7986 
 
 GENERAL SPECIFICATIONS 
 
 . FOR 
 
 CONCRETE WORK 
 
 AS APPLIED TO BUILDING CONSTRUCTION 
 
 BY 
 
 WILBUR J. WATSON 
 
 Mem. Am. Soc. C. E. 
 Structural Engineer 
 
 SECOND EDITION 
 
 1915 
 
&H0 
 
 TA6^3 
 
 BOUGHT WITH THE INCOME OF THE 
 
 SAGE ENDOWMENT FUND 
 
 THE GIFT OF 
 
 Henrg M, Sage 
 
 1891 
 
 f\.3os:Qs:%., 
 
 '2.-1 
 
 m^ 
 
 9306 
 
 Copyright, 191S, by 
 
 WILBUR J. WATSON 
 
 1150 Leader Building 
 
 CLEVELAND, OHIO 
 
 fj? 
 
 FOR SALE BY 
 McGRAW-HILL BOOK COMPANY, Inc. 
 
 239 West SStli Street 
 NEW YORK CITY 
 
 Price, fl.OO 
 
lllBiimiiSSffiiT'. ■■«».»» 
 
 GENERAL SPECIFICATIONS 
 CONCRETE WORK 
 
 AS APPLIED TO BUILDING CONSTRUCTION 
 
 BY 
 
 WILBUR J. WATSON 
 
 Mem. Am. Soc. G. £. 
 Structural Engineer 
 
 SECOND EDITION 
 
 1915 
 
S-ta- 
 
 i--..^ 
 
 f 
 
 In the elder days of Art, 
 Builders wrought with greatest care 
 Each minute and unseen part; 
 For the Gods see everywhere. 
 
 "The Builders''— Longfellow. 
 
Preface 
 
 Since the publication of the first edition of this work in 1908, much progress has been made 
 in the art of Reinforced Concrete Design and Construction, and it has been found necessary, in 
 order to bring these Specifications up to date, to make radical changes from the first Edition. 
 
 The arrangement of the text has been entirely changed and considerable subject matter 
 added. 
 
 During the last seven years, most of the larger cities have adopted ordinances governing 
 both the design and execution of concrete work, and the Author has endeavored in this edition 
 to conform as far as practicable to all reasonable requirements of such ordinances. 
 
 The Section on flat slab floors is based upon the requirements of the Chicago Building 
 Code, slightly modified to meet the views of the Author. 
 
 The Author desires to take advantage of this opportunity to call attention to the necessity 
 for careful inspection and competent supervision of work in structural concrete, which has 
 developed, in a few years, from an experimental into a standard type of construction. In this 
 period there have been a number of failures and accidents; very few in proportion to the 
 amount of work done; but -it is evident that with conservative design and good materials, such 
 as these specifications are intended to require, and with careful supervision and inspection, prac- 
 tically all failures and accidents can be eliminated. 
 
 The notation used in Section IV has been changed in some respects to conform more 
 closely to that adopted by the Joint Committee on Concrete and Reinforced Concrete of the 
 American Society of Civil Engineers, American Society for Testing Materials, American 
 Railway Engineering Association and Association of American Portland Cement Manufacturers. 
 
 All contract provisions have been eliminated, as the Author considers that these have been 
 better provided for in the publications of the American Institute of Architects. 
 
 Cleveland, Ohio, February, 1915. Wilbur J. Watson. 
 
Index to Sections 
 
 PAGE 
 
 Section I. Classes, Definitions, General Provisions and Uses 5 
 
 II. General Rules for Computing and Designing 6 
 
 III. Working Unit Stresses 10 
 
 IV. Formulas 13 
 
 V. Quality of Materials for Concrete Work 20 
 
 VI. Proportioning, Mixing and Placing Concrete 23 
 
 VII. Requirements for Placing Reinforcing Steel, Inserts, etc 27 
 
 VIII. Placing Concrete in Cold Weather 29 
 
 IX. Forms and Centers 30 
 
 X. Surface Finish 32 
 
 XI. Waterproofing 34 
 
 XII. Reinforced Steel Construction 38 
 
 XIII. Cast Stone and Blocks 40 
 
 XIV. Concrete Piling 41 
 
 XV. Flat Slab Types of Floor Construction 43 
 
 XVI. Floor Finish, etc 47 
 
 XVII. Inspection and Tests 50 
 
 XVIII. General Provisions 51 
 
 XIX. Designing Tables and Data 53 
 
Wateon'a Building Specifications Section I 
 
 Glasses, Definitions, General Proportions and Uses 
 
 1. CONCRETE is defined as a structural material composed of a mixture of coarse and 
 fine aggregates, with a cementing material, the latter being assumed to be Portland Cement, 
 tinless otherwise specified. 
 
 2. MASS CONCRETE is defined as concrete containing no steel reinforcement to assist in 
 resistance to stress. 
 
 3. Mass concrete may contain dowels, anchors or ties. 
 
 4. In general, mass concrete shall he used in the construction of footings, basement walls, 
 piers, machinery supports, or other construction or structures where a heavy mass is desirable. 
 
 5. Unless otherwise specified, mass concrete shall be mixed in the proportion of one part 
 Portland Cement, three parts fine aggregate and six parts coarse aggregate from J4 to 2J4 
 inches in size (No. 9 concrete), all as hereinafter described. 
 
 6. RUBBLE CONCRETE is defined as concrete containing large embedded stone, and 
 may be used where very large masses of concrete are required. 
 
 7. In rubble concrete, not more than 50% of the mass shall be composed of large solid 
 stones, which shall be clean and wet before placing, with at least 6 inches of concrete between 
 the embedded stones and between the exterior surfaces and the embedded stones. The pro- 
 portions for concrete, exclusive of the embedded stone, shall be the same as for mass concrete. 
 
 8. REINFORCED CONCRETE is defined as concrete containing reinforcing members 
 of steel, so placed as to provide the necessary resistance to tensile stresses, and to assist in 
 liie resistance to shearing (web stresses) and compressive stresses when required. 
 
 9. Reinforced concrete is divided into two sub-classes: 
 
 (a) MONOLITHIC CONSTRUCTION or concrete moulded in place, and 
 
 (b) UNIT CONSTRUCTION or concrete not moulded hi place but put together in 
 units, such as buildings constructed of slabs, beams, girders and columns manufactured in a 
 factory and erected in place. 
 
 10. Reinforced concrete shall, in general, be used for the construction of column footings, 
 columns, girders, beams, floors, walls, retaining walls, etc. 
 
 11. Unless otlierwise specified, all reinforced concrete shall be mixed in the proportion of 
 one part Portland Cement, two parts fine aggregate and four parts coarse aggregate from ^ 
 inch to 1 inch in size (No. 6 concrete) ; all materials to be of quality as hereinafter specified. 
 
 13. FIREPROOFING CONCRETE is defined as concrete used for fireproofing purposes 
 only. 
 
 13. Fireproofing concrete shall, unless otherwise specified, be composed of one part Port- 
 land Cement, two parts fine aggregate and five parts coarse aggregate (No. 7 concrete). 
 
 14. CONCRETE FLOOR FILL is defined as concrete used to embed wooden sleepers, 
 as base for finished floors, etc., and shall be proportioned as directed. 
 
 15. Unless otherwise specified, fine aggregate will be defined as sand and coarse aggregate 
 as screened crushed stone, slag or gravel, as hereinafter described. 
 
 16. These proportions are to be used only when no other proportions are specified on 
 plans or in special specifications. 
 
 IV. CAST STONE work will include lintels, sills, cast concrete blocks and ornamental 
 work constructed of separately moulded and cast blocks of concrete. 
 
 18. PRESSED CONCRETE BLOCKS will include building members manufactured by 
 compressing with machinery. 
 
Watson's Building Speciflcatlons Section n 
 
 General Rules for Computing and Designing 
 
 WEIGHTS 
 
 1. The weights of materials used in concrete work shall be assumed at the following 
 values per cubic foot. 
 
 Concrete, 1-3-4 (No. 6) mix, using sand and stone or gravel aggregates 144 lbs. 
 
 Concrete, 1-2-4 (No. 6) mix, using sand and slag aggregates 132 
 
 Concrete, 1-2-4 (No. 6) mix, using sand and cinder aggregates 120 
 
 Concrete, 1-4-8 (No. 12) mix, using sand and cinder aggregates 96 
 
 Reinforcing Steel 490 " 
 
 Cast Iron 450 " 
 
 Earth Fill 100 " 
 
 Timber, untreated 48 " 
 
 Timber, creosoted 60 " 
 
 Brick or Stone Paving 144 " 
 
 Asphalt Mastic Paving 136 " 
 
 Sand Fill 110 " 
 
 Cinder Fill 72 " 
 
 Common Brick 120 " 
 
 Shale or Pressed Brick 132 " 
 
 Glass 180 " 
 
 Granite and Marble 168 " 
 
 Limestone and Sandstone 156 " 
 
 Terra Cotta 100 " 
 
 2. The weight of plaster shall be taken at 8J^ lbs. per square foot, and of suspended ceil- 
 ings at 12 lbs. per square foot, for 1 inch thickness. 
 
 LIVE LOADS 
 
 3. The live load shall be assumed at not less than 35 lbs. per square foot for roofs, with 
 proper allowance for cinder fill, if used; 60 lbs. per square foot for dwellings; 80 lbs. per square 
 foot for offices, hotels, etc. ; 100 lbs. per square foot for factories, stores, stables, etc. ; and 125 
 lbs. per square foot for all places of public assemblage. For heavy factories, warehouses, etc., 
 the live load shall be determined by the nature of the occupancy. 
 
 4. Columns, posts, piers and walls shall be asstmied to carry the following proportional 
 parts of the live loads carried by the floors and roof: 
 
 Warehouses All other 
 
 and Paetories Buildings 
 
 Roof 100% 100% 
 
 Top floor 90% 75%. 
 
 First floor below top 85%. 70% 
 
 Second floor below top 80% 65%. 
 
 and a continuous reduction by a decrement of five units per floor until a minimum of 50% of 
 the live load is reached, which percentage shall be maintained to the top of foundation or footing. 
 
 6. Wind pressure shall be assumed at 20 lbs. per square foot of exposed surface, and the 
 stresses due to wind shall be added to the direct stresses. 
 
 6 
 
Watson's Building Specifications Section n 
 
 LENGTH OF SPAN 
 
 6. The length of span for reinforced concrete slabs, beams, girders and trusses, when 
 computed as simple beams, shall be considered to be the clear distance between supports. When 
 computed as continuous or fixed beams, the length of span shall be considered to be the dis- 
 tance between centers of support. 
 
 7. All slabs, beams and girders of monolithic construction shall be considered, unless 
 otherwise shown on the drawings, to be partially continuous and shall have reinforcement in the 
 upper part of the beam at the supports. Provision for taking care of stress, due to negative 
 moment over the supports, shall never be omitted, unless such slabs, beams and girders are so 
 detailed that they cannot act as continuous beams. 
 
 MOMENTS 
 
 8. For simple beams, the bending moments due to external forces shall be determined by 
 the usual methods; and for partially continuous or restrained beams, the maximum positive 
 bending moment shall be taken at 8/10 the corresponding moment as determined for simple 
 beams, and the maximum negative moment at intermediate supports shall be taken at not less 
 than 3/3 the maximum positive moment, and at end supports at not less than 1/3 the maximum 
 positive moment. The above requirement is intended to apply to the usual "T" beam construc- 
 tion. Whenever it is practicable to determine more exactly the maximum positive and negative 
 moment, such determination shall be made. 
 
 9. In proportioning columns, the effect of eccentric loading shall be taken fully into 
 account, whether said eccentricity be caused by unbalanced or unequal loading or by details of 
 construction. 
 
 THEORETICAL ASSUMPTIONS 
 
 10. All tensile stresses shall be considered to be resisted entirely by the steel reinforce- 
 ment ; no allowance shall be made for concrete in tension. 
 
 11. The stress-strain curve of concrete in compression shall be assumed to be a straight 
 line. 
 
 12. The Modulus of Elasticity of concrete shall be taken as 2,000,000 lbs. per square inch 
 ( = 1/15 that of steel) for 1-2-4 (No. 6) concrete having an ultimate strength at 60 days of 
 2,000 lbs. per square inch, or less; 2,500,000 ( = 1/12 of that of steel) for l-li^-3 (No. 4>^) 
 concrete having an ultimate strength between 2,200 and 2,400; and 3,000,000 (=1/10 that of 
 steel) for 1-1-2 (No. 3) concrete having an ultimate strength in excess of 2,400 lbs. per square 
 inch. These modulii shall be assumed to be constant within the limits of the allowable range of 
 stress. See Paragraph 2, Section VII. 
 
 13. A plane before bending shall be assumed to remain a plane after bending. 
 
 14. Initial stresses in concrete and steel due to shrinkage of concrete in setting shall be 
 neglected. 
 
 "T" BEAMS 
 
 15. In the computation of the resistance of "T" beams the portion of the slab that may be 
 assumed to assist in compression shall be limited so that in no case shall the projecting parts 
 of the slab portion each exceed in width four times the thickness of the slab, and the total top 
 width shall not exceed three times the thickness of the stem, or J4 the span of the slab or of 
 the beam. 
 
 16. When the thickness of the slab portion is less than .35 the total depth of the beam, 
 the increased compression in the slab shall be taken into account and the allowable percentage 
 of the steel reinforcement shall be reduced, (See tables on page 19). 
 
Watson's Bnilding Specifications Secttoa n 
 
 17. When the thickness of the slab portion of a "T" beam is less than 1/5 the depth of 
 the stem, fillets shall be used at the juncture of slab and stem, the thickness of which at the 
 stem shall be not less than 1/5 the depth of the stem and such fillet shall extend, when possi- 
 ble, to the limits of the slab portion of the "T" beam. The slab part of "T" beams shall 
 be placed at the same time and be composed of the same material and class of concrete as the 
 stem. 
 
 18. In designing partially continuous "T" beams, the compression in the lower portion of 
 the stem at point of maximum negative moment shall be computed, and if it exceeds the maxi- 
 mum allowable unit stress of concrete, sufficient compressive reinforcement shall be provided. 
 
 WEB REINFORCING 
 
 19. Whenever the unit web tensile stresses on concrete exceed the allowable unit stresses, 
 as given in Section III, steel stirrups shall be used to provide for the excess tensile stresses or 
 part of the rods shall be bent up in such a manner as to provide the necessary resistance, but in 
 the latter case care shall be taken to leave enough rods in the lower portion of the beam at the 
 ends to provide the adhesion required to develop the tensile stress at any point, and if neces- 
 sary, the straight bars shall be anchored at the ends. 
 
 30. In no case shall flange reinforcement be assumed to assist in the resistance to web 
 stresses. 
 
 21. In reinforcing to provide resistance to web tension, diagonal bars, rigidly attached to 
 the main reinforcing bars in such a way as to transmit the full strength of the web bar into 
 the main bar without distortion of the connection, shall be preferred. The web bars, designed 
 in this way and having a length above the neutral axis sufficient to develop the full strength of 
 the member by adhesion and having all bends of a radius not less than eight times the side or 
 diameter of bar, may be stressed to 12,000 lbs. per square inch. 
 
 22. Vertical stirrups shall pass under the main bars or be rigidly attached thereto. Stresses 
 in vertical stirrups shall not exceed 10,000 lbs. per square inch. 
 
 23. Web reinforcing bars shall be spaced a distance apart not exceeding the depth of 
 the beam from the compressive surface to the reinforcement (d2) for diagonal members or one 
 half this distance for vertical members when used alone. When vertical members are used in 
 combination with diagonal members, each may be spaced a distance apart not exceeding d,. 
 
 FOOTINGS 
 
 24. In computing reinforced concrete footings, the combined compressive stress, due to 
 bending in several directions, shall not exceed the allowable unit stress. In computing shearing 
 stresses, the column load may be assumed to spread outward from the base of the column at an 
 angle not greater than 35° with the vertical. The shear along this 35° surface shall not exceed 
 the allowable unit for diagonal tension in concrete. The load carried by the footing area within 
 the 35° planes may be deducted from the total column load in computing this shear. 
 
 25. All reinforcing bars in concrete footings shall be protected with not less than 2^ inches 
 of concrete. 
 
 TEMPERATURE 
 
 26. The coefficient of expansion of concrete due to temperature changes shall be assumed 
 to be .0000055 per degree Fahrenheit. 
 
 8 
 
Wntaon'i Building Specifications Section II 
 
 SHRINKAGE 
 
 27. The coefficient of contraction or shrinkage of concrete set in air shall be assumed at 
 .002 divided by the ratio of the amount of aggregates to the amoimt of cement ( = .002 divided 
 by number of mix). 
 
 28. The contraction or shrinkage of concrete set in air shall be provided for by proper 
 details. 
 
 GENERAL. 
 
 29. Rectangular slabs supported on four sides and reinforced in two directions shall be 
 proportioned on the assumption that the loads carried by the two systems are in inverse propor- 
 tion to the fourth powers of the sides. 
 
 30. All reinforcing bars shall be of sufficient length to develop the full stress in the bar 
 at all points without exceeding the allowed unit stress of adhesion of concrete to steel, or proper 
 anchorage must be provided. 
 
 31. Care shall be taken to insure that all reinforcing bars over supports have sufficient 
 length to develop their computed stress by adhesion. 
 
 32. A bend of 90° or more at the end of a bar shall be considered capable of developing 
 not more than one-half the tensile strength of the bar. 
 
