known as 
 
 Stubs Iron Wire 
 
 American Wire 
 
 or 
 
 Browne & Sharpe 
 
 d 
 O 
 
 S S 
 
 ^ S 
 *•&•« 
 
 III 
 
 a I 
 
 ■s I 
 
 i 
 
 o 
 O 
 
 g 
 
 B 
 
 j 
 
 3.S 
 
 Standard Birmingham 
 ^^ Sheet and Hoop 
 (B. G.) 
 
 0000000 
 
 
 
 .4900 
 
 
 .500 
 
 
 000000 
 
 
 .580000 
 
 .4615 
 
 
 .464 
 
 
 00000 
 
 
 .516500 
 
 .4305 
 
 .450 
 
 .432 
 
 
 0000 
 
 .454 
 
 .460000 
 
 .3938 
 
 .400 
 
 .400 
 
 
 000 
 
 .425 
 
 .409642 
 
 .3625 
 
 .360 
 
 .372 
 
 .5000 
 
 00 
 
 .380 
 
 .364796 
 
 .3310 
 
 .330 
 
 .348 
 
 .4452 
 
 
 
 .340 
 
 .324861 
 
 .3065 
 
 .305 
 
 .324 
 
 .3964 
 
 1 
 
 .300 
 
 .289297 
 
 .2830 
 
 .285 
 
 .300 
 
 .3532 
 
 2 
 
 .284 
 
 .257627 
 
 .2625 
 
 .265 
 
 .276 
 
 .3147 
 
 3 
 
 .259 
 
 .229423 
 
 .2437 
 
 .245 
 
 .252 
 
 .2804 
 
 4 
 
 .238 
 
 .204307 
 
 .2253 
 
 .225 
 
 .232 
 
 .2500 
 
 5 
 
 .220 
 
 .181940 
 
 .2070 
 
 .205 
 
 .212 
 
 .2225 
 
 6 
 
 .203 - 
 
 .162023 
 
 .1920 
 
 .190 
 
 .192 
 
 .1981 
 
 7 
 
 .180 
 
 .144285 
 
 .1770 
 
 .175 
 
 .176 
 
 .1764 
 
 8 
 
 .165 
 
 .128490 
 
 .1620 
 
 .160 
 
 .160 
 
 .1570 
 
 9 
 
 .148 
 
 .114423 
 
 .1483 
 
 .145 
 
 .144 
 
 .1398 
 
 10 
 
 .134 
 
 .101897 
 
 .1350 
 
 .130 
 
 .128 
 
 .1250 
 
 11 
 
 .120 
 
 .090742 
 
 .1205 
 
 .1175 
 
 .116 
 
 .1113 
 
 12 
 
 .109 
 
 .080808 
 
 .1055 
 
 .105 
 
 .104 
 
 .0991 
 
 13 
 
 .095 
 
 .071962 
 
 .0915 
 
 .0925 
 
 .092 
 
 .0882 
 
 14 
 
 .083 
 
 .064084 
 
 .0800 
 
 .0806 
 
 .080 
 
 .0785 
 
 15 
 
 .072 
 
 .057068 
 
 .0720 
 
 .070 
 
 .072 
 
 .0699 
 
 16 
 
 .065 
 
 .050821 
 
 .0625 
 
 .061 
 
 .064 
 
 .0625 
 
 17 
 
 .058 
 
 .045257 
 
 .0540 
 
 .0525 
 
 .056 
 
 .0556 
 
 18 
 
 .049 
 
 .040303 
 
 .0475 
 
 .045 
 
 .048 
 
 .0495 
 
 19 
 
 .042 
 
 .035890 
 
 .0410 
 
 .040 
 
 .040 
 
 .0440 
 
 20 
 
 .035 
 
 .031961 
 
 .0348 
 
 .035 
 
 .036 
 
 .0392 
 
 21 
 
 .032 
 
 .028462 
 
 .03175 
 
 .031 
 
 .032 
 
 .0349 
 
 22 
 
 .028 
 
 .025346 
 
 .0286 
 
 .028 
 
 .028 
 
 .03125 
 
 23 
 
 .025 
 
 .022572 
 
 .0258 
 
 .025 
 
 .024 
 
 .02782 
 
 24 
 
 .022 
 
 .020101 
 
 .0230 
 
 .0225 
 
 .022 
 
 .02476 
 
 25 
 
 .020 
 
 .017900 
 
 .0204 
 
 .020 
 
 .020 
 
 .02204 
 
 26 
 
 .018 
 
 .015941 
 
 .0181 
 
 .018 
 
 .018 
 
 .01961 
 
 27 
 
 .016 
 
 .014195 
 
 .0173 
 
 .017 
 
 .0164 
 
 .01745 
 
 28 
 
 .014 
 
 .012641 
 
 .0162 
 
 .016 
 
 .0148 
 
 .015625 
 
 29 
 
 .013 
 
 .011257 
 
 .0150 
 
 .015 
 
 .0136 
 
 .0139 
 
 30 
 
 .012 
 
 .010025 
 
 .0140 
 
 .014 
 
 .0124 
 
 .0123 
 
 31 
 
 .010 
 
 .008928 
 
 .0132 
 
 .013 
 
 .0116 
 
 .0110 , 
 
 32 
 
 " .009 
 
 .007950 
 
 .0128 
 
 .012 
 
 .0108 
 
 .0098 
 
 33 
 
 .008 
 
 .007080 
 
 .0118 
 
 .011 
 
 .0100 
 
 .0087 
 
 34 
 
 .007 
 
 .006305 
 
 .0104 
 
 .010 
 
 .0092 
 
 .0077 
 
 35 
 
 .005 
 
 .005615 
 
 .0095 
 
 .0095 
 
 .0084 
 
 .0069 
 
 36 
 
 .004 
 
 .005000 
 
 .0090 
 
 .009 
 
 .0076 
 
 .0061 
 
 37 
 
 
 .004453 
 
 .0085 
 
 .0085 
 
 .0068 
 
 .0054 > 
 
 38 
 
 
 .003965 
 
 .0080 
 
 .008 
 
 .0060 
 
 .0048 
 
 39 
 
 
 .003531 
 
 .0075 
 
 .0075 
 
 .0052 
 
 
 40 
 
 
 .003144 
 
 .0070 
 
 .007 
 
 .0048 
 
 
 Unless otherwise specified, all orders for flat rolled steel in gages will be executed by Carnegie 
 Steel Company to Birmingham Wire Gage. 
 
 428 
 
MEASURES AND WEIQHTS 
 
 DECIMAL OP AN INCH AND OP A FOOT 
 
 Fractions 
 
 of 
 
 Inch or Foot 
 
 AS s 
 
 Fractions 
 
 of 
 
 Inch or Foot 
 
 lis 
 
 Ms? 
 
 Fractions 
 
 of 
 
 Inch or Foot 
 
 8- 
 
 A "S _ 
 
 1-3,8 
 
 Fractions 
 
 of 
 
 Inch or Foot 
 
 ft 
 
 ft 
 
 ft 
 
 H 
 
 ii 
 
 n 
 
 a 
 
 .0052 
 .0104 
 
 .015625 
 
 .0208 
 
 .0260 
 
 .03125 
 
 .0365 
 
 .0417 
 
 .046875 
 
 .0521 
 
 .0573 
 
 .0625 
 .0677 
 .0729 
 
 .078125 
 
 .0833 
 
 .0885 
 
 .09375 
 
 .0990 
 
 .1042 
 
 .109375 
 
 .1146 
 
 .1198 
 
 .1250 
 .1302 
 .1354 
 
 .140625 
 
 .1458 
 
 .1510 
 
 .15625 
 
 .1615 
 
 .1667 
 
 .171875 
 
 .1771 
 
 .1823 
 
 .1875 
 .1927 
 .1979 
 
 .203125 
 
 .2083 
 
 .2135 
 
 .21875 
 
 .2240 
 
 .2292 
 
 .234375 
 
 .2396 
 
 .2448 
 
 .2500 
 
 Yi 
 
 n 
 
 H 
 1 
 ift 
 
 1H 
 1A 
 
 1M 
 
 lft 
 1% 
 1A 
 
 1H 
 lft 
 
 1^8 
 
 Hi 
 IK 
 lii 
 
 1% 
 lit 
 2 
 
 2A 
 2K 
 2ft 
 
 2M 
 2ft 
 
 2Ji 
 
 2ft 
 
 2H 
 2 ft 
 
 21* 
 
 2M 
 
 211 
 2% 
 218 
 
 Jl 
 
 H 
 
 H 
 
 ii 
 
 S3 
 
 i! 
 
