••• »r~-r;" '.r.~ I.T1 CONSOLIDATED STEEL. CO RPORATfO«¥ ' ONT. f- DC LJ I- D < O _ Z uj * Q: 5 £ < «« s! CO • D •k < Q. < J iNV -i u o I 0. • • 0) u o L. CO u QC LJ Z LJ O CAMBRIA STEEL A HANDBOOK OF INFORMATION RELATING TO STRUCTURAL STEEL MANUFACTURED BY THE CAMBRIA STEEL COMPANY CONTAINING USEFUL TABLES, RULES, DATA, AND FORMUL/E FOR THE USE OF ENGINEERS, ARCHITECTS, BUILDERS AND MECHANICS PREPARED AND COMPILED BY GEORGE E. THACKRAY,, C. E. SPECIAL ENGINEER, CAMBRIA STEEL. Co. GENERAL OFFICES: PHILADELPHIA, PA^> WORKS AT JOHNSTOWN, PA. U. S. A. 9 1 9 Copyright, 1919, by Cambria Steel Company Price, $1.50 REPRINT 1919' PREFACE TO TWELFTH EDITION. This edition introduces much new matter thought useful, and revises, to a considerable extent, the data of the prior edition, to conform to current practice and a wider range of structural products. The table of steel ingots is greatly amplified by the addition of more sizes and styles. Cuts and properties of many new sections are introduced, among which are bulb angles, top-guard bulb angles, 3-inch and 4-inch channels for cars, 12-inch ship channels, and some seventeen T-bars of considerable range in dimensions. Three sizes of rolled steel car stakes are also included. Drawings and tabulations of standard ship sections including ship channels, bulb angles and one Z-bar hatch section, to- gether with the equal leg and unequal leg angles selected as standards for ship building, which were adopted on November 20, 1918, are now given. Rolled safety floor plates and buckle plates are newly listed in most convenient sizes. In view of well- recognized practice, the standard connection angles formerly shown have been superseded by new standards and all tables relating thereto are correspondingly modified. Additional new tables believed of value have been incor- porated. These refer to Flat and Corrugated Steel Sheeting; Roof Truss Dimensions and Stresses; Moments of Inertia of Rectangles; Sizes of Wrought Spikes and Wood Screws; Wire Gauges shown in Combined Table; Decimal Equivalents of Non- Binary Fractions; Square Roots and Cube Roots of Fractions; Weights of Circular Steel Plates; Trigonometrical Formulse; Squares and Cubes of Numbers and Fractional Intervals; Com- binations and Factors of ir\ Relations in Circular Segments; Volumes and Surfaces of Solids; Minutes and Seconds expressed in Decimals of a Degree and vice versa; Metric and Customary Measure Conversions, etc. The tables of weights for various substances and materials have been considerably augmented. Specifications for Structural and Boiler Steel have undergone slight revision to bring these up to date. IV CAMBRIA STEEL. CONTENTS. General Information VI-X Sections of I-Beams and Channels 2-16 • Angles, Bulb Angles and Top Guard Angles 17-23 * Hatch Z-Bar and Car Side Stakes 23 T-Bars, Crane Rail and Door Spreader 24-26 Method of Increasing Sectional Areas 26 Proportions of Standard Beams and Channels 27 Diagram for Minimum Standard Beams and Channels 28, 29 Pressed Steel Car Parts and Car Forgings 30, 31 Sizes of Ingots 32 Sizes of Squares, Rounds and Flats 33 Sizes of Billets, Blooms and Slabs 34, 35 Square Billets and Sheet and Tin Bars 36 Sizes of Plates and Thin Sheared Sheets -. . 37-39 Weights and Dimensions of I-Beams and Channels 40-45 " " Bulb Angles, Top Guard .... Angles and Car Side Stakes 45, 46 Weights and Dimensions of T-Bars and Angles 47-51 References to Beam Tables, Beams as Girders, Connection Angles and Live Loads for Floors Standard Construction Details 53-67 Materials and Construction for Fireproof Floors 68-77 Notes on Lateral Strength of Beams 78-83 Approximate Weights of Various Roof Coverings 84 Weights, Dimensions and Data for Steel Sheeting 85 Formulae for Dimensions and Stresses of Roof Trusses. . . 86-89 Buckle Plates and Safety Floor Plates 90 Reinforced Concrete Floor Slabs 91-93 Limiting Spans and Maximum Loads of Beams and Channels 94-97 Coefficients of Deflection of Beams 98, 99 Explanation of Tables of Safe Loads 100-105 Tables of Safe Loads for I-Beams and Channels 106-123 " Spacing of I-Beams 124-135 " Maximum Bending Moments for I-Beams and Chan- nels 136, 137 " Safe Loads for Angles 138-159 General Formulae for Flexure and Bending Moments 160-165 Formulae for Moments of Inertia of Standard Sections. . . . 166, 167 Properties of Various Sections 168-175 Explanation of Tables of Properties 176-181 Tables of Properties of I-Beams, Channels and Hatch Z-Bar 182-191 Bulb Angles, Car Side Stakes and Door Spreader Bar 192-195 T-Bars and Angles 196-209 Moments of Inertia of Rectangles 210-213 Properties of Standard T-Rails 214 Radii of Gyration for Two Angles Placed Back to Back .... 215-217 Strength of Steel Columns or Struts 218-221 Example of the Use of Tables on pages 215-217 and 218-221 . 222 CAMBRIA STEEL. PAGE Explanations of Tables Relating to Steel Columns 222, 223 Dimensions and Properties of Plate and Angle Columns . . . 224-228 Spacing of Channels for Equal Moments of Inertia 229 Dimensions and Properties of Latticed Channel Columns. . 230, 231 Dimensions and Properties of Plate and Channel Columns. 232-242 Typical Details of Plate Girders, Column Bases, and Steel Columns 243 Safe Loads for I-Beam Columns 244-247 Safe Loads for Plate and Angle Columns 248-267 Safe Loads for Latticed Channel Columns 268-271 Lattice Bars and Stay Plates for Latticed Channel Columns 272, 273 Safe Loads for Channel and Plate Columns 274-301 Cast Iron Columns 302-304 Explanations of Safe Loads for Beam Box Girders and Plate Girders .' 305 Safe Loads for Beam Box Girders 306-316 Safe Loads for Plate Girders 317-326 Grillage Beams 327 Allowable Unit Stresses and Loads in Accordance with Building Laws of Various Cities 328-349 Tables and Information Pertaining to Rivets and Pins 350-361 Weights and Dimensions of Bolts and Nuts 362-371 Upset Screw Ends, Eye Bars and Turn Buckles 372-378 Right and Left Nuts and Clevises 379, 380 Dimensions of Rivet Heads After Driving 380 Weights, Dimensions and Safe Loads of Chains 381 Bridge Pins, Nuts and Pilot Nuts, and Lateral Pins 382, 383 Counter and Lateral Rods 383-385 Nails and Spikes 386-389 Dimensions, Weights and Properties of Standard Pipe 390-392 Standard Specifications 393-402 Notes and Tables on Wooden Beams and Columns 403-423 Specific Gravity and Weight of Various Substances 424-433 Standard Gauges and Weights of Sheets and Plates of Various Metals 434-443 Square Roots and Cube Roots of Fractions 444 Decimal Equivalents of Non-Binary Fractions 444, 445 Decimal Parts of Foot and Inch 446-450 Weights and Areas of Square and Round Bars 451-463 Weights of Circular Plates 464-467 Areas of Flat Rolled Steel Bars 468-473 Weights of Flat Rolled Strips and Bars 474-486 Areas and Circumferences of Circles 487-509 Logarithms of Numbers 510, 511 Trigonometrical Functions and Formulae 512-522 Squares, Cubes, Reciprocals, Square and Cube Roots 523-547 Values for Combinations of IT 548, 549 Mensuration 550-556 Relations Between Decimals of a Degree and Minutes and Seconds 557 Weights and Measures 558-561 Metric Conversion Tables . . 562-590 (For Complete details of Contents, see Index) VI CAMBRIA STEEL. GENERAL INFORMATION. Our products are principally steel, made by the Bessemer or Open Hearth process, as required, and of all qualities from the softest rivet stock to high carbon special spring material. Our Beams and Channels are made to conform to the American Standards, adopted January, 1896, In which the flanges have a uniform slope of one to six, and the dimensions, proportions and weights are determined by a regular schedule, as shown on the diagrams on pages 28 and 29. The standard proportions of beams and channels are further shown on page 27. The principal structural angles now made are limited in num- ber to conform to the American Standards, as revised May 21, 1910, and include eight base, or a total of fifty-four sizes for equal leg angles, and nine base, or a total of fifty-seven sizes of unequal leg angles, all varying in thickness by one-sixteenth inch, as shown on pages 17 and 18 and tables herein. It is believed that these standard angles include a sufficient range of sizes to meet all usual structural requirements, but, at the same time, we will continue the manufacture of angles of special sizes and proportions for those who require them, as shown on page 19. The weights of angles, now given, are those adopted as Amer- ican Standards in May, 1910. The standard ship sections adopted November 20, 1918, com- prising ship channels, bulb angles and one Z-bar hatch section are now shown and tabulated herein for the first time, and these standards also include certain equal leg and unequal leg angles, which were adopted on the same date, as standards for ship building, all of which are shown and indicated herein by a dagger. Although the drawings of standard structural sections herein show the minimum sizes, the drawings of standard bulb angles and ship channels are made to indicate the sizes of tha British standard sections, which form the basis of these ship section standards. During the time when rolls are being prepared for the new ship channels and bulb angles, our older sections of these shapes shown herein will be furnished, but as the new rolls become ready, the standard sections will be supplied and the prior shapes will be obsolete. The method of increasing the sectional area of shapes from the minimum "or base sizes to intermediate and maximum sizes, is CAMBRIA STEEL. VII shown approximately on page 26. For beams and channels the increase from the minimum adds equally to the web thickness and flange width, the weight of the increase being equal to that of a plate of the same depth as the section, and of a thickness equal to the increase of the dimensions stated. The method of increasing the thickness of angles from the mini- mum has the effect of adding to the length of the legs, as shown on page 26, so that for intermediate and maximum sizes the legs will be somewhat longer than the minimum or nominal dimen- sions, except in the cases for which we have finishing grooves. The plates of drawings of sections, pages 2 to 26 inclusive, show the minimum or base sizes of the various shapes, except in cases of standard ship channels and bulb angles as heretofore noted. Sections shown on the plates or lists for which more than one weight is stated can be rolled of different thicknesses to produce the stated weights. Others for which only one weight is given cannot be varied. Each section shown herein is numbered, both in the plates and tables, for convenience in reference and ordering. I-Beams and Channels should be ordered of weights shown in the tables. Orders and inquiries concerning 12 in. 40 lb., 15 in. 60 lb., and 15 in. 80 lb. I-Beams should also specify these by Section Number. Orders for angles and plates should specify either the thickness or the weight, but not both. Orders for universal or edged plates should specify the width and thickness in inches and the length in feet and inches, whereas orders for sheared plates should give all the dimensions in inches. All weights are stated in pounds per lineal foot of section, except in the table of rails on page 214, in which the weights are given in pounds per yard, as is customary. Weights of rolled sections are calculated on the basis of 489.6 pounds per cubic foot of steel, and 3.4 times the sectional area in square inches equals the weight in pounds per lineal foot. In calculating the weights, areas, and prop- erties of I-Beams, Channels, and Angles for the lists and tables here- with, the fillets and smaller rounded corners were not considered. The dimensions of all steel material herein are theoretical, as they are subject to customary rolling variations. Structural Angles, I-Beams and Channels, unless otherwise ordered, will be cut to length with variation not to exceed f inch more or less than that specified. For cutting to exact lengths, or with less variation than f inch, an extra price will be charged. All sections shown herein are steel. VIII CAMBRIA STEEL. OFFICES FOR SALE OF CAMBRIA STEEL COMPANY PRODUCTS. GENERAL OFFICES: WIDENER BUILDING, PHILADELPHIA, PA., U. S. A. ATLANTA Candler Building, 129 Peachtree Street. BOSTON Scollay Building, 40 Court Street. CHICAGO McCormick Building, Corner of Michigan Avenue and Van Buren Street. CINCINNATI Union Trust Building, Corner of Fourth and Walnut Streets. CLEVELAND Swetland Building, 1010 and 1012 Euclid Avenue. DETROIT Penobscot .Building, 45 Fort Street, West. NEW YORK City Investing Building, 165 Broadway. PHILADELPHIA Widener Building, Chestnut and Juniper Streets. PITTSBURGH Oliver Building, Smithfield Street. ST. Louis Chemical Building, Corner of Eighth and Olive Streets. SALT LAKE CITY. . . .Newhouse Building, Corner of Main Street and Exchange Place. SAN FRANCISCO Monadnock Building, 681 Market Street. SEATTLE Colman Building, Corner of First Avenue and Marion Street. WASHINGTON, D. C.. Woodward Building, Corner of Fifteenth and H Streets, N. W. WORKS AT JOHNSTOWN, PA. U. S. A. CAMBRIA STEEL. IX CAMBRIA STEEL COMPANY PRODUCTS. STRUCTURAL STEEL WORE. Finished Steel Work for Buildings, including Beams, Girders, Columns, Roof Trusses, etc., fitted complete and ready for erection. STEEL CARS. Gondola, Hopper-Gondola, Hopper, Flat, Tank, Mine, etc., . Underframes and Trucks. Freight, Passenger, Electric and Industrial Car Wheels. Draft Gears, Forged and Pressed Steel Car Parts. STEEL RAILS. Steel T-Rails, 12 Ibs. to 150 Ibs. per yard. Angle, Plain and Special Type Splice Bars. Standard and Special Track Bolts and Nuts. For detailed information, see Rail and Splice Catalogue. STEEL AXLES. Passenger Car, Freight Car, Tender Truck, Engine Truck, Driving, Electric Car, Street Car, Mine Car, etc. CRANK PINS, PISTON RODS, BRIDGE PINS. Made to any requirement. MACHINE BOLTS, NUTS, RIVETS, AND PIPE OR TANK BANDS WITH ROLLED THREADS. FORGINGS. Axles, Crank Pins, Piston Rods and Forgings in general furnished of carbon steel, annealed, or treated by our Coffin toughening process (patented) as specified. Crank Pins and Piston Rods also furnished oil-tempered and annealed; other small Forgings will be, if desired. For small car forgings and pressed steel parts, see list on pages 30 and 31 herein. ANNULAR ROLLED SECTIONS. Car Wheels, Crane Track Wheels, Blanks for Cylindrical Wheels, Gears, Sprockets, Band Wheel Flanges, Pipe Flanges, Bevel Rollers, and Automobile Fly Wheels, etc. X CAMBRIA STEEL. MERCHANT BAB STEEL. Including Tire, Toe Calk, Machinery, Automobile Spring, Carriage Spring, Baby Carriage Spring, Railroad Spring, Hoe, Rake, Fork, Forging, Bolt, Rivet, etc. Special Sections. Automobile and Motor Truck Rim Sections. STEEL SPECIALTIES. Mine Ties, Fence Posts, Reinforcing Bars, etc. AGRICULTURAL STEEL AND SHAPES. Finger Bars, Knife Backs, Rake Teeth, Bundle Carrier Teeth, Tedder Forks and Springs, Spring Harrow Teeth, Harrow (Drag) Teeth, Seat Springs, etc. PLOW STEEL. Bars and Slabs (Pen and Pernot), Flat Plow Shapes, Digger Blades, Hammered Lay, Rolled Lay, etc. COLD ROLLED AND COLD DRAWN STEEL. Rounds, Squares, Hexagons, Flats, Shafting and Special Shapes. STEEL DISCS WITH ROLLED BEVEL. 10" to 20" diameter dished for Harrows, Drills, Culti- vators, etc. 23" to 2SJ4" diameter dished for Plows. 8" to 26" diameter flat for Rolling Coulters. PRESSED STEEL SEATS FOR AGRICULTURAL IMPLEMENTS. WIRE RODS, WIRE AND WIRE PRODUCTS. Wire Rods. Bolt, Screw and Rivet Wire. Bright and Annealed Wire. Galvanized Coiled Steel Spring Wire. Barbed Wire, Galvanized or Painted. Wire Nails, Bright or Galvanized. Cement Coated Nails. Fence Wire and Wire Fence. Fence and Poultry Netting: Staples. . Bale Ties— Single Loop. NON-STEEL PRODUCTS. Cinder, Slag and Coal Derivatives. Limestone Ballast and Screenings. FOR PRODUCTS NOT LISTED HEREIN, SEE SPECIAL CATALOGUES. SECTIONS OF STRUCTURAL STEEL SHAPES MANUFACTURED BY CAMBRIA STEEL COMPANY a CAMBEIA STEEL. s i i r i CO -w i J'lt CO \C TANDARD BEAMS. B.5 WT. 5.5, 6.5 AND 7.5.LBS. *"T\ <10fl ^ Wr .4 CNI 1^™ \ 5CX» uf-*-Js .17 ~ B.9 /T. 7.5. 8.5, 9.5 AND10.5ALBS. 11 '"/I b-29" -19" 4 r~ ~\ is J — 4---,HiH .19^ B 13 rT. 9.75. 12.25 AND 14.75 LBS. b31" -ai" ij r 5// \ s .21 IN ;B. 17 .i4>i P. 12.25. 14.75 AND 17.25 LBS/ 33" -23" 4" CO * ,., - .... /,- , . 9 / 1 I \ ^ c" \ "0 , ^-f- - __.,_,— -----, ^_- .y ]J //j^ _Jr_ yn B.2i -15Vi i 1 WT. 15. 17.5 AND 20 LBS. / | h-35" -25" >/,, if V s i.J ...7._. ...L, ^ •28IM ~ CAMBRIA STEEL. \ WT. i VM! ilr [R STANDARD BEAMS. B.25 18.00. 20.25. 22.75. AND 25.25 LBS. B.29 WT. 21. 25. 30. AND 35 LBS. / J. g»— . __L/ B.33 WT. 25. 30. 35 AND 40, LBS. .31" B.41 WT. 31. 5, 35 AND 40 LBS. A. CAMBKIA STEEL. BEAMS. SPECIAL 12;/BBAM. STANDARD 15"BEAM. 46" B. 105 WT. 40, 45. 50 AND 55 LBS. -2.395' lo r* 41» B. 53 WT. 42. 45. 50. 55 AND 60 LBS. h- -5.50^ CAMBRIA STEEL. SPECIAL BEAMS. .90" B. 113 WT. 80. 85. 90. 95 AND 100 LBS. -- -2.80"— >{ B. 109 WT. 60. 65. 70. 78 AND 80 LBS. -—6.00*-- CAMBRIA STEEL. STANDARD BEAMS. B. 65 WT. 55. 60. 65 AND 70 LBS. — -2.77--—* H 6.00'- >\ CAMBBIA STEEL. BEAMS. SPECIAL 20"BEAM STANDARD 20"BEAM >o-< B' 73 WT. 65. 70 AND 75 LBS. <-2.875''> ,eo" B. 121 WT. 80. 85. 90. 05 AND 100 LBS. U —7.00- >l CAMBKIA STEEL. STANDARD BEAMS. 50" B.89 WT. 80. 88. 90. 95 AND 100 LBS. £—3.25*-*! CAMBBIA STEEL. SPECIAL BEAMS. L-E B. 127 WE. 108, 110 AND 115 LBa 10 CAMBRIA STEEL. STANDARD CHANNELS. 0.5 WT. 4. 0 AND 6 LBS. > .I? r j* s" H C. 9 IJ is" ~-v~r\n WT- 5-25- 6'25 MF^" 00 \ AND 7.25 LBS. / O 10 I / f V^28" -is" J:^A. C. 13 W.19" "ib \ AND U.5 LBS. / & 1 / 1 _J f Vi29" 10" i; | U!.2 1" 71 o T V13 C. 21 f ' \ WT. 9.75. 12.25. 14.75. 17.25 / \ AND 19.75 LBS. / Vi31" .21" J82" I CO T4 i _*._. . r/'/ • - / " "91 «t'.22" •*" sur C 25 / CD I WT. 11.25. 13.75. 16.25. 18.75 / S CQ I f \ AND 21.25 LBS. / i3^" .22" L i 8" CAMBRIA STEEL. 11 N STANDARD CHANNELS, 0.29 WT. 13.25. 15. 20 AND 25 LBS. .23" -9"-- 0.33 WT. 15. 20, 25, 30 AND 35 LBS. \24" joj.24" 0.41 WT. 20.5. 25. 30. 35 AND 40 LBS. H.28" SPECIAL CHANNEL \L G 95 g WT. 32. 35, 37. 40. 45. 50 AND 55 LBS. g -13- 12 CAMBRIA STEEL. CHANNELS- SPECIAL 18 OHANKEL k 3.30---- H I I _!_ STANDARD 15' CHANNEL fc— --3.00?— H T 0.65 WT. 45. 50. 55 AND 60 LBa .47' 0.53t WT. 33. 35. 40, 45. 50. AND 55 LBa .40" k--— 3.40-—^! t Standard Ship Section. !*- 3.77" -H CAMBRIA STEEL. 13 SPECIAL AND SHIP CHANNELS. BRAKE BEAM CHANNEL. »j K-.255' CAR CHANNEL. a72 WT.10.1LB8. 3 .394" £jt t 0.86t WT. 15,3 AND 17. 7 LBS. -34 .44 : -ftl' t W.48" 0.88 WT. 19, 21.6 AND 23.4 LBS. .41 •*>& t' s I I I U48 T" i f i i _*._ 0.89 WT. 20. 9 AND 23. 8 LBS. .45 .63'; 8 •f I I _Jt t Standard Ship Channel. 14 CAMBBIA STEEL. -35 SHIP CHANNELS. C.101 WT. 21.5 AND 24.8 LBS. .40 oi.48 p .30 C.103 /•*- tj WT. 23.8 AND 27.1 LBS. t*'55" .50" .53'; \ I I _V_ C. 105 -30 WT. 35.0, 40.0, 44.3, 46.3, 48.4 AND 50.0 LBS. tV5°" -473" -^ * CAMBRIA STEEL. 15 STANDARD SHIP CHANNELS. (B.S.C. 8) WT. 16.8, 17.8 t ! '0 f.J:4?5 AND19.8LBS. cq 10 T T~l CO Si CO L.''S J»° 1 ... t- j, J.375" -r-p\ o. 57 -35'^i"T (B.S.O. 10) J „ WT. 18.9, 20.1 "6 «., :59__- AND 22.5 LBS. s 10 t* CO °? »S ,-•> .50 ^ 92° j v:~i i / J ^ 1 ^.40" lf_ _7" __ ^> "T"P\ 0.59 -375^"T- (B.S.O. 13) 1 1 t 525" WT' 2L2» 22'6 AND 25'3 LBS< l> lO ^ 0 CO ^ CO *— |525"V ^ ) V+ ^ * ^ t y I-425" „ \ I 16 CAMBRIA STEEL. STANDARD SHIP CHANNELS. 