 Note : Usually, when bars are anchored at the ends, the stress at the point of anchorage is 
 much less than the working strength of the bar, the greater part of the load having been already 
 relieved by adhesion, and a radius of bend of 3 inches will be sufficient, provided that ^ of the 
 load is taken care of by adhesion. 
 
 33. Members subject to combined stresses, such as a combination of direct compression and 
 compression due to bending, shall be so proportioned that the combined stresses shall not exceed 
 the allowed maximum stresses as given in Section III. 
 
 34. Floor systems composed of reinforced concrete beams, separated by tile or metal fillers, 
 shall be so designed that no reliance is placed upon the tile or metal fillers for strength. 
 
 35. All calculations shall be made to working stresses and safe loads as given in 
 Section III. 
 
Watson's Building Specifications Section in 
 
 Working Unit Stresses 
 
 1. The unit stresses given in this section apply only to concrete of the mixtures propor- 
 tioned as herein specified and possessing the strength specified therefor. For mixtures of other 
 proportions, the unit stresses used shall be in direct ratio of the strength of such mixtures to the 
 strength of the standard mixtures as given in Section VI, both strengths being taken at sixty 
 days. 
 
 BEARING 
 
 2. The bearing of masonry plates on 1-3-6 (No. 9) concrete shall not exceed 400 lbs. per 
 square inch; on 1-2-4 (No. 6) concrete 500 lbs.; on 1-1-3 (No. 3) concrete 600 lbs., and the area 
 of the bearing plate shall not exceed one-half the area of the surface receiving said plate. 
 
 COMPRESSION 
 
 3. The direct compressive stress in massive concrete shall not exceed 400 lbs. for 1-3-6 
 (No. 9) concrete or 500 lbs. for 1-2-4 (No. 6) concrete. 
 
 4. The compressive stress in reinforced concrete due to bending shall not exceed 550 lbs. 
 per square inch for 1-2J4-5 (No. 7J4) concrete nor 700 lbs. per square inch for 1-2-4 (No. 6) 
 concrete, when determined by the straight line formula. 
 
 5. The maximum allowable stress on steel in compression, when not otherwise specified 
 herein, shall not exceed the maximum co-existing stress in the contiguous concrete multiplied 
 by the ratio of the modulus of elasticity of the steel to that of the concrete. See Paragraph 9. 
 
 COLUMNS 
 
 6. All concrete in columns, unless otherwise specified, shall be 1-2-4 (No. 6) mix. 
 
 7. The direct compression on plain concrete columns shall not exceed 300 lbs. per square 
 inch and the length of such columns shall not exceed six times their least side. 
 
 8. For reinforced concrete columns, whose length exceeds twelve times the diameter or 
 least side, the unit stresses in steel and concrete shall be reduced 10% for each additional foot, or 
 fraction thereof, in length of column. 
 
 9. The direct compression on concrete columns, reinforced by vertical rods only, shall not 
 exceed 400 lbs. per square inch on 1-2-4 (No. 6) concrete when the reinforcement is not less 
 than J^% of the concrete section, which is the minimum amount of reinforcement which shall be 
 considered in a reinforced concrete column. All columns having less than this amount shall be 
 assumed to be plain concrete columns. The longitudinal reinforcing bars shall not exceed 4% of 
 the total concrete section, and shall be assumed to assist in carrying the direct load at a unit 
 stress of 10,000 lbs. per square inch. The unit compressive stress on concrete shall be applied to 
 the total column section, no deduction being made for the area of the reinforcement. 
 
 10. When the reinforcement consists of vertical bars and spiral hooping, the concrete shall 
 not be stressed more than 650 lbs. per square inch on the gross area within the hoopin<^ for 1-2-4 
 (No. 6) concrete, provided that the amount of vertical reinforcement be not less than the spiral 
 reinforcement nor greater than 5% of the area within the hooping; that the percentage of spiral 
 hooping be not less than Y^Jo and not to exceed 1>^% of gross area within the hooping; that 
 the pitch of the spiral be uniform and not greater than 3 inches ; that the spiral be properly secured 
 
 10 
 
Wutson's Building Specifications Section HI 
 
 to the verticals ; and that the verticals be not less than four in number for columns having cores 13 
 inches or less in diameter, nor less than eight for larger columns. In such columns the vertical 
 steel may be assumed to assist in carrying the direct load at a unit stress of 10,000 lbs. per square 
 inch, and the hooping may be considered as equivalent to 2.4 times its volume, taken as vertical 
 reinforcement. 
 
 11. When a mixture of 1-15^-3 (No. 4J^) is used for the concrete, the unit load on the 
 concrete core may be taken at 750 lbs. per square inch on the gross area within the hooping, the 
 steel stress remaining at 10,000 lbs. per square inch. 
 
 12. Longitudinal bars shall be securely tied together at intervals not exceeding one foot. 
 
 13. Hooping or ties for non-spiral columns shall be not less than J^ inch in diameter for all 
 main longitudinal bars of one inch or greater in diameter, or one-quarter the size of main bars for 
 smaller sizes. 
 
 14. Longitudinal compression rods in columns shall be spliced by lapping above or below 
 the floor level a sufficient amount to develop the stress in same by adhesion, or dowels or splice 
 bars shall be provided sufficient to develop not less than three-quarters the calculated stress in 
 the bars of the upper column. 
 
 PUNCHING SHEAR 
 
 15. The direct or punching shearing stress on concrete shall not exceed 150 lbs. for 1-2-4 
 (No. 6) ; 130 lbs. for l-2J^-5 (No. 7i^) and 110 lbs. for 1-3-6 (No. 9) and shall be computed 
 on the total depth. 
 
 Note : Direct or punching shear results from the action of a column on its footing, or 
 similar construction, and is not to be used as a measure of diagonal tension. 
 
 VERTICAL SHEAR 
 
 16. The unit vertical shearing stress in beams shall be used as a measure of the diagonal 
 web tension, and shall not exceed 150 lbs. per square inch on 1-2-4 (No. 6) concrete, or 120 lbs. 
 on 1-2)^-5 (No. 7J^) concrete, disregarding the reinforcement. The concrete shall be assumed 
 to take 50 lbs. per square inch for 1-2-4 (No. 6) concrete and 40 lbs. per square inch for 
 l-2J^-5 (No. 7J^) concrete. Reinforcing steel shall be provided for the balance. The unit 
 vertical shearing stress shall be determined by dividing the total vertical shear by the effective 
 shearing area ( := beam width (b) into the depth between the lines of action of the compressive 
 and tensile stresses (d^). The unit stress in the concrete shall also be applied to the effective 
 shearing area, in determining the total vertical shear taken by the concrete. 
 
 ADHESION 
 
 17. The adhesive stress of concrete to plain steel bars shall not exceed 60 lbs. per square 
 inch for 1-3-4 (No. 6) concrete, nor 50 lbs. for l-2J^-5 (No. 7J4) concrete. When deformed 
 bars are used, these values may be doubled. 
 
 ANCHORAGE 
 
 18. The length of anchorage required to develop the full strength of plain and round bars 
 shall be determined by the adhesion as given above. This anchorage may be reduced 50% for 
 plain bars anchored at the ends by bending through 90° or more. 
 
 11 
 
Watson's Building Specifications Section in 
 
 TENSION 
 
 19. The working unit stress of steel reinforcing bars in tension shall be taken at 16,000 
 lbs. per square inch for structural grade and 18,000 lbs. for hard grade, except as modified herein 
 for steel reinforcement used as web members. 
 
 FOUNDATIONS 
 
 20. The maximum allowable loads on foundations shall, imless otherwise indicated, be taken 
 as follows: 
 
 On dry coarse gravel, well cemented, five tons (10,000 lbs.) per sq. ft. 
 
 On dry, hard sand and clay, four tons ( 8,000 lbs.) " " " 
 
 On ordinary dry clay and sand, three tons ( 6,000 lbs.) " " " 
 
 On wet sand, two tons ( 4,000 lbs.) " " " 
 
 On wet clay, one ton ( 2,000 lbs.) " " " 
 
 The maximum allowable load on foundation material other than that given will be determined 
 for each individual case by the Architect or Engineer in charge. 
 
 REINFORCED STEEL 
 
 31. In case of reinforced steel construction, in which a structural steel frame, before being 
 encased in concrete, is designed to carry a definite portion of the loads, the luiit stresses in the 
 steel frame, when carrying its portion of the load alone, must not exceed those allowed by the 
 specifications of C. C. Schneider for Structural Work of Buildings, and the unit stresses in the 
 steel and concrete after completion shall not exceed those given herein for reinforced concrete 
 construction. 
 
 n 
 
Watson's Buflding Specifications Section lY 
 
 Formulas 
 
 ai 
 
 a. 
 
 In computing unit stresses, moments of resistances, etc., the following formulas shall be used. 
 
 NOTATION 
 The units are always in pounds and inches unless otherwise stated. 
 
 d, = Total depth of beam 
 
 dj = Distance from compressive surface of concrete to center of steel reinforcement 
 dj = jdj = Distance from centroid of compressive forces to center of steel 
 d' = Depth from compressive surface of concrete to steel in compression 
 j = Ratio of distance between centroid of compressive forces and center of steel to dis- 
 tance of center of steel below compressive surface of concrete 
 k = Ratio of depth of neutral axis to depth of steel in tension 
 kds = Distance from compressive surface to neutral axis of beam 
 h = Ratio of depth of steel in compression to depth of steel in tension 
 bi = Width of simple or width of stem of "T" beam 
 b, = Width of flange of "T" beam 
 t = Thickness of flange of "T" beam 
 O =: Perimeter of a reinforcing bar at any section 
 20 = Sum of perimeters of all bars 
 
 Area of steel tension bars at any cross-section 
 
 : Area of web reinforcing bars at any longitudinal section equal to d, in length 
 a 3 = Area of steel compression bars at any cross-section 
 p = Ratio of cross-section of steel in tension to cross-section of beam above the center of 
 
 gravity of the steel in tension 
 p' = Ratio of cross-section of steel in compression to cross-section of beam above the center 
 
 of gravity of the steel in tension 
 s = Spacing of stirrups at any section 
 M = Bending moment in inch pounds from exterior forces 
 m = Moment of resistance at any section in inch pounds. 
 
 V = Vertical shear at any section 
 fg = Unit stress in steel in tension 
 
 f ', = Unit stress in steel in compression 
 f^ = Unit stress in concrete in compression 
 
 V = Unit stress in concrete in shear 
 
 u = Unit stress in adhesion of concrete to steel 
 Es = Modulus of elasticity of steel 
 Ec = Modulus of elasticity of concrete in compression 
 Et = Modulus of elasticity of concrete in tension 
 
 E.= n 
 Ec 
 
 \ := Area of concrete above steel in case of beams, also total area of columns 
 
 /^ = Area of concrete considered as taking direct compression in case of columns 
 
 C = Total compressive stress in concrete 
 
 S = Total tensile stress in steel 
 
 S' = Total compressive stress in steel 
 
 P = Total safe load on columns 
 
 13 
 
Watson's Building Speciflontiong 
 
 Section tV 
 
 1. RECTANGULAR BEAMS 
 
 /7y./ 
 
 L^s 
 
 Position of neutral axis. 
 
 k = V 2 pn + (pn)'' — pn 
 Arm of resisting couple, 
 
 j = l-ik 
 
 (For fs = 15,000 to 16,000, and fc = 600 to 650, k may be taken at f .) 
 
 Fiber stresses, 
 
 M 
 
 M 
 
 , _ 2 M 2pfs 
 ''~ jkbdi ~" k 
 
 Steel ratio. 
 
 1 
 
 ia+0 
 
 2 fs. / f , 
 
 fc 
 M 
 'dafs 
 
 (1) 
 (2) 
 
 (3) 
 (4) 
 
 (5) 
 (6) 
 
 14 
 
Watson's Building Specifications 
 
 Section rv 
 
 2. "T" BEAMS 
 ^ 
 
 • • 
 
 , A , 
 
 /y^.^. 
 
 Case I. When the neutral axis lies in the flange (use the formulas for rectangular beams). 
 
 Case II. When the neutral axis lies in the stem. 
 
 The following formulas neglect the compression in the stem : 
 
 Position of neutral axis, 
 
 ,, 2nd2 a + b^ t' 
 
 kdo = ; 
 
 2n ai + 2b2 t 
 
 Position of resultant compression, 
 _ 3kd2 — 2t t 
 ~ 2kd2 — t 3 
 
 Arm of resisting couple, 
 
 jd2==d2— z . . . 
 
 Fiber stresses. 
 
 fs = 
 
 M 
 
 ai jdj 
 
 fc^ 
 
 Mkd 
 
 fs k 
 
 (7) 
 
 (8) 
 
 (9) 
 (10) 
 (11) 
 
 b2 t (kdz — i t) jd2 n 1 — k 
 (For approximate results, the formulas for rectangular beams may be used.) 
 
 The following formulas take into account the compression in the stem; they are recom- 
 mended where the flange is small compared with the stem : 
 
 15 
 
Watson's Building Specifications 
 
 Position of neutral axis. 
 
 SaettoD IV 
 
 kd. 
 
 ^ / 2nd2ai + (b2-bi)t' /nai + (b, - bi) t x » 
 ^ bi ^\ b, J 
 nsii + (b2 — bi) t 
 
 Position of resultant compression, 
 
 _(kd, t»-^ t«)b, + [(kd,-t)* (t+i(kd,-t))]b, 
 
 t(2kdj-t)b2 + (kdg-t)2 b, 
 
 Arm of resisting couple, 
 jdj = dj — z 
 
 Fiber stresses, 
 
 M 
 
 fs = 
 
 ai jdj 
 
 2Mkd, 
 
 ((2kdj _ t) bj t- (kdj - t)» b,) jd, 
 3. BEAMS REINFORCED FOR COMPRESSION 
 
 -JclL. 
 
 i— /— 
 
 '&•#-/» 
 
 F'—y 
 
 Z 
 
 ■T'S 
 
 Position of neutral axis, 
 
 k= J2n(p + p'^) + n» (P + P')' - n (p + p') 
 
 Position of resultant compression, 
 
 Jk»d,.2p-nd-(k-^) 
 
 k^4-2p'n(k-^) 
 
 (12) 
 
 (13) 
 
 (14) 
 
 (15) 
 (16) 
 
 (17) 
 
 (18) 
 
 16 
 
Wataon'a Building Speciflcations Section IV 
 
 Arm of resisting couple, 
 
 jda = d, — z (19) 
 
 Fiber stresses, 
 
 'c=— , /^ .. ^ (20) 
 
 M|[3.-...^(.-^)(,-^)] 
 
 f.--^=nfc^ (20 
 
 pjba di k 
 
 f's = nfc 2 da (22) 
 
 k 
 
 4. SHEAR, BOND AND WEB REINFORCEMENT 
 
 In the following formulas, 20 refers only to the bars constituting the tension reinforcement 
 at the section in question, and jda is the lever arm of the resisting couple at the section. 
 
 For rectangular beams. 
 
 v=-^ (23) 
 
 bjda 
 
 u=— ^ (24) 
 
 jdj 20 
 
 (For approximate results, j may be taken at |.) 
 The stresses in web reinforcement may be estimated by the following formulas : 
 Vertical web reinforcement, 
 
 S'=-^ (25) 
 
 jdj 
 
 Web reinforcement inclined at 45°. 
 
 S'=0.7^ (26) 
 
 jdj 
 
 in which S' = stress in single reinforcing member, V = amount of total shear assumed as carried 
 by the reinforcement, and s = horizontal spacing of the reinforcing members. 
 
 The same formulas apply to beams reinforced for compression as regards shear and bond 
 stress for tensile steel. 
 
 For "T" beams. 
 
 V (27) 
 
 bi jdj 
 
 u= V (28) 
 
 jdj 20 
 (For approximate results, j may be taken as I.) 
 
 17 
 
Watson's BuUding Speciflcations Section IV 
 
 5. GENERAL 
 
 The length of reinforcing bars required in a simple beam uniformly loaded may be deter- 
 mined as follows: 
 
 / at + a-i + ■ ■ 
 
 Xn = Ln/ ^ 
 
 ^ (29) 
 
 where Xn = length of nth rod in the order of length, counting the shortest as number one : 
 
 L = span length. 
 
 A = total area of steel at center ; and a,, a,, etc., = area of each rod up to the nth rod. 
 
 For unsymmetrical loading the maximum moments and shears must be determined at various 
 sections and the lengths of bars obtained therefrom preferably by plotting the moment and shear 
 diagrams. 
 
 6. APPROXIMATE METHOD FOR DESIGNING "T" BEAMS 
 
 By the use of the "Table for Designing "T" Beams," "T" beams may be designed in exactly 
 the same manner as simple rectangular beams, by considering the width b2 of the "T" beam to 
 correspond to the width b, of the rectangular beam, and the area of concrete above the steel to be 
 equal to dg b2. 
 
 When the thickness t of the flange is less than the distance from the compressive surface of 
 the slab to the neutral axis, the unit stresses on concrete in compression are increased, and there- 
 fore in designing such "T" beams as if they were simple rectangular beams, a corresponding 
 reduction in the percentage of reinforcement must be made, in order to keep the ratio U "^ fc 
 constant. 
 