 « 
 
 45 
 
 a 
 
 .2552 
 .2604 
 
 .265625 
 
 .2708 
 
 .2760 
 
 .28125 
 
 .2865 
 
 .2917 
 
 .296875 
 
 .3021 
 
 .3073 
 
 .3125 
 .3177 
 .3229 
 
 .328125 
 
 .3333 
 
 .3385 
 
 .34375 
 
 .3490 
 
 .3542 
 
 .359375 
 
 .3646 
 
 .3698 
 
 .3750 
 .3802 
 .3854 
 
 .390625 
 
 .3958 
 
 .4010 
 
 .40625 
 
 .4115 
 
 .4167 
 
 .421875 
 
 .4271 
 
 .4323 
 
 .4375 
 .4427 
 .4479 
 
 .453125 
 
 .4583 
 
 .4635 
 
 .46875 5% 
 .4740 514 
 .4792 5M 
 
 .484375 
 
 .4896 
 
 .4948 
 
 .5000 
 
 3ft 
 
 3H 
 
 3ft 
 3H 
 3ft 
 
 3M 
 3ft 
 3)4 
 
 3ft 
 3% 
 3\h 
 
 3% 
 3lf 
 3% 
 
 318 
 
 4 
 
 4ft 
 
 4K 
 
 4ft 
 
 4« 
 4ft 
 
 iYi 
 
 4ft 
 i% 
 
 414 
 4% 
 4}« 
 
 4« 
 411 
 5 
 
 5ft 
 5H 
 5ft 
 
 5H 
 5ft 
 5« 
 
 5ft 
 5M 
 5ft 
 
 558 
 
 5% 
 513 
 
 6 
 
 M 
 
 Ii 
 
 14 
 II 
 li 
 M 
 If 
 SI 
 
 429 
 
 .5052 
 .5104 
 
 .515625 
 
 .5208 
 
 .5260 
 
 .53125 
 
 .5365 
 
 .5417 
 
 .546875 
 
 .5521 
 
 .5573 
 
 .5625 
 .5677 
 .5729 
 
 .578125 
 
 .5833 
 
 .5885 
 
 .59375 
 
 .5990 
 
 .6042 
 
 .609375 
 
 .6146 
 
 .6198 
 
 .6250 
 .6302 
 .6354 
 
 .640625 
 
 .6458 
 
 .6510 
 
 .65625 
 
 .6615 
 
 .6667 
 
 .671875 
 
 .6771 
 
 .6823 
 
 .6875 
 .6927 
 .6979 
 
 ;703125' 
 
 .7083 
 
 .7135 
 
 .71875 
 
 .7240 
 
 .7292 
 
 .734375 
 
 .7396 
 
 .7448 
 
 .7500 
 
 6ft 
 6K 
 
 6ft 
 6ft 
 
 6% 
 6ft 
 6^ 
 
 6ft 
 
 014 
 
 6Ji 
 618 
 
 ey s 
 
 618 
 7ft 
 
 7ft 
 7M 
 
 7ft 
 TA 
 7ft 
 
 7H 
 7ft 
 7% 
 
 7H 
 
 7M 
 711 
 
 7^8 
 
 71S 
 8 
 
 8ft 
 8M 
 8ft 
 
 8M 
 8ft 
 &*A 
 
 8ft 
 8MS 
 8ft 
 
 814 
 SH 
 
 811 
 
 8Js 
 818 
 
 9 
 
 SI 
 
 §5 
 
 II 
 
 18 
 
 ill 
 
 Si 
 
 .7552 
 .7604 
 
 .765625 
 
 .7708 
 
 .7760 
 
 .78125 
 
 .7865 
 
 .7917 
 
 .796875 
 
 .8021 
 
 .8073 
 
 .8125 
 .8177 
 .8229 
 
 .828125 
 
 .8333 
 
 .8385 
 
 .84375 
 
 .8490 
 
 .8542 
 
 .859375 
 
 .8646 
 
 .8698 
 
 .8750 
 .8802 
 .8854 
 
 .890625 
 
 .8958 
 
 .9010 
 
 .90625 
 
 .9115 
 
 .9167 
 
 .921875 
 
 .9271 
 
 .9323 
 
 .9375 
 .9427 
 .9479 
 
 .953125 
 
 .9583 
 
 .9635 
 
 .96875 
 
 .9740 
 
 .9792 
 
 .984375 
 
 .9948 
 1.0000 
 
CARNEGIE STEEL COMPANY 
 
 SUBJECT INDEX 
 
 Page 
 
 American Bridge Co . . . specifications for steel structures 158-164 
 
 A. S. T. M.. standard specifications 4-57 
 
 billet steel reinforcement bars '. 24-27 
 
 Boiler and fire box steel tor locomotives , 49-53 
 
 boiler rivet steel for locomotives '54-57 
 
 nickel steel, structural 11-17 
 
 ship rivet steel 33-37 
 
 structural steel for bridges 4-10 
 
 " " buildings 18-23 
 
 " " cars : . 38-43 
 
 " locomotives 44-48 
 
 " " ships 28-32 
 
 Anchors standard wall and pier anchors 249 
 
 Angles elements of sections 171,184-189 
 
 profiles, dimensions and weights 90-97 
 
 safe loads, explanatory notes 212 
 
 safe load tables 236-240 
 
 standard connections 246,247 
 
 structural details for punching and riveting . 252-254 
 
 tension values 260-262" 
 
 Angles, Back to Back . . radii of gyration 173, 200-202 
 
 Arches, Floor Arches . . . explanatory notes 326-328 
 
 terra cotta, safe load tables and weights 3,29-332 
 
 Areas circles, diameters 1 to 999 400-415) 
 
 circular segments 394-397 
 
 method of increasing sectional areas 59 
 
 net areas of angles 260-262 
 
 plane figures 391 
 
 rectangular sections \ . . . .' 116-118 
 
 reduction of area for rivet holes 254 
 
 square and round bars 122, 123 
 
 structural shapes 174-195 
 
 surface of solids 398, 399 
 
 Band Edge Flats ...... list of sizes ; 114 
 
 Bars cold twisted square bars, sizes and weights 124 
 
 concrete reinforcement bars, sizes and weightsl24-133 
 
 eye bars, sizes and dimensions 150 
 
 hanger bars, sizes and weights 133 
 
 lattice bars, dimensions for columns 162 
 
 merchant bars, list of sizes „. .114,115 
 
 rounds and squares, weights and areas 122, 123 
 
 splice bars, profiles, dimensions and weights. .138, 139 
 standard test bars, see A. S. T. M. Specifications 4-57 
 