0. 60 (B.S.O. 17) WT. 23.7, 25.2, 28.3 AND 31.3 LBS. t. C. 61 (B.S.O. 20) WT. 24.6, 26.3, 28.0, 31.4 AND 34.8 LBS. •40' (^ 92'° -10- -H .*... 0. 63 (B.S.C. 25) WT. 30.6, 32.7, 36.8 AND 40.8 LBS. .425 /TI -12- CAMBRIA STEEL. 17 STANDARD ANGLES WITH EQUAL LEGS. A. 21f A. 11 WT. 1.23 TO / x A 3. 35 LBS. x t Standard Ship Section. 18 CAMBRIA STEEL. STANDARD ANGLES WITH UNEQUAL LEGS. A. /\ ,'\ A. 1051" \ WT. U.7 TO >V\ A. 107 WT. 12.3 TO \30.6LBS. V-- CAMBHIA STEEL. 19 SPECIAL ANGLES. A. 131 \a, WT. 7.7 TO *\t 16.0 LBS. t Standard Ship Section. 20 CAMBRIA STEEL. BULB ANGLES. TOP GUARD ANGLES. ~*~£?U" A. 176 i" A. 174 WT. 11. 7 LBS. U- 4'i ^ i A. 171 WT. 10. 2 LBS „ | K--1--H l4b£_JL_jy4T? i^N** * ^/ _(___ JU5fr CO A. 177 -34" WT. 11.8. 13.5 AND 15.0 LBS. -6- H .28" A. 178 WT. 12.5, 14.1, 15.7, 17.3. 18. 9 AND 20. 5 LBS. JH.16HH dJ^s' ^.35^^ 7 CAMBRIA STEEL. 21 i. BULB ANGLES. A. 179 WT. 15.7. 17.5 AND 19.1 LBS. -3L y CO jk_ A. 181 WT. 17. 4» 19.3 AND 2L5 LBS, -6F- .36" A. 183 WT. 20.3. 22.6 AND 24.8 LBS. 44" k--1.48''-*| A. 185 WT, 23. 6. 26. 1 AND 28. 5 LBSL -4.6& —10- 22 CAMBRIA STEEL. STANDARD BULB ANGLES. •275" A. 187 (B.SJB.A. 4) WT. 12.2, 12.8, 14.1 •375" AND 15.6 LBS. 140" .675'T CO .30" 425' A. 188 (B.S.B.A. 8) WT. 15.3, 16.8, 18.6 AND 20.0 LBS. .425 7 - * *— TTV325" A. 189 (B.S.B.A. 12) WT. 18.0,19.6, 21.6 AND 23.2 LBS. U-*l 4S" « * I *45" 40"d + < 8!'._. *| >35" A. 190 (B.S.B.A. 16) WT. 20.9, 22.7, 24.8, 26.6 •475" AND 28.6 LBS. CO •-f .55" '"" i 7^--:°°a "co Y'.475 ' ^- __ _ _ _ _ _ _ ! CAMBRIA STEEL. 23 STANDARD BULB ANGLES. .40' A. 191 (B.S.B.A. 18) WT. 24.9, 26.9, 29.1, 31.1, 33.2 AND 35.2 LBS. .975 ! 10 Z-BAR HATCH SECTION. STANDARD SHIP SECTION. Z. 101 . WT. 13.6 LBS. CAR SIDE STAKE SECTIONS. 24 CAMBRIA STEEL. T-BARS WITH EQUAL LEGS. T. 5 WT. .89 LBS. T. 181 WT. 1.37 LBS. T. 183 WT. 1.51 LBS. •i JL__ T. 187 WT. 1.60 LBS. T. 188 WT. 1.70 LBS. • 2." !*"ie T. 191 WT. 1.94 LBS. T. 193 WT. 2.47 LBS. " T. 194 WT. 3.09 LBS CAMBRIA STEEL. T-BARS WITH EQUAL LEGS. T. 39 WT. 4.3 LBS. T. 42 WT. 4.9 LBS. T-BARS WITH UNEQUAL LEGS. T. 16 WT. 1.48 LBS. CAMBKIA STEEL. DOOR-SPREADER. 0. 250 WT. 19.8LBS. «*— — 41-- i* -35-'- *i i CRANE RAIL. NQ.539 . WT. 50 LBS^PER FOOT) H» 3F- H*~li=H METHOD OF INCREASING SECTIONAL AREA. CAMBBIA STEEL. 27 STANDARD BEAMS AND CHANNELS. The following data are common to all Standard I-Beams and Channels, with the exceptions stated: c = T6ff Minimum Web. C = Minimum Web + T^ inch. s = Minimum Thickness of Web = t Minimum for all Channels and Beams, except 20" I and 24'' I. For 20" Standard I, s = .55", t Minimum = .50". For 24" Standard I, s = .60", t Minimum = .50". The Slope of Flange of all Standard Beams and Channels is 161% = 9° - 27' - 44" = 2" per foot. CAMBRIA STEEL. STANDARD BEAMS. CAMBRIA STEEL. STANDARD CHANNELS CAMBRIA STEEIj. PRESSED STEEL OR FLANGED CAR PARTS. Truck Bolsters. Side Sills. Center Sills. End Sills. Draft Sills. Draft Lugs. Sub-Side Sills. Side Stakes. End Stakes. Corner Stakes. Outside Hopper Plates. Inside Hopper Plates. Side Plates. End Plates. Floor Plates. Longitudinal Ridge Plates. Cross-Ridge Plates. End-Plate Stiffeners. Hopper Doors. Drop Doors. Longitudinal Ridge Stiffeners. Cross Ridge Supports. Cross Body Ties. Diagonal Braces. Door Spreaders. Air Reservoir Supports. Push Pole Pockets. Body Corner Caps. Door Hinge Butts. Bolster Diaphragms. Wheel Diaphragms. Cross Bearer Diaphragms. Hopper Diaphragms. Door Diaphragms. Center Diaphragms. Center Sill Diaphragms. Bolster Center Diaphragms. FORGINGS FOR CAR WORK. Air Cylinder Push Rod. Air Reservoir Release Rod. Arch Bars. Bottom Follower Guide. Bottom Side Bearing. Bracket for Brake Shaft. Brake Beam Hanger. Brake Beam Hanger Carrier. Brake Connection Rod Carrier. Brake Levers. Brake Mast. Brake Mast Yoke. Brake Pins. Brake Rods with Clevises. Brake Step Bracket. Chain Hook. Chain Link. Corner Bands Column Bolt Nut' Lock. Coupler Yokes. Coupling Links. Coupling Pins. Cylinder Lever Connecting Rod. Cylinder Lever Fulcrum. Door Chain U-Bolt. Door Hinge. Door Hinge Pins. Door Operating Lever. CAMBRIA STEEL. 31 FORGINGS FOR CAR WORK (CONTINUED). Door Safety Chain Support. Door Shaft Pawl. Door Tumbling Link. Draft Cylinder Support. Draw Bar Carrier. Draw Bar Liner. Draw Bar Yoke. Door Clevises. Door Tumbling Lever. End Sill Pipe Clamp. Eye-Bolts. Floating Lever. Floating Lever Carrier. Floating Lever Connecting Rod. Floating Lever Fulcrum. Grab Irons. Hand Brake Lever Carrier. Hand Brake Lever Fulcrum. Hand Brake Lever Guide. Hand Brake Rod. Hand Brake Rod Guide. Hand Brake Rod Stop. Hand Brake Rod with Threaded Connection for Malleable Stop. Hook Bolts. Inside Body Step. Journal Bearing Wedges. King Bolt. King Pin Support. Lever Guides. Live Truck Lever Guide. Main Follower Sprocket Wheel Shaft. Operating Shaft. Operating Shaft Cam. Operating Shaft Cam Stops. Operating Ratchet Pawl. Operating Ratchet Pawl Guard. Pipe Clamp. Pipe Clamp and Support. Pushrod Carrier. Ratchet Wrench Dog. Roping Staple. Sheave and Link Pin. Side Stake Pockets. Sill Step Suspension Spring. Suspension Spring. Suspension Spring Hanger. Tie Bars with Upset Ends or Plain. Top Body Tie Angle. Top Side Bearing. Truck and Body Center Plates. Truck Bolster Tie Bar. Truck Door Stop, Chain Clamp Hooks. Truck Levers. Truck Side Bearing. U-Bolt Clamp for Angle Valve. Uncoupling Lever. A large variety of small forgings not listed above can be furnished to order. 32 CAMBRIA STEEL. STEEL INGOTS. Style of Mold Dimensions Approximate Hold Bottom Top Height Ingot Weight Grade (See Foot-note) Inches Inches Ft.-Ins. Pounds o,x. 20| x 23| 18! x 20! 6-1! 7300 0,F. 21 x21 19 x!9 6-3 7300 Open Hearth B,F. 21 x21 19 x 19 6-3 7100 or Bessemer I,F,S. 21 x21 25 x25 6-0 8800 0,F. 20 x 22| 18 x20! 6-5! 7300 Open Hearth I,F,S. 16i x 20J 20! x 23! 6-2 7800 a *I,F,S. 16! x 20* 20! x 23! 6-2 7900 u 0,F. 22| x 26 20f x 24 6-5! 10400 u O,F. 25^ x 30 23! x 28! 6-2 13500 u O,F. 30 x30 28 x28 6-2 15500 u I,F,S. 27 x27 30 x30 6-0 16300 u 0,X. 25 x36 23 x35 6-0 14000 u 0,X. 25! x 40 22Mx 38! 6-2 15500 u 0,X. 26 x53 23 x51! 6-2 20500 u 0,X. 25! x 56 23f x 54! 6-3 25500 u 0,F. 32!x36 30! x 35 6-0 19500 u I,V. 26 x30 30 x34 6-2 18600 u O,F. 30! x 30! 28! x 28! 8-0 20400 u 0,F. 32i x 38 30£ x 36 8-0 25000 u 0,F,X. 32 x52! 29| x 50 8-0 35000 u 0,X. 32 x56 30 x 54 6-3 30000 u I,B,F,S. 21 x21 25 x25 6-0 10200 u I,B,F,S. 26 x26 30 x30 6-0 15700 u C,G. 22! diam. 20 diam. 18-0 23800 u C,G 26 23! " 18-0 29100 u C,G. 28i « 26 « 18-0 33800 u C,G. 3H " 29 « 18-0 41800 u C,G. 38 « 34 « 18-0 55000 u G,R. 18 x30 16 x28 18-0 27500 u B,F. 22 x38 20 x 36 18-0 36500 u K,G,S. 1fi3 /short 16Hdiam. 1q /short 19 \diam. 8-4 8300 a u B = Bottle-Necked; C = Circular; F= Ingot Sides Flat; G = Corrugated; I = Inverted; K = Octagonal; O = Open Top; R = Rectangular or Slab Style; V = Ingot Sides Concave; X = Ingot Sides Rounded or Convex; S = With Sinkhead; *= Irregular Taper. Sizes of Hot and Cold Ingots will vary slightly from above dimensions. CAMBRIA STEEL. 33 STEEL SQUARES. All sizes from ^" to 2 fa" increasing by All sizes from 2rs" to 3^" increasing by All sizes from 3>£" to 5>£" increasing by Planished squares from -^" to 2^" STEEL HAND ROUNDS. All sizes from \yi" to 2%" increasing by All sizes from 2^§" to 3fk" increasing by - All sizes from 3K" to 7><" increasing by All sizes from 1%" to 8" increasing by STEEL GUIDE. ROUNDS. All sizes from %" to 2^" increasing by ^ LARGE STEEL ROUNDS. DIAMETER Inches MINIMUM LENGTHS Sheared with Rough Ends. Inches MAXIMUM LENGTH Feet 11 6 to 36 25 15 6 to 36 10| 16 6 to 36 9§ Other lengths shorter than maximum can only be furnished by special arrangement. REGULAR FLATS. WIDTH THICKNESS. WIDTH THICKNESS Inches Inches Inches Inches itol A to ^ 21 to 3 A to 2| 1 tolj A to | 3 to 4 A to 2| H to H A to | 4 to4i StolW H to 2i A to H 4£to 6 &to2& Variation for intermediate widths less than 1" = Variation for intermediate widths over 1" = special arrangement. or less by THIN FLATS OR LIGHT BANDS. WIDTH THICKNESS y%" to W increasing by fa" ^2" to 12" increasing by fa" W (.125") to &" (.156") fa" (.063") to &" (.156") 34 CAMBRIA STEEL. MAXIMUM LENGTHS OF WIDTH IN INCHES. 1 4* 5 51 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 LENGTH IN FEET. . 2 10 30 30 30 30 30 1 2? 10 30 30 30 30 3.0 30 30 3030 30 30 30 30 30 30 30 30 3 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 31 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 4 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 41 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 5 30 30 30 30 30 30 30 30 30 30 30J30 30 30 30 30 30 30 30 30 51 30 30 30 30 30 30 30 30 30 30130 30 30 30 30 30 30 30 30 6 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 7 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 28 8 30 30 30 30 30 30 30 30 30 30 30 30 28 27 26 25 9 30 30 30 30 30 30 30 30 30 30 30 25 24 23 22 10 30 30 30 30 30 30 30 30 30 30 23 21 20 20 11 30 30 30 30 30 30 30 29 28 20 19 19 18 12 30 30 30 30 30 28 27 25 19 18 17 16 13 30 30 30 28 26 25 23 17 16 16 15 14 30 28 26 24 23 22 16 15 14 14 15 26 24 23 21 20 15 14 13 13 16 22 21 20 19 14 13 13 12 17 20 19 18 15 13 12 12 18 18 17 12 12 11 11 19 16 12 12 11 11 2C 11 10 10 10 21 10 10 9 22 9 9 Minimum Length for sizes included by heavy lines = lj feet. Minimum Length other sizes = 3 feet. Under certain conditions other sizes than those listed CAMBRIA STEEL. 35 BILLETS, BLOOMS AND SLABS. WIDTH IN INCHES. 24 25 26 27 28 29 30 31 32 33 34 35 36 37 45 46 47 48 49 50 51 3! LENGTH IN FEET. 2 21 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 3 30 30 30 30 30 30 30 30 29 29 30 29 28 27 30 30 29 28 27 27 30 31 30 30 30 30 30 28 27 27 26 25 30 25 24 24 30 30 25 25 24 24 28 4 30 30 30 30 30 25 24 24 23 22 30 22 22 21 30 30 22 22 21 21 25 41 30 30 30 30 30 23 22 21 20 20 30 20 19 19 30 30 20 19 19 19 22 5 30 30 30 30 29 21 20 19 19 18 30 18 18 17 28 28 18 18 17 17 20 51 30 30 29 28 27 19 18 18 17 16 27 17 16 16 26 25 16 16 16 16 18 6 27 26 25 24 23 16 15 15 14 14 23 14 14 13 22 21 14 14 13 13 16 7 24 23 22 21 20 14 13 13 13 12 20 12 12 12 19 19 12 12 12 12 14 8 21 20 19 19 18 12 12 11 11 11 18 11 11 10 17 17 11 11 10 10 12 9 19 18 17 17 16 11 11 10 10 10 16 10 9 9 15 15 10 10 9 9 11 10 17 16 16 15 15 10 10 9 9 9 14 9 9 8 14 14 9 9 8 8 10 11 15 15 14 14 13 9 9 9 8 8 13 8 8 8 13 12 8 8 8 8 9 12 14 13 13 13 12 8 8 8 8 7 12 7 7 7 12 11 7 7 7 7 8 13 13 13 12 12 11 8 8 7 7 7 11 7 7 6 11 11 7 7 6 6 8 14 12 12 11 11 11 7 7 7 7 6 11 6 6 6 10 10 6 C 6 6 7 15 12 11 11 10 10 7 7 6 6 6 10 6 6 6 10 9 6 6 6 6 7 16 11 11 10 9 9 7 6 6 6 6 9 6 6 5 9 9 6 6 5 5 6 17 10 10 9 9 9 6 6 6 6 5 9 5 5 5 9 8 5 5 5 5 6 18 10 10 9 8 8 19 9 9 8 8 8 20 9 9 8 8 8 21 8 8 8 7 7 22 Minimum Length = 3 feet. herein might be furnished by special arrangement. 36 CAMBRIA STEEL. SQUARE BILLETS. WITH ROUND CORNERS. Size. Mfl-iinmTn Length, Minimum Length. Inches. Feet Feet Ifxlf 30 24 2 x2 30 24 2|x2i 3 x3 30 30 24 24 4 x4 16 1] 41 x 41 16 1 5 x5 16 5£x5£ 16 ii 6 x6 16 li SHEET AND TIN BARS. Width. Weight per Foot Length. Maximum Length. Minimmn Length. Inches. Pounds. Feet Feet 8 8 30 25 8 9 30 25 8 10 30 25 8 11 30 2 02 - 8 12 30 2 .8 13 30 20] 8 14 30 ie| 8 15 30 6i 8 16 30 161 8 17 30 6^ 8 18 30 13" 8 19 30 13 8 20 30 13 8 21 30 13 8 22 30 13 8 23 30 13 8 24 30 )} 8 25 30 A CAMBRIA STEEL. 37 EDGED PLATES. THICKNESS IN INCHES. 4 IS ! A \ A ! I I 1 ii H U 2 MAXIMUM LENGTH IN FEET. 6|-25 85 26-27 60 28 60 29 60 30 60 31 ... 32 ... 33 ... 34 ... 35 ... 36 ... 85 85 85 85 85 85 85 85 60 85 60 85 60 85 60 85 60 85 60 85 60 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 85 84 81 79 76 74 85 85 85 85 78 75 73 71 69 67 65 68 68 67 64 62 60 58 57 55 53 52 56 56 56 54 52 50 49 47 46 44 43 48 48 48 46 44 43 42 40 39 38 37 42 42 42 40 39 37 36 35 34 33 32 THIN SHEARED PLATES. Width in Inches. THICKNESS IN GAUGE AND INCHES. No. 16 .065 No. 15 .072 No. 14 .083 No. 13 .095 No. 12 .109 No. 11 .120 No. 10 .134 No. 9 .148 No. 8 .165 MAXIMUM LENGTH IN FEET. 8 9 10 11 12 13, 14 15 16 17, 18 19 20 21 22 23 24 25 26,27 28 12 10 10 10 10 10 10 10 12 12 12 12 12 11 11 11 14 14 14 14 14 13 13 12 12 16 16 15 15 15 14 14 13 13 13 12 20 20 20 19 19 18 17 17 16 15 15 14 14 13 13 20 20 20 20 19 19 19 18 18 18 17 16 15 14 14 20 20 20 20 20 20 20 20 20 20 20 20 20 18 18 18 16 20 20 20 20 20 20 20 20 20 20 20 20 20 20 18 18 16 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 18 18 ' 16 38 CAMBRIA STEEL. SHEARED PLATES. Width in Inches. THICKNESS IN INCHES A 1 A f A i & ! H MAXIMUM LENGTH IN INCBES 24 400 525 575 600 600 600 600 600 25- 30 375 525 500 600 GOO 625 625 625 31- 36 375 475 525 550 550 575 575 575 575 37- 42 450 525 550 575 610 600 600 600 575 43- 48 450 525 575 600 600 600 600 600 600 49- 54 450 525 550 600 600 625 625 625 600 55- 60 400 525 550 600 600 625 625 625 600 61- 66 350 475 500 575 575 600 600 600 600 67- 72 325 450 500 540 550 575 575 575 575 73- 78 425 475 440 540 540 540 540 540 79- 84 400 475 440 540 540 540 540 540 85- 90 350 375 400 450 450 450 450 450 91- 96 300 325 350 400 400 400 400 400 97-102 275 300 325 375 375 375 375 375 103-108 250 275 300 350 350 350 350 350 109-114 175 200 225 275 275 275 300 300 115-120 175 200 250 250 250 250 250 121-126 180 180 180 180 180 180 Maximum Diam. of Heads. 72 115 124 127 127 127 127 127 127 Minimum Diameter of Heads (Circular Plates) = 30 inches. CAMBRIA STEEL. 39 SHEARED PLATES. THICKNESS IN INCHES. Width in Inches. I 11 1 » 1 n it U If 2 MAXIMUM LENGTH IN INCHES. 24 25- 30 550 525 500 475 475 450 425 400 375 350 31- 36 575 525 500 500 500 475 425 400 375 350 37- 42 575 550 550 525 525 500 450 400 375 350 43- 48 575 550 550 525 525 500 450 400 375 350 49- 54 575 550 550 525 525 475 425 400 375 325 55- 60 575 550 550 525 525 475 425 375 350 325 61- 66 575 550 525 500 500 475 425 375 350 300 67- 72 525 500 475 450 450 425 375 325 300 280 73- 78 500 450 450 425 425 375 350 325 300 280 79- 84 425 400 400 375 375 350 325 280 270 260 85- 90 400 375 375 350 325 300 275 260 260 250 91- 96 375 350 350 325 300 275 250 250 240 240 97-102 350 325 325 300 275 250 250 180 175 160 103-108 300 275 275 250 250 225 200 175 160 150 109-114 275 250 250 225 225 200 200 175 160 150 115-120 180 200 200 175 175 160 160 150 144 144 121-126 127 126 126 126 126 126 125 125 125 125 Maximum Diam. of Heads. Larger sizes up to 4 inch thickness, finished weight not exceed- ing 12,000 pounds, will be considered. 40 CAMBRIA STEEL. WEIGHTS AND DIMENSIONS OF STANDARD I-BEAMS. Section Number. Depth of Beam. Weight per Area of Section. Thickness of Web. Width of Flange. Page Number of Section. Inches. Pounds. Sq. In. Inch. Inches. B5 3 5.5 1.63 .17 2.33 2 « « 6.5 1.91 .26 2.42 <( « a 7.5 2.21 .36 2.52 « B9 4 7.5 2.21 .19 2.66 2 u u 8.5 2.50 .26 2.73 « u « 9.5 2.79 .34 2.81 u u « 10.5 3.09 .41 2.88 a B13 5 9.75 2.87 .21 3.00 2 « u 12.25 3.60 .36 3.15 « u ft 14.75 4.34 .50 3.29 « B17 6 12.25 3.61 .23 3.33 2 « « 14.75 4.34 .35 3.45 « i « 17.25 5.07 .47 3.57 « B21 7 15.0 4.42 .25 3.66 2 « « 17.5 5.15 .35 3.76 « « ft 20.0 5.88 .46 3.87 « B25 8 18.0 5.33 .27 4.00 3 « « 20.25 5.96 .35 4.08 « « « 22.75 6.69 .44 4.17 « f ft 25.25 7.43 .53 4.26 « B29 9 21.0 6.31 .29 4.33 3 a « 25.0 7.35 .41 4.45 « • ft 30.0 8.82 .57 4.61 » ff « 35.0 10.29 .73 4.77 « B33 10 25.0 7.37 .31 4.66 3 « " 30.0 8.82 .45 4.80 <( « « 35.0 10.29 .60 4.95 ft a « 40.0 11.76 .75 5.10 ft B41 12 31.5 9.26 .35 5.00 3 « « 35.0 10.29 .44 5.09 « u « 40.0 11.76 .56 5.21 a B53 15 42.0 12.48 .41 5.50 4 a " 45.0 13.24 .46 5.55 <( « <( 50.0 14.71 .56 5.65 u u « 55.0 16.18 .66 5.75 « • it " 60.0' 17.65 .75 5.84 « Orders and inquiries concerning 12 in. 40 lb., 15 in. 60 lb., and 15 in. 80 Ib. I-Beams should also specify by Section Number. CAMBKIA STEEL. 41 WEIGHTS AND DIMENSIONS OF STANDARD I-BEAMS. Section NnmKai* Depth of Beam. Weight per Area of Section. Thickness oft Web. Width of Flange. Page Number of ujnDor. Inches. Pounds. Sq.In. Inch. Inches. Section. B65 18 55.0 15.93 .46 6.00 6 <( « 60.0 17.65 .56 6.10 ft M « 65.0 19.12 .64 6.18 ft « <( 70.0 20.59 .72 6.26 ft B73 20 65.0 19.08 .50 6.25 7 « « 70.0 20.59 .58 6.33 " • « 75.0 22.06 .65 6.40 « B89 24 80.0 23.32 .50 7.00 8 « « 85.0 25.00 .57 7.07 ft « « 90.0 26.47 .63 7.13 <( «( « 95.0 27.94 .69 7.19 « « « 100.0 29.41 .75 7.25 ft WEIGHTS AND DIMENSIONS OF SPECIAL I-BEAMS. Section Number. Depth of Beam. Weight per Foot. Area of Section. Thickness of Web. Width of Flange. Page Number of Section. Inches. Pounds. Sq.In. Inch. Inches. B105 12 40.0 11.84 .46 5.25 4 « « 45.0 13.24 .58 5.37 «< « <( 50.0 14.71 .70 5.49 ft • <( <« 55.0 16.18 .82 5.61 ft B109 15 60.0 17.67 .59 6.00 5 <( » 65uO 19.12 .69 6.10 « • « 70.0 20.59 .78 6.19 <( ft ft 75.0 22.06 .88 6.29 ft ft « 80.0 23.53 .98 6.39 ft B113 15 80.0 23.57 .80 6.40 5 a « 85.0 25.00 .90 6.50 « ft « 90.0 26.47 .99 6.59 ft « ft 95.0 27.94 1.09 6.69 « <( ft 100.0 29.41 1.19 6.79 « B121 20 80.0 23.73 .60 7.00 7 <( ft 85.0 25.00 .66 7.06 « « « 90.0 26.47 .74 7.14 « « « 95.0 27.94 .81 7.21 « ft » 100.0 29.41 .88 7.28 u Bl«7 24 105.0 30.98 .63 7.88 9 <( « 110.0 32.48 .69 7.94 « « « 115.0 33.98 .75 8.00 « Orders and inquiries concerning 12 in. 40 lb., 15 in. 60 lb., and 15 in. 80 Ib. I-Beams should also specify by Section Number. 48 CAMBRIA STEEL. WEIGHTS AND DIMENSIONS OF STANDARD CHANNELS. Section Depth of Weight per Area of Thickness of Width of Page Channel. foot Section. Web. Flange. Number of Number. Inches. Pounds. S|. In. Inch. Inches. Section. C5 3 4.0 1.19 .17 1.41 10 u u 5.0 1.47 .26 1.50 <« u u 6.0 1.76 .36 1.60 u C9 4 5.25 1.55 .18 1.58 10 u « 6.25 1.84 .25 1.65 M u H 7.25 2.13 .33 1.73 u C13 5 6.50 1.95 .19 1.75 10 u « 9.00 2.65 .33 1.89 il u « 11.50 3.38 .48 2.04 li C17 6 8.00 2.38 .20 1.92 10 u H 10.50 3.09 .32 2.04 li • H 13.00 3.82 .44 2.16 II " H 15.50 4.56 .56 2.28 li C21 7 9.75 2.85 .21 2.09 10 « « 12.25 3.60 .32 2,20 II . « • 14.75 4.34 .42 2.30 II « a 17.25 5.07 .53 2.41 tl n • 19.75 5.81 .63 2.51 ti C25 8 11.25 3.35 .22 2.26 10 « a 13.75 4.04 .31 2.35 (1 • a 16.25 4.78 .40 2.44 (( « « 18.75 5.51 .49 2,53 II « u 21.25 6.25. .58 2.62 II C29 9 13.25 3.89 .23 2.43 11 u • 15.00 4.41 .29 2.49 II u » 20.00 5.88 .45 2.65 II u « 25.00 7.35 .61 2.81 II C33 10 15.0 4.46 .24 2.60 11 « « 20.0 5.88 .38 2.74 It • « 25.0 7.35 .53 2.89 II M • 30.0 8.82 .68 3.04 11 « • 35.0 10.29 .82 3.18 11 C41 12 20.5 6.03 .28 2.94 11 H « 25.0 7.35 .39 3.05 (I « « 30.0 8.82 .51 3.17 II (( << 35.0 10.29 .64 3.30 II « M 40.0 11.76 .76 3.42 CAMBRIA STEEL. 