' -^5 ' ISln^lry^lri^llxnnrrmJIrLixlIrLiTJImTJI n j| THE LIBRARIES f COLUMBIA UNIVERSITY I i i i 1 i 1 Avery Library I |bjiuii||uu|rijiJlruiJ|firiJ|pjiJ|priJ|pnl|rsri rata* rtf ( 2 ] SHOPS OF ST. PAUL FOUNDRY CO. COMO AYE. AND MACKUBIN ST. 1909 ST. PAUL. MINN Digitized by the Internet Archive in 2020 with funding from Columbia University Libraries https://archive.org/details/handbookcontainiOOsain A HAND-BOOK Containing Useful Information and Tables Appertaining to the Use of Structural Steel AND Cast Iron FOR ENGINEERS, ARCHITECTS AND BUILDERS ST. PAUL FOUNDRY CO. structural engineers, founders, machinists Como Ave. and Mackubin St. ST. PAUL, MINN. Established 1883 ST. PAUL FOUNDRY CO Entered According to Act of Congress IN THE YEAR I909 BY THE ST. PAUL FOUNDRY CO. IN THE Office of the Librarian of Congress a r Washington, D. C. PRICE $1.25 M ST. PAUL FOUNDRY CO. 3 Preface to Second Edition. 'J'HE second edition of our hand-book contains most of the data included in the first edition, together with a large amount of new data. Tables of properties of standard sec¬ tions and cuts and data relating to Beth¬ lehem sections have been added. A number of new and specially de¬ signed patterns for column caps, newel posts, stair railings and lamp posts are shown. All of the subject matter has been carefully revised and corrected to bring it up to date. 4 Compiled by H. C. Palmer. 4 ST. PAUL FOUNDRY CO STRUCTURAL STEEL DEPARTMENT We now have one of the largest and best equipped structural steel shops in the Northwest, and are prepared to furnish and erect ARCHITECTURAL STEEL WORK PLATE AND BOX GIRDERS COLUMNS, BEAMS, LINTELS TRUSSES OF ALL KINDS FOR ROOFS AND FLOORS STEEL HIGHWAY BRIDGES PLATE GIRDER R. R. BRIDGES R. R. TURNTABLES WATER TOWERS AND TANKS VIADUCTS, TRESTLES COAL AND ORE HANDLING DEVICES GALLOWS FRAMES FOR MINE SHAFTS STEEL FRAME MILL BUILDINGS AND MISCELLANEOUS STEEL WORK _ We carry a stock of from 3,000 to 4,000 tons of Steel Shapes, and are prepared to execute orders on short notice. I DESIGNS AND ESTIMATES ON APPLICATION ST. PAUL FOUNDRY CO CUTS OF AMERICAN STANDARD STRUCTURAL STEEL SECTIONS THE DIMENSIONS BELONG TO THE LIGHTEST SECTIONS FOR DIMENSIONS OF BEAMS AND CHANNELS OF THE HEAVIER SECTIONS, SEE PAGE 22 ST. PAUL FOUNDRY CO. I-BEAMS 20 ", 80 lbs. per foot So, 90, 95 and 100 lbs. * 3 25 "' « 24", 80 lbs. per foot 85, 90, 95 and 100 lbs. i 0 60 * * *--- 2 . 875 " * 20", 65 lbs. per foot 70 and 75 lbs. Weights in heavy type are standard; others are special. ST. PAUL FOUNDRY CO 7 I-BEAMS 2.70S *; -.2.546-" 8 ST. PAUL FOUNDRY CO, I-BEAMS 99V ST. PAUL FOUNDRY CO. I-BEAMS 9 Weights in large type are standard; others are special 10 ST. PAUL FOUNDRY CO CHANNELS ► * 0 28 * Weights in heavy type are standard; others are special. • 2.66 ST. PAUL FOUNDRY CO 11 CHANNELS r 0 -io! * 3", 4 lbs per foot 5 and 6 lbs — 1 . 86 — 2% x 2" Angle 2.8 to 0.8 lbs. 7 x 3M>" Angle 15.0 to 32.3 lbs (5 x 4" Angle 12.3 to 30.0 lbs. 3%x2%"Angle 4.0 to .12.4 lbs. G x 31 / 2 " Angle 11.7 to 28.9 lbs. 3V2 x 3" Angle 0.0 to 15.7 lbs. 5 x 4" Angle 11.0 to 24.2 lbs, 4 x 3" Angle '.l to 17.1 lbs. 5 x 3*' Angle 8.2 to 19.0 lbs. 4 x 3 V 2 " Angle 7,7 to 18.5 lbs. ST. PAUL FOUNDRY CO. 13 UNEQUAL LEGGED ANGLES 14 ST. PAUL FOUNDRY CO. TEES 16 ST„ PAUL FOUNDRY CO AREAS OF STEEL ANGLES Size in Inches 8 x 8 7 x 31/2 6 x« 6 x 4 6 x 31/2 5 x 5 5 x 4 5 x 31/2 5 x 3 4 x 4 4 x 31/2 4 x 3 3% x 31/2 sy 2 x 3 »Ys x 2 y 2 3 x 3 3 x ay 2 3 x a ay 2 x ay. x a a x a a X 1 % 194 x 1 % l%x 1 % 114 x 1V4 Size of Holes 0 ^0 9 // 16 ju w 1 1// 16 O 1 3// 16 -< 1 -V/ 1 6 w 91 0 " 94" 91 0 " %" 9io" 7 '// I'l 9/, J! /lb r »/*" 1 A /l(> 3/. tt /4 Uie" %" 1 " 7.75 8.6S 9.G1 10.53 11.44 12.34 13.23 14.12 15.00 4.40 5.00 5.59 6.17 6.75 7.31 7.87 8.42 8.97 9 50 4.36 5.0G 5.75 6.43 7.11 7.78 8.44 9.09 9.74 10.37 11.06 3.01 4.1S 4.75 5.31 5.80 6.41 6.94 7.47 7.99 8.50 9.00 3.42 3.97 4.50 5.03 5.55 6.00 0.50 7.00 7.55 8.03 8.50 3.G1 4.18 4.75 5.31 5 .S 6 6.42 6.94 7.40 7.99 8.50 9 00 3.23 3.75 4.25 4.75 5.23 5.72 6.19 7.11 2.50 3.05 3.53 4.00 4.47 4.92 5.37 5.81 6.25 6.67 2.40 2.80 3.31 3.75 4.18 4.61 5.03 5.44 5.84 2.40 2.SO 3.31 3.75 4.18 4.61 5.03 5.44 5.84 2.25 2.07 3.09 3.50 3.90 4.30 4.68 5.00 5.43 2.09 2.48 2.87 3.25 3.62 3.98 4.34 4.69 5.03 2.09 2.4S 2.87 3 25 3 62 3 9S 4.34 4 69 5 03 1.93 2.30 2.65 3.00 3.34 3.67 4.00 4.31 4.02 1.44 1.7S 2.11 2.43 2.75 3.00 3.30 3.65 1.44 1.78 2.11 2.43 2.75 3.06 3.36 1.31 1.62 1.92 9 99 2.50 2.7S 1.19 1.47 1.73 2.66 2.25 0.90 1.19 1.47 1.73 2.00 9 95 0.S1 1.06 1.31 1.55 1.78 2.00 0.72 0.94 1.15 1.36 1.5G 0.00 0.78 0.62 0.S1 1.00 1.17 1.30 0.3(5 0.53 0.69 0.84 0 99 0.30 0.43 0.50 0.09 .OS .12 .16 .20 .23 .27 .31 .35 .39 .43 .47 .51 .55 .59 .63 .09 .14 .19 .23 .28 .33 ,3S .42 .47 .52 .50 .01 .00 .70 .75 .11 .10 .22 .27 .33 .38 .44 .49 .55 .60 .66 .71 .77 .82 .88 .13 .19 .25 .31 .3S .44 .50 .50 .63 .09 .75 .81 .88 .94 1. NOTE: In computing area to be deducted for rivet holes jV' is added to diameter as given to allow for injury to metal in punching. ST. PAUL FOUNDRY CO. 17 WEIGHTS OF STEEL ANGLES Size in Inches •Yio" Vi" 5/ _// 7 I 6 %" 7Z„f/ 710 %" %" Hio" S A" Uio" %" Uio 1" H xS 26.4 29.5 32.7 35.S 3S.9 42.0 45.0 48.0 51.0 7 x 3i/. 15.0 17.0 19.0 21.0 23.0 24.9 28.7 30.5 32.3 14.8 17.2 19.6 21.9 24.2 26.5 28.7 30 9 33.1 35.3 37.4 « x 4 12 3 14.3 16.2 18.1 20 0 21.8 23.6 25 4 27.2 28.9 30.6 <» X 31/' 11.7 13.5 15.3 17.1 IS. 9 20.6 22.3 24.0 25.7 27.3 28.9 5 x 5 12.3 14.3 16.2 18.1 20.0 21.8 23.6 25.4 27.2 28.9 30.6 5 x 4 11.0 12.8 14.5 16.2 17.8 19.5 21.1 22.6 24.2 5 x 31/. 8.7 10 4 12.0 13.6 15.2 16.8 IS.3 19.8 21 3 22.7 5 x 3 8.2 9.8 11.3 12.8 14.2 15.7 17.1 18.5 19.9 4 x 4 S.2 9.S 11.3 12.8 14.3 15.7 17.1 18.5 19.9 4 x 3i/. 9.1 10.5 11.9 13.3 14.6 15.9 17.2 18.5 4 x 3 7.1 8.5 9.8 11.1 12.3 13.6 14.8 16.0 17.1 3 !'■ x 3 Y-, 7.1 8.5 9.8 11.1 12.3 13.6 14.8 16.0 17.1 31/2 x 3 6.6 7.8 9 1 10 2 11 4 12 5 13.6 14.7 15 7 31/, x 4 9 6 1 7 2 S 3 9 4 10 4 11 4 12.4 3 x 3 4 9 6.1 7.2 8.3 9.4 10 4 11.4 3 x ay> 4 5 5 5 6.6 7. (i 8.5 9 5 3 x a 4 0 5.0 5.9 6.8 7.7 x s 1/' 3 1 4 1 5 0 5.9 6.8 7.7 31/2 x 3 2 x 3 7 4 5 5 3 6 1 6 S 3 x 3 2 5 3 2 4 0 4 7 5 3 3 x 1 % 21 2 7 1 % x 1% 2 1 2 8 3 4 4 0 4 6 1 X 1 l/> 1 2 1 s 2 4 2 9 3 4 11/1 x 114 1.0 1.5 1.9 2.4 1 X 1 o.s 1 0 1.5 1 18 ST. PAUL FOUNDRY CO. WEIGHTS AND DIMENSIONS OF TEES. EQUAL LEGS. WEIGHTS AND DIMENSIONS OF TEES. UNEQUAL LEGS. Size, Inches Thickness of Metal, Inches. wt. per ft. Size, Inches Thickness of Metal, Inches Wt. per ft. I lbs. 1 Flange Stem. Flange Stem lbs. Flange Stem Flange. Stem. 4 4 34 to A 34 to A 13.9 5 3 34 to A H to 34 13.6 4 4 34 to A 34 to A 10.9 2 34 /''s to 1 % lli to yo 11.0 334 334 34 to * Vi to A 11.9 * !> 34 to A 34 to A 15.7 3 34 334 34 to A 34 to A 9.3 4 5 34 to A 34 to A 12.3 3 3 34 to A 34 to A 10.1 4 3 34 to A 34 to A 9.3 3 3 A to 34 it to 9.0 3 34 4 34 to A 34 to A 12.8 3 3 34 to A 34 to A 7.9 »34 4 34 to A 34 to A 10.0 3 3 A to 34 A t o 34 6.8 334 3 34 to A 34 to A 11.0 234 2 34 34 to A 34 to A 6.5 «34 3 34 to A 34 to A 8.7 2 34 2 34 A to 34 A to 34 5.6 334 3 A to 34 34 7.7 2M 2 34 A to 34 A to 34 5.0 3 4 34 to A 34 to A 11.9 2 34 •> \/ 34 to A 34 to A 4.2 3 4 A to 34 re to / 2 10.6 •> A to 34 A to 34 4.4 3 4 34 to A 34 to A 9.3 O O 34 to A 34 to A 3.7 3 334 34 to A 34 to A 11.0 1M 134 34 to A 34 to A 3.2 3 3 34 A to 34 A to 34 9.8 1 34 1 .'a 34 to A 34 to A 2.6 3 3 34 34 to A 34 to A 8.6 134 134 A to A A to A 2.0 3 2 34 34 to A 34 to A 7.2 134 134 34 to A 34 to A 2.1 3 2 ]/ 2 A to 34 A to 34 6.2 1M 134 A to A JL f n 7 10 I/O 3 2 1.7 2 34 3 34 to A 34 to A 7.2 l l A to A A to A 1.3 2 34 3 A to 34 A to 34 6.2 l l 3» to A 34 to A 1.0 234 1 34 A to A n to n 3.0 O 1 34 34 to A 34 to A 3.2 Write size of Tees: Flange by Stein by Weight per foot. ST. PAUL FOUNDRY CO. 19 WEIGHTS AND DIMENSIONS OF STANDARD Z-BARS SIZE IN INCHES Thickness of Metal Weight per foot Pounds Flange Web Flange Inches 31/2 O 31/- Vs 1.5.6 3»/i« Oi/io 3»/io 7 115 IS.3 3% 6i/s 3% V 21.0 3 Ys « 31/2 9 lO* 22.7 3 »A« Clio 3/1« 25.4 3% « Ys 3% 1 1 10 2S.0 31/2 0 31/2 % 29.3 3»/i(, Cl /10 3/1(1 1 3 10 32.0 3% d/s 3% Vs 34.0 3 Yi 5 31/4 K 10 11.6 3-/io 5i/io 3-;l a 3X Y 8 13.9 3% Si/s 3«/s 7 10 10.4 31/4 5 3i/i y 2 17. S 3<&o •>Via 3 r ;lo 9 10 20.2 3% 51 /s 3% 54 22.0 3% 5 3'/i 1 1 10 23.7 39/io 51 /m 3 r ;lo M 26.0 3% 51 /s 3% 1 3 10 28.3 3i/io 4 3>,« H 8.2 V.s 41/10 3Vs i 0 10.3 3»/i« 41 /s 3/lo Vs 12.4 3Mo 4 3i/io 7 10 13.8 3i/s 4v,o 3i/s \{ 15.8 33/io 41 /s 3/1 0 9 10 17.9 3i/io 4 3Vio 5 / ys IS.9 31/s 4Mo 31 /s 11 10 20.9 3-/io 41 /s 33/10 K 22.9 £ 11/10 3 £ii-lo H 6.7 2% 31/10 £3/4 a 10 8.4 £ 11/10 3 £ 11/10 YS 9.7 £ 3 /4 31/10 £ 3 /4 7 10 11.4 £U/lO 3 £ 11/10 12.5 £% 31/10 £3/4 9 10 14.2 20 ST. PAUL FOUNDRY CO. WEIGHT OF STEEL PLATE POUNDS PER LINEAL FOOT i 3.40 4.25 5.10 5.95 6.80 7.65 8.50 9.35 10.20 11.05 11.90 12.75 13.60 15.30 17.00 18.70 20.40 22.10 23.80 25.50 27.20 30.60 34.00 37.40 40.80 44.20 47.60 51.00 54.40 57.80 61.20 64.60 68.00 71.40 74.80 78.20 81.60 88.40 95.20 102.0 122.4 142.8 Width THICKNESS IN INCHES in Inches 8 /io Vi B /io % 7 /l(i V 2 9 /lS % His % His % His i .638 .S50 1.06 1.28 1.49 1.70 1.92 2.12 2.34 2.55 2.76 2.98 3.19 l !4 .797 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.19 3.45 3.72 3.99 l y a .957 1.28 1.59 1.92 2.23 2.55 2.87 3.19 3.51 3.83 4.14 4.47 4.78 i% 1.11 1.49 1.86 2.23 2.60 2.9S 3.35 3.72 4.09 4.47 4.84 5.20 5.58 2 1 .2S 1.70 2.12 2.55 2.98 3.40 3.S3 4.25 4.67 5.10 5.53 5.95 6.38 m 1.44 1.91 2.39 2.87 3.35 3.83 4.30 4.78 5.26 5.75 6.21 6.69 7.18 1.59 2.12 2.65 3.19 3.72 4.25 4.78 5.31 5.84 6.38 6.90 7.44 7.97 *% 1.75 2.34 2.92 3.51 4.09 4.67 5.26 5.84 6.43 7.02 7.60 8.18 8.77 3 1.91 2.55 3.19 3.83 4.46 5.10 5.74 6.38 7.02 7.65 8.29 8.93 9.57 31/4 2.07 2.76 3.45 4.15 4.83 5.53 6.22 6.91 7.60 8.29 8.9S 9.67 10.36 3 y a 2.23 2.9S 3.72 4.47 5.20 5.95 6.70 7.44 8.18 8.93 9.67 10.41 11.16 3% 2.39 3.19 3.99 4.78 5.58 6.38 7.17 7.97 8.76 9.57 10.36 11.16 11.95 4 2.55 3.40 4.25 5.10 5.95 6.80 7.65 8.50 9.35 10.20 11.05 11.90 12.75 434 2.87 3.83 4.78 5.74 6.70 7.65 8.61 9.57 10.52 11.48 12.43 13.39 14.34 5 3.19 4.25 5.31 6.38 7.44 8.50 9.57 10.63 11.69 12.75 13.81 14.87 15.94 51/2 3.51 4.67 5.84 7.02 8.18 9.35 10.52 11.69 12.85 14.03 15.19 16.36 17.53 0 3.83 5.10 6.38 7.65 8.93 10.20 11.48 12.75 14.03 15.30 16.58 17.85 19.13 «y 2 4.14 5.53 6.90 8.29 9.67 11.05 12.43 13.81 15.20 16.58 17.95 19.34 20.72 7 4.46 5.95 7.44 8.93 10.41 11.90 13.39 14.87 16.36 17.S5 19.34 20.83 22.32 7% 4.78 6.36 7.97 9.57 11.16 12.75 14.34 15.94 17.53 19.13 20.72 22.32 23.91 8 5.10 6 . SO 8.50 10.20 11.90 13.60 15.30 17.00 IS. 70 20.40 22.10 23.80 25.50 9 5.74 7.65 9.56 11.48 13.40 15.30 17.22 19.13 21.04 22.96 24.86 26.78 28.69 IO 6.38 8.50 10.62 12.75 14.88 17.00 19.14 21.25 23.3S 25.50 27.62 29.75 31.S8 1 1 7.02 9.34 11.68 14.03 16.36 18.70 21.02 23.38 25.70 28.05 30.40 32.72 35.06 1‘2 7.65 10.20 12.75 15.30 17.85 20.40 22.95 25.50 28.05 30.60 33.15 35.70 38.25 13 8 .2S 11.06 13.81 16.5S 19.34 22.10 24.86 27.62 30.39 33.16 35.91 38.68 41.44 14 8.92 11.90 14.88 17.86 20.82 23.80 26.78 29.74 32.72 35.71 38.67 41.65 44.63 15 9.56 12.75 15.94 19.14 22.32 25.50 28.70 31.88 35.06 38.26 41.43 44.62 47.82 10 10.20 13.60 17.00 20.40 23. SO 27.20 30.60 34.00 37.40 40.80 44.20 47.60 51.00 17 10.84 14.44 18.06 21.68 25.28 28.89 32.52 36.12 39.72 43.36 46.96 50.60 54.20 18 11.48 15.30 19.12 22.96 26.79 30.60 34.44 38.25 42.08 45.92 49.72 53.56 57.38 11) 12.10 16.16 20.20 24.24 28.28 32.31 36.34 40.37 44.42 48.46 52.48 56.52 60.57 20 12.76 17.00 21.24 25.50 29.75 34.00 3S.27 42.50 46.74 51.00 55.25 59.50 63.76 31 13.40 17.84 22.32 26.78 31.24 35.70 40.16 44.64 49.0S 53.56 58.01 62.49 66.96 22 14.04 18.69 23.36 28.06 32.72 37.40 42.04 46.76 51.40 56.10 60.79 65.44 70.13 23 14.64 19.56 24.44 29.36 34.24 39.10 44.00 48.88 53.76 58.66 63.53 68.43 73.32 24 15.32 20.40 25.52 30.60 35.72 40. SO 45.92 51.00 56.12 61.20 66.29 71.40 76.50 20 16.56 22.12 27.62 33.16 38.68 44.20 49.73 55.24 60.78 66.32 71.82 77.36 82.88 28 17.84 23.80 29.70 35.72 41.65 47.60 53.56 59.49 65.44 71.42 77.34 83.30 89.26 30 19.12 25.50 31.88 38.28 44.64 51.00 57.40 63.76 70.13 76.53 S2.86 89.24 95.64 30 22.96 30.59 38.24 45.92 53.58 61.20 68.88 76.50 84.15 91.84 99.44 107.12 114.76 42 26.80 35.68 44.64 53 56 62.48 71.40 80.32 89.28 9S.16 107.12 116.0 125.0 133.9 ST. PAUL FOUNDRY CO 21 WEIGHT OF SHEET STEEL POUNDS PER LINEAL FOOT United States Standard Gauge o oS Sj ti 4 .07813 5.31 5.S3 6.36 6.89 7.42 7.97 9.50 11.15 12.74 13.28 14.34 15.94 15 9 128 .07031 4.78 5.25 5.73 6.21 0.69 7.17 8.64 10.11 11.58 11.94 12.90 14.34 1G 1 16 .0625 4.25 4.67 5.09 5.51 5.93 0.37 7.65 8.93 10.21 10.01 11.45 12.74 17 9 160 .05625 3.S2 4.20 4.58 4.96 5.34 5.74 6.89 8.04 9.19 9.56 10.32 11.48 IS 1 20 .05 3.40 3.74 4.08 4.42 4.76 5.10 0.12 7.14 8.10 8.49 9.17 10.20 19 > 7 160 .04375 2.97 3.27 3.57 3.87 4.17 4.40 5.36 0.26 7.10 7.43 8.03 8.92 20 | 3 80 .0375 2.55 2.SI 3.07 3.32 3.58 3.82 4.59 5.30 6.13 0.37 0.89 7.64 22 ST. PAUL FOUNDRY CO. DIMENSIONS OF BEAMS AND CHANNELS GAUGES OF ANGLES t k .-. ■** — H I ins. ST Weight a ins. 5 - Web “ thickness Gauge g ins. Tang't / ins. Dist. k ins. Grip b ins. 1 Max. size 3 of rivet or bolt C ins. pf Weight a ins. =• Web ” thickness Gauge g ins. Tang’t t ins. Dist. k ins. Grip b ins. Max. size 3 of rivet or bolt 100 734 34 4 2034 134 v& 1 15 50 31! 23 35 234 1234 134 34 34 90 734 '¥k 4 2034 134 Vs 1 15 40 3 hi a 2 1234 134 54 34 24 80 7 A. 4 2034 134 7 A 1 15 33 33? 13 35 1.34 1234 134 34 34 20 80 7 1 9 3 2 4 1634 134 1 5 16 Vs 12 40 33? 34 2 10 1 34 34 20 70 6A 9 15 334 17 134 34 Vs 12 30 3ft 34 2 10 1 34 34 20 65 G34 34 334 17. 134 34 Vs 12 20)4 91 S -16 9 35 134 10 1 34 h 1* 70 634 23 3 2 334 1534 134 34 % IO 30 3ft 2 1 35 1-34 834' Vs 34 34 1* 55 6 7 16 334 1534 134 34 Vs IO 15 919 3 ? 5 134 834 Vs 16 34 15 60 6 19 3 2 334 1134 134 34 34 9 1334 216 3 ? 5 1*4 734 Vs 15 34' 15 50 5? 4 17 3 2 3 1234 134 34 34 H 1134 234 7 35 134 634 Vs 34 34 15 42 534 13 32 3 1234 134 34 34 7 954 2ft 3 T5 134 534 34 Vs 34 12 50 534 Ik 3 93i 134 \l 34 O 8 1§2 3 16 134 434 34 Vs 34 12 40 534 15 3 934 134 n 34 5 634 l 3 4 3 16 1 334 34 B 15 34 12 31.5 5 11 32 234 9*4 134 34 34 4 534 115 3 16 1 254 34 i 3 g 34 io 30 4H 1 5 32 2:34 8 1 15 34 3 4 13? 5 3 5 1 5 16 134 y 34 34 io 25 454 5 15 234 8 1 7 16 34 -Vi O 25 4l6 15 234 7 1 7 16 34 O 21 4A 3*2 234 7 1 7 16 . 34 H 18 4 34 234 634 Vs 15 34 Leg a Max. Rivet Leg b C Max. Rivet 7 15 92 1 'J3 2 34 234 534 7 A 34 34 O 12 >4 9 5_ 1 6 32 2 434 34 34 54 4 " 334" 3 " 234" 2 " 134" 234" 2 " 134// 134" 134" l " Vs" Vs" Vs " 34" Vs" 34" 8" 7" 0" 5" 3 " 234" 2 " 134" 3 " 3 " 234" 2 " 1" P 2. P* aT 5 9.75 3 7 32 134 334 34 a 15 34 4 7.5 2?i 3 15 134 234 34 5 16 34 :i 5.5 2i s e K 32 lie 154 34 34 34 ST. PAUL FOUNDRY CO. 23 STANDARD CONNECTIONS FOR I-BEAMS AND CHANNELS 4x4x%"L-l'-6"lg. Weight 3S.4 lbs, for 24" I’s. 6x4x54" L-0'-10b." lg. Weight 28 lbs. for 15" I’s and Cl’s l/W M 4x4x54" L-l'-3" Ig. Weight 32 lbs, for 18" and 20" I’s l" l" 6x4x%" L-0'-8" lg. Weight 21.9 lbs. foi; 12" I’s and C’s. 2i ,i |'* ! ‘2S : i25\ 1 '. 6x4x^"L.0'5"lff.,wt.l3.81bs. 6x4x%"L. 0'3"lg.,wt.8.21bs. 6x4x%"L.0'l ^"lg.,wt.5.61bs. for 7, 8,9, 10" I’s and EC’s. for 5, 6" I’s and C’s. . lor*, 4 1 s R s ’- , All holes for Ji" bolts and rivets. Weights of connections include both shop and field rivets. , 24 BEARING 1 ■ 1 ■ -1 ST. PAUL FOUNDRY CO. PLATES FOR BEAMS AND CHANNELS ON BRICK AND MASONRY CAST TBON STEEL Safe Bearing Values in Size of £ (L> Tons for Plates Resting on Beams or Channels Bearing Wall, In O G aT N CO 'hickness Inches TTc r— 'hickness Inches bp ’S c sit! §5 irst Class Brick Irdinary lasonry C“* r- O 0 Ox G 0 Vs 4 3, 4, 5 and C" G fix G H 7 ]\/ 5 1.8 2.7 4.5 s S x 8 X 13 Vs 9 7 and 8" 8 8x8 l 17 X 14 3.2 4.8 8.0 8 8x12 l 25 H 14 9 and 10" 4.8 7.2 12.0 S 8x12 VA 31 X 20 12 12 x 12 l 38 'A 20 lit" 31.5 lbs. 7.2 10.S 1S.0 12 12x12 m 47 X 31 lit" 40 lbs. and up, and 12 12x16 m 63 X 41 9.6 14.4 24.0 15" 44 lbs. 12 12x16 l 1 o 75 1 54 15" GO and 80 Ills. 12 12 12 x 18 12 x IS m 2 98 113 X 1 46 61 10.8 16.2 27.0 16 IT 117 18, 20 and 24" 16x10 1 73 12.8 19.2 32.0 16 2 133 Above bearing values are based on the following table: Allowable load on brick work—100 lbs. per square inch. Allowable load on 1st class work—150 lbs. per square inch. Allowable load on masonry—250 lbs. per square inch. Use the thicker plate for bearing values exceeding those given under common brick work. When end reaction exceeds the above safe bearing values, special plates will be required: 20" and 24* beams will usually require special calculations. ST. PAUL FOUNDRY CO. 25 STANDARD CAST-IRON SEPARATORS FOR I-BEAMS — .<• - it—)| — Separators for 18, 20 and 24" beams are made of 4" metaL Separators for f> to 15" beams are made of 4" metal. Separators for 5" beams and under are made of ? s" metal. SEPARATORS WITH ONE BOLT BEAMS BOLTS WEIGHTS Q laches TJ) [cj Pounds g Out to Out of g" Flanges of Beams 'Ji <3 5 a o a c g So c o Inches O N CQ Inches g Distance g" Center to Center CO bf) s Inches tn & c3 CO -t-> O CQ Pounds ►a Increase in wt. g of Separator Bolts for 1" additional ® spread of Beams t-. O "c3 zi Q< cu m Pounds Increase in wt. g of Separator for 1" additional » spread of Beams a 5.50 516 3 % 44 0.70 .09 2^ .25 4 7.50 5^ 3.4 % 44 1.13 .125 3 . .40 5 9.75 014 3} 2 % 4-4 1.16 .125 3 . .50 « 12.25 7 4 . % 54 1.22 .125 4. .00 7 15.0 714 Vi % 54 1.25 .125 4. .75 H 1S.0 814 4,4 8 A 54 1.28 .125 6. 1.00 O 21.0 9 ft 5 % 04 1.34 .125 -7. 1.20 lO 25.0 104 54 % 0-4 1.40 125 8. 1.25 13 31.5 10*4 5 4 % 74 1.40 .125 10. 1.50 12 40.0 i 14 6 % 74 1.49 .125 10. 1.50 SEPARATORS WITH TWO BOLTS 13 31.5 104 54 % 0 74 2.92 .250 11 . 1.50 12 40. 114 G % 0 74 2.9S .250 11 . 1.50 1 5 42. 114 04 % 74 74 2.98 .250 15. 1.75 15 00 . 124 64 % 74 84 3.23 .250 15. 1.75 15 80. 134 74 % 74 9 3.35 .250 15. 1.75 IS 55. 124 ' 04 % 9 84 3.10 .250 10 . 2.75 20 G5. 134 7 % 10 84 3.23 .250 25. 3.10 20 80. 144 74 % 10 94 3.41 .250 28. 3.10 24 80. 1 4 1 74 % 12 OH 3.41 .250 32. 5.50 26 ST. PAUL FOUNDRY CO. BENDING MOMENTS AND DEFLECTIONS OF BEAMS UNDER VARIOUS SYSTEMS OF LOADING W = Total load. (1) Beam supported at both ends and uniformly loaded. Safe load = that given in tables. Maximum bend¬ ing moment at center of beam = — O (3) Beam fixed at one end and uniformly loaded. L = Length of beam. (2) Beam supported at both ends, single load in middle. Safe load = that given in tables. Maximum bending moment at center of beam = —j— (4) Beam fixed at one end and loaded at the other. Safe load ='4 that given in tables. Maximun Ml. bending moment at point of support = —~ Safe load = 3bi that given in tables. Maximum bending moment at point of support = Wl. (5) Beam supported at both ends, single unsymmetrical load. Safe load = that given in tables X Maximum bending moment under load = (6) Beams supported at both ends, two symmetrical loads. Safe loads = that given in tables X —- 4a Maximum bending moment between loads = Wa Case 1 — Deflection under safe load = “2— .. “ = 8/io “3_ “ “ “ “ =2.4 “4— “ “ “ “ =3.2 that given in tables. ST. PAUL FOUNDRY CO. 27 EXPLANATION OF TABLES OF SAFE LOADS The following tables give the greatest safe load (evenly distributed over the entire length) which the steel shapes used as beams will carry. These loads include the weight of the beam, which must be deducted to obtain the net load. On page 26 methods are given for obtaining the safe loads under various systems of loading. The loads given arc based on a fiber stress of 16,000 pounds per square inch, and are entirely reliable for ordinary conditions where loads are quiescent. For fluctuating loads causing vibration, especially if the beams are long as compared to their depth, the tabular loads should be reduced 1-5; for rapidly moving loads, or where loads are suddenly applied with slight impact, the tabular loads should be reduced 1-3. It is assumed that the beams are stiffened sideways to prevent buck¬ ling in the compression flange, otherwise tabular load must be reduced as follows: Length of Beam Proportion of Tabular safe load to be used 20 x Flange width Whole Tabular Load 30 x 9 “ “ 10 40 x 8 “ “ 10 50 x 7 “ u 10 tiO x “ rt « «* 70 x ] - “ *< In many cases deflection will govern. The allowable deflection for plastered ceilings is of the span. This limit is indicated by heavy lines below which beams should not be used with plastered ceilings unless the loads are reduced. The deflection will be reduced in the same ratio as the load on the beam. 28 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR STEEL I-BEAMS Safe loads are figured for a fiber stress of 16000 pounds per square inch, and include the weight of beam D=the deflection in inches under the safe load. For safe loads and deflections under various systems of loading, see page 26, Distance between Supports in Ft. 34" I 20 " I 1 18" I too lbs. D 90 lbs. D 80 lbs. D SO lbs. D 70 lbs. D 65 lbs. D 70 lbs. D 55 lbs. D 10 211520 .07 198970 .07 185530 .07 156410 .08 130110 .08 124740 .08 109180 .09 94300 .09 1 1 192290 .08 180880 .08 168660 .08 142190 .10 118280 .10 113400 .10 99250 .11 85720 .11 12 176270 .10 165810 .10 154660 .10 130360 .12 108430 .12 103960 .12 90980 .13 78580 .13 111 162710 .12 153050 .12 142760 .12 120320 .14 100080 .14 95960 .14 83980 .16 72540 .16 14 1510S0 .14 142120 .14 132560 .14 111740 .16 92950 .16 89120 .16 77990 .18 67360 .18 15 141010 .16 132650 .16 123720 .16 104280 .19 86740 .19 83180 .19 72790 .20 62860 .20 1 « 132200 .18 124360 .18 116000 .18 97760 .21 81320 .21 77980 .21 68240 .23 58940 .23 17 124420 .20 117040 .20 109160 .20 92020 .24 76540 .24 73380 .24 64220 .27 55480 .27 IS 117510 .22 110540 .22 103120 .22 86900 .27 722S0 .27 69320 .27 60660 .30 52380 .30 1 » 111330 .25 104720 .25 97680 .25 82340 .30 6S4S0 .30 65660 .30 5 7 460 .33 49640 .33 30 105760 .28 99480 .28 92S00 .28 78220 .33 65060 .33 32380 .33 54590 .37 47160 .37 31 100720 .30 94750 .30 88380 .30 744S0 61960 .36 59400 .36 51990 .40 44900 .40 33 96140 .33 90440 .33 84360 .33 71100 .40 59140 .40 56700 .40 49630 .45 42860 .45 33 91960 .36 86510 .36 80700 .36 68020 .44 56570 .44 54240 .44 47470 .49 41000 .49 34 8S130 .40 S2900 .40 77340 .40 65180 ,4S 54210 .48 519S0 .48 45490 .53 39300 .53 35 84610 .43 79590 .43 74240 .43 62580 .52 52040 .52 49900 .52 43670 .57 37720 .57 30 81350 .47 76530 .47 71380 .47 60160 .56 50040 .56 47980 .56 41990 .62 36280 .62 37 78340 .50 73690 .50 68740 .50 57940 .60 48190 .60 46200 .60 40440 .67 34920 .67 38 75540 .54 71060 .54 66280 .54 55860 .65 46470 .65 44560 .65 38990 .72 336S0 .72 30 72940 .58 68610 .58 64000 .58 53940 .70 44870 .70 43020 .70 37650 .77 32520 .77 30 70510 .62 66320 .62 61860 .62 52140 .74 43370 .74 41580 .74 36390 .83 31440 .83 31 68230 .66 64180 .66 59880 .66 50460 .80 41970 .80 40240 .80 35220 .89 30420 .S9 66100 .70 62180 .70 58000 .70 48880 .85 40660 .85 38980 .85 34120 .94 29460 .94 33 64100 .75 60290 .75 56240 .75 47400 .90 39430 .90 37800 .90 33080 1.00 28580 1.00 34 62210 .SO 5S520 .80 54580 .80 46000 .96 38270 .96 36700 .96 32110 1.06 27740 1.06 35 60430 .85 56850 .85 53020 .85 44700 1.01 37170 1.01 35640 1.01 31190 1.12 26940 1.12 30 58760 .90 55270 .90 51560 .90 4346.0 1.07 36140 1.07 34660 1.07 30330 1.19 26200 1.19 38 551 >( >0 1.00 52370 1.00 48850 1.00 41170 1.20 34240 1.20 32750 1.20 28690 1.34 24750 1.34 40 52SS0 Il’ll 49710 1.11 46400 1.11 39140 1.32 32530 1.32 31150 1.32 27300 1.47 23580 1.47 For safe loads below heavy lines the deflection will be greater than the allowable limit for plaster ceiling. For safe loads above dotted lines standard connections will not be of sufficient strength. ST. PAUL FOUNDRY CO. 29 SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR STEEL I-BEAMS Safe loads are figured for a fiber stress of 16000 pounds per square inch, and include the weight of beam D=the deflection in inches under the safe load. For safe loads and deflections under various systems of loading, see page 26. e . o -*-• p -2 e o .22 to o C_> O ci 15" I 1 I 10 " I GO lbs. D 50 lbs. i) 42 lbs. D 50 lbs. D 40 lbs. D 31K lbs. D 30 lbs. D 25 lbs. D 10 S6610 .11 68750 .ii 62840 .11 53930 .14 47790 .14 38370 .14 2S620 .16 26050 .16 li 78740 .13 62500 .13 57120 .13 49030 .17 43440 .17 34SS0 .17 26020 .20 23680 .20 12 721S0 .16 57290 .16 52300 .16 44940 .20 39S40 .20 31970 .20 23S50 .24 21710 .24 13 66620 .19 52890 .19 48340 .19 41480 .23 36780 .23 29510 .23 22020 .28 20040 .28 3 4 61860 .22 49110 222 448S0 .22 38520 .27 341G0 .27 27400 .27 20450 .32 18610 .32 15 57740 .25 45840 .25 41SS0 .25 35950 .31 31SS0 .31 255S0 .31 190S0 .37 17360 .37 10 54140 .28 42970 .28 39260 .28 33710 .35 29880 .35 239S0 .35 17S90 .42 16280 .42 ry 50940 .32 40440 .32 30960 .32 31720 .40 2 S120 .40 22570 .40 16840 .48 15320 .48 IH 48120 .36 3S200 .36 34900 .36 29960 .45 26550 .45 21310 .45 15900 .54 14470 .54 IO 455S0 .40 36190 .40 33000 .40 28380 .50 25160 .50 20 ISO .50 15070 .00 13710 .60 20 43300 .44 343S0 .44 31420 .44 26900 .55 23900 .55 19180 .55 14310 .66 13020 .66 21 41240 .49 32740 .49 29920 .49 25630 .61 22760 .61 18270 .61 13630 .73 12400 .73 22 39360 .53 31250 .53 28560 .53 24510 .07 21740 .67 17440 .67 13010 .80 11840 .80 22 37660 .58 29890 .58 27320 .58 23450 .73 207S0 .73 16680 .73 12450 .88 11320 .88 24 360S0 .63 28650 .63 26180 .63 22470 .79 19920 .79 15990 .79 11930 .95 10850 .95 25 34640 .69 27500 .69 25140 .69 21570 .86 19120 .86 15350 .86 11450 1.03 10420 1.03 20 33320 .75 26440 .75 24160 .75 20740 .93 18380 .93 14760 .93 11010 1.12 10020 1.12 27 32080 .80 25460 .80 232S0 .80 19970 1.00 17700 1.00 14210 1.00 10600 1.21 9650 1.21 2 H 30940 .86 24550 .86 22440 .86 19260 1 .0S 17080 1.08 13700 1.08 10220! 1.30 9300 1.30 2!> 29860 .93 23710 ,93 21660 .93 18600 1.16 16480 1.16 13230 1.16 9870 1.39 8980 1.39 30 28860 .99 22920 .99 20940 .99 179S0 1.24 15940 1.24 12790 1.24 9540 1.49 8680 1.49 31 27940 1 06 22 ISO 1 06 20260 1 06 17400 1 33 15420 1.33 12380 1.33 32 1 13 21490 1 13 19640 1 13 16850 1.41 14930 1.41 11990 1.41 33 26240 1 20 20830 1 20 19040 1 20 16340 1 50 14510 1.50 11630 1.50 34 25480 1 28 20220 1 28 18480 I 28 15860 1.59 14060 1.59 11280 1.59 24740 1 38 19640 1 38 17960 1 38 15410 1 69 13650 1.69 10950 1.69 30 24060 1.43 19100 1.43 17460 1.43 14980 1.79 132S0 1.79 10660 1.79 •••' . For safe loads below heavy lines the deflection will be greater than the allowable limit for plaster ceiling For safe loads above dotted lines standard connections will not be of sufficient strength. 30 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR STEEL I-BEAMS Safe loads are figured for a fiber stress of 16000 pounds per square inch, and include the weight of beam D=the deflection in inches under the safe load. For safe loads and deflections under various systems of loading, see page 26. CU pH £ ” 9" r 8" I 7" I «" I 5" I 4" I 3" I 8060 1.15 6070 1 29 5*0 7740 1.24 5830 1.40 a 7 7460 1.34 as 7180 1.44 F'or safe loads below heavy lines the deflection will be greater than the allowable limit for plaster ceiling. For safe loads above dotted lines standard connections will not be of sufficient strength. L ST. PAUL FOUNDRY CO. 31 SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR STANDARD CHANNELS Safe loads are figured for a fiber stress of 16000 pounds per square inch, and include the weight of channel D = the deflection in inches under the safe load. For safe loads and deflections under various systems of loading, see page 26. G . | 2 g o —' 15 p 12" C lO' C 0) t, g o S a 50 D 40 D 33 D 40 D 20 D 30 D 15 +■» ir lbs. lbs. lbs. lbs. lbs. lbs. lbs. D lO 57270 .11 49420 .11 44450 .11 35010 .14 22780 .14 22020 .17 14270 . 17 11 520G0 .13 4*9.50 .13 40410 .13 31830 .17 20700 .17 20020 .20 12970 .20 12 47720 .16 41190 .16 37040 .16 29180 .20 18980 .20 19350 .24 11890 .24 13 44050 .19 38020 .19 34190 .19 26930 .23 17520 .23 16940 .28 109SO .28 14 40910 .22 35300 .22 31750 .22 25010 .27 16270 .27 15730 .32 10190 .32 15 38180 .26 32950 .26 29630 .26 23340 .31 15180 .31 14680 .37 9510 .37 10 35790 .29 30S90 .29 27780 .29 21880 .35 14230 .35 13760 .42 8920 .42 17 33690 .32 29070 .32 26150 .32 20600 .40 13400 .40 12950 .48 8390 .48 18 31820 .36 27460 .36 24700 .36 19450 .45 12650 .45 12240 .54 7930 ”54 lO 30140 .40 26070 .40 23400 .40 18430 .50 11990 .50 11590 .60 7510 .60 20 28630 .44 24710 .44 22230 .44 17510 .55 11390 .55 11010 .66 7130 .66 21 27270 .49 23540 .49 21170 .49 16670 .61 10850 .61 10490 .73 6790 .73 26030 .53 22470 .53 20210 .53 15910 .67 10350 .67 10010 .80 6400 .80 23 24900 .58 21490 .58 19330 .58 15220 .73 9900 .73 9580 .88 6200 .88 24 23860 .69 20590 .64 18520 .64 14590 .79 9490 .79 9 180 .95 5940 .95 25 22910 .69 19770 .69 177SO .69 14000 .85 9110 .85 8 810 1.03 5710 1.03 20 22030 .75 19010 .75 17100 .75 13470 .93 8760 .93 8470 1.12 5490 1.12 27 21210 .81 18310 .81 16460 .81 12970 1 .01 8440 1.01 8160 1.21 5280 1.21 28 20450 .86 17650 .86 15880 .88 12500 1 .09 8130 1.09 7870 1.30 5100 1.30 20 19750 .93 17040 .93 15330 .93 12070 1 .16 7850 1.16 7590 1.39 4920 1.39 30 19090 .99 16470 .99 14820 .99 11670 1 .24 7590 1.24 7340 1.49 4760 1.49 For safe loads below heavy lines, the deflection will be greater than the allowable limit for plaster ceilings. 32 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR STANDARD CHANNELS Safe loads are figu ed for a fiber stress of 16000 pounds per square inch, and include the weight of channel D=the deflection in inches under the safe load. For safe loads and deflections under various systems of loading, see page 26. 