 The following table gives the allowable percentage of steel in terms of the ratio of the thick- 
 ness of the flange to the depth dj 
 
 18 
 
Wataon'a Building Specifications 
 
 Section IV 
 
 Table showing the allowable percenta&e of steel for 
 
 VARIOUS VALUES OF "fs'& 'fc . /N TERMS OF THE RATIO OF THE 
 THICKNESS OF THE FLAN6E 't" TO THE DEPTH 'dz. 
 
 p 
 
 fs = 16000*/"' 
 
 fs = 18000*/°' 
 
 
 fc-600 
 
 fc^eso 
 
 fc=700 
 
 fc'750 
 
 fc-eoo 
 
 fc-650 
 
 fc'TOO 
 
 fc--750 
 
 JO 
 
 .32 
 
 .35 
 
 .39 
 
 .42 
 
 .28 
 
 .3) 
 
 .36 
 
 .38 
 
 .10 
 
 .15 
 
 .46 
 
 .50 
 
 .54 
 
 .58 
 
 .39 
 
 A3 
 
 48 
 
 .52 
 
 .15 
 
 20 
 
 .55 
 
 .60 
 
 j66 
 
 .72 
 
 .47 
 
 .52 
 
 56 
 
 .63 
 
 .20 
 
 .25 
 
 .61 
 
 .68 
 
 .75 
 
 .33 
 
 .52 
 
 .58 
 
 .65 
 
 .72 
 
 .25 
 
 30 
 
 .66 
 
 .74 
 
 62 
 
 .90 
 
 .56 
 
 £2 
 
 TO 
 
 .76 
 
 .30 
 
 .35 
 
 .67 
 
 .76 
 
 .85 
 
 34 1 .56 
 
 .63 
 
 .71 
 
 80 
 
 .35 
 
 .40 
 
 .67 
 
 T7 
 
 .87 
 
 .97 1 .56 
 
 .63 
 
 .72 
 
 81 
 
 AO 
 
 This table for use in the design of Y Beams. 
 Compression in the web is neglected. 
 
 Id ; 
 V> -J 
 
 O 
 
 (iJ 
 
 -J 
 OD 
 
 
 
 
 
 k 
 
 
 «0 
 
 CVI 
 
 ^ 
 
 § 
 
 Si! 
 
 s 
 
 % 
 
 ^ 
 ^ 
 
 
 ^ 
 
 
 
 
 S 
 
 
 
 ^ 
 ^ 
 
 ^ 
 
 1 
 
 O 
 
 ^ 
 
 ?. 
 
 ~i 
 
 9% 
 
 5 
 
 9> 
 
 5 
 
 «0 
 
 S^ 
 «) 
 
 Si 
 
 1 
 
 1 
 
 i 
 
 (Q 
 
 S5 
 
 1 
 
 
 2? 
 
 i 
 
 i 
 
 
 \5 
 
 R 
 * 
 
 
 % 
 
 % 
 
 ^ 
 
 '^XJUONOO 
 
 Nl ss-3a±g 
 
 ONI>tMOM 
 
 
 S 
 ^ 
 
 **• 
 
 o 
 
 o 
 
 8 
 
 o 
 
 o 
 
 o 
 
 g 
 
 1 
 
 1 
 
 1 
 
 s 
 
 
 
 vo 
 
 
 g 
 
 >- 
 
 ^ 
 
 R 
 
 ^ 
 
 1331S 
 Nl SS3iiJiS 
 
 ONMdOM 
 
 § 
 
 O 
 CO 
 
 
 8 
 
 o 
 
 CO 
 
 § 
 
 tt 
 
 § 
 8 
 
 O 
 
 O 
 § 
 
 1 
 
 1 
 
 1 
 
 1 
 
 vO 
 
 1 
 
 1 
 
 1 
 
 1 
 
 1 
 
 1 
 
 1 
 
 1 
 
 
 If-" 
 
 12 
 
 2 
 
 5 
 
 12 
 
 w> 
 
 "2 
 
 "2 
 
 ^ 
 
 !S 
 
 <o 
 
 S 
 
 "2 
 
 ^ 
 
 •2 
 
 «2 
 
 "2 
 
 12 
 
 »2 
 
 5 
 
 «2 
 
 «2 
 
 «5 
 
 lN3M30tlQJNI3H 
 JO 
 
 30VLN30ii3d 
 
 8 
 
 ^ 
 
 § 
 
 ^ 
 
 8 
 
 B 
 
 
 
 ^ 
 
 15 
 
 8 
 
 5. 
 
 ^ 
 
 3 
 
 ^ 
 
 R 
 
 \5 
 
 s 
 
 
 9, 
 
 % 
 
 1 
 
 2! nn. 
 .VJ 
 
 -I 
 z 
 o 
 
 z 
 u 
 
 i 
 
 (ft 
 
 19 
 
WatBon'a Building Specifications 
 
 Quality of Materials for Concrete Work 
 
 PORTLAND CEMENT 
 
 1. All cement shall be, unless otherwise specified, American Portland Cement of a well 
 known and tried brand. Unless otherwise specified, all cement shall be purchased subject to the 
 standard tests of the American Society for Testing Materials, except as modified herein, and 
 these tests shall be made in strict accordance with the methods prescribed by the Committee on 
 Uniform Tests of the American Society of Civil Engineers. Tests shall be made from at least 
 each carload of cement and no cement shall be used on the job until such tests shall have been 
 made. Cement must be ordered sufficiently in advance of its use to allow at least 28 days for 
 testing. 
 
 2. The requirements for Portland Cement are, briefly, as follows : 
 
 The specified gravity, thoroughly dried at 110° Centigrade, shall be not less than 3.10. 
 
 For fineness, it shall leave by weight a residue of not more than 8% on the No. 100 and not 
 more than 25% on the No. 200 sieve. 
 
 For time of setting, it shall develop the initial set in not less than 30 minutes, but must 
 develop the hard set in not less than 1 hour or more than 10 hours. 
 
 The minimum requirements for tensile strength of neat cement shall be as follows : 
 
 Age — 24 hours in moist air 175 lbs. 
 
 Age — 7 days (1 day in moist air, 6 days in water) 500 lbs. 
 
 Age — 28 days (1 day in moist air, 27 days in water) 600 lbs. 
 
 For tensile strength of briquettes composed of one part cement to three parts sand, the 
 requirements shall be as follows : 
 
 Age — 7 days (1 day in moist air, 6 days in water) 175 lbs. 
 
 Age — 28 days ( 1 day in moist air, 27 days in water) 200 lbs. 
 
 For constancy of volimie three pats of neat cement about 3 inches in diameter and about 
 Yi inch at the center and tapering to a thin edge shall be made, one of which shall be kept in moist 
 air for a period of 24 hours and then in air at normal temperature for 28 days. Another shall be 
 kept in moist air for 24 hours and then kept in water maintained as near 70° Fahr. as practicable 
 for 28 days. The third shall be exposed in an atmosphere of steam above boiling water in a 
 loosely closed vessel for 5 hours. These pats shall remain firm and hard under the above tests 
 and shall show no signs of distortion, checking, cracking or disintegration. 
 
 Portland Cement shall contain not more than 1.75% of anhydrous sulphuric acid nor more 
 than 4% of magnesia. (Mgo.) 
 
 3. True Portland Cement made from blast furnace slag will be classed with other Portland 
 Cements. 
 
 POZZULAN CEMENT 
 
 4. Pozzulan Cement, if used, will be understood to mean cement made directly from blast 
 furnace slag and lime without calcination subsequent to the mixing. It shall be used only 
 
 under water or other places where thoroughly protected from the atmosphere. It shall weigh not 
 less than 330 lbs. per barrel and it shall meet the fineness, soundness and setting tests as 
 prescribed for true Portland Cement and shall have a specific gravity of not less than 2.7 and 
 shall develop a tensile strength not less than 75% of that specified for Portland Cement. 
 
 20 
 
Watson's Building Specifications Section V 
 
 CONCRETE AGGREGATE 
 
 5. Concrete will be composed of cement and aggregate, the latter being separated into fine 
 aggregate, consisting of material less than % inch in size, and coarse aggregate, consisting of 
 material over J4 inch in size. Unless otherwise specified, fine aggregate shall be composed of 
 sand, and coarse aggregate of crushed stone, slag or screened gravel, as hereinafter described. 
 
 SAND 
 
 6. Sand shall consist of grains of hard, tough, durable rocks. For first grade sand, not more 
 than 4% and for second grade sand, not more than 8%, by weight, of soft, decayed or friable 
 material, shall be allowed. First grade sand shall contain not more than 2% and second grade 
 sand not more than 4%, by weight, of finely divided clay, loam or other suspended materials, 
 when tested by washing in such a manner as to remove all such material without removing any of 
 the fine sand ; provided that if the tensile strength of the mortar made from such sand, as herein- 
 after provided for, be greater than 110% of the strength of similar mortar made from standard 
 Ottawa sand, the allowable amount of suspended material may be increased to 3% for first grade 
 sand. This suspended matter must not form a coating around the grains that cannot be entirely 
 removed by wetting and agitating, such as takes place in the ordinary process of mixing. Sand 
 shall be free from oily or greasy matter in any form and shall not contain organic matter in 
 excess of 10% of the amoimt of suspended matter when tested as above described. 
 
 7. The grains shall be well graded in size from the finest to the coarsest. Not more than 
 10% for first grade sand and 15% for second grade, by weight, including the suspended matter, 
 shall pass the No. 100 sieve and not more than 75% for first grade sand and 85% for second 
 grade, shall pass the No. 16 sieve. 
 
 8. The voids in the dry sand, when well shaken, shall not exceed 35% for first grade sand, 
 nor 40% for second grade sand. The method of determining the voids shall be as follows : 
 
 A container holding not less than .13 cu. ft. (in shape either a cube or a cylinder, having a 
 height approximately equal to its diameter) is filled in 1 inch layers, dropping twice a distance of 
 2 inches after placing each layer. Sand is then weighed carefully and the percentage of voids 
 determined by computation, assuming the specific gravity of sand to be 2.60. 
 
 9. Mortar briquettes mixed in the proportion of 1 to 3 by weight and tested at the age of 
 28 days, in accordance with the requirements of the standard specifications for testing cement, 
 shall develop a tensile strength of at least 70% of the strength of similar briquettes made of the 
 same cement and standard Ottawa sand. 
 
 10. Unless otherwise specified, first grade aggregate shall be used for all reinforced concrete 
 work, for all mixtures of 1-2-4 (No. 6) or richer. Second grade aggregate may be used for large 
 masses of concrete of l-3J^-5 (No. 7^) mix or poorer. 
 
 11. Stone screenings shall not be used for fine aggregate, except by express permission of 
 the Architect or Engineer in charge, who will determine the amount of sand to be added to the 
 screenings for each particular case, or, if found necessary to screen the material, he will decide 
 what part of the material shall be screened out. 
 
 STONE 
 
 13. Stone for massive concrete work shall be crushed, hard limestone, granite, trap, or 
 other suitable hard, clean stone in graded sizes of from % inch to 3 inches where it is practical 
 to use sizes as large as this. Stone for reinforced concrete work shall be of similar material, but 
 of smaller size. For ordinary work, sizes shall be from J4 to 1 inch. For small reinforced con- 
 crete sections the maximum size shall not exceed ^ inch. All stone shall have a cubical fracture 
 and shall be of material that is not subject to disintegration, due to atmospheric or other 
 influences to which the concrete will be subject. 
 
Watson's Building Specifications Section V 
 
 GRAVEL 
 
 13. Gravel for concrete work shall be clean graded gravel in sizes specified for stone. For 
 first grade gravel, not more than 4% and for second grade gravel, not more than 8%, by 
 weight, of soft, decayed or friable material will be allowed. When gravel is not well graded or 
 not uniform, the Architect or Engineer may determine the proportions for each grade brought 
 upon the work, so as to give results equivalent to those of the specified mix. 
 
 SLAG 
 
 14. Slag for concrete work shall be air cooled crushed slag in sizes similar to those specified 
 for crushed stone. First grade slag shall contain not more than 1.75% of sulphur or 48% of lime 
 and not less than 33% of silica and shall weigh not less than 75 lbs. per cubic foot. Second grade 
 slag shall contain not more than 2% of sulphur or 50% of lime and not less than 30% of silica 
 and shall weigh not less than 65 lbs. per cubic foot. In testing slag for weight, all materials 
 over \yi inch and under J^ inch in size shall be screened out; the material thoroughly dried; 
 placed in a container holding not less than 1 cubic foot, in shape either a cube or a cylinder 
 (having a height approximately equal to its diameter) ; filled in four layers; and compacted by 
 dropping twice a distance of 2 inches after placing each layer. 
 
 SCREENINGS AND SCREENS 
 
 15. All stone, gravel or slag shall be screened, unless otherwise distinctly arranged with the 
 Architect or Engineer and shall be subject to the Architect or Engineer's acceptance. Crusher 
 dust in excess of 5%, by weight, shall be cause for rejection. All material passing a No. 100 
 sieve shall be considered to be dust. In testing materials for size, sieves with round holes shall 
 be standard. 
 
 CINDERS 
 
 16. First grade cinders, when used for concrete supporting work, shall be hard, well burned 
 vitreous clinkers, free from soft powdered ash and containing not more than 10% of tmbumed 
 coal. The crushing strength of standard cylinders of cinder concrete, mixed in the proportions 
 of 1-2-4 (No. 6) shall be not less than 800 lbs. per square inch at 28 days. Material not meeting 
 these requirements shall not be used for reinforced concrete. The sulphur contents shall not 
 exceed 1%. Second grade cinders, which may be used for filling concrete subfloors or other non- 
 supporting parts, may have 20% unburned coal and 2% sulphur, and will not be required to 
 meet the compressive strength as given above. 
 
 WATER 
 
 1 7. Water used in concrete mixing shall be reasonably clear and free from oil, acids and 
 injurious amounts of alkalies or vegetable matter. Roily or brackish water shall not be used. Sea 
 water will not be allowed. 
 
 STEEL 
 
 18. Steel shall be manufactured in accordance with the Standard Specifications of the 
 American Society for Testing Materials, as adopted June 1, 1912, and shall be purchased subject 
 to the tests therein described. (Carnegie Hand-Book, 16th Edition, page 32). 
 
 19. The quality and shape of reinforcing steel to be used must be as shown on the drawings. 
 
 20. Chain or cable reinforcing shall not be used unless it is of a type that shall have been 
 shown by tests satisfactory to the Architect or Engineer not to stretch more than plain bars of 
 same net cross section under the same load. 
 
 21. Steel for reinforcing concrete shall not be painted and shall be free from grease, dirt 
 and deep rust when placed in the work. 
 
 INSPECTION 
 
 22. When an inspector is furnished by the purchaser to inspect material at the mills he 
 shall have full access, at all times, to all parts of mills where material to be inspected by him is 
 being manufactured. 
 
 22 
 
Watson's Building Specifications Section VI 
 
 Proportioning, Mixing and Placing Concrete 
 
 measurec 
 
 1 loose : 
 
 
 
 
 
 Mix No. 
 
 Proportion 
 
 Cement in barrels. 
 
 Sand cu. yds. 
 
 Stone, Slag or 
 Gravel, cu. yds. 
 
 41/2 
 
 \-iy,-z 
 
 
 2.00 
 
 0.42 
 
 0.84 
 
 5 
 
 1- 2 -3 
 
 
 1.81 
 
 0.51 
 
 0.76 
 
 6 
 
 1-2-4 
 
 
 1.57 
 
 0.44 
 
 0.88 
 
 tVi 
 
 l-2J^-5 
 
 
 1.30 
 
 0.46 
 
 0.92 
 
 9 
 
 1- 3 -6 
 
 
 1.11 
 
 0.47 
 
 0.94 
 
 11% 
 
 1- 3 -6x 
 
 % rubble 
 
 0.83 
 
 0.35 
 
 0.71 
 
 loya 
 
 l-3>^-7 
 
 
 0.96 
 
 0.48 
 
 0.96 
 
 13 
 
 1-35^-7 X 
 
 J4 rubble 
 
 0.72 
 
 0.36 
 
 0.72 
 
 1. All concrete proportions specified herein will be based upon the assumption that one 
 barrel of Portland Cement is equivalent to 3.8 cu. ft. and all proportioning must be done by 
 means of a carefully gauged wheelbarrow or other apparatus which will be determined by the 
 Architect or Engineer. 
 
 PROPORTIONS AND STRENGTH 
 
 2. The quantities of materials required for one cubic yard by specified proportions and the 
 required minimum compressive strength at 60 days shall be as follows, all volumes being 
 
 Compressive 
 Strength 
 
 at 60 days. 
 2400 
 2200 
 2000 
 1800 
 1600 
 1600 
 1400 
 1400 
 
 UNIT STRESSES 
 
 3. The unit stresses given in Section III and formulas given in Section IV apply to con- 
 crete which shall show strengths equal to those herein given for stone, slag or gravel concrete. 
 For mixtures which show a less strength the unit stresses shall be correspondingly reduced. The 
 values used for designing shall be the strength at 60 days, the samples being stored in water. 
 
 COMPRESSIVE STRENGTH 
 
 4. In determining the compressive strength of mortars, the latter may be assumed at nine 
 times the tensile strength of standard briquettes having the same proportion of cement to sand as 
 used in the concrete. 
 
 5. The compressive strength of concretes shall be determined from a standard test piece 
 8 inches in diameter and 16 inches in length (or 6x6x6 inch cubes, as directed), using same 
 materials and same mixture as specified, storing in air for two days and in water for the balance. 
 Such samples shall show a strength at least equal to that specified above at 60 days, or 75% of 
 such strength at 30 days. 
 
 MIXING 
 
 6. All mixing shall be by machinery, except such hand mixing as may be allowed by special 
 arrangement with the Architect or Engineer. 
 