43 WEIGHTS AND DIMENSIONS OF STANDARD CHANNELS. Section Number. Depth of Weight per Channel. Foot. Area of Section. Thickness of Width of Web. Flange. Page Number of Section. Inches. Pounds. Sq. Ins. Inch. Inches. C53 15 33 1 9.90 .40 3.40 12 • 35" 10.29 .43 3.43 • 40' 11.76 .52 3.52 u 45' 13.24 .62 3.62 u 50' 14.71 .72 3.72 u 551 16.18 ,82 3.82 WEIGHTS AND DIMENSIONS OF SHIP AND SPECIAL CHANNELS. Increase in Web Section Number V Channel. Weight Area of Section. Thickness of Web. Width of Flange. and Flange for each Pound Increase of Weight. Page Number of Section. Inches. Pounds. Sq. In. Inch. Inches. Inch. C 269 3 7.1 2.07 .306 HE .098 13 C 72 4 10.1 2.95 .394 2.09 .074 13 C 86 6 15.3f 4.47 .34 3.50 .049 13 u " 17.7 5.19 .46 3.62 " " C 88 6 19.0 5.58 .41 3.56 .049 13 u u 21.6 K Q 0.0 6 .54 3.69 • " u u 23.4 6.87 .63 3.78 * u C 89 7 20.9 6.15 .45 3.45 .042 13 n u 23.8 6.99 .57 3.57 a " C 101 8 21.5 6.30 .40 3.50 .037 14 u " 24.8 7.26 .52 3.62 u u C 103 8 23.8 7.00 .50 3.50 .037 14 • " 27.1 7.96 .62 3.62 * u C 90 10 21.9 6.44 .38 3.38 .029 14 « • 26.0 7.64 .50 3.50 • u « « 27.4 8.04 .54 3.54 u u it a 31.5 9.24 .66 3.66 u u C 105 12 35.0 10.30 .47 3.77 .0245 14 • a 40.0 It. 76 .60 3.90 " a • u 44.3 13.02 .70 4.00 • u « u 46.3 13.62 .75 4.05 tt u tt u 48.4 14.22 .80 4.10 41 u u u 50.0 14.70 .84 4.14 U u t Standard Ship Section 44 CAMBRIA STEEL WEIGHTS AND DIMENSIONS OF STANDARD SHIP CHANNELS. Dimensions of standard 6-inch, 15.3 Ib. ship channel on page 43. Section Number. Depth of Channel. Weight per Foot. Area of Section. Thickness of Web. Width of Flange. Increase in Web and Flange for each Pound increase of Weight. Page Number of Section. Inches. Pounds. Sq.Ins. Inch. Inches. Inch. C55 6 16.8 4.92 .325 3.45 .049 15 « (BSC 8) u 17.8 5.22 .375 3.50 u • " u 19.8 5.82 .475 3.60 " " C57 7 18.9 5.55 .350 3.45 .042 15 " (BSC 10) u 20.1 5.90 .400 3.50 " .« fl u 22.5 6.60 .500 3.60 " " C 59 8 21.2 6.23 .375 3.45 .037 15 « (BSC 13) H 22.6 6.63 .425 3.50 « « " fl 25.3 7.43 .525 3.60 u " ceo -9 23.7 6.96 .400 3.45 .033 16 « (BSC 17) « 25.2 7.41 .450 3.50 H u a H 28.3 8.31 .550 3.60 fl u « B 31.3 9.21 .650 3.70 U u C61 10 24.6 7.23 .375 3.40 .029 16 « « 26.3 7.73 .425 3.45 " u « (BSC 20) fl 28.0 8.23 .475 3.50 H u M a 31.4 9.23 .575 3.60 fl u fl a 34.8 10.23 .675 3.70 fl u C63 12 30.6 9.00 .450 3.45 .0245 16 « (BSC 25) H 32.7 9.60 .500 3.50 u • M fl 36.8 10.80 .600 .3.60 u fl fl U 40.8 12.00 .700 3.70 u " General slope of flange, 2° = .035. CAMBRIA STEEL 45 WEIGHTS AND DIMENSIONS OF SHIP AND SPECIAL CHANNELS.— Continued. Increase in Web Depth Weight Area Section1 of per of Number. Channel. Foot. Section. Thicknes of Web. s Width of Flange. and Flange for each Pound increase of Page Number of Weight. Section. Inches. Pounds. Sq. Ins. Inch. Inches. Inch. C95 13 32 9.30 .38 4.00 .023 11 35 10.29 .45 4.08 « ft " 37 10.88 .50 4.12 « « « 40 11.76 .56 4.19 « « " 45 13.24 .68 4.30 « a « 50 14.71 .79 4.42 u « 55 16.18 .90 4.53 u ft C65 18 45 13.25 .47 3.77 .016 12 50 14.71 .55 3.85 « « 55 16.18 .63 3.93 u « 60 17.65 .72 4.02 u « WEIGHTS AND DIMENSIONS OF BULB ANGLES. Section Number Size Weight per Foot Area of Section Thickness Plain Leg Thickness Bulb Leg Length of Bulb Width of Bulb Page Number ofSection Inches Pounds Sq. Ins. Inches Inches Laches Inches A174 4x3| 11.7 3.42 I 1 fi U 20 A176 5x4| 19.2 5.64 A & 1& 2i « A171 5x2! 10.2 3.00 A-H tt * U « A177 6x3 11.8 3.47 .34 1.21 1.0 8 <( • « 13.5 3.95 .39 3* « 1.14 ft « « 15.0 4.41 .43 & « 1.20 « A178 • 6x3| « 12.5 14.1 3.66 4.13 .37 .41 t 1.16 « 1.01 1.08 » ft • « 15.7 4.60 .45 TV H 1.14 ft « • 17.3 5.07 .49 u 1.20 « a « 18.9 5.53 .53 JL u 1.26 « u « 20.5 6.02 .58 1 u 1.33 <( A179 7x3! 15.7 4.61 .43 I 1.25 1.10 21 u • 17.5 5.13 .46 u 1.16 ft u « 19.1 5.60 .48 V5 ft 1.23 « A181 8x3! 17.4 5.09 .42 i 1.35 1.18 « u u 19.3 5.64 .44 A « 1.24 « u u 21.5 6.30 .50 * ft 1.30 a A183 9x3! 20.3 5.96 .44 ia 1.48 1.29 ft n • 22.6 6.62 .48 if. « 1.35 « u « 24.8 7.27 .52 U « 1.41 « A185 10x3! 23.6 6.91 .47 T76 1.61 1.40 <( « u 26.1 7.64 .51 ! «( 1.46 « « u 28.5 8.35 .55 A « 1.53 « 46 CAMBRIA STEEL WEIGHTS AND DIMENSIONS OF STANDARD BULB ANGLES. Section Number. Size. Weight jer Foot. Area of Section. 'hickness lain Leg. 'hickness ulb Leg. Width of Bulb. Page Number of Ics. Ibs. Sq. In. Ins. Ins. Ins. Section. A 187 6 x 3 12.2 3.58 .350 1.025 22 « (BSBA 4) " 12.8 3.76 .375 .375 1.050 ft « ft 14.1 4.14 .425 1.100 " « * 15.6 4.58 .475 1.150 u A 188 7x3! 15.3 4.50 .375 1.125 22 « (BSBA 8j a 16.8 4.94 .425 .425 1.175 •f « « 18.6 5.46 .475 1.225 « " " 20.0 5.90 .525 1.275 " A 189 8 x3! 18.0 5.29 .400 1.225 22 « (BSBA 12, » 19.6 5.78 .450 .450 1.275 « ft a 21.6 6.34 .500 1.325 « « ft 23.2 6.83 .550 1.375 " A 190 9 x3! 20.9 6.14 .425 1.325 22 « (BSBA 16) " 22.7 6.68 .475 .475 1.375 * « « 24.8 7.29 .525 1.425 • ft « 26.6 7.82 .575 1.475 ft ft " 28.6 8.41 .625 1.525 " A 191 10 x3i 24.9 7.32 .475 1.450 23 "(BSBA 18) » 26.9 7.90 .525 .525 1.500 " « « 29.1 8.55 .575 1.550 « « a 31.1 9.14 .625 1.600 • « • 33.2 9.77 .675 1.650 " " ft 35.2 10.35 .725 1.700 WEIGHTS AND DIMENSIONS OF CAR SIDE STAKES. Section wT Depth. Weight per Foot. Area of Section. Base Thickness. Apex Thickness. Groove Width. Page Number of Number. Ins. Ins. Lbs. Sq. In. Ins. Ins. Ins. Section. L2 7 2|3 7.2 2.10 & | 2f 23 <( ft 8.7 2.54 l' JL u * « « 2tf 11.7 3.42 1 ft CAMBRIA STEEL. 47 WEIGHTS AND DIMENSIONS OF REGULAR T-BARS. EQUAL LEGS. Section Number. Width of Flange. Depth, of Bar. Thickness of Flange. Thickness of Stem. Weight per Foot. Area of Section. Page Number of Section. Inches. Inches. Inch. Inch. Pounds. Sq. Ins. T 5 1 1 i to A i to A .89 .26 24 T 181 H H A " A A " A 1.37 .40 a T 183 IA IA A " i A " A 1.51 .44 a T187 i* H A " i A " A 1.60 .47 u T 188 ii H A " & A " & 1.70 .50 u T 191 li li A "'& A " A 1.94 .57 u T193 ii H i " A i " A 2.47 .73 u T 194 U 1! i " A 1 " A 3.09 .91 u T 37 2 2 i " A i " A 3.56 1.05 1 T 39 2 2 A " I A " t 4.3 1.26 25 T 41 * n 1 "A i " A 4.1 1.19 • T 42 *i 2i A " 1 A " I 4.9 1.43 a T 47 21 n i « A \ " A 4.6 1.33 u T 49 21 2^ A " 1 A ' t 5.5 1.60 u WEIGHTS AND DIMENSIONS OF REGULAR T-BARS. UNEQUAL LEGS. Section Number. Width of Flange. Depth of Bar. Thickness of Flange. Thickness of Stem. Weight per Foot Area of Section. Page Number of Section. Inches. Inches. Inch., i Inch. Pounds. Sq. Ins. T 16 H IA *to| A to & 1.48 .43 25 T 18 !i li 1% " £ A « i 1.56 .46 u T 20 li H 1 " A i " A 1.25 .37 u 48 CAMBRIA STEEL. WEIGHTS AND DIMENSIONS OF STANDARD ANGLES. EQUAL LEGS. Sizes not specially marked were adopted as standard, May 21, 1910, by the Association of American Steel Manufacturers, for bridge, car, ship and general building construction. Sizes marked * are of special thickness and ace not A. A.S.M. Standard. Section Num- Dimensions. Thick- ness. Weight per Foot. Area of Section, Section Num- Dimensions. Thick- ness. Weight A Area of Section. ber. Inches. Inch. Pounds. Sq. Ins. ber. Inches. Inch. Pounds. Sq.Ins. All HxH | 1.23 .36 A 23 4 x4 A 8.2 2.40 H X H A 1.80 .53 " 4 x4 3 | 9.8 2.86 HX H j 2.34 .69 H 4 x4 _2_t 11.3 3.31 H x H A 2.86 .84 « 4 x4 i •)• 12.8 3.75 *A15 HX H 2 x2 | 3.35 1.65 .98 .48 « 4 x4 4 x4 t! 14.3 15.7 4.18 4.61 2x2 At 2.44 .72 K 4 x4 17.1 5.03 2x2 it 3.19 .94 « 4 x4 3. -j- 18.5 5.44 2x2 A 3.92 1.15 * « 4 x4 13 19.9 5.84 2x2 I 4.7 1.36 * « 4 x4 ¥ 21.2 6.23 * 2x2 A 5.3 1.56 * 2 x2 A 6.0 1.75 *A17 2.08 .61 A 27 6 x6 tl 14.9 4.36 * 21 x 2i A 3.07 .90 u 6 x6 Aj 17.2 5.06 « 2- x 21 it 4.1 1.19 u 6 x6 tl 19.6 5.75 u 21 x 21 5.0 1.47 u 6 x6 Aj 21.9 6.43 u 21 x 21 3. 4- 5.9 1.73 u 6 x6 ft 24.2 7.11 u 21 x 21 7 6.8 2.00 u 6 x6 26.5 7.78 # u 21 x 21 1 7.7 2.25 u 6 x6 i t 28.7 8.44 A 19 32x32 i | 4.9 1.44 u 6 x6 j-| 31.0 9.09 a 3x3 5 4. 6.1 1.78 u 6 x6 i 33.1 9.73 u 3x3 It 7.2 2.11 a 6 x6 if 35.3 10.37 u 3x3 At 8.3 2.43 u 6 x6 1 37.4 11.00 u 3x3 It 9.4 2.75 * « *A21 u u u u u u * u * « * U * « HIM HIM H|M HiM H|M H|M H|M H|M H|M H|M H,M cocococococococococococo XXXXXXXXXXXX H|M HiM H|M H|M H|M H|M H|M H|M H|M H|M H|N COCOCOCOCOCOCOCOCOCOCOCO ft At ft At At A1" ¥ 10.4 5.8 7.2 8.5 9.8 11.1 12.4 13.6 14.8 16.0 17.1 18.3 3.06 1.69 2.09 2.48 2.87 3.25 3.62 3.98 4.34 4.69 5.03 5.36 u oooooooooooooooooooooo XXXXXXXXXXX I 26.4 29.6 32.7 35.8 38.9 42.0 45.0 48.1 51.0 54.0 56.9 7.75 8.68 9.61 10.53 11.44 12.34 13.23 14.12 15.00 15.87 16.73 Standard Angles vary only by ^ inch. Sections shown on page 17. t Standard Ship Ssction. CAMBRIA STEEL. 49 WEIGHTS AND DIMENSIONS OF STANDARD ANGLES. UNEQUAL LEGS. Sizes not specially marked were adopted as standard, May 21, 1910, by the Association of American Steel Manufacturers, for bridge, car, ship and general building construction. Sizes marked * are of special thickness and are not A. A. S. M. standard. Section Dimensions. Thick- H6ss Weight per Area of Section Dimensions, Thick- Weight per Area of Num- Foot. Section. Num- Foot. Section. ber. Inches. Inch. Pounds. Sq.Ins. ber. Inches. Inch. Pounds. 84. Ins. A 91 2ix2 A 2.75 .81 A 99 4 x3 At 7.2 2.09 a 2f x2 l 3.62 1.06 " 4 x3 1 1 8.5 2.48 " 2^x2 _5_ 4.5 1.31 a 4 x3 At 9.8 2.87 * 2^x2 1 5.3 1.55 u 4 x3 5 t 11.1 3.25 * « £i X, 2 ~7 6.1 1.78 u 4 x3 1 g 12.4 3.62 * « 2| x 2 1 6.8 2.00 u 4 x3 f 13.6 3.98 * a 4 x3 14.8 4.34 A 93 3 x2| 1 f 4.5 1 31 * a 4 x3 1 16.0 4.69 u (( 3 x2£ 3x2^ 4 1 At f t 5.6 6.6 1.62 1.92 * u * u 4 x3 4 x3 17.1 18.3 5.03 5.36 {( 3 x 2£ 7 6 2.22 * « * « 3 x2| 3 x2| A 8.5 9.5 2^50 2.78 A101 H U 5 x3 5 x3 5 x3 jl 8.2 9.8 11.3 2.40 2.86 3.31 A 95 a u u * u 3|x2| 31x21 3* x 21 3^ x 2-| 31 x 21 3^x2| A 4.9 6.1 7.2 8.3 9.4 10.4 1.44 1.78 2.11 2.43 2.75 3.06 u * en en en en en en en X X X X X X X CO CO CO 00 CO CO CO Te f t 12.8 14.3 15.7 17.1 18.5 19.9 21.2 3.75 4.18 4.61 5.03 5.44 5.84 6.23 *A97 3|x3 it 5.4 1.56 A103 5 x3£ A 8.7 2.56 3| x 3 6.6 1.93 u 5 x3| 3. 10.4 3.05 31 x 3 t 7.9 2.30 u 5 x3| A 12.0 3.53 Six 3 l'e T 9.1 2.65 u 5 x 31 i 13.6 4.00 3£x 3 \ t 10.2 3.00 u 5 x 31 _i_ 15.2 4.47 31 x 3 T% 11.4 3.34 u r O 1 ¥ 16.8 4.92 3| x 3 f 12.5 3.67 u 5 x 31 18.3 5.37 Six 3 ft 13.6 4.00 u 5 x3| 3 19.8 5.81 31 x 3 f 14.7 4.31 * u 0 X o^ A 21.3 6.25 3fx 3 T6 15.8 4.62 * u 5 x3| 1 22.7 6.67 31 x 3 1 16.8 4.92 # u ft 24.2 7.09 Standard Angles vary only by & inch. Sections shown on page 18. t Standard Ship Section. 60 CAMBBIA STEEL. WEIGHTS AND DIMENSIONS OP STANDARD ANGLES. UNEQUAL LEGS.— CONTINUED. Sizes not specially marked were adopted as standard. May 21, 1910, by the Association of American Steel Manufacturers, for bridge, car, ship and general building construction. Sizes marked * are of special thickness and are not A. A. S. M. standard. Section Num- Dimensions. Thick- ness. Weight Ct. Area of Section. Section Num- Dimensions. Thick- ness. Weight C Area of Section. ber. ber. Inches. Inch. Pounds. 84. Ins. Inches. Inch. Pounds. Sq.Ins. A105 6 x 3£ ft 11.7 3.42 A107 6 x4 3 12.3 3.61 u 6 x 3| At 13.5 3.97 H 6 x4 7 14.3 4.18 6 x3£ fj 15.3 4.50 U 6 x4 f 16.2 4.75 6 x3£ 17.1 5.03 u 6 x4 _2_ 18.1 5.31 6 x3i ?t 18.9 5.55 • 6 x4 5. 20.0 5.86 6 x3i ttt 20.6 6.06 H 6 x4 H 21.8 6.40 6 x3£ ft 22.4 6.56 • 6 x4 f •23.6 6.94 6 x3| H 24.0 7.06 U 6 x4 H 25.4 7.47 6 x3£ 1 25.7 7.55 u 6 x4 7 I 27.2 7.98 * 6 x 3^ if 27.3 8.03 * u 6 x4 28.9 8.50 * 60 1 X 03 1 28.9 8.50 * u 6 x4 1 30.6 9.00 WEIGHTS AND DIMENSIONS OF SPECIAL ANGLES. EQUAL LEGS. Section Num- ber. Dimensions. Thick- Weight £ Area of Section. Section Num- ber. Dimensions. Thick- ness. Weight & Area of Section. Inches. Inch. Pounds. Sq,Ins. Inches. Inch. Pounds. Sq. Ins. A 36 f X f | .59 .17 A 41 21 x 2| A 2.75 .81 « f X f .84 .25 u 21 x 21 3.62 1.06 a 21 x 2i JL. 4.5 1.31 A 37 1 xl i .80 .23 u u 1x1 1 xl A 1.16 1.49 .34 .44 A 43 u 2f x2f 2f x 2f A 4.5 5.6 1.31 1.62 A 38 HX H i 1.01 .30 u 2f x2f t 6.6 1.92 « lj X Ij 1.48 .43 « Hxlj i 1.92 .56 A 47 5x5 If 12.3 3.61 " 5x5 14.3 4.18 A 40 If X If | 1.44 .42 u 5x5 tt 16.2 4.75 u If X If 2.12 .62 u 5x5 At 18.1 5.31 u If X If i 2.77 .81 u 5x5 ft 20.0 5.86 u Ifxlf A 3.39 1.00 u 5x5 ftf 21.8 6.40 u If X If f 3.99 1.17 u 5x5 ft 23.6 6.94 Standard Angles vary only by -fa inch. Sections shown on pages 18 and 19. t Standard Ship Section. CAMBRIA STEEL. 51 WEIGHTS AND DIMENSIONS OF SPECIAL ANGLES. UNEQUAL LEGS. Section Num- ber Dimensions Thick- ness Weight per Foot Area of Section Section Num- ber Dimensions Thick- ness Weight perfoot Area of Section Inches Inch Pounds Sq. Ins. Inches Inch Pounds Sq. Ins. A129 3 x2 A 3.07 .90 A109 7 x3| A 15.0 4.40 u 3 x2 i 4.1 1.19 H 7x3* f 17.0 5.00 u 3 x2 A 5.0 ,1.47 « 7x3*, A 19.1 5.59 u 3 x2 t 5.9 1.73 « 7 x3§ f 21.0 6.17 u 3 x2 A 6.8 2.00 « 7 x3| H 23.0 6.75 u 3 x2 i 7.7 2.25 a 7 _. 01 4 X 0 2 3 24.9 7.31 A131 u u u 4 x3i 4 x 3* 4 x3| 4x3* A f A 7.7 9.1 10.6 11.9 2.25 2.67 3.09 3.50 a a u 7 x3^- 7 „ qi I X O 2 7 x Qi 7 x3| H 7 8 H 1 26.8 28.7 30.5 32.3 7.87 8.42 8.97 9.50 u u u 4 x3£ 4x3*. 4 x3£ f H 13.3 14.7 16.0 3.90 4.30 4.68 A112 u u 8 x6 8 x6 8x6 A f 23.0 25.7 28.5 6.75 7.56 8.36 A135 5 x4 f 11.0 3.23 u 8 x6 H 31.2 9.15 u 5 x4 A 12.8 3.75 u 8x6 i 33.8 9.94 u 5 x4 i 14.5 4.25 u 8 x6 H 36.5 10.72 u 5 x4 A 16.2 4.75 u 8 x6 7 6 39.1 11.48 u 5 x4 f 17.8 5.23 u 8 x6 H 41.7 12.25 u 5 x4 H 19.5 5.72 u 8 x6 1 44.2 13.00 Sections shown on page 19. 52 CAMBKIA STEEL. BEAM TABLES. Tables of safe loads for beams and channels and spacings of I -Beams for floors are given with explanatory notes on pages 100 to 135. BEAMS AS GIRDERS. In some cases two or more beams may be bolted together side by side to form a girder, in which case cast iron separators with bolts should be used to hold the various members together. Separators should be placed at each end of the girder, at points of concen- trated loading, and for uniform loading should be located at dis- tances apart not greater than twenty times the width of the small- est beam flange, in order to laterally support the upper flanges which are in compression and prevent their failure by buckling. The separators should preferably fit closely between the beam flanges so as to unite the beams forming the girder and thereby cause them to act together in resisting the load. Tables of Stand- ard and Special Separators are given on pages 66 and 67. CONNECTION ANGLES. When beams are coped or fitted together at right angles, con- nection angles are generally used, standards for which, covering usual cases, are shown on pages 53, 54 and 55. Explanations and tables of limiting spans for which these standards may be used are given on pages 56 to 59. Beams may be fitted together thus with flush tops or bottoms or in intermediate positions, as required in cases where the girder or trimmer beam is the larger. In cases where the girder or trimmer beam is the smaller, special stirrups or other connections are required. LIVE LOADS FOR FLOORS. The following loads per square foot, exclusive of weight of floor materials, show the range assumed in usual practice: Dwellings 70 Ibs. per sq. ft. Offices 70 to 100 Ibs. per sq. ft. Buildings for public assembly. 120 to 150 Ibs. per sq. ft. Stores, warehouses, etc 150 to 250 Ibs. and upwards per sq.ft. On page 328 are given in detail the safe loads for which floors should be designed in accordance with the building laws of various cities. CAMBRIA STEEL. 53 STANDARD CONNECTION ANGLES FOR I-BEAMS AND CHANNELS. FOR 3 AND 4" BEAMS AND CHANNELS 2- 6"x 4"x f "ANGLES-2"LONG WEIGHT 4.1 LBS. FOR 8, 9 AND 10" BEAMS AND CHANNELS Mr-H 2- 6"x 4"x|"ANGLES-5^ LONG WEIGHT 11.3 LBS. FOR 15,"18"AND 20" BEAMS AND CHANNELS U— 5 i '-'->! --»i2i'k- i- 2-4"x 4"x^"ANGLES-ll-|-"LONG WEIGHT 21.7 LBS. FOR 5;' e "AND 7" BEAMS AND CHANNELS 2- 6"x 4"x f-"ANGLES-3"LONG WEIGHT 6.2 LBS. FOR 12" BEAMS AND CHANNELS --0 2- 4"x 4"x^"^ WEIGHT 16.1 LBS. FOR 24"BEAMS "CO | "T -I- — (;>- CO ••»-- -f -$- --O- n 1 -~i— --O- "cb -•o- 2-4"x 4"x-|"ANGLES-17^-"LONG WEIGHT 37.4 LBS All rivets and bolts to be 24" diameter; all open holes if" diameter. 54 CAMBRIA STEEL. LOCATION OF CONNECTION ANGLES FOR STANDARD BEAMS OF THE SAME OR DIF- FERENT SIZES FRAMING OPPOSITE, BOTTOMS OR TOPS FLUSH. .1 B jt ~* — T-4-J " P II! ^ — 4*-|-" MINIMUM Depth of Beams M 0 A B c » B Inches Main Beam Opposite Beam Inches Inches Inches Inches Inches Inches Inches 3 4 4 5 5 6 6 6 7 7 7 7 8 8 8 9 9 9 9 9 10 10 10 18 10 3 3 4 5 4 5 6 4 5 6 7 I 7 8 i 8 9 5 6 7 10 IK 2 2 2^ 2% 2K 2K 3K |M 4 4 4 4 4 4 4K 4 4 4 5 IK ^ M 2K 2K 4 2K 2K 4 5 I* f? 2K 2K 3K 2K 2K 2K 2K 2K 2K 2K 2K 2K 2K 2K IK 8H 2K 3 2 4K 4K 3K 2% 2K 2K 2K 3K 3K 3K 4K 4K 4K 4K 3K IK ¥ ? 2K 3 1^ 2K 3K 3K 2K 3K 4K 2K 2K 3K 2K §K K 4K 2K IK :: a:: K IK K IK CAMBRIA STEEL. 55 LOCATION OF CONNECTION ANGLES FOR STANDARD BEAMS OF THE SAME OR DIF- FERENT SIZES FRAMING OPPOSITE, BOTTOMS OR TOPS FLUSH. -!•" MINIMUM Depth of Beams Inches M Main Oppositi Beam Beam Inches Inches Inches Inches Inches Inches Inches H « Iff M - 3 88 *Opposite beam must be set back one inch to clear rivet heads. 56 CAMBRIA STEEL. STANDARD CONNECTION ANGLES FOR I-BEAMS AND CHANNELS. Standard connection angles for all sizes of beams and channels are shown on page 53. These are of sufficient strength for all usual connections of the various sizes shown, figured on the basis of 24 inch rivets or bolts and the following allowable unit stresses in pounds per square inch. Stress. Shop Rivets. Field Rivets or Tamed Bolts. Field Rough Bolts. Single Shear 12000 10000 8000 Bearing — One Side . . . " —Enclosed... 24000 30000 20000 20000 16000 16000 In cases where beams frame opposite, the web between out- standing legs of standard connection angles should not be less than $/& inch thick. When beams of very short spans are loaded to their full capac- ity, the end shear or reaction which has to be transmitted through the connections becomes so great that stronger connections than the standard should be used. The following tables give the limits of length below which the standard connections do not apply and for which special designs should be made. For all lengths greater than those given in the tables the standard connections are sufficiently strong. MINIMUM SPANS OF CHANNELS FOR LIMITING VALUES OF STANDARD CONNECTION ANGLES. Web Outstanding Legs Connection. tion. Field Rivets. Field Bolts. Section Number. Depth. Weight per Foot. Enclosed Bearing Shop Rivets. Single Shear Rivets or Turned Bolts. Minimum Span. Single Shear Rough Bolts. Minimum Span. Inches. Pounds. Pounds. Pounds. Feet. Pounds. Feet C 5 3 4.0 7650 8840 .8 7070 .9 u M 5.0 11700 K .8 tt 1.0 u « 6.0 16200 it .9 u 1.1 C9 4 5.25 8100 8840 1.3 7070 1.5 a tt 6.25 11250 a 1.3 a 1.6 tt u 7.25 14850 u 1.4 u 1.8 C 13 5 6.5 8550 8840 1.9 7070 2.3 a u 9.0 14850 u 2.2 a 2.7 u u 11.5 21600 u 2.6 u 3.2 CAMBRIA STEEL. 