1 Distance between Supports in Ft. 0" C 8" c 7" C tt" C 5" C 4" C 3" C 1314 lbs. I) 11 H lbs. D m lbs. I) 8 lbs. I) 6 1 lbs" D 5 M lbs. D 4 lbs. D 4 2S0'0 .03 21530 .03 16070 .04 11550 .01 7910 .05 5080 .07 2910 .09 5 22430 .05 17230 .05 12850 .06 9240 .07 6330 .08 4050 .10 2330 .14 « 1S690 .07 14360 .07 10710 .09 7700 .10 5270 .12 3370 .15 1940 .20 7 10020 .09 12310 .10 9180 .12 6600 .14 4520 .16 2890 .20 1660 .27 H 14020 .12 10770 .13 8030 .15 5780 .18 3960 .21 2530 .26 1450 .35 U 12460 .15 9570 .17 7140 .19 5130 22 3520 .27 2250 .34 1290 .45 io 11220 .18 8610 .21 0430 .24 4620 .28 3160 .33 2020 .41 1160 .55 1 1 10200 .21 7830 .25 5840 .29 4200 .33 2880 .40 1S40 .50 1060 .67 1 £ 9350 .26 7180 .30 5360 .34 3850 .40 2640 .48 1690 .59 970 .80 13 8630 .31 6630 .35 4940 .40 3550 .47 2430 .50 1560 .70 890 .93 14 8010 .36 6150 .41 4590 .46 3300 .54 2260 .65 1440 .SI 830 1.0S 15 7480 .41 5740 .47 4280 .53 3080 .62 2110 .74 1350 .93 7S0 1.24 ■HB 1 C 7010 .47 5380 .53 4020 .61 2890 .71 1980 .85 1260 1.06 730 1.41 17 6600 .53 5070 .60 3780 .08 2720 .79 1860 .96 1190 1.20 680 1.60 IS 6230 .60 4790 .67 3570 .77 2570 .89 1760 1.07 1120 1.34 650 1.79 Iff 5900 .00 4530 33S0 .85 2430 1.00 1670 1.20 20 5610 .74 4310 .83 3210 .95 2310 1.10 1580 1.32 21 5340 .81 4100 .91 3060 1.03 2200 1.22 22 5100 .89 3920 1.01 2920 1.14 2100 1.34 23 4880 .97 1.09 2790 1.25 24 4670 1.06 3590 1.19 26S0 1.36 25 4490 1.15 3450 1.29 20 4320 1.24 4160 1.34 For safe loads below heavy lines the deflection will be greater than the allowable limit for plaster ceiling ST. PAUL FOUNDRY CO. 33 SAFE LO A D IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR EQUAL LEGGED ANGLES Safe loads are figured for a fiber stress of 16000 pounds per square inch, and include the weight of angle DISTANCE BETWEEN SUPPORTS IN FEET 1 £ 3 4 5 O 7 8 9 IO <» x 0 x % 71040 35520 23080 17700 14210 11S40 10150 8SS0 7890 7100 « x« x y 2 49170 24590 16390 12290 9830 8200 7020 0150 5460 4920 <; x« x % 37040 18S20 12540 9400 7520 6280 53S0 4700 41S0 3700 * i 1 X | 33000 10S00 11200 8400 0720 5200 4800 4200 3730 3300 5 x 5 x % 25S20 12900 8000 0400 5100 4300 3080 3220 2800 2580 4 x 4 x Ve 21010 10510 7000 5250 4200 3500 3000 2030 2340 2100 4 x 4 x % 10210 8110 5400 4050 3240 2700 2320 2030 1800 1620 4 x4 x B /id 13760 68S0 4580 3440 2700 2300 1900 1720 1520 13S0 31/2 X 31/2 X % 12270 0140 4090 3070 2450 2050 1750 1530 1300 1230 31/2 x R 1/2 x Yio 10400 5200 3400 2000 20S0 1740 1480 1300 1100 1040 3 x 3 x % 8850 4430 2950 2210 1770 14S0 1200 1110 980 890” 3 X 3 X Yus 7570 3790 2520 1890 1510 1200 1080 950 840 1 700 f 3 x 3 x 14 0180 3100 2000 1540 1240 1040 SSO 770 GS0 620 21/2 X gy 2 X 3/s G0S0 3040 2030 1520 1220 1010 870 700 1 GS0 010 2V1> X 21/2 X Yu; 5120 2500 1710 1280 1020 850 730 640 j 570 510 21/2 X 21/2 x 14 4270 2140 1420 1070 850 710 010 530 1 470 430 2 x 2 x % 3730 1870 1240 930 750 020 530 | 470 410 370 2 x 2 x Yu; 3200 1000 1070 800 040 530 460l 400 300 320 2 x 2 x M 2070 1340 890 070 530 450 380 ] 330 300 270 1% x 1% x Vi 2030 1015 080 510 410 340 23(1 250 I ■ 230 200 For lengths to the right of heavy line the deflection will' be greater than jY'. For lengths to the right of the dotted lino, the deflection will be greater than 5 For safe loads under various systems of loading, see page 20. 34 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR UNEQUAL LEGGED ANGLES Safe loads are figured for a fiber stress of 16000 pounds per square inch, and include the weight of angle LONG LEG VERTICAL DISTANCE BETWEEN SUPPORTS IN FEET Size of Angle 1 £ 3 4 5 G 7 8 10 7 x :{>/. x Vie 53440 26720 17820 13360 10680 8900 7640 6680 5940 5340 G x 4 x y 2 46190 23090 15390 11550 9240 7690 6600 5770 5130 4620 G x 4 x % 35420 17700 11800 8860 7080 5900 5060 4420 3940 3540 g x sy 2 x y 2 45230 22610 15070 11310 9050 7540 6460 5650 5020 4520 » X 31/2 X % 34660 17340 11560 8660 6940 5780 4960 4340 3860 3460 5 x 4 x y 2 32540 16270 10S40 8140 6500 5420 4650 4070 3610 3250 5 x 4 x % 24960 12480 8320 6240 5000 4160 3560 3120 2770 2500 5 x 31/2 x i/ a 31S90 15950 10830 7980 6380 5320 4560 3990 3540 3190 5 x .‘it-; x % 24430 12210 8140 6110 4890 4070 3490 3050 2710 2440 5 x 31/2 x s/,o 20700 10360 6900 5180 4140 3460 2960 25S0 2300 2080 5 x 3 x % 23890 11950 7960 5970 4780 3980 3410 29S0 2650 2390 5 x 3 x -Yjo 20160 10080 6720 5040 4040 3360 2S80 2520 2240 2020 4 x 31/2 x % 16000 8000 5330 4000 3200 2660 2290 2000 17S0 1600 4 X 3Vo X bin 13440 6720 4480 3360 2680 2240 1920 16S0 1500 1340 4 x 3 x % 15570 7790 5190 3890 3110 2590 2220 1950 1730 1560 4 x 3 x -y, (i 13120 6560 4380 32S0 2620 2200 1SS0 1640 1460 1320 31/1. x 3 x % 12050 6030 4020 3010 2410 2010 1720 1500 1340 1210 31/2 x 3 x s /,0 10240 5120 3420 2560 2040 1700 1460 1280 1140 1020 31/2 x ay. x % 11630 5810 38S0 2910 2330 1940 1660 1450 1290 1160 31/2 X 521/2 X 1/4 8000 4000 2660 2000 1600 1340 1140 1000 880 800 3 x 521/2 x % 8640 4320 2880 2160 1730 1440 1230 10S0 960 860 3 x 521/2 x 14 5980 2990 1990 1490 1200 1000 860 740 660 600 3 x 52 x % 8320 4160 2770 2080 1660 1380 1190 1040 920 830 3 x 52 x 1/4 5760 28S0 1920 1440 1150 960 820 720 640 580 52i/ 2 x 52 x % 5870 2930 1960 1470 1170 980 840 730 650 590 521/2 x 52 x 1/4 4050 2030 1350 1010 810 670 580 500 450 400 For lengths to the right of heavy line the deflection will be greater than f e ". For safe loads under various systems of loading, see page 2fi. ST, PAUL FOUNDRY CO. 35 SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR UNEQUAL LEGGED ANGLES Safe loads are figured for a fiber stress of 16000 pounds per square inch, and include the weight of angle SHORT LEG VERTICAL Size of Angle DISTANCE BETWEEN SUPPORTS IN FEET 1 a 3 4 5 6 7 8 » 10 7 x 3 y 2 x Via 15680 7840 5220 3920 3140 2620 2240 1900 1740 1500 6 x 4 x y 2 22180 11090 7390 5540 4430 3690 3100 2770 2400 2220 « x 4 x % 17060 8540 5080 4260 3420 2840 2440 2140 1900 1700 g x 3 y 2 x y 2 10960 84S0 5050 4240 3390 2820 2420 2120 1880 1700 « x 3y 2 x % 13120 6560 43S0 3280 2620 2180 1880 1040 1460 1320 5 x 4 x y 2 21760 10880 7250 5440 4350 3020 3100 2720 2420 2180 5 x 4 x % 10740 83S0 55S0 41S0 3340 2S00 2400 2100 1800 1680 5 x 3y> x y 2 10040 8320 5550 4100 3320 2770 23S0 20S0 1850 1060 5 x 3y 2 x 3/ s 12910 6450 4300 3220 2580 2150 1840 1010 1430 1290 5 x 3y 2 x Via 10S80 5440 3020 2720 2180 1820 1500 1360 1200 1080 5 x 3 x a/s 9490 4746 3100 2370 1890 1580 1300 11S0 1050 950 5 x 3 x Via SOOO 4000 2GG0 2000 1600 1340 1140 1000 880 800 4 x 3% x % 12590 6290 4190 3150 2520 2090 1800 1570 1400 1200 4 x3y 2 xe/io 10780 5380 3600 2700 2100 1800 1540 1340 1200 1080 4 x 3 x 3/ 8 9280 4040 3090 2320 I860 1540 1320 1100 1030 920 4: X 4 X 7900 3940 2040 1980 1580 1320 1120 9S0 880 780 3y 2 x 3 x 3/s 9000 4530 3020 2200 1810 1511 1290 1130 1000 | 900 3y 2 x 3 x B/in 7080 3840 2560 1920 1540 12S0 1100 900 800 | 760 3% X X 3/s 0290 3140 2090 1570 1200 1050 900 790 690 1 630 1___ sy 2 x ay 2 x % 43S0 2 ISO 1400 1100 880 720 020 540 480 J 440 3 x a 1/2 X % 0180 3090 2000 1540 1230 1030 8S0 770 685 | 620 3 x ay 2 x y 4 4200 2140 1420 1060 800 720 600 540 480 420 3 x a x s/s 3950 1970 1320 990 790 060 500 490 1 440 390 3 x a x % 2060 1340 880 000 540 440 3S0 340 | 300 260 ay 2 x a x % 3840 1920 1280 960 770 640 550 480 | 420 380 ay 2 x a x y 4 2060 1340 880 660 540 440 380 340 * 300 ■ 260 For lengths to the right of heavy line the deflection will lie greater than For lengths to the right of dotted line the deflection will be greater than " For safe loads under various systems of loading, gee page 20. 36 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR STANDARD TEES Safe loads are figured for a fiber stress of 16000 pounds per square inch, and include the weight of tees Section N umber Size of Flange by Stem Weight per hoot DISTANCE BET 1 £ 3 4 ' 1 5x3 13.6 125S0 6300 4200 2140 a 5 x 2y s 11. 9180 4580 3060 2300 3 4x4 10.9 17500 8740 5840 4380 4 3y 2 x 3y 2 11.9 16220 8100 5400 40<10 4 3y 2 x 3y 2 9.3 12700 6340 4240 3180 5 3y 2 x 3 11.0 12060 6020 4020 2020 5 3y 2 x 3 8.7 93S0 4700 3120 2340 G 3 x 3 10.1 11740 5SG0 3920 2940 G 3 x 3 6.S 7900 3940 2640 1980 7 ay 2 x ay 2 5.6 5340 2060 1780 1340 H 2 V± x avi 4.2 3420 1700 1140 860 » a x a 3.7 2660 1340 880 000 io 1% X 1% 3.2 2020 1020 680 500 11 i y 2 X i y 2 2.0 11S0 580 400 300 1£ 1 Vi X 1 Vi 1.7 740 380 240 ISO 13 lxl 1.0 320 160 100 5 G 7 8 » IO 2520 2100 1800 1580 1400 1260 1840 1520 1320 1140 1020 920 3500 2920 2500 2180 1940 1740 3240 2700 2320 2020 1S00 1620 2540 2120 1820 15S0 1420 1260 2420 2000 1720 1500 1340 1200 1880 1560 1340 1180 1040 940 2340 1960 1680 1400 1300 1180 1580 1320 1120 9S0 SSO 780 1060 8S0 760 660 600 540 (ISO 560 540 400 For lengths to the right of heavy lines the deflection will lie more than i 3 „" for the given safe loads. For safe loads under various systems of loading, see page 20. ST. PAUL FOUNDRY CO. q GENERAL FORMULAE ON THE FLEXURE OF BEAMS OF ANY CROSS-SECTION Let A — area of section in square inches. 1= length of span in inches, TV= load uniformly distributed in pounds, M= bending moment in inch pounds, h = height of cross section, out to out, in inches, 11 = distance of center of gravity of section, from top or from bottom, in inches, /= stress per square inch in extreme fibers of beam, either top or bottom, in pounds according as n relates to distance from top or from bottom of section, £> = maximum deflection in inches. I - moment of Inertia of section neutral axis through center of gravity, T' = moment of inertia of section neutral axis parallel to above, but not through center of gravity, rZ= distance between these neutral axes, S= section modulus, r= radius of gyration in inches, _ZJ= modulus of elasticity for steel 29,000,000 Then £> = I 11 f I - fs. n Mn M I s W= Sfl S f I 11 1 f= Win Wl S 1 SB I" = I + AcV A S, I) D = 7> = 1) 5 wr 3S4E1 pf 4s p 1 wf SEI = JU 3 3 a i for beam supported at both ends uniformly loaded, for beam supported at both ends and loaded with a single load P at middle. for beam fixed at one end and unsupported at the other and uniformly loaded. for beam fixed at one end and unsupported at other and loaded with a single load P at the latter end. 38 ST. PAUL FOUNDRY CO PROPERTIES OF I-BEAMS. Depth of Beam Inches Weight per Foot Pounds Area of Section Square Inches Thickness of Web Inches Width of Flange Inches Moment of Inertia “» Neutral Axis Perpendicu¬ lar to Web at Center Moment of Inertia * Neutral Axis Coincident with Center line of Web Radius of Gyration n Neutral Axis Perpendicu¬ lar to Web at Center Radius of Gyration “ Neutral Axis Coincident with Center line of Web Section Modulus C /3 Neutral Axis Perpendicu¬ lar to Web at Center Coefficient of Strength O For Fiber Stress of 16,000 lbs. per Sq. Inch, Used for Buildings Coefficient of Strength O For Fiber Stress of N 12,500 lbs. per Sq. Inch, Used for Bridges 1 1 1 Distance Center to ’ j' Center Required to C 20 make Radii of Gyration 1 L—J Equal 100.00 29.41 0.754 7.254 2380.3 48.56 9.00 1.28 198.4 2,115,800 1,653,000 17.82 95.00 27.94 0.692 7.192 2309.6 47.10 9.09 1.30 192.5 2,052,900 1,603,900 17.99 24 90.00 26.47 0.631 7.131 2239.1 45.70 9.20 1.31 186.6 1,990,300 1,554,900 18.21 85.00 25.00 0.570 7.070 2168.6 44.35 9.31 1.33 180.7 1,927,600 1,505,900 18.43 80.00 23.32 0.500 7.000 2087.9 42.86 9.46 1.36 174.0 1.855.900 1.449.900 18 72 100.00 29.41 0.884 7.284 1655.8 52.65 7.50 1.34 165.6 1,766,100 1,379,800 14.76 95.00 27.94 0.810 7.210 1606.8 50.78 7.58 1.35 160.7 1,713,900 1,339,000 14.92 20 90.00 26.47 0.737 7.137 1557.8 48.98 7.67 1.36 155.8 1,661.600 1,298,100 15.10 85.00 25.00 0.663 7.063 1508.7 47.25 7.77 1.37 150.9 1,609,300 1,257,200 15.30 80.00 23.73 0.600 7.000 1466 5 45.81 7.86 1.39 146.7 1.564.300 1.222.100 15.47 75.00 22.06 0.649 6.399 1268.9 30.25 7.58 1.17 126.9 1,353,500 1,057,400 14.98 20 70.00 20.59 0.575 6.325 1219.9 29.04 7.70 1.19 122.0 1,301,200 1,016,600 15.21 65.00 19.08 0.500 6.250 1169.6 27.86 7.83 1.21 117.0 1.247.600 974.700 15 47 70.00 20.59 0.719 6.259 921.3 24.62 6.69 1.09 102.4 1,091,900 853,000 13.20 65.00 19.12 0.637 6.177 881.5 23.47 6.79 1.11 97.9 1,0-14,800 816,200 13.40 18 60.00 17.65 0.555 6.095 841.8 22.38 6.91 1.13 93.5 997,700 779,500 13.63 55.00 15.93 0.460 6.000 795,6 21.19 7.07 1.15 88.4 943.000 736.700 13.95 100.00 29.41 1.184 6.774 900.5 50.98 5.53 1.31 120.1 1,280,700 1,000,600 10. 75 95.00 27.94 1.085 6.675 872 9 48.37 5.59 1.32 116.4 1.241.500 969,900 10.86 15 90.00 26.47 0.987 6.577 845.4 45.91 5.65 1.32 112.7 1,202,300 939,300 10.99 85.00 25.00 0.889 6.479 817.8 43.57 5.72 1.32 109.0 1,163,000 908,600 11.13 80.00 23.81 0.810 6.400 795.5 41.76 5.78 1.32 106.1 1.131.300 883.900 11.25 75.00 22.06 0.882 6.292 691.2 30.68 5.60 1.18 92.2 983,000 768,000 10.95 70.00 20.59 0.7S4 6.194 663.6 29.00 5.68 1.19 88.5 943,800 737,400 11.11 15 65.00 19.12 0.686 6.096 636.0 27.42 5.77 1.20 84.8 904,600 706,700 11.29 60.00 17.67 0.590 6.000 609.0 25.96 5.87 1.21 81.2 866.100 676.600 11.49 55.00 16.18 0.656 5.746 511.0 17.06 5.62 1.02 68.1 726,800 567,800 11.05 50.00 14.71 0.558 5.648 483.4 16.04 5.73 1.04 64.5 687,500 537,100 11.27 15 45.00 13.24 0.460 5.550 455.8 15.00 5.87 1.07 60.8 648,200 506,400 11.54 42.00 12.48 0.410 5.500 441.7 14.62 5.95 1.08 58.9 628.300 490.800 11.70 55.00 16.18 0.822 5.612 321.0 17.46 4.45 1.04 53.5 570,600 445,800 8.65 50.00 14.71 0.699 5.489 303.3 16. 12 4.54 1.05 50.6 539,200 421,300 8.83 12 45.00 13.24 0.576 5.366 285.7 14 89 4.65 1.06 47.6 507,900 396,S00 9.06 40 00 II .84 0 460 5.250 268.9 13.81 4.77 1.08 44.8 478.100 373.500 . 9 .29 L=Safe load in pounds uniformly distributed; 7, = Span in feet. M' = Moment of forces in foot pounds; C and C' = Coefficients given L = < ~‘T'; M'=; C or C'=L 1 = S M' = — Weights in heavy print are Standard; others are Special ST. PAUL FOUNDRY CO. 39 PROPERTIES OF I-BEAMS f Depth of Beam Inches. . 1 o l— V* — P* G S o bfi Ph *QJ £ Area of Section Square Inches. Thickness of Web Inches. Width of Flange Inches Moment of Inertia ^ Neutral Axis Perpendicular to Web at Center Moment of Inertia ^ Neutral Axis ~ Coincident With Center Line of Web Radius of Gyration h. Neutral Axis Perpendicular to Web at Center. Radius of Gyration ^ Neutral Axis - Coincident With 1 Center Line of Web. Section Modulus rg. Neutral Axis ( Perpendicular to Web at Center Coefficient of Strength ~ for Fiber Stress of ^ 16,000 lbs. per Sq. Inch Used for Buildings. Coefficient of Strength c*. for Fiber Strain of i 12,500 lbs. per Sq. Inch Used for Bridges. | | Distance Center to ’-r * Center Required tJjtJ to Make Radii of | | Gyration Equal. 35.00 10.29 0.436 5.086 228.3 10.07 4.71 0.99 38.0 405,800 317,000 9.21 31 .50 9.26 0.350 5 000 215.8 9.50 4.83 1.01 36 0 383,700 299,700 9.45 40.00 11 .76 0.749 5.099 158.7 9.50 3.67 0.90 31.7 338,500 264,500 7.12 35.00 10.29 0.602 4.952 146.4 8.52 3.77 0.91 29.3 312,400 244,100 7.32 io 30.00 8. 82j 0.455 4.805 134.2 7.65 3.90 0.93 26.8 286,300 223,600 7.57 25 00 7.37 0.310 4.660 122.1 6.89 4.07 0.97 24.4 260,500 203,500 7.91 35.00 10.29 0.732 4.772 111.8 7.31 3.29 0.84 24.8 265,000 207,000 6.36 30.00 8.82 0.569 4.609 101 .9 6.42 3.40 0.85 22.6 241,500 188,700 7.58 25.00 7.35 0.406 4.446 91.9 5.65 3.54 0.88 20.4 217,900 170,300 6.86 21 .00 6.31 0.290 4.330 84.9 5.16 3.67 0.90 18.9 201,300 157,300 7. 12 25.50 7.50 0.541 4.271 68.4 4.75 3.02 0.80 17.1 182,500 142,600 5.82 23.00 6.76 0.449 4.179 64.5 4.39 3.09 0.81 16.1 172,000 134,400 5.96 20.50 6.03 0.357 4.087 60.6 4.07 3.17 0.82 15.1 161,600 126,200 6.12 18.00 5.33 0.270 4.000 56.9 3.78 3.27 0.84 14.2 151,700 118,500 6.32 20.00 5.88 0.458 3.86S 42.2 3.24 2.68 0.74 12.1 128,600 100,400 5.15 17.50 5.15 0.353 3.763 39.2 2.94 2.76 0.76 11.2 119,400 93,300 5.31 15.00 4.42 0 250 3.660 36.2 2.67 2.86 0.78 10.4 110,400 86,300 5.50 17.25 5.07 0.475 3.575 26.2 2.36 2.27 0.68 8.7 93,100 72,800 4.33 14.75 4.34 0.352 3.452 24.0 2.09 2.35 0.69 8.0 85,300 66,600 4.49 12.25 3.61 0.230 3.330 21 .8 1.85 2.46 0 72 7.3 77,500 60,500 4.70 14.75 4.34 0.504 3.294 15.2 1.70 1.87 0.63 6.1 64,600 50,500 12.25 3.60 0.357 3.147 13.6 1.45 1.94 0.63 5.4 58,100 45,400 9.75 2.87 0.210 3.000 12.1 I .23 2.05 0.65 4.8 51,600 40,300 10.50 3.09 0.410 2.880 7.1 1.01 1.52 0.57 3.6 38,100 29,800 9.50 2.79 0.337 2.807 6.7 0.93 1.55 0.58 3.4 36,000 28,100 8.50 2.50 0.263 2.733 6.4 0.85 1.59 0.58 3.2 33,900 26,500 7.50 2.21 0. 190 2.660 6.0 0.77 I .64 0.59 3.0 31,800 24,900 7.50 2.21 0.361 2.521 2.9 0.60 1.15 0.52 1.9 20,700 16,200 6.50 1.91 0.263 2.423 2.7 0.53 1.19 0.52 1.8 19,100 15,000 «> 5.50 1 63 0.170 2.330 2.5 0.46 1 .23 0.53 1.7 17,600 13,800 L = Safe load in pounds uniformly distributed; 7 = Span in feet. M = Moment of forces in foot pounds; C and C'= Coefficients given. CorC' „ „. „. 8 f s L= CorC M'= , CorC' = LZ = 8M'=- 1>) . Weights in heavy print are standard ; others are special. 40 ST. PAUL FOUNDRY CO. PROPERTIES OF CHANNELS. Depth of Channel Inches. Weight per Foot Pounds. Area of Section Square Inches Thickness of Web Inches. Width of Flange Inches. Moment of Inertia ^ Neutral Axis ; ~ Perpendicular to Web at Center. Moment of Inertia Neutral Axis ' Parallel With Center Line of Web. Radius of Gyration Neutral Axis Perpendicular to Web at Center. Radius of Gyration Neutral Axis ' Parallel With Center I.ine of Web. Section Modulus r. Neutral Axis J Perpendicular to Web at Center. Coefficient of Strength p- for Fiber Stress of j ^ 16.000 lbs. Per Sq. Inch Used for Building. Coefficient of Strength I («, for Fiber Stress of < 12,500 lbs. per Sq. Inch Used for Bridges. t J Distance Required mo to Make Radii of Gyration Equal. | Distance of Center of Gravity from Outside of Web. 1 55.00 16.18 0.818 3.818 430.2 12.19 5.16 0.868 57.4 611,900 478,000 8.53 0.823 50.00 14.71 0.720 3.720 402.7 11.22 5.23 0.873 53.7 572,700 447,400 8.71 0.803 15 45.00 13.24 0.622 3.622 375-1 10.29 5.32 0.882 50.0 533,500 416,800 8.92 0.788 40.00 11.76 0.524 3.524 347.5 9.39 5.43 0.893 46.3 494,200 386,100 9.15 0.783 35.00 10.29 0.426 3.426 320.0 8.48 5.58 0.908 42.7 455,000 355,500 9.43 0.789 33.00 9.90 0.400 3.400 312.6 8.23 5.62 0.912 41.7 444,500 347,300 9.50 0.794 40.00 11.76 0.758 3.418 197.0 6.63 4.09 0.751 32.8 350,200 273,600 6.60 0.722 35.00 10.29 0.636 3.296 179.3 5.90 4.17 0.757 29.9 318,800 249,100 6.81 0.694 12 30.00 8.82 0.513 3.173 161.7 5.21 4.28 0.768 26.9 287,400 224,500 7.07 0.677 25.00 7.35 0.390 3.050 144.0 4.53 4.43 0 785 24.0 256,100 200,000 7.36 0.678 20.50 6.03 0.280 2.940 128.1 3.91 4.61 0.805 21.4 227,800 178,000 7.67 0.704 35.00 10.29 0.823 3.183 115.5 4.66 3.35 0.672 23.1 246,400 192,500 5.17 0.695 30.00 8.82 0.676 3.036 103.2 3.90 3.42 0.672 20.6 220,300 172,100 5.40 0.651 io 25.00 7.35 0.529 2.889 91.0 3.40 3.52 0.680 18.2 194,100 151,700 5.67 0.620 20.00 5.88 0.382 2.742 78.7 2.85 3.66 0.696 15.7 168,000 131,200 . 5.97 0.609 15.00 4.46 0.240 2.600 66.9 2.30 3.87 0 718 13.4 142,700 1 11,500 6.33 0.639 25.00 7.35 0.615 2.815 70.7 2.98 3.10 0.637 15.7 167,600 130,900 4.84 0.615 O 20.00 5.88 0.452 2.652 60.8 2.45 3.21 0.646 13.5 144.100 112,600 5.12 0.585 15.00 4.41 0.288 2.488 50.9 1.95 3.40 0.665 11.3 120,500 .94,200 5.49 0.590 13.25 3.89 0.230 2.430 47.3 1 .77 3.49 0.674 10.5 112,200 87,600 5.63 0.607 21.25 6.25 0.582 2.622 47.8 2.25 2.77 0.600 11.9 127,400 99,500 4.23 0.587 IS. 75 5.51 0.490 2.530 43.8 2.01 2.82 0.603 11.0 116,900 91,300 4.38 0.567 8 16.25 4.78 0.399 2.439 39.9 1.78 2.89 0.610 10.0 106,400 ' 83,200 4.54 0.556 13.75 4.04 0.307 2.347 36.0 1.55 2.98 0.619 9.0 96,000 75,000 4.72 0.557 11.25 3.35 0.220 2.260 32.3 1 33 3.11 0.630 8.1 86,100 67,300 4.94 0.576 19.75 5.81 0.633 2.513 33.2 1.85 2.39 0.565 9.5 101,100 79,000 3.48 0.583 17.25 5.07 0.528 2.408 30.2 1.62 2.44 0.564 8.6 92,000 71,800 3.64 0.555 7 14.75 4.34 0.423 2.303 27.2 1.40 2.50 0.568 7.8 82,800 64,700 3.80 0.535 12.25 3.60 0.318 2.19S 24.2 1.19 2.59 0.575 6.9 73,700 57,500 3.99 0.52S 9.75 2.85 0.210 2.090 21.1 0.98 2.72 0.586 6.0 66,800 52,200 4.22 0.546 15.50 4.56 0.563 2.283 19.5 1.28 2.07 0.529 6.5 69,500 54,300 2.91 0.546 o 13.00 3.82 0.440 2.160 17.3 1.07 2.13 0.529 5.8 61,600 48,100 3.09 0.517 10 50 3.09 0'318 2.038 15.1 0.88 2.21 0.534 5.0 53,800 42,000 3.28 0.503 8.00 2.38 0.200 1.920 13.0 0.70 2.34 0.542 4.3 46,200 36,100 3.52 0.517 11.50 3.38 0.477 2.037 10.4 0.82 1.75 0.493 4.2 44,400 34,700 2.34 0.508 •> 9.00 2.65 0.330 1 .890 8.9 0.64 1.83 0.493 3.5 37,900 29,600 2 56 0.4S1 6.50 1.95 0.190 1 .750 7.4 0.48 1 95 0.498 3.0 31,600 24,700 2.79 0.489 7.25 2.13 0.325 1.725 4.6 0.44 1.46 0.455 2.3 24,400 19,000 1.85 0.463 4 6.25 1.84 0.252 1.652 4.2 0.38 1.51 0.454 2.1 22,300 17,400 1.96 0.458 5.25 1.55 0.180 1 .580 3.8 0.32 1.56 0.453 1.9 20,200 15,800 2.06 0.464 6.00 1.76 0.362 1.602 2.1 0.31 1.08 0.421 1.4 14,700 11,500 1.07 0.459 » 5.00 1.47 0.264 1.504 1.8 0.25 1.12 0.415 1.2 13,100 10,300 1.19 0.443 4.00 1.19 0.170 1 .410 1.6 0.20 1.17 0.409 1 1 11,600 9,100 1.31 0 443 ST. PAUL FOUNDRY CO. 41 PROPERTIES OF ANGLES WITH UNEQUAL LEGS. o Perpendicular Distances from Moments of Section Radii of d Center of Grav- Inertia. Moduli. Gyration. O ity to Back J s r CQ H O of Flange. a? q t-3 CO t/3 q5 CO ® be CO q5 CO tz> o 0? 53 O £ o3 0) o 5? LJ *3 Ur 3 ■p O b£) P o t£ qj 3 = ^ •V Ofl ■p c bL 3-3 X O t L 4 54 11.7 3.42 0.79 2.04 3.34 12.86 1.23 3.25 0.99 1.94 0.77 5 x 4 14 24.2 7.11 1.21 1.71 9.23 16.42 3.31 4.99 1.14 1.52 0.84 5 x 4 1 3 22.7 6 . 65 1.18 1.68 8.74 15.54 3.11 4.69 1.15 1.53 0.84 5 x 4 M H 21.1 6.19 1.16 1.66 8.23 14.60 2.90 4.37 1.15 1.54 0.84 5 x 4 19.5 5.72 1.14 1.64 7.70 13.62 2.69 4 .05 1.16 1.54 0.84 5 x 4 % 17.8 5.23 1.12 1.62 7.14 12.61 2.48 3.73 1.17 1.55 0.84 5 x 4 9 16.2 4.75 1.10 1.60 6.56 11 .55 2.26 3.39 1.18 1.56 0.85 5 x 4 14 14.5 4.25 1.07 1.57 5.96 10.46 2.04 3.05 1.18 1.57 0.85 5 x 4 UJ 12.8 3.75 1.05 1.55 5.32 9.32 1.81 2.70 1.19 1.58 0.85 5 x 4 r. 11.0 3.23 1.03 1.53 4.67 8.14 1.57 2.34 1.20 1.59 0.86 42 ST. PAUL FOUNDRY CO. PROPERTIES OF ANGLES WITH UNEQUAL LEGS. Inches. 5 x 3J4 5 x 3 J4 5x3H 5 x 3V 2 5 x 3 34 5 x zy 2 5 x 314 5 x 3J4 5x3^ 5x3^ 0 X 5 x 5 x 5 x 5 x 5 x 5 x 5 x 5 x x 3 H x 3}4 x 3J4 x3^ x 3J* x 3}4 x 3 >4 x 3'A x 3 H 4x3 4x3 4x3 x 3 x 3 x 3 x 3 x 3 x 3 a ii S3 H J4 « X » % tt X TS % 'us X « X us a P Weight per Lin. Foot. Area of Section. Perpendicular Distances from Center of Grav¬ ity to Back of Flange. Moments of Inertia. I Section Moduli. s Radii of Gyration. r To back of Long Flange. To Back of Short Flange. Neutral Axis Parallel to Long Flange. Neutral Axis Parallel to Short Flange. Neutral Axis Parallel to Long Flange. Neutral Axis Parallel to Short Flange. Neutral Axis 0 Parallel to | Long Flange. Neutral Axis Parallel to Short Flange. Least Radius' Lb‘. Sq. In. In. In. In. In. In. In. In. In. 22 7 6.67 1.04 1.79 6.21 15.67 2.52 4.88 0.96 1.53 0.75 21.3 6.25 1.02 1.77 5.89 14.81 2.37 4.58 0.97 1.54 0.75 19.8 5.81 1.00 1.75 5.55 13.92 2.22 4.28 0.98 1.55 0.75 18.3 5.37 0.97 1.72 5.20 12.99 2.06 3.97 0.98 1.56 0.75 lfi.8 4.92 0.95 1.70 4.83 12.03 1.90 3.65 0.99 1.56 0.75 15.2 4.47 0.93 1.68 4.45 11.03 1.73 3.32 1.00 1.57 0.75 13.6 4.00 0.91 1.66 4.05 9.99 1.56 2.99 1.01 1.58 0.75 12.0 3.53 0.S8 1.63 3.63 8.90 1.39 2.64 1.01 1.59 0.76 10.4 3.05 0.86 1.61 3.18 7.78 1.21 2.29 1.02 1.60 0.76 8.7 2.56 0.84 1.59 2.72 6.60 1.02 1.94 1.03 1.61 0.76 19.9 5.84 0,86 1.86 3.71 13.98 1.74 4.45 0.80 1.55 0.64 IS.5 5.44 0.84 1.84 3.51 13.15 1.63 4.16 0.80 1.55 0.64 17.1 5.03 0.82 1.82 3.29 12.28 1.51 3.86 0.81 1.56 0.64 15.7 4.61 0.80 1.80- 3.06 11.37 1.39 3.55 0.82 1.57 0.64 14.3 4.18 0.77 1.77 2.83 10.43 1.27 3.23 0.82 1.58 0.65 12.8 3.75 0.75 1.75 2.58 9.45 1.15 2.91 0.83 1.59 0.65 11.3 3.31 0.73 1.73 2.32 8.43 1.02 2.58 0.84 1.60 0.65 9.8 2.86 0.70 1.70 2.04 7.37 0.89 2.24 0.84 1.61 0.65 8.2 2.40 0.68 1.68 1.75 6.26 0.75 1.89 0.85 1.61 0.66 18.5 5.43 1.11 1.36 5.49 7.77 2.30 2.92 1.01 1.19! 0.72 17.3 5.06 1.09 1.34 5.18 7.32 2.15 2.75 1.01 1.20 0.72 16.0 4.68 1.07 1.32 4.86 6.86 2.00 2.56 1.02 1.21 0.72 14.7 4.30 1.04 1.29 4.52 6.37 1.84 2.35 1.03 1.22 0.72 13.3 3.90 1.02 1.27 4.17 5.86 1.68 2.15 1.03 1.23 0.72 11.9 3.50 1.00 1.25 3.79 5.32 1.52 1.93 1.04 1.23 0.72 10.6 3.09 0.98 1.23 3.40 4.76 1.35 1.72 1.05 1.24 0.72 9.1 2.67 0.96 1.21 2.99 4.18 1.18 1.50 1.06 1.25 0.73 7.7 2.25 0.93 1.18 2.59 3.56 1.01 1.26 1.07 1.26 0.73 17.1 5.03 0.94 1.44 3.47 7.34 1.68 2.87 0.83 1.21 0.64 16.0 4.69 0.92 1.42 3.28 6.93 1.57 2.68 0.84 1.22 0.64 14.8 4.34 0.S9 1.39 3.08 6.49 1.46 2.49 0.84 1.22 0.64 13.6 3.98 0.87 1.37 2.87 6.03 1.35 2.30 0.85 1.23 0.64 12.4 3.62 0.85 1.35 2.66 5.55 1.23 2.09 0.86 1.24 0.64 11.1 3.25 0.83 1.33 2.42 5.05 1.12 1.89 0.86 1.25 0.64 9.8 2.87 0.80 1.30 2.18 4.52 0.99 1.68 0.87 1.25 0.64 8.5 2.48 0.78 1.28 1.92 3.96 0.87 1.46 0.88 1.26 0.64 7.2 2.09 0.76 | 1.26 1.65 3.38 0.74 1.23 0.89 1.27 0.65 ST. PAUL FOUNDRY CO. 43 PROPERTIES OF ANGLES WITH UNEQUAL LEGS. -t-3 Perpendicular Distances from Moments of Section fl_ Center o f Grav- Inertia Moduli Radii of Gyration W +3 ity to Back <13 o> fl O o cu m of Flange 1 <5 r •—« xn 2 Q, -L> be o c3 0) La ° a <3 — ESS p 32c 1 < — c3 — cup Xfl Xfl Pi cs-d O £ W M 8o H j as ~ c3 La bC p =3 d h ^ -L 5 ^ l< 3*° ■2 2 be 3 <3 a h +-> 3 o8 o Z m p a es z ^ La C3 g 03 0 Z m o> ci Inches In. Lbs. Sq.In In. In. In. In. In. In. In. In. In. 3H x 3 13 15.8 4.62 0.98 1.23 3.33 4.98 1.65 2.20 0.85 1.04 0.62 3'A x 3 3 4 14.7 4.31 0.96 1.21 3.15 4.70 1.54 2.05 0.85 1.04 0.62 3)4x3 H 13.6 4.00 0.94 1.19 2.96 4.41 1.44 1.91 0.86 1.05 0.62 3)4 x 3 12.5 3.67 0.92 1.17 2.76 4.11 1.33 1.76 0.87 1.06 0.62 3)4 x 3 A 11.4 3.34 0.90 1.15 2.55 3.79 1.21 1.61 0.87 1.07 0.62 3)4x3 )4 10.2 3.00 0.88 1.13 2.33 3.45 1.10 1.45 0.88 1.07 0.62 3)4 x 3 TS 9.1 2.65 0.85 1.10 2.09 3.10 0.98 1.29 0.89 1.08 0.62 3)4x3 Vs 7.9 2.30 0.83 1.08 1.85 2.72 0.85 1.13 0.90 1.09 0.62 3)4 x 3 5 16 6.6 1.93 0.81 1.06 1.58 2.33 0.72 0.96 0.90 1.10 0.63 3)4x 2)4 H 12.5 3.65 0.77 1.27 1.72 4.13 0.99 1.85 0.67 1.06 0.53 3 )4 x 2 )4 % 11.5 3.36 0.75 1.25 1.61 3.85 0.92 1.71 0.69 1.07 0.53 3 )4 x 2 J4 A 10.4 3.06 0.73 1.23 1.49 3.55. 0.84 1.56 0.70 1.08 0.53 3 > 4 x 2)4 )4 9.4 2.75 0.70 1.20 1.36 3.24 0.76 1.41 0.70 1.09 0.53 3)4x 2)4 A 8.3 2.43 0.68 1.18 1.23 2.91 0.68 1.26 0.71 1.09 0.54 3)4x2 J-6 54 7.2 2.11 0.66 1.16 1.C9 2.56 0.59 1.09 0.72 1.10 0.54 3)4 X 2)4 TG 6.1 1.78 0.64 1.14 0.94 2.19 0.50 0.93 0.73 1.11 0.54 3 )4 x 2 )4 M 4.9 1.44 0.61 1.11 0.78 1.80 0.41 0.75 0.74 1.12 0.54 3 x 2)4 9.5 2.78 0.77 1.02 1.42 2.28 0.82 1 15 0.72 0.91 0.52 3 x 2)4 >4 8.5 2.50 0.75 1.00 1.30 2.OS 0.74 1.04 0.72 0.91 0.52 3 x 2)4 A 7.6 2.22 0.73 0.98 1.18 1.88 0.66 0.93 0.73 0.92 0.52 3 x 2 )4 54 6.6 1.92 0.71 0.96 1.04 1.66 0.58 0.81 0.74 0.93 0.52 3 x 2)4 A 5.6 1.62 0.68 0.93 0.90 1.42 0.49 0.69 0.74 0.94 0.53 3 x 2)4 4.5 1.31 0.66 0.91 0.74 1.17 0.40 0.56 0.75 0.95 0.53 3 x 2 )4 7.7 2.25 0.58 1.08 0.67 1.92 0.47 1.00 0.55 0.92 0.43 3 x 2 A 6.8 2.00 0.56 1.06 0.61 1.73 0.42 0.89 0.55 0.93 0.43 3 x 2 % 5.9 1.73 0.54 1.04 0.54 1.53 0.37 0.78 0.56 0.94 0.43 3 x 2 T6 5.0 1.47 0.52 1.02 0.47 1.32 0.32 0.66 0.57 0.95 0.43 3 x 2 A 4.1 1.19 0.49 0.99 0.39 1.09 0.25 0.54 0.57 0.95 0.43 2)4 x 2 A 6.8 2.00 0.63 0.88 0.64 1.14 0.46 0.70 0.56 0.75 0.42 2)4 x 2 A - 6.1 1.78 0.60 0.85 0.58 1.03 0.41 0.62 0.57 0.76 0.42 2)4x2 54 5.3 1.55 0.58 0.83 0.51 0.91 0.36 0.55 0.58 0.77 0.42 2)4x2 4.5 1.31 0.56 0.81 0.45 0.79 0.31 0.47 0.58 0.78 0.42 2)4x2 « 3.7 1.06 0.54 0.79 0.37 0.65 0.25 0.38 0.59 0.78 0.42 2)4x2 A 2.8 0.81 0.51 0.76 0.29 0.51 0.20 0.29 0.60 0.79 0.43 2 x U4 2.7 0.78 0.37 0.69 0.12 0.37 0.12 0.23 0.39 0.63 0.30 2 x 15 * -h 2.1 0.60 0.35 0.66 0.09 0.24 0.09 0.18 0.40 0.63 0.31 44 ST. PAUL FOUNDRY CO. PROPERTIES OF ANGLES WITH EQUAL LEGS. r* *- b£ ^03 rj tt 03 £ SIZE nches. GO I I it O £ . £ o of Section Inches. iistance of Cente of Gravity om buck of Flan Inches. ment of ia. Neutral rough Ceni nty parall Flange. K 5 72 i<$ ^ cj a) ci:- 0 '■P m . >>< fn S >*& 2 . £ •- b£ . ^ <*> H be ^ a> pt $ O' t VI < gssso o ^ ■*- 5 ? 72 c3 0) 02 25 S § C3 |o-^° 5R qj c o i s r r' 8x8 iVs l (V 56.9 16.73 2.41 97.97 17.53 2.42 1.55 8x8 54.0 15.87 2.39 93.53 16.67 2.43 1.56 8x8 i 51.0 15.00 2.37 88.98 15.80 2.44 1.56 8x8 15 48.1 14.12 2.34 84.33 14.91 2.44 1.56 8x8 v% 45.0 13.23 2.32 79.58 14.01 2.45 1.57 8x8 13. 42.0 12.34 2.30 74.71 13.11 2.46 1.57 8x8 H 38.9 11.44 2.28 69.74 12.18 2.47 1.57 8x8 U 35.8 10.53 2.25 64.64 11.25 2.48 1 .58 8x8 % 32.7 9.61 2.23 59.42 10.30 2.49 1.58 8x8 9_ 29.6 8.68 2.21 54.09 9.34 2.50 1.58 8x8 l /z 26.4 7.75 2.19 48.63 8.37 2.50 1.58 6x6 1 37.4 11.00 1.86 35.46 8.57 1.80 1.16 6x6 1A 35.3 10.37 1.84 33.72 8.11 1.80 1.16 6x6 y 33.1 9.74 1.82 31.92 7.64 1.81 1.17 6x6 tt 31.0 9.09 1.80 30.06 7.15 1.82 1.17 6x6 H 28.7 8.44 1.78 28.15 6.66 1.83 1.17 6x6 a 26.5 7.78 1.75 26.19 6.17 1.83 1.17 6x6 % 24.2 7.11 1.73 24.16 5.66 1.84 1.18 6x6 0 21.9 6.43 1.71 22.07 5.14 1.85 1.18 6x6 Vi 19.6 5.75 1.68 19.91 4.61 1.86 1.18 6x6 A 17.2 5.06 1.66 17.68 4.07 1.87 1.19 6x6 H 14.9 4.36 1.64 15.39 3.53 1.88 1.19 5x5 1 30.6 9.00 1.61 19.64 5.80 1.48 0.96 5x5 H 28.9 8.50 1.59 18.71 5.49 1.48 0.96 5x5 L 27.2 7.99 1.57 17.75 5.17 1 .49 0.96 5x5 13 25.4 7.46 1.55 16.77 4.85 1.50 0.97 5x5 23.6 6.94 1.52 15.74 4.53 1.51 0.97 5 x 5 +* 21.8 6.42 1.50 14.68 4.20 1.51 0.97 5x5 20.0 5.86 1 .48 13.58 3.86 1.52 0.97 5x5 9 18.1 5.31 1.46 12.44 3.51 1 .53 0.98 5 x 5 16.2 4.75 1.43 11.25 3.15 1.54 0.98 5x5 1*6 14.3 4.18 1 .41 10.02 2.79 1.55 0.98 5x5 X 12.3 3.61 1.39 8.74 2.42 1.56 0.99 4x4 13 19.9 5.84 1.29 8.14 3.01 1.18 0.77 4x4 J4 18.5 5.44 1.27 7.67 2.81 1.19 0.77 4x4 H 17.1 5.03 1.25 7.17 2.61 1.19 0.77 4x4 K 15.7 4.61 1 .23 6.66 2.40 1.20 0.77 4x4 A 14.3 4.18 1.21 6.12 2.19 1.21 0.78 4 x 4 12.8 3.75 1.18 5.56 1.97 1.22 0.78 4x4 A 11.3 3.31 1.16 4.97 1.75 1.23 0.78 4x4 « 9.8 2.86 1.14 4.36 1 .52 1.23 0.79 4x4 16 8.2 2.40 1.12 3.71 1.29 1.24 0.79 ST. PAUL. FOUNDRY CO. 45 PROPERTIES OF ANGLES WITH EQUAL LEGS SIZE Inches. Thickness Inches Weight per Foot Pounds. Area of Section. Square Inches. Distance of Center of Gravity from back of Flange. Inches. Moment of ' Inertia, Neutral Axis through Center of Gravity Parallel to Flange. Section Modulus, Neutral Axis as before. Radius of Gyration. Neutral Axis as Before. Least Radius of Gyration. Neutral Axis through Center of Gravity at Angle of 45° to Flanges. I s r r' 3J^x 3H 13 17.1 5.03 1.17 5.25 2.25 1.02 0.67 3 1 2 x 3U M 16.0 4.69 1.15 4.96 2.11 1.03 0.67 3 1 2 X 3 y-i XI 14.8 4.34 1.12 4.65 1.96 1 .04 0.67 3‘ 2 x 3 1 i 54 13.6 3.98 1.10 4 33 1.81 1 .04 0.67 3>4x3 Vi 9 12.4 3.62 1 .08 3.99 1 .65 1.05 0.68 3 '4 x 3 1 2 34 11.1 3.25 1.06 3.64 1 .49 1.06 0.68 3‘ 2 x 3 ! 2 7 9.8 2.87 1.04 3.26 1.32 1.07 0.68 3 1 ■. x 3 1 ■. 