 7. If concrete is mixed by hand, the sand and cement shall be spread upon the mixing 
 board in thin layers and turned with spades until the mixture is of uniform color. Stone and 
 water shall then be added and the mix turned at least three times, not counting the shoveling off 
 the board. 
 
 23 
 
Watson's Building SpeciBcntions Section VI 
 
 8. Preference will be given to revolving batch machines which automatically measure the 
 ingredients of the mix. Mixing must be very carefully and thoroughly done. Sufficient water 
 shall be used to make the mass plastic enough to run freely. Excess of water over this shall not 
 be used. 
 
 9- For massive concrete work, only enough water shall be used to make the concrete plastic, 
 not so wet but that it may be churned with a light tamper to quake the mass. 
 
 10. The concrete shall be placed in position immediately after mixing and before the initial 
 set shall have taken place. 
 
 TAMPING 
 
 11. All concrete work shall be tamped wherever, in the opinion of the Architect or Engineer 
 in charge, tamping is required to properly compact the mass. In tamping concrete for reinforced 
 work, special tools shall be provided for working around and under reinforcing bars, tamping 
 against forms, etc. 
 
 RETEMPERING 
 
 12. No retempering of concrete which has been allowed to stand until the initial set has 
 taken place will be allowed unless by special permission of the Architect or Engineer, who may, 
 at his discretion, require additional cement to be used in retempering. 
 
 JOINTS 
 
 13. The mixing and placing of concrete shall be, as far as practicable, a continuous opera- 
 tion, and when it is necessary to make a joint in monolithic concrete, it shall preferably be made 
 in the middle of a panel at right angles to the beams and by means of a stop board placed in a 
 vertical position and containing a key on the side next the concrete first placed. When these stop 
 boards are removed, the exposed surfaces of concrete shall be wet and carefully dusted with neat 
 cement or painted with mortar before continuing the next block. 
 
 BONDING 
 
 14. When it is necessary to bond new concrete to concrete partially or wholly set, the 
 Architect or Engineer may require that the surfaces of the old concrete be roughened either by 
 picking or by washing with acid, thoroughly rinsing same off and applying a thin coat of rich 
 cement mortar, 1 to 1, or a bonding preparation may be used by permission of the Architect or 
 Engineer. It will always be required in joining new concrete to old that has partially set, that 
 part of the old concrete next to the forms on exposed surfaces shall be removed for a depth of 
 at least one inch and a distance back from the face of the concrete of at least two inches, in 
 order to avoid the appearance of a joint. It will also be necessary to remove all laitance from 
 the surface of concrete which has partially set before attempting to bond new concrete thereto. 
 When practicable, large angular stones shall be embedded in horizontal joints of massive concrete 
 work, to assist in bonding the old concrete to the new. 
 
 WETTING 
 
 15. Concrete shall be kept wet for one week after depositing and in dry hot weather shall, 
 in addition, be kept covered from exposure to the sun during this time, or shall be constantly 
 sprinkled during the day by a workman especially detailed for this work. 
 
 24 
 
Watson's Building Specifications Section VI 
 
 PLACING UNDER WATER 
 
 16. When it is necessary to place concrete under water, the site shall be inclosed with a 
 cofferdam or other means taken to procure quiet water and then the material shall preferably be 
 deposited from a bucket provided with a bottom dump, or a tremie may be used. Care must be 
 taken to keep the surface of the concrete as nearly horizontal as possible when depositing under 
 water. When concrete is deposited under water, the deposition shall be continuous, or else means 
 shall be provided to remove the laitance from the top of concrete previously deposited before 
 resuming the pouring. 
 
 17. When concrete must be deposited in running water, it shall be done by placing the 
 concrete in bags and depositing the bags in place, or by other means equally satisfactory to the 
 Architect or Engineer. 
 
 18. Unit stresses on concrete deposited as per paragraph No. 16 must be decreased 33%%, 
 and when deposited as per paragraph No. 17, 50%. 
 
 RUBBLE CONCRETE 
 
 19. In heavy foundation work or other work requiring large masses of concrete, the Con- 
 tractor may use not to exceed 50% of stones to embed in the concrete when so indicated on the 
 drawings. Such stones must be sound, clean and wet before placing, and shall not be placed 
 nearer than six inches from the surface of the concrete and not less than six inches apart. They 
 must be laid with their largest face at right angles to the line of principal stress. 
 
 DROPPING 
 
 30. In placing concrete it shall not be dropped from a greater height than 10 feet. When 
 it is required to place concrete from a greater height than 10 feet, it shall be placed by means of 
 chutes or other devices satisfactory to the Architect or Engineer in charge. 
 
 CHUTES 
 
 21. When concrete is deposited by inclined chutes, the slope shall be adjusted so that there 
 will be no separation of ingredients in transit. The Architect or Engineer in charge may require 
 remixing, whenever, in his judgment, there is such separation of ingredients. 
 
 APPROVAL OF METHOD OF MIXING AND PLACING 
 
 22. The method of mixing and placing shall be submitted to the Architect or Engineer in 
 charge before beginning work and shall be subject to his approval. 
 
 SAMPLE BLOCKS 
 
 23. Whenever requested by the Architect or Engineer, the Contractor shall pour sample 
 blocks, eight inches in diameter and 16 inches high, or six inch cubes, as directed, which shall be 
 properly marked for identification and stored as directed by the Architect or Engineer. 
 
 GENERAL 
 
 24. If materials other than screened broken stone, slag or gravel and sand, as herein 
 described be used, the proportions shall be subject to such changes as shall be found to give 
 equivalent results in strength and density to the results obtained by use of the specified proportions 
 and materials. 
 
 35 
 
Watson's Building Specifications Section VI 
 
 25. It is understood that these proportions and all other proportions given in these specifi- 
 cations are subject to such changes as may be found necessary in order to obtain properly 
 proportioned mixtures after the Architect or Engineer shall have had made careful analyses of 
 the materials proposed to be used. 
 
 26. In case such adjustment of the proportions entails a larger proportion of cement to 
 aggregates than that specified, the Contractor will be allowed the actual cost, delivered at the 
 mixer, of such additional cement, the amount to be determined by using the amount as given in 
 the preceding table as a basis. In case a less amount of cement be required, a corresponding 
 amount shall be deducted from the contract price. 
 
 27. In any mixture, the matrix (cement and sand mortar) shall exceed the voids in the 
 aggregate (broken stone, gravel, etc.). 
 
 28. Reinforced concrete footings shall be poured in one continuous operation, imless other- 
 wise indicated on the plans. 
 
 29. "T" beams must have the stem and slab poured in one continuous operation, except in 
 the case of constructions especially designed to secure a positive bond between the several parts. 
 
 30. Spandrel beams projecting above the slab shall be poured at the same time as the slab 
 unless otherwise specified or shown on the drawings. 
 
 31. Sufficient time shall be allowed after pouring columns and walls and before pouring the 
 beams and slabs at top of same, to allow for shrinkage of columns or walls. 
 
 26 
 
Watson's Building Specificntions Section Vn 
 
 Requirements for Placing Reinforcing Steel, Inserts, Etc. 
 
 1. Steel reinforcing shall be secured against displacement during the pouring of the con- 
 crete, by mechanical spacers and chairs, or other positive means, and shall be subject to a rigid 
 inspection by and approval of the Architect or Engineer in charge immediately prior to placing 
 concrete. 
 
 CLEARANCE 
 
 2. The minimum clear distance from the surfaces of the concrete to the steel shall be 
 2 inches for columns, lj4 inches for girders and beams, 1 inch for slabs 8 inches and more in 
 thickness, and % inch for slabs under 8 inches thick. 
 
 3. Main bars in slabs shall be spaced a distance apart not to exceed one and one-half times 
 the thickness of the slab, and cross bars shall always be used at right angles to the main carrying 
 bars. Cross bars shall not be less than J4 inch diameter and spaced a distance apart not to exceed 
 twice the specified maximum distance for main carrying bars. These limits do not apply to wire 
 mesh or other fabricated reinforcement. 
 
 4. The clear distance between reinforcing bars shall never be less than twice the maximum 
 diameter of stone or bar used. 
 
 COLUMN BARS 
 
 5. In the case of columns containing longitudinal reinforcing bars, positive means shall be 
 provided for splicing such bars. At the base of the column, proper provision must be made for 
 transmitting the load carried by the reinforcing bars to footings. Unless otherwise shown on 
 the drawings, this shall be done by means of anchor dowels. Coltimn bar splices shall be made 
 at the floor level by means of dowels, unless otherwise shown on the drawings. 
 
 6. Column bars 1 inch in diameter and over shall be tied together by horizontal hoops not 
 less than J4 inch diameter and not farther apart than 12 inches. The distance between spirals 
 shall not exceed 3 inches. For column bars less than 1 inch diameter, the size of the tie bars may 
 be one-fourth of the diameter of the column bars. 
 
 7. Spirals, hoops and tie bars shall be secured to vertical bars at intervals of not over 
 12 inches and all spirals shall be provided with satisfactory spacers. 
 
 ANCHOR BOLTS, ETC. 
 
 8. Wherever bolts are to be embedded in the concrete, these bolts shall be placed in position 
 by the Contractor for concrete work, unless otherwise specified. 
 
 9. The Contractor for concrete work shall place all anchor bolts for columns, beams, etc., 
 and shall place all anchors and ties for all attachments to the concrete work, such as terra cotta 
 or cast concrete trimmings and facings, brick facings, etc. 
 
 10. Wherever pipes, wires, conduits, or other fixtures not otherwise provided for herein, 
 are to be encased in the concrete work, they shall be furnished and placed under separate con- 
 tract, unless otherwise provided for on the plans or in the contract. This Contractor shall not 
 pour the concrete without notifying the other trades sufficiently in advance to allow them to place 
 their work. 
 
 37 
 
Watson's Building Specifications Section YII 
 
 GENERAL 
 
 11. All steel for reinforcing shall be placed with great care; all abrupt bends must be 
 avoided, except where one steel member is bent around another. 
 
 12. Bending shall be done cold unless otherwise ordered. If bars are heated and blacksmith 
 work done, care must be exercised that the steel is nol burned in the operation and it shall be 
 heated to a low cherry red only. 
 
 13. Vertical stirrups shall always pass under the main tension bars, or be rigidly attached 
 thereto. 
 
 14. For all floor steel, column spirals and wherever else it is practicable, mechanical means 
 shall be provided for holding the reinforcing bars in place. 
 
 15. Reinforcing steel shall be clean, free from scale, grease, paint, oil and rust (except a thin 
 film of red rust, easily rubbed off with the fingers). The Architect or Engineer may require rods 
 to be cleaned, wherever, in his opinion, it is necessary. 
 
 16. Unless otherwise shown on plans, all splices in steel shall be made by lapping a sufficient 
 amount to develop the stress in the bar without exceeding tlie allowable adhesive stress as given 
 in Section III. 
 
 17. Reinforcing bars shall be wired together at splices and as far as practicable shall be so 
 arranged as to provide continuous contact between the bars, the purpose being to minimize the 
 danger from electrolysis. 
 
 18. As far as practicable, electrical conduits, outlet boxes or other apparatus, shall not come 
 into contact with the reinforcing bars. 
 
 19. Whenever practicable, concrete inserts shall not be placed in contact with reinforcing 
 bars. 
 
 20. When long anchor bolts for setting machinery, etc., are required to be set in concrete 
 before pouring, there shall be provided metal sleeves equal in length to one-half the length of 
 bolt and 1^^ inch greater in diameter, set flush with the surface of the concrete to allow some 
 adjustment of the bolts. All such anchor bolts and sleeves are to be set by means of templates. 
 
 28 
 
Watson's Building Specifications Section Vm 
 
 Placing Concrete in Cold Weather 
 
 1. Concrete shall not be placed in freezing weather except by special arrangement with and 
 under the supervision of the Architect or Engineer in charge. 
 
 2. Mixing water having a temperature of less than 60° Fahr. shall not be used. 
 
 3. When the temperature is below 40° Fahr., the mixing water shall be heated to at least 
 100° Fahr. 
 
 4. When the temperature is below 30° Fahr., the mixing water shall be heated as before, 
 and, in addition, the aggregates shall be heated before using, and the work properly protected by 
 covering. 
 
 5. No supports shall be removed from concrete poured at a temperature below 40°, and no 
 load allowed to be carried by same, until it shall have been thoroughly cured and dried by artificial 
 heat. 
 
 6. No concrete shall be poured at a temperature below 20° Fahr., without such additional 
 precautions as may be required by the Architect or Engineer in charge. 
 
 7. In general, the use of salt or calcium chloride will be allowed only for massive concrete 
 work, and then only by written permission of the Architect or Engineer in charge. If used, salt 
 shall be No. 2 grade common, and shall equal in amount .002% by weight of water for each degree 
 of temperature (Fahr.) under 32°. The salt shall be thoroughly dissolved in the mixing water, 
 the amount specified being equivalent to j4 lb. of salt for each barrel of 4 cu. ft. capacity and for 
 each degree of temperature below 32° Fahr. 
 
 8. In addition to the above requirements, the Architect or Engineer may, at his discretion, 
 require the use of 10% excess of cement. 
 
 9. For concrete work in cold weather, the use of quick setting cements is preferable, and 
 the amount of mixing water should not be greater than actually required for proper placing and 
 setting. 
 
 10. All precautions specified shall be at the Contractor's expense unless otherwise stated in 
 the contract. 
 
 11. Concrete shall not be poured against steel forms exposed to the weather when 
 the temperature is below 30° Fahr. 
 
 29 
 
Watson's Building Specifications Section IX 
 
 Forms and Centers 
 
 STRENGTH 
 
 1. All forms for molded concrete work shall be constructed of sufficient strength to obtain 
 the necessary rigidity to prevent motion of the forms while concrete is being placed and shall be 
 strong enough to carry any load which may come upon the concrete within thirty days from the 
 date of pouring. 
 
 MATERIAL, ETC. 
 
 2. Forms shall, in general, be composed of tongue and grooved or square edge sheeting, 
 properly held by joists, studding, posts and bracing against the concrete surfaces. Sheeting shall 
 be as nearly as possible watertight and shall be surfaced on the side next the concrete for all 
 surfaces which will be exposed in the finished work, unless otherwise specified. 
 
 3. Forms shall be constructed by experienced and capable workmen only, and shall be true 
 to line and grade and of first-class workmanship throughout. 
 
 4. When concrete is to be plastered, rough sheeting shall preferably be used. 
 
 5. Sheeting lumber which is used more than once shall be carefully cleaned after each 
 usage. 
 
 6. Great care must be taken to clean all saw dust, dirt or debris from forms just before 
 placing concrete, and whenever necessary, forms shall be cleaned out by steam jet or equally 
 effective means. All forms shall be so constructed as to be readily cleaned. 
 
 REMOVAL OF FORMS 
 
 7. In general forms shall not be removed from concrete in less than 14 days of good setting 
 weather at a temperature over 50° Fahr., except in the case of vertical surfaces, etc., which do not 
 carry loads, the forms for which may be removed in from 3 to 6 days. 
 
 8. Forms shall not be removed from imder concrete which has been poured at a tempera- 
 ture under 50° Falir., without first determining if the concrete has properly set, without regard to 
 the time element. 
 
 9. Forms shall always be removed from columns before removing shores from beneath 
 beams and girders, in order to determine the condition of the column concrete. 
 
 10. No forms whatever shall be removed at any time without first notifying the Architect 
 or Engineer in charge, who shall ascertain if the concrete be set sufficiently hard and so notify 
 the Contractor. Such notification shall not be considered to relieve the Contractor of respon- 
 sibility for the construction and for the removal of such forms. 
 
 11. All forms shall be designed so that they may be removed with as little damage as 
 possible to the concrete or to the forms. 
 
 STEEL FORMS 
 
 12. When steel forms are used, all bolt and rivet heads shall be countersunk on the side 
 against the concrete, unless otherwise specifically arranged with the Architect or Engineer and 
 the sevei-al pieces must join together neatly. All surfaces must be true, free from bends or other 
 irregularities and free from open holes. 
 
 30 
 
Watson's Building Specifications Section DC 
 
 13. When steel forms are used in freezing weather, they shall be covered with canvas or 
 otherwise protected from the weather. Pouring of concrete against improtected steel forms in 
 freezing weather will not be allowed. 
 
 GENERAL 
 
 14. Wherever practicable, edges of beams, girders and columns shall be chamfered and 
 sides of beams and girders shall be splayed slightly in order that forms may be more readily 
 removed. 
 
 15. All projecting wires and bolts or other devices that are used for holding forms and that 
 pass through the concrete shall be cut off at the surface and the ends depressed with a nail set. 
 
 16. In proportioning forms and centering, concrete shall be treated as a liquid of its full 
 weight for vertical loads and one-half its weight for horizontal pressures. 
 
 17. Wedges shall have a slope of 1 to 10. 
 
 18. Forms for beams and girders shall be cambered % inch for each 20 foot span. 
 
 19. Forms for flat slab system of construction shall be cambered J4 inch for each 10 foot 
 span ; camber to start at the edge of the column head. 
 
 20. The use of shims shall be avoided as much as possible and when shores carry heavy 
 loads, hardwood shims and wedges may be required at the discretion of the Architect or Engineer. 
 
 31. In the removal of forms from buildings, the Architect or Engineer in charge may require 
 reshoring, wherever, in his opinion, it is necessary, and all such shores shall be wedged to a tight 
 bearing and be thoroughly braced. 
 