57 MINIMUM SPANS OF CHANNELS FOR LIMITING VALUES OF STANDARD CONNECTION ANGLES. Web Outstanding Legs Connection. tion. Field Rivets. Field Bolts. Section Number. Depth. Weight per Foot. Enclosed Bearing >cop Rivets. Single Shear Rivets or furned Bolts. Minimum Span. iingle Shear Uragh Bolts. Minimum Span. Inches. Pounds. Pounds. Pounds. Feet. Pounds. Feet. C17 6 8.0 9000 8840 2.7 7070 3.3 « « 10.5 14400 • 3.1 « 3.8 • • 13.0 19800 u 3.5 <« 4.4 « « 15.5 25200 u 4.0 ft 5.0 C21 7 9.75 9450 8840 3.7 7070 4.6 a « 12.25 14400 « 4.2 « 5.3 u « 14,75 1890tt a 4.7 « 5.9 u « 17.25 23850 u 5.2 «( 6.5 u u 19.75 28350 u 5.8 a 7.2 C25 8 11.25 19800 17670 2,5 14140 3.1 u • 13.75 27900 u 2.8 « 3.4 u « 16.25 36000 ft 3.1 « 3.8 u • 18.75 44100 ft 3.4 <( 4.2 u u 21.25 52200 ft 3.6 « 4.5 C29 9 13.25 20700 17670 3.2 14140 4.0 u a 15.00 26100 ft 3.5 ft 4.3 u a 20.00 40500 « 4.1 ft 5.1 u « 25.00 54900 ft 4.8 « 6.0 C33 10 15.0 21600 17670 4.1 14140 5.1 « u 20.0 34200 « 4.8 « 6.0 • u 25.0 47700 « 5.5 (« 6.9 « u 30.0 61200 ft 6.3 <( 7.8 • u 35.0 73800 « 7.0 ft 8.8 C41 12 20.5 18900 26510 6.1 21210 6.1 u u 25.0 26320 ft 4.9 ft 6.1 u u 30.0 34420 « 5.5 ft 6.8 u u 35.0 43200 « 6.0 u 7.6 u u 40.0 51300 « 6.6 u 8.3 C53 15 33.0 36000 35340 6.3 28280 7.9 H ft 35.0 38700 <( 6.5 <( 8.1 « a 40.0 46800 « 7.0 » 8.8 ft ft 45.0 55800 « 7.6 ft 9.5 a ft 50.0 64800 « 8.1 « 10.2 « a 55.0 73800 « 8.7 <( 10.9 58 CAMBRIA STEEL. MINIMUM SPANS OF I-BEAMS FOR LIMITING VALUES OF STANDARD CONNECTION ANGLES. I-B6&IQ.. Web Outstanding Legs Connection. tion. Field Rivets. Field Bolts. Section Number. Depth. Weight per Foot. Enclosed Bearing Shop Rivets. Single Shear Rivets or Turned Bolts. Minimum Span. Single Shear Rough Bolts. Minimum Span. Inches. Pounds. Founds. Pounds. Feet. Pounds. Feet. B 5 3 5.5 7650 8840 1.2 7070 1.3 « a 6.5 11700 • 1.1 u 1.4 u u 7.5 16200 (( 1.2 u 1.5 B 9 4 7.5 8550 8840 1.8 7070 2.3 u « 8.5 11700 u 2.0 « 2.4 a « 9.5 15300 u 2.1 u 2.6 u B 10.5 18450 u 2.2 ft 2.7 B 13 5 9.75 9450 8840 3.0 7070 3.7 u M 12.25 16200 « 3.3 ft 4.2 u • 14.75 22500 « 3.7 « 4.6 B 17 6 12.25 10350 8840 4.4 7070 5.5 u « 14.75 15750 « 4.9 « 6.1 u • 17.25 21150 « 5.3 « 6.6 B21 7 15.00 11250 8840 6.3 7070 7.9 • M 17.50 15750 H 6.8 « 8.5 u u 20.00 20700 u 7.3 « 9.1 B25 8 18.00 24300 17670 4.3 14140 5.4 u M 20.25 31500 u 4.6 a 5.7 u • 22.75 39600 u 4.9 u 6.1 u (< 25.25 47700 u 5.2 « 6.5 B 29 9 21.0 26100 17670 5.7 14140 7.2 M u 25.0 36900 a 6.2 « 7.8 a u 30.0 51300 « 6.9 «< 8.6 u u 35.0 65700 « 7.5 ft 9.4 B33 10 25.0 27900 17670 7.4 14140 9.3 a • 30.0 40500 M 8.1 « 10.2 u it 35.0 54000 u 8.9 » 11.1 u u 40.0 67500 u 9.6 w 12.0 B41 12 31.5 23625 26510 8.2 21210 9.1 « M 35.0 29700 a 7.7 u 9.6 « « 40.0 37800 u 8.3 u 10.4 B 105 12 40.0 31050 26510 9.1 21210 11.3 u H 45.0 39150 H 9.6 « 12.0 u H 50.0 47250 ft 10.2 « 12,8 u « 55.0 48600 (( 10.8 « 13.5 CAMBRIA STEEL. 59 MINIMUM SPANS OF I-BEAMS FOR LIMITING VALUES OF STANDARD CONNECTION ANGLES. I-Bo&m* Web Outstanding Legs Connection. tion. Field Rivets. Field Bolts. Section Number. Depth. Weight per Foot. Enclosed Bearing Shop Rivets. Single Shear Rivets or Turned Bolts. Minim tun Span. Single Shear Rough Bolts. Minimum Span. Inches. Pounds. Pounds. Pounds. Feet. Pounds. Feet. B 153 15 42.0 36900 35340 8.9 28280 11.2 H U 45.0 41400 • 9.2 tt 11.5 (I U 50.0 50400 ft 9.8 u 12.2 U U 55.0 59400 « 10.3 u 12.9 U U 60.0 67500 ft 10.9 u 13.6 B 109 15 60.0 53100 35340 12.3 28280 15.4 U U 65.0 62100 a 12.8 a 16.0 U U 70.0 70200 u 13.4 u 16.7 U U 75.0 79200 U 14.0 u 17.4 U U 80.0 88200 U 14.5 u 18.1 B 113 *15 80.0 72000 35340 15.9 28280 19.9 ft U 85.0 81000 u 16.5 « 20.6 • U 90.0 89100 U 17.0 u 21.3 U U 95.0 98100 u 17.6 u 22.0 U U 100.0 107100 u 18.1 u 22.6 B 65 18 55.0 41400 35340 13.4 28280 16.7 " • 60.0 50400 u 14.2 a 17.7 a ft 65.0 57600 u 14.8 u 18.5 U It 70.0 64800 u 15.5 u 19.4 B 73 20 65.0 45000 35340 17.7 28280 22.1 H U 70.0 52200 « 18.5 ft 23.0 it U 75.0 58500 H 19.2 « 24.0 B 121 20 80.0 54000 35340 22.2 28280 27.7 u « 85.0 59400 « 22.8 u 28.5 tt ft 90.0 66600 u 23.6 u 29.4 U ft 95.0 72900 u 24.3 u 30.3 U <( 100.0 79200 u 25.0 u 31.3 B89 24 80.0 67500 53020 17.6 42410 21.9 « • 85.0 76950 u 18.2 a 22.8 U U 90.0 85050 u 18.8 u 23.5 U U 95.0 93150 u 19.4 u 24.2 U U 100.0 101250 u 20.0 u 25.0 B 127 24 105.0 85050 . 53020 23.6 42410 29.5 a It 110.0 93150 « 24.2 tt 30.3 u U 115.0 101250 a 24.8 u 31.0 *Interiorweb edges of standard connection angles must be chamfered to avoid interference with beam web fillets. 60 CAMBRIA STEEL STANDARD SPACING OF RIVET AND BOLT HOLES THROUGH FLANGES AND CONNECTION ANGLES OF I-BEAMS, AND TANGENT DISTANCES BE- TWE EN FILLETS MEASURED ALONG THE WEB. 1 tj^l JtJ$ p^^ ] i ™9-i E i *pf- Wt. g Wt. •5 2 per n g q T rS §j per n e q T s Ft. I? Ft. Ins Lbs. Ins. Ins. In. Ins. Ins Lbs. Ins. Ins. In. Ins. 3 5.5 1/5 2*4 ¥ l}f 15 42.0 3 2H « 12 A 6.5 2^ 'i " 45.0 " ,i52K « « 7.5 « « « 50.0 • « " 55.0 • 2r « 4 7.5 1A 2 ?-*. & 2H w 60.0 ** 2% a 8.5 ~2% \? « 9.5 8ft u « 15 60.0 3M 21 "!' HM « 10.5 2& a « • 65.0 2ii « • 70.0 « R2% « 5 9.75 1% 2^ A 3 j» « 75.0 « « 12.25 • 2 A « • 80.0 • 2/i « • 14.75 • 2 y^ « a 15 80.0 3M 2-1-1- 1 A 10 -£ 6 12.25 2 *% ¥ 4"TT 85.0 « 2-5 a «l 14.75 " « • 90.0 • 2M « « a 17.25 u 234 • « • 95.0 " 2 A « « « 100.0 « 2 5.> 1A a 7 15.00 2^4 2 ^'"8 ¥ 5 ~ u 17.50 « 2 ° u " 20.00 « zy% ." « 18 55.0 SM 2H H 15 iV 8 18.00 20.25 2¥ 2^ t 6^ • 60.0 65.0 70.0 2M - • « 22.75 • u « x8 " 25.25 " 2J^ • " • 20 65.0 31^ 2K ft 16^ 9 21.0 25.0 2¥ ju**1 ¥ 7^ « 70.0 75.0 • 2M2M • . s 30.0 35.0 « a"an • * 20 80.0 85.0 4 2M2A ¥ MA 10 25.0 2^ 2 -1-9- K fif • 90.0 " 2M • « 30 0 u M 7 2 a " 95.0 a ' 3T a a • S6.0 « 322IL u a " 100.0 • 2& • • a 40.0 • 2^ u u *xl 24 80.0 4 % % 20f| 12 31.5 IJi 2 -190- ¥ 9H " 85.0 " 2if • " 35.0 *» aj-} a 90.0 u IT a tf * 40.0 « a Jf u u • 95.0 u an • « u 100.0 u N « « 12 40.0 3 2 *— ¥ 9-i- " 45.0 « 1 p. « 24 105.0 4 2 ' i/ 20V^ " 50.0 « *8M « « 110.0 ft a « 55.0 att 115.0 a CAMBRIA STEEL. 61 STANDARD SPACING OF RIVET AND BOLT HOLES IN FLANGES AND CONNECTION ANGLES OF CHANNELS, AND TANGENT DISTANCES BE- TWEEN FILLETS MEASURED ALONG THE WEB. ^HJO) -*-• m ~S~ L^ |k__^_t ±i p-^ j p,' »-• B fo 55 'S Wt. o-i Wt. "5 G a ca p6 K m g q T ll Pu per Ft. m g q T Ins. Lbs. Ins. Ins. In. Ins. Ins. Lbs. Ins. Ins. In. Ins. 3 4.0 H H 1ft 10 15.0 1H 2% A 8A • 6.0 25/ « • 20.0 • 2 iV • • « 6.0 a A 9 9 U a 25.0 2 2ix « a T* • 30.0 2M2" a « 4 5.25 i 2 1-1 JL 2ft " 35.0 « a « • 6.25 25/ ' '« U 7.25 • 2y| * • 12 20.5 1% 2^ K 9ft 5 6.5 9.0 11.5 i > A ? „ 25.0 30.0 35.0 40.0 2 £ J • 6 8.0 J1X 2H a/ 4^ • 10.5 a 219 ^ a « 13 32.0 2% 2 A * 105^ • 13.0 J3/ •11 a « " 35.0 2 JJ « 15.5 u 0 i_5 a a a 37.0 3 2 V^ « " " 40.0 2 Jf « 7 9.75 iy 95/ 3X g JL " 45.0 a 2 -]-§• « « 12.25 • 2 19 « « • 50.0 a 2fj « • 14.75 • ^2H a « • 55.0 « J^r « • 17.25 jrx a « • 19.75 " 2A " • 15 33.0 iy 2A y 123X 35 0 8 11.25 13.75 16.25 18.75 21.25 a 2A2« •« 6A • 4o!o 45.0 50.0 55.0 T !£»* I 9 13.25 l% 2V A 7M 18 45.0 2M 2H 7A 15 • 15.00 u 2H ^ '« « • 50.0 « 2 if " • 20.00 19^ • « • 55.0 « 2 A u « 25.00 2A 60.0 2M 62 CAMBRIA STEEL. MAXIMUM SIZE OF RIVETS IN FLANGES OF BEAMS AND CHANNELS. I-BEAMS. CHANNELS. T Beam. Weight. Diameter of Rivets. Beam. Weight Diameter of Rivets. T Channel. Weight. Diameter of Rivets. Inches. Lbs. per Ft. Inch. Inches. Lbs.perFt Inch. Inches. Lbs. per Ft. Inch. 3 5.50 SA 15 42.0 H 3 4.00 y* 4 7.50 l/£ 15 60.0 «< 4 5.25 ** 1 9.75 12.25 5A 15 18 80.0 55.0 9 5 6.50 8.00 M 7 15-00 20 65.0 t 7 9.75 8 18 00 % 20 80.0 ' 11.25 s/ 18 21.00 25.00 « 24 24 80.0 105.0 « 10 13.25 15.00 \\ 12 31.50 " 12 20.50 H 12 40.00 15 33.00 STANDARD SPACING OF RIVET AND BOLT HOLES IN ANGLES, WITH MAXIMUM RIVETS IN SIZE OF RIVETS TO BE USED. PT ™AT?AN(™ CRIMPED ANGLES ^ R?VETING MINIMUM 2 ANGLES. Leg. Ins. Ins. Dkm. of Rivet. Ins. T L«. Ins. Ins. Diam, of Rivet. Ins. Leg. Ins. Ins. Ins. ?.. . . 2y2 3 Ins. Diam. of Rivet. Ins. CAMBRIA STEEL. 63 BEARING PLATES FOR SHAPES USED AS BEAMS. Shapes used as beams resting on masonry walls or piers will generally require bearing plates of steel or their equivalents, set in or upon the masonry to prop- erly distribute the load thereon with due regard to the allowable safe pressures for the class of stonework or brickwork in question. A table of bearing plates is given on page 65, which gives the bearing values in pounds for plates of various sizes based on the safe unit pressure allowable for different classes of masonry. As the strength of masonry varies largely accord- ing to the qualities of the material used, the workmanship and age, it is impossi- ble to give absolute figures for safe unit pressures for all classes of work, but the values given on page 64 are believed to fairly represent these for the usual kinds of ordinary architectural masonry. The strength of ordinary masonry generally depends upon the crushing value of the mortar or cement used and does not bear any fixed relation to the ultimate strength of the brick or stone entering into the construction. The table of bearing plates gives the bearing values of various sizes of plates when used with different classes of masonry, but the thickness of the plate should be computed for each case. For a plate of given length and breadth the thickness depends upon the allowable load and unit stress, and the width of the flange of the beam or channel resting upon it. The thickness may be determined by the following formula t = thickness of plate in inches. 1 = length of plate in inches, in a direction perpendicular to the axis of the beam or channel. b = width of flange of beam or channel in inches. R = reaction at point of support in pounds. For uniformly distributed loads, R = one-half of the load given in Tables of Safe Loads, pages 106 to 123 inclusive. p = allowable stress in pounds per square inch on extreme fibre of plate. u = width of plate in the direction of the axis of the beam or channel; *'. e., bearing on wall in inches. If p = 16 ooo Ibs. for steel we have EXAMPLE. What is the proper size of steel bearing plate to be used in a wall of brick laid in cement mortar to support the end of a 10-inch standard I- Beam, weighing 40 pounds per foot, of 10 foot span, subjected to its safe load uniformly distributed? On page 109 in the Table of Safe Loads Uniformly Distributed for Cambria I-Beams, the total load is found to be 33 850 pounds, and half of this, or 16 925 pounds, will be the reaction at each end. On referring to the Table of Bearing Plates, on page 65, the proper size for this load on the class of masonry in question is found to be 6" x 10". The width of flange of a 10-inch 40 Ib. standard beam is 5.10 inches. Substituting these values in the formula for thickness gives .00685 (10 - 5.10) - ~ = .562 The nearest commercial size above this is & inch, which is the thickness required. If a shorter plate would suit the location better it may be seen from the table that a plate 8" x 8" will give the necessary bearing value and the thickness of this would be t = .00685 (8 - 5.10) -J ~^ = .323 \ O X O and the nearest commercial size above this is %," ', which is the thickness required. 64 CAMBRIA STEEL. STANDARD BEARINGS AND BEARING PLATES. Size Bearing Plate. of Beams and Bearing Channels. Dimensions. Weight. Area. Inches. Inches. Inches. Pounds. Sq. Inches. 3 6 6x 6x| 3.9 36 4 6 6x 6xf u 36 5 6 6x 6x| u 36 6 6 6x 6x| u 36 7 8 8x 8x| 9.1 64 8 8 8x 8x| K 64 9 8 8x 8x| U 64 10 12 12*12x1 30.6 144 12 12 12x12x1 u 144 15 12 12 x 15 xf 38.3 180 18 15 15 x 15 x 1 55.8 225 20 15 15xl8x 1 76.5 270 24 15 15 x 18 x 1 a 270 SAFE BEARING VALUES OF WALL PLATES FOR VARIOUS STYLES OF MASONRY. Pounds Tons "o"™- p,rS,I, p.rS,.K. Rubble Masonry in Cement Mortar 250 18.0 Brickwork " 300 21.6 First Class Sandstone (Dimension Stone) . . 400 28.8 " " Limestone 500 36.0 " Granite 600 43.2 Portland Cement Concr<^p 1-2-4 ... 600 43.2 (i ii u 1-2-5 500 36.0 CAMBBIA STEEL. 65 BEARING PLATES FOR I-BEAMS AND CHANNELS. Size Safe Bearing Value of Plate in 1000 Pounds. Bearing on of Rubble in Cement Brick in Cement Sand- stone. Lime- stone. Granite. Concrete. 1-2-4. Concrete. 1:2:5. ValL Plate. Mortar. Mortar. 250 Ibs. 300 Ibs. 400 IbB. 500 Ibs. 600 Ibs. 600 Ibs. 500 Ibs. Ins. Ins. persq.in. persq.in persq.in. persq.in. persq.in. persq.in. persq.in. 4 4x 4 4.0 4.8 6.4 8.0 9.6 9.6 8.0 4 4x 6 6.0 7.2 9.6 12.0 14.4 14.4 12.0 4 4x 8 8.0 9.6 12.8 16.0 19.2 19.2 16.0 6 6x 6 9.0 10.8 14.4 18.0 21.6 21.6 18.0 6 6x 8 12.0 14.4 19.2 24.0 28.8 28.8 24.0 6 6x10 15.0 18.0 24.0 30.0 36.0 36.0 30.0 8 8x 8 16.0 19.2 25.6 32.0 38.4 38.4 32.0 8 8x 10 20.0 24.0 32.0 40.0 48.0 48.0 40.0 8 8x12 24.0 28.8 38.4 48.0 57.6 57.6 48.0 10 10x10 25.0 30.0 40.0 50.0 60.0 60.0 50.0 10 10x12 30.0 36.0 48.0 60.0 72.0 72.0 60.0 10 10x14 35.0 42.0 56.0 70.0 84.0 84.0 70.0 12 12 x 12 36.0 - 43.2 57.6 72.0 86.4 86.4 72.0 12 12 x 14 42.0 50.4 67.2 84.0 100.8 100.8 84.0 12 12x15 45.0 54.0 72.0 90.0 108.0 108.0 90.0 12 12x16 48.0 57.6 76.8 96.0 115.2 115.2 96.0 12 12x18 54.0 64.8 86.4 108.0 129.6 129.6 108.0 14 14x14 49.0 58.8 78.4 98.0 117.6 117.6 98.0 14 14 x 16 56.0 67.2 89.6 112.0 134.4 134.4 112.0 14 14 x 18 63.0 75.6 100.8 126.0 151.2 151.2 126.0 14 14x20 70.0 84.0 112.0 140.0 168.0 168.0 140.0 15 15x15 56.2 67.5 90.0 112.5 125.0 135.0 112.5 15 15x18 67.5 81.0 1G8.0 135.0 162.0 162.0 135.0 16 16x16 64.0 76.8 102.4 128.0 153.6 153.6 128.0 16 16x18 72.0 86.4 115.2 144.0 172,8 172.8 144.0 16 16 x 20 80.0 96.0 127.0 160.0 192.0 192.0 160.0 16 16x22 88.0 105.6 139.8 176.0 211.2 211.2 176.0 18 18x18 81.0 97.2 129.6 162.0 194.4 194.4 162.0 18 18x20 90.0 108.0 144.0 180.0 216.0 216.0 180.0 18 18x22 99.0 118.8 158.4 198.0 237.6 237.6 198.0 18 18x24 108.0 129.6 172.8 216.0 259.2 259.2 216.0 20 20x20 100.0 120.0 160.0 200.0 240.0 240.0 200.0 20 20x22 110.0 132.0 176.0 220.0 264.0 264.0 220.0 20 20x24 120.0 144.0 192.0 240.0 288.0 288.0 240.0 20 20x26 130.0 15G.O 208.0 260.0 312.0 312.0 260.0 Safe Bearing Value of Plate = Area of Plate (in square inches) X Allowable Safe Bearing Value (per square inch) on the Masonry. 66 CAMBRIA STEEL. STAN r<§ i i k -A- ->i Beams. Separators. Bolts, Square Heads and Hex. Nuts. Section Num- ber. ! d Weight per Foot. Out to Out of Flanges ofBeams. Center to Cen- ter of Beams. t Weight ^i til •gjj-s 111 S i| ji C E Weight of Bolts and Nuts. -If .-§•23 ?ii A B Ins. Pounds. Inches. Inches. In. Pounds. Pounds. In. Ins. Ins. Pounds. Pound. SEPARATORS WITH ONE BOLT. B 5 B 9 B 13 B 17 B 21 B 25 B 29 B 33 B 41 B105 3 4 5 6 7 8 9 10 12 12 5.5 7.5 9.75 12.25 15.0 18.0 21.0 25.0 31.5 40.0 It 61 I & 91 10| ui 3 3i 31 4 11 5 61 65i it a 1 u u u u u (( 1.0 1.3 1.8 3.0 3.3 3.8 5.0 7.0 7.5 7.5 .17 .26 .36 .59 .65 .72 .85 .98 1.14 1.14 i « « u u u u a u 4 4i 4f 5i 51 5! 6 6} 7 n .95 1.01 1.04 1.11 1.14 1.17 1.23 1.26 1.32 1.38 .123 « « K ft ft ft ft ft ft SEPARATORS WITH TWO BOLTS. B 41 B105 B 53 B109 B113 B 65 B 73 B121 B 89 B127 12 12 15 15 15 18 20 20 24 24 31.5 40.0 42.0 60.0 80.0 55.0 65.0 80.0 80.0 105.0 10| iii ill 121 133 1 16 51 6 6J 61 6| 6| 7 7i 7f si (i a u u § U a a a 7.8 7.8 11.5 11.5 11.5 16.5 17.5 17.5 25.5 25.5 1.20 1.20 1.50 1.50 1.50 2.C8 2.60 2.60 3.25 3.25 ! 6£ ft « « 9 10 « 12 a 7 71 7! ? i 91 9.1 91 2.64 2.76 2.82 2.95 3.13 2.95 3.01 3.19 3.19 3.26 .246 ft « « « « « « « <( Lengths and weights of separator bolts in above table are for girders composed of two beams of minimum section as shown. Lengths of bolts for intermediate and maximum sizes of beams may be obtained by adding twice the increase of web thickness to the lengths given. CAMBKIA STEEL. 67 SPECIAL *-m CAST IRON SEPARATORS FOR I-BEAMS. 3: <° t. <- ^- - *•*• • * C-£A*--O Beams. Separators. Bolts, Square Heads and Hex. Nuts. Section Sum- ber. 1 Weight per Foot. Out to Out of Flanges of Beams. Center to Cen- ter of Beams. d Weight. .= •* o-S-3 %.B^3 i J* .3« »° J* I Weight of Bolts and Nuts. •sAt 111 s«3 1, HI d A B t c E Ins. Pounds. Inches. Inches. In. Pounds. Pounds. In. Ins. Ins. Pounds. Pound SEPARATORS WITH ONE BOLT. B 5 B 9 B 13 B 17 B 21 B 25 B 29 B 33 B 41 B105 3 4 5 6 7 8 9 10 12 12 5.5 7.5 9.75 12.25 15.0 18.0 21.0 25.0 31.5 40.0 9 1 8£ 9A 91 lOf 11J 3 81 i1 41 4| 5 51 P I « \ U U u u u u 1.1 1.6 2.0 3.3 3.9 4.7 5.9 6.8 8.8 8.9 .29 .38 .49 .78 .92 1.06 1.20 1.33 1.61 1.58 \ u u u u u u u u 4 41 4f 5i 5? 5| 61 6i ft .95 1.01 1.04 1.11 1.14 1.17 1.23 1.26 1.32 1.38 .123 u u u SEPARATORS WITH TWO BOLTS. B 41 B105 B 53 B109 B113 B 65 B 73 B121 B 89 B127 12 12 15 15 15 18 20 20 24 24 31.5 40.0 42.0 60.0 80.0 55.0 65.0 80.0 80.0 105.0 10 11 11 12 13 12 13 14 14 16 3 I 5! 6 61 6| 71 6| 7 n 7| 8| u 9.5 9.5 12.5 13.0 13.2 19.8 22.9 24.6 30.3 32.5 1.61 1.58 2.02 1.97 1.91 2.41 3.37 3.34 4.07 4.07 f a » 7 U U 9 10 « 12 M 7 7i 71 81 9 81 8i 91 91 9^ 2.64 2.76 2.82 2.95 3.13 2.95 3.01 3.19 3.19 3.26 .246 Lengths and weights of separator bolts in above table are for girders composed of two beams of minimum section as shown. Lengths of bolts for intermediate and maximum sizes of beams may be obtained by adding twice the increase of web thickness to the lengths given. 68 CAMBKIA STEEL. FIREPROOF CONSTRUCTION. Buildings of fireproof construction consist essentially of a steel frame or skeleton to support the floors, and in the case of high buildings, the outside walls also are carried by the steel framing. All parts of the steel work are enclosed and protected by some fire-resisting material, which should be of such quality and arrangement as not to disintegrate or fall away when heated to high temperatures and at the same time exposed to a stream of cold water. The fireproofing for the floors, in addition to its ability to afford a fireproof protection to the steel beams, must be capable of supporting the load and distributing it to the floor beams, which in turn transmit it to the columns and thence to the foundations. One of the earlier forms of floors consists of brick arches built between and supported by the bottom flanges and lower portions of the web of iron or steel I-Beams, but this style has considerable dead weight and, as ordinarily constructed, does not provide fire- proof protection for the bottom flanges of the beams. Another of the earlier forms of floor is composed of sheets of corrugated iron arched between the beams, on which a concrete filling is placed, and this also, as ordinarily constructed, does not provide protec- tion for the bottom flanges of the beams, besides, it is quite heavy. A later style of floor is the hollow tile system, which is composed of flat or segmental arches constructed of moulded blocks of hard burned clay, specially shaped, and of various depths to suit different loads and the sizes of the I-Beams supporting them. In the hollow tile system, the blocks may also be of porous terra- cotta which is lighter than hard clay. Various other systems of fireproofing are now in use, the most usual forms of which consist of cement, concrete or other material used alone or deposited or arranged about a strengthening or sup- porting framework of steel shapes, bars, rods, wire, wire-cloth, etc. Column or girder fireproofing may be accomplished by the use of hard clay or porous terra-cotta blocks shaped to fit and enclose the steel work, or the steel may be wrapped with wire, wire-cloth, metal lath, etc., and a concrete or plastered coating applied to it. Fireproof partitions may be constructed of hollow tile composed of hard clay or porous terra-cotta to which the plaster finish may be directly applied, or they may be composed of suitable metal studding on which is secured the wire-cloth or metal lath that serves to support the concrete or other fireproofing, the surface then being plastered in the usual manner. The dead weights of fireproof floors vary between wide limits dependent upon the system employed, the load to be carried and the distance between the supporting beams. CAMBEIA STEEL. 69 WEIGHTS OF HOLLOW TILE FLOOR ARCHES AND FIREPROOF MATERIALS. END CONSTRUCTION, PLAT ARCH. Width of Span between Beams. Depth of Arch. Weight per Square Foot. 5 feet to 6 feet. 6 « 7 « 7 « 8 " 8 " 9 " 8 inches. 9 « 10 « 12 a 27 pounds. 29 « 33 « 38 « HOLLOW BRICK FOR FLAT ARCHES. (SIDE CONSTRUCTION.) Width of Span between Beams. Depth of Arch. Weight per Square Foot 3 feet 6 inches to 4 feet 0 inches. 4 0 " 4 " 6 4 6 " 5 « 0 5 6 « 6 « 0 6 0 a 6 « 6 6 6 « 7 " 0 6 inches. 7 " 8 « 9 « 10 « 12 « 27 pounds. 29 32 « 36 « 39 « 44 « PARTITIONS. Thickness. Weight per Square Foot. Hollow Brick (Clay) Partitions. U tt « « « ft Porous Te ra-Cotta Partitions. « « « « a « « « « « « « 2 inches. 3 " 4 « 5 « 6 « 8 « 3 « 4 « 5 « 6 « 8 « 11 pounds. 