54 8.5 2.48 1.01 2.87 1.15 1.07 0.69 3Hx3H 5 16 7.2 2.09 0.99 2.45 0.98 1.0S 0.69 3 x 3 54 11.5 3.36 0.98 2.62 1.30 0.88 0.57 3 x 3 10.4 3.06 0.95 2.43 1.19 0.89 0.58 3 x 3 34 9.4 2.75 0.93 2.22 1.07 0.90 0.58 3 x 3 7 8.3 2.43 0.91 1.99 0.95 0.91 0.58 3 x 3 54 7.2 2.11 0.89 1.76 0.83 0.91 0.5S 3 x 3 tV 6.1 1 .78 0.87 1.51 0.71 0.92 0.59 3 x 3 34 4.9 1.44 0.84 1.24 0.5S 0.93 0.59 2J4 x 2 }i 34 7.7 2.25 0.S1 1.23 0.73 0.74 0.47 2 1 4 x 2 1 2 "nf 6.8 2.00 0.78 1.11 0.65 0.74 0.48 2 1 •> x 2 1 2 54 5.9 1.73 0.76 0.98 0.57 0.75 0.48 2 1 2 x 2 J ■, 5 5.0 1.47 0.74 0.85 0.48 0.76 0.49 2>2 x 2U 34 4.1 1.19 0.72 0.70 0.40 0.77 0.49 2 J '2 x 2 J4 3 16 3.1 0.90 0.69 0.55 0.30 0.78 0.49 2H x 2 34 34 6.8 2.00 0.74 0.87 0.58 0.66 0.43 2 34 x 2 3i 6.1 1.78 0.72 0.79 0.52 0.67 0.43 2 34 X 2 34 54 5.3 1.55 0.70 0.70 0.45 0.67 0.43 2 X 2 *4 S 4.5 1.31 0.68 0.61 0.39 0.68 0.44 2 34 x 2 34 34 3.7 1.06 0.66 0.51 0.32 0.69 0.44 2*4 X 2 ‘4 3 16 2.8 0.81 0.63 0.39 0.24 0.70 0.44 2 x 2 7 5.3 1.56 0.66 0.54 0.40 0.59 0.39 2 x 2 54 4.7 1.36 0.64 0.48 0.35 0.59 0.39 2 x 2 4.0 1 .15 0.61 0.42 0.30 0.60 0.39 2 x 2 3.2 0.94 0.59 0.35 0.25 0.61 0.39 2 x 2 3 1 6 2.5 0.72 0.57 0.28 0.19 0.62 0.40 14xl H 143 4.6 1.30 0.59 0.35 0.30 0.51 0.33 1 :1 4 X 1 « 4 54 4.0 1.17 0.57 0.31 0.26 0.51 0.34 l :l 4Xl :, 4 5 3.4 1.00 0.55 0.27 0.23 0.52 0.34 1 :i 4 X 1 /4 2.8 0.81 0.53 0.23 0.19 0.53 0.34 14x1 M 3 16 2.2 0.62 0.51 0.18 0.14 0.54 0.35 1 ^ x 1 Vo 54 3.4 0.99 0.51 0.19 0.19 0.44 0.29 1 14 X \'i 5 2.9 0.84 0.49 0.16 0.162 0.44 0.29 1 34 X 1 1 , 34 2.4 0.69 0.47 0.14 0.134 0.45 0.29 1 34 X 1 y 3 1 .8 0.53 0.44 0.11 0.104 0.46 0.29 134 x l 1 2 34 1.3 0.36 0.42 0.08 0.070 0.46 0.30 46 ST. PAUL FOUNDRY CO. TYPICAL DETAILS Wt\ i wy hi Fig. No. 3 Fig. No. 8 Fig. No. 4 W: "TD Fig. No. 6 — —-- ST. PAUL FOUNDRY CO, 47 TYPICAL DETAILS, BEAMS AND BEAM ANCHORS 48 ST. PAUL FOUNDRY CO TYPICAL DETAILS STEEL COLUMNS ST. PAUL FOUNDRY CO. 49 NOTES ON WOOD FLOORS The common type of wood floors used for store buildings, small office buildings, etc., where the loads are not heavy consists of joists placed transversely, supported by girders of steel or wood. Methods of supporting wood joists on steel girders are shown on page ‘■16. The method shown in Fig. 2 may be useu where girders are not concealed. Where a flush ceiling is desired, a plate as shown in Fig. 1, or duplex hangers as shown in Fig. 9, may be used without notching the joists. Mill or slow-burning construction is used for storehouses, mill build¬ ings, etc., where heavy loads must be carried. These floors are constructed of beams placed from 4 to 8 feet on centers and covered with plank from 2 to 3 % inches thick, on top of which is laid the finished floor. Safe loads for wood beams and posts are given on pages 94 and 95. Details of connections of wood beams to cast iron columns are illus¬ trated in Fig. 33, page 156, and on the same page will be found details of steel and cast iron post caps and bases. Several types of joist hangers are in use for framing around stair and wall openings. On page 177, Figs. 49, 50, 51, we have illustrated the single and double stirrup and the Duplex hanger. We carry Duplex and Van Dorn hangers in stock, and are prepared to fill orders promptly. We have shown in Figs. 52 and 53, page 177, our stock joist and strap anchor; special anchors made to order. WEIGHTS OF WOOD FLOORS IN POUNDS PER SQUARE FOOT 0 . . DIMENSIONS OF JOISTS Spacing of 1 ___ Joists 3x1# it x lit it x 14 3 x lit 3 x 14 3 x 16 13 22 22 23 24 26 27 14 21 22 22 24 25 20 Hi 21 21 22 23 24 25 IH 20 21 21 22 23 24 Based on white pine joist at 2j^ lbs. per board foot, 1 thickness of 74-inch white pine flooring at 2)4 lbs. per square foot, and 1 thickness of %-inch hardwood flooring, at 4 lbs. per board foot. When no ceiling is used, deduct 12 lbs. 50 ST. PAUL FOUNDRY CO. FIREPROOF FLOORS Fireproof floors are constructed with a framework of steel beams and girders, the spaces between the beams being filled with fireproofing, which consists of arches of brick or hollow tile, or concrete steel in the form of arches or slabs. Brick arches leveled with concrete are used with a spacing of from 4 feet to 6 feet, or more, provided that the arch is suitably stiffened with concrete against failure from a concentrated load, and that the beams are of sufficient depth to allow a rise of ^ of the span. Floors of this type weigh, including filling and steel beams, from 75 pounds per square foot up. Several types of tile arches are in common use, the tiles being hollow blocks of dense or porous structure made to form a flat arch. The webs of these blocks are either parallel with the floor beams or perpendicular thereto, the systems being termed side or end construction, respectively. Floors of this type will weigh from 70 to 90 pounds per square foot, includ¬ ing filling and steel beams. Tie rods to take the thrust of the arches are required for both brick and tile construction. These are % or inches in diameter, placed at or below the center of the beam, and from 4 to G feet apart. Floors of concrete re-enforced with steel wire, rods, tees, channels, expanded metal or wire netting are in successful use. Particulars as to their weight and construction can be obtained from the manufacturers. As ordinarily constructed they weigh somewhat less than tile floors. Examples of steel joists and girders and their connections are illus¬ trated on page 47 Figs. 11 to 14, inclusive. The more common types of beam anchors are shown on the same page, Figs. 15 to 20, inclusive. Following are the working loads in common use for buildings: LOADS PER SQUARE FOOT Dwellings, apartment houses, hotels, etc. .. 70 lbs. Offices—first floor, 150 lbs.; above first floor. 75 “ Schools..... ..... 75 to 100 “ Buildings for public assembly. 125 “ 150 “ Light storage or manufacturing. 120 “ 150 “ Stores, warehouses, etc. 150 “ 250 “ Sidewalks over areas. 300 “ NOTE.—To the above loads the dead weight of floor must be added to obtain the total load. .... . ST. PAUL FOUNDRY CO. 51 WEIGHTS OF FIREPROOF MATERIAL. END CONSTRUCTION FLAT ARCHES. Width of Span between Beams Depth of Arch Weight per Square Foot 5 feet to 6 feet. 0 “ “7 “ . 8 inches 9 27 pounds 29 7 “ “8 “ . 10 33 8 “ “9 “ . 12 38 SIDE CONSTRUCTION FLAT ARCHES. Width of Span between Beams Depth of Arch Weight per Square Foot 3 feet 6 inches to 4 feet 0 inches. 6 inches 27 pounds 29 4 “ 0 “ “4 “ 6 “ . 7 4 “ 6 “ “5 “ 0 “ . 8 “ 32 5 “ 6 “ “6 “ 0 “ . 9 “ 36 6 “ 0 “ “6 “ 6 “ . 10 “ 39 0 “ 6 “ “7 “ 0 “ . 12 “ 44 PARTITIONS. Thickness Weight per Square Foot 2 inches 11 pounds 14 it It '«*'■' it 3 it it it it 4 15 u it it it 5 “ 19 it u it it 6 20 u It tl it 8 27 3 16 4 “ 19 it it It It 5 22 it it it it 6 23 “ “ “ “ . 8 “ 33 FURRING, ROOFING AND CEILING. Thickness Weight per Square Foot Porous Terra Cotta Furring. “ “ “ Roofing. It It tl It 2 inches 2 3 “ 8 pounds 12 “ 15 U It It it 4 “ 19 “ “ “ Ceiling. 2 11 it (1 tl 1 1 3 15 it ti it a 4 19 6 inch Segmental Arches, 27 pounds per square foot. 8 .. .. .< 33 2 inch Porous Terra Cotta Partition, 8 pounds per square loot. 52 ST. PAUL FOUNDRY CO. BEAMS SUPPORTING BRICK WALLS A-. ■ \ / : \ • : *' i \ X \ H = S — then I \ load = J-2 (S ) 2 X weight per foot of wall. \ The method illustrated above may be used for openings 6 feet in width or less, provided there are no openings above, which, by a failure in the masonry, might cause the concentration of a heavy load on the girder. For larger openings different conditions prevail. If the masonry is not thoroughly bonded, if there is danger of failure along a series of open¬ ings one above another, or if great inflexibility is desired it is good practice to consider the weight of entire wall as carried by the girder. A girder running the entire length of a structure should be figured to support the entire wall above, as excessive deflection might push out the supports and cause the structure to fail. Where heavy loads are carried, it is best to use columns of steel or cast iron for supports, for masonry, as ordinarily constructed, will fail by crushing out under heavy concentrated loads. When the wall carries any portion of the floor load, same should be added to weight of wall to ascer¬ tain the entire load carried by the girder. Figures 3, 4, 6, 8, page 46, show various types of steel lintels in com¬ mon use, and their supporting capacity may be obtained from tables of safe loads on pages 28 to 36, inclusive. A table of safe loads of cast-iron lintels is given on page 15 3 . Weights of brick walls per square foot of surface: Thickness of Wall, inches Common Brick, pounds 12 112 IO 150 20 188 24 224 2 8 202 32 300 30 330 ST. PAUL FOUNDRY CO. 53 NOTES ON GIRDERS AND COLUMNS Riveted girders are used where the load to be carried exceeds the capacity of single I-beams, or girders composed of two or more I-beams, with separators and bolts. The tables for beam box girders on pages 54 and 55, are figured from the moments of inertia with the holes in flanges deducted, using a fiber stress of 15,000 pounds per square inch of net section. Beam box girders are especially adapted for short spans and for supporting wide walls. Where beam box girders are of insufficient strength or where their width prohibits their use, riveted girders composed of plates and angles may be used. The tables on pages 56, 57, 58, 59, give the safe loads, uniformly distributed, for several sections. Girders with single webs will be found more economical than those with double webs, except for long spans where the girder is not stiffened laterally. The values given in the tables should not be used for lengths over 20 times the flange width, unless the girder is stiffened laterally. Stiffeners should be provided to prevent buckling of the web and at all points where concentrated loads occur. The tables of safe loads for steel columns, pages 60 to 67, inclusive, are based on a fiber stress of 12,500 pounds per square inch, reduced by Gordon’s formula. It is assumed that the columns are symmetrically loaded; where eccentrically loaded the values given will be considerably reduced, and should be specially calculated. Details of a latticed channel column arc shown on page 48. Tig. 27, and various sections used for steel columns are illustrated in Figs. 21 to 26, inclusive. 54 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR BEAM BOX GIRDERS The safe loads below are based on the moment of inertia of the net section, using a maximum fiber stress of 15000 lbs. per square inch, and include weight of girder. The net section is obtained by deducting holes figured at y$ of an inch in diameter for 34 inch rivets from both flanges. 1—1 03 o ^ W 03 O 0 P O H'H , u, CD K* o O 03 03 o> S w B <=* p ' >■ 0 % H 0 CD a .£ 03 O a 16 18 20 24 13 31% 12 % 6 74100 65S00 59300 53900 49400 12 40 12 % 5 34 83100 73900 00500 60500 55400 12 50 14 34 734 97300 80500 77S00 70700 64900 15 42 14 34 7A 117700 104000 94100 85000 78500 15 60 14 , 8 734 153900 136800 123100 111900 102000 15 50 14 54 734 137600 122300 110100 100100 91700 18 55 16 - 54 834 211100 1S7000 108900 153500 140700 18 70 16 34 8 227200 202000 181800 165300 151500 20 65 16 H 8 255100 230000 204000 185500 170000 20 70 16 H 8 200900 231900 20S700 189700 173900 20 80 16 % 734 2S7500 255500 230000 209100 191700 24 80 18 34 934 368400 327400 294700 267900 245600 24 lOO 18 34 934 397000 352900 317000 2SS700 264700 ST. PAUL FOUNDRY CO 55 SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR BEAM BOX GIRDERS The safe loads below are based on the moment of inertia of the net section, using a maximum fiber stress of 15000 lbs. per square inch, and include weight of girder. The net section is obtained by deducting holes figured at of an inch in diameter for % inch rivets from both flanges. LENGTH IN FEET * - " 1 CO 3G 38 30 33 34 36 38 40 57 c O'" 45600 42300 39500 37000 34900 32900 31200 29600 13 51200 47500 44400 41600 39100 37000 35000 33300 13 53900 55600 51900 48600 45SOO 43200 41000 3S0C0 13 72400 67200 62S00 58SOO 55400 52300 49500 47100 15 94700 87900 82100 77000 72400 08400 64800 61600 15 84700 78600 73400 68800 64700 61100 57900 55000 15 129900 120300 112600 105600 99300 93800 88900 84400 IS 139SOO 129800 121200 113600 106900 101000 95700 90900 IS 153900 145700 133000 127500 120000 113400 107100 1020C0 30 160300 149100 139100 130400 122800 115900 1038C0 1044C0 30 177000 164300 153400 143800 135300 127800 121100 1150C0 30 226700 210500 196400 184200 173300 163700 155100 147300 34 244300 226900 211700 19S500 180800 176400 167200 15SS00 34 56 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR PLATE GIRDERS Web .‘tO x % 6 " Flanges 4 Ls 5 x 3hi'" Web 30 x %" Flanges 4 Ls 5 x V-/f Web 30 x %" Flanges 4 Ls 5 x 3Va" 2 Plates 12" Wide Web 36 x Flanges 4 Ls 5 x 3hi" Web 36 x : \" Flanges 4 Ls 5 x 3M.’ Distance Center to Center of Thickness of Flange Angles in Inches Th’kness of Flange Angles and Plates in Inches Thickness of Flange Angles in Inches Bearings B /io" %" Vie" y 2 " %" W %" w %" 2© 04900 70800 88900 100300 125700 165700 93200 121700 149100 21 01800 73300 84700 95600 119700 157700 88800 115900 142000 22 5S900 09900 80800 91200 114300 150600 84700 110600 135500 2:t 50400 66800 77300 87200 109300 144100 81100 105800 129600 24 54000 64000 74100 S3600 104760 138100 77700 101400 124200 25 51900 01500 71200 S0300 100600 132500 74600 97300 119200 2© 49900 59100 68400 77200 96700 127400 71700 93600 114600 27 48000 50900 65900 74400 93100 122700 69100 90100 110400 2M 40300 54900 63500 71700 S9S00 118300 66600 86900 106400 2t> 44700 53300 01300 69200 86700 114300 64300 83800 102800 30 43200 51200 59300 06900 83800 110500 02200 81100 99300 31 41800 49600 57400 64800 81100 106900 60200 78600 96200 32 40500 48000 55600 62800 78600 103600 58300 76100 93200 33 39300 46000 53900 00900 76200 100400 56500 73800 90400 34 38100 45200 52400 59000 73900 97500 54900 71400 87700 35 37100 43900 50900 57400 71800 94700 53300 69600 85200 30 30000 42700 49500 55S00 69800 92000 51800 67700 82800 37 35100 41500 48100 54200 67900 89600 50400 65900 80500 3S 34100 40400 46900 52900 , 66200 87200 49100 64100 78400 30 33300 39400 45700 51500 64500 84900 47900 62500 76500 40 32400 3S400 44500 50200 62900 82800 46700 60900 74500 The safe loads above are figured for a fiber stress of 15000 lbs. per square inch on the net section, and include the weight of the girder. The net section is obtained by deducting holes figured at Tg of an inch in diameter for ib£ inch rivets from both flanges. ST. PAUL FOUNDRY CO 57 SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR PLATE GIRDERS Web It6 x v /ui" Flanges 4 Ls (i x 4" Web 30 x %" Flanges 4 Ls 6 x 4" Web 36 x %" Flanges 4 Ls 6 x 0" 2 Plates 14" Wide Web 36x1" Flanges 4 Ls 6 x 6" 2 Plates 14" Wide Distance Center to Center of Thickness of Flange Angles in Inches Thickness of Flange Angles and Plates in Inches Bearings %" %" %" %" T /i«" y 2 " %" 20 111900 140700 180000 204400 238100 270400 335300 104500 139700 171600 194700 226700 257500 319400 £*£ 101000 133400 163800 185800 216400 245800 304800 23 97200 127500 156700 177700 207000 235100 291600 24 93200 122000 150200 170300 198400 225300 279500 25 89400 117400 144200 163500 190500 216300 268300 2<; 80000 112900 138600 157200 183100 208000 258000 27 82800 108700 133500 151400 176100 200300 248400 2S 79800 104800 128700 146000 170100 193100 239500 2!> 77100 101200 124300 140900 104200 186500 231300 30 74500 97S00 120100 136300 158700 180300 223500 31 72100 94700 111)300 131900 153600 174400 216300 32 09900 91700 112600 127700 148800 169000 209600 33 07800 88900 109200 123900 144300 163800 203200 34 05700 86300 106000 120200 140100 159100 197000 35 03900 83800 103000 116800 136000 154500 191400 30 02100 81500 100100 113600 132300 150200 186300 37 00400 79300 97400 110500 12S700 146000 181200 its 58S00 77200 94800 107600 125300 142300 176500 Itil 57300 75300 92400 104800 122100 138700 172000 40 55900 73400 90100 102200 119000 135200 167700 The safe loads above are figured for a fiber stress of 15000 lbs. per square inch on the net section, and include the weight of the girder. The net section is obtained by deducting holes figured at Ts of an inch in diameter ror l^-inch rivets from both flanges. 58 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR PLATE GIRDERS i FT ■■i ,1 "l 1 J 1 1 l t. r' i 1 i 1 r l . 1 ■i L. Web 42 x %" Flanges 4 Ls G x 4" Web 42 x 3/s" Flanges 4 Ls 0 x C" Web 42 x s/s" Flanges 4 Ls 6 x 6" 2 Plates 14" Wide Web 42.\i" Flanges 4 Ls 6 x 6" 2 Plates 14" Wide Distance Center to Center of Thickness of Flange Angles in ] nches Thickness of Flange Angles and Plates in Inches Bearings %" Vi" 5/Jf %" yw %" %" %" %" 20 131500 172500 212300 150000 205300 252900 240400 318000 394500 21 125300 1G4300 202200 148000 195500 240800 228900 302800 375700 *>£ 119000 153800 193000 141800 186000 229900 218500 289100 35SG00 24 114400 149300 184000 135700 17S500 219900 209000 276500 343000 24 109000 143700 17G900 . 130000 171000 210700 200300 264900 328700 25 105300 137900 1G9S00 124S00 104200 202300 192300 253200 315600 2*i 101200 132(00 1G3300 120000 157900 194500 184900 244600 303400 27 97500 127700 157200 115000 152000 187300 178100 235500 291100 2 H 93900 123200 151000 111400 140000 1S0600 171100 227100 281800 20 90700 118900 14G400 107000 141500 174400 165S00 219300 272000 30 87700 115000 141500 104000 136800 1GS600 160300 212000 263000 31 84900 111300 13G900 100700 132300 1G3100 155100 205100 254500 32 82200 107800 132700 97500 125200 158000 150200 198700 241)500 33 79700 104500 128000 94000 142400 153200 145700 192700 239100 34 77400 101500 124900 91800 120700 148700 141400 187100 232000 33 75200 98600 121300 89200 117300 144500 137400 1S1700 225000 36 73100 95800 117900 86700 114000 140500 133500 176600 219200 37 71200 93200 114700 84400 110900 136700 129900 171900 213200 3K G9200 90800 111700 82100 108000 133100 126500 167400 207600 30 G7500 88400 108800 80000 105200 129700 123300 163100 202300 40 G5800 86200 100100 78000 102G00 126400 120200 159000 197200 The safe loads above are figured for a fiber stress of 15000 lbs. per square inch on the net section, and include the weight of the girder. The net section is obtained by deducting holes figured at ~/g of an inch in diameter for ? i-inch rivets from both flanges. ST. PAUL FOUNDRY CO 50 SAFE LOAD IN POUNDS UNIFORMLY DISTRIBU¬ TED FOR BOX GIRDERS Webs %" x 30" % 6 "X30" y 2 " x 30 " 3/a" x 30" t/io" x 30" y." x 30"' Flange Angles 3y 2 "x3y 2 "x%" 3y 2 "x3y 2 "xi/ 2 " 4" x 4" x y 2 " 4" x 3y 2 "x%" 4"x3 y 2 "xy>" 5"x4"xy 2 " Cover Plates 16" xH" 10" xU" 16" x V/ 24" x yy 24" X y 2 " 24" x y 2 " Distance Center to Center of Bearings 20 174800 222200 242700 284600 364400 400100 21 10(5500 211000 231100 271000 347100 381100 22 158900 202000 220600 258700 331300 363800 23 152000 193200 211000 247500 316900 347900 24 145000 185200 202200 237200 303700 333400 25 139S00 177800 194100 227700 291500 320100 20 134400 170800 186700 218900 280300 307800 27 129400 164600 179800 210800 270000 296400 2S 124800 158700 173300 203300 260300 285800 20 120500 153200 167400 196300 251300 275900 30 116500 148100 101800 189700 242900 266800 31 112800 143400 156600 183600 235000 258200 32 109200 138900 151700 177900 227800 250100 33 105900 134700 147100 172700 220900 242500 34 102900 130700 142S00 167400 214400 235300 35 99900 127000 138700 162600 208200 228600 30 97100 123400 134800 158100 202500 222300 37 94500 120100 131200 153800 197000 216300 3 * 92000 117000 127700 149800 191800 210600 30 89600 113900 124500 145900 186900 205200 40 87400 111100 121300 142300 182200 200100 The safe loads above are based on (he moment of inertia of the net section using a maximum fiber stress of 15000 lbs. per square inch, and include weight of girder. The net section is obtained by deducting holes figured at Js of an inch in diameter (for rivets) from both flanges and webs. 60 ST. PAUL FOUNDRY CO. SAFE LOADS IN POUNDS SQUARE ENDS FOR LATTICED CHANNEL COLUMNS _ 50000 Based on Gordon’s Formula , , (I2L) 3 Factor of safety 4. 36000r 2 1 Size of Qs. O' 8 lbs. 7" 9 H lbs. 8" 11 M lbs. 13 M lbs. IO 15 lbs. 1 20H lbs. 15" 33 lbs. Area of Section. . 4.76 5.70 6.70 7.78 8.92 12.06 19.80 Least Radius of 2.34 2.72 3.11 3.45 3.84 4.61 5.59 Gyration. 3.625 4.325 5.00 5.50 6.25 7.75 9.50 Back to Back .... j Length in feet 8 57000 69000 S2000 95000 110000 149000 246000 56000 68100 81000 94000 109000 148000 245000 io 55000 68000 80000 94000 109000 148000 244000 11 55000 07000 79600 93400 103000 147000 243000 12 54000 60000 79000 93000 107000 147000 243000 13 53000 65000 78000 92000 106000 146000 242000 14 52000 65000 77000 91000 106000 146000 241000 15 51000 04000 76000 90500 105000 145000 240000 IO 50000 63000 76000 90000 104000 144000 240000 17 49000 62000 75000 89000 103000 143000 238000 1H 48000 61000 74000 S8000 102000 142000 238000 1!> 47000 59000 73000 87000 101000 141000 236000 20 46000 5S000 72000 86000 101000 140000 235000 21 45000 57000 71000 85000 100000 139000 234000 22 44000 56000 70000 84000 99000 138000 233000 23 43000 55000 09000 83000 98000 137000 232000 24 42000 54000 6S000 82000 97000 136000 230000 25 41000 53000 66000 81000 96000 135000 229000 20 52000 65000 80000 95000 134000 228000 28 63000 77000 93000 131000 225000 30 61000 75000 90000 129000 222000 32 73000 87000 127000 219000 34 71000 S5000 124000 215000 30 83000 121000 213000 40 116000 206000 42 . 113000 202000 For For For For For inch inch and and inch Channel Columns use lacing l 1 "2 x IS. Rivets s “ “ “ 1 ; i x fi “ f> / IB* S 9 inch “ “ 2 X I s ,;. “ H- 12 inch “ “ 2 X Vs. <1 II M “ 2 1 x Vs. ST. PAUL FOUNDRY CO. SAFE LOADS IN POUNDS FOR PLATE AND CHANNEL COLUMNS SQUARE ENDS 50000 Rased on Gordon’s Formula: , . (12L) 2 Factor of safety, 4. 36000r~ WIDTH OF PLATE 8" WIDTH OF PLATE 9" WIDTH OF PLATE 10" PLATES O' 8 Pounds 7 " 9% Pounds 8" 1 1 14 Pounds 14" Plate %a" PI. Vs" Plate 4" Plate B /ie" PI. Vs" Plate 4" Plate 5 /us" Plate Vs" Plate Area 8.70 9.70 10.70 10.20 11.32 12.45 11.70 12.95 14.20 Weight 29.00 33.00 30.40 34.80 38.60 42.50 39.50 43.70 48.00 Least Radius of Gyration 2.35 2.35 2.34 2.03 2.63 2.62 2.9S 2.97 2.97 Length 8 105000 117000 129000 123000 137000 150000 142000 157000 172000 J> 103000 115000 127000 122000 135000 148000 141000 156000 171000 10 102000 114000 125000 121000 134000 147000 140000 155000 170000 1 I 101000 112000 124000 120000 132000 145000 139000 153000 168000 i a 99000 111000 122000 118000 130000 143000 137000 152000 167000 18 98000 109000 120000 116000 129000 141000 136000 150000 165000 14 90000 107000 118000 115000 127000 140000 134000 149000 163000 15 94000 105000 115000 113000 125000 138000 133000 147000 161000 141 92000 103000 114000 109000 123000 135000 131000 145000 159000 1 7 91000 101000 111000 109500 121000 133000 129000 142000 156000 IS 89000 99000 109000 108000 119000 131000 128000 141000 154000 !i> 87000 97000 107000 106000 118000 128000 125000 139000 152000 «0 85000 95000 104000 104000 115000 12G000 124000 137000 150000 ai 83000 92000 101000 102000 113000 124000 122000 135000 148000 a a 81000 90000 99000 99000 110000 121000 120000 133000 146000 a3 79000 88000 97000 98000 109000 120000 118000 130000 143000 a4 77000 80000 94000 96000 106000 116000 116000 12S000 141000 94000 104000 114000 113000 126000 138000 ao 92000 102000 112000 112000 124000 136000 as 108000 120000 131000 30 104000 115000 126000 Size Channel b ins. a ins. c ins. J Size Channel b ins. a ins. C ins. 6" 8 lbs. 34 5 H 10 * 12" 204 lbs. 7M 114 184 7S 1 mr 7" 94 “ 4 64 114 A. •- i 12" 30 “ 74 114 184 8" 114 “ m 74 134 12" 40 “ m 114 184 9" 134 “ 54 84 144 GL 15" 33 “ m 134 23 fh 10" 15 “ 6 9 1518 V 15" 40 “ 94 134 23ft 10" 30 “ 54 9 1518 15" 50 “ 94 134 23ft R2 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS FOR PLATE AND CHANNEL COLUMNS SQUARE ENDS = _ 50000 Based on Gordon’s Formula: . (12L)- Factor of safety, 4. ^ 36000r 2 WIDTH OF PLATE 11" WIDTH OF PLATE 12" WIDTH OF PLATE 12" PLATES SI" 1314 Pounds 10 ' 15 Pounds 10 " SO Pounds B /io" PL Ya" Plate Vi«" PL %«" PL Y!' Plate 1 i" Plate ~/\n" Plate Pa" Plate Ya" Plate Area of Column Section 14.60 16.03 17.40 16.42 17.92 20.92 2S.14 29. G4 32.64 Weight of Column 49,90 54.00 59.20 55.50 60.60 70. SO 95.70 100.SO 111.00 3.59 of Gyration 3.32 3.31 3.30 3.61 3.5S 3.36 3.36 3.37 Length 8 179000 196000 213000 201000 220000 257000 344000 362000 399000 !> 178000 194000 212000 200000 218000 255000 341000 359000 396000 io 177000 193000 210000 199000 217000 254000 340000 35S000 394000 11 176000 192000 208000 198000 216000 252000 33S000 356000 3S9000 13 174000 191000 207000 197000 215000 250000 334000 352000 3S8000 13 172000 188000 205000 195000 213000 249000 333000 350000 385000 14 171000 187000 203000 193000 211000 247000 329000 346000 381000 15 169000 185000 201000 192000 209000 244000 326000 344000 379000 16 168000 1S3000 199000 191000 207000 242000 322000 339000 375000 17 165000 181000 196000 189000 205000 239000 320000 336000 371000 18 164000 179000 194000 187000 204000 238000 315000 332000 367000 1» 162000 17S000 192000 185000 202000 236000 312000 329000 363000 20 160000 175000 189000 183000 199000 232000 307000 324000 358000 21 158000 172000 1S7000 181000 198000 230000 305000 321000 354000 *>»> 156000 171000 184000 179000 195000 228000 301000 317000 349000 23 153000 167000 182000 176000 192000 225000 297000 313000 344000 24 152000 165000 179000 175000 190000 222000 293000 30S000 339000 25 149000 163000 177000 172000 187000 219000 289000 304000 335000 20 147000 160000 174000 170000 186000 216000 2S4000 299000 330000 28 143000 155000 169000 165000 180000 210000 276000 290000 320000 30 138000 150000 163000 161000 175000 204000 267000 281000 310000 32 134000 146000 158000 156000 170000 199000 258000 272000 300000 34 129000 141000 153000 152000 165( mn 192000 250000 263000 290000 30 147000 160000 180000 241000 254000 2SOOOO ST. PAUL FOUNDRY CO. 63 SAFE LOADS IN POUNDS FOR PLATE AND CHANNEL COLUMNS SQUARE ENDS Based 50000 on Gordon’s Formula: ** (12L) 2 Factor of Safety, 4. 1+ 36000^ WIDTH OF PLATE, 14" WIDTH OF PLATE, 14" WIDTH OF PLATE, 14" PLATES 12" 20i/ 2 Pounds 12 " 50 Pounds 12" 40 Tounds B Ao" PL H" Plate Plate Vw" Ph Plate 9 i" Plate 0 " Plate y 2 " Plate %" Plate Area of Column Section 20. SI 22.50 20.00 29.89 31.04 35.14 35.77 37.52 41.02 Weight of Column 70.8 70.70 SS.00 101.70 107.00 119.50 121.70 127.00 139.50 Least Radius of Gyration 4.38 4.36 4.32 4.23 4.22 4.21 4.12 4.11 4.11 Length io 255000 27C000 319000 365000 387000 429000 437000 458000 501000 1 ( 254000 274000 317000 363000 385000 427000 435000 456000 498000 12 253000 273000 316000 362000 3S3000 425000 433000 454000 496000 IS 251000 272000 314000 361000 381000 424000 431000 452000 494000 ] 1 250000 271000 313000 358000 379000 421000 427000 448000 490000 15 249000 270000 311000 355000 376000 418000 423000 444000 485000 IO 247000 267000 309000 353000 374000 415000 421000 442000 483000 17 246000 200000 306000 349000 372000 413000 418000 438000 480000 IS 244000 204000 304000 348000 368000 409000 415000 435000 470000 111 241000 202000 302000 340000 307000 407000 412000 432000 472000 20 240000 260000 300000 343000 363000 402000 408000 428000 468000 21 238000 25S000 298000 340000 360000 399000 406000 426000 406000 236000 256000 295000 337000 357000 396000 402000 420000 459000 2S 235000 254000 292000 334000 354000 393000 397000 414000 455000 24 232000 252000 289000 331000 350000 389000 394000 413000 452000 25 229000 249000 287000 327000 340000 384000 390000 409000 448000 20 228000 246000 285000 325000 343000 381000 386.000 405000 442000 2S 223000 242000 279000 318000 337000 372000 377000 396000 433000 30 220000 237000 274000 311000 329000 365000 309000 387000 423000 32 214000 232000 207000 304000 321000 357000 300000 377000 412000 34 209000 227000 201000 297000 313000 348000 351000 308000 402000 30 205000 221000 255000 290000 307000 339000 343000 358000 391000 3S 200000 210000 249000 282000 299000 332000 334000 350000 383000 64 ST. PAUL FOUNDRY CO. SAFE LOADS IN POUNDS FOR PLATE AND CHANNEL COLUMNS SQUARE ENDS _ 50000 Based on Gordon’s Formula: , . U"L)~ Factor of safety, 4. 30000r 2 WIDTH OF PLATE 17" WIDTH OF PLATE 17" WIDTH OF PLATE 17" PLATES 15 " 33 Pounds 15 " 40 Pounds 1 .' »" 50 Pounds Vs" Plate y 2 " Plate Ys" Plate Vf Plate Ys" Plate V" Plate y 2 " Plate Ys" Plate Plate Area of Column Section 32.55 30.80 41.05 40.52 44.77 49.02 46.42 50.67 54.92 Weight of Column 109.40 123.80 138.20 137.80 152.20 166.70 157.SO 172.20 186.70 Least Radius of Gyration 5.41 5.36 5.31 5.31 5.27 5.24 5.23 5.20 5.18 Length 12 399000 451000 502000 496000 548000 600000 568000 620000 072000 i:i 397000 449000 501000 494000 540000 597000 566000 617000 069000 14 390000 448000 500000 493000 544000 595000 5:540 00 615000 607000 15 394000 440000 497000 491000 542000 592000 551000 612000 664000 10 393000 444000 49500G 4S9000 540000 590000 559000 610000 661000 17 391000 442000 492000 480000 537000 588000 557006 607000 657000 IS 390000 440000 490000 484000 535000 580000 555000 604000 654000 19 388000 438000 487000 4S1000 532000 582000 552000 601000 650000 29 380000 43G000 485000 479000 529000 579000 549000 599000 647000 21 3S4000 433000 483000 477000 526000 575000 545000 595000 644000 22 381000 431000 481000 475000 523000 572000 542000 592000 641000 23 380000 428000 478000 471000 519000 56SOOO 537000 588000 637000 24 37S000 420000 475000 469000 510000 565000 535000 584000 633000 25 375000 423000 471000 465000 513000 501000 531000 580000 628000 20 373000 420000 408000 462000 511000 557000 528000 576000 624000 27 370000 417000 464000 458000 507000 554000 524000 571000 619000 2S 307000 415000 401000 455000 503000 551000 520000 567000 615000 29 305000 412000 458000 452000 499000 540000 516000 562000 610000 30 303000 409000 450000 450000 495000 542000 513000 558000 005000 32 357000 402000 449000 443000 487000 533000 505000 549000 595000 34 351000 397000 441000 435000 479000 524000 496.000 542000 585000 30 345000 390000 433000 427000 472000 515000 487000 532000 574000 3S 340000 383000 425000 420000 464000 505000 478000 .522000 566000 40 334000 370)000 419000 413000 455000 498000 471000 512000 555000 42 327000 370000 411000 405000 440000 488000 402000 502000 544000 ST. PAUL FOUNDRY CO. 65 SAFE LOADS IN POUNDS FOR SINGLE I-BEAM COLUMNS 50000 Based on Gordon’s Formula: *' . , (12L)'-' Factor of safety, 4 + 36000r a Depth of Weight Per Foot Area of Section Least Radius of Gyration Inches LENGTH IN FEET Beam Pounds Sq. Inches G 8 IO 12 14 1G IS 20 3 1.63 .53 13000 11000 4 vy 2 2.21 .59 2000C 16000 13000 5 9% 2.87 .65 27000 22000 18000 G 3.G1 .72 35000 3000C 25000 21000 7 15 4.42 .78 45000 39000 33000 28000 H 1 H 5.33 .84 55000 49000 4300C 37000 31000 it 41 6.31 .90 67000 60000 5300C 46000 40000 it 45 7.35 .88 78000 69000 6000C 53000 46000 . io 45 7.37 .97 80000 73000 65000 57000 50000 44000 io 30 8.82 .93 94000 85000 75000 66000 58000 50000 13 31*2 9.26 1.01 102000 93000 83000 94000 65000 58000 1*4 40 11.84 1.08 132000 12100C 110000 99000 88000 79000 70000 14 50 14.71 1.05 163000 149000 135000 121000 10800C 96000 85000 15 44 12.48 1.08 139000 128000 116000 105000 93000 83000 74000 1 50 14.71 1.04 162000 149000 134000 120000 100,000 94000 84000 1 5 GO 17.67 1.21 201000 188000 173000 159000 144000 30000 117000 18 55 15.93 1.15 180000 166000 153000 139000 125000 12000 100000 . l* 70 20.59 1.03 230000 212000 192000 173000 155000 38000 123000 40 65 19.OS 1.21 217000 203000 187000 171000 155000 141000 126000 57000 40 80 23.73 1.39 276000 261000 246000 229000 211000 194000 177000 81000 44 80 23.32 1.30 271000 256000 239000 223000 205000 187000 172000 78000 Loads given to the right of zigzag line are for lengths greater than 125 radii of gyration, and should not be used unless beams are stiffened or braced sideways. 