 33. Forms for columns shall be built up of 1>^ inch plank and stayed at intervals of not 
 more than 18 inches vertically, by bands or straps ; or steel forms may be used. 
 
 31 
 
Watson's Building Specifications Section X 
 
 Surface Finish 
 
 1. The surface finish for all exposed parts of the structure will be called for on the plans, 
 and the character of finish desired will be indicated by initialing as follows : 
 
 "W" indicates a cement wash 
 
 "S" 
 
 ' " scrubbed finish 
 
 "R" 
 
 ' " rubbed finish 
 
 tfT^I* 
 
 " tooled finish 
 
 "M" 
 
 ' " mortar facing 
 
 "P»J 
 
 ' " plastered surface 
 
 'SB" 
 
 " sand blasted surface 
 
 "C" 
 
 ' " colored surface 
 
 2. If no surface finish be called for, a special flat tool shall be worked between the concrete 
 and the sheeting to force back the coarse aggregates and produce a mortar face, then, after 
 removal of the forms, the entire surface shall be gone over and all cavities, etc., filled with 
 mortar of the same proportions as used in the original -work, the mortar being forced into the 
 cavities by pressure. All fins and projections exceeding j/i inch shall be removed by tooling. All 
 surfaces that have been disturbed either by closing cavities or tooling to remove projections, 
 shall be rubbed down to obtain a uniform color. 
 
 3. For all kinds of finish, the surface shall be gone over immediately after tlie removal of 
 the forms and all loose stone and defective places cleaned out, wires and rods cut off at surface 
 and depressed with nail set, and then all holes and ca\ ities shall be filled with mortar of the 
 same mix as used in the body of the work. Projecting fins and inequalities due to bulging of 
 forms, etc., shall be removed by tooling, as directed by the Architect or Engineer in charge. 
 
 4. CEMENT WASH FINISH shall consist in the application to the surface of a thin 
 cement grout, composed of one part cement to one part fine sand, applied with a brush and imme- 
 diately rubbed in with a wooden float. 
 
 5. SCRUBBED FINISH shall be obtained by removing the forms as soon as practicable 
 and washing away the cement film on the surface by means of a scrubbing brush and water, 
 exposing the aggregates. If the cement has set so that it cannot be washed out with water, then a 
 weak solution of hydrochloric or muriatic acid shall be used, the surface being thoroughly rinsed 
 off afterwards. 
 
 6. RUBBED FINISH shall be obtained by rubbing down the surface with a piece of carbor- 
 undum brick, or other abrasive, sufficiently to remove all marks of timber forms and other 
 irregularities. The surface to be rubbed shall be wet, and a thin grout, composed of one part 
 cement to one part fine sand, brushed in during the rubbing. The rubbing shall always be the final 
 operation. A finish application of the cement grout will not be allowed. The cement grout may 
 be omitted entirely by direction of the Architect or Engineer in charge. 
 
 7. TOOLED FINISH shall be obtained by removing the surface mortar a sufficient amount 
 to expose the aggregates, by means of stone dressing tools. The surface shall be dressed to a 
 smooth finish equal to fine pointed or crandalled work in stone masonry. Cast stone surfaces, 
 when tooled, shall be ground out in parallel lines by revolving carborundum wheels or equally 
 effective means, using eight cuts to the inch, unless otherwise specified. 
 
 8. MORTAR FACE FINISH, if called for, shall consist of a facing, not less than 1 inch 
 thick, composed of specially selected materials, which shall be as uniform as possible for the entire 
 
 38 
 
Watson'B Building Specifications Section X 
 
 job, and proportioned so as to be, as nearly as practicable, of the same strength and consistency 
 as the backing. The surface finish of the mortar face shall be as indicated on the drawings. 
 
 9. PLASTERED SURFACES shall be obtained by plastering a coat of mortar on a back- 
 ing of concrete. The surface of the backing shall be rough, in order to give sufficient bond and 
 the mortar shall be thoroughly trowelled on. Plastering shall only be done by skilled labor. 
 
 10. SAND BLAST FINISH shall be obtained by means of the sand blast on thoroughly 
 hardened surfaces only, using crushed quartz or other hard material. All cavities shall be filled 
 and pronounced projections removed before using the sand blast. Mouldings, sharp edges, etc., 
 must be properly protected from the blast. 
 
 11. COLORED SURFACES will be used only when specifically called for on the draw- 
 ings and described in detail. Only mineral colors shall be used. 
 
 38 
 
AVatson's Building Specifications Section XI 
 
 Waterproofing 
 
 1. Concrete, which is desired to have water-resisting qualities, shall, unless otherwise 
 specified, be No. 6 mix, of carefully graded materials so that the percentage of voids shall be as 
 low as practicable, and shall be laid as nearly monolithic as possible. 
 
 2. Waterproofing will be divided into four classes, as follows : 
 
 1. Integral Method (I. W. P.) — Mixing foreign substances with the concrete. 
 
 2. Membrane Method (M. W. P.) — Protecting the concrete surface by means of an 
 
 independent waterproof layer, usually of 
 fabric impregnated with bitumen. 
 
 3. Bituminous Mastic Method (A. W. P.) — ^Applying a coating of bituminous mastic to the 
 
 surface to be waterproofed. 
 
 4. Coating Method (D. P.) — Applying bitumen or other waterproofing 
 
 material directly to the concrete surface. 
 
 3. The method to be used shall be shown on the drawings, by marking as above indicated. 
 
 INTEGRAL METHODS 
 
 4. When waterproofing by the integral method is called for, it shall be done by mixing with 
 the cement or water used the material specified, consisting of alum and soap solution, hydrated 
 lime, or one of the various compounds sold for this purpose, such as Toxment, Ceresit, Trus-con 
 waterproofing paste. Medusa waterproofing compound, etc. 
 
 5. If alum and soap be specified, a 5% solution of ground alum and water shall be prepared, 
 and a. 11% solution of soap and water. The alum solution shall be mixed with the mortar to the 
 amount of one-half the ordinary gaging water. The soap solution shall then be applied in amount 
 required to obtain the desired plasticity. (From Prof. Hatt.) 
 
 6. If hydrated lime be called for, 5% by weight (of the weight of the cement) of thoroughly 
 hydrated lime shall be added to the mixing water or an equivalent amount may be mixed dry with 
 the cement. Care shall be taken to insure that the lime be completely hydrated. 
 
 7. If the use of any of the patented compounds be called for, the work shall be done in 
 strict accordance with the instructions issued by the manufacturers thereof. 
 
 8. The integral method shall not be used with a leaner mixture than 1-2-4 (No. 6). 
 
 9. If so indicated on the plans, the integral waterproofing method may be used for a 
 mortar coat applied to the body of the concrete, which shall be 1 inch thick unless otherwise 
 specified, and mixed 1 to 2. 
 
 10. When the character of the integral method is not shown on the drawings, either Toxment, 
 Ceresit, Trus-con or Medusa compound shall be used, or other material may be substituted with 
 the permission of the Architect or Engineer. 
 
 MEMBRANE METHODS 
 
 11. The membrane method shall consist of alternate layers of cementing material or binder 
 and fabric, the first and final layer being, in all cases, composed of the binder. The number of 
 layers, or ply, shall refer to the number of layers of fabric used and shall be as indicated on the 
 drawings. The binder shall be either asphalt or coal tar pitch, as specified. 
 
 34 
 
For head of feet 
 
 (1 « 
 
 " 1 foot 
 
 <i <i 
 
 " 3 feet 
 
 (( (( 
 
 " 6 feet 
 
 <t it 
 
 " 8 feet 
 
 it tt 
 
 " 10 feet 
 
 ft II 
 
 " 15 feet 
 
 tt tt 
 
 " 20 feet 
 
 Watson's Building Specifications Section XI 
 
 12. Unless otherwise shown on the drawings, the number of plies will be as follows : 
 
 Class A Class B & C 
 
 1 2 
 
 2 3 
 
 3 4 
 
 4 5 
 
 5 6 
 
 6 r 
 
 7 8 
 
 8 9 
 
 13. The entire waterproofing course shall be flexible, pliable and elastic between 150° F. 
 and 0° F. All expansion joints and cracks in the concrete surface shall be covered by specially 
 designed joints. At such joints and cracks the membrane shall not be cemented to the concrete 
 for a distance of at least 13 inches on each side of such joint or crack. 
 
 14. Each strip of fabric shall lap 2 inches over the preceding strip, and the strips of alter- 
 nate plies shall lap one-half the width of the strip. Each layer or ply shall alternate with the 
 preceding layer in the direction of laying. Each layer shall be applied to the binder while the 
 latter is still hot and pressed against it so as to insure its being completely stuck to the binder over 
 the entire surface. All end laps shall be at least 10 inches. The binder shall completely cover 
 the surface on which it is laid without cracks or blowholes. The first coat (except the cement- 
 ing coat, if used) shall be a binder coat, and the final coat shall always be a binder coat. 
 
 15. The surfaces to be waterproofed shall be dry and free from sharp projections. All 
 corners and angles shall be waterproofed without cutting or slitting the fabric. Flashing shall 
 be carefully done around .all openings and obstructions. 
 
 ASPHALT AND CLOTH FABRIC WATERPROOFING— CLASS "A" 
 
 16. The cloth fabric shall be thoroughly saturated with the bituminous material with which 
 it is applied or cemented together, so that when an individual strand is split, the center of the 
 strand shall be black with the saturant. It must be flexible and elastic at all temperatures 
 between 0° and 250° Fahr., and have a stretch in two directions of at least 5% without fracture. 
 
 17. A 1 inch strip shall have a tensile strength of at least 100 lbs. It must stand a 
 puncture-proof test of 100 lbs. to the square inch. It must not crack or flake when folded back 
 on itself and creased at the fold, irrespective of temperature. It must be unaffected by all acids 
 and alkalies ; that is be chemically inert. 
 
 18. The material with which the cloth is to be applied (sometimes called the binder) shall 
 be a naturally occurring asphaltic bitumen, at least 96% of which shall be pure hydro-carbon. It 
 shall have a melting point of approximately 200° Fahr. and shall be flexible at 0° Fahr. It shall 
 volatilize not more than 1%. upon heating for 5 hours at 325° Fahr. in an open Cleveland cup. It 
 shall be unaffected by 25% solutions of hydrochloric or sulphuric acid or saturated solutions of 
 alkalies and brine. It shall have strong adhesive qualities and bond firmly to the concrete to 
 which it is applied. It shall be refined by direct heat and not by the "blown" process. 
 
 19 The surface to be waterproofed shall be carefully cleaned and dry and shall have a coat 
 of liquid asphalt paint to serve as a bonding coat, applied with a brush before the first mop coat, 
 unless the plans call for the omission of the priming coat. 
 
 35 
 
Watson's Building Specifications Section XI 
 
 PITCH AND FABRIC WATERPROOFING— CLASS "B" 
 
 20. The fabric shall be the same as specified in Paragraphs 16 and 17, saturated with coal 
 tar pitch. 
 
 21. The binding material and saturant shall be straight run coal tar pitch distilled direct 
 from American coal tar. The pitch shall have a melting point of from 130° to 140° Fahr., and 
 be applied at a temperature of not less than 250° Fahr. 
 
 PITCH AND FELT WATERPROOFING— CLASS "C" 
 
 22. The felt shall weigh not less than 14 lbs. per 100 sq. ft., single thickness, and shall be 
 thoroughly saturated with the pitch. 
 
 23. The saturant and binder shall be the same as specified in Paragraphs 18 or 21. 
 
 BITUMINOUS MEMBRANE WATERPROOFING— CLASS "D" 
 
 '24. Waterproofing of this class shall be similar to that specified for Class "C," except that 
 there shall be not less than three plies, the center ply being a cloth fabric equal to that specified 
 in Paragraph 16, the remaining plies being felt. 
 
 BITUMINOUS MASTIC WATERPROOFING 
 
 25. After the cement concrete in the structure has thoroughly dried, the entire top 
 surface to be waterproofed shall be painted with the asphalt hereinafter specified, melted and 
 diluted with 62° Baume's naphtha to the proper consistency. 
 
 26. The surface so prepared shall then be waterproofed with asphalt mastic equal in quality 
 to the following specification : 
 
 Neuf chatel Seyssel or Sicilian Rock Asphalt Mastic 60 parts 
 
 Clean, sharp graded grit and sand to pass sieve of 8 meshes per inch .... 30 parts 
 
 Refined Bermudez or Trinidad Asphalt 10 parts 
 
 These proportions shall be varied where required by special conditions of the work. 
 
 27. The mixture shall be made at the site of the work, and heated to a temperature of from 
 250 to 300° F. and stirred until all the ingredients are thoroughly incorporated. It shall be 
 spread and thoroughly worked to free it from voids and ironed to a smooth, dense surface with 
 hot smoothing irons, if so directed. 
 
 28. The waterproofing shall be applied in two coats; each finished coat shall be ^ of an 
 inch in thickness. The different coats shall break joints and the mastic be distributed evenly. 
 
 COATING OR DAMPPROOFING 
 
 29. When one or more coats of dampproofing are called for on the plans, there shall be 
 applied to the surface natural asphalt or coal tar pitch of sufficient body to completely fill all 
 pores in the concrete. Such pitch shall be applied hot, if necessary, and the surface to be water- 
 proofed shall be clean and dry. 
 
 30. If proprietary compounds are called for, they shall be applied in accordance with 
 directions from the manufacturers. 
 
 31. In dampproofing basement walls, etc., the Architect or Engineer may require the walls 
 to be first plastered if the surface is not smooth enough to receive the dampproofing properly. 
 
 36 
 
Wataon'a Building Specifications Section XI 
 
 32. If it be necessary to dampproof wet concrete, a special binder shall be used to bond the 
 pitch to the concrete. 
 
 GENERAL 
 
 33. All surfaces waterproofed by the membrane method, and which are to be covered with 
 an earth fill, such as basement walls, etc., shall have the waterproofing protected by a course of 
 brick or a 1 inch plaster coat of 1 to 3 mortar, before applying the back fill or covering. 
 
 34. Especial care shall be taken to provide pro'per laps at the juncture of floors and walls, 
 when using the membrane method. These laps shall be at least 1 foot wide and thoroughly 
 protected from damage. 
 
 35. All concrete surfaces to be waterproofed shall be trowelled to a smooth finish. This 
 work shall be done by the Contractor for the concrete work. 
 
 36. All waterproofing shall be carefully protected from injury. Where brick or concrete 
 protection is shown on the plans, it shall be laid by the Contractor for waterproofing, and the 
 materials shall be furnished by the mason or concrete Contractor, unless otherwise arranged. 
 
 m 
 
Wataon's BuUding Specification s Section XII 
 
 Reinforced Steel Construction 
 
 1. When the steel reinforcement is so designed that it will carry in itself, without support 
 from the encasing concrete, a definite proportion of the loads, all parts of the steel construction 
 shall be designed to carry such proportion of the loads, using the specifications of C. C. 
 Schneider, Mem. Am. Soc. C. E., for material and workmanship. (General Specifications for 
 Structural Work of Buildings, for sale by McGraw-Hill Book Co., New York.) 
 
 2. In addition to its portion of the specified loads, the steel frame shall also be proportioned 
 to provide for all bending stresses due to the negative bending moment, in the case of partially 
 continuous construction, or the bending moments due to eccentric loads, etc. 
 
 3. The steel shall be proportioned to resist all tensile stresses due to the full load. 
 
 4. The concrete shall be so proportioned as to provide the additional compressive resistance 
 required for the balance of the load, in conformity with the requirements of the other sections 
 of these specifications. 
 
 5. Unless special provision is made to develop continuity, all beams and girders of 
 reinforced steel construction shall be computed as simple beams. 
 
 6. Forms for reinforced steel beams, girders and columns may be removed in one-half the 
 time specified for monolithic reinforced concrete construction when the steel frame is propor- 
 tioned to carry the full dead load then in place without assistance from the concrete. 
 
 7. In reinforced steel construction the occurrence of large flat surfaces of steel shall be 
 avoided as far as practicable, and in no case shall a single surface exceed 6 inches for 
 horizontal surfaces covered with concrete, or else soffit clips or other satisfactory devices for 
 securing adhesion of the concrete to the steel shall be provided. 
 
 8. All horizontal surfaces of steel shall be covered with concrete not less in thickness than 
 one-half the width of the surface so covered, and shall be wrapped with expanded metal or wire 
 cloth, when exceeding 4 inches in width. 
 
 9. Angles placed back to back shall be separated a distance at least twice the maximum 
 diameter of stone used in the concrete. 
 
 10. Compression members encased in concrete shall be stressed not more than fifteen times 
 the stress in the concrete, except where part of the stress is developed in the steel prior to the plac- 
 ing of the concrete, in which case the increment of stress after placing the concrete shall not 
 exceed fifteen times the stress in the concrete, nor shall the total unit stress exceed the allowed 
 tensile tmit stress. 
 
 11. Unit stresses shall be as follows : 
 
 Tension, net section, rolled steel 16000 
 
 Direct compression, rolled steel and steel castings 16000 
 
 Bending, on extreme fibers of rolled shapes, built sections, girders and 
 
 steel castings 16000 
 
 Bending on extreme fibers of pins 24000 
 
 Shear on shop rivets and pins 12000 
 
 Shear on bolts and field rivets 10000 
 
 Shear — average — on webs of plate girders and rolled beams, gross section. . 10000 
 
 Bearing pressure on shop rivets and pins 34000 
 
 Bearing on bolts and field rivets 20000 
 
 38 
 
Watson's Bnildiag Specifications Section XII 
 
 The pressure per linear inch on expansion rollers shall not exceed 600 times the diameter of 
 rollers in inches. 
 