14 « 15 « 19 20 27 16 19 22 23 33 FURRING, ROOFING AND CEILING. Thickness. Weight per Square Foot. Porous Terra-Cotta Furring. « « « Roofing. K u a u u u u u « Ceiling. u u u u a u u u 2 inches. 2 « 3 « 4 « 2 a 3 « 4 a 8 pounds. 12 14 18 11 14 18 6-inch Segmental Arches, 26| pounds per square foot. 8- " " " 32 " " " " 2- " Porous Terra-Cotta Partition. 8 pounds per square foot. 8" x 3|" x 2J" Hollow Brick, 3000 Ibs. per 1000. 70 OAMBBIA STEEL. TABLES OF SAFE LOADS— TERRA COTTA FLOOR ARCHES. The Table of Safe Loads for Flat Arches, page 71, is applicable to all shapes of blocks. The areas given are obtained by passing a plane through the blocks at right angles to all the webs and are the areas for 1-foot width of arch. Generally speaking, end construction blocks of various shapes, but of the same depth and cross sectional area, have equal strength. The weight of the arch has not been deducted in Table of Safe Loads for Flat Arches. Therefore, this and other dead loads must be deducted to obtain the net safe live load for any arch and span. EXAMPLE. — What load will an 8-inch arch carry (using a Factor of Safety of 5), for a span of 5 feet 6 inches, the blocks having a sectional area parallel to the beams, of 44.25 square inches? Area of 8-inch block in Table = 37 sq. ins. 44.25 -4- 37 = 1.19, Ratio of Actual Area to Tabular Area. Safe Load in Table = 228, X 1.19 = 271 pounds = Safe Load for Actual Area. Weight of Arch = 44.25 X 12 = 531 cu. in. X .06 = 32 Ibs. per sq. ft. 271 - 32 = 239 Ibs. = Safe Load in Ibs. per sq. ft. for S. F. of 7. 271 X 7 ^ 5 = 379, - 32 = 347 Ibs., Safe Load for S. F. of 5. Tables of Safe Loads for Segmental Arches in spans up to 10 feet are given on pages 72 and 73. The areas of the blocks for which the safe loads are given are the areas per foot of arch parallel with beams. The weight of the arch blocks has been deducted in the Table, so that only the dead load of concrete fill, plastering, etc., must be deducted to obtain net live load. Segmental arch construction is cheaper than flat arch con- struction, and is the stronger of the two. Where for any reason a flat arch is not deemed necessary, this is an admirable floor construction to use. Even with this type of construction, the flat ceiling may be secured by suspending a metal lath ceiling below the arch from the bottom of the beams. To do this, however, adds so much to the cost that it is generally cheaper to use the Flat Arch. Segmental Arches can also be built with a raised skew. This flattens the arch and reduces the amount and consequently the expense of the cinder concrete fill, but it also reduces the strength of the arch. In Segmental Arches, the thrust on the beams (particularly at the bottom of beams) is very great, and where there is any doubt of the beams' sustaining the thrust, it is desirable to use steel tie rods. These tie rods may be fireproofed or left unpro- tected, the best practice being to protect them. OAMBBIA STEEL. 71 SAFE LOADS FOR FLAT FLOOR ARCHES OF SEMI-POROUS TERRA COTTA. As given by manufacturers of this material. Safety Factor 7. ARCHES. 6 ins. 7 ins. 8 ins. 9 ins. 10 ins. 12 ins. 15 ias. AREAS. Square Inches. 31 34 37 40 43 49 58 SPANS. Pounds per Square Foot. 1 Ft 6 In. 1928 2468 3069 3733 4459 6097 9022 2 « 0 " 2 " 6 " 1085 694 1388 888 1726 1104 2100 1344 2508 1605 3430 2195 5075 3248 3 " 0 " 3 " 3 « 3 « 6 « 3 « 9 " 483 410 354 308 617 525 453 394 767 650 563 491 933 795 685 597 1114 950 819 713 1524 1299 1120 975 2255 1922 1657 1443 4 « 0 * 4 « 3 " 4 « 6 « 4 « 9 « 271 240 214 192 347 307 274 246 431 382 341 306 525 465 414 372 627 555 495 444 857 759 677 608 1268 1124 1002 900 5 " 0 « 5 " 3 " 6 " 6 • 5^9" 6 « 0 « 6 « 3 « 6 * 6 « 6 " 9 « 7 " 0 " 7 « 6 " 8 " 0 " 8 " 6 " 173 222 201 183 168 276 250 228 208 191 176 163 336 304 277 254 233 215 198 184 171 401 364 331 303 278 256 237 220 204 178 548 497 453 415 381 §51 24 301 280 243 214 190 812 736 671 614 563 519 480 445 414 360 317 281 157 143 131 120 111 154 142 131 121 113 151 140 122 107 149 131 116 156 138 9 « 0 « 9 " 6 " 10 " 0 " 10 * 6 « 103 123 111 100 169 250 225 203 184 152 137 124 11 « 0 « 11 « 6 " 113 103 167 153 12 « 0 « 95 141 Above Safe Loads include weight of arch blocks and other dead load. Aver- age weight of arch blocks (Ibs. per sq. ft. of arch) = Sectional Area X 12 X .06. Below heavy lines, spans should be used for ceiling arches only. 72 CAMBRIA STEEL. SAFE LOADS FOR TERRA GOTTA SEGMENTAL FLOOR ARCHES. As given by manufacturers of this material. Weight of Arch Blocks not included. Factor of Safety 7. ARCHES. 4 ins. 6 ins. Sins. 10 ins. Square Inches. AREAS. 28 36 43 47 SPANS. RISE. Pounds P6r Soucirc Foot/* Ft.-ins. Inches. X 702 902 1078 1178 1 920 1148 1414 1545 4-0 IX 1155 1485 1774 1939 11A 1353 1740 2079 2272 1% i 1545 1986 2373 2593 2 1736 2233 2667 2915 % 616 792 946 1034 I 812 1044 1247 1363 4-6 IK 1020 1313 1568 1713 1H 1196 1539 1838 2009 IX 1381 1775 2121 2318 2 1536 1975 2359 2578 % 551 709 847 926 1 744 951 1143 1249 5-0 IX 911 1172 1400 1530 11A 1072 1379 1647 1800 IX 1238 1592 1902 2078 2 1379 1773 2118 2315 X 499 641 766 837 1 672 864 1032 1128 6-6 IX 826 1062 1269 1387 11A 984 1266 1512 1652 IX 1119 1439 1719 1879 2 1258 1619 1933 2113 X 455 585 699 764 1 612 788 941 1028 6-O IX 753 1157 1265 1H 1154 1379 1507 IX 1022 1316 1570 1716 2 1148 1476 1763 1927 M 428 551 658 719 l 562 724 864 944 6-6 IX 701 902 1077 1177 1*A 823 1058 1264 1382 IX 947 1218 1455 1590 2 1055 1358 1622 1772 X 394 508 606 662 7-0 1 520 669 V99 873 IX 648 834 996 1089 CAMBKIA STEEL. 73 SAFE LOADS FOR TERRA GOTTA SEGMENTAL FLOOR ARCHES. As given by manufacturers of this material. Weight of Arch Blocks not included. Factor of Safety 7. ARCHES. 4 ins. 6 ins. Sins. 10 ins. AREAS. Square Inches. 28 36 43 47 SPANS. RISE. Pounds per Square Foot. Ft.-ins. Inches. 7-0 2 * 762 876 983 1264 1171 1346 1510 1280 1471 1650 7-6 1 * 1H 2 815 915 471 621 774 1049 1176 563 1253 1405 615 810 1011 1201 1369 1536 8-0 £ 1H 2 341 854 439 588 724 1099 625 1179 1312 573 1122 1288 1434 8-6 i" 2 * 319 719 807 411 551 678 806 926 1037 491 658 §8 1106 1239 536 9-0 £ 677 759 768 871 977 461 619 770 906 1041 1167 504 1137 1275 9-6 j* ul IIS 472 561 639 717 608 721 923 435 584 726 862 983 1102 942 1074 1204 10-0 i * I** 267 359 447 531 610 683 344 462 676 ?!! 879 411 552 688 816 937 1060 892 1024 1147 74 CAMBBIA STEEL. TESTS OF FLOOR ARCHES. A summary of the principal data and results of tests which were the subject of a paper entitled "Tests of Fire-proof Flooring Material," published in the Transactions of the American Society of Civil Engineers, Vols. xxxiv and xxxv, is given in the follow- ing table : BREAKING LOAD OF HOLLOW TILE ARCHES. T Arch. Rise. Span. Length. Total Load. Load per Sq.Foot. Total Hori- zontal Thrust. Hori- zontal Thrust •V1 BLOCKS. Character of Load. Manner s& 4 *>-> 1 Ins. Ins. 1ST Ins. Lbs. Lbs. Lbs. Arch. CO * 6. 3.5 60 48. 13750 688 29474 7369 E Hard Dis. Port. 7.5 5. 46 11.5 9000 2452 10367 10818 « ft « N.M. 7.5 5. 60 35.2 11250 33750 11505 « ft Cen. Port. 7.5 5. 60 36.5 13000 39000 12822 u Porous « « 8. 7. 60 38.25 14500 31071 9747 u « « « 8. 7. 60 38.25 15750 33750 10588 ft Hard M « 12. 10. 60 41. 16400 24600 7200 ft «< «( u 12. 8.75 60 10. 3100 5314 6377 ft « u N.M. 12. 9. 60 10. 5000 8333 10000 u a ft «( 12. 9. 60 10. 15100 3630 12583 15100 ft u Dis. « 12. 9.5 60 10. 2500 3947 4736 ft u Cen. 8. 5.5 46 11.5 2500 681 2614 2727 S « Dis. N'.M." 8. 5. 45 11.5 1300 362 1463 1526 ft ft « « 8. 6. 60 36. 10000 25000 8333 a M Cen. Port. 8. 5. 60 36. 5700 380 8550 2850 u u Dis. « 8. 5. 60 12. 3500 700 5250 5250 u ft « N.M. 8. 5.5 60 12. 10000 2000 13636 13636 u ft <( « 8. 5.5 60 12. 2500 6818 6818 u u Cen. « 8. 5.5 60 24. 9950 995 13568 6784 u ft Dis. « 8. 5.5 60 24. 2500 6818 3209 u ft Cen. ft 10. 7.5 60 36. 13500 900 13500 4500 u ft Dis. Port. 10. 8. 60 37. 14500 940 13594 4408 u ft ft NOTE. — In the above table the following abbreviations are used: "E," End Construction; "S," Side Construction; "Hard," Hard Clay; "Porous," Porous Terra-Cotta; "Dis.," Distributed Load; "Cen.," Concentrated Load at Center; "Port.," Portland Cement, and "N. M.," No Mortar. The Loads per Sq. Foot in the above table were obtained in all cases by dividing the Total Load by the superficial area of the arch in square feet. The Horizontal Thrust for Distributed and Central Loads was obtained by formulae similar to those given therefor on the following page, and for Central Loads this is double that for a Distributed Load of the same weight. CAMBEIA STEEL. 75 THRUST OF ARCHES. The horizontal thrust of segmental floor arches, on the assump- tion of uniform loading, may be found by the following formula: 3WL* ~ in which T = pressure or thrust in pounds per lineal foot of arch. W = load on arch in pounds per square foot, uniformly distributed. L = span of arch in feet. R = rise of segmental arch in inches. For a concentrated load at the center, of weight P, the thrust 3PL T = R For arches with flat tops and bottoms, such as are used in floors, the voussoir joints on each side of the central key are usually laid out on parallel lines, and in these cases the thrust may be deter- mined approximately by using for R, in the above formula, the effective depth of the arch, which is somewhat less than the nominal depth, as indicated on page 77. For segmental arches the rise R is the vertical distance from the highest part of the intrados to the plane of the springing line. If the radius of the intrados for segmental arches is r, the rise may be obtained from the following formula: conversely,r =+ TIE RODS. Although in the completed structure the horizontal thrusts of adjoining arches may counterbalance each other, the tie rods should be so proportioned and spaced as to withstand the entire thrust of the arches, thus tying the structure together and facili- tating the construction. 76 CAMBKIA STEEL. SPACING OF TIE RODS FOR TILE ARCHES. The table on the next page was computed from the following formula, which was obtained from that giving the thrust of arches on page 75. AxRX 10000 WL* in which B = spacing of tie rods in feet. A = net area of rod in square inches. R = rise of arch in inches. W = load in pounds per square foot of the arch. L = span of arch in feet. The above formula gives the spacing of tie rods corresponding to a tensile stress in the rods of 15 000 pounds per square inch, without considering the flexure of the beams. In spacing tie rods, the lateral strength of beams, for flexure due to the thrust of the arches, should be taken into consideration, explanations for which are given on pages 78 to 81 inclusive. Spacings for other loads than that of the table may be found by proportion, thus: Required spacing = 100 + weight of arch in pounds per square foot New load in Ibs. per sq. ft. + weight of arch in Ibs. per sq. ft. X 8PacmSfro Weights of tile arches per square foot are given on page 69. As noted under the heading "Lateral Strength of Beams," on pages 82 and 83,care should be taken that the spacing of tie rods is not greater than twenty times the least flange width, otherwise the safe loads should be reduced to compensate for the strains produced by flexure of the upper flange considered as a column in compression. CAMBBIA STEEL. 77 SPACING OF TIE RODS FOR TILE ARCHES IN FEET. For a uniform load of 100 Ibs. per square foot in addition to the weight of the arch. Span of Arch. Diameter of Tie Rods. Nominal Depth of Arch. Inches. 6 7 8 9 10 12 Effective Depth or Rise of Arch. Inches. Feet. Inch. 3.6 4.6 6.6 6.6 7.6 9.6 3 u u 4 • « 5 « u 6 u u 7 u u 8 u u I f 1 f 1 f I f I ! 6.4 9.5 13.2 3.6 5.4 7.4 8.0 12.0 16.6 4.5 6.7 9.4 2.9 4.3 6.0 9.5 14.2 19.8 5.4 8.0 11.1 3.4 5.1 7.1 10.9 16.3 22.6 6.1 9.2 12.7 3.9 5.9 8.1 2.7 4.1 5.7 12.3 18.3 25.5 6.9 10.3 14.3 4.4 6.6 9.2 3.1 4.6 6.4 2.3 3.4 4.7 15.0 22.4 31.1 8.4 12.6 17.5 5.4 8.0 11.2 3.7 5.6 7.8 2.8 4.1 5.7 2.1 3.1 4.4 2.3 3.4 4.8 2.0 3.0 4.2 2.4 3.6 4.9 2.0 3.0 4.2 1.7 2.6 3.6 Spacings below heavy lines apply to greater spans than are recommended for that depth of arch. 78 CAMBRIA STEEL. LATERAL STRENGTH OF BEAMS TO RESIST FLEXURE DUE TO THRUST OF ARCHES, ETC. In special cases where the thrust of a floor arch is exerted against a beam, channel, angle or other shape without other lateral sup- port than the tie rods, or braces, this will produce lateral flexure and stresses in addition to those caused by the vertical loading. Throughout the body of the floor the thrusts of the adjoining arches, when completed, will usually counterbalance each other, but in the outer beams around shafts or elsewhere, if unsupported sideways, the stresses due to the lateral forces should be considered. The total allowable stress per square inch for the extreme fibres of beams has been placed at 16 000 pounds per square inch, and in order that this may not be exceeded owing to lateral stresses, the stress due to vertical loading should be correspondingly reduced so that the resultant intensity shall not exceed the allowable limit. This may be calculated by considering the beam as continuous and laterally supported at intervals by the tie rods, the spans being equal to the spacing of the rods. In this case the fibre stress due to the lateral forces is: CD in which p' = fibre stress in pounds per square inch due to lateral forces. w = lateral load or thrust in pounds per lineal foot of section used as a beam. xi = distance of the extreme fibre from the neutral axis in inches. B = distance between tie rods or lateral supports in feet. I' = moment of inertia about the vertical axis of the section or that one at right angles to the line of application of the lateral forces. For I-Beams with the web placed vertically, as usual, xi becomes equal to •»> where b is the width of the flange in inches. In this case the above formula for intensity of unit stress due to lateral load becomes: (2) CAMBRIA STEEL. In order that the total resultant intensity of unit stress shall not exceed the allowable limit of 16 000 pounds per square inch, the stress due to vertical loading must be reduced by the amount of the intensity of stress due to the horizontal thrust of the arch, as determined by formula (2). If p' represents the intensity of unit stress due to the horizontal thrust of the arch, and p the corresponding allowable intensity of unit stress due to the vertical loading, then *p = 16000 -p' Having thus obtained the reduced vertical stress p, the safe vertical load of the tables corresponding to this stress should ac- cordingly be reduced by multiplying it by the ratio ^ and J.D UUU similarly for other stresses and corresponding loads, thus making proper allowance for the additional stresses produced by the lateral forces. If the reduction of the safe loads on this account is a consider- able proportion of the original amount due to vertical loading only, it would be more economical to provide lateral braces or tie rods at shorter intervals, thus avoiding the use of an excessive amount of material in the beam. As the etresses due to vertical forces for usual cases of loading are a maximum at the center of the span it will ordinarily be sufficient to space the tie rods or braces at shorter intervals near the center in order to allow for the combined stresses due to vertical loading and horizontal thrusts. The above method of calculation is not exact when considering the lateral thrust of arches, or loads from similar materials which do not exert a uniform pressure throughout their surfaces of con- tact with the sustaining beam on account of the friction and bond of their component parts, but this analysis of the stresses may serve as a guide in designing. The above formulae should be used in connection with the tables and formula given on pages 82 and 83 relating to the lateral strength of beams, due to compression of the upper flange figured as a column between points of lateral support. * This method of treatment gives approximate results which are on the side of safety. The correct determination can be secured by the use of the section modulus polygon. (See Transactions of the American Society of Civil Engineers, Vol. LVI, 1906, page 169, et seq.) 80 CAMBRIA STEEL. EXAMPLE. What is the proper size of I-Beam without other lateral support than the usual tie rods, corresponding to a total fibre stress of 16 000 pounds per square inch under the following conditions? The beam is 18 feet between end supports and carries a tile arch on one side having a nominal depth of 9 inches, effective depth of 6.6 inches, a span of 5 feet, designed to carry a superimposed load of 75 pounds per square foot in addition to the weight of the arch and other floor materials. The hollow tile arch weighs 36 pounds per square foot and the other materials, including plastering, weigh 14 pounds, making a total load, exclusive of the weight of the beam, equal to 125 pounds per square foot. For tie rods of f " diameter the spacing between them would be 5.9 feet, as shown by the table of Spacing of Tie Rods on page 77 in which the safe stresses in the rods only are considered. Substituting the proper values in the formula for lateral thrust of arches, given on page 75, this will be AA « J X o.o Substituting this value for w in formula (2) page 78 and assum- ing a 10" beam 25 Ibs. per foot, the moment of inertia of which is 6.89, as given in the Tables of Properties of I-Beams, page 182, we have , 710 X 4.66 X 5.92 0 oero ., • P = - -- = 8 358 lbs' per Sq' m' Therefore p = 16 000 - 8 358 = 7 642 lbs. per sq. in. Hence the safe load as determined by the consideration of vertical loads only, should be reduced to , or approximately .48 of the amount given by the Tables of Safe Loads in case the spacing of the tie rods is not changed. The safe vertical load for a 10" beam, weighing 25 lbs. per foot, 18 feet long between supports, for fibre stress of 16 000 lbs. per square inch, is 14 470 lbs. uniformly distributed, including the weight of the beam as given in the Tables of Safe Loads, on page 109, or!4 020 exclusive of the weight of the beam, and .48 of this is 6 730 lbs., which is the vertical load it can safely carry in order that the total stress due to it and the lateral thrust shall not exceed 16 000 lbs. per square inch. CAMBRIA STEEL. 