66 ST. PAUL FOUNDRY CO. SAFE LOADS IN POUNDS FOR Z-BAR COLUMNS SQUARE ENDS o ►Cl 50000 | \ •o Based on Gordon’s Formula : C12L) - 36000r 2 | j \ /; y : a .*. a •-** Factor of safety, 4. SECTION OF COLUMN Thickness of Web-Plate and Z-Bars Area of Column Section Weight of Column per Foot Least Radius of Gyration A B C LENGTH IN FEET In. Sq.In. Lbs. In. In. In. In. 4 6 8 io 12 14 4-3" Z-Bars and 1 Web- Plate 5%" Wide 4-4" Z-Bars and 1 Web- Plate «%"Wide 4-5" Z-Bars and 1 Web- lMate 7" Wide 4-6" Z-Bars and 1 Web- Plate 7%" Wide Vi Via % Vltt Vs n /io Vi Via % Via Vs Via % 1 Via % Via % Via Vs Via % Hi« % 13 Ae % 7 Aa Vs Via % Hi,, % ls /io % 9.31 11.72 13.59 15.97 17.62 19.97 11.31 14.22 17.16 19.14 22.00 24.89 26.41 29.22 32.06 15.78 19.03 22.31 24.50 27.70 30.94 32.66 35.81 39.00 21.28 24.94 28.62 31.08 34.69 38.33 40.31 43.87 47.47 31.7 39.7 46.1 54.2 59.8 67.8 38.5 48.4 58.2 65.2 74.7 84.5 89.9 99.4 109.2 52.8 64.5 76.0 83.5 94.2 105.3 111.2 121.9 132.5 72.3 84.7 97.2 105.6 118.1 130.5 137.0 149.0 161.5 1.86 1.91 1.88 1.93 1.90 1.95 2.46 2.51 2.56 2.49 2.54 2.59 2.52 2.57 2.62 3.OS 3.13 3.18 3.10 3.15 3.21 3.13 3.18 3.24 3.68 3.73 3.78 3.70 3.75 3.73 3.67 3.65 3.63 5 is 5ft Ct5 ^16 5 16 5ft 5i 3 g 6ft 6ft 6 A GVs 6J/g 6} s 5ft K15 °IB 5ft 6ft 6ft 6ft m 6 :! 8 6N 6ft 6ft 6ft 7Vs 71s 7's 6}| file 6Jg m 6-M 3Vs 3ft 3ft 3a B s 3 H 3il 4H 1ft 4ft 4ft 4ft 4ii 4ft 4i| 4Vs 5ft 5 Vi 5ft 5H 5ft 5ft 5ft 5ft 'i' 7 "32 6 2 2 6% 6ft 6 : ! s 6ft 6% 6ft 6ft 12ft 12 r ’8 12^ 12H 12M 12ft 15ft 15ft 15ft lifts 15 15'8 14B 1413 14 Vs 16ft 1613 16ft 1 6)4 16's 16?4 16ft 10H 16? 8 W/s 19 19' 8 m ■’lii 19 18ft 18ft 18ft s 114000 144000 167000 196000 216000 245000 140000 176000 212000 237000 272000 308000 327000 362000 397000 112000 141000 103000 192000 212000 240000 13S000 174000 210000 234000 269000 305000 323000 358000 392000 194000 275000 302000 341000 381000 402000 441000 481000 263000 309000 354000 385000 429000 474000 499000 543000 587000 108000 137000 158000 187000 206000 234000 135000 171000 207000 230000 265000 300000 317000 352000 3S6000 192000 232000 272000 298000 338000 377000 398000 437000 476000 261000 306000 352000 381000 426000 471000 494000 538000 582000 104000 132000 153000 180000 198000 226000 132000 167000 202000 225000 259000 293000 310000 344000 379000 189000 229000 269000 294000 333000 372000 392000 431000 469000 258000 303000 348000 377000 421000 466000 490000 533000 575000 100000 126000 146000 173000 190000 216000 129000 163000 197000 219000 253000 287000 302000 336000 369000 186000 225000 264000 289000 327000 367000 386000 423000 462000 255000 299000 344000 373000 417000 460000 483000 525000 569000 95000 121000 139000 165000 181000 207000 125000 158000 191000 213000 245000 279000 293000 327000 360000 182000 220000 259000 283000 321000 359000 378000 415000 454000 251000 295000 339000 367000 411000 453000 476000 519000 559000 ST. PAUL FOUNDRY CO. 67 SAFE LOADS IN POUNDS FOR Z-BAR COLUMNS SQUARE ENDS 50000 Based on Gordon’s Formula: 1 + (12L)- 3G000r= Factor of safety, 4. LENGTH IN FEET 1G 1* 20 90000 85000 79000 114000 108000 102000 132000 124000 117000 157000 148000 139000 172000 102000 153000 197000 180000 175000 121000 117000 112000 153000 147000 142000 180000 179000 173000 200000 198000 190000 237000 229000 220000 270000 200000 251000 285000 275000 264000 317000 305000 294000 349000 337000 326000 178000 174000 169000 215000 210000 204000 254000 247000 241000 27f .093 .108 .125 .156 % / f-g .208 .216 .2914 .232 \/ r \ g-C .093 .108 .125 .156 E c-d .104 .108 .112 .116 g-e .187 .217 .250 .313 d-e .280 .325 .375 .469 ST. PAUL FOUNDRY CO. VALUES OF SINGLE ANGLES IN COMPRESSION By Formula, S = 12,500—500 r S = Safe Fibre Stress. L = Length of Strut in feet. r = Radius of Gyration. —j^-Not to exceed 10 except for lateral bracing, where it may be 12. Size of Angles LENGTH IN FEET. 3 | 4 5 G S lO 12 14 •> x2 x-ns 40 72 6,300 5,400 o x2 39 94 8,130 6,910 o x2 X uT 39 1 15 9,950 8,450 o Hx2 x , V. 43 81 7,290 6,360 o 1/2X2 xY\ 42 1 06 9,490 8,210 *> J4x2 x-ft 42 1 31 11,680 10,150 *» 1 2X2 !^X X /i 49 1 19 11,210 9,996 o >2X2 iflXu 49 1 47 13,890 12,350 o ' 2x2 K 2 x3/ 8 48 1 73 16,260 14,360 3 x2 14xM 53 1 31 12,640 11,460 3 x2 53 1 62 15,630 14,170 3 x2 52 1 92 18,430 16,800 3 x3 xH 59 1 44 14,330 13,100 3 x3 xfs 59 1 78 17,710 16,200 3 x3 xH 58 2 11 20,890 19,100 3 1 2X3 Lx A 69 2 09 21,630 20,060 3 >2x3 VixYg 69 2 48 25,670 23,810 4 x4 Y ,r> - A i r, 79 2 40 25,440 24,000 4 x4 x 3 4 79 2 86 30,330 28,600 4 x4 X i% 7S 3 31 35,080 32,930 5 x5 x% 99 3 61 39,710 37,900 5 x3 X Hi 98 4 18 45,980 43,680 3 x5 x 1 2 98 4 75 52,250 49,640 G xG x% 1 19 4 36 49,050 47,300 G xG xA 1 19 5 06 56,920 54,900 6 xG X !/2 1 18 5 75 64,690 62,100 G xG Xn 1 18 6 43 72,340 69,440 G xG X 5 s 1 IS 7 11 79,990 76,790 6 xG Y 11 A : 6 1 .17 7 78 87,290 84,020 G xG xM - 1 .17 8 44 94,690 91,150 G xG X >| 1 .17 9 09 101,980 98,170 G xG xj£ 1 .17 9 74 109,090 105,190 8 xS x Vi 1 .58 7 .75 91,990 87,190 8 xS xYi 1 .58 9 .61 114,060 108,110 8 x8 x'M 1 .57 11 .44 135,730 128,700 S xS x!4 1 .57 13 .23 156,970 148,840 5,430 7,240 8,580 8,810 10.870 12,970 10,220 12,640 14.590 11,880 14,680 17,300 IS, 600 22,070 22,600 27,030 30,950 36,100 41.590 47,260 45,340 52,620 59,800 66.870 73,940 80,910 87,780 94,540 101,300 84,860 105,220 125,260 144,800 8,970 11,090 12.960 10,660 13,170 15.500 17,140 20,340 20,880 24,880 28.960 34,110 39.500 44,890 43,600 55.800 57,270 64,040 70.800 77,410 83,980 90,450 96,910 82,150 101,890 121,260 140,240 14,000 16,620 17,880 21,310 24,330 30,540 35.320 40,140 39,890 46,300 52.320 58,510 64,700 70.800 76.800 82,720 88,630 77,110 95,620 113,830 131,640 26,890 30,930 35,150 36,190 42,000 48,300 53,050 59,000 64,180 69,630 74,990 80,400 72,460 89,950 107,900 126,800 ' '32,480 37,700 42,800 47,900 52,960 57,570 62,460 67,270 72,080 66,420 83,610 99,500 115,100 62,700 77,800 92,190 106.500 ST. PAUL FOUNDRY CO. i6 VALUES OF TWO ANGLES IN COMPRESSION EQUAL LEGGED ANGLES By Formula: S = 12500 — 500 —— r S = Safe Fiber Stress, r = Radius of Gyration in inches. L = Length in feet. —— not to exceed 10. r Size of Angles Radii of Gyration Area of Two Angles 4 G <; x g x % r 0 =1.83 r,=2.73 16.88 192600 198600 183300 192500 6 x G x y r 0 =l .80 r,=2.68 11.50 131400 135100 125200 130800 G x G x % r„=l .87 r,=2.67 8.72 99700 102500 95000 99200 5x5 x y r 0 =1.54 r 7 - 2.28 9.50 106400 110400 100200 106300 5 x 5 x % r 0 =l .56 r 2 = 2.26 7.22 81000 83900 76400 80600 4 x 4 x y ro=1.22 r 2 =l .88 7.50 81500 85800 75300 81300 4 x 4 x % r 0 =l .23 r 2 = 1.86 5.72 (>2200 65400 57500 62300 4x4 x b/ig ro=1.24 r 7 =l .85 4. SO 52300 54800 48400 52200 ay. x ay. x % r 0 =l .07 r 2 =l .67 4.90 52700 56000 48100 53100 ay x ay x % 8 l-o=1.08 r„=1.65 4.18 44500 47200 40600 44600 a x a x % r 0 = .91 r 2 =l .45 4.22 43500 47000 38S00 44100 a x a x B /ic, r o= .92 r 2 =l .45 3.56 36800 39600 32900 37100 a x 3 x y r„= .93 r 2 =l .43 2.88 29800 32000 26700 30000 5 ay x ay x % r 0 = .75 1-0=1.26 3.46 34000 37700 29400 35000 ay x ay x r 0 = .76 r 2 =l .25 2.94 29000 32000 25100 29700 ay x ay x y To = • 7 1 r 2 =1.24 2.38 23600 25900 20500 24000 a x a x % r 0 = .59 r 2 =l .07 2.72 24800 28900 20100 a xa x5/io r 0 = .60 r 2 =l .05 2.30 21100 24400 17300 22200 .* x a x i/i r„= .61 r 2 =1.04 1.88 17300 19900 14300 18100 LENGTH IN FEET 8 10 ia 14 1G 18 174100 186300 164900 180100 155700 173900 146500 167800 137300 161600 128100 155400 119000 126500 112800 122200 106600 117900 100400 113700 94300 109300 88000 105000 90300 95900 85700 92700 81100 89400 76400 86170 71800 82900 67100 79650 94100 102100 8 S000 97900 81700 93800 75500 89600 S5500 81300 71800 77500 67100 74300 62400 71000 57800 67900 64700 01500 69200 77800 63000 73800 56900 69800 65800 61800 57900 52900 59200 48300 56100 43500 53000 49900 46900 43800 44500 49600 40700 47000 36900 44400 41900 39400 36900 43500 50100 38800 47100 44100 41200 38200 36800 42100 32900 39600 37100 34500 32000 34200 41200 3S206 35400 32400 29000 34700 32300 29900 27500 23600 27900 25900 23900 21800 32300 29500 26800 27300 25000 22700 22100 20200 18300 23800 2i300 19900 17800 16300 14500 ST. PAUL FOUNDRY CO. VALUES OF TWO ANGLES IN COMPRESSION LONG LEGS TOGETHER r 2 By Formula: S = 12500 — 500 L S = Safe Fiber Stress. r = Radius of Gyration in inches. L = Length in feet. —— not to exceed 10. r Size of Angles 7 x 3i/o x 7, G x 4 x 1/2 G x 4 x % 5 x 4 x y 2 5 x 4 x % » xS'ix 1/2 5 x 3 Ve x %(; 5 x 3 x 14 5x3 x 0/10 4 x 3 x V 2 4 x 3 x -y 1() 31x3 x 1/2 3} o x 3 x y 1(i 3' 2 x 2 '4 x % 31 i x 334 x 1/4 3 x2bx Vi 3 x 3 x % 3 x 3 x % 31 x 3 x % 334 x 2 x Vi Rad ii of Gyre tion r 0 = 2 26 r 2 = T 39 r 0 = 1 91 r 2 = 1 70 r 0 = 1 93 r 2 = 1 (>7 r„= 1 57 r 2 == 1 1 7 r 0 = 1 59 r 2 = 1 75 r„= 1 58 Vn = 1 54 r 0 = 1 61 To = i 50 r 0 = 1 59 r 2 = 1 30 r 0 1 61 r 2 = 1 26 r„= 1 25 r 2 — = 1 39 r 0 = 1 27 r 2 = 1 35 r„= 1 08 r 2 = 1 44 r 0 = 1 10 r 2 = 1 40 r 0 = 1 10 r 2 = 1 15 r 0 = 1 12 1 13 T 0 = 1*2 = 1 93 22 l'o = 95 r.;= 1 18 r 0 = 94 1*2= 96 r 0 = 95 1*2 = 93 r 0 = 77 1*2 = 1 01 78 r 2 = 98 Area of Two Angles 8 . SO 9.50 8.50 0.40 8.00 5.12 7.50 4.80 0.50 4.18 0.00 3.80 4.22 2.88 3.84 2.02 3.40 2.38 3.10 2.12 LENGTH IN FEET 102210 97330 108770 107540 82890 81000 95450 90040 72010 73390 89870 89000 57050 57200 S4300 82200 54020 52300 70900 72540 45000 40000 03900 00000 41220 42730 45070 45390 30800 30900 39740 41000 27230 28310 35S80 30040 24740 24030 30700 32010 21080 221S0 G 98220 90990 103830 102310 79000 77330 90020 91880 0S540 69030 84800 S4500 54470 53750 79500 76400 51150 48580 65650 67280 42430 43020 58320 62520 37750 39990 41270 41740 28300 38370 35620 3S480 24480 26190 32210 32440 22230 22070 26670 29540 18350 20010 8 94220 84660 98890 96420 75230 72990 84580 S7040 64340 66020 79740 79300 51300 50890 74650 70800 48200 44850 60480 62500 390S0 39SS0 52740 58320 34220 37210 37410 3S060 25720 25S30 31490 35310 21720 23S70 28530 28830 19730 19520 26460 17S50 IO I 12 14 90460 78320 93960 90820 71550 68590 79220 82190 60400 62270 74690 74030 48080 46900 70150 64800 45170 40950 55230 57850 35800 36700 47280 54180 30720 34450 33590 34480 23150 23280 32140 21650 23410 86680 72070 88920 85210 67800 64330 73780 77430 56400 58590 69600 68800 44900 43500 65450 59150 42150 37150 50150 53230 32520 33650 50010 31730 82280 65650 83880 79610 64040 59990 68340 72590 52330 54910 64560 63600 41770 40150 60750 39170 45840 289.50 1G 18 788501 74980 59490 53150 78940i 74100 74100,. 603401 56600 678301 48260 51230 38550 55950 36140 ST. PAUL FOUNDRY CO. 75 VALUES OF TWO ANGLES IN COMPRESSION SHORT LEGS TOGETHER By Formula: S = 12500 — 500 — r S = Safe Fiber Stress. r = Radius of Gyration in inches. L = Length in feet. —— not to exceed 10. r Angles Gyration Two Angles 4 G 8 IO 13 14 1G IS 7 x 3 y 2 x t/io r 0 = .95 r 2 =3.56 8.80 91520 105070 82190 102610 72950 100140 97680 95130 92660 90200 87740 g x 4 x y 2 r„=l. 15 r 2 =2.94 9.50 102220 112290 93950 109060 85090 105830 77420 102600 99370 96140 92910 89680 G x 4 x % r 0 =l .17 r 2 =2.92 7.22 77830 85270 71770 82810 65500 80360 59^20 77830 75450 72920 70470 68010 5 x 4 x Vs r 0 =l. 18 r 2 =2.40 8.50 91880 99190 84600 95620 77430 92050 70210 S8570 62980 85000 81430 77940 74430 5x4 x % r 0 =l .20 r,=2.3S 6.46 70030 75320 64600 72610 59240 69900 53800 07 ISO 48450 64470 01760 59040 56300 5 x 31/2 x Vs ro= 1.01 r = —-2.47 8.00 84080 93520 76240 90320 68320 87120 60400 83840 80640 77440 74160 70770 5 x 3Vi> x 6/10 r 0 =l .03 r ™=2.44 5.12 54070 59800 49100 57550 44130 55600 39120 53500 51400 49300 47210 45100 5 x 3 x 1/2 1 * 0 = • 83 r 2 =2.54 7.50 75670 87820 60600 84900 57600 81970 78970 76050 73050 70120 67120 5 x 3 x 5/ la r 0 = .85 r o=2.51 4.80 48720 50210 43060 54290 37440 52370 50450 48530 40610 44740 42850 4 x 3 x y 2 r 0 =. 87 r„= 2.02 0.50 00300 74810 58890 71600 51350 68380 05160 61940 58730 55510 52290 4 x 3 x -yui r 0 =. 89 r,=l .97 4.1S 42850 48000 38160 45880 33440 43700 41640 39520 37400 352S0 33160 31/2 x 3 x % r 0 = .88 r 2 =1.75 0.00 01320 68160 54480 64680 47700 61320 57S40 54420 51000 475S0 31/2 x 3 x r/ 1B r 0 = .90 r.=l .71 3.8.1 39080 43730 35300 41490 31070 39220 36980 34680 32460 30150 31/2 x 2Vs x % r„= .72 r 2 =l .79 4.22 41020 48010 35240 45700 43300 40930 38610 36250 33900 3 Vs x 21/2 x Vi r 0 =. 74 r.,—1 .70 2.88 28220 32720 24310 31100 29460 27820 26180 24540 22900 3 x 21/2 x % r 0 = .74 r 2 =l .52 3.84 37030 42930 32410 40440 37900 35370 32S30 30290 3 x 21/2 x Vi r 0 = .75 r 2 =l .50 2.62 25730 29270 22270 27510 25780 24030 22270 20510 3 x 2 x % r 0 = .50 r 2 =l .59 3.40 30800 38S90 36710 34450 32350 30210 28040 3 x 2 x Vi r 0 = .58 r 2 =l .50 2.33 21540 26700 25180 23000 22110 20610 19090 21/2 X 2 X % r 0 = .58 r 2 =1 .32 3.10 28050 34070 31710 29360 27000 24680 2y> x 2 x r 0 =- .59 r j=l .29 2.12 19310 23210 21560 19930 18300 16640 nr Vi 76 ST. PAUL FOUNDRY CO. SHEARING AND BEARING VALUE OF RIVETS. Diameter of Rivet Inches Area in Square Inches Single Shear at 7500 lbs. Bearing Values, in Pounds, for Different Thickness of Plate in Inches, at 15,000 lbs. per Square Inch. Va" A" I Vs" 1 A" Vi" Vs .1104 830 1410 1760 2110 3750 Vi .1963 1470 1880 2340 2810 3280 % .3068 2300 2340 2930 3520 4100 4690 % .4418 3310 2810 3520 4220 4920 5630 Vs .6013 4510 3280 4100 4920 5740 6560 1 .7854 5890 3750 4690 5620 6560 7500 Diameter of Rivet Inches Area in Square Inches Single Shear at 9000 lbs. Bearing Values, in Po/^ftOfo 1 ' Different Thickness of Plate in Inches at.X, QUIT Tbs, per Square Inch. M" S // 1 6 Vs" 1 A" Vi" Vs .1104 990 1680 2110 2530 I 3940 4500 A .1963 1770 2250 2820 3370 1 % .3068 2760 2790 3480 4180 4870 5580 H .4418 3970 3370 4210 5050 5910 6750 Vs .6013 5410 3940 4920 5910 6880 7870 1 .7854 7060 4500 5620 6750 7870 9000 Diameter of Rivet Inches Area in Square Inches Single Shear at 10000 lbs. Bearing Values, in Pounds, for Different Thickness of Plate in Inches at 20,000 lbs. per Square Inch. Va" A" I Vs" | A" 1 Vi" Vs .1104 1100 1880 2340 2810 4380 5000 Vi .1963 1960 2500 3130 3750 Vs .3068 3070 3130 3910 4690 5470 6250 % .4418 4420 3750 4690 5630 6560 7500 Vs .6013 6010 4380 5470 6570 7660 8750 1 .7854 7850 5000 6250 7500 j 8750 10000 Diameter of Rivet Inches Area in Square Inches Single Shear at 12000 lbs Bearing Values, in Pounds, for Different Thickness of Plate in Inches at 22,000 lbs. per Square Inch . Va" | A" | Vs" 1 A" 1 Vi" Vs .1104 1320 2060 2580 3090 5500 Vi .1963 2360 2750 3440 4130 4820 Vs .3068 3680 3440 4300 5160 6020 6880 V .4418 5300 4130 5160 6190 7220 8250 Vs .6013 7220 4810 6020 7220 8430 9630 1 .7854 9430 5500 6880 8250 9630 11000 Bearing values given above or to the right of the upper zigzag lines are greater than double shear. Bearing values given between the upper and lower zigzag ines are less 1 than double shear and greater than single shear. Sr. PAUL FOUNDRY CO. SHEARING AND BEARING VALUE OF RIVETS. Bearing Values, in Pounds, for Different Thickness of Plate in Inches at 15,000 lbs. per Square Inch. Diameter of Rivet 9 // 1 6 Vs" U" Vi" 13 // 1 6 7/ " 78 15// 1 6 1" Inches Vs Vi 5280 5860 Vs 6330 7030 7720 8440 Vi 7380 8200 9030 9850 10670 11480 12300 Vs 8440 9380 10310 11250 12190 13130 14060 15000 1 Bearing Values, in Pounds, for Different Thickness of Plate in Inches at 18,000 lbs. per Square Inch. Diameter of Rivet JL " 1 6 Vs" U" H" 13 " 16 Vs" 15.// J 6 1" Inches Vs Vi 6330 7030 Vs 7590 8440 9280 10130 U 8800 9840 10830 11810 12800 13780 14770 Vs 10120 11250 12370 13500 | 14630 15750 16880 18000 l Bearing Values, in Pounds, for Different Thickness of Plate in Inches at 20,000 lbs. per Square Inch. Diameter of Rivet _2_" 1 6 Vs" LI" 16 Vi" L3 " 16 Vs" 15 // 16 1" Inches Vs Vi 7030 7810 Vs 8440 9380 10310 11250 Vi 9840 10940 12030 13130 14220 15310 16410 Vs 11250 12500 13750 15000 16250 17500 18750 20000 1 Bearing Values, in Pounds, for Different Thickness of Plate in Inches at 22,000 lbs. per Square Inch. Diameter of Rivet Inches 9 7/ 1 6 Vs" 1L" 16 Vi" 13// 16 Vs" 15// 16 1 " Vs Vi 7740 8600 Vs 9280 10320 11340 12380 Vi 10840 12040 13240 14440 15640 16840 18050 y% 12380 13750 15130 16500 17880 19250 20630 22000 i Bearing values shear. given below or to the left of the lower zigzag lines are less than single 78 ST. PAUL FOUNDRY CO. LENGTHS OF RIVETS FOR VARIANT GRIPS Grip Length Grip in Inches DIAMETER IN INCHES DIAMETER IN INCHES Grip in Inches % ^8 % % 1 y a % % Vs • Length in Inches Length in Inches % lk lk ik 2 2k ik lk lk ik lk I/O % 15* 1 ' $ 2 2k 2k ik lk lk lk lk % % lk 2 2'5 2k 2k ik l 1 2 lk ik 1 ; * 8 % % 17* 2 k 2k 2k 2k ik ik ik ik ik % 1 2 2k 2k 2k 2k ik ik ik ik i 7 k 1 lVs 2k 2k 2k 2 k 2k ik ik 1 7 8 2 2 IVs 174 2J4 2k 2k 2k 2k ik 2 2 2k 2 k 1V4 1 % 2 :! s 2k 2k 2 7 s 3 2 2k 2k 2k 2 k 1 % iy 2 2’’ s 2k 3 3k 3 k 2k 2k 2k 2k 2 k iy 2 i% 93£ 3 3k 3 k 3k 2 k 2k 2 k 2k 2 k 1 % i% 2k 315 3k 3k 3k 2k 2k 2k 2k 2k i 3 4 3 3k 3 k 3k 3k 2} 2 2k 2k 2k 27* 1 % 2 3k 3k 3k 3k 3k 2 k 2k 2k 27* 3 *> 2 Vs 3k 3k 3% 3k 375 2k' 2 7 s 3 3 3k' 2 k 21/4 m 3'5 3k 3k 4 27 s 3 3 k 3k 3 k «V4 2 % 3k 3k 3 7 5 4 4k 3 3k 3k' 3k 3k 2 % 2V'2 3"’ s 3k 4 4'5 4k 3k 3 k 3k 3k 3 k iSVa 2% m 4 4k 4k 4k 3k' 3? s 3k 3 k 3 k 2% 2-;4 3k 4k 4k 4k 4k 3 k 3 k 3k 3k 3 k 2 % 4 4k 4? 8 4k 4k 3.k 3:k 3k 3k 3k 2-.s 3 4k 4k 4 k' 4k 4 7 5 3k 3 7 s 3k 4 4k 3 3i/s 4k 4 1 ’ s 4k 4 k 5 3k 4 4 4k 4 k »i/s 3i/4 4 k 4k 475 5 5k 4 4k 4k 4 k 4k 3 >4 3% 4 k 4J5 5 5'k 5k 4k 4k 4 k 4" 4 4k 3% 3^2 4k 5 5* i 5 k 5k 4k 4k 4k 4 k 4 k 3 k 3% 4k 5' 5 5 k 5k 5k 4k 4 k 4k 4 -> s 4k 3% 3% 5 5k 5 ■ § 5k 5 k 4k 4 k 4° s 4k 4k 3-y 4 % 5k 5 : H 5k 5k 5k 475 4k 4k 47* 5 31/8 4 5k 5k 5 k 5k 5k 4k 4 7 s 4 H 5 5k 4 4i / 8 5k 5k 5k 5k 0 4 7 5 5 5 5! s 5 k 477s 4i/4 o'-; 5 k 5 k 0 Ok 5 5k 5k 5k 5H 474 4% 5 k 5. 7 5 0 ok Ok 5k 5 k 5k 5 : 5 8 5k 4% 41/2 5k 0 Ok G' 5 s Ok 5 k 5k 5k 5 k 5°« 4k 4% 6 Ok ok ok ok 5k 5 k 5k 5k 5k 4k 4 % 6k Ok Ok ok Ok 5k 5k 5k 5k 57* 43/4 4 % 6k Ok ok Ok ok 5k 5k 57 s 575 0 41/s 5 6k ok Ok Ok 7 5k C 0 G Ok 5 ST. PAUL FOUNDRY CO 79 TENSILE STRENGTH OF ■ & • RODS AT ioooo LBS. PER SQUARE INCH SQUARE ROUND W eight Tensile Tensile Weight Tensile Tensile per Strength Strength Diameter per Strength Strength Lin. Foot Upset not Upset Lin. Foot Upset not Upset Inches Pounds Pounds Pounds Inches Pounds Pounds Pounds M .212 270 H .167 270 Vs .478 680 Ys .375 680 Vi .850 2500 1260 Vi .667 1963 1260 V* 1.328 3906 2020 Vs 1.043 3068 2020 u 1.913 5625 3020 u 1.502 4418 3020 14 2.603 7656 4200 Vs 2.044 6013 4200 s 3.400 10000 5500 1 2.670 7854 5500 Vs 4.303 12656 6940 Vs 3.379 9940 6940 u 5.312 15625 8930 H 4.173 12272 8930 Vs 6.428 18906 10570 Vs 5.049 14S49 10570 Vi 7.650 22500 12950 Vi 6.008 17671 12950 5 /* 8.97S 26406 15150 Vs 7.051 20739 15150 u 10.41 30625 17440 X 8.178 24053 17440 14 11.95 35156 20480 Vs 9.388 27612 20480 O 13.60 40000 23020 •» 10.68 31416 23020 Vs 15.35 45156 26500 Vs 12.06 35466 26500 X 17.22 50625 30230 V 13.52 39761 30230 Vs 19.18 56406 34190 Vs 15.07 44301 34190 V 21.25 62500 37150 V 16.69 49087 37150 % 23.43 68906 41550 Vs 18.40 54110 41550 H 25.71 75625 46190 X 20.20 59390 46190 14 28.10 82650 51080 Vs 22.07 64920 51080 30.60 90000 54280 :t 24.03 70680 54280 Vs 33.20 97650 59570 Vs 26.08 76690 59570 X 35.92 105630 65100 X 28.20 82960 65100 Vs 38.73 113910 70870 Vs 30.42 89460 70870 Vi 41 .65 122500 75480 Vi 32.71 96220 75480 Vs 44.68 131410 81710 Vs 35.09 103210 81710 X 47.82 140630 86410 X 37.56 110450 86410 Vs 51.05 150160 93050 Vs 40.10 117930 93050 80 ST. PAUL FOUNDRY CO. TYPES OF BOLTS No. 1 Plain Round Drift Bolt No. 2 Plain Square Drift Bolt No. 3 Round Drift Bolt, Pointed No. 4 Square Drift Bolt, Pointed No. 5 Round Drift Bolt, Head and Point No. 7 Boat Spike No. 9 Round Head Machine Bolt No. 6 Square Drift Bolt, Head and Point No. 8 Lag Screw No. 10 Countersunk Head Machine Bolt Expansion Bolt No. 12 Expansion Bolt We carry a large stock of Machine Bolts, and can deliver on short notice. We manufacture holts as illustrated above in a variety of sizes. Special bolts of any description made to order. ST. PAUL FOUNDRY CO. WEIGHT OF RIVETS AND ROUND HEADED BOLTS WITHOUT NUTS, PER 100 STEEL Length, Inches «/ // # 78 Diameter ,W Diameter %" Diameter Diameter 7/ rr . /8 Diameter 1" Diameter D/s" Diameter ,iy 4 " Diameter lVi 5.5 12.8 22.0 29.3 43.9 66.6 93.3 127. 1 % 0.3 14.2 24.1 32.4 48.2 72.1 100. 130. 1 % 7.0 15.5 26.3 35.5 52.5 77.7 107. 145. a 7.9 10.9 28.5 38.7 53.7 83.3 114. 153. 2 >4 8.7 18.3 30.7 41.8 01.0 88.8 121. 162. *y 2 9.4 19.7 32.8 44.9 65.2 94.4 128. 171. 2% 10.2 21.1 35.0 48.0 09.5 100. 130. 179. 3 11.0 22.5 37.2 51.1 73.7 105. 143. 1S8. 3 y 4 11.7 23.9 39.3 54.3 78.0 111. 150. 197. 3VL- 12.0 25.3 41.5 57.4 82.3 116. 157. 205. 33/4 13.4 20.7 43.7 60.5 86.5 122. 164. 214. 4 14.1 2S.1 45.9 03.0 90.8 12S. 170. 223. 4 U 14.9 29.4 48.0 00.7 95.0 134. 177. 231. 4 Vh 15.7 30.8 50.2 69.9 99.3 139. 185. 240. 434 10.5 32.2 52.4 73.0 104. 145. 192. 249. 5 17.2 33.0 54.5 70.1 108. 150. 199. 258. 5 'A 18.1 35.0 50.7 79.2 112. 150. 206. 266. 51/2 18.8 30.4 5S.9 82.3 110 . 161. 213. 275. 534 19.0 37.8 61.1 85.5 120. 166. 220. 284. 0 20.4 39.2 03.2 88.0 124. 172. 227. 292. <■.14. 21.9 42.0 67.6 95.1 133. 184. 241. 310. 7 23.5 44.7 71.9 101. 142. 195. 255. 327. 71/2 25.1 47.5 70.1 108. 150. 206. 269. 345. 8 26.0 50.3 SO.6 114. 159. 277. 284. 302. 81 /a 28.2 53.1 85.0 120. 107. 227. 298. 379. 1> 29.8 55.9 89.3 120. 176. 239. 312. 397. 9 y 2 31.3 58.7 93.7 133. 185. 250. 325. 414. 10 32.8 01.4 98.0 139. 193. 201. 340. 431. 1014 34.5 04.2 103. 145. 202. 272. 354. 449. 11 36.0 07.0 107. 151. 210. 284. 3()8. 466. 1 iy 2 37.0 69.8 Ill. 158. 218. 295. 382. 484. 13 39.2 72.5 115. 104. 227. 306. 390. 501. Heads .... 1.8 5.8 11.1 13.6 22.6 39.0 58.0 83.5 82 ST, PAUL FOUNDRY CO TABLE SHOWING THE APPROXIMATE WEIGHT IN POUNDS OF 100 MACHINE BOLTS L'ngth Vi" 5 /i(i" W w %" W' 7/// 1" iy 8 " Hi" L'ngth iy 2 3.7 6. 9. 19.6 34.3 54.3 li:. 2 4.2 7. 10.5 22.2 38.4 60. 90.8 2 3U, 4.8 8. 12. 24.8 42.5 65.7 99.1 148.2 209. 277. 2 y> 3 5.5 9. 13.5 27.5 4i3.7 71.4 107.4 159. 222.5 293.5 3 a% 6.1 10. 15. 30.1 50.8 77.1 115.7 169.8 236. 310. 3y 2 4 6.8 11. 16.5 32.8 55. 82.8 124. 180.6 249.5 326.5 4 4% 7.4 12. 18. 35.4 59.1 88.9 132.3 191.4 263. 343. 4 % 8.1 13. 19.5 38.1 63.3 95. 140.6 202.2 276.5 359.5 5y 2 8.7 14. 21. 40.7 07.4 101.1 14S.9 213. 290. 376. 5 Vs 6 9.4 15. 22.5 43.4 71.6 107.2 157.2 223.8 303.5 392.5 O «i/ 2 10.1 16. 24.1 46. 75.7 113.3 165.5 234.6 317. 409. cy a 4 10.8 17. 25.7 48.7 79.9 119.4 173.8 245.4 330.5 425.5 7 7% 11.5 18. 27.3 51.3 84. 125.5 182.1 256.2 344. 442. 71/2 8 12.2 19. 28.9 54. 88.2 131.6 190.4 267. 357.5 458.5 8 1» 32 1 59.5 96.5 143.8 207. 288.6 385.5 493. O io 35.3 65. 104. S 153. 223.6 310.2 413.5 527.5 IO I 1 3S.5 70.5 113.1 168.2 240.2 331.8 441.5 562. 11 13 41.7 70. 121.4 180.4 353.4 469.5 596.5 12 13 81.5 129.7 192.6 273.4 375. 497.5 631. 13 14 87. 13S. 204.8 290. 525.5 665.5 14 15 92.5 146.3 217. 41S.2 553.5 700. 15 1C 98. 154.6 ?V>Q 9 323.2 439.8 581.5 734.5 1 C 17 103.5 162.9 241.4 339.8 461.4 609.5 769.0 17 18 109. 171.2 356.4 483. 637.5 803.5 18 IO 114.5 179.5 265.8 373. 065.5 838. IO 30 120. 187.8 278. 389.6 526.2 693.5 20 31 290.4 54S.2 721.5 907. 21 33 302.8 423.4 570.2 749.5 941.5 22 33 315.2 440.3 592.2 23 34 327.6 457 2 614.2 1010 5 24 35 340 474.1 833.5 1045. 36 352 4 49i. 65S 2 1079 5 2C 37 501.9 680.2 889.5 1114. 27 38 _1_1_ 377 2 524 8 702 2 917 5 1148 5 28 30 389.6 541 7 724 2 945 5 1183. 20 30 402. 55S. 0 746.2 973.5 1217.5 30 Lengths of bolts are given under head over all. ST. PAUL FOUNDRY CO. 83 TURNBUCKLES. ALL DIMENSIONS IN INCHES. O £ +3 g 2* i H 314 2 54 854 154 1054 254 854 154 1154 254 2 354 254 54 10 154 1154 254 954 Ws UVs 9 14 ^ 1 6 2 3 Vs 2A tt 1154 1J4 1154 3 10 2 12 3 2M 454 254 i* 13 2 12 3A 15 2 Vs 1254 3A 2 54 454 2 54 M 15 254 1254 354 1654 2 54 1254 354 214 454 2H 13. 1 6 18 254 1254 9 _SL 9 1 6 22 2 Vs 13 3A 254 474 254 13. I 6 20 254 1254 3 54 27 2 54 13 V 354 3 554 3 A 27 3T 24 254 1354 4 27 Ws 13V 3H 3 5 A 354 15 16 28 254 1354 454 29 2M 1454 454 3 X 554 354 15 16 30 254 1454 454 34 2% 14V 4A 314 6A 3 A 1A 34 254 1454 454 35 3 15 454 314 654 354 1 W2 38 3 15 4 54 37 Weights given are for turnbuckles only. 84 ST. PAUL FOUNDRY CO. “6 BOLTS AND NUTS. BOLTS NUTS U. S. Standard Screw Threads Manufactures Standard Diam. of Bolt Number of Threads per Inch Diam. at Root of Thread Area of Body of Bolt Area at Root of Thread HEXAGON SQUARE Short Diam. Long Diam. Side of Square Diagonal Inches Inches Sq. In. Sq. In. Inches Inches Inches Inches k 20 .185 .049 .027 k .58 K .71 5 18 .240 .077 .045 Vs .72 % .88 Vs 16 .297 .110 .068 k .87 H 1 .06 T 6 14 .344 .150 .093 Vs 1 .01 y% 1.24 V 2 13 .400 .196 .126 Vs 1 .01 Vs 1.24 12 .454 .249 .162 1 k 1 .30 i 's 1.59 % 11 .507 .307 .201 1 4 1 .30 1 8 1.59 k 10 .620 .442 .302 1 Vs 1 .59 IVs 1.94 Vs 9 .731 .601 .419 Ws 1 88 \% 2.30 1 8 .837 .785 .550 l k 2 .02 1 H 2.47 1 >s 7 940 .994 .694 •» 2 31 O 2.83 I k 7 1 .06 1 .23 .890 2 M 2 60 2M 3.18 1 Vs 6 1 .16 1 .48 1 .06 2 '4 2 89 2 % 3.89 1 '2 6 1 .28 1 77 1 29 2 % 3 18 3 4.24 Ws 5 k 1 .39 2 07 1 51 3 3 46 3 k 4.60 l k 5 1 .49 2 40 1 74 3 75 3} 2 4.95 l Vs 5 1 .61 2 76 2 05 "i'i 4 04 3 k 5.30 O 414 1 .71 3 14 2 30 » 1 •» 4 04 4 5.66 4 14 1 .96 3 98 3 02 4 33 4 k 6.01 4 2 .17 4 91 3 71 4M 4 91 4M 6.36 2 k 4 2 .42 5 94 4 60 41 4 5 20 4 k 6.72 3 314 2 .63 7 07 5 43 4M 5 48 5 7.07 3 k 3k 2 .88 8 30 6 51 5 5 77 5 k 7.78 3k 3 .10 9 62 7 00 5 \i 6 06 5 k 8.13 »k 3 3 .32 11 04 8 64 5 3 £ 6 64 O k 8.84 4 3 3 .57 12 57 10 00 ‘4 7 22 «k 9.55 4 >4 2J4 3 .80 14 19 11 33 r»y 2 7 50 7 9.90 4 34 2k 4 .03 15 90 12 74 7 8 08 7 k 10.61 4 4 2% 4 .25 17 72 14 23 7 M 8 37 7 k 10.96 5 214 4 .48 19 63 15 76 7 44 8 95 8 k 11.66 5 H 2% 4 .95 23 76 19 17 S 14 9 81 O 12.72 a 2k 5 .42 28 27 23 10 ok 10 67 Ok 13.79 ST. PAUL FOUNDRY CO. 85 ROUND CAST WASHERS WROUGHT IRON WASHERS Size of A B C D Weight Inches Inches Inches Inches Inches Per 100 Vs Vs 2 1 H % 21 % M 2 X A 1 A A 43 % Vs 3 2 VH 70 Vs 1 3Vj 2VC V 113 1 1 Vs 4 2V 8 Vs 175 1 Vs 1J i 4 A 2% 1 250 1V4 1V 8 5 m 1 A 332 1 % m 5A 3 H 1M 455 IV 2 IV 6 3-M 1-M 610 1 % IV 6H 4 1* 737 1 % 2 714 4M U4 865 IVs 2 Vs IVi 4H 1 ns 990 A 214 IV 2 4T 1VS 1115 'A Vi 2'A TV 5 1H 1350 Pize of Bolt Inches Diameter Inches Size of Hole Inches Thickness Inches Number in 100 lbs. M H 5 16 .065 13900 .*> 16 Vs % .065 11250 % 1 16 .083 6800 A l 3 6 9 16 .109 2600 'J'S m U .134 1300 ?4 2 1 3 16 .134 1010 2M 1 5 16 .148 860 1 234 1 * .148 625 1 A 2M l H .148 520 1M 3 1 % .148 400 1 H m .165 300 1 H ‘AA m .165 280 3M m .165 240 4 Ws .165 215 I VS 4 '4 2 .105 190 * 434 2 vs .165 175 86 ST. PAUL FOUNDRY CO. UPSET SCREW ENDS FOR ROUND BARS Diameter of Bar Area of Body of Bar Diameter of Screw Length of Upset Area at Root of Thread N umber of Threads per Inch Weight per Foot of Bar Add for Upset Inches Sq. In. Inches Inches Sq. In. Pounds Inches Xt .196 H 4M .302 10 .668 6 J4 X .307 X 414 .420 9 1.043 5X M .442 1 4 X .550 8 1.502 4 !4 v% .601 1 M 4-H .893 7 2.044 6 M i .785 IX 5 1.057 6 2.670 5M IX .994 IX 5 1.295 6 3.379 4H 1 54 1.227 IX 5 M 1.515 5J4 4.173 4X IX 1.485 1H 5 h 1.744 5 5.049 4 l X 1.767 2 5X 2.302 4J4 6.008 5M IX 2.074 2X 5X 2.650 4H 7.051 5 l X 2.405 2 M 5?4 3.023 4K 8.178 4 H IX 2.761 2X 6 3.419 414 9.388 4X o 3.142 2X 6 3.715 4 10.68 4M ZX 3.547 2X 6 M 4.155 4 12.06 4 2 M 3.976 2X 6X 5.108 4 13.52 5M 'IX 4.430 3 6X 5.428 3X 15.07 4 % 2J4 4.909 3X 6X 5.957 3X 16.69 4X 5.412 3X 6X 6.510 3X 18.40 4X *> 3£ 5.940 3X 7 7.087 3X 20.20 414 'AX 6.492 3X 7 X 8.171 3M 22.07 5M A 7.069 3 H 7M 8.641 3 24.03 5 3 X 7.670 CO 7H 9.305 3 26. OS 5M 3 H 8.296 4 7X 9.993 3 28.20 4M 'AX 8.946 4 X 7H 10.706 3 30.42 m 'AX. 9.621 4X 8 11.329 2X 32.71 4X ST. PAUL FOUNDRY CO. 87 UPSET SCREW ENDS FOR SQUARE BARS Diameter of Side of Square Bar Area of Body of Bar Diameter of Screw Length of Upset Area at Root of Thread Number of Threads per Inch Weight per Foot of Bar Add for Upset Inches Sq. Inches Inches Inches Sq. Inches Pounds Inches l A .25 34 434 .302 10 .850 4 % .391 1 434 .550 8 1.328 5 34 34 .563 1 34 434 .694 7 1.913 434 Vs .766 134 5 1.057 6 2.603 534 1 1.000 1H 5 1.295 6 3.400 4 34 » 34 1.266 154 534 1.515 534 4.303 434 I 34 1.563 534 2.048 5 5.312 534 1% 1.891 2 5 34 2.302 434 6.428 434 l 34 2.250 2 34 534 2.650 434 7.650 434 154 2.641 234 6 3.419 434 8.978 5 l 34 3.063 234 6 3.715 4 10.410 434 IVs 3.516 2% 6 34 4.155 4 11.950 434 •» 4.000 2 V 8 634 5.108 4 13.60 5 2 } 8 4.516 3 6 34 5.428 334 15.35 434 2 34 5.063 3Vs m 5.957 334 17.22 434 '■!% 5.641 334 7 7.087 334 19.18 534 2 H 6.250 3A 7 7.548 334 21.25 4 34 254 6.891 3% 734 8.171 334 23.43 4 34 2 % 7.563 3 Vs 734 9.305 3 25.71 534 2 M 8.266 4 734 9.993 3 28.10 434 3 9.000 434 7 34 10.706 3 30.60 434 3 34 9.766 434 8 12.087 234 33.20 534 3 hi 10.563 4 A 8 12.743 234 35.92 5 334 11.391 454 834 13.544 2 34 38.73 5 3 34 12.250 454 834 15.068 2% 41.65 534 ST. PAUL FOUNDRY CO. 88 WEIGHTS and AREAS OF SQUARE and ROUND BARS ONE CUBIC FOOT OF STEEL WEIGHING 489.6 LBS. Weight Weight Weight Weight Diameter of » of O Area Area Diameter of* oi & Area Area of • or Bar Bar of H of • of • or Bar Bar of B of • Side of B per Lin. per Lin. Bar Bar Side of B per Lin. per Lin. Bar Bar Foot Foot Foot Foot Inches Pounds Pounds Sq. Ins. Sq. Ins. Inches Pounds Pounds Sq. Ins. Sq. Ins. O «> 13.60 10.68 4.0000 3.1416 1 .013 .010 .0039 .0031 T6 14.46 11.36 4.2539 3.3410 3 8 .053 .042 .0156 .0123 Vs 15.35 12.06 4.5156 3.5466 3 16 .119 .094 .0352 .0276 IT 16.27 12.78 4.7852 3.7583 M .212 .167 .0625 .0491 H 17.22 13.52 5.0625 3.9761 5 .333 .261 .0977 .0767 IT 18.19 14.28 5.3477 4.2000 Vs .478 .375 .1406 .1104 Vs 19.18 15.07 5.6406 4.4301 7 16 .651 .511 .1914 .1503 7 16 20.20 15.86 5.9414 4.6664 Vi .850 .667 .2500 .1963 Vi 21.25 16.69 6.2500 4.9087 9 1,0 7 0 .845 .3164 .2485 9 22.33 17.53 6.5664 5.1572 Vs 1.328 1.043 .3906 .3068 Vs 23.43 18.40 6.8906 5.4119 JLL 1.1308 1.262 .4727 .3712 "It 24.56 19.29 7.2227 5.6727 H 1.913 1.502 .5625 .4418 H 25.71 20.20 7.5625 7.9102 5.9396 1_3 2.245 1.763 .6602 .5185 1 3 26.90 21.12 6.2126 Vs 2.