 tension values, rounds and squares 263 
 
 upset screw ends, sizes and dimensions 148, 149 
 
 430 
 
INDEX 
 
 Page 
 
 Beams, H-Beams see H-Beams 71, 179, 230, 296 
 
 Beams, I-Beams bending moments, tables 219, 220 
 
 common dimensions 60 
 
 details, connection angles 246, 247 
 
 " bearing plates 250 
 
 " separators .... . 248 
 
 standard gages for punching 243, 244 
 
 elements of sections 170, 174, 175 
 
 grillage, notes and calculations 264-268 
 
 profiles, weights and dimensions .',..... 61-70 
 
 sale loads, explanation of tables 212-218 
 
 sale load tables 222-229 
 
 web resistance, tables 219, 220 
 
 Beam Columns safe load tables 296 
 
 Beam Girders explanatory notes 269 
 
 sale load tables 270, 271 
 
 Beam Stresses explanatory notes 203-205, 212-218 
 
 bending stresses 203, 204 
 
 buckling stresses 216, 217 
 
 deflection, lateral 160, 204, 214 
 
 vertical 208-213 
 
 flexure formulas for various loading conditions. . 206-2 1 1 
 
 impact stresses 214, 215 
 
 shearing stresses, longitudinal and vertical. 203, 215, 216 
 tensile and compressive stresses 204 
 
 Bearing Plates explanatory notes 250 
 
 sale resistance ^ 251 
 
 standard lor beams 250 
 
 Bearing Values pins and rivets, explanatory notes 255 
 
 pins, tables 258 
 
 rivets, tables 256, 257 
 
 Bending Momenta explanatory notes 203 
 
 beams, tables 219, 220 
 
 channels, tables 221 
 
 pins, tables 259 
 
 various loading conditions, formulas .208-211 
 
 Bolts standard dimensions 144, 145 
 
 screw threads, standard dimensions 144, 145 
 
 weights, bolts with hexagon heads and nuts . . . 147 
 weights, bolts with square heads and nuts 146 
 