81 The actual vertical load on the beam under consideration is as follows: -|x 18 X 125 = 56251bs., which is less than the allowable amount, 6 730 Ibs., as figured above, so that a smaller beam may suffice. Therefore, assume a 9-inch beam, weighing 21 Ibs. per foot, the moment of inertia of which about an axis coincident with center line of web is found in the Table of Properties, on p. 182, to be 5.16. In this case Substituting this in the formula for p we have p = 16 000 - 10 370 = 5 630 Ibs. per sq. in. Therefore the safe vertical load will be r- m, or approximately io ULMJ .35 of the tabular safe load. The safe vertical load for a 9" 21 Ib. beam, 18 feet long, for a fibre stress of 16 000 Ibs. per square inch is 11 180 Ibs., as given in the Table of Safe Loads, on page 109, and .35 of this, after deduct- ing weight of the beam, is 3 781 Ibs., which is less than the actual amount, 5 625 Ibs., as calculated above, so that the 9" 21 Ib. beam will not suffice. If the spacing of the tie rods at the center be reduced from 5.9 feet to 3.25 feet, it may be found, in a manner similar to that used in the above calculations, that the safe vertical load for an 8" I-Beam, weighing 18.0 Ibs. per foot, is reduced to .74 of its tabular value of 8 430 Ibs., or 6 328 Ibs., and as this amount is greater than the actual load as above, namely, 5 625 Ibs., the 8" beam would answer the purpose, under the changed conditions as to spacing of tie rods. As this beam might deflect beyond the limit for plastered ceilings, it should be examined in accordance with the rule or formula given for obtaining safe deflections in the explana- tion of the Tables of Safe Loads, and elsewhere herein. Calculating this by the rule given on page 102, the safe load for the allowable limit of deflection is which is greater than the actual amount, 5 625 Ibs., so that the 8" beam is sufficient and proper if the spacing of central tie rods be changed to 3.25 feet, as assumed in the last case. 82 CAMBBIA STEEL. LATERAL STRENGTH OF BEAMS, WITHOUT LATERAL SUPPORT. The Tables of Safe Loads for Cambria I-Beams and Channels and Tables of Spacing of Cambria I-Beams, on pages 106 to 135, are calculated on the assumption that proper provision is made for preventing lateral deflection by means of tie rods or other braces. In order to prevent undue strains in the compression flange, considered as a column, the beams should be supported laterally at distances not exceeding twenty times the flange width, this ratio being determined by the following formula, which gives the safe load for solid columns of soft steel: 18000 ' SOOOb2 in which p = allowable stress in pounds per square inch. 1 = length between lateral supports in inches, b = width of flange in inches. Substituting 16 000 for p in the above formula, which is the allowable unit stress of the safe load tables, it is found that the ratio -r = 19.37, from which it may be seen that the compression flange should be supported laterally at distances not exceeding twenty times the flange width as stated above. Beams which are not thus supported laterally should not be loaded to their full transverse capacity. The allowable fibre stresses and proportions of their full loads which they can safely carry when laterally supported at various distances is given in the following table: CAMBRIA STEEL. 83 REDUCTION IN VALUES OF ALLOWABLE FIBRE STRESS AND SAFE LOADS FOR SHAPES USED AS BEAMS DUE TO LATERAL FLEXURE. Ratio of Span or Distance between Allowable Unit Stress for Direct Proportion of Ratio of Span or Distance between Allowable Unit Stress for Direct Proportion of Lateral Fleiure in Lateral Fleiure in Supports to Flange Width. Extreme Fibre. Tabular Supports to Flange Width. Extreme Fibre. Tabular Safe Load Safe Load 1 b P to be Used. 1 b P to be Used. 19.37 16000 1.0 65 7474 .47 20 15882 .99 70 6835 .43 25 14897 .93 75 6261 .39 30 13846 .87 ' 80 5745 .36 35 12781 .80 85 5281 .33 40 11739 .73 90 4865 .30 45 10746 .67 95 4491 .28 50 9818 .61 100 4154 .26 55 8963 .56 105 3850 .24 60 8182 .51 110 3576 .22 The above table should be used in connection with the Tables of Safe Loads Uniformly Distributed for Cambria I-Beams and Channels, on pages 106 to 123 inclusive, and limits the values found therein under the conditions given above. EXAMPLE. Required the safe load for a 15-inch standard I-Beam weighing 42 pounds per foot for a span of 30 feet without lateral supports: | *- From the data the ratio = - D 50x12 65. 5.5 From the above table the proportion of the safe load which the beam can safely support under these conditions is .47. From the Table of Safe Loads for I-Beams, page 111, the safe load for this beam when properly supported laterally is 20 940 pounds, which multiplied by .47 gives 9 842 pounds as the safe load uniformly distributed under the conditions given, including the weight of the beam, or 8 582 pounds superimposed load. 84 CAMBRIA STEEL. APPROXIMATE WEIGHTS OF VARIOUS ROOF COVERINGS. In Pounds per Square Foot. Copper Sheeting, B. W. G. No. 22 1} Corrugated Iron, B. W. G. Nos. 26 to 16 1-3 Felt, two Layers Felt and Asphalt 2 Felt and Gravel, % inch thick 6 Galvanized Iron, B. W. G. Nos. 26 to 16 1-3 Lath and Plaster Ceiling, Ordinary 6-8 Sheathing, 1 inch thick, Hemlock 2 White Pine or Spruce 2 " Yellow Pine 4 Shingles, 16 inch, laid 51A inch to weather 2 Skylight Glass, A to H inch thick 2^-7 Slates, M to & inch thick, 3 inch double lap 4-7 Slag Roofing, 4-ply, with cement and sand 4 Steel Sheeting (See next page) fi-3 Tiles (See Page 69) 8-20 Tin 5i-l Zinc, B. W. G. No. 20 l APPROXIMATE WEIGHT OF ROOFS INCLUDING FRAMING: Corrugated Sheets. . . . . 8-10 Shingle 6-10 Slate 12-15 Tar and Gravel 10-12 Tin 6-8 Tile 20-30 If roof is plastered underneath, add to values given above 6 Weight of Roof Truss with span of 75 feet or less 5 Snow Load — 25 Ibs. per horizontal square foot of roof for all slopes up to 20°, reduced 1 Ib. for each degree of slope in excess of 20°. No snow load to be considered for slope of 45° or more. WIND PRESSURE ON ROOFS. Based on 20 Lbs. per Sq. Ft. on a Vertical Plane. 1.84 cos a - 1. FORMULA. — Normal Pressure per sq. ft. = P sin a Pitch a) Horizontal Degrees. Minutes. Rise of Roof per Foot. Normal Wind Pressure. Inches. Pounds per Sq. Ft 18 - 25 26 - 33 33 - 41 45-0 53-7 56 - 20 63 - 27 8.4 11.9 14.6 18,1 19.4 19.7 20.0 CAMBRIA STEEL. 85 STEEL SHEETING. Weights given (U. S. Standard) are based on 480 Ibs. per cu. ft. Gauge Number U. S. Std. Thickness Weight — Lbs. per Sq. Ft. Spacing of Supports Plat Corrugated Roof Sides Inch Black Galvanized BhckPainted Galvanized Not Over Ft.— Ins. Not Over Ft.— Ins. 16 28 20 22 24 26 28 .0625 .05 .0375 .03125 .025 .01875 .015625 2.50 2.00 1.50 1.25 1.00 .75 .63 2.66 2.16 1.66 1.41 1.16 .91 .79 2.75 2.20 1.65 1.38 1.11 .84 .69 2.81 2.36 1.82 1.54 1.27 .99 .86 5-9 5-9 4-9 3-9 2-9 7-8 7- 8 6- 8 5- 8 3-10 Standard Flat and Corrugated Sheets furnished in lengths 48, 60, 72, 84, 96, 108 and 120 inches. Standard Flat Sheets in widths 24, 26, 28, 30 and 32 inches. Standard Corrugated Sheets in widths as follows: lor Width of Sheet Flat Width of Sheet Corrugated Width of Corrugation Depth of Corrugation Corrugation in Lap Edges Laid Ins. Ins. Ins. Ins. Up Down Roofing . . Roofing . . Siding . . . 30 28 28 27K 26 26 V % IK 2 1 1 1 2 2 Sheets should preferably be ordered in even ft. lengths to span 2 purlin spaces. End Lap: 6 inches for Roofing, roof pitch 6 inches. 8 inches for Roofing, roof pitch 4 inches. 8 inches for Roofing, roof pitch less than 4 inches, when laid with slater's _ cement. 4 inches for Roofs in snowless climates and for Siding. Ridge Roll: — No. 24 Gauge; 96-inch lengths; 3-inch end lap, standard diam- eter 2K inches; apron 6 inches. Flashing: — No. 24 Gauge; 30-inch lengths; 3-inch end lap. Corner Capping: — 48-inch lengths; 4-inch end lap. FASTENINGS. Straps: — No. 18 U. S. Gauge Steel X-inch wide; 1 strap and 2 rivets- or bolts for each lineal foot of purlin or girts; 1 bundle (400 lin. ft.) straps weighs 50 pounds; 1000 rivets weigh 6 pounds. Clinch Rivets: — Should clinch at least 1 inch; 2 rivets to each lineal foot of purlin or girt. Purlin leg 2 inches; 2^ to 3 inches : 3^ inches; 4 to 4^ inches. Length 4 inches; 5 inches; 6 inches; 7 inches. Number per pound 48 38 33 27 Clips and Bolts:— For fastening sheeting to purlins other than angle purlins when asbestos lining is used under sheeting. No. 16 steel slightly crimped. 2 clips and 2 bolts for each lineal foot of purlin or girt; 500 clips in one box. Hole for bolt jV x 1". Closing Rivets: — &-inch diameter; $4, K, Hand %-inch lengths; 1000 = 6 Ibs. For side laps, 1 rivet for each lineal foot. For fastening flashing, etc., to sheeting, 2 for each lineal foot. Nails: — For fastening sheeting to wooden purlins: lOd. clinch nails for roofing, one for each lineal foot (for both end and sidelaps), 50=1 pound. 8d. clinch nails for siding, one for each lineal foot (for both end and side laps), 70 = 1 pound. For sheeting on wooden sheathing in end laps and in the body of the sheets in rows about 3 or 4 feet apart, same as if purlins or girts occurred at these lines. For fastening flashing, etc., to wood use tinner's nails, 2 per foot. For fastening flashing, etc., to brick wall use 8d. nails, 2 per foot. 86 CAMBRIA STEEL. L 4 PANELS II. 6 PANELS ROOF TRUSSES (PRATT.) n=S-5-H=2cot a P= Panel Load. Heavy lines in diagrams indicate Compression Members. 1—4 Panels. n = Member Length Stress=P X 24 2 cot 24 7 30° 5 AB. BD S sec a -H 4 2.70 2.98 3.00 3.35 3.90 4.04 4.74 KVn> + 4 AC S -^ 4 H n 2.25 2.57 2.60 3.00 3.60 3.75 4.50 CE S -^ 2 Kn 1.50 1.71 1.73 2.00 2.40 2.50 3.00 BC H -*- 2 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CD VS> + 16H^4 KVn» + 16 1.25 1.32 1.32 1.41 1.56 1.60 1.80 II— 6 Panels. Member Length Stress = P X n = 3 24 7 2 cot 30° 4 24 5 5 6 AB, BD S sec a -s- 6 4.51 1.96 5.00 5.59 6.50 6.73 7.91 5/4 V n2 + 4 DF S sec a -5- 6 "S/n2 + 4 3.61 3.97 4.00 4.47 5.20 5.39 6.32 AC S -^ 6 5/4 n 3.75 4.29 4.33 5.00 6.00 6.25 7.50 CE S-H 6 n 3.00 3.43 3.46 4.00 4.80 5.00 6.00 EG . S -f- 3 H n 2.25 2.57 2.60 3.00 3.60 3.75 4.50 BC H ^-3 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DE 2H -=-3 3/2 1.50 1.50 1.50 1.50 1.50 1.50 1.50 CD Vs2 + 16H2-f- 6 % Vn" + 16 1.25 1.32 1.32 1.41 1.56 1.60 1.80 EF VS2 + 36H^6 KVn' + 36 1.68 1.73 1.73 1.80 1.92 1.95 2.12 COEFFICIENTS FOR CALCULATING TRUSS MEMBERS. n a Sec a Sec2 a Sec a tan a Sec a-\/9 sec2 a — 8 3 33°41.4 1.2018 1.4444 .8012 2.6874 24 7 30°15.4' 1.1577 1.3403 .6753 2.3334 2 cot 30° 30° 1.1547 1.3333 .6667 2.3094 1.1180 1.2500 .5590 2.0156 5 26°33.9' 22°37.2' 21°48.1' 1.0770 1.1600 1.0833 1.1736 .4514 1.7342 1.6824 18°26.1' 1.0541 1.1111 .3514 1.4907 CAMBRIA STEEL. 87 in. 8 PANELS J ^ &OOF TRUSSES (PRATT). n=S-4-H=2cot a. P = Panel Load. Heavy lines in dia- grams indicate com- pression members. Ill — 8 Panels. IV. 10 PANELS J__ • _"c ESG , C ESG I 1* 2~~" ' ;<- --§— Member Length Stress =P X n = 3 24 7 2 cot 30° 4 7.83 6.71 5.59 7.00 6.00 5.00 4.00 1.00 1.50 2.00 1.41 1.80 2.24 24 5 9.10 7.80 6.50 8.40 7.20 6.00 4.80 1.00 1.50 2.00 1.56 1.92 2.33 5 9.4: 8.08 6.73 8.75 7.50 6.25 5.00 1.00 1.50 2.00 1.60 1.95 2.36 6 11.07 9.49 7.91 10.50 9.00 7.50 6.00 1.00 1.50 2.00 1.80 2.12 2.50 AB, BD DF FJ AC CE EG GI BC DE FG CD EF GJ Ssec a-J-8 Ssec a-i-8 Ssec a-^-8 S^-8 SH-8 S+8 Sn-4 H-M Hn-2 3H-M 6.31 5.41 1.51 5.25 4.50 3.75 3.00 1.00 1.50 2.00 1.25 1.68 2.14 6.95 5.95 4.96 6.00 5.14 4.29 3.43 1.00 1.50 2.00 1.32 1.73 2.18 7.00 6.00 5.00 6.06 5.20 4.33 3.46 1.00 1.50 2.00 1.32 1.73 2.18 7/4 V n2 + 4 3/2 Vn' + 4 5/4Vn' + 4 7/4 n 3/2 n 5/4 n n 1 3/2 2 VS' + 16H'^8 KVn» + 16 VS« + 36H'-^-8 KVn" + 36 VS' + 64H'-8 KVn' + 64 IV— 10 Panels. Member Length Stress =P X n = 3 24 7 2 cot 30° 9.00 8.00 7.00 6.00 7.79 6.93 6.06 5.20 4.33 1.00 1.50 2.00 2.50 1.32 1.73 2.18 2.65 4 10.06 8.94 7.83 6.71 9.00 8.00 7.00 6.00 5.00 1.00 1.50 2.00 2.50 1.41 1.80 2.24 2.69 24 5 11.70 10.40 9.10 7.80 10.80 9.60 8.40 7.20 6.00 1.00 1.50 2.00 2.50 1.56 1.92 2.33 2.77 5 6 14.23 12.65 11.07 9.49 13.50 12.00 10.50 9.00 7.50 1.00 1.50 2.00 2.50 1.80 2.12 2.50 2.92 AB, BD DF FL LJ AC CE EG GI IK BC DE FG LI CD EF GL IJ Sseca-HlO Ssec a-r-10 Ssec a-HlO Ssec an- 10 S-MO S-i-10 S-MO S-MO S-i-5 H-5-5 2H-5-5 3H-H5 4H-*-5 8.11 7.21 6.31 5.41 6.75 6.00 5.25 4.50 3.75 1.00 1.50 2.00 2.50 .25 .68 2.14 2.61 8.93 7.94 6.95 5.95 7.71 6.86 6.00 5.14 4.29 1.00 1.50 2.00 2.50 1.32 1.73 2.18 2.64 12.12 10.77 9.42 8.08 11.25 10.00 8.75 7.50 6.25 1.00 1.50 2.00 2.50 1.60 1.95 2.36 2.80 9/4 Vn' +4 2 V n' + 4 7/4 Vn' +4 3/2 V n» + 4 9/4 n 2n 7/4 n 3/2 n 5/4 n 1 3/2 2 5/2 \/S2+16 H*-MO XVn» + 16 V~S*+64H'-MO VS'+100H'-MO XVn' +36 XVn' + 64 XVn" + 100 88 CAMBRIA STEEL. ROOF TRUSSES yj_ COMPOUND ^ V. SIMPLE D . (FINK). EX^V BX-^/ H P = Panel Load. " ^\ /G H .s^ \ / Heavy lines in dia- ^( / \ / grams indicate com- A, pression members. Xa V v IJL U s c ->j _ 0 S E - V— Simple. ^ n= Member Length Stress = P X I 24 2 cot 4 24 5 g 7 30 5 AB S sec a -H 4 KVS+4 2.70 2.98 3.00 3.35 3.90 4.04 4.74 BD S sec a -H 4 3n» + 4 2.15 2.47 2.50 2.91 3.52 3.67 4.43 4Vn« + 4 AC S sec1 a -s- 4 K n 2.25 2.57 2.60 3.00 3.60 3.75 4.50 CE S (1 — Ksec2a) X n 1.50 1.71 1.73 2.00 2.40 2.50 3.00 BC n 0 83 0 86 0 87 0 89 0 92 0 93 0 95 CD S sec1 a -5- 4 Kn 0.75 0.86 0.87 1.00 1.20 1.25 1.50 VI— Compound. n = Member Length Stress = P X. 3 24 2 cot 24 5 7 30° 5 AB S sec a -f- 8 6.31 6.95 7.00 f.88 9.10 9.42 11.07 7/4 Vn* + 4 BD S sec a •*• 8 7 n1 + 20 5.76 6.44 6.50 7.38 8.72 9.05 10.75 4Vn2 + 4 DF S sec a •*• 8 7 n' + 12 5.20 5.94 6.00 6.93 8.33 8.68 10.44 4Vn2 + 4 FT • 7n2 + 4 4 65 5 43 5 50 6 48 7 95 8 31 10 12 4Vn2 + 4 AC S sec2 a •*- 8 7/4 n 5.25 6.00 6.06 7.00 8.40 8.75 10.50 CE S sec2 a H- 8 3/2 n 4.50 5.14 5.20 6.00 7.20 7.50 9.00 El S (1 — M secz a) n 3.00 3.43 3.46 4.00 4.80 5.00 6.00 BC FG n 0 «9 0 86 0 87 0 89 0 92 0 93 0 95 Vn' + 4 DE 2n 1 fir 1 73 1 73 1 79 1 85 1 86 1 90 Vn' + 4 CD, DG S sec2 a -s- 8 Xn 0.75 0.86 0.87 1.00 1.20 1.25 1.50 EG S sec2 a -*- 8 y2 n 1.50 1.71 1.73 2.00 2.40 2.50 3.00 GJ S sec2 a -H 8 Kn 2.25 2.57 2.60 3.00 3.60 3.75 4.50 CAMBRIA STEEL 89 VII. SIMPLE JL;*- Ax^zXl/' p * ROOF TRUSSE (FAN). n=S-f-H = 2cot a. P = Panel Load. Heavy lines in dia- grams indicate com- pression members. VII — Simple. VIII. COMPOUND Tsff^f' 5^\~/^ ? U— SG J !<• G SF 2 > Member Length Stress = P X n = 3 24 7 2 cot 30° 4 5.59 4.55 4.70 5.00 3.00 1.08 2.00 24 5 5 6 7.91 6.64 7.27 7.50 4.50 1.34 3.00 AB BD DE AC CF BC.CD CE Ssec a^-6 Ssec a-H6 Ssec a-*-6 Ssec2 a-^4 S(l — ^sec»a) Ssec aV9sec2a— 8 Ssec'a-M I-12 4.51 3.54 3.40 3.75 2.25 0.93 1.50 4.96 3.96 3.95 4.29 2.57 1.00 1.71 5.00 4.00 4.00 4.33 2.60 1.00 1.73 6.50 5.38 5.73 6.00 3.60 1.18 2.40 6.73 5.59 5.99 6.25 3.75 1.21 2.50 5/4 Vn2 + 4 13 (n2 + 36) 12 Vn2 + 4 5n» + 4 4Vn» + 4 5/4 n Kn nVn2+36n- *A n [6 Vn^+4 VIII — Compound. Member Length Stress = P X n = 3 24 7 2 cot 30° 4 24 5 5 6 17.39 16.13 16.76 16.44 15.18 15.81 16.50 13.50 9.00 1.34 2.85 3.00 4.50 7.50 AB BD DE EL LI U AC CF FK BC,CD\ GL, Gl] EF CE, EG FG GJ Ssec a-M2 Ssec an- 12 Ssec an- 12 Sseca-M2 Ssec an- 12 Ssec a-^12 S sec2 an- 8 Ssec' a-^8 S(l — Ksec2a) 9.92 8.95 8.81 8.25 7.28 7.14 8.25 6.75 4.50 0.93 2.50 .50 2.25 3.75 10.92 9.92 9.91 9.40 8.41 8.40 9.43 7.71 5.14 1.00 2.59 1.71 2.57 4.29 11.00 10.00 10.00 9.50 8.50 8.50 9.53 7.79 5.20 1.00 260 1.73 2.60 4.33 12.30 11.26 11.40 10.96 9.91 10.06 11.00 9.00 6.00 1.08 2.68 2.00 3.00 5.00 14.30 13.18 13.53 13.15 12.02 12.38 13.20 10.80 7.20 1.18 2.77 2.40 3.60 6.00 14.81 13.66 14.07 13.70 12.55 12.95 13.75 11.25 7.50 1.21 2.79 2.50 3.75 6.25 ll/4Vn« + 4 31 n2 + 108 12 Vn2 + 4 11 n' + 28 4Vn2 + 4 11 n1 + 20 4Vn2 + 4 31 n2 + 36 12 Vn2 + 4 11 n1 + 4 4Vn» + 4 ll/4n 9/4 n 3/2 n SsecaVQsec2 a-8 [-24 S sec a tan a-j-4 Ssec2a-n8 Ssec2an-8 Ssec'a-H8 nVn' + 36-^- [6V n2 + 4 3n Vn2 + 4 Kn Kn 5/4 n 90 CAMBRIA STEEL. CAMBRIA STANDARD BUCKLE PLATES. JEL - L - JpU- L Jfi* Jel- -*\ No. SIZE OF BUCKLES. RISE OF BUCKLE (H). PLATE THICKNESS. NUMBER OF BUCKLES PER PLATE. WIDTH OF FLANGES AND FILLETS. Side (L). Side (¥). Ft. Ins. Ft. Ins. Ins. Ins. 1 2 2-8 2-8 2-8 3-8 2 2 K. A or y& 1 to 10 1 10 END FLANGES (E) Preferably made alike, from 2 to 18 ins. wide. If 3 3-8 2-8 2 1 8 wider than 18 ins., use an- 4 3-1 3-2 3 1 9 gles riveted across the 5 6 7 8 9 10 3-2 3-1 3-9 4-0 4-6 3-11 3-1 3-9 3-1 4-0 3-11 4-6 3 3 3 3 V/2 y/2 1 9 1 9 1 8 1 7 1 6 1 7 plates for stiffeners. SIDE FLANGES (S) Preferably made alike, from 2 to 6 ins. wide. Best not to exceed 4 ins. 11 3-6 5-6 3X 1 2 FILLETS (F) 12 5-6 3-6 3^ 1 2 From 2 to 6 ins. wide. Best not to exceed 4 ins. ROLLED STEEL SAFETY FLOOR PLATES. WIDTH (W). THICKNESS (T). MAXIMUM LENGTH. Inches. Inches. Feet. 18 to 25 25 " 36 * to* 50 50 CAMBKIA STEEL. FIREPROOFING— REINFORCED CONCRETE. The actual fire tests of reinforced concrete have been limited, but experience, together with the results of tests so far made, indicates that concrete may be safely used for fireproofing pur- poses. It is in itself incombustible and proof against ordinary fire when composed of the best materials properly mixed, applied and anchored in place. For a fireproof filling or deadening layer in floors, these same materials without reinforcement may be used or clean hard burned cinders may be substituted for this pur- pose. The low rate of heat conductivity is one reason of its value for fireproofing and the concrete actually affected by fire, remains in position and affords protection to the concrete be- neath it. The thickness of protective coating required, depends upon the probable duration of a fire, which is likely to occur in the structure. However, for ordinary conditions, it is recom- mended, as a general rule, that the metal in girders and col- umns be protected by a minimum of 2 inches, beams 1| inches, and floor slabs, the different minimum values, as indicated in the accompanying table. A properly designed combination of protected steel framework with reinforced concrete floor slabs, if well executed is particu- larly safe and effective in fireproof building construction, and the use of concrete and steel in the floor slab is especially advan- tageous, affording both strength and rigidity. In reinforced concrete design, the following assumptions are recommended and considered by almost all authorities, and are, therefore, used as the basis for the formulae and tables of pages 92 and 93, but it must be noted that all these ideal conditions cannot be had in practice and if possible allowance should be made accordingly. (1) Calculations should be made with reference to working stresses and safe loads, rather than to ultimate strengths and ultimate loads. (2) A section, plane before bending remains plane after bending. (3) The modulus of concrete in compression within the usual limits of working stresses is constant. The distribution of com- pressive forces in slabs is therefore rectilinear. (4) The tensile stresses in the concrete shall be neglected in calculating the reinforced slab resistance. (5) Perfect adhesion between concrete and reinforcement is assumed. (6) Initial stresses in the reinforcement due to contraction or expansion in the concrete may be neglected. These above assumptions, while not entirely borne out by experimental data, are recommended and used by various authorities on this subject in the interest of simplicity and uniformity. 92 CAMBRIA STEEL. REINFORCED CONCRETE FLOOR SLABS. Axis NOTATION. w= Total weight in Ibs. per sq. ft. including slab weight. L = Span in feet c. to c. of beam supports. M = Bending Moment for 12" width of slab (inch pounds). EC = Modulus of Elasticity for concrete. Es= " " " " steel. r = Ratio. Es -r EC. C = Extreme fibre stress of concrete in compression. S = " steel in tension. K = Constant for a given steel and concrete. d = Effective depth of slab in inches. p = Ratio of steel area to effective slab area. x = Distance, Top of slab to Neutral Axis •*- d. j = " between centers of stress -j- d. V = Maximum Shear, 12" width of slab. v = Unit shear. u = Unit bond stress. So = Sum of perimeters of bars (hi 12" width of slab). FORMULAE. M = 1.5 wL2 — for slabs freely supported. = 1.2 wL2 — " " continuous over supports. P 2S(Cr + S) Sp /2Cr + 3S\ = ~~ M Steel Area (12" width of slab) = 12 dp 12 K y v = 12 .d (not to exceed GO Ibs. for stone or 25 Ibs. for cinder concrete). u = . . - (not to exceed 60 Ibs. for stone or 30 Ibs. for cinder concrete). For Square and Round Bars, refer to pages 451-457. NOTE. — Best practice indicates that Spans of Floor Slabs should not ex- ceed seven feet between steel beams or steel girders. Generally speaking, the span should in no case exceed 10 feet for ordinary work. CAMBKIA STEEL. 