(303 2.044 .7656 .6013 /s 28.10 22.07 8.2656 6.4918 1 5 16 2.989 2.347 .8789 .6903 15 16 29.34 23.04 8.6289 6.7771 1 3.400 2.670 1.0000 .7854 :t 30.60 24.03 9.00O0 7.0686 1 3.838 3.014 1.12S9 .8866 1 31.89 25.04 9.3789 7.3662 is 4.303 3.379 1.2656 .9940 Vs 33.20 26.08 9.7656 7.6699 3 16 4.795 3.766 1.4102 1.1075 3 16 34.55 27.13 10.160 7.9798 H 5.312 4.173 1.5625 1.2272 M 35.92 28.20 10.563 8.2958 iT 5.857 4.600 1.7227 1.3530 A 37.31 29.30 10.973 8.6179 3 A 6.42S 5.049 1.8906 1.4849 Vs 38.73 30.42 11.391 8.9462 7 16 7.026 5.518 2.0664 1.6230 7 16 40.IS 31.56 11.816 9.2806 Vi 7.650 6.008 2.2500 1.7671 Vi 41.65 32.71 12.250 9.6211 9 1 6 8.301 6.520 2.4414 1.9175 9 43.14 33.90 12.691 9.967S 54 8.978 7.051 2.6406 2.0739 Vs 44.68 35.09 13.141 10.321 IT 9.682 7.604 2.8477 2.2365 tt 46.24 36.31 13.598 10.680 H 10.41 8.178 3.0625 2.4053 H 47.82 37.56 14.063 11.045 1 6 11.17 8.773 3.2852 2.5802 y a 49.42 38.81 14.535 11.416 V 1! .95 9.388 3.5156 2.7612 Vs 51.05 40.10 15.016 11.793 15 16 12.76 10.02 3.7539 2.9483 1 n 1 6 52.71 41.40 15.504 12.177 L ST. PAUL FOUNDRY CO. 89 WEIGHTS AND AREAS OF SQUARE AND ROUND BARS ONE CUBIC FOOT OF STEEL WEIGHING 489.6 POUNDS Weight Weight Weight Weight Diameter of | 1 of Area of Area ot Diam iter of B of 9 Area of Area of of # or Side of B liar per Lin. Bar per Lin. ■ Bar ^ Bar ot 9 or Side of £8 Bar per Lin. Bar per Lin. B Bar 9 Bar Foot Foot Foot Fool Inches Pounds Pounds Sq. fns. Sq. [ns. Inches Pounds Pounds Sq- Ins. Sq. Ins. 4 54 .40 42 73 16 000 12 566 0 122.4 96.14 36 000 2S .274 1 56 11 44 07 16 504 16 962 1 125.0 98.14 36 754 28 .866 X 57 85 45 44 17 016 13 364 X 127.6 100 2 37 516 29 .465 3 10 59 62 46 83 17 535 13 772 3 16 130.2 102 2 38 2S5 30 .069 X 61 41 48 24 18 063 14 186 X 132.8 104 3 39 063 30 .680 s 63 23 49 66 18 598 14 607 5 135.5 106 4 39 848 31 .296 x 65 08 51 11 19 141 15 0331 X 138.2 108 5 40 641 31 919 7 10 66 95 52 58 19 691 15 466 7 16 140.9 110 7 41 441 32 .548 X 68 85 54 07 20 250 15 904 X 143.6 112 S 42 250 33 183 9 70 78 55 59 20 816 16 349 9 146.5 114 9 43 066 33 .824 % 72 73 57 12 21 391 16 SOO X 149.2 117 2 43 891 34 472 H 74 70 58 67 21 973 17 257 IX 16 152.1 119 4 44 723 35 125 . X 76 71 60 25 22 563 17 721 • X 154.9 121 7 45 563 35 785 13 78 74 61 84 23 160 18 190 13 157.8 123 9 46 410 36 450 X 80 81 63 46 23 766 18 665 Vs 160.8 126 _9 47 2(56 37 122 1 5 16 82 89 65 10 24 379 19 147 15 16 163.6 128 5 48 129 37 SOO r» 85 00 66 76 25 000 19 635 1 166.6 130 9 49 000 38 485 JL_ 87 14 68 44 25 629 20 129 1 169.6 133 2 49 879 39 175 / s 89 30 70 14 26 266 20 629 X 172.6 135 6 50 76ji 39 871 3 16 91 49 71 86 26 .910 21 135 3 16 175.6 137 9 51 660 40 574 X 93 72 73 60 27 563 21 648 X 178.7 140 4 52 563 41 282 5 95 96 75 37 28 223 22 166 5 181.8 142 8 53 473 41 997 H . 98 23 77 15 28 891 22 691 X 184.9 145 3 54 391 42 718 JL. 16 100 5 78 95 29 566 23 221 JL. 16 188.1 147 7 55 316 43 445 1-2 102 8 80 77 30 250 23 758 V 2 191.3 150 2 56 250 44 179 9 105 2 82 62 30 941 24 301 JL 194.4 152 7 57 191 44 918 9* 107 6 84 49 31 641 24 850 X 197.7 155 9 58 141 45 ()(i4 JJ. 1 6 110 0 86 38 32 348 25 406 U 200.9 157 8 59 098 46 415 M 112 4 88 29 33 063 25 967 X 204.2 160 3 60 063 47 173 1 3 1 8 % 114 9 90 22 33 785 26 535 1 3 207.6 163 0 61 035 47 937 117 4 92 17 34 516 27 109 V / >K 210.8 165 6 62 016 48 707 JU» 16 119 9 94 14 35 254 27 688 • 5 1 6 214.2 168 2 63 004 49 483 90 ST, PAUL FOUNDRY CO DECIMAL EQUIVALENTS FOR VULGAR FRACTIONS The figures in central columns give the decimal parts in inches of the fraction at (he left in column marked inches, and decimal parts of one foot for inches and fractions of inches shown in column to the right, marked f°°l- Example,34 inches=.1250 inches 134 inches—. 1250 feet. Inches: Decimal Foot Inches Decimal Foot Inches Decimal Foot Inches Decimal Foot %4 .0052 .0104 .015025 A 34 3 1 *> J %4 .2552 .2004 .265025 3'A 33's 3 A S %4 .5052 .5104 .515025 GA 634 6 A 4 %4 •7552 .7004 .705025 9 A 934 9 A .0208 .0200 1/32 .03125 34 6 10 Vs %2 .2708 .2700 .28125 334 3A 3 :1 s 1%2 .5208 .5200 .53125 034 6A 034 2 %2 .7708 .7700 .7S125 934 9 A 934 %4 .0304 .0417 .040875 IS y 2 !%4 . 2805 .2917 .290875 3ft 3 34 3 A S %4 .5304 .5417 .510875 6 A 034 6 A B % 4 .7805 .7917 .790S75 9 A 934 9 A 1 / 1,1 .0521 .0573 .0025 Vs 1 1 in k B /A .3021 .3073 .3125 334 318 3M e Ao .5521 . 5573 .5625 65 8 Oil 6 3 4 13 /l8 .8021 .8073 .8125 9 34 911 9M %4 .0077 .0729 .078125 13 1 •. 7.s 1 5 1(5 21 /r,4 3177 .3229 .32S125 318 3)4 318 S 'U .5077 .5729 .578125 018 0,^8 Oil b %4 .8177 .8229 .828125 911 934 01 = ,; 16 %2 .0S33 .0S85 .09375 1 1 A 1 * .3 14 /4 Tio .4271 .4323 .4375 5)4 5 A 534 1 M« .0771 .6S23 .6875 834 8 A 1B /in .9271 .9323 .9375 11 h 11A 1134 1^04 .1927 .1979 .203125 2A 28 s 2 A 2 %4 .4427 .4479 .453125 5 A 534 5 A 4 %4 .0927 .0979 .703125 8 A 8 :i s 8 A a y 8 4 .9427 .9479 .953125 11 A 1134 11 A %2 .2083 .2135 .21S75 234 2 A 1%2 .4583 .4035 .40875 534 5 A 5" 8 2 %2 .7083 .7135 .71875 .7240 .7292 .734375 834 8A 8 1 1 3U 42 .9583 .9035 .90875 1134 11A 11 k 1%4 .2240 2292 ! 234375 254 2 % 218 8 Ml4 .4740 .4792 .484375 51S m K1 3 0 1« 4 %4 811 8'M 818 «%4 .9740 .9792 .984375 mi 1134 1113 i-f' .2395 .2448 .25000 2Js 91 5 -1(5 3 % .4890 .4948 .5000 5% °10 G % .7390 .7448 .7500 8ys 015 °1S 9 1 .9890 .9948 1.OG00 1134 1115 1 1 IS 12 ST. PAUL FOUNDRY CO. 91 WEIGHT OF BUILDING MATERIAL, ETC. ■ KIND OF MATERIAL Weight per Cubic Foot lbs. Asphalt, pavement composition. 100 Brick, best pressed. 135-150 “ common hard. 110-125 “ fire. 140-150 “ paving. 150 Brickwork, pressed brick. 120-140 “ common hard brick. 110-120 Cement, American, Portland, loose. 85 Coal, anthracite, broken, loose. 56 “ bituminous, broken, loose. 54 Concrete, cinder. 72 “ broken stone. 120-140 160 Gravel. 120 Iron, Cast. 450 “ Wrought. 480 Masonry, granite or marble ashlar. 160 “ limestone ashlar. 150 “ sandstone ashlar. 140 M ortar. 100 Piaster Ceilings, 10 to 15 lbs. per square foot. Plaster of Paris. 140 100 “ “ “ “ wet. 120 Snow, freshly fallen. 10 “ saturated with moisture. 20-50 490 Stone: Bluestone. 160 “ Granite. 170 “ limestone. 160 “ Marble. 165 “ Sandstone. 145 “ Slate. 175 Terra Cotta. 110 “ “ Masonry. 100 Timber: Douglas Fir. 30 “ Hemlock. 26 “ Southern Yellow Pine. 45-48 “ Spruce. 25-28 “ White Oak. 48-52 “ White Pine. 25-28 92 ST. PAUL FOUNDRY CO. ALLOWABLE UNIT STRESSES AND LOADS In Accordance with the Building Laws of Various Cities COMPRESSION DIRECT Rolled steel. Cast steel. Wrought iron. Cast iron (.in short blocks). Steel pins and rivets (bearing). Wrought iron pins and rivets (bearing).. .. Oak..with grain Oak.across Yellow pine, Washington or Oregon fir. with Yellow pine, Washington or Oregon fir. across White pine.with White pine.across Spruce.with Spruce.across Locust. . !.with Locust.across Hemlock.with Hemlock.across Chestnut.with Chestnut.across Concrete (Portland) cement, 1; sand, 2; stone, 4. . Concrete (Portland) cement, 1; sand, 2; stone, 5. . Concrete (Rosendale or equal) cement, 1; sand, 2; stone. 4. Concrete (Rosendale or equal) cement, 1; sand, 2; stone. 5. Rubble stonework in Portland cement mortar. Rubble stonework in Rosendale cement mortar.. . Rubble stonework in lime and cement mortar. Rubble stonework in lime mortar. Brickwork in Portland cement mortar, cement, 1; sand. 3. Brickwork in Rosendale or equal, cement mortar, cement, 1; sand. 3. Brickwork in lime and cement mortar, cement, 1; lime, 1; sand, 3. Brickwork in lime mortar, lime, 1; sand, 4. Granites (according to test). Limestones (according to test). Marbles (according to test). Revised to 1906 TENSION DIRECT. Rolled steel. Cast steel. Wrought iron. Cast iron. Yellow pine, Washington and Oregon fir . White pine. Spruce. Oak. Hemlock. St. Paul New York |' Chicago| Phila¬ delphia Boston Pounds per Square Inch KiOOO 16000 16250 10000 16000 8000 12000 12000 12500 1 O000 16000 17500 1 X000 20000 20000 18000 15000 15000 15000 15000 1000 900 700 800 250 1100 1000 000 600 91% 250 900 800 300 400 150 800 SOO 500 400 400 50 150 1200 1200 1000 1000 800 500 350 300 500 41% 500 500 1000 1000 2 C0 230 55 208 203 20 S 208 125 125 208 111 111 55 208 140 140 139 111 111 139 97 97 111 70 70 69)4 20 S 250 250 208 208 20 S 100 160 167 lil 111 111 1000 to 2000 1000 to 2000 700 " 2300 700 “ 2300 000 “ 1200 600 “ 1200 10000 10000 16000 16000 15000 16250 15000 12000 3000 12000 3000 12000 12500 12000 1200 1200 1800 800 800 800 800 1250 1000 1000 000 600 1000 ST. PAUL FOUNDRY CO. 93 ALLOWABLE UNIT STRESSES AND LOADS In Accordance with the Building Laws of Various Cities SHEAR St. Paul Revised to Sk l™°w> Pounds Per Squt 90b Phila¬ delphia ire Inch Boston Steel plates. ... 9000 9000 10000 10000 Steel shop rivets and pins. 10000 10000 10000 10000 10000 Steel field rivets. SOOO 8000 10000 10000 10000 7000 7000 10000 10000 Yellow pine.with fiber 70 70 100 06% 100 500 500 250 750 White pine.with “ 50 40 SO SO White pine.across “ 250 250 150 Spruce.with “ 50 50 80 50 80 320 320 150 500 Oak.with “ 100 100 150 150 Oak.across “ 000 000 250 Locust .with “ 100 100 720 720 40 40 41% 275 275 410% Chestnut.across “ 150 150 SAFE EXTREME FIBER STRESS, BENDING Rolled steel beams'. 10000 10000 10000 KiOOO Rolled steel pins, rivets and bolts. 20000 20000 22500 22500 Riveted steel beams (net flange section). 1 -tOOO 14000 15000 10000 KiOOO 8000 Cast iron, tension side. 3000 3000 2500 . . 3750 2500 Yellow pine, Washington or Oregon fir. 1500 1200 1250 1000 1250 1000 SOO 750 750 Spruce. 1000 SOO 750 1100 750 Oak. 1000 1000 1000 1000 1200 1200 000 (100 900 SOO SOO Granite. ISO ISO 150 150 400 400 120 120 Sandstone. 100 100 30 30 20 20 16 10 10 10 50 50 Brick (in cement). 30 30 91 ST. PAUL FOUNDRY CO. SAFE LOADS IN POUNDS UNIFORMLY DISTRIBUTED FOR RECTANGULAR WOODEN BEAMS OF WHITE PINE Allowable fiber stress 800 pounds per square inch. Factor of safety, 5. Loads given include weight of beams. For Southern or Long Leaf Yellow Pine multiply tabular load by 114. For Washington Fir multiply tabular load by l l i. For Northern or Short Leaf Yellow Pine multiply tabular load by 1J4. Span in Feet 0 8 IO 12 14 16 18 20 23 24 Size ot Beam I 2x4 f 474 355 1 285 1 223 J 203 177 158 J 142 1 2x0 1070 800 640 535 455 400 355 320 290 265 2 x H 1900 1430 1140 950 815 715 630 570 520 475 2 x lO 2900 2220 1775 1480 1270 1110 9S5 885 SOO 740 2x12 42S0 3200 2560 2140 1820 1600 1420 1280 1160 1060 2x14 5800 4350 34S0 2900 2490 2180 1940 1740 1580 1450 3 x lO 4440 3340 2660 2220 1890 1660 14S0 1330 1210 1110 3x12 0400 4800 3S40 3200 2750 2400 2130 1920 1745 1600 3 x 14 8700 6530 5220 4350 3730 3270 2910 2610 2370 2170 3 x lO 11380 8530 6820 5700 4870 4270 3790 3410 3100 2850 4 x lO 5925 4440 3550 2960 2540 2220 1970 1770 1600 1480 4 x 12 8500 6400 5120 4280 3640 3200 2840 2560 2320 2120 4x14 11000 8700 6960 5800 4980 4360 3880 34S0 3160 2900 4x10 15170 11380 9100 7600 6500 5700 5050 4550 4130 3800 O x 10 8880 6680 5320 4440 3800 3320 2960 2660 2420 2220 O x 12 12800 9600 7680 6400 5480 4800 4260 3840 3490 3200 0x14 17420 13070 10440 8700 7470 6540 5820 5220 4740 4350 Ox lO 22760 17060 13640 11400 9750 8550 7580 6820 6200 5700 Ox IS 28800 21600 172S0 14400 12350 10800 9600 8640 7850 7200 8x10 11900 8900 7100 5900 5100 4400 3900 3500 3200 3000 8 x 12 17100 12800 10200 8600 7300 6400 5700 5100 4600 4200 8 x 14 23200 17400 13900 11600 10000 8700 7800 7000 6300 5800 8 x Hi 30300 22800 18200 15200 13000 11400 10100 9100 8300 7600 8 x 18 3S400 28800 23000 19200 16500 14400 12800 11500 10500 9600 lO x lO 14800 11100 8900 7400 6400 5600 4900 4400 4roo 3700 lO x 12 21400 16000 12800 10700 9100 8000 7100 6400 5800 5300 IO x 14 29000 21800 17400 14500 12500 10900 9700 8700 7900 7300 lO x IO 37900 28500 22800 19000 16300 14300 12600 11400 10300 9500 IO x 18 48000 3600C 28SOO 24000 20000 18000 16000 14400 13100 12000 12 x 12 25600 19200 15400 12S00 11000 9600 8500 7700 7000 6400 12x14 34800 26100 20900 17400 14900 13100 11600 10500 9500 8700 12 x 1 O 45500 34100 27300 22S00 19500 17100 15200 13600 12400 11400 12 x 18 57600 43200 34600 28800 24700 21600 19200 17300 15700 14400 12 x 20 71100 53300 42700 35600 30500 26700 23700 21400 19400 17800 14 x 14 40700 30500 21400 20300 17400 15300 13600 12200 11100 10200 14 x Hi 53100 39800 31800 26600 22800 20000 17700 15900 14500 13300 14x18 67200 50100 40300 33600 28800 25200 22400 20200 18300 16800 14 x 20 83000 62200 49800 41500 35600 31100 27700 24900 22600 20800 ST. PAUL FOUNDRY CO. 95 SAFE LOADS IN POUNDS FOR RECTANGULAR WOOD PILLARS OF WHITE PINE tiascd on the Formula of A. L. Johnson, C. E., United States Department of Agriculture, Division of Forestry P = F X 700 + 15 c 700 + 15 c + c 2 P = Ultimate strength in pounds per square inch. F = Ultimate crushing strength of timber. r C = —j—. f = Length of pillar in inches, d = Least diameter in inches. Southern or Long Leaf Yellow Pine = Tabular Load X l s /r. Northern or Short Leaf Yellow Pine = “ " X L*4- Washington Fir.= “ “ X 1#. Size of Pillar « x « 8x8 9x9 10x10 13x13 14 x 14 1ft x 16 Length in Feet ft 21 GOO 40800 52600 65300 96400 132700 174600 7 20S00 39700 51400 64600 95000 131200 173000 8 19S00 38400 50000 63200 93400 129600 171400 9 18900 37200 48S00 61600 91800 127800 169600 io 1S000 36000 47400 60200 90200 126000 167600 11 17200 34800 45000 58600 8S400 124200 165400 1£ 16400 33500 44600 57080 86600 122000 163200 IS 15500 32400 43200 55520 84800 120000 161200 14 14SOO 31200 41800 54000 83000 11S000 158S00 15 14200 30000 40500 52480 81100 115900 156400 19 13500 29000 39200 50980 79200 113600 154000 17 12900 27900 37900 49500 77400 111400 151600 18 12300 27000 36800 4S080 75600 109300 149000 19 11800 26000 35500 40700 73S00 107000 146600 £9 11300 25100 34400 45400 72000 105000 144000 ‘41 10800 24300 33400 44000 70200 102900 141800 aa 10400 23400 32400 42S00 68600 100800 139200 i*:i 10000 22700 31300 41580 66800 98700 136800 44 9600 21900 30400 40400 65400 96600 134000 9b ST, PAUL FOUNDRY CO. SPIKES AND NAILS STANDARD STEEL WIRE NAILS STEEL WIRE SPIKES COMMON IRON NAILS Size Length Common. Finishing Diam. Inches No. Per Pound Diam. Inches No. Per Pound Length Diam. Inches No. Per Pound Size Length No. Per Pound 2d 1 " .0524 1000 .0453 155S 3 " .1620 41 52(1 1 " SOO 3d 1H" .0588 640 .050S 913 3W .1819 30 5(1 IK" 400 4d 1 V>" .0720 380 .0508 761 4 " .2043 23 4d \y 2 " 300 5" 40 20(1 4 " .1620 31 . 1019 62 520(1 4 " 20 50(1 4 y 2 " .1819 22 50(1 \y 2 " 16 40(1 5 " .2043 17 40(1 5 " 14 50(1 Wz .2294 13 50(1 11 00(1 6 " .2576 11 00(1 o' " 8 WOOD SCREWS Diameter — Number x 0.01325 + 0.056 No. Diam. Diam. No. Diam. Diam. No. Diam. Diam. No. Diam. Diam. No. Diam. Diam. O .056 7 " 125 O .135 17'/ 128 12 .215 7 " 33 1H .293 19" 64 *>4 .374 .387 .401 .414 .427 .440 .453 Vs" 4 9 // 1 .069 9 " 15 5 7 .149 1 <• " 128 15 .22S 2 9 // 128 19 .308 3 9 // 1 2 8 128 2 .082 11" 125 H .162 2 1 '/ 12 8 14 .241 3 3 " 128 20 .321 tW' 128 5 3 " 5 .096 i:» " 125 9 . 175 n " 84 15 .255 vi " 21 .334 I ; " 128 128 55 " 4 .109 7 " io .188 3 " IS IO .268 \\ " 22 .347 4 5// 128 29 30 128 5 7 " 5 .122 78 1 1 .201 13 " 64 17 .281 9 // 32 23 .361 23 " 64 128 29 " 64 BREAKING STRENGTH OF ROPES MANILA, NEW STEEL WIRE ROPE* Diam. Brk. Str. Pounds Feet in Pound 6 Strands, 19 Wires Per Strand—Hemp Center CRUCIBLE STEEL PLOW STEEL YK 74 Vh" 1 " Hi" 1 W' 1%" 2 " 2000 4000 6000 7000 11000 16000 24000 27000 14 6 4 3Vs 2K IK 1 10 in. Breaking Weight Proper W’king Id. Weight 100 Feet Diam. Breaking Weight Proper W’king Id. Weight 100 Feet 9000 lbs. 15000 lbs. 28000 lbs. 36000 lbs. 50000 lbs. 66000 lbs. 84000 lbs. 104000 lbs. 1500 lbs. 2000 lbs. 4000 lbs. 6000 lbs. 10000 lbs. 12000 lbs. 16000 lbs. 20000 lbs. 20 35 63 88 120 158 200 2.50 %" y^' %" %" %" i * iy 8 " Hi* lOOOOlbs. 24000 lbs. 40000 lbs. 54000 lbs. 74000 lbs. 100000 lbs. 126000 lbs. 152000 lbs. 3000 lbs. 5000 lbs. 7000 lbs. 10000 lbs. 14000 lbs. 1S000 lbs. 24000 lbs. 30000 lbs. 26 35 63 88 120 158 200 250 ♦American Hoist & Derrick Go’s Standard. EXTRACTS FROM MANUFACTURERS’ STANDARD SPECIFICATIONS MEDIUM STEEL PROCESS OF MAN UFACTU RE 1. Steel may be made by either the Open-hearth or Bessemer process. 2. Finished liars must be free from injurious seams, flaws or cracks, and have a workmanlike finish. chemical 3. Steel for properties Railway Bridges. [ Maximum Phosphorus .08 per cent. PUNCHING FAI NTI NG Maximum Phosphorus .10 per cent. PHYSICAL PRO PERTI E S WORKMANSHIP Steel for Buildings, Train Sheds, Highway Bridges and similar structures. J 4. Ultimate strength, 00,000 to 70.000 pounds per square inch. Elastic limit, not less than one-half the ultimate strength. Elongation, 22 per cent. Bending test, 180 degrees to a diameter equal to thickness of piece tested without fracture on outside of bent portion. 1. All workmanship must be first class. All abutting surfaces of compression members, except flanges of plate girders where the joints are fully spliced, must be planed or turned to even bearings so that they shall be in such contact through¬ out as may be obtained by such means. All finished surfaces must be protected by white lead and tallow. 2. The rivet holes for splice plates of abutting members shall be so accurately spaced that when the members are brought into position the holes shall be truly opposite before the rivets are driven. 3. The pitch of rivets in all classes of work shall never exceed 6 inches, nor Hi times the thinnest outside plate, nor be less than 3 diameters of the rivet. The rivets used shall generally be As, 'M and % inch diameter. The distance between the edge of any piece and the center of a rivet hole must never be less than 1R£ inches, except for bars less than inches wide. When practicable it shall be at least two diameters of the rivet. Rivets must completely fill the holes, have full heads concentric with the rivet, of a height not less than .6 the diameter of the rivet, and in full contact with the surface, or be countersunk when so required, and machine-driven wherever practicable. 4. The diameter of the punch shall not exceed by more than 1-16 inch the diameter of the rivets to be used, and all holes must be clean cuts without torn or ragged edges. Rivet holes must be accurately spaced; the use of drift pins will be allowed only for bringing together the several parts forming a member, and they must not be driven with such force as to disturb the metal about the holes. Built members must, when finished, be true and free from twists, kinks, buckles, or open joints between the component pieces. 5. All surfaces inaccessible after assembling must be well painted or oiled before the parts are assembled. STRUCTURAL CAST IRON 1. Except where chilled iron is specified, all castings shall be tough gray iron, free from injurious cold-shuts or blow-holes, true to pattern, and of a workmanlike finish. Sample pieces, one inch square, cast from the same heat of metal in sand moulds, shall be capable of sustaining on a clear span of 4 feet 8 inches a central load of 500 pounds when tested in the rough bar. 98 ST. PAUL FOUNDRY CO. MENSURATION LENGTH Circumference of circle = diameter X 3.1416 or diameter X 31 approx. Diameter of circle = circumference X . 31S3 or of circumference approx. Side of square of equal periphery as circle = diameter X .7854. Diameter of circle of equal periphery as square = side X 1.2732. Side of inscribed square = diameter of circle X .7071. Length of arc = N o. of de grees X diameter X .008727. Radius = .5042 y area. AREA OF REGULAR POLYGONS Regular polygon = sum of sides X half perpendicular distance from center to sides. Square the length of one side and multiply by proper number in following table. Name No. of sides Multiply Triangle 3 .433 Square 4 1 . Pentagon 5 1,720 Hexagon 6 2.598 Heptagon 7 3.634 Octagon 8 4.828 Nonagon 9 6.182 Decagon 10 7.694 Triangle = base X 34 perpendicular height. Trapezoid = half the sum of parallel sides X perpendicular height. Circle = diameter squared X 0.7854. = circumference squared X .07958. Ring = .7854 X [square of inside diameter — square of outside diameter]. Sector of circle = Length of arc X 34 radius. Segment of circle = Area of sector — area of triangle when the segment is less and + + he area of the triangle when segment is greater than semicircle. Side of square that shall equal area of circle = diameter X .8862; circumference X .2821. Diameter of circle that shall equal area of square = side of square X 1.1284. Parabola = base X 5 height. Ellipse = long diameter X short diameter X .7854. Surface of cylinder = circumference X height + area of both ends. Surface of sphere = diameter squared X 3.1416, or = circumference X diameter. SOLID CONTENTS Prism = area of base X perpendicular height. Cylinder = area of section at right angle to side X length of side. Sphere = diameter cubed X .5236. = surface X 34 diameter. Pyramid or Cone = area of base X i perpendicular height. ST. PAUL FOUNDRY CO. 99 Part II (Pages 99 to 140) DEVOTED TO BETHLEHEM STRUCTURAL STEEL SECTIONS CONTAINING TABLES OF DIMENSIONS, PROPERTIES AND SAFE LOADS OF BETHLEHEM SPECIAL I BEAMS, GIRDER BEAMS, AND H COLUMNS. AND DETAIL DIMENSIONS AND CONNECTION ANGLES TAKEN FROM BETHLEHEM STEEL CO.’S HANDBOOK, EDITION OF 1909 AND PUBLISHED WITH THEIR PERMISSION. We carry a large stock of Bethlehem sections for immediate delivery. B 100 9 *> • w w M ST. PAUL FOUNDRY CO. WEIGHTS AND DIMENSIONS OF BETHLEHEM GIRDER BEAMS Weight DIMENSIONS, IN INCHES Section per Web Flange Thickness Radius Number Foot, Flange Thick- of Depth Width ness At Edge At Root Fillet Pounds 1) B w M N R G30a 200.0 30 15.00 .750 0.950 1 .591 .90 030 180.0 30 13.00 .690 1.035 1.589 .90 028a 180.0 28 14.35 .690 0.920 1.535 .85 G28 165.0 28 12.50 .660 1.000 1.533 .85 02(ia 160.0 26 13.60 .630 0.885 1.469 .80 020 150.0 26 12.00 .630 0 .955 1.469 .80 024a 140.0 24 13.00 .600 0.800 1 .358 .70 024 120.0 24 12.00 .530 0.730 1.246 .70 02Oa 140.0 20 12.50 .640 0.930 1.464 .75 020 112.0 20 12.00 .550 0.695 1.210 .65 018 92.0 18 11.50 .480 0.590 1.087 .60 015b 140.0 15 11.75 .800 1.090 1.583 .95 015a 104.0 15 11.25 .600 0.770 1.249 .75 Q15 73.0 15 10.50 .430 0.520 0.974 .55 012a 70.0 12 10.00 .460 0.575 1.004 .55 012 55.0 12 9.75 .370 0.415 0.837 .45 01O 44.0 10 9.00 .310 0.370 0.763 .40 GO 38.0 9 8.50 .300 0.335 0.704 .40 08 32.5 8 8.00 .290 0.295 0.642 .40 ST. PAUL FOUNDRY CO. 101 WEIGHTS AND DIMENSIONS OF BETHLEHEM I BEAMS. 9 & W Vf --t— W i Qj J i l * N DIMENSIONS, IN INCHES Section per Foot, Flange Web Flange Thickness Radius of N umber Pounds Depth Width Thickness At Edge At Root Fillet D B W M N R BJIO 120.0 30 10.500 .540 .735 1 .183 .65 B2S 105.0 28 10.000 .500 .675 1.102 .60 B2« 90.0 26 9.500 .460 .600 1 .007 .55 B24a 84.0 24 9.250 .460 .585 .980 .55 83.0 24 9.130 .520 .510 .897 .50 B24 73.0 24 9.000 .390 .510 .897 .50 82.0 20 8.890 .570 .580 .955 .55 72.0 20 8.750 .430 .580 .955 .55 69.0 20 8.145 .520 .475 .818 .45 B20 64.0 20 8.075 .450 .475 .818 .45 59.0 20 8.000 .375 .475 .818 .45 59.0 18 7.675 .495 .430 .753 .40 54.0 18 7.590 .410 .430 .753 .40 52.0 18 7.555 .375 .430 .753 .40 48.5 18 7.500 .320 .430 .753 .40 B 1 5b 71.0 15 7.500 .520 .785 1.099 .60 64.0 15 7.195 .605 .590 .887 .50 I» 1 «»a 54.0 15 7.000 .410 .590 .887 .50 46.0 15 6.810 .440 .400 .686 .40 B15 41.0 15 6.710 .340 .400 .686 .40 38.0 15 6.660 .290 .400 .686 .40 B 12a 36.0 12 6.300 .310 .440 .710 .40 32.0 12 6.205 .335 .330 .594 .35 LSI.- 28.5 12 6.120 .250 .330 .594 .35 28.5 10 5.990 .390 .270 .522 .30 BIO 23.5 10 5.850 .250 .270 .522 .30 24.0 9 5.555 .365 .245 .479 .30 B9 20.0 9 5.440 .250 .245 .479 .30 19.5 8 5.325 .325 .205 .430 .30 BS 17.5 8 5.250 .250 .205 .430 .30 102 ST. PAUL FOUNDRY CO. PROPERTIES OF BETHLEHEM GIRDER BEAMS. Section. N umber Depth of Beam, Inches Weight per Foot, Poun ds Area of Section, Square Inches Thick¬ ness of Web, Inches Width of Flange, Inches Increase of Web and Flange for each lb. Increase of Weight, Inches. NEUTRAL AXIS PERPENDICULAR TO WEB AT CENTER Mo¬ ment of Inertia I Radius of Gy¬ ration R Section Modu¬ lus vS G30a 30 200.0 58.71 .750 15.00 .010 9150.6 12.48 610.0 G30 30 180.0 53.00 .690 13.00 .010 8194.5 12.43 546.3 G2Sa 28 180.0 52.86 .690 14.35 .011 7264.7 11.72 518.9 G28 28 165.0 48.47 .660 12.50 .011 6562.7 11.64 468.8 G20a 26 160.0 46.91 .630 13.60 .011 5620.8 10.95 432.4 G2G 26 150.0 43.94 .630 12.00 .011 5153.9 10.83 396.5 G24a 24 140.0 41.16 .600 13.00 .012 4201.4 10.10 350.1 G24 24 120.0 35.38 .530 12.00 .012 3607.3 10.10 300.6 G20a 20 140.0 41.19 .640 12.50 .015 2934.7 8.44 293.5 020 20 112.0 32.81 .550 12.00 .015 2342.1 8.45 234.2 G18 18 92.0 27.12 .480 11.50 .016 1591 4 7.66 176.8 G15b 15 140.0 41.27 .800 11.75 .020 1592.7 6.21 212.4 G13a 15 104.0 30.50 .600 11.25 .020 1220.1 6.32 162.7 G15 15 73.0 21.49 .430 10.50 .020 883.4 6.41 117.8 G12a 12 70.0 20.58 .460 10.00 .025 538.3 5.12 89.8 G12 12 55.0 16.18 .370 9.75 .025 432.0 5.17 72.0 GIO 10 44.0 12.95 .310 9.00 .030 244.2 4.34 48.8 GO 9 38.0 11.22 .300 8.50 .033 170.9 3.90 38.0 GS 8 32.5 9.54 .290 8.00 .037 114.4 3.46 28.6 W = Safe load in pounds, uniformly distributed, including weight of beam. L=Span, in feet. M = Moment of forces, in foot pounds. ST. PAUL FOUNDRY CO. 103 PROPERTIES OF BETHLEHEM GIRDER BEAMS. Coefficients of Strength. Maximum' Safe Shear on Web, in Pounds. Neutral Axis Coin¬ cident with Center Line of Web. Section Number. For Fiber Stress Ci of 16,000 Lbs. per Sq. In. for Buildings. Add for each Lb. Increase in Weight of Beam. For Fiber Stress * of 12,500 Lbs. per Sq. In. for Moving Loads. Add for each Lb. Increase in Weight of Beam. ^ Moment of " Inertia. -— ^ Radius of Gyration. 6,507,100 15,690 5,083,700 12,270 189,300 630.2 3.28 G30a 5,827.200 15,690 4,552,500 12,270 165,200 433.3 2.86 G30 5,535,000 14,640 4,324,200 11,450 161,500 533.3 3.18 G2Sa 5,000,100 14,640 3,906,400 11,450 150,300 371.9 2.77 G2S 4,611,900 13,600 3,603,100 10,630 135,900 435.7 3.05 G20a 4,228,800 13,600 3,303,800 10,630 135,900 314.6 2.68 G2G 3,734,600 12,550 2,917,600 9,820 121,700 346.9 2.90 G24a 3,206,500 12,550 2,505,100 9,820 98,500 249.4 2.66 G24 3,130,300 10,460 2,445,600 8,180 124,200 348.9 2.91 G20a 2,498,300 10,460 1,951,800 8,180 98,500 239.3 2.70 G20 1,886,100 9,410 1,473,500 7,360 76,100 182.6 2.59 G18 2,265,200 7,840 1,769,700 6,140 134,200 331.0 2.83 G15b 1,735,300 7,840 1,355,700 6,140 94,300 213.0 2.64 G15a 1,256,600 7,840 981,600 6,140 59,200 123.2 2.39 G15 957,800 6,280 748,300 4,910 57,200 114.7 2.36 G1 2a 768,000 6,280 600,000 4,910 42,300 81.1 2.24 G12 521,000 5,230 407,000 4,090 29,800 57.3 2.10 GIO 405,000 4,710 316,400 3,680 26,700 44.1 1.98 GO 305,100 4,180 238,300 3,270 23,600 32.9 1.86 G8 C and C' = Coefficients given in the tables. C or C' W= L C or C' 8 ; C or C' = WL=8M = |fS. 104 ST. PAUL FOUNDRY CO. PROPERTIES OF BETHLEHEM I BEAMS. Section Number. Depth of Beam, Inches. Weight per Foot, Pounds. Area of Section, Square Inches. Thickness of Web, Inches. Width of Flange, Inches. Increase of Web and Flange for each Lb. Increase of Weight, Inches. Neutral A to W *4—< o . -p c i C +3 0 in r* 0 I xis Perpe eb at Cen *4-1 o a OD.g r ndlcular ter. c i 0TJ 0 O *3 S B30 30 120.0 35.30 .540 10.500 .010 5239.6 12.18 349.3 B28 28 105.0 30.88 .500 10.000 .011 4014.1 11.40 286.7 B2G 26 90.0 26.49 .460 9.500 .011 2977.2 10.60 229.0 B24a 24 84.0 24.80 .460 9.250 .012 2381.9 9.80 198.5 24 83.0 24.59 .520 9.130 .012 2240.9 9.55 186.7 B2-1 24 73.0 21.47 .390 9.000 .012 2091.0 9.87 174.3 20 82.0 24.17 .570 8.890 .015 1559.8 8.03 156.0 B20a 20 72.0 21.37 .430 8.750 .015 1466.5 8.28 146.7 20 69.0 20.26 .520 8.145 .015 1268.9 7.91 126.9 B2G 20 64.0 18.86 .450 8.075 .015 1222.1 8.05 122.2 20 59.0 17.36 .375 8.000 .015 1172.2 8.22 117.2 18 59.0 17.40 .495 7.675 .016 883.3 7.12 98.1 18 54.0 15.87 .410 7.590 .016 842.0 7.28 93.6 BIS 18 52.0 15.24 .375 7.555 .016 825.0 7.36 91.7 18 48.5 14.25 .320 7.500 .016 798.3 7.48 88.7 B I lib 15 71.0 20.95 .520 7.500 .020 796.2 6.16 106.2 15 64.0 18.81 .605 7.195 .020 664.9 5.95 88.6 Bloa 15 54.0 15.88 .410 7.000 .020 610.0 6.20 81.3 15 46.0 13.52 .440 6.810 .020 484.8 5.99 64.6 B 1 5 15 41.0 12.02 .340 6.710 .020 456.7 6.16 60.9 15 38.0 11.27 .290 6.660 .020 442.6 6.27 59.0 B 12a 12 36.0 10.61 O CO 6.300 025 269.2 5.04 44.9 12 32.0 9.44 .335 6.205 .025 228.5 4.92 38.1 B12 12 28.5 8.42 .250 6.120 .025 216.2 5.07 36.0 BIO 10 28.5 8.34 .390 5.990 .029 134.6 4.02 26.9 10 23.5 6.94 .250 5.850 .029 122.9 4.21 24.6 BO 9 24.0 7.04 .365 5.555 .033 92.1 3.62 20.5 9 20.0 6.01 .250 5.440 .033 85.1 3.76 18.9 8 19.5 5.78 .325 5.325 .037 60.6 3.24 15.1 BS 8 17.5 5.18 .250 5.250 .037 57.4 3.33 14.3 W = Safe load in pounds, uniformly distributed, including weight of beam. L = Span, in feet. M = Moment of forces, in foot pounds. ST. PAUL FOUNDRY CO. 105 PROPERTIES OF BETHLEHEM I BEAMS COEFFICIENTS OF STRENGTH Maxi¬ mum Safe Neutral Axis Coin¬ cident with Center Line of web For Fiber Add for Add for Shear Section Stress each Lb. for Fi ber Stress each Lb. on Wel>, XT 1 of 16,000 nbs. Increase of 12,500 Lbs Increase N umber per Sq. Inch in weight per Sq. Inch for in weight in of of for Buildings of Beam Moving Loads of Beam Pounds Inertia Gyration C C’ r r’ 3,726,000 15,690 2,910,900 12,270 103,800 165.0 2.16 B30 3,058,400 14,640 2,389,300 11,450 89,000 131.5 2.06 B2S 2,442,800 13,600 1,90S,500 10,630 75,300 101.2 1.96 B2G 2,117,300 12,550 1,654,100 9,820 75,100 91.1 1.92 B24a 1,991,900 12,550 1,556,200 9,820 93,100 78.0 1.78 B24 1,858,700 12,550 1,452,100 9,820 54,000 74.4 1.86 1,663,800 10,460 1,299,800 8,180 102,400 79.9 1.82 B20a 1,564,300 10,460 1,222,100 8,ISO 64,900 75.9 1.S8 1,353,500 10,460 1,057,400 8,180 88,200 51.2 1.59 1,303,600 10,460 1,018,500 8,180 69,400 49.8 1.62 B20 1,250,300 10,460 976,800 8,180 50,000 48.3 1.66 1,046,900 9,410 817,900 7,360 78,000 39.1 1.50 997,900 9,410 779,600 7,360 57,500 37.7 1.54 BIS 977,700 9,410 763,900 7,360 49,200 37.1 1.56 946,100 9,410 739,100 7,360 36,700 36.2 1.59 1,132,400 7,840 884,700 6,140 77,900 61.3 1.71 B15b 945,600 7,840 738,700 6,140 93,900 41.9 1.49 B15a 867,600 7,840 677,800 6,140 54,800 38.3 1.55 689,500 7,840 538,600 6,140 60,000 25.2 1.36 649,400 7,840 507,400 6,140 39,900 24.0 1.41 BI5 