 Axial compression on gross sections of columns for 
 
 ratio of — up to 120 16000 — 70 — with a maximum of 14000 
 r "^ r 
 
 where 1 = effective length of members in inches, using full length for abutting ends 
 and one-half full length for fixed ends. 
 
 r = corresponding radius of gyration of section in inches. 
 
 12. Steel to be encased in concrete shall not be painted, unless otherwise provided for, but 
 shall be free from rust, scale, grease or dirt. 
 
 13. Unless otherwise specified, all connections shall be riveted. 
 
 14. Satisfactory provision shall be made for wind bracing during erection of steel work. 
 
 15. All structural material shall be subject to inspection and tests at mill and shop, and no 
 material shall be shipped until so inspected and accepted. 
 
 16. Reinforced steel columns shall preferably be of the "Gray" or other type of open 
 section. 
 
 17. In proportioning reinforced steel columns, no direct allowance shall be made for the 
 concrete in compression, imless it be secured by hooping, but in such columns the unit stress 
 on the steel, assuming the steel to carry the entire load, may be taken at 16000 lbs. per square 
 
 inch when the ratio of -j- = 15. 
 
 Q < 
 
 18. When the concrete encasing structural steel columns is provided with hooping as pro- 
 vided for in Section III, Paragraphs 10 and 11, the column may be proportioned as therein pro- 
 vided for, using 650 lbs. per square inch working stress on the concrete (No. 6) and 10000 lbs. 
 per square inch on the steel, assuming the spiral steel as equivalent to 2.4 times its volume, taken 
 as vertical steel. 
 
 39 
 
Watson's Building Speciflcotions Section XHI 
 
 Cast Stone and Blocks 
 
 1. Cast Stone work includes lintels, sills and ornamental work constructed of separately 
 molded or cast blocks of concrete. 
 
 2. Cast Stone shall preferably be cast in a sand mold in an established factory, and all 
 exposed surfaces shall be dressed by hand, by means of revolving carborundum wheels, or similar 
 devices used in such factories to produce tooled or other good stone finish. At least 1/12 inch 
 of such surfaces shall be removed. 
 
 3. When any Cast Stone exceeds in any dimension six times its least dimension it shall be 
 properly reinforced to insure safety in handling, such reinforcing to be not less than .5% of the 
 cross section at right angles to the line of reinforcing, unless the reinforcing be shown on the 
 drawings. 
 
 4. The proportion of cement to aggregate in Cast Stone and Blocks must not be less than 
 1 to 6 nor greater than 1 to 4 and the aggregate must not be too fine but shall be of graded sizes 
 from }i inch diameter down. 
 
 5. Aggregates for Cast Stone shall preferably be made by crushing whole pieces of such 
 material as granite and marble and not over 40% should pass a 1/16 inch mesh screen. 
 Aggregates should be mixed with the cement in a mixer, preferably of the rotary type, with not 
 less than 15% of water by weight. If it is to be cast in sand molds it shall be constantly agitated 
 from the time it is removed from the mixer until it is distributed in the mold. 
 
 6. Building Blocks shall be used wherever shown on the drawings and shall be well 
 cured and dense, with good edges, shall show a strength of at least ] ,000 lbs. per square inch at 
 28 days and an absorption of not over 5% by weight when tlioroughly dried and immersed in 
 water for 48 hours. 
 
 7. The Contractor shall furnish and place on file with the Architect or Engineer, with his 
 bid, sample of the concrete Blocks and Cast Stone proposed to be used, which shall be satisfactory 
 to the Architect or Engineer, and the Blocks and Stone used must conform in every way to 
 such samples. 
 
 8. No broken, chipped, or checked blocks or castings will be allowed to be used in the work 
 and all blocks or castings shall be carefully protected from injury. By checked blocks are meant 
 blocks showing fine hair checks on the surface. 
 
 9. All cast stone must be provided with suitable dowels and anchors for securing same to 
 the work and with hooks for handling, and all cast stone and blocks must be laid up in white 
 or non-staining Portland cement mortar. 
 
 10. Cast stone window and door sills, lintels, copings, etc., and all other cast stone exposed 
 to the weather shall be thoroughly dampproofed on their beds, back and sides by a coat of R. I. W. 
 dampproofing or equivalent. 
 
 11. When so indicated on the drawings, a selected silica gravel may be used for aggregates 
 and the cement film washed away instead of tooled. 
 
 12. The material to be used for aggregates and the finish shall be as indicated on the 
 drawings. 
 
 13. All cast stone shall be carefully bedded in full mortar joints, and shall be cleaned and 
 wet before placing. Joints shall be 3/16 inch thick and allowance made for same. Joints shall 
 be pointed flush at the time blocks are laid and before the mortar has set. 
 
 40 
 
Watson's Building Speciflcatious Section ZIV 
 
 Concrete Piling 
 
 1. Concrete piles will be divided into two classes : first, concrete piles precast and driven to 
 place, and second, concrete piles cast in place. The former shall be sufficiently reinforced to 
 withstand handling and shall be provided with proper cushions for driving and will be entirely at 
 Contractor's risk. They shall be driven to elevations as given by the Architect or Engineer or 
 else they shall be cut off to such elevations. Piles of the second class will preferably be of the 
 "Simplex," "Raymond," "Pedestal" or similar patented types, as indicated on the drawings. 
 
 FORMULAS 
 
 2. The safe bearing power of concrete piles shall be determined by means of the following 
 formula, for straight or tapered piles, either precast or cast-in-place, when not driven to refusal. 
 
 (a) Using drop hammer weighing not less than the weight of the pile P = g^^ 
 
 (b) Using steam hammer, the striking parts of which weigh not less than the weight 
 ofthepileP=||j^ 
 
 Where P = working load in tons 
 
 W = weight of hammer in pounds 
 
 H = fall in feet 
 
 S = average penetration for last foot in inches 
 
 (c) When the weight of the striking parts of the hammer are less than the 
 weight of the pile, the working loads, as given by the above formula, shall be increased 
 by multiplying same by the ratio of the weight of the pile to the weight of the striking 
 part of the hammer. The weight of striking part of hammer shall equal at least 
 one-half the weight of the pile. 
 
 TESTING 
 
 3. If tests are called for in the contract, the Contractor shall, at his own expense, and 
 under the direction of the Architect or Engineer, test the number of test piles called for by the 
 plans, which will be, in general, one pile for each different condition of foundation encountered, 
 by loading to one and one-half times the specified loads without exceeding a settlement of 
 J4 inch, unless otherwise specified on the drawings or herein. 
 
 CAST IN PLACE PILES 
 
 4 If piles of the "Raymond" type be used, the shell shall be inspected for each pile before 
 concrete is poured and, whenever practicable, no pile shall be filled with concrete until all shells 
 within 6 feet of same shall have been driven. 
 
 5. Piles cast in place shall not be reinforced unless so indicated on plans, but all such 
 piles shall be provided with at least four }i inch dowel bars when capped with concrete. 
 
 PRECAST PILES 
 
 6. Precast piles shall always be reinforced with sufficient steel so that when supported at 
 the third points in the length, the stresses in the reinforcement, computed in accordance with the 
 methods prescribed herein, shall not exceed the allowed unit stresses given. 
 
 41 
 
Wntaon's Building Specificatiore Section XIV 
 
 7. In addition to the reinforcement specified above, all precast piles shall be provided with 
 dowels, similar to those molded in place, unless otherwise specified or indicated on plans. 
 
 8. All precast piles shall be provided with special reinforcement, or other means, at the 
 top to give greater resistance to the impact of the hammer. 
 
 9. The reinforcement shall be carefully centered in the form, and provided with mechanical 
 devices for holding all parts rigidly in place while concrete is being poured. 
 
 10. Care shall be taken to thoroughly ram the concrete around the reinforcement. 
 
 11. Precast piles shall be provided with shoes and cushion for driving, whenever necessary, 
 at the Contractor's expense. 
 
 13. All precast piles shall be seasoned at least 30 days at a temperature over 60° Fahr. before 
 driving. 
 
 GENERAL 
 
 13. The number of piles required may be changed by the Architect or Engineer, at his 
 discretion, and such change shall not affect the price per lineal foot bid, provided that the 
 change does not exceed 25% of the total length of piles, and in the case of lump sum bids, the 
 amount to be paid shall be to the amount bid in the proportion of the total length of piling used, 
 to thart shown on the plans, provided that such change does not exceed 25% of the quantities 
 shown on the contract drawings. 
 
 14. All piles shall be straight and a variation from a straight line exceeding 1 inch in 24 feet 
 shall be cause for rejection of the piles. No allowance will be made for the side pressure of 
 earth in holding piles in line, when they are computed and loaded as concrete columns. 
 
 15. The maximum allowable load on concrete piles, not reinforced as columns, shall not 
 exceed 300 lbs. per square inch. When the principal resistance to settlement is from the side or 
 skin friction of the piles, this allowable load may be computed upon the average diameter of the 
 imbedded pile. When concrete piles act as columns, the allowable load shall be computed upon 
 the minimum cross-section of the pile and the design of such piles shall be in accordance with the 
 rules for designing concrete columns given herein. 
 
 16. Unless otherwise called for, all concrete used in piles shall be No. 5>^ (l-2-3J^), the 
 coarse aggregates being 1 inch maximum size. 
 
 17. No allowance shall be made for direct bearing on rock or hard pan when tapered or 
 pointed piles are used. 
 
 18. No piles shall be loaded eccentrically nor shall any concrete pile be used when driven 
 out of plumb more than y^ inch per foot of length. 
 
 19. The minimum distance, center to center, of piles shall be not less than 3 feet. 
 
 20. Payment shall be made per foot of piles ordered and driven. 
 
 42 
 
Watson's Building Specifications „ „ „ 
 
 Seebon XV 
 
 Flat Slab Types of Floor Construction 
 
 RULES FOR COMPUTING. 
 Based upon rulings governing the design of flat slab floors in the City of Chicago, as adopted 
 
 August 18, 1914. 
 
 1. Flat slab construction is defined as consisting of reinforced concrete slabs supported 
 directly on reinforced concrete columns or steel columns, with or without plates or capitals at the 
 top; the whole construction being monolithic and without visible beams or girders. The con- 
 struction may be such as to admit the use of hollow panels in the ceiling or a smooth ceiling with 
 depressed panels in the floor. 
 
 3. The column capital shall be defined as the flare at the top of the column to meet the 
 under side of the slab. 
 
 slab 
 
 3. The abacus shall be defined as that part of the column capital directly supporting the 
 
 4. The panel length shall be defined as the distance center to center of columns on the side 
 of a square panel or the average distance center to center of columns on the long and short sides 
 of a rectangular panel. 
 
 5. The least dimension of any concrete column shall not be less than 1/12 the clear height 
 of the column, or the unit stresses shall be reduced as provided for in Paragraph 8, Section III. 
 
 6. The minimum thickness of the slab in inches shall be determined by the formula : 
 
 t = 0.023 L"^^ 
 
 7. In the formula herein above given, 
 
 t = Total thickness of slab in inches. 
 
 L = Panel length in feet. 
 
 w = Total live and dead load in pounds per square foot. 
 
 8. In no case shall the slab thickness be less than 1/33 of the panel length for floors, and 
 1/40 of the panel length for roofs, and also not less than 6 inches. 
 
 9. The abacus shall be not less than 2^ inches in thickness and its side or diameter shall 
 be not less than 25/100 of the panel length. No part of the profile of the column capital shall 
 come within a line beginning at the under side of the slab and at a distance from the center line 
 of the column equal to 1/10 L and making an angle of 45° with the vertical on the axis of the 
 column. 
 
 10. For purposes of establishing the bending moments and the resisting moments of a 
 square panel the panel shall be divided into strips known as strip "A" and strip "B." Strip "A" 
 shall include the reinforcement and slab in a width extending from the center line of the columns 
 for a distance each side of this center line equal to }i of the panel length. Strip "B" shall 
 include the reinforcement and slab in the half width remaining in the center of the panel. At 
 right angles to these strips, the panel shall be divided into similar strips "A" and "B," having 
 the same width and relations to the center line of the columns as the above strips. These strips 
 shall be for designing purposes only, and are not intended as the boundary lines of any bands of 
 steel used. 
 
 43 
 
Watson's Buflding Speciflcntions Section XV 
 
 11. These strips shall apply to the system of reinforcement in which the reinforcing bars are 
 placed parallel and at, right angles to the center line of the columns, hereinafter known as the 
 two-way system and afso to the system of reinforcement in which the reinforcing bars are placed 
 parallel, at right angles to and diagonal to the center line of the columns hereinafter known as the 
 four-way system. In the formulas hereinafter given 
 
 W = Total live and dead load per lineal foot of each strip. 
 L = Panel length in feet. 
 
 TWO-WAY SYSTEM. 
 
 12. For interior panels the negative bending moment taken at a cross-section of each strip 
 "A" at the edge of a column capital or over it, shall be taken as -^ . The positive bending 
 moment taken at a cross-section of each strip "A," midway between column centers shall be taken 
 as ^~. The positive bending moment taken at a cross-section of each strip "B" in the middle of 
 the panel shall be taken at -^^^. The negative bending moment taken at a cross-section of each 
 
 strip "B" on the center line of the column shall be taken at -g^- 
 
 FOUR-WAY SYSTEM. 
 
 13. For interior panels, the negative bending moment taken at a cross-section of each strip 
 "A" at the edge of the column capital or o\er it, shall be taken as ^f-- The positive bending 
 moment taken at a cross-section of each strip "A," midway between column centers shall be 
 taken as^^||^. The positive bending moment taken at a cross-section of each strip "B" in the 
 middle of tlie panel shall be taken at -^g-- 
 
 14. In four-way systems, the negative bending moment in strips "B" on a line between the 
 columns shall be assumed to be equal to -^g- . The unit tensile stresses on the concrete shall not 
 exceed 50 lbs. per square inch, or else sufficient reinforcement must be provided to resist the 
 entire bending moment. 
 
 GENERAL. 
 
 15. For wall panels supported on concrete columns and girders, the bending moments shall 
 be increased 10% over the bending moments as obtained for interior panels and the reinforce- 
 ment shall be increased accordingly. 
 
 16. For wall panels supported upon bearing walls, the bending moments shall be increased 
 20% over the bending moments as given for interior panels and the reinforcement shall be 
 correspondingly increased. For all wall panels the amount of reinforcement at right angles to 
 the wall shall be increased 10% in addition to the increase in moments specified above. 
 
 17. For the purpose of making the calculations of the bending moment at the sections 
 away from the column capital, the point of inflection shall be considered as being J4 the distance 
 center to center of columns, both crosswise and diagonally, from the center of the column. 
 
 18. The tensile stress in steel and the compressive stress in the concrete to resist the bend- 
 ing moment, shall be calculated on the basis of the reinforcement and slab in the width included 
 in a given strip, and according to the rules for computing given in Section II and unit stresses 
 given in Section III. 
 
 19. The steel shall be considered as being concentrated at the center of gravity of all the 
 bands of steel in a given strip. 
 
 U 
 
Watson's Building Specifications Section XV 
 
 20. For the four-way system of reinforcement, the amount of steel to resist the negative 
 bending moment ovei: the support in each strip "A" shall be taken as the sum of tlie areas of steel 
 in one cross band and one diagonal band. The amount of steel to resist the positive bending 
 moment of each strip "B" shall be considered as the area of the steel in a diagonal band, and the 
 amount of steel to resist the positive bending moment in each strip "A" shall be considered as the 
 area of the steel in a cross band. 
 
 21. For the two-way system of reinforcement, the amount of steel to resist the bending 
 moment in any strip shall be considered as the area of steel included in the width of the strip. 
 
 22. in both systems of reinforcement the compressive stress in the concrete in any strip 
 shall be calculated by taking the area of steel considered for each strip and applying it in the beam 
 formulas given in Section IV. 
 
 RECTANGULAR PANELS. 
 
 23. When the length of a panel does not exceed the breadth by more than 10%, all com- 
 putations shall be made on the basis of a square with sides equal to the mean of the length and 
 breadth. In no rectangular panel shall the length exceed lyi times the breadth. 
 
 24. For panels with length more than 10% in excess of the breadth, the slab shall first 
 be designed for a bending moment based on an assumed square panel with sides equal to the mean 
 of the length and breadth of the rectangular panel. 
 
 25. For the four-way system of reinforcement, the amount of steel found for the positive 
 moment of each strip "B" by designing in this manner shall be that used in the diagonal band. 
 For the positive moment in each strip "A," the required amount of steel in the crossband shall be 
 obtained by multiplying the steel used in the design of the assumed square panel by the cube of 
 the ratio found by dividing the length or breadth of the rectangular panel by the side of the 
 assumed square panel, for the long and short sides of the panel, respectively. The compressive 
 stresses shall be calculated on the basis of a width equal to one-half of the side of the assumed 
 square panel, and on the assumptions used in the calculations of compressive stresses in square 
 panels. In no case shall the amount of steel in the short side be less than 2/3 of that required 
 for the long side. 
 
 26. For the two-way system of reinforcement, the amount of steel to be used for the positive 
 and negative moment of each strip "B" shall be obtained by multiplying the steel used in the 
 design of the assumed square panel by the cube of the ratio found by dividing the length or 
 breadth of the rectangular panel by the side of the assumed square panel, for the short and long 
 sides of the panel, respectively. The method of obtaining the amount of steel required for each 
 strip "A" shall be the same as that given above for the four-way system. 
 