93 REINFORCED CONCRETE FLOOR SLABS. Values deduced from formulae, page 92, using unit stresses based on modern safe practice. Concrete. .Weight per cu. ft. Founds. c s Ea^E0 P K i j Stone. 1:2:4. 150 500 16000 15 .0050 71.5 .320 .893 Cinder. 1:2:4. 110 185 16000 30 .0015 21.8 .258 .914 THICKNESS OF CONCEETE BELOW STEEL. Depth of Slab "d" (inches). 2* to 4 to 9 to 12 13 to 18 19 to 20 Above 20 Thickness of Concrete below Lower Surface of Steel Rods (inches). 1 1 '* H If 2 SPACING OF REINFORCING BARS. The lateral spacing of parallel bars should not be less than two and one-half diameters, center to center, nor greater than 2^ X thickness of slab; nor should the distance from edge of slab to center of nearest bar be less than one and one-half diameters. The clear spacing between two layers of bars should not be less than one-half inch. Cross reinforcement of steel rods of small diameter (W) laid parallel to the principal beams upon which the slab rests, should be used to prevent shrinkage and temperature cracks and to give added strength. They should be spaced about two feet, center to center. DISTRIBUTION OF LOAD FOR SLABS OF FOUR SIDES SUPPORT. Where length of slab exceeds 1.5 width, the entire load should be carried by transverse reinforcement. Slabs of smaller ratio of dimension may well be reinforced in both directions. Distribution of the load may be determined by use of the formula in which r = proportion of load carried by transverse reinforcement, 1 = length and b = breadth of slab. Using values thus determined, each set of reinforcement is to be calculated as in slabs having two supports only. NOTE. — In all cases of two-way reinforcement, intersections of rods should be securely tied with heavy wire. 94 CAMBRIA STEEL. LIMITING SPANS AND MAXIMUM LOADS OF I-BEAMS AND CHANNELS DUE TO CRIPPLING OF THE WEB. I-Beams and Channels, when used as beams for very short spans in which the ratio of length of span to depth of beam is small, should be examined for safe strength of the web considered as a column, subjected to crippling due to the shearing strains. The Tables of Safe Loads of Beams and Channels are computed with regard to the safe unit stresses due to flexure, and, with one or two exceptions, as indicated by dotted lines and accompanying foot-notes, the lengths of spans tabulated are -such that the limita- tion due to web crippling does not appear. The shearing stresses acting in the web of a beam may be considered to consist of two stresses of equal intensity acting at right angles to each other, and at angles of 45 degrees with the neutral axis. The intensity of each of these stresses is equal to the intensity of the vertical shear, which is a maximum at the points of support for uniform loading, and uniform throughout from the point of loading to the supports for a superimposed concentrated load at the center. The vertical shears for different systems of loading may be ob- tained by the use of moments in the usual way, and these are given for various cases on pages 162 to 165 inclusive. The shearing stresses which act at angles of 45 degrees with the neutral axis are equivalent to compressive and tensile forces, and the former will tend to buckle the web, which should there- fore be figured as composed of a series of columns of a length equal to its diagonal depth. CAMBRIA STEEL. 95 If c is the vertical depth of the web in the clear between the fillets which connect it with the flanges, the square of the length of the column to be considered will be 2c2. Substituting this value for I2 in the formula for long columns 12000 1 3000 t2 we have 12000 T 1500 12 in which p = intensity of vertical shear, in pounds per square inch = Total shear in pounds dt. c = depth of web in clear between fillets in inches, t = thickness of web in inches. d = depth of beam in inches. This formula is also applicable for computing the safe shearing stress in the webs of plate girders, in which case the length, 1, is the vertical distance between centers of upper and lower rows of rivet holes connecting the webs and flanges. The webs of plate girders should be reinforced by stiffening angles at points of support and concentrated loading, and in cases where the intensity of shear exceeds that given by the above formula the web should be provided with stiffeners. The following tables have been prepared based upon the above formula for safe unit shearing stress in the webs of beams and channels. 96 CAMBBIA STEEL. MAXIMUM SAFE LOADS FOR I-BEAMS OF ANY LENGTH AND CORRESPONDING MINIMUM SAFE SPANS BASED UPON CRIPPLING OF THE WEB. For loads in pounds uniformly distributed including weight of beam. Depth Weight Maximum Mini- Depth Weight Maiimum Mini- Section Num- of Beam. £ Safe Load. mum Span. Section Num- Belm. £ Safe Load. mum Span. ber. Inches. Pounds. Pounds. Feet. ber. Inches. Pounds. Pounds. Feet. B 5 3 5.5 10900 1.7 B 53 15 42 86530 7.3 6.5 17790 1.1 45 106100 6.2 7.5 25230 .9 50 146260 4.8 B 9 4 7.5 8.5 15330 22670 2.1 1.6 55 60 186740 222970 4.0 3.6 9.5 30820 1.2 B109 15 60 •160940 5.5 10.5 37820 1.1 65 201330 4.6 B 13 5 9.75 12.25 14.75 20050 39730 57400 2.6 1.5 1.2 70 75 80 237380 276990 316160 4.1 3.7 3.4 B 17 6 12.25 14.75 17.25 25130 44320 62890 3.1 2.0 1.6 B113 15 80 85 90 95 247900 287290 322350 361780 4.6 4.2 3.9 3.6 B 21 7 15 30510 3.7 100 399220 3.4 17.5 20 49320 69540 2.5 1.9 B 65 18 55 60 109040 155580 8.8 6.6 B 25 8 18 36310 4.2 65 194040 5.5 20.25 53560 3.1 70 232870 4.9 22.75 72760 2.4 25.25 91590 2.1 B 73 20 65 129150 9.6 B 29 9 21 42450 4.8 70 75 169980 206910 7.3 6.7 25 71530 3.1 30 109620 2.3 B121 20 80 182710 8.7 35 146670 1.9 85 214600 7.7 B 33 10 25 30 35 48960 86630 126460 5.4 3.4 2.6 90 95 100 257610 295400 333150 6.6 6.0 5.5 40 165320 2.2 B 89 24 80 127540 14.7 B 41 12 31.5 62890 6.2 85 166820 11.8 35 91730 4.5 90 202450 10.1 40 130540 3.5 95 239330 8.8 100 277070 7.9 B105 12 40 99380 4.9 45 138110 3.8 B127 24 105 203800 12.3 50 176250 3.2 110 243290 10.6 55 213760 2.8 115 281900 9.4 CAMBBIA STEEL. 97 MAXIMUM SAFE LOADS FOR STANDARD CHAN- NELS OF ANY LENGTH AND CORRESPOND- ING MINIMUM SAFE SPANS BASED UPON CRIPPLING OF THE WEB. For loads in pounds uniformly distributed including weight of channel. Depth Weight Maximum Mini- Depth Weight Maximum Mini- Section of per Safe mum Section of per Safe mum Num- Channel Foot. Load. Span. Num- Channel Foot Load. Span. ber. ber. Inches. Pounds. Pounds. Feet Inches Pounds. Pounds. Feet C 5 3 4 10970 1.1 C25 8 18.75 83150 1.5 5 17830 o:s 21.25 101800 1.3 6 25260 .6 C29 9 13.25 28120 4.0 C 9 4 5.25 14300 1.4 15 42250 2.9 6.25 21660 1.1 20 80980 1.8 7,25 29830 .9 25 118810 1,4 C13 5 6.5 17390 1.6 C33 ,10 15 30570 4.7 9 35900 1.1 20 67420 2.6 11.5 54920 .9 25 107670 1.9 30 147010 1.6 C17 6 8 20280 2.3 35 182940 1.4 10.5 39580 .4 13 58300 .1 041 12 20.5 41390 5.5 15.5 76540 .0 25 75440 3.5 30 114230 2.6 C21 7 9.75 22950 2.8 35 156000 2.1 12.25 43660 .7 40 193920 1.9 14.75 62200 .4 17.25 82110 .2 C53 15 33 83430 5.4 19.75 99880 .1 35 95070 4.9 40 130940 4.3 C25 8 11.25 25560 3.4 45 171400 3.2 13.75 44800 2.2 50 211750 2.8 16.25 64140 1,7 , 55 251710 2.5 98 CAMBRIA STEEL. COEFFICIENTS FOR DEFLECTION IN INCHES FOR CAMBRIA SHAPES, USED AS BEAMS SUBJECTED TO SAFE LOADS UNIFORMLY DISTRIBUTED. Distance between Supports in Feet Coefficient for Fibre Stress of 16 000 Ibs. per Square Inch. Coefficient for Fibre Stress of 12500 Ibs. per Square Incn. Distance between Supports in Feet. Coefficient for Fibre Stress of 16 000 Ibs. per Square Incn. Coefficient for Fibre Stress of 12500 Ibs. per Square Inch. L H H' L H H' 4 .265 .207 23 8.756 6.841 5 .414 .323 24 9.534 7.448 6 .596 .466 25 10.345 8.082 7 .811 .634 26 11.189 8.741 8 1.059 .828 27 12.066 9.427 9 1.341 1.047 28 12.977 10.138 10 1.655 1.293 29 13.920 10.875 11 2.003 1.565 30 14.897 11.638 12 2.383 1.862 31 15.906 12.427 13 2.797 2.185 32 16.949 13.241 14 3.244 2.534 33 18.025 14.082 15 3.724 2.909 34 19.134 14.948 16 4.237 3.310 35 20.276 15.841 17 4.783 3.737 36 21.451 16.759 18 5.363 4.190 37 22.659 17.703 19 5.975 4.668 38 23.901 18.672 20 6.621 5.172 39 25.175 19.668 21 7.299 5.703 40 26.483 20.690 22 8.C11 6.259 The above coefficients are for use in obtaining the deflection of steel shapes subjected to transverse strain, under their uniformly distributed safe loads for extreme fibre stresses of 16 000 pounds and 12 500 pounds per square inch; the modulus of elasticity being 29 000 000. To find the deflection of any shape that is symmetrical about its neutral axis under the above conditions of loading when used as a beam, such as I-Beams, Channels, etc., divide the coefficient in the table corresponding to the given span and fibre stress, by the depth of the beam in inches. The result will be the deflection in inches. To find the deflection of any shape that is unsymmetrical about its neutral axis when used as a beam, under the above conditions of load- ing, such as Angles, etc., divide the coefficient in the table correspond- ing to the given span and fibre stress by twice the distance of the most remote fibre from the neutral axis, expressed in inches. If, in construction, the beam is placed in position in the usual manner upon its end supports without special scaffolding or falsework between them, it will deflect somewhat by reason of its own weight, and upon the addition of external loading a further deflection will occur. The deflections obtained as above described are the total deflections due to the weight of the beam itself and the superimposed safe load uniformly distributed. CAMBRIA STEEL. Thus, to find, from the preceding table, the deflection in inches for Cambria shapes used as Beams under their safe loads uniformly dis- tributed including the weight of the beam : Let D = deflection in inches. L = length between supports in feet. H = coefficient for deflection from table for fibre stress of 16 000 pounds per square inch. H' = coefficient for deflection from table for fibre stress of 12 500 pounds per square inch. d = depth of beam in inches for symmetrical sections. xx = distances in inches from neutral axis to most remote fibre for unsymmetrical sections. FOR SYMMETRICAL SECTIONS. TT For fibre stress of 16 000 pounds per square inch D = — TT I For fibre stress of 12 500 pounds per square inch D = — d FOR UNSYMMETRICAL SECTIONS. TT For fibre stress of 16000 pounds per square inch D = — 2xj TT/ For fibre stress of 12 500 pounds per square inch D = — 2xj EXAMPLES. Case I. — To find the deflection of a 9" I-Beam weighing 30 pounds per foot, for a span of 15 feet and a maximum fibre stress of 16 000 pounds per square inch, under its safe load uniformly distributed. From the above table the deflection coefficient for this case is found to be 3.724 which divided by 9, the depth of the beam in inches, gives .414, which is the required deflection in inches. The safe load for this beam under the conditions named is 16 100 pounds including the weight of the beam itself as stated in the Tables of Safe Loads for Cambria I-Beams on page 109. Case II. — To find the deflection of a 6" X 4" X 5" angle, sup- ported at the ends on its short leg as a horizontal base, for a span of 9 feet and a maximum fibre stress of 16 000 pounds per square inch under its safe load uniformly distributed including its own weight. From the table of " Properties of Angles " on page 207 the distance x' from the neutral axis to the back of the shorter leg is found to be 1.99 inches, which subtracted from the length of long leg, 6 inches, gives 4.01 as the distance xx from the neutral axis to the most remote fibre. From the above table the deflection coefficient for this case is found to be 1.341, which divided by 8.02, twice x1? gives .167, which is the required deflection in inches. NOTE. — For deflections of Beams and Channels due to any central or uniform load see coefficients of deflection N and N' in the Tables of Properties relating to these sections and the accompanying explanations. For deflections of any symmetrical beams due to various systems of loading, see general formulae and diagrams on pages 160 to 165 inclusive. 100 CAMBBIA STEEL. TABLES OF SAFE LOADS FOR CAMBRIA SEC- TIONS USED AS BEAMS, AND SPACING FOR CAMBRIA I-BEAMS. Pagesl06 to 159 inclusive. TABLES OF SAFE LOADS AND SPACINGS. The Tables of Safe Loads for Cambria I-Beams, Channels, and Angles, give the safe loads in pounds uniformly distributed for all usual spans based upon extreme fibre stresses of 16 000 pounds per square inch. These loads include the weight of the steel shape itself, which should be deducted in order to obtain the external load that it will safely carry. In case the shape is used to support a floor, the weight of the steel, together with that of the other portions of the floor construction, must be deducted in order to obtain the net live load which can be safely sustained. Weights of hollow tile floor arches and fireproofing material are given on page 69. to which should be added the weight of plastering, filling on top of arches and the weight of the material forming the surface of the floor, in order to obtain the dead load of materials in figuring fireproof floors, in addition to the weight of the steel. A table of superimposed loads per square foot, exclusive of the weights of materials, in accordance with the usual practice for different classes of buildings, is given on p. 52. The Tables of Safe Loads for Cambria sections used as beams and the Tables for Spacing of Cambria I-Beams are calculated on the assumption that proper provision has been made for prevent- ing lateral deflection by means of tie-rods or other braces spaced at suitable distances apart; which for beams and channels should not exceed twenty times the flange width. In cases where inter- mediate lateral support is not provided, the safe loads shown in the tables must be reduced, and for beams and channels the CAMBRIA STEEL. 101 amount of this reduction can de determined by reference to the explanations and tables therefor on pages 82 and 83. The thrust of floor arches, which is considerable, particularly in the case of long spans or distances between tie-rods, should be taken into account where it tends to produce lateral flexure of the floor beams. Explanations of this and a formula for reducing the unit stresses from vertical loading, on account of the additional stresses caused by horizontal forces, are given on pages 78 to 81 inclusive. In some instances the allowable deflection will govern the design rather than the transverse strength, as in the case of beams carrying plastered ceilings, in which the deflection should be limited to ^ inch per foot of span, or ¥^ of the distance between supports in order to avoid cracking the plaster. This limit of deflection is indicated in the tables by full hori- zontal lines, the figures below which correspond to loads or spacings for the given spans that will produce greater deflections than the allowable limit for plastered ceilings. The deflection limits of the Tables of Safe Loads have been calculated for the total loads, including the weight of the section used as a beam. The superimposed live load will not produce all of this deflection, and therefore the deflection limit of the tables includes an element of safety for the reason that the beams will be deflected, after being put in place, by their own weight and that of the floor materials before the plastering is applied. In cases where the deflection limits the use of the beam for the safe loads corresponding to the fibre stresses of the tables, the beam may be used with a less load such as to produce only the allowable deflection. The lesser load corresponding to the limit of deflection may be obtained for any span from the Table of Safe Loads as follows: w W = 102 CAMBRIA STEEL. in which W = safe load in pounds for the limit of deflection for plastered ceilings = 7^ of the span. Ws = safe load of tables next above the line giving the limit of deflection. L = length of span in feet corresponding to Ws from the table Li = length of span for the case under consideration. This may also be expressed by the following — RULE. Multiply the safe load next above the heavy line of the tables by the square of the corresponding span in feet and divide the product by the square of the required span. The result will be the required load corresponding to the limit of allowable deflection for plastered ceilings. A Table of Deflections for Cambria shapes used as beams, sub- jected to their safe loads uniformly distributed, and accompanying explanations with examples, are given on pages 98 and 99. TABLES OF SAFE LOADS FOB I-BEAMS AND CHANNELS. Tables of Safe Loads for all sizes and weights of Cambria I-Beams and channels for the usual spans, expressed in feet, are given on pages 106 to 123 inclusive. TABLES FOB SPACING OF CAMBRIA I-BEAMS. Tables for Spacing of Cambria I-Beams for a total load of 100 pounds per square foot including the weight of the beam, corre- sponding to spans from 4 to 48 feet, are given on pages 124 to 135 inclusive. For any given size of beam the spacing or distances from centers to centers for different intensities of loading varies inversely as the load, so that the spacing for any intensity of loading may be found from the tabular spacing by proportion as stated in the notes at the foot of the tables. CAMBRIA STEEL. 