629,500 7,840 491,800 6,140 30,100 23.4 1.44 478,600 6,280 373,900 4,910 32,200 • 21.3 1.42 B12a 406,200 6,280 317,300 4,910 35,800 16.0 1.30 B12 384,400 6,280 300,300 4,910 22,200 15.3 1.35 287,100 5,230 224,300 4,090 39,800 12.1 1.21 BIO 262,200 5,230 204,800 4,090 21,000 11.2 1.27 218,300 4,710 170,600 3,680 33,900 8.8 1.12 BO 201,800 4,710 157,600 3,680 20,100 8.2 1.17 161,600 4,180 126,200 3,270 26,900 6.7 1.08 BS 153,000 4,180 119,600 3,270 18,900 6.4 1.11 C and C' = Coefficients Riven in the table. W = C -"':-L M= c °r- C’ Cor C' = W L = 8 M - 2 /gfS Lj 8 DIMENSIONS AND PROPERTIES OF BETHLEHEM ROLLED STEEL 14" H COLUMNS Weight of Section, lbs. per Foot Area of Section, Square inches AXIS XX. AXIS YY. Moment- of Inertia I Section Modulus s Radius of Gyration, Inches r Moment of Inertia I' Section Modulus S' Radius of Gyration, Inches r' 83.5 24.46 884.9 128.7 6.01 294.5 42.3 3.47 91.0 26.76 976.8 140.8 6.04 325.4 46.6 3.49 99.0 29.06 1070.6 153.0 6.07 356.9 51.0 3.50 106.5 31.38 1166.6 165.2 6.10 387.8 55.2 3.52 114.5 33.70 1264.5 177 .5 6.13 420.3 59.7 3.53 122.5 36.04 1364.6 189.9 6.16 453.4 64.2 3.55 130.5 38.38 1466.7 202.3 6.18 486.9 68.8 3.56 138.0 40.59 1568.4 214.5 6.21 510.7 73.3 3.58 146.0 42.95 1674.7 227.1 6.24 554.4 77.9 3.59 154.0 45.33 1783.3 239.8 6.27 589.5 82.6 3.61 162.0 47.71 1894.0 252.5 6.30 626.1 87.5 3.62 170.5 50.11 2007.0 265.4 6.33 662.3 92.3 3.64 178.5 52.51 2122.3 278.3 6.36 699.0 97.2 3.65 186.5 54.92 2239.8 291.4 6.39 736.3 102.1 3.66 195.0 57.35 2359.7 304.5 6.41 774.2 107.0 3.67 203.5 59.78 2481.9 317.7 6.44 812.6 112.0 3.69 211.0 62.07 2603.3 330.6 6.48 849.8 116.9 3.70 219.5 64.52 2730.2 344.0 6.51 889.3 122.0 3.71 227.5 66.98 2859.6 357.5 6.53 929.4 127.1 3.73 236.0 69.45 2991.5 371.0 6.56 970.0 132.3 3.74 244.5 71.94 3125.8 384.7 6.59 1011.3 137.6 3.75 253.0 74.43 3262.7 398.5 6.62 1053.2 142.9 3.76 261.5 76.93 3402.1 412.4 6.65 1095.6 148.3 3.77 270.0 79.44 3544.1 426.4 6.68 1138.7 153.7 3.79 278.5 81.97 3688.8 440.5 6.71 1182.4 159.1 3.80 287.5 84.50 3836.1 454.7 6.74 1226.7 164.7 3.81 Section Number H14 ST. PAUL FOUNDRY CO. DIMENSIONS AND PROPERTIES OF BETHLEHEM ROLLED STEEL 12 H" COLUMNS. Section Number. H12 Weight DIMENSIONS, IN INCHES. Section, lbs. per Foot D N ominal T B IF M N G 64.5 ll H % 11.92 .39 .567 .683 16 H 71.5 1174 a 11.96 .43 .630 .745 16 74 78.0 12 H 12.00 .47 .693 .808 17 84.5 12 % 13 16 12.04 .51 .755 .870 17 H 91.5 12 J* Vs 12.08 .55 .817 .933 17 M 98.5 12 % 15 T6 12.12 .59 .880 .995 17 y 8 105.0 12 y 2 1 12.16 .63 .942 1.058 17* 112.0 12 H 1* 12.20 .67 1.005 1.120 17* 118.5 12 3 A i y 8 12.23 .70 1.067 1.183 17 ti 125.5 1274 ift 12.27 .74 1.130 1.245 17 B 132.5 13 1M 12.31 .78 1.192 1.308 17 H 139.5 13 Vs 12.35 .82 1.255 1.370 18 146.5 13 a m 12.39 .86 1.317 1.433 is y 8 153.5 13« 1 12.43 .90 1.380 1.495 18 Ya. 161.0 13 X 1H 12.47 .94 1.442 1.558 1SV s is constant = 9.21" ST. PAUL FOUNDRY CO. 109 DIMENSIONS AND PROPERTIES OF BETHLEHEM ROLLED STEEL 12" H COLUMNS. Weight Area AXIS XX AXIS YY of Section lbs. per Foot ot Section, Square Inches Moment of Inertia I Section Modulus S Radius of Gyration, Inches r Moment of Inertia I' Section Modulus S' Radius of Gyration, inches r' 64.5 19.00 499.0 84.9 5.13 168.6 28.3 2.98 71.5 20.96 556.6 93.7 5.15 188.2 31.5 3.00 78.0 22.94 615.6 102.6 5.18 208.1 34.7 3.01 84.5 24.92 676.1 111.5 5.21 228.5 37.9 3.03 91.5 26.92 738.1 120.5 5.24 249.2 41.3 3.04 98.5 28.92 801.7 129.6 5.27 270.1 44.6 3.06 105.0 30.94 866.8 138.5 5.30 291.7 48.0 3.07 112.0 32.96 933.4 147.9 5.33 313.6 51.4 3.08 118.5 34.87 1000.0 156.9 5.36 335.0 54.8 3.10 125.5 36.91 1069.8 166.2 5.38 357.7 58.3 3.11 132.5 38.97 1141.3 175.6 5.41 380.7 61.9 3.13 139.5 41.03 1214.5 185.0 5.44 404.1 65.4 3.14 146.5 43.10 1289.4 194.6 5.47 428.0 69.1 3.15 153.5 45.19 1366.0 204.3 5.50 452.2 72.8 3.16 161.0 47.28 1444.3 214.0 5.53 477.0 76.5 3.18 Section Number H12 110 ST. PAUL FOUNDRY CO. DIMENSIONS AND PROPERTIES OF BETHLEHEM ROLLED STEEL 10" H COLUMNS. Weight DIMENSIONS, IN INCHES. of Section Section, N umber lbs. Nominal per Foot D T B W M N G L 49.0 974 9 1 6 9.97 .36 .514 .611 14*' 54.0 10 Vs 10.00 .39 .577 .673 14* 59.5 1074 a 10.04 .43 .639 .736 14 A 65.5 10 X x 10.08 .47 .702 .798 1454 71.0 1054 13 16 10.12 .51 .764 .861 14 74 cq 77.0 10 x 7 4 / o 10.16 .55 .827 .923 1454 t- II 82.5 10 % 14 10.20 .59 .889 .986 14 X a HIO 88.5 iom i 10.24 .63 .952 1.048 1474 c$ CO 94.0 1074 1A 10.28 .67 1.014 1.111 15 O o 99.5 u in 10.31 .70 1.077 1.173 15)4 r fl 105.5 ny 8 l A 10.35 .74 1.139 1.236 Y6 hJ 111.5 11 H IX 10.39 .78 1.202 1.298 15 A 117.5 11 H 1 * 10.43 .82 1.264 1.361 15 A 123.5 1134 iy 10.47 .86 1.327 1.423 15 A ST. PAUL FOUNDRY CO. Ill DIMENSIONS AND PROPERTIES OF BETHLEHEM ROLLED STEEL 10" H COLUMNS. Weight Area AXIS XX. AXIS YY of Section, lbs. per Foot of Section, Square I nches Moment of Inertia I Section Modulus S Radius of Gyration, Inches r Moment of Inertia I' Section Modulus S' Radius of Gyration, Inches r’ Section N umber 49.0 14.37 263.5 53.4 4.28 89.1 17.9 2.49 54.0 15.91 296.8 59.4 4.32 100.4 20.1 2.51 59.5 17.57 331.9 65.6 4.35 112.2 22.3 2.53 65.5 19.23 368.0 71.8 4.37 124.2 24.6 2.54 71.0 20.91 405.2 78.1 4.40 136.5 27.0 2.56 77.0 22.59 443.6 84.5 4.43 149.1 29.4 2.57 82.5 24.29 483.0 90.9 4.46 162.0 31.8 2.58 HIO 88.5 25.99 523.5 97.4 4.49 175.1 34.2 2.60 94.0 27.71 565.2 103.9 4.52 188.6 36.7 2.61 99.5 29.32 607.0 110.4 4.55 201.7 39.1 2.62 105.5 31.06 651.0 117.0 4.58 215.6 41.7 2.64 111.5 32.80 696.2 123.8 4.61 229.9 44.3 2.65 117.5 34.55 742.7 130.6 4.64 244.4 46.9 2.66 123.5 36.32 790.4 137.5 4.67 259.3 49.5 2.67 112 ST. PAUL, FOUNDRY CO. DIMENSIONS AND PROPERTIES OF BETHLEHEM ROLLED STEEL 8" H COLUMNS. Section Number H.S Weight DIMENSIONS, IN INCHES. ot Section, lbs. per Foot D Nominal T B W M N G 31.5 VA 7 16 8.00 .31 .339 .476 11X 34.5 8 Vl 8.00 .31 .462 .538 11X 39.0 OC oc\ 9 TS 8.04 .35 .524 .601 11 A 43.5 8 M x 8.08 .39 .587 .663 11* 48.0 8Vs a 8.12 .43 .649 .726 11 xi 53.0 8 X X 8.16 .47 .712 .788 1 1 LA 1 1 16 57.5 8% 1 3 16 8.20 .51 .774 .851 12 62.0 8 Vi H 8.24 .55 .837 .913 12* 67.0 8Vs LA 16 8.28 .59 .899 .976 12X 71.5 9 i 8.32 .63 .962 1.038 12 M 76.5 9 A 1* 8.36 .67 1.024 1.101 12X 81.0 9 X IX 8.39 .70 1.087 1.163 12X 85.5 9Vs i A 8.43 .74 1.149 1.226 12X 90.5 9 M 1 X 8.47 .78 1.212 1.288 12 M ST. PAUL FOUNDRY CO. 113 DIMENSIONS AND PROPERTIES OF BETHLEHEM ROLLED STEEL 8" H COLUMNS. Weight of Section lbs. per Foot Area AXIS XX. AXIS YY. of Section, Square Inches Moment of Inertia I Section Modulus s Radius of Gyration, Inches r Moment of Inertia I' Section Modulus S' Radius of Gyration, Inches r' Section Number 31.5 9.17 105.7 26.9 3.40 35.8 8.9 1.98 34.5 10.17 121.5 30.4 3.46 41.1 10.3 2.01 39.0 11.50 139.5 34.3 3.48 47.2 11.7 2.03 43.5 12.83 158.3 38.4 3.51 53.4 13.2 2.04 48.0 14.18 177.7 42.4 3.54 59.8 14.7 2.05 53.0 15.53 197.8 46.5 3.57 66.3 16.3 2.07 57.5 16.90 218.6 50.7 3.60 73.1 17.8 2.08 HS 62.0 18.27 240.2 54.9 3.63 80.0 19.4 2.09 67.0 19.66 262.5 59.2 3 65 87.1 21.0 2.11 71.5 21.05 285.6 63.5 3.68 94.4 22.7 2.12 76.5 22.46 309.5 67.8 3.71 101.9 24.4 2.13 81.0 23.78 333.5 72.1 3.75 109.2 26.0 2.14 85.5 25.20 359.0 76.6 3.77 117.2 27.8 2.16 90.5 26.64 385.3 81.1 3.80 125.1 29.6 2.17 114 ST. PAUL FOUNDRY CO SAFE LOADS UNIFORMLY DISTRIBUTED FOR BETHLEHEM GIRDER BEAMS, IN TONS OF 2,000 LBS. Beams Being Secured Against Yielding Sideways. Span in Feet 30 "G Add for each lb. inc. in Wgt. 28 "G Add for each lb. inc. in. Wgt. 21' G Add for each lb. inc. in Wgt. G30a G30 G2Sa G2S G26a G26 200 lbs. 180 lbs. 180 lbs. 165 lbs. 160 lbs. 150 lbs. IS 180.75 161.87 .44 153.75 138.89 .41 128.11 117.47 .38 !<> 171.24 153.35 .41 145.66 131.58 .39 121.37 111.29 .36 20 162.68 145.68 .39 138.38 125.00 .37 115.30 105.72 .34 21 154.93 138.74 .37 131.79 119.05 .35 109.81 100.69 .32 «»«> 147.89 132.44 .36 125.80 113.64 .33 104.82 96.11 .31 211 141.46 126.68 .34 120.33 108.70 .32 100.26 91.93 .30 24 135.56 121.40 .33 115.31 104.17 .31 96.08 88.10 .28 25 130.14 116.55 .31 110.70 100.00 .29 92.24 84.58 .27 20 125.14 112.06 .30 106.44 96.16 .28 88.69 81.32 .26 27 120.50 107.91 .29 102.50 92.60 .27 85.41 78.31 .25 2S 116.20 104.06 .28 98.84 89.29 .26 82.36 75.52 .24 20 112.19 100.47 .27 95.43 86.21 .25 79.52 72.91 .23 :to 108.45 97.12 .26 92.25 83.34 .24 76.87 70.48 .23 :e s 104.95 93.99 .25 89.27 80.65 .24 74.39 68.21 .22 32 101.67 91.05 .25 86.48 78.13 .23 72.06 66.08 .21 33 9S.59 88.29 .24 83.86 75.76 .22 69.88 64.07 .21 34 95.69 85.70 .23 81.40 73.53 .22 67.82 62.19 .20 35 92.96 83.25 .22 79.07 71.43 .21 65.88 60.41 .19 30 90.38 80.93 .22 76.88 69.45 .20 64.05 58.73 .19 37 S7.93 78.75 .21 74.80 67.57 .20 62.32 57.15 .18 3S 85.62 76.67 .21 72.83 65.79 .19 60.68 55.64 .18 30 83.42 74.71 .20 70.96 64.10 .19 59.13 54.22 .17 40 81.34 72.84 .20 69.19 62.50 .18 57.65 52.86 .17 41 79.35 71.06 .19 67.50 60.98 .18 56.24 51.57 .17 42 77.47 69.37 .19 65.89 59.53 .17 54.90 50.34 .16 43 75.66 67.76 .18 64.36 58.14 .17 53.63 49.17 .16 44 73.94 66.22 .18 62.90 56.82 .17 52.41 48.06 .15 72.30 64.75 .17 61.50 55.56 .16 51.24 46.99 .15 40 70.73 63.34 .17 60.16 54.35 .16 50.13 45.97 .15 47 69.22 61.99 .17 58.88 53.19 .16 49.06 44.99 .14 4S 67.78 60.70 .16 57.66 52.09 .15 48.04 44.05 .14 Safe loads given include weight of beam. Maximum fiber stress, 16,000 lbs. per square inch. ST. PAUL FOUNDRY OO. 115 SAFE LOADS UNIFORMLY DISTRIBUTED FOR BETHLEHEM GIRDER BEAMS, IN TONS OF 2,000 Lbs. Beams Being Secured Against Yielding Sideways. Span in Feet 24 "G Add for each lb. Incr in Wgt. 20 "G Add for each lb. Incr. in Wgt. 1S"G Add for each lb. Incr. in Wgt. G24a G24 G20a 020 G1S 140 lbs. 120 lbs. 140 lbs. 112 lbs 92 lbs. 12 155.61 133.60 .52 130.43 104.09 .44 78.59 .39 13 143.64 123.33 .48 120 40 96 09 .40 72.54 .36 14 133.38 114.52 .45 111 80 89 23 .37 67.36 .34 15 124.48 106.88 .42 104.34 83.28 .35 62.87 .31 10 116.71 100.20 .39 97.82 78.07 .33 58.94 .29 1J 109.84 94.31 .37 92.07 73.48 .31 55.47 .28 IS 103.74 8 Q 07 .35 86.95 69.40 .29 52.39 .20 io 98.28 84 38 .33 82.38 65.74 .28 49.63 .25 20 93.37 80.16 .31 78.26 62.46 .26 47.15 .24 21 88.92 76.35 .30 74.53 59.48 .25 44.91 .22 22 84.88 72.88 .29 71.14 56.78 .24 42.87 .21 23 81.19 69.71 .27 68.05 54.31 .23 41.00 .20 24 77.80 66.80 .26 65.22 52.05 .22 39.29 .20 25 74.69 64.15 .25 62.61 49.97 .21 37.72 .19 20 71.82 61.66 .24 60.20 48.04 .20 36.27 .18 27 69.16 59.38 .23 57.97 46.26 .19 34.93 .17 2S 66.69 57.26 .22 55.90 44.61 .19 33.68 .17 20 64.39 55.29 .22 53.97 43.07 .18 32.52 .16 30 62.24 53.44 .21 52.17 41.64 .17 31.43 .16 31 60.24 51.72 .20 50.49 40.30 .17 30.42 .15 32 58.35 50.10 .20 48.91 39.04 .16 29.47 .15 33 56.58 48.58 .19 47.43 37.85 .16 28.58 .14 34 54.92 47.15 .18 46.04 36.74 .15 27.74 .14 35 53.35 45.81 .18 44.72 35.69 .15 26.94 .13 30 51.87 44.54 .17 43.48 34.70 .15 26.20 .13 37 50.47 43.33 .17 42.30 33.76 .14 .13 38 49.14 42.19 .17 41.19 32.87 .14 24 82 .12 30 47.88 41.11 .16 40.13 32.03 .13 24 18 .12 40 46.68 40.08 .16 39.13 31.23 .13 23.58 .12 Safe loads given include weight of beam. Maximum fiber stress, 16,000 lbs. per square inch. Loads given above the heavy lines are greater than safe loads for web crippling. Safe loads given below the dotted line produce deflections exceeding 1-360 of the span. ST. PAUL FOUNDRY CO. SAFE LOADS UNIFORMLY DISTRIBUTED FOR BETHLEHEM GIRDER BEAMS, IN TONS OF 2,000 LBS. Beams Being Secured Against Yielding Sideways. 15"G Add for each lb. Inc. in 12 "G Add for each lb. Inc. in Span, in Feet GI5b G 1 3a G15 G12a G12 140 lbs. 104 lbs. 73 lbs. Wgt. 70 lbs. 55 lbs. Wgt. 10 113.26 86.76 62.83 .39 47.89 38.40 .31 tl 102.96 78.88 57.12 .36 43.54 34.91 .29 12 94.38 72.30 52.36 .33 39.91 32.00 .26 13 87.12 66.74 48.33 .30 36.84 29.54 .24 14 80 90 61.97 44.88 .28 34.21 27.43 .22 15 75.51 57.84 41.89 .26 31.93 25.60 .21 10 70.79 54.23 39.27 .25 29.93 24.00 .20 17 66.62 51.04 36.96 .23 28.17 22.59 .19 IS 62 92 48.20 34.91 .22 26.61 21.33 .18 IO 59.61 45.67 33.07 .21 25.21 20.21 .17 20 56.63 43.38 31.42 .20 23.95 19.20 .16 21 53.93 41.32 29.92 .19 22.81 18.28 .15 OO 51.48 39.44 28.56 .18 21.77 17.45 .14 23 49.24 37.72 27.32 .17 20.82 16.69 .14 24 47.19 36.15 26.18 .16 19.95 16.00 .13 23 45.30 34.71 25.13 .16 19.16 15.36 .13 20 43.56 33.37 24.17 .15 18.42 14.77 .12 27 41.95 32.13 23.27 .15 17.74 14.22 .12 2S 40.45 30.99 22.44 .14 17.10 13.71 .11 20 39.05 29.92 21.67 .14 16.51 13.24 .11 30 _ 37\75 _ 28.92 20.94 .13 15.96 12.80 .10 31 36.54 27.99 20.27 .13 15.45 12.39 .10 32 35.39 27.11 19.63 .12 14.97 12.00 .10 33 34.32 26.29 19.04 .12 14.51 11.64 .10 34 33.31 25.52 18.48 .12 14.09 11.29 .09 35 32.36 24.79 17.95 .11 13.68 10.97 .09 Safe loads given include weight of beam. Maximum fiber stress, 16,000 lbs. per square inch. Load given above the heavy line is greater than safe load for web crippling. Safe loads given below the dotted lines produce deflections exceeding 1-360 of the span. ST. PAUL FOUNDRY CO 117 SAFE LOADS UNIFORMLY DISTRIBUTED FOR BETHLEHEM GIRDER BEAMS, IN TONS OF 2,000 LBS. Beams Being Secured Against Yielding Sideways. Span, in Feet 10"G Add for each lb. Increase in Weight Span, in Feet 0"G Add for each lb. Increase in Weight 8"G Add for each lb. Increase in Weight GIO GO GS 44 lbs. 38 lbs. 32.5 lbs. io 26.05 .26 5 40.50 .47 30.51 .42 11 23.68 .24 O 33.75 .39 25.42 .35 12 21.71 .22 7 28.93 .34 21.79 .30 IS 20.04 .20 8 25731 .29 19.07 .26 14 18.61 .19 O 22.50 .26 16.95 .23 15 17.37 .17 IO 20.25 .23 15.25 .21 Iff 16.28 .16 II 18.41 .21 13.87 .19 1 7 15.32 .15 12 16.88 .20 12.71 .17 IS 14 .47 .15 13 15.58 .18 11.73 .16 Iff 13.71 .14 14 14.47 .17 10.90 .15 20 13.03 .13 15 13.50 .16 10.17 .14 mmm au mm 21 12.40 .12 Iff 12.66 .15 9.53 .13 • 2*2 11.84 .12 17 11.91 .14 * 1 97* ™ .12 23 11.33 .11 18 11.25 .13 8 47 .12 24 10.85 .11 IO .12 .11 25 10.42 .10 20 10.13 .12 7.63 .10 26 10.02 .10 21 9.64 .11 7.26 .10 27 9.65 .10 9.21 .11 6.93 .09 28 9.30 .09 23 8.80 .10 6.63 .09 20 8.98 .09 24 8.84 .10 6.36 .08 30 8.68 .09 25 8.10 .09 6.10 .08 31 8.40 .08 2ff 7.79 .09 32 8.14 .08 27 7.50 .09 33 7.89 .08 28 7.23 .08 34 7.66 .08 20 6.98 .08 35 7.44 .07 30 6.75 .0 Safe loads given include weight of beam. Maximum fiber stress, 16,000 lbs. per square inch. Loads given above the heavy lines are greater than safe loads for web crippling. Safe loads given below the dotted lines produce deflections exceeding 1-360 of the span. 118 ST. PAUL FOUNDRY CO. SAFE LOADS UNIFORMLY DISTRIBUTED FOR BETHLEHEM I BEAMS IN TONS OF 2,000 LBS. Beams being secured against yielding sideways. Span, in Feet 30 I Add for each 11). Incr. in Weight 2S"I Add for each lb. Incr. in Weight 20 I Add for each lb. Incr. in Weight Span, in Feet 241 Add for each lb. Incr. in Weight B30 B2S B2G B24a B24 120 lbs. 105 lbs. 90 lbs. 84 lbs. 73 lbs. IS 103.50 .44 84.95 .41 67.86 .38 12 88.22 77.45 .52 19 98.05 .41 80.48 .39 64.29 .36 13 81.43 71.49 .48 20 93.15 .39 76.46 .37 61.07 .34 14 75.62 66.38 .45 21 88.71 .37 72.82 .35 58.16 .32 15 70.58 61.96 .42 OO 84.68 .36 69.51 .33 55.52 .31 in 66.16 58.08 .39 23 81.00 .34 66.49 .32 53.11 .30 1? 62.27 54.67 .37 24 77.62 .33 63.72 .31 50.89 .28 IS 58.81 51.63 .35 25 74.52 .31 61.17 .29 48.86 .27 19 57.72 48.91 .33 20 71.65 .30 58.81 .18 46.98 .26 20 52.93 46.47 .31 27 69.00 .29 56.64 .27 45.24 .25 21 50.41 44.26 .30 2S 66.54 .28 54.61 .26 43.62 .24 OO 48.12 42.24 .29 29 64.24 .27 52.73 .25 42.12 .23 23 46.03 40.41 .27 30 62.10 .26 50.97 .24 40.71 .23 24 44.11 38.72 .26 31 60.10 .25 49.33 .24 39.40 .22 25 42.35 37.17 .25 32 58.22 .25 47.79 .23 38.17 .21 26 40.72 35.74 .24 33 56.45 .24 46.34 .22 37.01 .21 27 39.21 34.42 .23 34 54.79 .23 44.98 .22 35.92 .20 2S 37.81 33.19 .22 35 53.23 .22 43.69 .21 34.90 .19 29 36.50 32.05 .22 30 35.29 30.98 21 30 51.75 .22 42.48 .20 33.93 .19 37 50.35 .21 41.33 .20 33.01 .18 31 34.15 29.98 .20 3S 49.03 .21 40.24 .19 32.14 .18 32 33. OS 29.04 .20 39 47.77 .20 39.21 .19 31.32 .17 33 32.08 28.16 .19 40 46.57 .20 38.23 .19 30.54 .17 34 31.14 27.33 .19 41 45.44 .19 37.30 .18 29.79 .17 33 30.25 26.55 .18 42 44.36 .19 36.41 .18 29.08 .16 30 29.41 25.82 .17 43 43.33 .18 35.56 .17 28.41 .16 37 28.61 25.12 .17 44 42.34 .18 34.75 .17 27.76 .15 3S 27.86 24.46 .17 45 41.40 .17 33.98 .16 27.14 .15 39 27.14 23.83 .16 40 40.50 .17 33.24 .16 26.55 .15 40 26.47 23.23 .16 47 39.64 .17 32.54 .16 25.99 .14 4S 38.81 .16 31.86 .15 25 15 .14 Safe loads given include weight of beam. Maximum fiber stress, 16,000 lbs. per square inch. Loads given above the heavy lines are greater than safe loads for web crippling. ST. PAUL FOUNDRY CO. 119 SAFE LOADS UNIFORMLY DISTRIBUTED FOR BETHLEHEM I BEAMS IN TONS OF 2,000 LBS. Beams being secured against yielding sideways. Span, in Feet 20 I Add for 18"! Add for each lb. Incr. in Wgt. B20a B2G each lb. Incr. in Wgt. BIS 82 lbs. 72 lbs. 69 lbs. 64 lbs. 59 lbs. 59 lbs. 54 lbs. 48.5 lbs. 12 69.33 65.18 56.40 54.32 52.10 .44 43.62 41.58 39.42 .39 13 63.99 60.17 52.06 50.14 48.09 .40 40.26 38.38 36.39 .36 14 59.42 55.87 48.34 46.56 44.65 .37 37.39 35.64 33.79 .34 15 55.46 52.14 45.12 43.45 41.68 .35 34.90 33.26 31.54 .31 16 51.99 48.88 42.30 40.74 39.07 .33 32.71 31.18 29.56 .29 17 48.94 46.01 39.81 38.34 36.77 .31 30.79 29.35 27.83 .28 IS 46.22 43.45 37.60 36.21 34.73 .29 29.08 27.72 26.28 .26 19 43.78 41.17 35.62 34.31 32.90 .28 27.55 26.26 24.90 .25 20 41.60 39.11 33.84 32.59 31.26 .26 26.17 24.95 23.65 .24 21 39.61 37.25 32.23 31.04 29.77 .25 24.93 23.76 22.53 .22 oo jm 37.81 35.55 30.76 29.63 28.42 .24 23.79 22.68 21.50 .21 23 36.17 34.01 29.42 28.34 27.18 .23 22.76 21.70 20.57 .21 24 34.66 32.59 28.20 27.16 26.05 .22 21.81 20.79 19.71 .20 25 33.28 31.29 27.07 26.07 25.01 .21 20.94 19.96 18.92 .19 20 32.00 30.08 26.03 25.07 24.04 .20 20.13 19.19 18.19 .18 27 30.81 28.97 25.07 24.14 23.15 .19 19.39 18.48 17.52 .17 2S 29.71 27.93 24.17 23.28 22.33 .19 18.69 17.82 16.89 .17 29 28.69 26.97 23.34 22.48 21.56 .18 18.05 17.21 16.31 .16 30 27.73 26.07 22.56 21.73 20.84 .17 17.45 16.63 15.77 .16 31 26.84 25.23 21.83 21.03 20.17 .17 16.88 16.10 15.26 . 15 32 26.00 24.44 21.15 20.37 19.54 .16 16.36 15.59 14.78 .15 33 25.21 23.70 20.51 19.75 18.94 .16 15.86 15.12 14.33 .14 34 24.47 23.00 19.90 19.17 18.39 .15 15.40 14.68 13.91 .14 35 23.77 22.35 19.34 18.62 17.86 .15 14.96 14.26 13.52 .13 30 23.11 21.73 18.80 18.11 17.37 .15 14.54 13.86 13.14 .13 37 22.48 21.14 18.29 17.62 16.90 .14 14.15 “ 1 * 1 “ 12 . 78 ” .13 3S 21.89 20.58 17.81 17.15 16.45 .14 13.77 13.13 12.45 .12 39 21.33 20.06 17.35 16.71 16.03 .13 13.42 12.79 12.13 .12 40 20.80 19.55 16.92 16.30 15.63 .13 13.09 12.47 11.83 .12 Safe loads given include weight of beam. Maximum fiber stress, 10,000 lbs. per square inch. Load given above the heavy line exceeds safe load for web crippling. Safe loads below the dotted lines produce deflections exceeding 1-300 of the span. 120 ST. PAUL FOUNDRY CO. SAFE LOADS UNIFORMLY DISTRIBUTED FOR BETHLEHEM I BEAMS IN TONS OF 2,000 LBS.' Beams being secured against yielding sideways. Span, in Feet 15 1 Add for each lb. Incr. in Wgt. Span, in Feet 12 T B15b B15 a B15 B12a B1 2 71 lbs. 54 lbs. 46 lbs. 41 lbs. 38 lbs. 36 lbs. 32 lbs. 28.5 IDs. 12 47.18 36.15 28.73 27.06 26.23 .33 9 26.59 22.57 21.36 13 43.55 33.37 26.52 24.98 24.21 .30 io 23.93 20.31 19.22 14 40.44 30.99 24.62 23.19 22.48 .28 15 37.75 28.92 22.98 21.65 20.98 .25 Zl . i 0 lo .40 1 ( Al 12 19.94 16.92 16.02 1G 35.39 27.11 21.55 20.30 19.67 .26 13 IS.41 15.62 14.79 17 33.30 25.52 20.28 19.10 18.51 .23 14 17.09 14.51 13.73 IS 31.45 24.10 19.15 18.04 17.49 .22 15 15.95 13.54 12.81 19 29.80 22.83 18.14 17.09 16.56 .21 1G 14.96 12 69 12.01 20 28.31 21.69 17.24 16.24 15.74 .20 rr 14.08 11.95 11.31 21 26.96 20.66 16.42 15.46 14.99 .19 18 13.30 11.28 10.68 OO 25.74 19.72 15.67 14.76 14.31 .18 19 12.60 10.69 10.12 23 24.62 18.86 14.99 14.12 13.68 .17 20 11.97 10.15 9.61 24 23.59 18.07 14.36 13.53 13.11 .16 25 22.65 17.35 13.79 12.99 12.59 .16 11 .4U 9.67 10.88 9.23 8.74 26 21.78 16.68 13.26 12.49 12.11 .15 23 10.41 8.83 8.36 27 20.97 16.07 12.77 12.03 11.66 .15 24 9.97 8.46 8.01 28 20.22 15.49 12.31 11.60 11.24 .14 25 9.57 8.12 7.69 29 19.52 14.96 11.89 11.20 10.85 .14 30 18.87 14.46 11.49 10.S2 10.49 .13 y .z u 7 .81 i .oy a M *■ a a 3 D-5 m a m jm wm m h- m 27 8.S6 7.52 7.12 31 18.26 13.99 11.12 10.47 10.15 .13 28 8.55 7.25 6.86 32 17.69 13.56 10.77 10.15 9.84 .12 29 8.25 7.00 6.63 33 17.16 13.15 10.45 9.84 9.54 .12 30 9.98 6.77 6.41 34 16.65 12.76 10.14 9.55 9.26 .12 16.18 12.39 9.85 9.28 8.99 .11 m 7.72 6.55 6.20 32 7.48 6.35 6.01 3G 15.73 12.05 9.58 9.02 8.74 .11 33 7.25 6.15 5.82 37 15.30 11.72 9.32 8.78 8.51 .11 34 7.04 5.97 5.65 38 14.90 11.42 9.07 8.55 8.28 .10 35 6.84 5.80 5.49 39 14.52 11.12 8.S4 8.33 8.07 .10 40 14.15 10.84 8.62 8.12 7.87 .10 Safe loads given include weight of beam. Maximum fiber stress, 16,000 lbs. per square inch. Safe loads below the dotted lines produce deflections exceeding 1-360 of the span. ST. PAUL, FOUNDRY CO. 121 SAFE LOADS UNIFORMLY DISTRIBUTED FOR BETHLEHEM I BEAMS, IN TONS OF 2,000 LBS. Beams being secured against yielding sideways. Span, in Feet lO'T Add for each lb. Incr. in Wgt. Span, in Feet 9 "I Add for each lb. Incr. in Wgt. 8 "I Add for each lb. Incr. in Wgt. BIO B9 B8 28.5 lbs. 23.5 lbs. 24 lbs. 20 lbs. 19.5 lbs. 17.5 lbs 9 15.95 14.57 .29 5 21.83 20.18 .47 16.16 15.30 .42 lO 14.35 13.11 .26 1 1 13.05 11.92 .24 O 18.19 16.81 .39 13.46 12.75 .35 12 11.96 10.92 22 7 15.60 14.41 .34 11.54 10.93 .30 Ill 11.04 10.08 .20 8 13.65 12.61 .29 10.10 9.57 .26 14 10.25 9.36 .19 9 12.13 11.21 .26 8.98 8.50 .23 15 9.57 8.74 .17 HI 10.92 10.09 .24 8.08 7.65 .21 10 8.97 8.19 .16 11 9.92 9.17 .21 7.34 6.96 .19 1 7 8.44 7.71 .15 12 9.10 8.41 .20 6.73 6.38 .17 18 7.97 7.28 .15 13 8.40 7.76 .18 6.21 5.89 .16 HI 7.55 6.90 .14 14 7.80 7.21 .17 5.77 5.47 . 15 20 7.18 6.55 .13 1 5 7.28 6.73 .16 5.39 5.10 .14 x m am « i m mm 21 6.84 6.24 .12 io 6.82 6.31 .15 5.05 4.78 .13 22 6.52 5.96 .12 1 7 d .yd .14 4.75 4 50 .12 23 6.24 5.70 .11 18 6.07 5.61 .13 4.49 4.25 .12 24 5.98 5.46 .11 19 5.75 5.31 .13 4.25 4.03 .11 25 5.74 5.24 .10 20 5.46 5.04 .12 4.04 3.83 .11 20 5.52 5.04 .10 21 5.20 4.80 .11 3.85 3.64 .10 27 5.32 4.86 .10 OO 4.96 4.59 .11 3.67 3.48 .10 2S 5.13 4.68 .09 23 4.75 4.39 .10 3.51 3.33 .09 29 4.95 4.52 .09 24 4.55 4.20 .10 3.37 3.19 .09 30 4.78 4.37 .09 25 4.37 4.04 .10 3.23 3.06 .08 31 20 4.20 3.88 .09 32 27 4.04 3.74 .09 33 28 3.90 3.60 .09 34 1 29 3.76 3.4S .08 35 1 30 3.64 3.36 .08 Safe loads given include weight of beam. Maximum fiber stress, 16,000 lbs. per square inch. Safe loads below the dotted lines produce deflections exceeding 1-360 of the span. 122 ST. PAUL FOUNDRY CO. SAFE LOADS, IN TONS OF 2000 LBS., FOR BETHLEHEM GIRDER BEAMS USED AS COLUMNS. SQUARE ENDS. Allowable stress per square inch: 13,000 lbs. for lengths under 55 radii. 16,000—55 \ for lengths over 55 radii. L 0 -Q g a c3 0 . o o £ fl .2 W .2 a Unsupported I.en gth of Columns, in Feet. d fc fl o ~C 0 -d fl ht pei Lbs. m 8-1 O —1 0 1 Tl ist R? Gyrat Inche 8 9 IO 1 1 12 13 o p t 0 • d 3 *0 0 L. j'o Ft Ft Ft Ft Ft. Ft. m Q <1 G30a 30 200 0 58 71 3 28 381 6 381 6 381 6 381 6 381.6 381.6 G39 30 180 0 53 00 2 86 344 5 344 5 344 5 344 5 344.5 344.5 G2Sa 28 180 0 52 86 3 IS 343 6 343 6 343 6 343 6 343.6 343.6 G2S 28 165 0 48 47 2 77 315 1 315 1 315 1 315 1 315.1 312.7 G2Ga 2G 160 0 46 91 3 05 304 9 304 9 304 9 304 9 304.9 304.9 G2G 2G 150 0 43 94 2 68 285 6 285 6 285 6 285 6 285.6 281.2 G24a 24 140 0 41 16 2 90 267 5 267 5 267 5 267 5 267.5 267.5 G24 24 120 0 35 38 2 .66 230 0 230 0 230 0 230 0 230.0 225.8 G20a 20 140 0 41 19 2 .91 267 8 267 8 267 8 267 8 267.8 267.8 G20 20 112 0 32 81 2 .70 213 3 213 3 213 3 213 3 213.3 210.4 G1S IS 92 0 27 12 2 .59 176 3 176 3 176 3 176 3 175.5 172.0 G15b 13 140 0 41 .27 2 .83 268 2 268 2 268 2 268 2 268.2 267.6 G 1 3a 13 104 0 30 .50 2 .64 198 3 198 3 198 3 198 3 198.3 194.4 GI5 13 73 0 21 .49 2 .39 139 7 139 7 139 7 139 3 136.3 133.4 G1 2 a 12 70 0 20 .58 2 .36 133 .8 133 .8 133 8 133 0 130.1 127.3 G12 12 00 .0 16 .18 2 .24 105 .2 105 2 105 2 103 2 100.9 98.5 GIO io 44 .0 12 .95 2 .10 84 .1 84 ,i 83 .2 81 2 79.2 77.1 GO 9 38 .0 11 .22 1 .98 72 .9 72 .9 71 ,i 69 .2 67.3 65.4 GS 8 32 .5 9 .54 1 .86 62 .0 61 .1 59 1 .4 57 .7 56.0 54.3 Beams not secured against yielding sideways and free to fail in direction of least radius of gyration. ST. PAUL FOUNDRY CO. 123 SAFE LOADS, IN TONS OF 2000 LBS., FOR BETHLEHEM GIRDER BEAMS USED AS COLUMNS. SQUARE ENDS. Allowable stress per square inch: 13,000 lbs. for lengths under 55 radii. 16,000 —55—^ for lengths over 55 radii, r UNSUPPORTED LENGTH OF COLUMNS, IN FEET. d £ O o 14 1.5 1 C> 18 ‘20 «>«> 24 28 32 30 o d O 3 Ft. Ft. Ft. Ft. Ft. Ft. Ft. Ft. Ft. Ft. 381.6 381.6 375.2 363.4 351.5 339.7 327.9 304.3 280.7 257.0 G30a 338.4 332.3 326.2 313.9 301.7 289.5 277.2 252.8 228.3 203.9 G30 343.6 340.6 335.1 324.1 313.1 302.2 291.2 269.3 247.3 225.4 G2Sa 306.9 301.1 295.4 283.8 272.3 260.7 249.2 226.1 203.0 179.9 G2S 304.2 299.2 294.1 283.9 273.8 263.6 253.5 233.2 212.9 192.6 G26a 275.8 270.4 265.0 254.1 243.3 232.5 221 .7 200.0 178.4 156.8 G2G 263.7 259.0 254.3 245.0 235.6 226.2 216.9 198.1 179.4 160.7 G24a 221.4 217.0 212.6 203.8 194.9 1 S 6.1 177.3 J.5!L7_ 142.1 124.4 G24 264.1 259.5 254.8 245.5 236.1 226.8 217.4 198.8 180.1 161.4 G20a 206.4 202.3 198.3 190.3 182.3 174.3 166.2 150.2 134.2 G 20 168.6 165.1 161.7 154.8 147.9 140.9 134.0 1 120,2 106.4 G1S 262.8 258.0 253.2 243.5 233.9 224.3 214.7 195.4 176.2 G13b 190.6 186.8 183.0 175.4 167.8 160.1 152.5 137.3 122.0 G15a 13ft 4 1">7 4 124 5 lis 5 112 6 106.7 100 7 88.9 G15 124.4 121.5 118.6 112.9 107.1 101.4 95.6 84.1 G J 2a 96.1 93.7 91.3 86.6 81.8 77.0 72.3 62.7 G12 75 1 73 i 71 n fi7 ft 62 9 58 8 54 .7 GIO 63.6 61.7 59.8 56.1 52.4 48.6 44.9 GO 52.7 51.0 43.9 45.9 42.5 39.1 35.7 08 Loads given to the right of the zigzag line arc for lengths greater than 125 radii of gyration. 124 ST. PAUL FOUNDRY CO. SAFE LOADS, IN TONS OF 2000 LBS., FOR BETHLEHEM I BEAMS USED AS COLUMNS. SQUARE ENDS. 11 43 -+£ Ja o bfi^O GO TJ cS ’ a -P> CO o CO 3 d . C 03 r- CJ UNSUPPORTED LENGTH OF COLUMNS o c h»Ph o QJ ^ 3 u o • F'c rf 3 GC-Z; p 3 c 5-1 r* Qj r 0 Ph o h-H rt d Ft O Ft 7 Ft S Ft o Ft IO Ft. B30 30 120 0 35 .30 2 16 229 5 229 5 229 5 229 5 229 5 228.5 BUS 28 105 0 30 .88 2 06 200 7 200 7 200 7 200 7 200 7 197.6 B26 20 90 0 26 .49 i 95 172 2 172 2 172 2 172 2 171 6 167.1 B24a 24 84 0 24 .80 i 92 161 2 161 2 161 2 161 2 160 0 155.8 B24 24 83 0 24 .59 i 78 159 9 159 9 159 9 159 9 155 7 151.2 24 73 0 21 .47 i 86 139 6 139 6 139 6 139 6 137 5 133.7 B20a 20 82 0 24 .17 i 82 157 1 157 1 157 1 157 1 153 9 149.5 20 72 0 21 .37 i S8 138 9 138 9 138 9 138 9 137 2 133.5 20 69 0 20 .26 i 59 131 7 131 7 131 7 128 4 124 2 120.0 B20 20 64 0 18 .86 i 62 122 6 122 6 122 6 120 1 116 3 112.5 20 59 0 17 .36 i 66 112 8 112 8 112 8 111 3 107 8 104.4 18 59 0 17 .40 i 50 113 1 112 4 112 4 108 6 104 8 100.9 BIS IS 54 0 15 .87 i 54 103 2 103 2 103 2 99 8 96 4 93.0 IS 52 0 15 .24 i 56 99 i 99 1 99 i 96 _2_ 92 9 89.7 IS 48 5 14 .25 i 59 92 7 92 7 92 7 90 4 87 4 84.5 BI 5b 15 71 0 20 .95 i 71 136 2 136 2 136 2 135 3 131 2 127 2 B15a 1 5 64 0 18 .81 i 49 122 3 122 3 121 3 117 1 113 0 108 -S 1 5 54 0 15 .88 i 55 103 2 103 2 103 2 100 0 96 6 93.3 15 46 0 13 .52 i 36 87 9 87 9 85 2 81 9 78 6 75.3 B15 15 41 0 12 .02 i 41 78 1 78 1 76 5 73 6 70 S 68.0 15 38 0 11 .27 i 44 73 2 73 2 72 i 69 5 66 9 64.3 B1 2a 12 36 0 10 .61 i 42 69 0 69 0 67 6 65 2 62 7 60.2 B12 12 32 0 9 .44 i 30 61 4 61 2 58 8 56 4 54 0 51.6 12 28 5 8 .42 i 35 54 8 54 8 53 0 50 9 48 9 46.8 BIO io 28 5 8 .34 i 21 54 2 53 0 50 8 48 5 46 2 44.0 IO 23 5 6 .94 i 27 45 l 44 7 42 9 41 1 39 3 37.5 BO O 24 0 7 .04 i 20 45 8 44 7 42 8 40 9 38 9 37.0 O 20 0 6 .01 i 17 39 1 37 9 36 2 34 5 32 8 31.1 BS 8 IS 5 5 .78 i 08 37 4 35 6 33 9 32 i 30 3 28.6 S 17 5 5 18 i 11 33 6 32 2 30 6 29 i 27 6 26.0 Beams not secured against yielding sideways and free to fail in direction of least radius of gyration. ST. PAUL FOUNDRY CO. 125 SAFE LOADS, IN TONS OF 2000 LBS., FOR BETHLEHEM I BEAMS USED AS COLUMNS SQUARE ENDS. UNSUPPORTED LENGTH OF COLUMNS. 1 1 12 i:t 14 15 10 IS 20 oo 24 o 3 Ft. Ft. Ft. Ft. Ft. Ft. Ft. Ft. Ft. Ft. £ 223.1 217.7 212.3 206.9 201.5 196.1 185.3 174.6 163.8 153.0 B30 192.6 187.7 182.7 177.8 172.9 167.9 158.0 148.1 138.2 128.3 B2S 162.6 158.1 153.6 149.1 144.7 140.2 131.2 122.3 113.3 104.3 B2G 151.5 147.2 143.0 138.7 134.4 130.2 121.7 113.1 104.6 96.1 B24a 146.6 142.0 137.5 132.9 128.4 123.8 114.7 105.6 96.4 B24 129.9 126.1 122.3 118.5 114.6 110.8 103.2 95.6 88.0 145.2 140.8 136.4 132.0 127.6 123.2 114.5 105.7 97.0 129.7 126.0 122.2 118.5 114.7 111.0 103.4 95.9 88.4 115.8 111 .6 107.4 103.2 99.0 94.8 86.4 78.0 108.6 104 8 100.9 97.1 93.3 89.4 81.7 74.0 100.9 97 5 94.0 90.6 87.1 83.7 76.8 69.9 IS JO 97.1 93 3 89.5 85.6 81.8 78.0 70.3 62.7 89.6 86 2 82.8 79.4 76.0 72.6 59.0 86.5 83 3 89.0 76.8 73.6 70.4 63.9 57.5 BIS 81.5 78 5 72.6 69.7 66.7 60.8 54.9 123.1 119.1 115.0 111.0 107.0 102.9 94.8 86.7 B15b 104 6 100 5 96 3 92.1 88.0 83.8 75.5 67.2 B1 5a 89.9 72 1 86.5 68 8 83.1 65.5 79.7 62.2 76.3 58.9 73.0 55.7 66.2 49.1 59.4 62 4 59 6 56.8 54.0 51.1 45.5 61.7 5Q ‘2 56 6 54.0 51.4 48.8 43.7 l> ■ •» 55 3 52 8 50 4 47.9 45.4 40.5 B 1 2a 49 2 46 ft 44 4 42 0 39 6 37.2 44.7 42 7 40 6 38 6 36.5 34.4 t> i j 41 7 3Q 4 37 1 34 9 32 6 30.3 BIO 35.7 33^9 32.1 30.3 28.5 26.6 35.0 33.1 31.2 29.2 27.3 Allowable Stress per square inch: BO 29.4 27.7 26.0 24.3 22.7 13,000 lbs. for lengths under 55 radii, 26.8 25.0 23.3 21.5 19.7 16.000-55 ^ for lengths over 55 radii. BS 24.5 22.9 21.4 19.9 18.3 r Loads given to the right of the zigzag line are for lengths greater than 125 radii of gyration. 126 ST. PAUL FOUNDRY CO. SAFE LOADS, IN TONS OF 2000 LBS., FOR BETHLEHEM ROLLED STEEL 14" H COLUMNS. i B i i.---SQUARE ENDS. Allowable stress per square inch: 13,000 lbs. for lengths under 55 radii. 