 BEAMS. 
 
 27. Wherever necessary, girders or beams shall be constructed under walls and around 
 openings and to carry concentrated loads. 
 
 28. The slab may be computed as a beam without increasing its depth, provided that a width 
 of slab be used not greater than four times its thickness and that the clear span be not greater 
 than twenty times the depth of the slab. 
 
 29. All spandrel wall beams, except as hereinafter provided for, shall be designed to carry 
 J4 of the panel load in addition to all other loads directly supported by them. When capitals 
 are used on wall columns in the four-way system, spandrel wall beams shall be assumed to carry 
 1/6 of the panel load in addition to all other loads directly supported by them. 
 
 45 
 
Watson's Building Speciflcations Section XV 
 
 30. When beams are placed under a continuous slab of such construction, in order to relieve 
 the slab from concentrated loads, such as walls, the beams shall be designed to carry such loads 
 and in addition 1/6 of each panel load adjacent to such beams. 
 
 PLACING STEEL. 
 
 31. Approved spacers and supports shall be used in securing steel reinforcing. The bars 
 shall be secured in place at intersections by wire or other satisfactory fastenings. The spacing 
 of bars shall not exceed the total thickness of the slab. Steel to resist negative moments shall 
 extend J4 oi the panel length beyond the center line of the columns in both directions. All 
 splices in bars in strips "A" shall be made over the column head. The length of the splice beyond 
 the center line of the coltunn in both directions shall be at least 2 feet. The splicing of adjacent 
 bars shall be avoided as far as possible. 
 
 33. Slab bars which are lapped over the column, the sectional area of both being included 
 in the calculations for a negative moment, shall extend not less than 25/100 of the panel length 
 beyond the column center. 
 
 TESTS. 
 
 83. Flat slabs when tested for two adjacent panels with a load equal to twice the live load 
 shall deflect at the center not more than 1/500 of the panel length, after the test load has been 
 in place for 24 hours and shall recover not less than 80% of the total deflection within 7 days 
 after the load is removed. Such test shall not be made until the concrete shall have had at least 
 60 days of good setting weather at a temperature of 60° F. or more. Slabs selected for tests shall 
 be thoroughly dry at the time of testing. 
 
 OTHER SYSTEMS. 
 
 34. When the spacing of the columns is irregular, triangular or pentagonal, the width of 
 the assumed strips shall be such that said strips shall cover the entire area of the slab, and the 
 bending co-efficients for each strip shall conform to those given herein for strips of similar span 
 in rectangular systems. 
 
 46 
 
Watson's Building Specifications Section XVI 
 
 Floor Finish, Etc. 
 
 CEMENT GROUND FLOOR FINISH 
 
 1. Concrete floors laid directly on the soil shall, unless otherwise provided for, be laid 
 on a bed of cinders, gravel or sand, 6 inches thick, carefully compacted and screeded to grade. 
 The concrete floors shall be not less than 5^ inches thick, comprising a base course of 4 inches 
 and finish coat 1^ inches thick. 
 
 2. The base course, if not reinforced, shall be composed of No. 9 (1-3-6) concrete; if 
 reinforced of No. 7J^ (l-2J^-5) concrete. If reinforcement is called for, it shall consist of 
 ^ inch round rods spaced 6 inches on centers, both ways, and 1 inch from the lower surface of 
 the concrete, unless the reinforcement be shown on the plans. 
 
 3. The finish coat shall be laid after the base has attained hard set and shall be composed of 
 1 part cement to 1^ parts sand (using a silicious sand with grains from J^ inch down), 
 thoroughly mixed with just sufficient water to make a stiff paste. 
 
 4. The surface of the base shall first be thoroughly cleaned of dirt and laitance and soaked 
 with water. Then grout the base with a neat cement grout. The finish shall then be laid in 
 blocks 4 to 5 feet square, always having a joint between columns. Tamp finish coat until the 
 moisture is brought to the surface, level up and trowel immediately. 
 
 5. When shown on drawings, or otherwise called for, specially prepared iron dust or other 
 hardening substance shall be added to the finish coat, in accordance with the Manufacturer's 
 specifications for the use of same or in accordance with such special instructions as may be given 
 by the Architect or Engineer. 
 
 CEMENT FINISH ON SLABS 
 
 6. Concrete floors or slabs shall be finished the same as specified for ground floor finish 
 in Paragraphs 3, 4 and 5. 
 
 7. Unless otherwise specified, the topping or finish shall not be applied until the comple- 
 tion of the structural concrete work. 
 
 8. When a floor hardener is specified, it shall be used strictly in accordance with instruc- 
 tions furnished by the manufacturer. 
 
 9. When the "Master Builders" or other special method of floor finish is specified, it shall 
 be laid in accordance with specifications furnished by and under the supervision of the agent of 
 such method. 
 
 10. The Contractor for cement finished floors shall employ only skilled labor for such work, 
 and on the completion of the building shall thoroughly scrub and clean up his work. 
 
 11. Only mineral colors shall be employed in tinting cement floors. 
 
 WOOD FLOOR ON CONCRETE— CLASS "A" 
 
 13. On top of the concrete slab shall be laid a 6 inch slag or cinder concrete fill, in which 
 are embedded 4 inch by 6 inch beveled treated strips 3 feet on centers. The fill shall be com- 
 posed of No 9 (1-3-6) concrete if of slag, or No. 6 (1-2-4) concrete if cinders are used. As far 
 as practicable, all pipe and conduits shall run under the strips. The strips shall be carefully 
 leveled and blocked up before placing the fill, which shall be kept about % inch below the top 
 
 47 
 
Watson's Building Specifications Section XVI 
 
 of the strip. On the strips shall be laid a rough floor composed of 3 inch plank SIS, No. 2 
 common flooring, with broken joints. On top of this lay a wearing surface of l}i inch by 3j4 
 inches D. & M. No. 1 factory maple flooring, ends matched, laid at right angles to subfloor, and 
 bored for nailing. The 2 inch subfloor must be of thoroughly seasoned lumber. The strips to 
 be embedded in the concrete fill shall be dipped for at least thirty minutes in hot carbolineum 
 (Carbolineum Avenarius or equal) and wherever cut afterwards shall have an additional swab- 
 bing of the same material. Before laying the top floor, give the under floor a good mopping of 
 hot carbolineum. 
 
 13. When so indicated on the drawings or whenever it is found necessary to lay the sub- 
 floor before the concrete has thoroughly dried out, a layer of tarred roofing paper shall be laid 
 over the concrete and on top of the strips. 
 
 WOOD FLOOR ON CONCRETE— CLASS "B" 
 
 14. Provide concrete fill as for Class "A," but use 4 inch by 4 inch sleepers, 18 inches on 
 centers. Omit subfloor, nailing the finished maple floor directly on the sleepers. All materials 
 and workmanship for Class "B" floor are to be the same as specified for Qass "A." 
 
 WOOD FLOOR ON BITUMINOUS BASE— CLASS "C" 
 
 15. On top of the concrete slab shall be laid a 1 inch layer of Bituminous concrete, com- 
 posed of a mixture of fine sand thoroughly mixed with specially prepared tar in the proportion of 
 not less than 50 or more than 60 gallons of tar to each cubic yard of sand. The sand shall be 
 dry before mixing and neither tar nor sand hotter than 225° Fahr. when mixing. The mixture 
 shall be spread evenly lyi inches thick over the surface. 
 
 16. On top of the soft material shall be laid 2 inch plank, using No. 2 common flooring, and 
 bedded on it by hammering tmtil the proper stability is obtained and the plank brought to a proper 
 level, and toe-nailed together. If, after hammering, any plank is below the proper level, the plank 
 should be taken up and more of the top coat spread on. 
 
 17. Seasoned material only shall be used for the subfloor. 
 
 18. The top coat shall contain sufficient tar to meet the following test : 
 
 Heat 15 to 20 cubic inches to 175 to 200° Fahr. and place in a tight vessel and pat 
 to 1 inch thick. The tar must then show on the surface. 
 
 19. The plank and maple finish shall be as specified in Paragraph 12. 
 
 ASPHALT FLOORS 
 
 20. When asphalt finished floors are called for the finish shall consist of 1J4 inches of 
 asphalt mastic laid on the concrete base. The mastic blocks shall be delivered on the ground 
 marked with the name of the brand. Washed torpedo gravel and sand, crushed hard limestone 
 or granite, or other equally good material, shall be added to the melted asphalt in the proper 
 percentage to give the required hardness and the temperature of the mixture brought to 450° Fahr. 
 The gravel or stone shall be thoroughly dry before being put into the melted mastic and shall be 
 clear, well graded material, containing no particles larger than will pass through a J4 inch mesh. 
 
 21. The asphaltum shall have a specific gravity greater than unity at 77° Fahr., shall be 
 95% soluble in carbon bisulphide and shall not flash under 350° Fahr. Asphalt floors shall be 
 laid in two layers of }i inch each and joints shall overlap. The top shall be rubbed smooth as 
 
 48 
 
Watson's Building Specifications Section XVI 
 
 fast as laid, using limestone dust or cement on the surface while rubbing. Before applying the 
 mastic, clean the surface of the concrete slab thoroughly and paint with asphaltum paint for a 
 binder. After floors have been finished put 3 inch fillet around all walls and posts. 
 
 23. Asphalt floors shall be laid by experienced workmen only, and shall be guaranteed 
 against disintegration, buckling or cracking for a period of five years. 
 
 WOOD BLOCK FLOORS 
 
 23. When wood block floors are specified, a dry mixture of 1 part cement to 2 parts sand 
 shall be laid to a thickness of 1 inch on the concrete slab and carefully screeded to grade. Just 
 before laying the block, this layer shall be sprinkled with a sprinkling can and the block laid 
 thereon and lightly tamped or rolled. Block shall be creosoted Yellow Pine, impregnated with 
 10 lbs. of creosote oil (No. 1) per cubic foot. When so indicated on the plans, blocks shall be 
 dipped twice (30 minutes each) in Carbolineum Avenarius, or equal. Fill all joints with clear 
 fine sand. No blocks should be laid in contact. Allow at least J^ inch clear between all blocks. 
 
 GRANOLITHIC FLOORS 
 
 24. When granolithic-floors are called for on the drawings, the floors shall be laid in accord- 
 ance with the specifications given herein for cement finish floors, excepting that the aggregate 
 used shall be crushed granite, or equally hard, selected material and the mixture shall be 1 part 
 cement, 1 part sand and 1 part stone from }4 inch to the smallest size, excluding dust. All 
 materials shall be first grade. 
 
 GENERAL 
 
 25. Concrete stairs and steps shall always be finished with safety treads of an approved 
 make. 
 
 26. Sidewalks shall have a finish coat composed of 1 part cement, 1}4 parts sand and 2 parts 
 J4 inch stone or 1 part cement to 2j4 parts well graded sand under J4 inch may be used. The 
 finish coat shall be 1^ inches thick when laid on base already set, in accordance with instruc- 
 tions given in Section V, or 1 inch thick when laid at the same time as the base. Sidewalks and 
 floors shall be finished by experienced workmen only. 
 
 37. Concrete cvurbs shall be composed of No. 6 (1-2-4) mix, and shall have the edge pro- 
 tected by special steel strips of approved make. 
 
 49 
 
Watson's Building Specifications Section XVH 
 
 Inspection and Tests 
 
 1. All materials shall be purchased subject to inspection by the Architect or Engineer in 
 charge, or their authorized assistants, and to such tests and analyses as the Architect or Engineer 
 may make or require. 
 
 2. The Architect or Engineer will have an Inspector on the work, whose duties will be to 
 see that these specifications, the plans and contract are correctly interpreted and carried out. 
 
 3. On the completion of the work and before it has been accepted, the Architect or Engineer 
 may cause final tests to be made at the expense of the Contractor, by loading the structure with 
 twice the specified live load applied statically. These tests will not be made on concrete which 
 has had less than 60 days of good setting weather at a temperature of over 60° Fahr. The static 
 load shall be held in place not less than 24 hours. Under such loads there shall be no deflection 
 of slabs or beams exceeding 1/800 of the span, nor any other indication of weakness in any part 
 of the structure. 
 
 4. When necessary to make tests on concrete less than 60 days old, the test load shall be 
 reduced to an amount proportionate to the strength of the concrete at the age tested, the proper 
 reduction to be determined by the Architect or Engineer in charge. 
 
 5. In event of failure of any part of the structure under test, the Architect or Engineer 
 may require tests to be made of all such other parts as he may deem advisable, the expense of 
 such tests to be borne by the Contractor. 
 
 6. One satisfactory test only of not more than two full panels of floor shall be required at the 
 Contractor's expense, unless otherwise agreed upon. A panel is defined as the area of one span 
 of slab. 
 
 7. The Contractor shall, at the request of the Architect or Engineer in charge, cast standard 
 cubes or cylinders for testing, at the time of pouring each floor slab, tier of columns or other parts 
 of the building, which cubes shall be tested by an approved laboratory, in order to determine the 
 strength of the concrete. The cost of such tests shall be borne by the Contractor. 
 
 8. Unless otherwise specifically agreed, no concrete shall be poured in the absence of the 
 Inspector representing the Architect or Engineer. 
 
 50 
 
Watson's Building Specifications Section XVlli 
 
 General Provisions 
 
 UNIT SYSTEMS 
 
 1. Concrete buildings built on the Unit system, in which the several parts are molded 
 separately and erected into place, shall be subject to all the restrictions given herein, the same as 
 for monolithic construction. 
 
 2. When proper provision is made for bonding unit slabs into unit beams and girders, the 
 usual assumption for the "T" beams may be used. 
 
 3. When members are made on a jarring machine, or similar device, to increase the strength 
 of the concrete, the unit stresses used may be increased proportionately to the increased strength, 
 the percentage of increase to be determined by the Architect or Engineer in charge. 
 
 EXPANSION JOINTS 
 
 4. Expansion joints in concrete work shall be provided at all points where cracks would 
 naturally occur, and in mass concrete, walls, etc., shall, in general, be spaced not to exceed 50 feet 
 apart. In reinforcing to provide against cracking, due to contraction of concrete, the amoimt of 
 reinforcement provided shall not be less than 25%. of the concrete area. Expansion joints shall be 
 lubricated by a coating of oil to prevent adhesion of the surfaces, and the two sections shall be 
 keyed together by concrete keys. Between the surfaces, there shall be at least two thicknesses of 
 tar paper. 
 
 RETAINING WALLS 
 
 5. In the design of reinforced concrete retaining walls, the lateral pressure, due to the back- 
 filling, shall be ascertained by means of Rankine's method of analysis, assuming the weight of 
 ordinary earth fill as equal to 100 lbs. per cubic foot. The resultant of the lateral pressure shall 
 be assumed to act at a point 1/3 the height of the wall from the base. All offsets at back of 
 retaining walls shall be sloped away from the wall and the backs of all retaining walls shall be 
 waterproofed before backfilling. 
 
 6. In the case of mass concrete vertical retaining walls, the width of the footing should not 
 be less than 30% of the height for walls not surcharged and 40% for walls which are surcharged, 
 imless otherwise shown on the drawings. 
 
 7. For reinforced concrete retaining walls, the same relation of width of footing to height 
 of wall as given above may be used, provided that approximately 1/3 of the width of the footing 
 lies in front of the wall and 3/3 to the rear. When a greater proportion than this is in the rear 
 of the abutment, the ratio of width of footing to height must be increased. 
 
 8. Whenever the material back of a retaining wall is subject to saturation with water, the 
 wall must be designed to resist the full theoretical hydraulic pressure. 
 
 ROOFS 
 
 9. All concrete roofs shall be thoroughly waterproofed, using, unless otherwise specified, not 
 less than four-ply tar and gravel roofing, on slopes of not less than J4 inch to the foot. 
 
 10. Roof slopes may be obtained by use of a cinder fill, finished by a lyi inch coat of 1 to 2 
 mortar, troweled to a smooth finish. 
 
 11. When roofing is applied directly to the concrete, the surface shall be troweled to a 
 smooth finish. Reglets shall always be provided in concrete or brick parapet walls. 
 
 51 
 
Watson's Building Specifications Section XVin 
 
 TILE AND CONCRETE 
 
 12. When tile and concrete are used in combination, the tile shall not be assumed to carry 
 any part of the load. When two reinforcing bars are used in such construction, the width of the 
 concrete beams shall be not less than 5 inches. The tile shall be thoroughly wet before placing 
 concrete. 
 
 13. When steel tile are used with concrete, the tile shall be so made as to be held rigidly in 
 place during the placing of the concrete. 
 
 CUTTING 
 
 14. No cutting through concrete will be allowed except by the use of electric power tools, 
 approved by the Architect or Engineer in charge. 
 
 CHIMNEYS, ETC. 
 
 15. When concrete is used for chimneys or other conduits for heated gases, they shall 
 always be lined with firebrick or tile, with an air space between the fire lining and the concrete. 
 
 DOWNSPOUTS 
 
 16. When downspouts are en»:ased in concrete, they shall be of cast or wrought iron, care- 
 fully caulked and provide a non-leakable conduit independent of the concrete. 
 
 52 
 
Watson's Building Specifications Section XIX 
 
 Designing Tables and Data 
 
 TABLE OF WEIGHTS AND VOLUMES 
 
 Portland Xement weighs per barrel, net 376 lbs. 
 
 Portland Cement weighs per bag, net 94 lbs. 
 