 Bolt Heads and Nuts. . . standard dimensions 144, 145 
 
 weights 146, 147 
 
 Buckle Plates explanatory notes 340 
 
 sale load table ■ 340 
 
 sizes and dimensions 341 
 
 Buckling of Webs explanatory notes 216-218 
 
 web resistance ol beams and channels, tables . 219-221 
 
 Building Laws extract, from building laws of various cities . . . 324 
 
 Bulb Sections bulb angles, bulb tees 72-80, 179-183 
 
 bulb angles, elements 180-183 
 
 " profiles, weights and dimensions... 73-80 
 
 bulb tees, elements 179 
 
 " " " profiles, weights and dimensions 72 
 
 431 
 
CARNEGIE STEEL COMPANY 
 
 Page 
 
 Cast Iron Columns .... allowable unit stresses 320 
 
 hollow round and square, elements 198, 199 
 
 " safe loads 321,322 
 
 Ceilings deflection of plastered ceilings 212, 213 
 
 weight of ceilings 332 
 
 Center of Gravity. .... see Neutral Axis 165-171, 174-197 
 
 Channels, Ship and Car. elements of sections 177, 178 
 
 profiles, weights and dimensions 85-89 
 
 Channels, Structural. . . bending moments, table 221 
 
 common dimensions 60 
 
 details, standard gages for punching 245 
 
 elements of sections 170, 176-178 
 
 profiles, weights and dimensions 81-89 
 
 safe loads, explanation of tables 212-218 
 
 safe load tables 231-235 
 
 web resistance, table 221 
 
 Checkered Plates . . - elements and safe loads 344 
 
 profiles, weights and dimensions 110 
 
 Circles areas and circumferences, dia. 1 to 999 400-419 
 
 properties of the circle; 390 
 
 Circular Plates extreme sizes, carbon steel Ill, 112 
 
 Circular Segments areas, tables of coefficients 394-397 
 
 Clevises sizes and weights 152 
 
 Coefficients circular segments,, 395-397 
 
 deflection under uniform load 213 
 
 expansion due to heat 377 
 
 Cold Twisted Squares . . . sizes ajid weights 124 
 
 Columns, Cast Iron .... allowable unit stresses 320 
 
 hollow round and square, elements 198, 199 
 
 safeloads 321,322 
 
 Columns, Steel explanatory notes 291-293 
 
 calculation of elements 172, 173 
 
 " " stresses 293 
 
 compression formulas 294, 295 
 
 elements, angle and plate columns 309-316 
 
 " channel and plate columns 297-308 
 
 " miscellaneous beam columns 296 
 
 safe loads, angle and plate columns 309-316 
 
 " " channel and plate columns 297-308 
 
 " " miscellaneous beam columns 296 
 
 typical details for mill and office buildings 317-319 
 
 Columns, Wood allowable unit stresses 367 
 
 square and round, safe loads 368, 369 
 
 Compound Sections .... calculation of elements 172, 173 
 
 Concrete, Masonry strength, unit fiber stresses 376 
 
 specific gravity and weight 371 
 
 Concrete, Reinforced . . . explanatory notes 333-337 
 
 beams and slabs, formulas 333-336 
 
 bending moments of slabs 338 
 
 columns, formulas „ . 336 
 
 reinforcements, deformed bars, etc 124-133 
 
 round and square bars 122, 123 
 
 triangle mesh 339 
 
 432 
 
INDEX 
 
 Page 
 
 Connection Angles standard for beams 246, 247 
 
 Construction Specif ns. . American Bridge Company 158-164 
 
 Conversion Tables measures, metric and U. S. Standard 378-389 
 
 Corrugated Plates elements of sections 194 
 
 profiles, weights and dimensions 109 
 
 assembled sections, elements and safe loads . . 343 
 
 Corrugated Sheets explanatory notes 352 
 
 sizes and weights 353 
 
 Cotter Pins sizes and dimensions 154 
 
 Cross Tie Sections elements of sections 193 
 
 profiles, weights and dimensions 134, 135 
 
 safe load tables 230 
 
 Cubes and Cube Roots . . numbers 1 to 999 400-419 
 
 Decimal Table equivalents of an inch and of a foot 429 
 
 Deflection, Lateral explanatory notes and formula 160, 204, 214 
 
 Deflection, Vertical. . . . explanatory notes 204,212 
 
 coefficients, calculation and table 213 
 
 coefficients for beams and channels . . 222-226, 230-233 
 
 limit for plastered ceilings 212 
 
 formulas for loading under various conditions . 208-211 
 Deformed Bars sizes and weights 124-131 
 