16,000- 55-for lengths over 55 radii. r Section Number. Weight of Section, ubs. per Foot. DIMENSIONS, Inches. Area of Section, Square Inches. Least Radius of Gyration, Inches. UNSUPPORTED LENGTH OF COLUMNS. D T IO Ft. 12 Ft. 14 Ft. 10 Ft, *18 Ft. 83.5 13 H 13.92 24.46 3.47 159.0 159.0 159.0 158.5 153.8 91.0 13JS X 13.96 26.76 3.49 173.9 173.9 173.9 173.6 168.5 99.0 14 13 14.00 29.06 3.50 188.9 189.0 189.0 188.6 183.2 100.5 14 Vs 14.04 31.38 3.52 204.0 204.0 204.0 204.0 198.1 114.5 1444 1 5 14.08 33.70 3.53 219.1 219.1 219.1 219.1 212.9 122.5 uy 8 1 14.12 36.04 3.55 234.3 234.3 234.3 234.3 228.0 130.5 UV 2 ItV 14.16 3S.3S 3.56 249.5 249.5 249.5 249.5 243.0 138.0 uy 8 1M 14.19 40.59 3.58 263.8 263.8 263.8 263.8 257.4 146.0 14 M 1 _3_ 14.23 42.95 3.59 279.2 279.2 279.2 279.2 272.5 154.0 14 ps 134 14.27 45.33 3.61 294.7 294.7 294.7 294.7 288.1 162.0 15 1* 14.31 47.71 3.62 310.1 310.1 310.1 310.1 303.4 H 1 4 170.5 15 bs Ws 14.35 50.11 3.64 325.7 325.7 325.7 325.7 319.0 178.5 15 34 lft 14.39 52.51 3.65 341.3 341 .3 341.3 341 .3 334.6 186.5 1534 134 14.43 54.92 3.66 357.0 357.0 357.0 357.0 350.3 195.0 15 y 130 ST. PAUL FOUNDRY CO. Q SAFE LOADS, IN TONS OF 2000 LBS., FOR BETHLEHEM ROLLED STEEL 10" H COLUMNS. SQUARE ENDS. Allowable stress per square inch: 13,000 lbs. for lengths under 55 radii. 16,000-55 —-— for lengths over 55 radii, r fl <3 ^ +5 - o -d a o d 03 O 01 »-d ZJ o v d DIMENSIONS, INCHES. .3 d ^3.2 c3 Vs UNSUPPORTED LENGTH OF COLUMNS. .SPofe K g S 3 o'-d ^ *+-> 0) ° *3 -4-3 ►>> «-'Z > cl O j o3 d D T B 0) io 11 12 13 14 o 1-1 3 Ft. Ft. Ft. Ft. Ft. 49.0 ct> re 9.97 14.37 2.49 93.5 93.5 92.1 90.2 88.3 54.0 10 % 10.00 15.91 2.51 103.4 103.4 102.2 100.1 98.0 59.5 10 X a 10.04 17.57 2.53 114.2 114.2 113.1 110.8 108.5 65.5 10X /4 10.08 19.23 2.54 125.0 125.0 123.9 121.4 118.9 71.0 10% 1 3 ltt 10.12 20.91 2.56 135.9 135.9 134.9 132.2 129.5 77.0 10% Vs 10.16 22.59 2.57 146.8 146.8 145.9 143.0 140.1 H 1 0 82.5 10 % 1 5 16 10.20 24.29 2.58 157.9 157.9 157.0 153.9 150.8 88.5 10% 1 10.24 25.99 2.60 168.9 168.9 168.3 165.0 161.7 94.0 10% iiV 10.28 27.71 2.61 180.1 180.1 179.6 176.1 172.6 99.5 11 IX 10.31 29.32 2.62 190.6 190.6 190.2 186.6 182.9 105.5 u Vs 1 A 10.35 31.06 2.64 201.9 201.9 201.9 198.0 194.1 111.5 11 % l X 10.39 32.80 2.65 213.2 213.2 213.2 209.3 205.2 117.5 11% l* 10.43 34.55 2.66 224.6 224.6 224.6 220.7 216.4 123.5 11% i% 10.47 36.32 2.67 236.1 236.1 236.1 232.2 772.2 For detail dimensions, see page 110. ST. PAUL FOUNDRY CO. 131 SAFE LOADS, IN TONS OF 2000 LBS., FOR BETHLEHEM ROLLED STEEL 10" H COLUMNS. SQUARE ENDS. Allowable stress per square Inch: 13,000 lbs. for lengths under 55 radii. 16,000-55 —for lengths over 55 radii, r UNSUPPORTED LENGTH OF COLUMNS. 15 Ft. 16 Ft. 18 Ft. 20 Ft. o*> Ft. 24 Ft. 26 Ft. 28 Ft. 30 Ft. 32 Ft. lbs. per Foot 86.3 84.5 80.7 76.9 73.1 69.3 65.4 61.6 57.8 54.0 49.0 95.9 93.8 S9.6 85.4 81.3 77.1 72.9 68.7 64.5 60.3 54.0 106.2 103.9 99.3 94.7 90.1 85.6 81.0 76.4 71.8 67.2 59.5 116.4 113.9 108.9 103.9 98.9 93.9 88.9 83.9 78.9 73.9 65.5 126.9 124.2 118.8 113.4 108.0 102.6 97.2 91.8 86.4 81.0 71.0 137.2 134.3 128.5 122.7 116.9 111.1 105.3 99.5 93.7 87.9 77.0 147.7 144.6 138.4 132.2 126.0 119.8 113.5 107.3 101.1 94.9 82.5 158.4 155.1 148.5 142.0 135.4 128.8 122.2 115.6 109.0 102.4 88.5 169.1 165.6 158.6 151.6 144.6 137.6 130.6 123.6 116.6 109.6 94.0 179.2 175.5 168.1 160.7 153.3 145.9 138.5 131.2 123.8 116.4 99.5 190.3 186.4 178.6 170.8 163.1 155.3 147.5 139.8 132.0 124.2 105.5 201.2 197.0 188.9 180.7 172.5 164.4 156.2 148.0 139.9 131.7 111.5 212.1 207.8 199.2 190.7 182.1 173.5 165.0 156.4 147.8 139.2 117.5 223.2 218.7 209.8 200.8 191.8 182.8 173.8 164.9 155.9 146.9 123.5 Wgt. of Loads to the right of the heavy line are for lengths greater than 125 radii. ST. PAUL FOUNDRY CO. j 132 SAFE LOADS, IN TONS OF 2000 LBS., FOR BETHLEHEM ROLLED STEEL 8" H COLUMNS. SQUARE ENDS. Allowable stress per square Inch: 13,000 lbs. for lengths under 55 radii. 16,000-55—— for lengths over 55 radii, r Weight of Section, Lbs. per Foot DIMENSIONS, INCHES Area of Section, Square Inches adius of , Inches. UNSUPPORTED LENGTH OF COLUMNS. D T B Least It; Gyration S Ft. 9 Ft. io Ft. 1 1 F, 12 Ft. 31.5 7Vs T6 8.00 9.17 1.98 59.7 59.7 58.1 56.5 55.0 34.5 8 Vi 8.00 10.17 2.01 66.1 66.1 64.7 63.0 61.3 39.0 8 H 9 1 6 8.04 11.50 2.03 74.8 74.8 73.3 71.4 69.6 43.5 8 M % 8.08 12.83 2.04 83.4 83.-4 81.9 79.8 77.7 48.0 8% « 8.12 14.18 2.05 92.2 92.2 90.6 88.3 86.1 53.0 8 Yt M 8.16 15.53 2.07 101.0 101.0 99 .-5 97.0 94.5 57.5 8! Vs 1 3 16 8.20 16.90 2.08 109.9 109.9 108.4 105.7 103.0 62.0 8 % Vs 8.24 18.27 2.09 118.8 118.8 117.3 114.4 111.5 67.0 8Vs 1 5 1 6 8.28 19.66 2.11 127.8 127.8 126.5 123.5 120.4 71.5 9 1 8.32 21.05 2.12 136.8 136.8 135.6 132.4 129.1 76.5 9'A 1* 8.36 22.46 2.13 146.0 146.0 144.9 141.4 137.9 81.0 9H i a 8.39 23.78 2.14 154.6 154.6 153.6 149.9 146.2 85.5 9% 1 A 8.43 25.20 2.16 163.8 163.8 163.1 159.3 155.4 90.5 9 ^ 1M 8.47 26.64 2.17 173.2 173.2 172.6 168.6 164.5 For detail dimensions, see page 112. ST. PAUL FOUNDRY CO. 133 SAFE LOADS IN TONS OF 2000 LBS., FOR BETHLEHEM ROLLED STEEL 8" H COLUMNS. SQUARD ENDS. Allowable stress per square Inch: 13,000 lbs. for lenhths under 55 radii. 16,000-55* * for lengths over 55 Jadii. UNSUPPORTED LENGTH OF COLUMNS. Wgt. IS Ft. 14 Ft. 15 Ft. io Ft. 17 Ft. IS Ft. 20 Ft. Ft. 24 Ft. 20 Ft. Sec., lbs. per Foot 53.5 52.0 50.4 48.9 47.4 45.9 42.8 39.7 36.7 31.5 59.7 58.0 56.3 54.6 53.0 51.3 48.0 44.6 41.3 38.0 34.5 67.7 65.8 64.0 62.1 60.2 58.4 54.6 50.9 47.1 43.4 39.0 75.7 73.6 71.5 69.4 67.4 65.3 61.1 57.0 52.8 48.7 43.5 83.8 81.5 79.2 76.9 74.6 72.4 67.8 63.2 58.7 54.1 '. 8.0 92.1 89.6 87.1 84.6 82.2 79.7 74.7 69.8 64.8 59.9 53.0 100.3 97.7 95.0 92.3 89.6 86.9 81.6 76.2 70.9 65.5 57.5 108.7 105.8 102.9 100.0 97.1 94.2 88.5 82.7 76.9 71.2 62.0 117.3 114.2 111.2 108.1 105.0 101.9 95.8 89.6 83.5 77.3 67.0 125.8 122.5 119.2 116.0 112.7 109.4 102.9 96.3 89.8 83.2 71.5 134.4 131.0 127.5 124.0 120.5 117.0 110.1 103.1 96.2 89.2 76.5 142.6 138.9 135.2 131.6 127.9 124.2 116.9 109.6 102.2 94.9 81.0 151.6 147.7 143.9 140.0 136.1 132.3 124.6 116.9 109.2 101.5 85.5 160.5 156.4 152.4 148.3 144.3 140.2 132.1 124.0 115.9 107.8 90.5 Loads to the right of the zigzag line are for lengths greater than 125 radii. 134 ST. PAUL FOUNDRY CO. CAST IRON SEPARATORS FOR BETHLEHEM GIRDER BEAMS. Separators for 18 to 30 inch Beams are % inch Metal. Separators for 8 to 15 inch Beams are % inch Metal. & SEPARATORS WITH THREE BOLTS. DESIGNATION OF BEAM. DISTANCES. BOLTS. WEIGHTS IN POUNDS. Section Number. Depth, Inches. Weight per Foot, Pounds. Out to Out of Flanges of Beams, Inches. Center to Center of Beams, Inches. Width of X/x Separator, Inches. Center to O Center, Inches. Length, Inches. Separators. Bolts and N uts. X/i Separator for Width. Increase for 1" additional Spread of Beams. Bolts and Co Nuts for Width. Increase for 1" additional Spread of Beams. GSOa 30 200.0 30 % 15% 15 10 17 % 73.0 4.50 7.7 .375 030 30 180.0 26 % 13% 13 10 15% 65.0 4.50 7.0 .375 G2!Sa 28 180.0 29% 15 14% 7 % 16% 65.0 4.15 7.4 .375 G2S 28 165.0 23% 13% 12% 7% 15 60.0 4.15 6.8 .375 G2Ga 26 160.0 27% 14% 13% 7 % 16 59.0 3.85 7.1 .375 G2G 26 150.0 24% 12% 12% 7% 14% 53.0 3.85 6.6 .375 SEPARATORS WITH TWO BOLTS. G24a 24 140 0 26% 13% 13% 12 % 15% 50.0 3 50 4 6 .25 G24 24 120 0 24% 12% 12% 12% 14% 47.0 3 50 4 3 .25 G20a 20 140 0 25 % 13 12% 10 14% 39.0 2 80 4 5 .25 G20 20 112 0 24 % 12% 12 10 14 3S.0 2 80 4 3 .25 GBS 18 92 0 23% 12 11% 10 13 % 34.0 2 60 4 2 .25 G1 5 b 15 140 0 24 12% 11% 7% 14 22.0 1 50 4 3 .25 G 1 5a 15 104 0 23 11% 11 % 7% 13% 22.0 1 60 4 2 .25 G1 5 15 73 0 21 % 11 10% 7% 12% 21.0 1 60 4 0 .25 G12a 12 70 0 20% 10% 10 5 12 17.5 1 30 3 8 .25 G 1 2 12 55 0 20% 10% 10 5 11% 17.5 1 30 3 8 .25 SI ’.PARATORS \\ r ITII ONE BOLT. GIO 10 44 0 18 % 9 % 9% 10% 11.0 1 10 1 8 .125 GO 9 38 0 17% 9 8% 10% 10.0 1 00 1 7 .125 GS 8 32 5 16% s% 8% 9% 8,0 85 1 7 .125 All Bolts % inch diameter. ST. PAUL FOUNDRY CO. 135 CAST IRON SEPARATORS FOR BETHLEHEM SPECIAL I BEAMS. . r-€ c 11 r-C S 1 i i i i 2F IE ff 1 c i-C 11 -«S~. < i —, Separators for 18 to 30 inch Beams are 54 inch Metal. Separators for 8 to 15 inch Beams are 74 inch Metal. SEPARATORS WITH THREE BOLTS. DESIGNATION OF BEAM. DISTANCES. BOLTS. WEIGHTS IN POUNDS. Section Number. Depth, Inches, j Weight per Foot, Pounds. Out to Out of Flanges of Beams, Inches. Center to Center of Beams, Inches. Width of Xji Separator, Inches. Center to C5 Center, Inches. Length, Inches. Separators. Bolts and Nuts Separator Ui for Width. Increase for 1" additional Spread of Beams. Bolts and Nuts for Width. Increase for 1" additional Spread of Beams. B30 30 120.0 20 54 10 51 1074 10 12 74 47.8 4.50 5.8 .375 BliS 28 105.0 1974 10 M 954 7 74 1154 42.3 4.15 5.6 .375 B26 20 90.0 1874 9 54 9 71 7 74 1174 37.9 3.85 5.4 .375 SEPARATORS WITH TWO BOLTS. B24a 24 84.0 18 A 954 874 12 74 10 54 33.7 3.65 3.5 .25 B24 24 73.0 18 74 9 74 874 1274 io 3 4 33.7 3.65 3.5 .25 B20a 20 72.0 1754 9 8 7*4 10 10 74 26.7 3.00 3.4 .25 B20 20 59.0 16 74 874 7 7 4 10 10 25. 3.00 3.2 .25 B 1S 18 48.5 15 7 54 734 10 9 21.4 2.70 3.1 .25 B 1 3b 15 71.0 15 74 7 54 774 774 9 14 12.7 1.65 3.1 .25 B1 3a 15 54.0 14 74 714 7 7 74 9 12.3 1.65 3.1 .25 BI3 15 38.0 14 7 74 7 7 74 8 74 13.3 1.80 3.0 .25 B 1 2a 12 36.0 13* 6 54 654 5 8 9.1 1.30 2.8 .25 BI 2 12 28.5 1254 674 674 5 7 54 9.0 1.30 2.8 .25 SEPARATORS WITH ONE BOLT. BIO 10 23.51 12 1 , 6 74 6 I ... . 774 7.5 1.10 1.4 .125 BO 9 20.0 11 '4 5 54 5 74 . 7 6.4 1.00 1.3 .125 BS 8 17.5| 1074 I 554 554 1. 654 5.5 .85 1 1.3 .125 All Bolts 51 inch diameter. 136 ST. PAUL FOUNDRY CO. CONNECTION ANGLES FOR BETHLEHEM GIRDER BEAMS. 30G. t * » » i * > ¥ » -*- ill ■55t- >-4 ; M . 7 Spaces g, 3 92 lbs. 2-Ls-6x6x ft"-2'-0" 26 and 28 Gs. Ill' --#f--W I lL 6Spares©.3* llji SO lbs. 2-Ls-6x6x t 7 0 "-1'-9" 24 G. T =1=*= -4--t~-1- lii 5 Spaces ©3' l|i ’ 08 lbs.” " 2-Ls-6x6x .V'-l'-G" 20 G. 4 -t rrx ill: 4 Spaces __ 53 lbs’"" 1 ” 4 *" 2-Ls-6x6x -*+ 8 and 9 Gs. l| 2 Ll|' ti 4-*- -I jSJ^ 20 lbs. 2- Ls-6 xG x , v O'- 5" 18'G. -4-4----“—I 4—f- >■»«« «»» C •Si jjljjt Spaces ©21 ^il^* f49 lbs. 2-Ls-6x6x rf"-l'-0 W 15 G. 144 MliU xr ^4 HIM. M I 39 lbs. 2-Ls-6x6x 1 V , -0 , -10 v 10 and 12 Gs. if 2i~ 2i'l|' 1T'+-■“ 30 lbs. 2-Ls-6x6x i 7 t"-0'-7 J •/' Spacing same in both legs of angles unless shown otherwise. All holes ii" diameter, for %" diameter rivets or bolts. ST. PAUL. FOUNDRY CO. 137 CONNECTION ANGLES FOR BETHLEHEM I BEAMS 30 I. _^Spaces@_2j_ 50 lbs. 2-Ls 4x4x 28”I. t-rr [i jf 8 Spaces@2g* jl^ 5«lbs7~ 2-Ls 4x4x Vi' .x-J I - 1 26 I i « i i i mm* o — —-f -W 1-1 _ 7§»a.ces@i.'£_jl^ 45 lbs. 2-Ls 4x4x 24 I =*=t cv! jl^_ 6Spaces@-2l jl| 39 Tbs. 2-Ls-4x4x 20 1 . —«—i—-—-—-L- cv T-^ fT T » -+ 11 5 8paces©2l jlj ' 34 lbs. 2-Ls 4x4x y%-l’-3" 8, 9,’and 10 Is. o m 2 "cj £ f-+ 1 ! i ‘t ■- ~k —— *- -r—+- -<*4 l —1-i— «M‘ - i R 2 X & 14 lbs. 2-Ls Gx4x%"-0'-5" 18 I* g o CO -f- r- . W 1 tit ~ e ii ^4_Spaces©2| jl^ 34 lbs. 2-Ls 6x4x %"-l'-0 V" 15T. a O A m 27 lbs. 2-Ls 6x4x3 / «"-0'-10" 12'I. 21 lbs. 2-Ls 6x4x%"-0'-7 H" Spacing same in both legs of angles unless shown otherwise. All holes diameter for %" diameter rivets or bolts. 138 ST. PAUL FOUNDRY CO. DETAIL DIMENSIONS FOR BFTHLEHEM GIRDER BEAMS d ai O 2 s Hja it per Lbs. DIMENSIONS IN INCHES i Rivet or Inch o 2 'oa o 0 Weigl Foot, F W L K G A B C Maximum Bolt, G30a 30 200.0 15 34 25 A 0 13 "32 134 11 5 34 A 1 q:so 30 180.0 13 1 1 16 25* O JJL "32 134 8 5 it 7 16 1 G28a 28 180.0 14 Si 1 1 16 2334 9 _5_ "16 1* 1034 5 To 16 1 G28 28 165.0 1234 3i 2334 9 -5_ " 16 l A 8 5tt 34 1 G26a 26 160.0 IQ 39 r»i e % 2154 9 3_ ^ 16 1* 934 554 34 1 G2« 26 150.0 12 % 21% 9_3_ 134 8 554 34 1 G24a 24 140.0 13 3 9 64 20 2 31 32 9 554 34 1 G24 24 120.0 12 1 7 52 20 34 1J4 29 3 2 8 534 5 16 1 G2»a 20 140.0 12 34 41 64 15 ?4 2 34 134 8 3 a 534 34 1 G20 20 112.0 12 3 5 64 1634 u-t % 8 r .; _9_ 5 16 1 GI8 18 92.0 ll H 31 64 1434 134 2 5 3 2 734 534 5 Iff 1 Glob 15 140.0 1134 5 1 64 10 J4 2 A 1 o 734 5fi X 16 1 Q 1 oa 15 104.0 1134 39 64 1134 lit 1 5 16 734 554 34 1 G15 15 73.0 10 7 Tff 12 134 tt 6 34 o X 0 Iff 34 1 G12a 12 70.0 10 15 3 2 9 134 34 6 5 A 5 16 1 G 12 12 55.0 934 34 934 134 1 9 3 2 6 534 34 1 GIO 10 44.0 9 _$ 1 6 734 134 1 7 3 2 534 5* 3 16 y& GO 9 38.0 8 34 5 16 6% 1 * 1 5 3 2 5 34 5 A 3 16 Vs G8 8 32.5 8 19 64 6 l 16 5 5A A 34 ,2iX r t 1 —'i I ♦ i ♦- ! * 1 f ! ! 11 in : t J - - -- J ST. PAUL FOUNDRY CO. 139 DETAIL DIMENSIONS FOR BETHLEHEM I BEAMS w 4 4 & -Q- ■ JK. 1 1 - i * ^-c=|w+4 w 5 h C 0) O jD a 0 CQ W ^ 1 03 O O pH 5-1 . o m DIMENSIONS, IN INCHES Rivet or Inch O £ o 3 CQ^ OO # b£) F w L' K G A B C dmum Bolt, Q a >—1 r ^.i B3<> 30 120.0 10J4 3 ft C>4 26J4 114 1 5 16 6 5 A 15 16 1 B28 28 105.0 10 14 24 H 154 Vs 5 14 514 5 16 1 B2Ci 26 90.0 9 y5 ^4 21 H m 1 1 16 5M 514 14 y% B20a 20 82.0 8fi 37 64 17 J| 1* H 5 5* 14 Vs 20 72.0 m 7 16 1714 1* M 5 £ -L 0 16 14 Vs 20 69.0 8 ifi 33 154 1714 1M Vs 414 514 6 16 Vs B20 20 64.0 8 A M 1714 1M Vs 414 5* T6 Vs 20 59.0 8 % 1714 114 Vs 414 514 14 Vs 18 59.0 7 43 1 64 14 15 M U4 9 16 4 a 514 6 16 Vs 18 54.0 7 19 » 3 2 13 32 15 M U4 9 16 414 5rff 14 Vs BIS 18 52.0 7 rt 14 15 14 114 9 1 6 4 M 514 14 Vs 18 48.5 7 V 2 2 1 64 1514 114 9 1 6 414 5 ITT 14 Vs 140 ST. PAUL FOUNDRY CO. DETAIL DIMENSIONS FOR BETHLEHEM I BEAMS ST. PAUL FOUNDRY CO. 141 PART III (Pages 141 to 211) DEVOTED TO ARCHITECTURAL WROUGHT AND CAST IRON CONTAINING TABLES OF SAFE LOADS FOR CAST IRON, ROUND AND RECTANGULAR COLUMNS, GAS PIPE COLUMNS AND CAST IRON LINTELS DETAILS AND DATA FOR COLUMN CONNECTIONS AND BASES, WEIGHTS OF CAST COLUMNS AND PLATES AND CUTS OF SOME OF OUR STOCK PATTERNS FOR COLUMNS, PILASTERS, LEAF COLUMN CAPS, NEWEL POSTS, STAIR RAIL, CLEAN-OUT DOORS, MANHOLE AND COAL-HOLE FRAMES AND COVERS, ETC., ETC. The patterns herein shown represent but a portion of our stock. We will be pleased to furnish further information regarding these patterns or other patterns which we have in stock. 142 ST, PAUL FOUNDRY CO. FOUNDRY DEPARTMENT To meet the increased demands of our trade we have remodeled and extended our foundry, which in point of size and equipment is unsur¬ passed in the Northwest. The foundry floor covers 40,000 square feet, exclusive of shipping and store rooms, and every facility known to modern foundry practice has been provided for manufacturing medium weight and heavy castings. Our equipment includes a complete system of overhead travelers, operated by electricity, and covering the entire floor space, which enables us to handle all material rapidly and economically. Our product is the best that modern scientific methods, combined with long experience and careful supervision, can produce, and we guarantee our castings to be true to pattern and of uniform quality. STc PAUL FOUNDRY CO* 143 EXPLANATION OF TABLES ON SAFE LOADS FOR CAST IRON COLUMNS The loads in these tables are based on the following formula;: 80000 (12L) 2 for round columns. 1 + 800d 2 _80000_ 3(12L) 2 for rectangular columns. 1 4- —-— 55 1 ^ 3200d 2 In which — p = pressure in pounds per square inch. L = length in feet. d = outside diameter or least side of rectangle in inches. Factor of safety, 8 . It is assumed that the columns are set with the care usual in building work, that the bases have a fair bearing, and that the ends of the shafts are accurately turned to a true plane. For diameters or lengths intermediate of those given in the table, the loads may be found by interpolation. For practical purposes it may be assumed that the loads diminish in the same proportion as the thickness of the metal, the outer diameter remaining the same; but where the thickness is increased special calcula¬ tions will be necessary unless the new thickness is less than J of the outside diameter. 144 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS FOR ROUND HOLLOW CAST IRON COLUMNS WITH SQUARE ENDS Sx O £ CQ — g 2 Length of Column in Feet. a O 7 8 9 IO 11 12 i:t 55 H *o Pounds Pounds Pounds Pounds Pounds Pounds Pounds Pounds 34 39,000 35,400 31.900 28,800 25,900 23,300 21,300 19,000 4 M 51,400 49,400 44,500 40,000 36,000 32,400 29,100 26,400 l 67,000 60,800 54,800 49,300 44,400 39,900 35,900 32,500 34 56,100 52,300 48,400 44,600 41,100 37,600 34,600 31,400 5 % 79,500 74,000 68,400 63,100 58,100 53,300 49,000 44,400 1 99,800 92,800 85,900 79,300 73,000 66,900 61,500 55,800 M 104,900 99,300 93,800 88,000 82,400 77,000 71,900 67,300 O 1 133,100 126,100 119,000 111,800 104,600 97,800 91,400 85,400 134 158,000 149,600 141,300 132,600 124,300 116,100 108,400 101,400 X 130,000 124,900 119,600 113,400 107,800 101,500 96,100 90,800 7 l 166,400 159,800 153,100 145,100 137,900 129,900 123,000 116,100 134 199,300 191,400 183,500 173,900 165,100 155,500 147,400 139,100 % 155,400 150,100 144,800 139,000 133,400 127,500 121,500 115,800 8 l 200,300 193,400 186,500 179,000 171,800 164,100 156,500 149,000 1 *4 278,800 269,100 259,600 249,300 239,100 228,600 217,900 207,500 M 180,000 174,000 168,900 164,600 159,100 153,100 147,300 141,100 l 232,500 226,500 220,000 213,000 205,S00 197,900 190,400 182,500 •J 1 34 281,500 274,300 266,300 257,900 249,100 239,600 230,500 221,000 1 3 4 368,700 359,300 348,800 337,900 326,400 313,900 302,000 289,500 H 204,600 200,300 195,400 190,300 184,800 178,800 173,000 167,000 l 265,500 259,900 253,500 246,700 239,600 231,900 224,500 216,800 io IX 322,600 315,800 308,000 299,900 291,300 281,900 272,800 263,400 1 x 425,900 416,800 406,500 395,800 384,400 372,000 360.000 347,600 1 298,100 292,600 286,800 280,400 273,400 266,300 258,400 250,600 134 364,500 356,600 349,400 340,300 333,100 324,500 314,900 305,400 1 1 134 424,800 416,900 408,500 397,900 389,500 379,400 368,300 357,000 2 536,500 526,600 516,000 502,600 492,000 479,300 465,100 451,000 i 329,500 324,800 318,800 313,600 306,300 299,400 292,000 284,300 IX 402,700 396,900 389,600 383,300 374,400 365,900 357,000 347,500 1*4 134 472,300 465,500 458,300 449,500 438,900 429,100 418,600 407,500 2 600,000 591,400 581,800 570,900 557,600 545,000 531,800 517,600 l 362,600 357,900 353,100 347,000 340,900 333,900 326,800 319,300 134 443,800 438,000 432,300 424,800 417,300 408,600 400,000 390,800 13 134 521,300 514,500 507,800 499,000 490,100 480,000 469,900 459,000 2 665,000 656,400 647,800 636,500 625,300 612,300 599,400 585,500 1 395,800 391,100 386,500 381,400 374,300 368,100 361,000 354,300 134 484,800 479,100 473,500 467,100 458,400 450,900 442,100 434,100 14 134 569,600 563,000 556,300 549,000 538,600 529,900 519,500 510,000 2 729,100 720,600 712,100 702,800 690,500 678,300 665,000 652,800 1 427,400 423,000 418,500 413,100 406,300 401,500 394,400 387,300 134 523,300 519,100 513,600 506.900 499,500 492,800 484,000 475,300 15 134 618,600 612,400 606,000 598,000 589,300 581,300 570,900 560,500 2 793,300 785,000 776,900 766,600 755,500 745,300 732,500 718,800 1 459,300 453,400 450,400 445,600 439,800 433,900 428,600 421,000 134 564,400 557,300 553,600 547,900 540,600 533,400 526,900 517,500 10 1.34 665,900 657,400 653,100 646,300 637,800 629,300 621,500 610,400 2 858,000 847,000 841,500 832,800 821,800 810,800 800,800 786,500 L ST. PAUL FOUNDRY CO. 145 SAFE LQAD IN POUNDS FOR ROUND HOLLOW CAST IRON COLUMNS WITH SOUARE ENDS Length of Column in Feet. Weight of Col. Shait Lbs. per Lineal foot Thickness of Metal. Outside Diameter. 14 IK 18 20 00 24 Pounds Pounds Pounds Pounds Pounds Pounds 17,300 14,100 17.20 Vi 23^900 19’S00 24.00 4 29,500 24^300 29.50 1 29,300 24,900 21,300 18,300 22.10 41,400 35,300 30,000 25,800 31.30 % 5 52; 000 44’300 371600 32^00 39.30 1 62,600 54,300 47,100 41,100 39.00 M 79^500 68,900 59,900 52400 49.10 1 0 94,400 811900 7L100 62,000 58.30 IX 85,600 76,000 67,300 59,500 52,600 47,500 46.00 X 109,600 97,400 86,000 76,100 67,400 60,800 59.00 l 3 131,300 166,000 103,600 91,100 80,800 72,900 70.60 IX 110,100 99,300 89,300 80,500 72,400 65,100 53.40 X 141,900 127,900 115,000 103,600 93,300 83,900 69.10 l 8 197,600 178,000 160,000 144,400 129,800 116,800 95.80 IX 135,400 123,900 113,000 102,800 93,500 85,300 60.70 X 175,000 160,300 146,100 132,900 121,000 110,300 78.60 1 211,900 194,000 176,900 160,900 146,500 133,500 95.10 l X O 277,500 254,100 231.600 210,800 191,900 174,900 124.36 1 X 161,000 149,000 137,600 126,800 116,100 107,600 68.00 X 209,000 193,400 178,500 164,400 150,600 139,600 88.40 1 253,900 235,000 217,000 199,800 183,000 169,800 107.40 IX IO 335,100 310,100 286,600 263,600 241,500 224,000 142.00 1M 243,100 227,400 211,800 196,400 182,600 168,900 98.20 1 296,300 277,100 258,300 244,500 223,500 205,800 120.10 IX 346,400 321,S00 301,700 285,800 260,300 240,600 [140.00 1A 1 1 437,500 409.300 381,000 361.000 328,800 304,000 176.80 2 276,500 261,000 245,100 229,600 214,500 200,100 108.00 1 338,000 319,000 299,600 280,600 262,300 244,900 131.40 IX 396,400 374,100 351,300 329,000 307,500 287,100 154.70 IX 12 503.500 475,300 446,300 418,000 390,500 364,600 195.80 2 311,800 295,800 279,800 264,100 248,500 233,100 117.53 1 381,500 362,000 343,000 323,500 304,400 285,300 144.20 IX 448,100 425,100 402,000 379,800 357,500 335,100 169.40 IX 13 571,800 542,400 513,000 484,500 456,000 427,500 216.00 2 346,600 330,800 313,900 298,600 283,300 266,900 128.10 1 424,600 405,500 386,000 365,800 347,000 326,900 156.50 IX 498,900 478,400 454,300 429,800 407,600 384,100 184.10 AIM 14 638,600 560,500 581,000 551,500 521,900 493,000 235.70 2 381,300 364,100 349,300 333,300 317,000 300,900 137.50 1 467,800 448,300 428,600 409,100 390,100 369,300 169.40 IX 550,000 527,100 505,600 482,500 458,800 435,500 198.90 IX 15 707,500 678,000 648,300 618,600 588,100 558,400 255.30 2 413,900 399,100 383,300 367,600 351,500 335,000 147.30 1 508,800 490,800 471,100 452,000 432,100 411,900 181.00 IX 600,100 578,900 555,800 534,400 509,800 485,800 213.50 1 Ai IK 773,300 745,800 716,100 687,000 656,800 625,900 274.90 2 146 ST. PAUL FOUNDRY CO. SAFE LOAD IN POUNDS FOR SQUARE HOLLOW CAST IRON COLUMNS WITH SQUARE ENDS Side of Square. Thickness of Metal. Length of Colun O 7 S Pounds Pounds Pounds Pounds 4 X X 53,800 75,000 49,500 69,000 45,400 63,300 41,500 57,900 5 X X '/% 91,500 106,400 120,800 86,400 100,600 114,100 81,300 94,600 107,300 76,100 88,600 100,400 0 X l IX 138,800 176.300 209.300 132,800 168,500 200,100 127.300 161.300 191,500 121,000 153,800 182,600 7 % 1 IX 170.600 218,400 261.600 165,000 211,500 253,400 159.400 204,000 244.400 153.300 196,100 236.300 S X 1 IX 202,000 260,000 313,500 197,100 253,800 305,900 191,600 246,800 297,400 185,600 239,000 288,100 D X 1 IX 233.200 302,100 424.200 228,600 295.600 415.600 223,600 289,300 406,800 218,100 2S2,000 396,600 io X 1 IX 2 264,400 342,900 485,800 609,600 260,100 337.500 477.500 600,000 255.300 331.300 469.300 588,800 249,800 324,000 459,000 576,000 11 X 1 1 X 2 295,600 384,500 547,900 692,100 291,700 379,500 540,800 683,100 286,800 373,000 531,500 671,400 281,800 366,500 522,300 659,600 12 X 1 IX 2 326.100 425.100 608,800 773,000 322,400 420,300 601,600 764,000 318,100 414.800 593.800 754,000 313,500 408,600 585,100 734,000 13 1 IX ix 2 466,300 570,600 670,100 854,800 461,400 564,800 663,300 845,900 456.100 558.900 658.900 837.100 452.400 553,800 650.400 829.400 14 1 IX 2 507,000 731,300 936,000 503,800 726,600 930,000 497,900 718,100 919,300 492,000 709,800 908,400 1 548,100 543,900 538,300 533,400 15 ix 792,800 786,600 778,600 771,400 2 1,017,900 1,010,000 999,800 990,600 1 588,000 584,300 581,300 575,300 B«» 2 1,097,000 1,090,600 1,085,000 1,073,800 1 628,800 625,600 621,500 616,000 15 2 1,179,000 1,173,000 1,165,500 1,155,000 i 669,800 666,400 662,100 657,000 IS 2 1,260,900 1,254,500 1,246,400 1,236,800 i 710,100 706,500 702,900 698,400 HI 2 1,341,000 1,334,500 1,327,800 1,319,300 i 750,500 746,800 743,900 739,100 20 2 1,420,000 1,414,800 1,409,400 1,400,400 IO 1 1 12 13 Pounds Pounds Pounds Pounds 37,900 52,800 34,500 48,100 31,600 44,000 40,100 71,000 82,800 93,600 66,000 77,000 87,100 61,500 71,800 81,300 57,100 66,600 75,500 115,000 146,000 173,400 108.300 137,500 163.300 102,100 129,800 154,100 96,500 122.500 145.500 147,000 188,100 225,400 140.600 180,000 215.600 134,100 171.600 205.600 128,000 163,800 196,300 179,400 231,000 278,500 173,1*00 223,000 268,800 166,600 214,500 258,600 160,900 207,300 249,800 211,900 274,000 385,400 205,800 266,000 374,100 199,500 258,000 362,900 193,400 250,000 351,600 244.500 317,300 449.500 564,000 237,600 308,300 436,800 548,000 232,000 301,000 426,500 535,100 225.800 293,000 415,000 506.800 276,800 360,000 513,000 648,000 271,000 352.500 502,400 634.500 263,300 343,000 488,800 617,400 258,300 336,000 478,800 604,900 308,400 402,000 575,600 731,000 302.900 394.900 565,400 718,000 297,400 387,800 555,300 705,000 294,900 379,500 543,400 *90,000 445.300 544,900 640,000 816.300 437.400 535.400 628,800 801,900 430,300 526,500 618,400 788,800 423,000 517,800 608,100 775,500 486.300 701.300 897,600 479,800 691,900 885,500 472.500 681,600 872.500 465,400 671.300 859.300 508.300 735,000 943,800 527,800 763,400 980,300 521.500 754,300 968.500 514.500 744,100 955.500 569,300 1,062,600 564,000 1,052,800 557,300 1,040,300 550,500 1,027,600 611,300 1,146,000 605,600 1,135,500 599,300 1,123,500 593,600 1,113,000 652,800 1,228,700 646,900 1,217,600 640,900 1,206,400 635,000 1,195,300 693,900 1,310,800 688,500 1,300,500 682,300 1,287,400 676,800 1,278,400 734,400 1,391,400 729,600 1,382,400 723,900 1,371,600 718,300 1,360,800 ST. PAUL FOUNDRY CO. 147 SAFE LOAD IN POUNDS FOR SOUARE IIOFI.OW CAST IRON COLUMNS WITH SOUARE ENDS Length of Column in Feet. Weight lbs. 14 1G IS 20 24 of Column of Metal. • Pounds Pounds Pounds Pounds Pounds Pounds of Length. 21.8 P2 36,600 30.4 X 53,100 34.2 % 62,000 53,400 46,200 40,400 39.8 % 5 70i000 60^500 52,400 45^600 45.1 A 90,800 80,400 71,100 63,000 56,100 49.2 X 115,300 102,000 90,200 80,000 71,200 62.5 l G 136,900 121,100 107,100 95,000 84,600 74.2 IX 121,600 110,100 98,800 89,200 79,700 72,400 58.6 X 155,800 140,000 126,600 114,200 102,600 92,700 75.0 1 7 186,500 168,900 151,900 136,900 122,800 111,000 89.8 IX 153,900 141,100 129,100 117,300 107,300 98,100 68.0 X 198,100 181,600 166,200 151,500 138,200 126,300 87.5 l S 238,800 219,000 200,400 182,600 166,600 152,200 105.5 IX 187,100 173,200 160,600 148,500 136,700 126,200 77.3 X 242,000 224,000 207,600 192,000 176,700 163,200 100.0 1 293,000 271,200 251,400 232,500 214,100 197,600 121.0 IX o 340,400 315,000 292,000 270,000 248,600 229,500 140.6 l X 219,600 206,000 193,200 180,000 167,500 155,400 86.7 X 284,900 267,200 250,600 233,500 217,400 201,600 112.5 1 403,500 378,600 355,100 330,800 308,000 285,600 159.4 IX io 506,400 475,200 445,600 415,200 386,300 358,400 200.0 2 252,100 239,500 225,600 212,500 199,500 186,000 96.1 /4c 328,000 311,500 293,500 276,500 259,500 242,500 125.0 i 467,400 443,700 418,100 393,700 368,700 345,000 178.1 IX 11 590,400 560,700 528,200 497,500 467,100 436,500 225.0 2 284,400 272,100 259,500 246,400 232,200 219,400 105.5 X 370,800 354,700 338,200 321,200 303,000 285,500 137.5 i 530,800 508,000 484,400 459,800 433,900 408,700 196.6 IX 12 673,800 645,000 615,000 584,000 551,000 519,000 250.0 2 415,800 398,400 381,000 363,000 345,600 328,500 150.0 1 508,900 487,600 466,400 444,200 423,000 402,500 183.6 IX 597,S00 572,700 547,700 521,900 496,700 472,600 215.6 IX 1*5 762,300 730,400 698,500 665,500 633,700 602,700 275.0 2 458,300 444,600 425,100 406,900 390,000 372,500 162.5 1 661,300 641,200 613,100 586,900 562,500 537,100 234.4 IX 14 846,000 820,700 784,700 751,200 720,000 687,600 300.0 2 500,500 485,100 468,200 451,500 433,200 415,700 175.0 1 723,900 701,600 677,400 653,000 626,700 601,400 253.2 IX 15 929,500 900,900 869,700 838,500 804,700 772,200 325.0 2 543,800 528,700 512,200 495,000 477,700 459,700 187.5 1 1,015,000 987,000 956,200 924,000 891,600 858,200 350.0 2 1G 585,600 572,000 555,200 539,200 521,600 504,000 193.8 1 1,098,000 1,072,300 1,041,000 1,011,000 978,000 945,000 374.4 2 17 628,100 614,500 599,200 582,200 565,200 548,200 212.5 1 1,182,400 1,156,700 1,128,000 1,096,000 1,064,000 1,032,000 400.0 2 18 670,500 656,100 641,600 626,400 609,200 593,100 225.0 1 1,266,500 1,239,200 1,212,100 1,183,200 1,150,900 1,120,200 425.0 2 1ft 712,500 699,200 685,000 669,700 652,600 636,500 237.5 1 1,350,000 1,324,700 1,297,700 1,269,000 1,236,600 1,206,000 450.0 2 20 148 ST. PAUL FOUNDRY CO. SAFE LOADS IN POUNDS FOR RECTANGULAR CAST IRON COLUMNS in cu 8-j < V c3 Length of Column in Feet. N w mp, t; 7 8 9 it) 11 12 13 B HO Pounds Pounds Pounds Pounds Pounds Pounds Pounds Pounds 4 X 6 i IX 98,000 123,000 143, S00 90,300 113,300 132,500 82,800 103,800 121,300 75,800 95,000 111,400 69,100 86,800 101,400 63,100" 79,300 92,800 57,500 72,300 84,600 52^300 66,000 77,400 4 X 8 H l IK 121,100 153,800 182,600 111,400 141,500 168,000 102,100 129,800 154,100 93,500 118,800 141,000 85,400 108,500 128,900 78,000 99,000 117,500 71,100 90,300 107,100 65,000 82,500 98,000 4 X lo K 1 IX 143,800 184,500 221,000 132,500 169,800 203,400 121,300 155,800 186,500 111,400 142,500 170,800 101,400 130,100 156,000 92,800 118,800 142,300 84,600 108,400 129,800 77,400 99,000 118,600 5 X 7 H l IK 131,500 167,000 198,300 124,400 158,000 187,600 117,000 148,500 176,300 109,500 139,000 165,000 102,100 129,800 154,100 95,000 120,800 143,400 88,600 112,500 133,600 82,300 104,500 124,000 5 X 12 X l IX 194,100 250,500 302,600 183,600 237,000 286,300 172,600 222,800 269,100 161,600 208,500 251,900 150,900 194,600 235,100 140,400 181,100 218,800 130.800 168.800 203,900 121,500 156,800 189,400 G X 8 X 1 IX 165.300 211,500 253.300 158,000 202,100 242,300 151,100 193,500 231,800 144,100 184,500 221,000 136.900 175,000 209.900 128,900 165,000 197,600 121,600 155,600 186,500 114,900 147,000 176,100 G X 12 X 1 1 X 218,100 282,000 341,500 208.500 269,600 326.500 199.500 258,000 312.500 190,300 246,000 297,900 180,600 233,600 282,900 170,100 220,000 266,400 160,600 207,600 251,400 151,600 196,000 237,400 7 X IO K 1 IK 213,900 276,000 333,500 204,900 264,400 319,500 200,000 258,000 311,800 190,100 245,300 296,400 182,300 235.100 284.100 174,400 225,000 271,900 166,300 214,500 259,100 158,600 204,800 247,400 7 X 12 K l IK 241.500 312,800 379.500 231,400 299,600 363,500 225.800 292,400 354.800 214,600 278,000 337,300 205,800 266,500 323,300 196,900 255,000 309,400 187,600 243,100 294,900 180,300 232,000 281,500 8 X 12 X l IX 257,800 334,400 406,500 251.500 326,300 396.500 244.500 317,300 385.500 236,900 307,400 373,500 228.900 297,000 360.900 221,000 286,600 348,400 212,600 275,900 335,300 205,400 266,900 323,600 8 X it; X 1 IX 313,500 408,600 499,300 305,900 398,800 487,100 297,400 387,800 473,600 288,100 375,600 458,900 278.400 363,000 443.400 268,800 350,300 425,500 258,600 337,100 411,900 249,800 325.600 397.600 9 X 12 X 1 IX 275,600 358,100 435,900 270.300 351,000 427.300 264,500 343,400 418,000 257,800 334,900 407,600 250,500 325,400 396,000 243,100 315,900 384,500 235.900 306,400 372.900 228,600 296,900 361,400 9 X it; X 1 IK 332,300 433,500 530,100 325.600 425,000 519.600 318,600 415,900 508,400 310.600 405.600 495,800 301,900 393,800 481,600 293,000 382,400 467,600 284,300 370,900 453,500 275.400 359.400 439,500 19 X it; X 1 IX 350,000 457,300 559,600 344,500 450,000 550,800 338,100 441,300 540,500 331,100 432,600 529,400 323.400 422.400 517,000 315,600 412,300 504,500 307.300 401,400 491.300 299,000 390,600 478,100 IO X 20 X 1 IX 407,300 533,400 654,900 400,800 525,000 644,500 393.300 515.300 632,500 385,300 504,800 619,700 376,300 492,800 605,000 367,100 480,900 590,400 357,500 468,300 574,900 347,900 455,800 559,500 12 it; 1 IX 502.500 828.500 496,600 818,700 490,000 808,300 483,000 796,400 475,100 783,500 466.600 769.600 458,300 755,800 448,500 739,600 12 24 1 IK 657,000 1,099,100 649,400 1,086,300 640,900 1,072,100 631,500 1,056,500 621,300 1,039,400 610,300 1,020,900 599,300 1,002,400 586,500 981,100 ST. PAUL FOUNDRY CO. 149 SAFE LOADS IN POUNDS FOR RECTANGULAR CAST IRON COLUMNS. Length of Column in Feet. 1 Weight of Column Thickness of Metal. Size in Inches. 