 Natural Cement weighs per barrel, net 282 lbs. 
 
 Natural Cement weighs per bag, net 94 lbs. 
 
 Portland Cement is assumed in standard proportioning to weigh, 
 
 per cubic foot 100 lbs. 
 
 Packed Portland Cement, as in barrels, averages per cubic foot, about 115 lbs. 
 
 Loose Portland Cement averages per cubic foot, about 92 lbs. 
 
 Volume of Cement Barrel, if cement is assumed to weigh 100 lbs., 
 
 per cubic foot 3.8 cu. ft. 
 
 American Portland Cement Barrel averages between heads about 3.5 cu. ft. 
 
 Foreign Portland Cement Barrel averages between heads about 3.25 cu. ft. 
 
 Natural Cement Barrel averages between heads about 3.75 cu. ft. 
 
 Weight of Paste made from neat Portland Cement averages per cubic 
 
 foot about 137 lbs. 
 
 Volume of Paste made from 100 lbs. of neat Portland Cement averages about . . 0.86 cu. ft. 
 
 Volume of Paste made from one barrel of neat Portland Cement averages about 3.2 cu. ft. 
 Weight of Portland Cement Mortar in proportions 1 to 2^ averages, per cubic 
 
 foot 135 lbs. 
 
 Weight of Concrete and Mortar varies with the proportions as well as with the 
 
 materials of which it is composed 
 
 Weight of Portland Cement Concrete per cubic foot : 
 
 Cinder Concrete averages 96 lbs. 
 
 Conglomerate Concrete averages 150 lbs. 
 
 Slag Concrete averages 132 lbs. 
 
 Gravel Concrete averages 150 lbs. 
 
 Limestone Concrete averages 148 lbs. 
 
 Sandstone Concrete averages 143 lbs. 
 
 Trap Concrete averages 155 lbs. 
 
 Loose unrammed Concrete is 5% to 25% lighter than concrete in place, varying with the 
 consistency. 
 
 63 
 
Watson's Bnilding Specifications 
 
 Section XDE 
 
 TABLE OF WEIGHTS AND ANGLES OF REPOSE (0) 
 
 Approximate 
 
 NAME "" ■ 
 
 Anthracite, broken, of any size, loose 
 
 Anthracite, broken, moderately shaken 
 
 Anthracite, solid 
 
 Ashes of soft coal, solidly packed 
 
 Cement, hydraulic, American Portland, thoroughly shaken. 
 
 Coal, bituminous, solid 
 
 Coal, bituminous, broken, of any size, loose 
 
 Coal, bituminous, broken, moderately shaken 
 
 Coke, loose, good quality 
 
 Earth, common loam, dry, loose 
 
 Earth, common loam, dry, shaken 
 
 Earth, common loam, dry, rammed 
 
 Earth, common loam, slightly moist, loose 
 
 Earth, common loam, more moist, loose 
 
 Earth, common loam, more moist, shaken 
 
 Earth, common loam, more moist, packed 
 
 Earth, common loam, as soft flowing mud 
 
 Earth, common loam, as soft flowing mud, well pressed. . . 
 
 Gravel, about the same as sand , 
 
 Mud, dry, close 
 
 Mud, wet, moderately pressed 
 
 Mud, wet, fluid 
 
 Petroleum , 
 
 Salt, coarse 
 
 Sand of pure quartz, dry, loose , 
 
 Sand of pure quartz, voids full of water , 
 
 Sand of pure quartz, very large grains , 
 
 Water, pure , 
 
 Values of 
 
 21" 
 
 15 
 
 35 
 
 40 
 
 45 
 
 35° 
 30° 
 35° 
 0° 
 
 ANGLES AND COEFFICIENTS OF FRICTION* 
 
 Dry masonry and brick work 
 
 Masonry with brick work with damp mortar . . . 
 
 Timber on stone 
 
 Iron on stone 
 
 Timber on timber 
 
 Timber on metals 
 
 Metal on metals 
 
 Masonry on dry clay 
 
 Masonry on moist clay 
 
 Earth on earth 
 
 Earth on earth, dry sand, clay and mixed earth . 
 
 Earth on earth, damp clay 
 
 Earth on earth, wet clay 
 
 Earth on earth, shingle and gravel 
 
 tan 
 
 0.6 to 0.7 
 
 0.74 
 about 0.4 
 0.7 to 0.3 
 0.5 to 0.2 
 0.6 to 0.2 
 0.25 to 0.15 
 
 0.51 
 
 0.33 
 0.25 to 1.0 
 0.38 to 0.75 
 
 1.0 
 
 0.31 
 
 0.81 
 
 
 
 31° to 35° 
 36J4° 
 22° 
 35° to 16%° 
 26>4° to 11%° 
 31° to 11%° 
 to 8>^° 
 27° 
 18J4° 
 to 45° 
 to 37° 
 45° 
 17° 
 to 48° 
 
 14' 
 
 14 
 21 
 
 39 
 
 Average Weight 
 
 in Lb8. per 
 
 Ou. Pt. 
 
 52-56 
 
 56-60 
 93.5 
 
 40-45 
 110 
 84 
 
 47-52 
 
 51-56 
 
 23-32 
 
 72-80 
 
 82-92 
 
 90-100 
 
 70-76 
 
 66-68 
 
 75-90 
 
 90-100 
 104-112 
 110-120 
 
 80-110 
 
 110-130 
 
 104-120 
 
 54.8 
 
 45 
 
 90-106 
 
 118-129 
 
 117 
 
 62.417 
 
 tan 
 
 1.67 to 1.43 
 
 1.35 
 
 2.5 
 
 1.43 to 3.33 
 
 2 to 5 
 1.67 to 5 
 4 to 6.67 
 1.96 
 3. 
 
 4 to 1 
 
 2.63 to 1.33 
 
 1 
 
 3.23 
 
 1.23 to 0.9 
 
 'From Bankine's Applied Mechanics. 
 
 54 
 
Watson's Buildbig Specifications 
 
 Section XIX 
 
 Propoi'Ti'of7s 
 of Mi A to re 
 
 AlattmJ For / Cu. fc/. Concrete 
 
 (jranJ %* & Under 
 
 ■Stone /"Si undtr 
 Vost Jcreemd oot. 
 
 J/Sne2(i' * under 
 J/i/sr screenev oor. 
 
 1 
 
 4 
 
 1 
 
 
 ^4 
 
 1 ^' 
 
 1"^ 
 
 \t 
 
 1 ^" 
 
 1^ 
 
 
 
 
 Z 
 
 3 
 
 I.S4- 
 
 0.4-7 
 
 0.73 
 
 1.70 
 
 O.SZ 
 
 0.77 
 
 /.73 
 
 0.S3 
 
 0.79 
 
 
 z 
 
 4 
 
 1.3^ 
 
 •^1 
 
 .8/ 
 
 l.4<c 
 
 .44 
 
 £5 
 
 1.48 
 
 .4S 
 
 .90 
 
 
 2 
 
 S 
 
 1.17 
 
 .36 
 
 .89 
 
 I.Z7 
 
 .39 
 
 .97 
 
 /.Z?> 
 
 .39 
 
 .98 
 
 
 z'/z. 
 
 A 
 
 I.Z4 
 
 !^7 
 
 .7J- 
 
 /.3S 
 
 .sz 
 
 .s^ 
 
 /.38 
 
 .S3 
 
 ■84 
 
 
 Z'/z 
 
 S 
 
 /./O 
 
 ^z 
 
 .83 
 
 J./9 
 
 4i> 
 
 .91 
 
 I.Z' 
 
 .•^6 
 
 .92 
 
 
 z'/g 
 
 G 
 
 a.°>8 
 
 .37 
 
 .39 
 
 J.07 
 
 itl 
 
 .S7 
 
 J.07 
 
 41 
 
 .96 
 
 
 3 
 
 S 
 
 A03 
 
 .47 
 
 .78 
 
 /// 
 
 .SI 
 
 .8S- 
 
 J. 14 
 
 .SZ 
 
 .87 
 
 
 3 
 
 6 
 
 0.9Z 
 
 ffZ 
 
 .84 
 
 1.0 1 
 
 4{. 
 
 .SZ 
 
 /.az. 
 
 fi-7 
 
 .93 
 
 
 3 
 
 7 
 
 0.84- 
 
 .38 
 
 .39 
 
 0.91 
 
 :^Z 
 
 .S>7 
 
 0.9Z 
 
 .4Z 
 
 .sa 
 
 
 ^ 
 
 6 
 
 0.83 
 
 .vT/ 
 
 .77 
 
 .30 
 
 .ss 
 
 .SZ 
 
 .9Z 
 
 .SC 
 
 .84 
 
 
 4 
 
 7 
 
 0.77 
 
 ^7 
 
 .81 
 
 .83 
 
 ^/ 
 
 .69 
 
 .34- 
 
 .SI 
 
 90 
 
 
 4- 
 
 a 
 
 0.71 
 
 .4-3 
 
 .84. 
 
 .77 
 
 ^7 
 
 .93 
 
 .78 
 
 .48 
 
 .95 
 
 
 4 
 
 3 
 
 0.(>S 
 
 .40 
 
 .83 
 
 •71 
 
 .43 
 
 ■97 
 
 .73 
 
 .44 
 
 /.Ol 
 
 
 
 RETAINING WALL EARTH PRESSURES 
 
 
 
 s 
 
 X 
 
 9=0° 
 
 *=45' 
 
 e=<ti = 45'' 
 
 6=0°; 
 
 <|)=to-n'i:fe 
 
 e=<|)=ton T^ 
 
 e=o»;« 
 
 }=Wn-s 
 
 e=4>=tan'-^ 1 
 
 UNIT 
 PRESS 
 
 TOTAL 
 PRESS. 
 
 UNIT 
 PRESS. 
 
 TOTAL 
 PRESS. 
 
 UNIT 
 PRESS. 
 
 TOTAL 
 PRESS. 
 
 UNIT 
 PRESS. 
 
 TOTAL 
 PRESS. 
 
 UNIT 
 PRESS. 
 
 TOTAL 
 PRESS. 
 
 UNIT 
 PRESS. 
 
 TOTAL 
 PRESS. 
 
 6 
 
 103 
 
 309 
 
 424 
 
 1273 
 
 172 
 
 516 
 
 499 
 
 1498 
 
 229 
 
 688 
 
 536 
 
 1610 
 
 8 
 
 137 
 
 54 9 
 
 566 
 
 2263 
 
 229 
 
 917 
 
 666 
 
 2663 
 
 306 
 
 1222 
 
 716 
 
 2862 
 
 10 
 
 172 
 
 858 
 
 70 7 
 
 3536 
 
 286 
 
 1432 
 
 832 
 
 4160 
 
 382 
 
 1910 
 
 8 94 
 
 4472 
 
 12 
 
 206 
 
 1235 
 
 84 9 
 
 5091 
 
 344 
 
 2062 
 
 998 
 
 5990 
 
 458 
 
 2750 
 
 10 73 
 
 6440 
 
 14 
 
 240 
 
 1681 
 
 990 
 
 6930 
 
 401 
 
 2807 
 
 1165 
 
 8154 
 
 535 
 
 3743 
 
 1252 
 
 8765 
 
 16 
 
 275 
 
 2196 
 
 1131 
 
 9051 
 
 458 
 
 3666 
 
 1331 
 
 10650 
 
 61 1 
 
 4889 
 
 1431 
 
 1 1448 
 
 18 
 
 309 
 
 279 9 
 
 12 73 
 
 1 1455 
 
 516 
 
 4640 
 
 1498 
 
 13479 
 
 688 
 
 6188 
 
 1610 
 
 14490 
 
 20 
 
 343 
 
 3431 
 
 14 14 
 
 14 142 
 
 573 
 
 5 72 8 
 
 16 64 
 
 16641 
 
 764 
 
 763 9 
 
 1789 
 
 17889 
 
 22 
 
 377 
 
 4152 
 
 1556 
 
 171 12 
 
 63 
 
 6 93 1 
 
 1831 
 
 20136 
 
 840 
 
 9244 
 
 1968 
 
 2 1645 
 
 24 
 
 412 
 
 4941 
 
 1697 
 
 20364 
 
 687 
 
 8249 
 
 1997 
 
 23963 
 
 917 
 
 11000 
 
 2147 
 
 25640 
 
 26 
 
 446 
 
 5779 
 
 1838 
 
 23900 
 
 745 
 
 9681 
 
 2163 
 
 28IZ3 
 
 993 
 
 1291 
 
 2326 
 
 30232 
 
 28 
 
 480 
 
 6726 
 
 1980 
 
 27719 
 
 802 
 
 1 1 228 
 
 2330 
 
 32616 
 
 1070 
 
 14973 
 
 2504 
 
 35062 
 
 30 
 
 515 
 
 7721 
 
 2121 
 
 31820 
 
 859 
 
 12889 
 
 2496 
 
 3 7442 
 
 1146 
 
 171 89 
 
 2683 
 
 40249 
 
 32 
 
 549 
 
 8784 
 
 2263 
 
 36204 
 
 917 
 
 14665 
 
 2 663 
 
 42601 
 
 1222 
 
 19557 
 
 2862 
 
 45795 
 
 34 
 
 5 83 
 
 9917 
 
 2404 
 
 40871 
 
 974 
 
 16555 
 
 2 829 
 
 48092 
 
 1299 
 
 22078 
 
 3041 
 
 51698 
 
 36 
 
 61 8 
 
 11118 
 
 2546 
 
 45821 
 
 1031 
 
 18560 
 
 2 995 
 
 53917 
 
 1375 
 
 24752 
 
 3220 
 
 57959 
 
 38 
 
 652 
 
 12387 
 
 2667 
 
 51053 
 
 1088 
 
 20680 
 
 3162 
 
 60074 
 
 1451 
 
 27578 
 
 3399 
 
 64578 
 
 40 
 
 686 
 
 13726 
 
 2828 
 
 56569 
 
 1 146 
 
 22914 
 
 3328 
 
 6 6 564 
 
 1528 
 
 30558 
 
 3578 
 
 71554 
 
 Note:- Values were computed from RanKine's formulae for earth pressure. 
 
 Direction of pressure is porollel to surfocs of earth. e=ongle of surchorj*. ♦-anqle of repose. 
 Weight of eorth ossumed at 100 lbs. per cubic foot 
 
 55 
 
Watson's Building Speoiflcations 
 
 Section SIX 
 
 Ft^0P£RT/E5 OF Pm/N 3tEEL/?0D5. 
 
 Square /fod^ 
 
 S/ze 
 
 Pouncf /foc/s 
 
 Pm'meter 
 
 M/eiqif per 
 J/Atal Toot 
 
 Sfct/ona? 
 /frea 
 
 Jfct/o/iaF 
 /Irea 
 
 li^eiffifper 
 J/aeo? foot 
 
 Orcum- 
 fire/Tce 
 
 1.00 in. 
 
 .2iz /6s. 
 
 .06ZS ° 
 
 '4' 
 
 .0^31°' 
 
 ./fe? ]hs 
 
 ,7SSJ/i. 
 
 i.zs ■■ 
 
 333 - 
 
 ,0977 ■ 
 
 ^e" 
 
 .074.7 - 
 
 .26/ - 
 
 .S8Z • 
 
 ISO " 
 
 .■1-78 .. 
 
 tl^Ola .. 
 
 % 
 
 Jio4- - 
 
 .J 75- . 
 
 JJ7& - 
 
 his •• 
 
 .(.SI ■■ 
 
 ./f/-#- ■• 
 
 ¥ 
 
 .iSos u 
 
 tS^n '• 
 
 /.J 7 • 
 
 Z.oo •■ 
 
 .8S0 .. 
 
 *ZSo . 
 
 yz 
 
 JfU ' 
 
 ,&i.8 u 
 
 /.,5"7 .' 
 
 z.zs ■■ 
 
 /%07i ' 
 
 .3/6 ► 
 
 %^ 
 
 ^z-^s . 
 
 ,a'fs , 
 
 /.76 ' 
 
 Z.So ■■ 
 
 /.3as » 
 
 J9I ■■ 
 
 % 
 
 ,Zo7 - 
 
 /.044- .. 
 
 J.9<. u 
 
 3.00 •' 
 
 /.9/3 . 
 
 .S(>? ■■ 
 
 % .^z .. 
 
 /.Soz . 
 
 2.3k .. 
 
 3.S0 " 
 
 Z.4>03 ■■ 
 
 .76i> •• 
 
 7& .60/ . 
 
 ^.<;-?4 .• 
 
 Z.7S ' 
 
 ■4. 00 ■■ 
 
 3.^00 .. 
 
 /, 
 
 /' .7 as . 
 
 J1.670 .. 
 
 3./i- - 
 
 4. So ' 
 
 -^.303 '■ 
 
 /.Z46 ~ 
 
 \y& 
 
 .394- .. 
 
 3.379 " 
 
 J.^3 * 
 
 S-oo •■ 
 
 S,3IZ, ■■ 
 
 /.S& 3 
 
 /V 
 
 hzzj - 
 
 4,173 H 
 
 J.93 >, 
 
 yS.SO ■■ 
 
 6.^za ■■ 
 
 /.8S/ •• 
 
 t% 
 
 /.-fS^ .. 
 
 S:049 " 
 
 'f.dZ. « 
 
 6.0a " 
 
 7.6SO -. 
 
 2.2S0 - 
 
 I'/z 
 
 h7i>7 - 
 
 6.006 .. 
 
 ^.7/ - 
 
 56 
 
/