 Elasticity elastic limit of substances 374, 375 
 
 modulus of elasticity of substances . . 206, 359, 374-376 
 
 Elements of Sections. . . explanatory notes 165 
 
 formulas for calculation of elements 166-173 
 
 structural shapes 174-202 
 
 Equivalent Measures. . . metric and U. S. standard 378-389 
 
 Expansion, Heat table of coefficients 377 
 
 Eye Bars sizes, dimensions and weights 150 
 
 Fiber Stresses concrete, reinforced concrete 376 
 
 masonry, stone 376 
 
 metals, alloys 374, 375 
 
 miscellaneous substances 376 
 
 structural steel 158, 159, 375 
 
 structural timber '. 359 
 
 Fireproof Floors see Floor Construction 323-339 
 
 Flat Rolled Steel list of sizes 111-114 
 
 tables of weights 119-121 
 
 Flexure of Beams explanatory notes and formulas 203-211 
 
 Floor Construction. . '. . explanatory notes 323-328 
 
 fireproof floor systems 325, 326 
 
 live loads, various building laws 324 
 
 reinforced concrete beams and slabs 333-339 
 
 terra cotta arches, safe loads and weights 329-332 
 
 thrust in arches 326-328 
 
 Floor Plates buckle plates 340,341 
 
 checkered plates 344 
 
 corrugated plates, assembled 343 
 
 trough plates, assembled 342 
 
 433 
 
CARNEQIE STEEL COMPANY 
 
 Pagb 
 
 Formulas bending moments and deflection 206-211 
 
 elements of sections 166-173 
 
 geometric and trigonometric 390-394, 398, 399 
 
 root trusses, stresses and length of members. .348-351 
 
 stresses in beams, bending 203-205 
 
 buckling 216,217 
 
 " " " impact 214,215 
 
 shearing 215,216 
 
 stresses in columns, cast iron 320 
 
 structural steel '. 294,295 
 
 " " " structural timber 359 
 
 stresses in bearing plates and steel slabs . . 250, 264, 265 
 
 Functions numbers 1 to 999 400-419 
 
 trigonometric 420-425 
 
 Gases specific gravity and weight 370 
 
 Gages angles, for punching."?*. 246 
 
 beams, for punching 243, 244 
 
 Birmingham wire gage 426 
 
 channels, for punching 245 
 
 comparative table of various gages 428 
 
 United States standard gage 427 
 
 Gage Variation steel plates, see A. S. T. M. Specifications .... 4-57 
 
 Girders explanatory notes -^ 269 
 
 angle and plate girders, safe loads 272-290 
 
 beam and plate girders, safe loads 270, 271 
 
 elements of compound sections 172, 173 
 
 grillage foundations. 264-268 
 
 Grillage Foundations . . explanatory notes and calculation 264-268 
 
 Grips of Rivets length of field rivets 156 
 
 H-Beams beam safe load tables 230 
 
 column safe load tables 296 
 
 elements of sections 179 
 
 profiles, dimensions and weights 71 
 
 Half Rounds list of sizes 115 
 
 Hexagons list of sizes 115 
 
 Hollow Sections rounds and squares, elements 198, 199 
 
 cast iron columns 320-322 
 
 Impact Stresses effect on beams 214,215 
 
 Increase of Sections . . . method of rolling 59 
 
 Lateral Deflection explanatory notes and formula 160, 204, 214 
 
 Lattice Bars dimensions for columns 162 
 
 Liquids coefficients of expansion. 377 
 
 specific gravity and weight 370 
 
 Live Loads, Floors ... building laws of various cities 324 
 
 Logarithms numbers 1 to 999 400-419 
 
 Longitudinal Shear. . . . explanation and formula 215, 216 
 
 Loop Rods sizes and dimensions 151 
 
 434 
 
INDEX 
 
 Page 
 
 Masonry and Stone .... coefficients of expansion 377 
 
 specific gravity and weight 371 
 
 strength, unit fiber stresses 376 
 
 Materials coefficients of expansion 377 
 
 specific gravity and weight , 370-373 
 
 strength, unit fiber stresses 374-376 
 
 Measures and Weights. . equivalents of U. S. and metric 378-389 
 
 Mensuration mathematical formulas 390-399 
 
 Metals and Alloys coefficients of expansion 377 
 
 specific gravity and weight 370 
 
 strength, unit fiber stresses ,. 374, 375 
 
 Metric Tables weights and measures 378-389 
 