14 Pounds 16 Pounds 18 20 Pounds !£!£ 24 Pounds Shaft per Linea Foot. Pounds Pounds 48,000 40,400 34,100 29,000 39.8 X 4 60,300 50,600 42; 800 36,400 50.0 1 X 70^600 59'300 50,000 42,600 58.6 IX G 59,300 49,800 42,100 35,900 49.2 X 4 75,300 63^ 300 53400 45,500 62.5 l X 89,400 75400 63,500 53400 74.2 1 X 8 70,600 59,300 50,000 42,600 58.6 X 4 90'300 75|900 64,300 54,600 75.0 1 X 108400 90^900 76,900 65400 89.8 1 X IO 76,400 66,000 57,100 49,800 43,800 38,300 49.2 X 5 97,000 83,800 72,500 63,300 55,500 48,500 62.5 1 X 115,100 99,500 86,100 75,300 65,900 57,600 74.2 1 X 1 112,800 97,400 84,300 73,500 64,500 56,400 72.7 X 5 145,500 125,600 108,800 94,900 83,300 72,800 93.8 1 X 175,800 151,800 131,400 114,600 100,500 87,900 113.3 1M 12 108,000 95,500 84,500 75,000 66,800 59,300 58.6 X G 138,300 122,400 108,300 96,000 85,500 75,900 75.0 1 X 165,600 146,600 129,600 115,000 102,400 90,900 89.8 1M 8 142,600 126,300 111,600 99,000 88,100 78,300 77.3 X G 184,400 163,300 144,400 128,000 114,000 101,300 100.0 l X 223,300 197,600 174,900 155,000 138,000 122,500 121.1 IX 12 151,500 136,600 122,600 110,600 99,400 89,800 72.7 X 1 194,500 176,300 158,300 142,900 128,300 115,900 93.8 1 X 235,100 213,000 191,300 172,600 155,000 140,000 113.3 1M 10 170,300 154,300 138,500 125,000 112,300 101,400 82.0 X 1 220,600 199,800 179,400 161,900 145,400 131,400 106.3 1 X 267,600 242,400 217,600 196,500 176,400 159,400 128.9 1M 12 196,400 180,000 164,800 150,300 137,000 125,300 86.7 X 8 254,800 233,500 213,800 294,900 177,800 162,500 112.5 1 X 309,500 283,900 259,800 236,800 216,000 197,400 136.7 IX 12 238,800 218,900 200,400 182,600 166,600 152,300 105.5 H 8 311,300 285,500 261,300 238,100 217,300 198,500 137.5 l X 379,300 348,800 319,100 290,900 265,400 242,500 168.0 1M 1G 221,300 204,800 189,800 175,500 161,600 149,100 91.4 X i> 287,400 266,000 246,500 228,000 210,000 193,800 118.8 l X 349,800 323,800 300,000 277,500 255,500 235,900 144.5 IX 12 266,600 246,800 228,600 211,500 194,800 179,600 110.2 X it 347,800 322,000 298,400 276,000 254,100 234,600 143.8 1 X 425,400 393,800 364,900 337,500 310,800 286,900 175.8 \x 1G 290,400 272,900 255,300 238,400 222,400 207,100 114.8 X IO 379,300 356,400 333,600 311,100 290,400 270,600 150.0 1 X 464,100 436,300 408,300 381,100 355,400 331,300 183.6 \X 16 337,900 317,400 297,100 277,300 258,600 241.000 133.6 X IO 442,400 415,800 389,300 363,300 338,800 315,800 175.0 1 X 543,100 510,800 477,800 446,000 415,900 387,600 214.9 IX 20 438,100 419,300 399,800 379,600 358,100 337,400 162.5 1 12 537,100 514,000 490,100 465,400 439,400 413,600 199.2 l X 722,500 691,500 659,400 626,000 590,600 556,400 268.0 IX 1G 572,900 548,300 523,000 496,400 468,400 441,100 212.5 1 12 706,400 677,300 645,800 612,500 578,600 545,000 261.7 IX X 958,400 917,100 874,500 830,400 783,800 738,000 355.5 IX 24 150 ST, PAUL FOUNDRY CO. SAFE LOADS FOR GAS PIPE COLUMNS Based on formula P - 11000 — 35 ——. P = Pressure per square inch. 1 = length in inches. r r = radius of gyration. Nominal External Internal Thick- Weight per Foot Area of LENGTH IN FF.ET Size Diamet'r Diamet’r ness Section 8 9 io 12 14 Inches Inches Inches Inches Pounds Sq. In. Pounds Pounds Pounds Pounds Pounds 2U 3 2.875 2.468 .204 5.74 1.59 11800 11000 10400 3.5 .217 .226 7.54 2.26 18300 17500 16700 15000 sy 2 4.0 3.548 9.00 2.59 22000 21300 20500 18800 17200 m 6 6.625 6.005 .230 18.76 5.57 50100 50100 50100 48800 46600 7 7.625 7.023 .301 23.37 7.18 64600 64600 64600 64600 02600 H 8.625 7.982 .322 28.18 8.14 73200 73200 73200 73200 73200 334 3 2.875 .56 13.68 4.09 28200 26000 23700 3.50 2.284 .G0S 5.52 42500 40200 38000 33100 o c. K 3 y 2 4.00 2.716 .642 22.75 6.63 54400 52000 49700 45000 39800 X x 4 4.50 3.136 .682 27.48 8.33 70600 68300 65700 60400 55000 5 5.563 4.063 .75 3S.12 11.73 105600 102600 99900 94100 88300 6 6.625 4.875 .875 53.11 15.80 142200 142200 141200 134000 128400 Except in special cases gas pipe columns are more expensive and less satisfactory than cast iron columns. Where beams are supported at the side, brackets are fastened with tap screws, making a connection neither safe nor economical. Cast flanges screwed to the shaft are used for making the connection between columns. Columns of this type may be used to advantage, however, where the loads are light and rest on top of the column, the cap and base plates being loose. ST. PAUL FOUNDRY CO. 151 WEIGHTS OF SQUARE OR RECTANGULAR CAST IRON COLUMN SHAFTS PER LINEAL FOOT Example: Column 6" x 12" x 1", 12'0". 2 X (6" + 12") =30". Opposite 30 and under thickness of 1" find 100 lbs. weight per lineal foot. 100 lbs. X 12' 0" = 1200 lbs., weight of column shaft. THICKNESS OF METAL IN INCHES j.- 6 2a + 2 b lUf 1" IVs" l’/i" 1%" iy 2 " 1%" 1%" 1 w 2" 12 18.6 21.1 23.3 25.0 26.4 27.3 27.9 28.1 14 22.5 25.8 31.3 33.4 35.1 36.5 37.5 10 20.4 30.5 34.2 37.5 40.4 43.0 45.0 46.9 48.1 49.2 49.3 50.0 18 30.3 35.2 39.7 43.8 47.4 50. S 53.6 56.3 58.3 60.2 61.6 62.5 20 34.2 39.S 45.1 50.0 54.5 58.6 02.3 65.6 68.4 71.1 73.3 75.0 22 38.1 44.5 50.6 56.3 61.5 06.4 70.8 75.0 78.5 82.0 85.0 87.5 24 42.0 49.2 56.1 62.5 6S.5 74.2 79.4 84.4 88.7 93.0 96.7 100.0 20 45.9 53.9 61.5 68.8 75.6 82.0 87.9 93.S 98.8 103.9 108.4 112.5 28 49.8 58.6 67.0 75.0 82.6 89. S 96.5 103.7 109.0 114.8 120.1 125.0 30 53.7 63.3 72.5 81.3 89.6 97.7 105.2 112.5 119.1 125.8 131.8 137.5 32 57.0 68.0 77.9 S7.5 96.7 105.5 113.7 121.9 129.2 136.7 143.5 150.0 34 61.5 72.7 83.4 93.S 103.7 113.3 122.3 131.3 139.4 147.7 155.2 162.5 30 65.4 77.3 88.9 100.0 110.7 121.1 130.8 140.6 149.5 158.6 166.9 175.0 38 69.3 82.0 94.3 106.3 117.8 12S.9 139.4 150.0 159.7 169.5 178.6 187.5 40 73.2 86.7 99.8 112.5 124.8 136.7 148.0 159.4 169.8 180.5 190.3 200.0 42 77.1 91.4 105.3 118. S 131.8 144.5 156.6 168.8 179.9 191.4 202.0 212.5 44 81.0 96.1 110.8 125.0 138.8 152.3 165.2 178.1 190.1 202.3 213.7 225.0 40 84.9 100.8 116.2 131.3 145.9 160.2 173.7 187.5 200.2 213.3 225.4 237.5 48 88.8 105.5 121.7 137.5 152.9 168.0 182.3 196.9 210.4 224.2 237.1 250.0 50 92.8 110.2 127.2 143.8 159.9 175.8 190.9 203.3 220.5 235.2 248.8 262.5 52 96.7 114.8 132.6 150.0 167.0 183.6 199.5 215.6 230.6 246.1 260.5 275.0 54 100.6 119.5 138.1 158.3 174.0 191.4 208.1 225.0 240.8 257.0 272.2 2S7.5 50 104.5 124.2 143.6 162.5 181.0 199.2 210.6 234.4 250.9 268.0 283.9 300.0 58 108.4 128.9 149.0 108.8 188.1 207.0 225.2 243.8 261.1 278.9 295.6 312.5 OO 112.3 133.6 154.5 175.0 195.1 214.9 233.8 253.2 271.2 289.8 307.3 325.0 02 116.2 138.3 160.0 181.3 202.1 222.7 242.4 262.5 281.3 300.8 319.0 337.5 04 120.1 143.0 165.4 187.5 209.2 230.5 251.2 271.9 291.5 311.7 330.7 350.0 OO 124.0 147.7 170.9 193.8 216.2 238.3 259.5 281.3 301.6 322.7 342.4 362.5 08 127.9 152.3 170.4 200.0 223.2 246.1 268.1 290.6 311.8 333.6 354.1 375.0 70 131.8 157.0 181.8 206.3 230.3 253.9 276.7 300.0 321.9 344.5 365.8 387.5 72 135.7 161.7 187.3 212.5 237.3 261.7 285.3 309.4 332.0 355.5 377.5 400.0 74 139.6 166.4 192.8 218.8 244.3 209.5 293.9 318.8 342.2 366.4 389.2 412.5 70 143.5 171.1 198.3 225.0 251.3 277.3 302.5 328.1 352.3 377.3 400.9 425.0 78 147.4 175.8 203.7 231.3 258 4 285.2 311.0 337.5 362.5 383.3 412.6 437.5 80 151.3 180.5 209.2 237.5 265.4 293.0 319.6 346.9 372.6 399.2 424.3 450.0 152 ST. PAUL FOUNDRY CO. WEIGHTS OF CAST IRON RECTANGULAR PLATES 1 INCH THICK WEIGHT OF 1 CUBIC INCH OF CAST IRON, 0.26 LBS. WIDTH IN INCHES Lengt inches 4 G 8 IO 14 1G 18 20 24 28 .30 3G -l 4.16 6.25 8.3 10.4 12.5 14.6 16.6 18.7 20.8 25 29 31 37 5 5.21 7.81 10.4 13.2 15.6 18.2 20.8 23.4 26.0 31 36 39 47 G 6.25 9.37 12.5 15.6 18.7 21.8 25.0 28.1 31.2 38 44 47 5G 7 6.29 10.94 14.6 IS.2 21.9 25.5 29.2 32.8 36.5 44 51 55 66 8 8.33 12.50 16.6 20.8 25.0 29.2 33.3 37.5 41.6 50 58 62 75 9 9.37 14.06 18.7 23.4 28.1 32.8 37.5 42.2 46.9 56 66 70 84 IO 10.42 15.62 20.8 26.0 31.2 36.5 41.7 46.9 52.1 63 73 78 94 11 11.46 17.19 22 9 28.6 34.4 40.1 45.S 51.6 57.3 69 80 86 103 12 12.50 18.75 25.0 31.2 37.5 43.7 50.0 56.2 62.5 75 88 94 112 14 14.58 21.87 29.2 36.5 43.7 51.0 58.3 65.6 72.9 88 102 109 131 1G 16.67 25.00 33.3 41.7 50.0 5S.3 66.7 75.0 83.3 100 117 125 150 18 18.75 28.12 37.5 46.9 56.2 65.6 75.0 84.4 93.7 112 131 141 169 29 ' 20.83 31.25 41.6 52.1 62.5 72.9 83.3 93.7 104.2 125 146 156 188 22 22.92 34.37 45.8 57.3 68.7 80.2 91.7 103.1 114.6 13S 160 172 206 24 25.00 37.50 50.0 62.5 75.0 87.5 100.0 112.5 125.0 150 175 187 225 26 27. OS 40.62 54.2 67.7 81.2 94.8 10S.3 121.9 135.4 162 190 203 224 28 29.17 43.75 58.3 72.9 87.5 102.1 116.7 131.2 145.8 175 204 219 263 30 31.25 46.87 62.5 78.1 93.7 109.4 125.0 140.6 156.2 187 219 234 281 32 33.33 50.00 66.7 83.3 100.0 116.7 133.3 150.0 166.7 200 233 250 300 34 35.42 53.12 70.8 88.5 106.2 124.0 141.7 159.4 177.1 212 248 266 319 3G 37.50 56.25 75.0 93.7 112.5 131.2 150.0 168.7 187.5 225 263 281 337 38 39.58 59.37 79.2 99.0 118.7 138.5 158.3 178.1 197.9 237 277 297 356 40 41.67 62.50 83.3 104.2 125.0 145.8 166.7 187.5 20S.3 250 292 312 375 42 43.75 65.62 87.5 109.4 131.2 153.1 175.0 196.9 218.7 262 306 328 394 44 45.83 68.75 91.7 114.6 137.5 160.4 183.3 206.2 229.2 275 321 344 412 40 47.92 71.87 95.8 119.8 143.7 167.7 191.7 215.6 239.6 287 335 359 431 48 50 00 75.00 100.0 125.0 150.0 175.0 200.0 245.0 250.0 300 350 375 450 50 52.08 78.12 104.2 130.2 156.2 182.3 208.3 234.4 260.4 312 365 391 469 52 54.16 81.25 10S.3 135.4 162.5 189.6 216.7 243.7 270.8 325 379 406 487 54 56.25 84.37 112.5 140.6 168.7 196.9 225.0 253.1 281.2 337 394 422 506 ST. PAUL FOUNDRY CO. 153 CAST IRON LINTELS Safe loads in pounds uniformly distributed for cast iron lintels. Allow¬ able fiber stress, 3000 pounds per square inch. Safe load includes weight of lintel. Sketch of Section SIXES SPAN IN FEET Height Width Metal 5 6 7 8 1> lO -L i «"X <» X %" 6350 53S0 4590 4010 3570 3100 0" x O' xl " 7620 6350 5440 4760 4230 3810 l»- 6* i 6" x 6’xlM' 8740 7360 6340 5520 4810 4320 8"x Ox %" 78S0 6570 5630 4920 4370 3940 _L ? 8" x G"xl " 8790 6820 5850 5220 4700 4090 >.— 8 K 8"x O" x 134" 10320 8600 7370 6450 5730 5160 _L : 8" x 8"x 12510 10430 8950 7820 6950 6260 8" x 8" x 1 " 15080 12570 10770 9430 8380 7540 t-8' ii 8" x 8" x \ 'A" 17390 14490 12420 10870 9660 8690 1 | ;r I5i''x C" x M" 12800 10670 9140 8000 7110 6400 LLi [-12' ..._J ia"x 6" x i " 15310 12760 10950 9570 8500 7653 12" x 6"xlM" 17320 14430 12370 10820 9610 8660 1 1.7 I!J"X 8" X A" 20150 16810 14400 12190 11190 100S0 1 1 ? 1 2" x 8" x 1 " 24460 20630 17470 152IJP 13590 12230 *- 12 *- -m .•a 12" x 8" x I 'X" 33050 27530 23600 20630 18360 16520 | 1 7 10 " x 6" x %" 15830 13220 11300 9S60 8790 7900 _1_L_j 16"x 6'xl " 18890 15740 13500 11800 10490 9440 - 16'-*1 16" x 6" x 1M" 21210 17670 15150 *13260 11 S00 10600 1 1 V 16" x 8" x %" 24400 20350 17430 15240 13570 12200 _ L_ ! 16" x 8" x 1 " 30220 25180 21590 18880 16790 15110 j*- ltt *- r 16" x 8" x 1 A" 34900 290S0 24930 21810 19390 17450 1 1 T 16"x 1«"x A" 342S0 28500 24500 21400 19040 17140 1 1 1 16x10x1 " 42800 35690 30500 26750 23800 21400 f— .—’• 16 .— 16" x lO" x \A" 50190 41S40 35840 31380 27880 25120 154 ST e PAUL FOUNDRY CO. BASES FOR CAST IRON COLUMNS Size of Column Thickness of Metal Size of Plate (Ordinary Masonry) Weight Size of Plate (Cut Stone) Weight 5 H 14 x 14 x 1% 90 lbs. 10x10x1)4 40 lbs. 5 1 lGxlGx 2)4* 110 “ 12 x12x2 75 “ 0 lGxlGx 2* 105 “ 12 x12x1% 65 c i IS x 18 x 2)4* 1G5 14x14x2% 115 “ 7 yi IS x IS x 2)4* 140 “ 14x14x2 105 “ 7 l 20 x20x2)4* 205 “ 10 x10x2)4* 135 “ 8 % 20 x 20 x 2%* 230 “ lGxlGx 2%* 125 “ 8 Vi 24 x 24 x fi 330 “ IS x 18 x 2-14* 1S5 “ 9 l 24 x 24 x 0 270 “ 18x18x2)4* 175 “ 9 I'd 30 x 30 x S 555 “ 20 x20x2)4* 235 “ io 1 28 x 28 x 7 3G0 “ 20 x 20 x 2)4* 235 “ 10 114 32 x 32 x 10 715 “ 24 x 24 x G 370 “ 11 1 30 x 30 x 8 420 “ 24 x 24 x 0 270 “ 11 1 M 3G x 3G x 10 840 “ 2S x 28 x 7 490 “ 12 1 32 x 32 x 10 515 “ 28 x 2S x 7 3(0 “ 12 1J4 38 x 3S x 12 1020 “ 30x30x8 570 Bases marked thus * are beveled to )4 thickness shown. Bases of greater thickness than 2)4 inches will be ribbed. Above sizes are based on a pressure of 250 pounds per square inch for masonrjMnd 500 pounds per square inch for cut stone. Bases for columns less than S feet in length and loaded to full safe load and bases for columns of thicker metal than sizes shown by more than % inch will require special calculation. Thickness of metal in ribbed bases same as thickness of metal in columns. Weights of ribbed bases are approximate only. ST. PAUL FOUNDRY CO. 155 STANDARD CONNECTIONS FOR I-BEAMS TO CAST IRON COLUMNS Details of Connecting Brackets for Double I-Beams Y=2 y# for 5" Beam Y=3 " for 6" Beam Y=3K" for 7" Beam 5", 6", 1" I-Bcam Y=4 " for 8" Beam Y=4J4" for 9" Beam Y=5 " for 10" Beam 8", 9", 10" I-Beam , 2 .'\ 12" I-Bcam All holes cored for 54" bolts. The thickness of metal in brackets equals thickness of metal in columns. Details of Connecting Brackets for Single I-Beams Y=2J4" for 5" Ream Y=4 "for 8" Beam Y=3 " for 0" Beam Y=4J4" for 9" Beam 15" I-Bcam. 18" I-Beam. 20" I-Beam. 24" I-Beam. Y=3V$" for 7" Beam Y=5 “" for 10" Beam 5", 0", 7" I-Beam. 8", 9", 10" I-Beam. 12" I-Beam. 156 ST. PAUL FOUNDRY CO POST CAPS, BASES AND Fig. 3G QUILLS Fig. 32 i O io o • o o Fig. 35 Fig. 39 ST. PAUL FOUNDRY CO, 157 ORNAMENTAL ROUND COLUMNS No. 5. DiameterS to 10" ST. PAUL FOUNDRY CO ORNAMENTAL ROUND COLUMNS ST. PAUL FOUNDRY CO. 159 ORNAMENTAL CAPS. ROUND COLUMNS 160 ST. PAUL FOUNDRY CO. ORNAMENTAL CAPS. ROUND COLUMNS Cap No. 205 Cap No. 206 Cap No. 207 Cap No. 208 ST. PAUL FOUNDRY CO. 101 ORNAMENTAL CAPS. ROUND COLUMNS Cap No. 209 Cap No. 210 Cap No. 211 Cap No. 212 162 ST. PAUL FOUNDRY CO ORNAMENTAL CAPS. Cap No. 213 Cap No. 215 ROUND COLUMNS Cap No. 214 Cap No. 216 ST. PAUL FOUNDRY CO. 163 ORNAMENTAL CAPS. ROUND COLUMNS Cap No. 218 - Cap No. 217 ST. PAUL FOUNDRY CO. ORNAMENTAL CAPS. ROUND COLUMNS Cap No. 221. Cap No. Cap No. 225. Cap No. 224. Cap No. 223. ST, PAUL FOUNDRY CO, 165 L Jr. x p*. % Col. No. 11 10 anil 11" Face SQUARE COLUMNS Col. No. 12 12" Face Give thickness of metal when ordering. Col. No. 13 12 and 13" Face ST. PAUL FOUNDRY CO. 167 COLUMNS Col. No. 19 Col. No. 20 Col. No. 21 r )" Face 6. 7 and 7} 2 " Face 7 and 8" Face Col. No. 22 Col. No. 23 6 and 8" Face 0 and 7J^ ,/ Face Give width of face, depth and thickness of metal when ordering. ST, PAUL FOUNDRY CO. 189 COLUMNS mi. i||i ,7iiii Col. No. 29 18 and 20" Face iimmiim mat* I ft Col. No. 30 18 and 30" Face -ai J if PffliDE namiM cap gum, BlfflBP Hm infer in m Rum, i pmKw P Pfe RSI f fepflBT llll*3wk‘ f i' yiysfi raissrara P HI IB Ml Rq in RIR3MM BlRRIii Mramwn- MramBi- MBiwro" RUBIBl' Col. No. 31 16 and 18" Face Give width of face, depth and thickness of metal when ordering. 170 Col. No. 32 6, 8, 10 and 12" Face ST. PAUL FOUNDRY CO. COLUMNS ' f! Col. No. 33 Col. No. 34 8 and 9" Face 8 and 9" Face Give width of face, depth and thickness of metal when ordering. ST. PAUL FOUNDRY CO 171 PILASTERS Give width of face, depth and thickness of metal when ordering. 172 ST. PAUL FOUNDRY CO. FACE PLATES No. 301 15, 20" I-Beam Width 21" No. 302 8, 9, 10, 12" I-Beam Width 6 to 10" No. 303 10, 12, 15" I-Beam Width 10 to 15" No. 304 12, 15" I-Beam Width 15 to 20" No. 305 Any size or width No. 306 15, 18, 20" I-Beam Width 8 and 12" ST. PAUL FOUNDRY CO. 173 ENTRANCE PLATES AND SASH BARS Fig. JO Sash Bar. Plain. Nickel or Copper Finish. Special designs to order. 174 ST. PAUL FOUNDRY CO. SASH BAR Sections through vertical bars. Design No. 1500 2 “s'' Wide ST. PAUL FOUNDRY CO. 175 SASH BAR Design No. 14S2 2K" Wide 1~6 ST. PAUL FOUNDRY CO. WINDOW SILLS AND DOOR GUARDS r Fig. 46 Fig. 48 ST. PAUL FOUNDRY CO. 177 AREA GRATES, STIRRUPS AND JOIST ANCHORS Fig. 49 Duplex Hanger Fig. 50 Single Stirrup Fig. 51 Double Stirrup Fig. 52 Fig. 53 Joist Anchor Strap Anchor Fig. 54 Fig. 55 Vault Rod Wall Plate Bolt 178 ST. PAUL FOUNDRY CO. RAILINGS FOR AREA WAYS No. SOI No. 502 No. 503 No. 504 No. 505 No. 506 No. 508 Rail with Spiked Top. ST. PAUL, FOUNDRY CO. 179 NEWEL POSTS ST. PAUL FOUNDRY CO. 181 NEWEL POSTS 1S2 ST. PAUL FOUNDRY GO. CAST STAIR RAIL Fig. 59 Fig. 60 ST. PAUL FOUNDRY CO. 183 Fig. 61. CAST STAIR RAIL ST. PAUL FOUNDRY CO. RAILS FOR ENTRANCE STEPS Fig. 65 Fig. 64 ST. PAUL, FOUNDRY CO. OUTSIDE STAIRS u 185 186 ST. PAUL FOUNDRY CO. FIRE ESCAPE ST. PAUL FOUNDRY CO. CIRCULAR FIRE ESCAPE 187 Fig. 09 188 ST. PAUL FOUNDRY CO. BALCONY RAILS Fig. Ta Fig. 71 ST. PAUL FOUNDRY CO. ISO BALCONY RAILS Fig. 75 190 ST. PAUL FOUNDRY CO. WROUGHT IRON BRACKETS Fig. 78 ST. PAUL FOUNDRY CO. 191 ORNAMENTAL WINDOW GUARDS U' ai I EH fjji 192 ST. PAUL FOUNDRY CO. FENCE, DOOR BUMPERS, ETC. " S' jmij. ' | 4 - I - | J - J 1 / m. Pig 1 . 83 Fig. 85 Wrought Iron Door Bumper, for Railway Stations, Hotels, Etc. ST. PAUL FOUNDRY CO. 193 ORNAMENTAL WROUGHT IRON FENCE 194 ST. PAUL FOUNDRY CO SIDEWALK LIGHTS Bar Lock Light Fig. 89 Bull’s-eye Light Fig. 90 It in. cement Light Fig. 91 Detailed information and prices on application. ST. PAUL FOUNDRY CO Fig. 92. Sidewalk Door. ISO ST. PAUL FOUNDRY CO. COAL CHUTES AND COVERS When ordering give dimensions shown. Chutes to any diameter, round or square. ST. PAUL FOUNDRY CO. COAL HOLE COVERS No. 403. 24" diameter Studded Top No. 404. 21" diameter Grooved Top No. 405. 24" diameter Grooved Top No. 406. I 8 T 2 " diameter Diamond Point Top No. 407. 18V-}" diameter Grooved Top No. 408. 16" diameter Plain fOI ST. PAUL FOUNDRY CO. 198 MANHOLE FRAMES AND COVERS No. 450 Manhole Frame and Cover, showing drip pan No. 452. Hinged Trap '_L_ ISBIRHnMSV nnHBMMiiu lilllllliflij liliilllp nmmmmmmr*' No. 453 Manhole Cover. 24" diameter jncnpl inonencncia No. 454 Manhole Cover. 24" diameter r .. .«& ST. PAUL FOUNDRY CO. 199 SEWER CASTINGS No. 471. Sewer Grate and Frame. For drainage of street gutters into sewer. No. 457 Corner Catch Basin. Cover 20" d'ametor 200 ST. PAUL FOUNDRY CO. SIDEWALK COVERS WITH FRAMES. No. 461. City Standard No. 1 For use in concrete corner stone. CATCH BASINS »A".... ,, r No. 462 Light Sidewalk Cover. F rame, No. 465 Catch Basin, Frame and Cover. 14" diameter. Cover, 12" diameter. 24" “ “ 20" 30" “ “ 24" “ 36" “ “ 30" ST. PAUL FOUNDRY CO 2(11 MISCELLANEOUS CASTINGS Fig. 95. Graded Gutter. Fig. 96. Trench Cover. Fig. 97. Stable Gutter. 202 ST. PAUL FOUNDRY CO. CLEAN-OUT DOORS STOCK SIZES Nominal Size a b c d 6x 6 6 6 10 10 8 x 8 S 8 13 13 lO x 12 10 12 15 17 12 x Hi 12 16 17 21 16 x 16 16 16 21 21 18 x 24 18 24 24 30 20 x 20 20 20 26 26 20 x 24 20 24 27 31 24 x 24 24 24 31 31 30 x 30 30 30 38 38 24 x 36 24 36 32 44 STOCK SIZES Nominal Size a b b' c d d' 13 x 20 13 20 18 19 26 23 16 x 18 16 18 153^ 20J4 23 19 16x24 16 24 22 24 32 28^2 18 x 18 18 18 15M 22 22 18 y 2 24 x 14 24 14 12 30 20 17 24 x 16 24 16 14 34 27 22 27 x 47 27 47 43 37 54 49 30 x 52 30 52 48 38 60 54 ■* . . c No. 502 Above lists show sizes of patterns which we have in stock. We carry the following sizes of No. 501 for immediate shipment: 6 x 6, 8 x 8, 10 x 12, 12 x 16, 10x16. SPECIAL SIZES TO ORDER Fig. 98 A large number of these fountains are in use in St. Paul and other towns and cities in the Northwest. They are moulded in graceful lines and are substantial and permanent. To prevent the waste of water they are sup¬ plied with an automatic cut-off which may be omitted when desired. We will be pleased to furnish further information with larger cut to parties desiring such a fountain, and can guarantee it to be neat, graceful and permanent. ST. PAUL FOUNDRY CO. DRINKING FOUNTAIN 204 ST. PAUL FOUNDRY CO. HYDRANT AND LAMP-POST 2-5 F.g. 99 Sprinkler Hydrant Fig. 100 Lamp-post > j'ro. ST. PAUL FOUNDRY CO. 206 ORNAMENTAL STREET POSTS These posts can lie furnished for either 3 or 5 lights. Posts of special design at very low prices. Prices on Application. ST. PAUL. FOUNDRY CO. 207 AUTOMOBILE TURNTABLE Fig. 106. The entire support is the ball bearing center which eliminates friction at the sides and allows the table to turn easily. There are no parts to lose and no attention is required after setting. Made 10 or 12 feet in diameter. Will carry the heaviest cars. 208 ST. PAUL FOUNDRY CO. REFUSE BURNER Fig. 107. Standard Size 18 inches diameter, 3 feet high. Our Refuse Burner is neat and inconspicuous. Made of steel firmly riveted it will last a lifetime. It is provided with a dump-grate allowing the ashes to be removed when necessary. Prices on application. ST, PAUL FOUNDRY CO. 209 STANDARD SASH WEIGHTS Length in Inches Weight in pounds Length in Inches Weight in pounds Length in Inches Weight in pounds 6 3 14 8 21% 13 «y 8 3 % 14% 8 % 23% 14 7% 4 15% 9 25 15 8% 4% 16% 9% 26% 10 9% 5 17 10 27% 17 io 5% 17% 10 %' 29 18 10 % 6 18% 11 30% 19 11% o% 19% 11 % 32 20 12% 7 20 12 13% 7% 20% 12 % All of the above weights are IT inches in diameter and are carried in stock. Heavier weights of any size, round or square, to order. WEIGHTS OF LEAD TO ORDER GRATE BARS Fig. 108 Grate bars this type in ail standard sizes. ft 111 ', "'HU. '■ Fig. 109 “Tupper” grate bars any size from 10 inches to 5 feet 6 inches. BOILER FRONTS '210 ST. PAUL FOUNDRY CO I- 212 ST. PAUL FOUNDRY CO. ST. PAUL FOUNDRY CO. MANUFACTURERS OF CAST IRON FLOOR PLATES CEMENT DIES PULLEYS PILLOW BLOCKS GEARS, Etc., Etc. SPECIAL GAS AND WATER PIPE CONNECTIONS CASTINGS FOR LOCOMOTIVES AND CARS ELECTRIC RAILWAYS MACHINERY CYLINDERS ROOFS AND BRIDGES General Machine Work, including the manufacture of Medium Weight and Heavy Machinery. Blacksmith Work. Medium Weight and Heavy Forgings, Rods, Bolts, Architectural Wrought Iron. . JOHNSTON, Architect * WAREHOUSE FOR FARWELL, OZMUN, KIRK & CO., ST. PAUL LOUIS LOCKWOOD, Architect 1000 Tons. Designed, Constructed and Erected by St. Paul Foundry Co. ST. PAUL FOUNDRY CO. 217 -• 2000 Tons. Constructed by St. Paul Foundry Co. 200 FOOT HIGHWAY BRIDGE NEAR SPOKANE, WASH. Designed and Constructed by St. Paul Foundry Co. ST. PAUL FOUNDRY CO. 219 Constructed and Erected by St. Paul Foundry Co. POWER HOUSE SEATTLE ELECTRIC CO., SEATTLE, WASH. Diameter: 1(1' 9" at base, 12' 9" at top. Height GO' STEEL STACK, 220 ST. PAUL FOUNDRY CO. REED & STEM, Architects 221 ST. PAUL FOUNDRY CO. INDEX A PAGE Anchors for I-Beams. 47 Angles, Areas of. 16 “ In Compression. 72-75 “ Properties of. 41-45 “ Safe Loads for. 33-35 “ Standard, Cuts of. 12-13 “ Struts Safe Loads for. 72-75 “ Weights of. 17 Area Gratings. 177 Areas of Square and Round Rods. 88-89 Automobile Turntables. 207 B Balcony Rails.188-189 Bar-lock Sidewalk Lights. 194 Bases for Cast Iron Columns.154-156 Beams, Bending Moments for. 26 “ Deflection of. 26 “ Formulte for Flexure of. 37 “ Supporting Brick Walls. 52 “ Wooden Safe Loads for. 94 Bearing Plates for I-Beams and Channels. 24 Bending Moments for Beams. 26 Bethlehem Sections. 94-140 “ Columns, Properties and Dimensions.106-113 “ Columns, Safe Loads for.126-133 “ I-Beams as Columns, Safe Loads for.122-125 I-Beams, Detail Dimensions and Guages.138-140 “ I-Beams, Safe Loads for.114-121 “ I-Beams, Standard Connections for.134-137 I-Beams, Properties of.102-105 Boiler Fittings. 211 Boiler Fronts. 210 Bolts, Cuts of. 80 Bolts, Standard Dimensions of. 84 Bolts, Weights of. 82 Brackets, Ornamental Wrought Iron. 190 Brick Walls, Support of. 52 Brick W T alls, Weight of... 52 Building Laws of Various Cities. 92-93 Building Materials, Weight of. 91 C Capitals for Cast Iron Columns.159-164 Cast Iron Column Bases. 154 “ “ Columns, Safe Loads for.144-151 “ “ Lintels, Safe Loads for. 153 “ “ Plates, Weights of. 152 Catch Basin Covers. 200 ST. PAUL FOUNDRY CO. INDEX—Continued Ceilings, Porous Tile, Weights of. Channels, Cuts of. “ Columns, Safe Loads for. Dimensions and Guages. “ Properties of. “ Safe Loads for. Clean-out Doors. Coal Hole Covers. Column Caps, Cuts of. Columns Bethlehem, Properties and Dimensions of Bethlehem, Safe Loads for. “ Cast Iron, Round Ornamental. “ Cast Iron, Square Ornamental. Cast Iron Safe Loads and Weights. Gas Pipe Safe Loads and Weights. Latticed Channel, Safe Loads for. Latticed Channel. Size of Lacing for. . . . “ Plate and Channel. Safe Loads for. Standard I-Beam, Safe Loads for.• “ Steel Cuts of. Wooden. Safe Loads for. “ Z-Bar, Safe Loads for. Concrete Floors. Connection Angles, Standard. Connection Angles, Bethlehem. PAGE 51 10-11 61-64 22 40 31, 32 202 196-197 159-164 106-113 126-133 157-158 165-171 144-149 150 60 60 61-64 65 48 95 66-67 134-137 D Decimal Equivalents. 90 Deflection of Beams. 26 Dimensions of Bethlehem I-Beams.100-101-138-140 of Bethlehem Columns.106-113 “ of Plate and Channel Columns. 61 “ of Standard I-Beams and Channels. 22 “ of Standard Tees. 18 of Standard Z-Bars. 19 Door Bumpers. 192 Door Guards. 176 Drinking Fountain. 203 Duplex Hangers. 177 Entrance Plates E F Face Plates, Cast Iron. Fences. Wrought Iron. Fire Escapes. Floors, Wood. Floors. Fireproof. Floor Loads. Formulae for Flexure of Beams. . . . Furring, Weight of. G Gas Pipe Columns, Safe Loads for. . . Gas Pipe. Dimensions of. Gates, Wrought Iron. Girders I-Beam Box. Safe Loads for Girders Plate, Safe Loads for. 173 172 192-193 186-187 49 50 50 37 51 150 150 192 54-55 56-59 INDEX—Continued PAGE Guages of Bethlehem I-Beams.138-140 Guages of Standard I-Beams. 22 Grate Bars. Gutters, Cast Iron. H Hydrant, for Street Sprinkler. 209 201 204 I I-Beam Box Girders, Safe Loads for. 54-55 I-Beams, Bethlehem, as coluuums. Safe Loads for.122-125 “ Bethlehem, Dimensions and Guages.138-140 “ Bethlehem, Properties of.102-105 “ Bethlehem, Safe Loads for.114-121 “ Bethlehem, Weights and Dimensions of.100-101 “ Standard-, Anchors for. 47 “ Standard, as Columns. 24 “ Standard, Bearing Plates for. 23 “ Standard, Connections for. 23 “ Standard, Cuts of.6-7-8-9 “ Standard, Dimensions and Guages. 22 “ Standard, Properties of. 38-39 “ Standard, Safe Loads for.28-29-30 “ Standard, Typical Details. 46 L Lacing Size of, for Channel Columns. 60 Lamp Posts. 204-205-206 Laws, Building of Various Cities. 92-93 Lintels, Cast Iron Safe Loads for. 153 Lintels, Typical Details. 46 Loads—See Safe Loads. M Majestic Coal Chute. 195 Manhole Covers. 198 Manufacturers’ Standard Specifications. 97 Mensuration. 98 Minimum Spans for Standard Connections.134-135 N Nails and Spikes. 96 Newel Posts, Cuts of.179-181 Nuts, Standard Dimensions for. 84 P Partitions, Weights of. 51 Pillars—See Columns. Pilasters—See Columns. Plates, Weights of. 20 Plate and Channel Columns, Safe Loads for. 61-64 Posts—See Columns. Post Caps. 156 224 ST. PAUL FOUNDRY CO. INDEX—Continued Properties of Bethlehem Columns. “ of Bethlehem I-Beams. . “ of Standard Angles. “ of Standard Channels. . of Standard I-Beams... PAGE .106-113 .102-105 . 41-45 40 38-39 Quills, Cast Iron. 156 Railings for Areas. Railings for Balconies. Railings for Stairs. Refuse Burner. Rivets, I.ength of, for Various Grips. Rivets, Shearing and Bearing Values. Rivets, Weight of. Rods, Square and Round, Weights and Area of. Rods, Tensile Strength of. Rods, Upsets for. Roofs, Weight of. Roof Trusses. Ropes, Wire and Manila, Strength of. 178 .188-189 .182-184 208 78 . 76-77 81 88-89 79 79 . 51-68 . 68-71 96 Safe Loads for Bethlehem Columns. “ for Bethlehem I-Beams. “ for Bethlehem I-Beams as Columns. “ for Cast Iron Columns. “ for Cast Iron Lintels. “ for Gas Pipe Columns. “ for I-Beam Box Girders. “ for Latticed Channel Columns. “ for Park and Channel Columns. “ for Plate Girders. “ for Standard Angles. “ for Standard Channels. “ for Standard I-Beams. “ for Standard I-Beams as Coluumns.. “ for standard Tees. “ for Wooden Beams. “ for Wooden Columns. “ for Z-Bar Columns. Sash Bar. Sash Weights. Screws. Wood. Screw Threads, Standard. Separators for Bethlehem I-Beams. Separators for Bethlehem I-Beams. Sewer Catch Basins. Sewer Grates. Sheets, Weights of. Sidewalk Covers. Sidewalk Boors. Sidewalk Lights. Specifications. Manufacturers Standard. Spikes and Nails. Sprinkler Hydrants. Stacks Cast Iron. . 126-133 .114-121 .122-125 .144-149 153 150 . 54-55 60 61-64 . 56-59 33 . 31-32 . 28-30 65 36 94 96 . 66-67 .174-175 209 96 84 .134-135 25 199 199 21 200 195 194 97 96 204 210 ST. PAUL FOUNDRY CO. 225 J INDEX—Continued PAGE Stairs, Outside. 185 Stair Railing.182-183 Standard Beam Connections to Cast Iron Columns. 155 Standard Connection Angles for Bethlehem I-Beams.136-137 Standard Connection Angles for Standard I-Beams. 23 Stirrups . 177 Stresses Allowed by Various Building Laws. 92-93 T Tees, Safe Loads for... 36 Tees, Standard, Cuts of . 14 Tees, Standard Weights and Dimensions of. 18 Tensile Strength of Rods. 79 Tile Floor Construction. 50 Trench Cover. 201 Trusses, Notes on. 68 Trusses, Steel Coefficients for..• • • • 71 Trusses, Wood Coefficients for. 69 Turnbuckles. Dimensions and Weights of. 83 Turn Table for Automobiles. 207 U Upset Screw Ends. 86-87 W Washers, Dimensions and Weights. 85 Weights of Angles. 17 “ of Bolts. 8 2 “ of Brick Walls. 5 2 “ of Building Materials. 91 “ of Cast Iron Columns.1-14-151 of Cast Iron Column Bases. 154 “ of Cast Iron Plates. 152 “ of Fireproof Material. 51 “ of Plates, Steel. 20 “ of Rivets and Round Head Bolts. 81 “ of Roofing. 68 “ of Separators, Bethlehem.134-135 of Separators. Standard. 25 “ of Sheets, Steel. 21 of Square and Round Rods. 88-89 “ of Tees. 18 “ of Turnbuckles. 83 “ of Upset Rods. 86-87 “ of Wood Floors. 49 “ of Z-Bars. 19 Window Guards. 191 Wire Rope. Strength of. 96 Wooden Beams, Safe Loads for. 94 Wooden Columns, Safe Loads for. 95 Wood Floors, Notes on. 49 7. Z-Bar Columns, Safe Loads for.. 68-67 Z-Bars, Standard, Cuts of. 15 Z-Bars. Standard, Weights and Dimensions of.r. 19 THE PIONEER.| COKrnNV SAIWT PA.UL.