 Minerals specific gravity and weight 371 
 
 Modulus of Elasticity . . various substances 206, 359, 374-376 
 
 Moments of Inertia .... definition and formulas 165-171 
 
 structural sections, tables 174-197 
 
 Neutral Axis definition and formulas 165-171 
 
 structural shapes, tables 174-197 
 
 NutB dimensions and weights 144-147 
 
 recessed pin nuts, sizes and dimensions 154 
 
 sleeve nuts, sizes and dimensions 153 
 
 Nut Steel Flats list of sizes 114 
 
 Octagons list of sizes 115 
 
 Ordering Materials general instructions 58 
 
 Piling, Steel Sheet explanatory notes 354-356 
 
 elements, rolled and assembled sections 194, 357 
 
 profiles, rolled sections '. 108 
 
 Pi n8 explanatory notes • ■ • • 255 
 
 bearing values, tables 258 
 
 bending Moments, tables 259 
 
 cotter pins, sizes and dimensions 154 
 
 Pipe black and galvanized 142, 143 
 
 Plate Girders see Girders 172, 173, 264-290 
 
 Plates, Flat Rolled Steel, extreme sizes Ill 113 
 
 carbon steel, sheared, rectangular and circular . Ill, 112 
 
 " " , universal rectangular Ill 
 
 nickel steel, sheared, rectangular 113 
 
 " , universal, rectangular 113 
 
 Plates, Floor Plates buckle plates, explanatory notes and sizes 340, 341 
 
 checkered plates, elements and safe loads 344 
 
 " " profiles, weights, dimensions 110 
 
 corrugated plates, elements and safe loads .... 194, 343 
 
 ■< " profiles, weights, dimensions 109 
 
 trough plates, elements and safe loads 194, 342 
 
 •• " profiles, weights, dimensions 109 
 
 Plates, Wall Plates. ... see Bearing Plates 250, 251 
 
 Profiles of Sections dimensions and weights 61-110, 124-141 
 
 Punching details for punching and riveting 252-254 
 
 construction specifications 163 
 
 Parting explanatory notes '. 347 
 
 _ 435 
 
CARNEGIE STEEL COMPANY 
 
 Page 
 
 Radius of Gyration definition . 165 
 
 -angles back to back, tables 200-202 
 
 formulas for elements of sections 166-173 
 
 structural shapes, tables 174-195 
 
 Rails elements of A. R. A. and A. S. C. E. sections 195 
 
 profiles, weights and dimensions 136, 137 
 
 Rails and Accessories . . weights and dimensions ^ 140 
 
 Rail Clips profiles, dimensions and weights 141 
 
 Ratio of Slenderness. . . definition 291 
 
 N unit stresses for compression formulas 294 
 
 Recessed Pin Nnts , sizes and dimensions 154 
 
 Reciprocals numbers 1 to 999". 400-419 
 
 Rectangular Plates .... extreme sizes, carbon-and nickel steel 111-113 
 
 Rectangular Sections . . . areas 116-118 
 
 moments of inertia 196, 197 
 
 Reinforced Concrete ... see Concrete, Reinforced 122-133, 333-339 
 
 Riveting construction specifications 161, 162 
 
 details for punching and riveting 252-254 
 
 Rivets areas of rivet holes 254 
 
 conventional signs 252 
 
 dimensions 155 
 
 lengths for various grips 156 
 
 stresses, shearing and bearing values 255-257 
 
 structural details for riveting 252-254 
 
 weights , 157 
 
 Roofs explanatory notes 345-347 
 
 live loads, building laws of various cities 324 
 
 snow and wind loads 345 
 
 trusses, stresses and length of members 348-351 
 
 weights, roof covering and roof trusses 346, 347 
 
 Screw Threads Franklin Institute, TJ. S. and A. B. Co. standards 144 
 
 Section Modulus definition and formulas 165-173 
 
 structural shapes 174-195 
 
 Segments, Circular .... coefficients of areas 395-397 
 
 Separators standard for beams 248 
 
 Shearing Stresses longitudinal and vertical 203, 215, 216 
 
 Sheared Plates extreme sizes, carbpn-and nickel steel 111-113 
 
 Shearing Values, Rivets, tables.' 256, 257 
 
 Ship and Car Channels . see Channels, Ship and Car 85-89, 177, 178 
 
 Skelp list of sizes 114 
 
 Sleeve Nuts sizes and dimensions 153 
 
 Snow Loads roofs and trusses 345 
 
 Specifications American Bridge Company 158-164 
 
 American Society for Testing Materials, 4-57 
 
 Specific Gravity various substances „ 370, 371 
 
 Splice Bars elements of A. R. A. and A. S. C. E. sections 195 
 
 profiles, dimensions and weights 138, 139 
 
 Square and Round Bars area and weight 122, 123 
 
 Square Edge Flats list of sizes. 114 
 
 Squares, Square Roots . numbers 1 to 999 400-419 
 
 Strength of Materials . . unit fiber stresses 374-376 
 
 Stresses see Beam Stresses .- 160, 203-218 
 
 436 
 
INDEX 
 
 Page 
 
 Tees elements ol sections -. .171, 190, 191 
 
 profiles, weights and dimensions 98-105 
 
 safe load tables 241 
 
 Terra Cotta arches, ceilings, furring, partition, roofing 326-332 
 
 Test Bars standard, see A. S. T. M. -Specifications 4-57 
 
 Threads length of bolt threads 145 
 
 standard dimensions of screw thread 144 
 
 Thrust in Arches effect in floor construction 326-328 
 
 Tie Rods length and weight 249 
 
 spacing 328 
 
 Timber, Structural . . . . A. R. E. A. unit stresses and explanatory notes. 358, 359 
 beams, deflections, limiting loads and spans. . . 361 
 
 explanatory notes 360 
 
 " safe load tables 362-366 
 
 coefficients of expansion 377 
 
 columns, explanatory notes 367 
 
 safeload tables 368, 369 
 
 specific gravity and weight 370 
 
 Triangle Mesh concrete reinforcement 339 
 
 Trigonometric Formulas functions of angles and triangles 392, 393 
 
 Trigonometric Functions natural 420-425 
 
 Trough Plates elements of sections 194 
 
 profiles, weights and dimensions 109 
 
 riveted sections, elements and safe loads 342 
 
 Trusses explanatory notes •. 347 
 
 stresses and length of members 348-351 
 
 weights of trusses 347 
 
 Turnbuckles size and dimensions 153 
 
 Unit Stresses see Fiber Stresses 158, 159, 359, 374-376 
 
 Universal Mill Plates. . . extreme sizes, carbon- and nickel steel Ill, 113 
 
 Upset Screw Ends square and round bars 148, 149 
 
 Vertical Shear explanation 215 
 
 formulas for various conditions of loading 207-211 
 
 Volume and Surface . . . solids 398, 399 
 
 Web Resistances beams and channels 219-221 
 
 Weights flat rolled steel, tables 119-121 
 
 rounds and squares 122, 123 
 
 shapes 61-110, 124-141 
 
 various substances 370-373 
 
 Weights and Measures. . metric and U. S. Standard 378-391 
 
 Wind Loads, Pressure. . building specifications of various cities 324 
 
 roofs and trusses 345 
 
 Wire and Sheet Metal. . standard gages • ■ .426-428 
 
 Wooden Beams, Columns see Timber, Structural 360-367 
 
 Zee Bars elements of sections 170, 192 
 
 profiles, weights and dimensions 106, 107 
 
 safe load tables ' 242 
 
 437 
 
CARNEQIE STEEL COMPANY 
 
 PRODUCTS 
 
 Pig Ieon and Furnace "Products 
 
 Ferro- Manganese and Spiegeleisen 
 
 Open-Hearth and Bessemer Steel, Allot Steels 
 
 Ingots, Billets, Blooms, Slabs, Sheet Bars 
 
 Armor and Vault Plate 
 
 Plates for Bridges, 1 Ships, Tanks, Boilers, and Cars 
 
 Rolled Structural Shapes 
 
 Beams, Channels, Angles, Tees, Zees 
 
 Steel Mine Timbers and Steel Sheet Piling 
 
 Bar Mill Products 
 
 Concrete Reinforcement Bars, Agricultural Shapes 
 
 Miscellaneous and Special Shapes 
 
 Electric Tool Steels 
 
 , Merchant Bars 
 
 Squares, Rounds, Half Rounds, Hexagons, Ovals, Half Ovals 
 
 Flats, Skelp, Bands, Hoops, Cotton Ties 
 
 Hoops for Slack Barrel Cooperage 
 
 Tire and Vehicle Spring Steel 
 
 Track Material 
 
 Rails and Splice Bars, Duquesne Rail Joints, 
 
 Track Accessories, Steel Cross Ties 
 
 Forgings 
 
 Standard Forged and Heat-Treated Axles 
 
 Connecting Rods, Crank Shafts and Arch Bars 
 
 Wheels and Gear Blanks, i 
 
 Automobile, Flywheels, Pipe Flanges,. Shaft Couplings 
 
 Locomotive Pistons 
 
 Derricks and Drilling Rigs 
 
 I 
 
 438 
 
CARNEGIE STEEL COMPANY 
 
 WORKS 
 
 COKE WORKS 
 
 Clalrton By-product Coke Works Clairton, Pa. 
 
 Farrell By-Product Coke Works Farrell, Pa. 
 
 BLAST FURNACES 
 
 Carrie Furnaces Rankin, Pa. 
 
 Edith Furnace Pittsburgh, N. S., Pa. 
 
 Isabella Furnaces Etna, Pa. 
 
 Lucy Furnaces Pittsburgh, Pa. 
 
 Neville Furnace Neville Island, Pa. 
 
 Niles Furnace Niles, O. 
 
 Steubenville Furnace Steubenville, O. 
 
 Zanesville Furnace . Zanesville, O. 
 
 STEEL WORKS, FURNACES AND ROLLING MILLS 
 
 Bellaire Steel Works and Furnaces Bellaire, O. 
 
 Clairton Steel Works and Furnaces Clairton, Pa. 
 
 Columbus Steel Works and Furnaces Columbus, O. 
 
 Duquesne Steel Works and Furnaces. . South Duquesne, Pa. 
 
 Edgar Thomson Steel Works and Furnaces Bessemer, Pa. 
 
 Farrell Steel Works and Furnaces Farrell, Pa. 
 
 Homestead Steel Works Munhall, Pa. 
 
 Mingo Steel Works and Furnaces Mingo Junction, O. 
 
 New Castle Steel Works and Furnaces New Castle, Pa. 
 
 Qhio Steel Works and Furnaces Youngstown, O. 
 
 Sharon Steel Works and Furnace Sharon, Pa. 
 
 ROLLING MILLS 
 
 Clark Mills Pittsburgh, Pa. 
 
 Greenville Mills Greenville, Pa. , 
 
 McCutcheon Mills Pittsburgh, N. S., Pa. 
 
 McDonald Bar Mills McDonald, O. 
 
 Monessen Mills : Monessen, Pa. 
 
 Painter Mills Pittsburgh, N. S., Pa. 
 
 Upper Union Mills Pittsburgh, Pa. 
 
 Lower Union Mills Pittsburgh, Pa. 
 
 Upper Union Mills Youngstown, O. , 
 
 fibwer Union Mills Youngstown, O. 
 
 FORGE AND WHEEL WORKS 
 
 Howard Axle Works Homestead, Pa. 
 
 Schoen Steel Wheel Works McKees Rocks, Pa. 
 
 WAREHOUSES ' 
 
 Baltimore Warehouse Baltimore, Md. 
 
 Cleveland Warehouse Cleveland, O. 
 
 New England Warehouse Allston, Mass. 
 
 Pittsburgh Warehouse Pittsburgh, Pa. 
 
 Waverly Warehouses Newark, N. J: 
 
 439 
 
— WW Marine l f usiuo, p'"&'_ " 
 
 ' RF> r AL0. M- *« 
 
 OFFICES 
 
 GENERAL OFFICES: 
 
 Pittsburgh, Carnegie Building. 
 
 DISTRICT OFFICES: 
 
 Birmingham, Brown-Marx Building, 
 
 Boston, 120 Franklin Street, 
 
 Buffalo, The Marine Trust Company Building, -■ 
 
 Chicago, 208 South La Salle Street, . 
 
 Cincinnati, Union Trust Building, 
 
 Cleveland, Rockefeller Building, ' 
 
 Denver,, First National Bank Building^ 
 
 Detroit, Ford Building, 
 
 New Orleans, Maison Blanche, 
 
 New York, Hudson Terminal, 30 Church Street, 
 
 Philadelphia, Widener Building, 
 
 Pittsburgh, Carnegie Building, 
 
 St. Louis, Third National Bank Building, 
 
 St. Paul, Pioneer Building. 
 
 EXPORT REPRESENTATIVES: 
 
 UNITED STATES STEEL PRODUCTS CO., 
 
 New York, Hudson Terminal, 30 Church Street. 
 
 k PACIFIC COAST REPRESENTATIVES: 
 
 » 
 
 UNITED STATES STEEL PRODUCTS CO., PACIFIC COAST DEPT. 
 
 Los Angeles, Jackson Street and Central Avenue, 
 
 Portland, Selling Building, 
 
 San Francisco, Rial to Building, 
 
 Seattle, Fourth Avenue South and Connecticut Avenue. 
 
 the Marine Trust Co. Bldg, 
 
 - — - 1-u ^.j awu B jX te ^ *~