103 TABLES OF SAFE LOADS FOR ANGLES. Tables of uniformly distributed safe loads for the usual sizes of angles, are given on pages 138 to 159. In these tables the safe loads for equal leg angles are given on the assumption that one of the legs of the angle is horizontal and the other leg vertical. In the case of angles with unequal legs the safe loads are given for both positions, that is, with the long leg vertical and with the short leg vertical. EXAMPLES OF APPLICATION OF TABLES OF SAFE LOADS AND TABLES OF SPACING. EXAMPLE I. What is the proper size of beam with a clear span ot 24 feet to carry a superimposed load of 30 000 pounds uniformly distributed, the deflection to be such as not to crack a plastered ceiling? From the Tables of Safe Loads for Cambria I-Beams,page 111, it is found that a 15-inch standard beam of this length, weighing 60 pounds per foot, will carry a gross load of 31 910 pounds, and the weight of the beam itself is 60 X 24 = 1440 pounds. Thus the net load may be 30 470 pounds, so that this is the proper size for the conditions named, as its deflection is within the allowable limit, which is shown to be at a span of 30 feet as indicated by the horizontal line on the table. Similarly it may be found from page 112, that a 15-inch special beam, of 60 pounds per foot, will more than suffice, but as this section is not regularly kept in stock the standard 15-inch 60- pound beam should be ordered if prompt delivery is wanted. It may also be found from page 114, that an 18-inch 55-pound beam will amply suffice, and as this is both stiffer and lighter than the 15-inch 60-pound beams, it could be used with economy if otherwise suitable for the location. EXAMPLE II. What is the safe load for an 8-inch standard I-Beam weighing 18.0 pounds per foot for a span of 20 feet, the deflection to be such as not to crack a plastered ceiling? CAMBBIA STEEL. From the Tables of Safe Loads, page 108, it is found that the safe load for the beam in question is 7 580 pounds, but this value is below the line which indicates the span corresponding to the allowable limit of deflection. Substituting the proper values in the formula for obtaining the reduced load corresponding to the allowable deflection, as given on page 101, we have which is the safe load required. EXAMPLE III. Required the best arrangement of beams for the floor system of a building 40 feet wide x 88 feet deep to safely support a live load of 100 pounds per square foot, using 10-inch tile arches resting on 12-inch I-Beams. The weight of the floor materials will be about 50 pounds per square foot, allowing 39 pounds for the arch and 11 pounds for the other materials, or a total load of 150 pounds per square foot to be carried by the beams. From the Table of Spacing for I-Beams for a uniform load of 100 pounds per square foot, page 128, it is seen that 12" standard I-Beams weighing 31| pounds per foot and spaced 9.6 feet apart from center to center can be used with a span of 20 feet, and for a load of 150 pounds per square foot the spacing will be 9.6 X 100 A , , 4 -160- =6'4feet- This will require one row of interior columns lengthwise of building. To support the beams at the center of the building will require a line of girder beams resting on the columns. Assume the columns 22 feet apart, thus dividing the building into 8 bays, four on each side of the center. The load on each girder will be ^ X 22 X 150 = 66 000 pounds. CAMBRIA STEEL. 105 From the Table of Safe Loads, page 111, it is found that this will require two 15-inch standard I-Beams, each weighing 60 pounds per foot. On account of the advisability of spacing the floor beams equally, the arrangement outlined above would reduce their distances to 22 -7- = 5.5 feet center to center, so that 10-inch I-Beams, weighing 40 pounds per foot, might be used for the body of the floor, as may be determined by referring to the Table of Spacings of Cambria I-Beams, page 127, and calculating as before, with the result that the allowable spacing for these conditions is found to be 5.7 feet. The 10-inch 40-pound beam under these conditions, will, how- ever, deflect almost to the allowable limit for plastered ceilings, besides, they are heavier than the 12-inch 31.5-pound beams first considered, so that the latter will be the stiffer and more economical. Although the load on the girder is not uniformly distributed, but concentrated at three points between the supports, the bend- ing moment in this case will be the same as if the load were figured to be distributed uniformly, and for similar cases with different spacings the moments would be very nearly identical. TABLES OF MAXIMUM BENDING MOMENTS. The Tables of Maximum Bending Moments for beams and channels given on pages 136 and 137 are useful in determining the proper section required to support one or more irregularly located concentrated loads or various arrangements of loads to which the tables of safe loads uniformly distributed will not apply. The method used consists in computing the maximum bending moment in foot pounds resulting from the specified loading, the proper section corresponding to a fibre stress of 16 000 or 12 500 Ibs. per square inch, being taken directly from the tables without further computation. 106 CAMBKIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. Distance between snpports in feet STANDARD I-BEAMS. 3 Inch No. B 5. 4 Inch No. B 9. 5.5 6.5 7.5 7.5 8.5 9.5 10.5 Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. 4 5 4410 3530 4780 3830 5180 4140 7950 6360 8470 6780 9000 7200 9520 7610 6 7 8 9 10 2940 3190 3450 5300 4540 3980 5650 4840 4240 6000 5140 4500 6350 5440 4760 2520 2210 1960 1770 2730 2390 2130 1910 2960 2590 2300 2070 3530 3180 3770 3390 4000 3600 4230 3810 11 12 13 14 15 1600 1470 1360 1260 1180 1740 1590 1470 1370 1280 1880 1730 1590 1480 1380 2890 2650 2450 2270 2120 3080 2820 2610 2420 2260 3270 3000 2770 2570 2400 3460 3170 2930 2720 2540 16 17 18 19 20 1100 1040 980 930 880 1200 1130 1060 1010 960 1290 1220 1150 1090 1040 1990 1870 1770 1670 1590 2120 1990 1880 1780 1690 2250 2120 2000 1890 1800 2380 2240 2120 2000 1900 21 840 910 990 1510 1610 1710 1810 -For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = ^ span. i CAMBRIA STEEL. 107 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. STANDARD I-BEAMS. Distance between 5 Inch No. B 13. 6 Inch No. B 17. supports in feet. 9.75 12.25 14.75 12.25 14.75 17.25 Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. 4 12900 14520 16160 19370 21320 23280 5 10320 11620 12930 •15490 •17050 18620 6 8600 9680 10770 12910 14210 •15520 7 7370 8300 9230 11070 12180 13300 8 6450 7260 8080 9680 10660 11640 9 5730 6460 7180 8610 9470 10350 10 5160 5810 6460 7750 8530 9310 11 4690 5280 5880 7040 7750 8460 12 4300 4840 5390 6460 7110 7760 13 3970 4470 4970 5960 6560 7160 14 3680 4150 4620 5530 6090 6650 15 3440 3870 4310 5160 5680 6210 16 3220 3630 4040 4840 5330 5820 17 3030 3420 3800 4560 5020 5480 18 2870 3230 3590 4300 4740 5170 19 2720 3060 3400 4080 4490 4900 20 2580 2900 3230 3870 4260 4660 21 2460 2770 3080 3690 4060 4430 22 2340 2640 2940 3520 3880 4230 23 2240 2530 2810 3370 3710 4050 24 2150 2420 2690 3230 3550 3880 25 2060 2320 2590 3100 3410 3720 26 1980 2230 2490 2980 3280 3580 27 1910 2150 2390 2870 3160 3450 28 .... .... 2770 3050 3330 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = 3^ span. Above single dot, safe loads are too great for standard con- nections. 108 CAMBBIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. Distance between supports in feet STANDARD I-BEAMS. 7 Inch No. B 21. 8 Inch No. B 25. 15 Ibs. 17.5 Ibs. 20 Ibs. 18.00 Ibs. 20.25 Ibs. 4 22.75 Ibs. 25.25 Ibs. 4 5 27600 22080 29850 23880 32140 25710 30330 32100 34190 36290 6 7 8 9 10 18400 •15770 13800 12270 11040 19900 •17060 14930 13270 11940 21430 18370 •16070 14280 12860 25280 21670 18960 16850 15170 26750 22930 20060 17830 16050 28500 24420 21370 19000 17100 •30240 25920 22680 20160 18140 11 12 13 14 15 10040 9200 8490 7890 10860 9950 • 9190 8530 11690 10710 9890 9180 13790 12640 11670 10830 10110 14590 13380 12350 11470 10700 15540 14250 13150 12210 11400 16490 15120 13960 12960 12100 7360 7960 8570 16 17 18 19 20 6900 6490 6130 5810 5520 7460 7020 6630 6280 5970 8030 7560 7140 6770 6430 9480 10030 10690 11340 8920 8430 7980 7580 9440 8920 8450 8030 10060 9500 9000 8550 10670 10080 9550 9070 21 22 23 24 25 5260 5020 4800 4600 4420 5690 5430 5190 4980 4780 6120 5840 5590 5360 5140 7220 6890 6590 6320 6070 7640 7300 6980 6690 6420 8140 7770 7430 7120 6840 8640 8250 7890 7560 7260 26 - 27 28 29 4250 4090 3940 3810 4590 4420 4260 4120 4940 4760 4590 4430 5830 5620 5420 5230 6170 5940 5730 5530 6580 6330 6110 5900 6980 6720 6480 6260 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = ^)0 span. Above single dot, safe loads are too great for standard con- nections. CAMBHIA STEEL. 109 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. Distance between supports in feet. STANDARD I-BEAMS. 9 Inch No. B 29. 10 Inch No. B 33. 21 Ibs. 25 Ibs. 30 Ibs. 35 Ibs. 25 Ibs. 30 Ibs. 35 Ibs. 40 Ibs. 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 25160 22370 20130 18300 16770 15480 14380 13420 12580 11840 11180 27240 24210 21790 19810 18160 16760 15570 14530 13620 12820 12110 30180 26830 24150 21950 20120 18570 17250 16100 15090 14200 13410 33120 29440 26500 24090 22080 20380 18930 17670 16560 15590 14720 26050 23680 21710 20040 18610 17360 16280 15320 14470 13710 13020 28620 26020 23850 22020 20450 19080 17890 16840 15900 15070 14310 31240 28400 26030 24030 22310 20830 19520 18380 17350 16440 15620 33850 30780 28210 26040 24180 22570 21160 19910 18810 17820 16930 10590 10064 9590 9150 8750 8390 8050 7740 7460 7190 6940 6710 6490 11470 10900 10380 9910 9480 9080 8720 8380 8070 7780 7510 7260 7030 12710 12070 11500 10980 10500 10060 9660 9290 8940 8620 8330 8050 7790 13950 13250 ' 12620 12050 11520 11040 10600 10190 9810 9460 9140 8830 8550 12400 11840 11320 10850 10420 10020 9650 9300 8980 8680 8400 8140 7890 13630 13010 12450 11930 11450 11010 10600 10220 9870 9540 9230 8950 8670 14880 14200 13580 13020 12500 12020 11570 11160 10770 10410 10080 9760 9470 16120 15390 14720 14110 13540 13020 12540 12090 11670 11280 10920 10580 10260 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = jfa span. 110 CAMBBIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. STANDARD SPECIAL Distance I-BEAMS. I-BEAMS. between supports 12 Inch No. B 41. 12 Inch No. B 105. in feet. 31.5 35 40 40 45 50 55 Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. 10 38370 40580 43720 47810 50790 53930 57070 11 34880 36890 39740 43470 46180 •49030 •51880 12 31970 33820 36430 39840 42330 44940 47560 13 29510 31220 33630 36780 39070 41480 43900 14 27400 28990 31230 34150 36280 38520 40760 15 25580 27050 29140 31880 33860 35950 38040 16 23980 25360 27320 29880 31750 33710 35670 17 22570 23870 25720 28130 29880 31720 33570 18 21310 22540 24290 26560 28220 29960 31700 19 20190 21360 23010 25160 26730 28380 30040 20 19180 20290 21860 23910 25400 26960 28530 21 18270 19320 20820 22770 24190 25680 27170 22 17440 18450 19870 21730 23090 24510 25940 23 16680 17640 19010 20790 22080 23450 24810 24 15990 16910 18220 19920 21160 22470 23780 25 15350 16230 17490 19130 20320 21570 22830 26 14760 15610 16810 18390 19540 20740 21950 27 14210 15030 16190 17710 18810 19970 21140 28 13700 14490 15610 17080 18140 19260 20380 29 13230 13990 15070 16490 17510 18600 19680 30 12790 13530 14570 15940 16930 17980 19020 31 12380 13090 14100 15420 16380 17400 18410 32 11990 12680 13660 14940 15870 16850 17830 33 11630 12300 13250 14490 15390 16340 17290 34 11280 11940 12860 14060 14940 15860 16780 35 10960 11590 12490 13660 14510 15410 16300 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = ^ span. Above single dot, safe loads are too great for standard con- nections. CAMBRIA STEEL. Ill SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. STANDARD I-BEAM. Distance 15 Inch No. B 53. between supports in feet 42 45 60 55 60 Ibs. Ibs. Ibs. Ibs. Ibs. 10 6$30 64830 68750 72670 76600 11 57120 58940 62500 •66070 •69630 12 52360 54030 57290 60560 63830 13 48330 49870 52890 55900 58920 14 44880 46310 49110 51910 54710 15 41880 43220 45840 48450 51060 16 39270 40520 42970 45420 47870 17 36960 38140 40440 42750 45060 18 34900 36020 38200 40370 42550 19 33070 34120 36190 38250 40310 20 31410 32420 34380 36340 38300 21 29920 30870 32740 34610 36470 22 28530 29470 31250 33030 34820 23 27320 28190 29890 31600 33300 24 26180 27010 28650 30280 31910 25 25130 25930 27500 29070 30640 26 24160 24940 26440 27950 29460 27 23270 24010 25460 26920 28370 28 22440 23150 24550 25960 27360 29 21660 22360 23710 25060 26410 30 20940 21610 22920 24220 25530 31 20270 20910 22180 23440 24710 32 19630 20260 21490 22710 23940 33 19040 19650 20830 22020 23210 34 18480 19070 20220 21370 22530 35 17950 18520 19640 20760 21880 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = ^7 span. Above single dot, safe loads are too great for standard con- nections. — 1 US CAMBBIA STEEL. — — — — _ ^— —_ ^__^_ SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. SPECIAL I-BEAM. Distance 16 Inch No. B 109. in feet 60 65 70 76 80 Ibs. Ibe. Ibs. Ibs. Ibs. 10 86610 90470 94390 98310 102230 11 78740 82240 85810 89370 92940 12 72180 75390 78660 81920 85190 13 •66630 •69590 72610 75620 78640 14 61870 64620 •67420 •70220 73020 15 57740 60310 62920 65540 •68150 16 54130 56540 58990 61440 63890 17 50950 53220 55520 57830 60140 18 48120 50260 52440 54620 56790 19 45590 47610 49680 51740 53810 20 43310 45230 47190 49150 51120 21 41240 43080 44950 46810 48680 22 39370 41120 42900 44690 46470 23 37660 39330 41040 42740 44450 24 36090 37690 39330 40960 42600 25 34650 36190 37750 39320 40890 26 33310 34790 36300 37810 39320 27 32080 33510 34960 36410 37860 28 30930 32310 33710 35110 36510 29 29870 31200 32550 33900 35250 30 28870 30160 31460 32770 34080 31 27940 29180 30450 31710 32980 32 27070 28270 29500 30720 31950 33 26250 27410 28600 29790 30980 34 25470 26610 27760 28910 30070 35 24750 25850 26970 28090 29210 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = ^in span. Above single dot, safe loads are too great for standard con- nections. CAMBBIA STEEL. 113 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. SPECIAL I-BEAM. Distance 15 Inch No. B 113. bctwGQH supports in feet. 80 85 90 95 100 Ibs. Ibs. Ibs. Ibs. Ibs. 10 112230 116030 119960 123880 127800 11 102030 105490 109050 112620 116180 12 93520 96700 99960 103230 106500 13 86330 89260 92270 95290 98310 14 80160 82880 85680 88480 91280 15 74820 77360 79970 82580 85200 16 •70140 72520 74970 77420 79870 17 66020 •68260 •70560 72870 75180 18 62350 64460 66640 •68820 71000 19 59070 61070 63130 65200 •67260 20 56110 58020 59980 61940 63900 21 53440 55250 57120 58990 60860 22 51010 52740 54530 56310 58090 23 48800 50450 52150 53860 55560 24 46760 48350 49980 51620 53250 25 44890 46410 47980 49550 51120 26 43170 44630 46140 47650 49150 27 41570 42980 44430 45880 47330 28 40080 41440 42840 44240 45640 29 38700 40010 41360 42720 44070 30 37410 38680 39990 41290 42600 31 36200 37430 38700 39960 41230 32 35070 36260 37490 38710 39940 33 34010 35160 36350 37540 38730 34 33010 34130 35280 36430 37590 35 32070 33150 34270 35390 36510 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = ^v span. Above single dot, safe loads are too great for standard con- nections. 114 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. STANDARD I-BEAMS. Distance between 18 Inch No. B 65. 20 Inch No. B 73. supports ia'feet. 55 60 65 70 65 70 75 Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. 14 67350 71260 74620 77990 89110 92940 96670 15 62860 •66510 •69650 72790 83170 86740 90230 16 58930 62360 65300 •68240 77970 81320 84590 17 55460 58650 61460 64220 73380 76540 79610 18 52380 55430 58040 60660 •69310 72280 75190 19 49630 52510 54990 57460 65660 • 68480 71230 20 47140 49880 52240 54590 62370 65060 •67670 21 44900 47510 49750 51990 59400 61960 64450 22 42860 45350 47490 49360 56700 59140 61520 23 40990 43380 45420 47470 54240 56570 58840 24 39290 41570 43530 45490 51980 54210 56390 25 37720 39910 41790 43670 49900 52040 54140 26 36260 38370 40180 41990 47980 50040 52050 27 34920 36950 38690 40440 46200 48190 50130 23 33670 35630 37310 38990 44550 46470 48340 29 32510 3*400 36030 37650 43020 44870 46670 30 31430 33260 34820 36390 41580 43370 45110 31 30420 32180 33700 35220 40240 41970 43660 32 29460 31200 32650 34120 38980 40660 42290 33 28570 30230 31660 33080 37800 39430 41010 34 27730 29340 30730 32110 36690 38270 39810 35 26940 28510 29850 31190 35640 37170 38670 36 26190 27710 29020 30330 34650 36140 37590 37 25480 26960 £8240 29510 33720 35160 36580 38 24810 26250 27490 28730 32830 34240 35620 39 24180 25580 26790 27990 31990 33360 34700 40 23570 24940 26120 27290 31190 32530 33830 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = -5^-$ span. Above single dot, safe loads are too great for standard con- nections. CAMBRIA STEEL. 115 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. Distance between supports in feet. SPECIAL I-BEAM. 20 Inch No. B 121. 80 Ibs. 85 Ibs. 90 Ibs. 95 Ibs. 100 Ibs. 16 17 18 19 20 97750 92000 86890 82320 78200 100570 94650 89390 84690 80460 103840 97730 92300 87440 83070 107100 100800 95200 90190 85880 110370 103880 98110 92950 88300 21 22 23 24 25 74480 71090 •68000 65170 62560 76620 73140 •69960 67050 64360 79110 75520 72230 •69220 66460 81600 77890 74510 71400 •68550 84090 80270 76780 73580 •70640 26 27 28 29 30 60160 57930 55860 53930 52140 61890 59600 57470 55490 53640 63900 61530 59340 57290 55380 65910 63470 61200 59090 57120 67920 65410 63070 60900 58870 31 32 33 34 35 50450 48880 47400 46000 44690 51910 50280 48760 47330 45970 53590 51920 50350 48860 47470 55280 53550 51930 50400 48980 56970 55190 53510 51940 50460 36 37 38 39 40 43450 42270 41160 40100 39100 44700 43490 42340 41260 40230 46150 44900 43720 42600 41530 47600 46320 45100 43940 42840 49050 47730 46470 45280 44150 Above single dot, safe loads are too great for standard con- nections. 116 CAMBBIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. STANDARD I-BEAM. Distance between supports 24 Inch No. B 89. in feet. 80 85 90 95 100 Ibs. Ibs. Ibs. Ibs. Ibs. * 18 103070 107050 110540 114020 117510 19 97650 •101420 •104720 108020 111330 20 92770 96350 99480 •102620 •105760 21 88350 91760 94750 97740 100720 22 84330 87590 90440 93290 96140 23 80670 83780 86510 89240 91960 24 77300 80290 82900 85520 88130 25 74210 77080 79590 82100 86410 26 71360 74110 76530 78940 81350 27 68720 71370 73690 76020 78340 28 66260 68820 71060 73300 75540 29 63980 66450 68610 70770 72940 30 61840 64230 66320 68410 70510 31 59850 62160 64180 66210 68230 32 57980 60220 62180 64140 66100 33 56220 58390 60290 62200 64100 34 54570 56680 58520 60370 62210 35 53010 55060 56850 58640 60430 36 51540 53530 55270 57010 58760 37 50140 52080 53780 55470 57170 38 48820 50710 52360 54010 55660 39 47570 49410 51020 52630 54240 40 46380 48170 49740 51310 52880 41 45280 47000 48530 50060 51590 42 44170 45880 47370 48870 50360 43 43150 44810 46270 47730 49190 44 42170 43790 45220 46650 48070 45 41230 42820 44220 45610 47000 46 40330 41890 43250 44620 45980 47 39470 41000 42330 43670 45000 48 38650 40140 41450 42760. 44070 Above single dot, safe loads are too great for standard connections. CAMBRIA STEEL. 117 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA I-BEAMS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of beam. Distance between supports in feet. SPECIAL I-BEAM. 24 Inch No. B 127. 105 Ibs. 110 Ibs. 116 Ibs. 18 19 20 138840 131530 124950 142390 134890 128150 145950 138270 131350 21 22 23 24 25 119000 113590 108660 • 104130 99960 122050 116500 111440 106790 • 102530 125100 119410 114220 109460 • 105080 26 27 28 29 30 96120 92560 89250 86170 83300 98580 94930 91540 88380 85440 101040 97300 93830 90590 87570 31 32 33 34 35 80620 78100 75730 73500 71400 82680 80100 77670 75380 73230 84740 82100 79610 77270 75060 36 37 38 39 40 69420 67540 65770 64080 62480 71200 69270 67450 65720 64080 72970 71000 69130 67360 65680 41 42 43 44 45 60950 59500 58120 56800 55530 62510 61030 59610 58250 56960 64080 62550 61090 59710 58380 46 47 48 54330 53170 52060 55720 54530 53400 57110 55890 54730 Above single dot, safe loads are too great for standard connections. 118 CAMBKIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA CHANNELS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of channel. Distance between supports in feet STANDARD CHANNELS. 3InchNo.C5. 4 Inch No. C 9. 5 Inch No. CIS. 4 5 6 6.25 6.25 7.25 6.5 9 11.5 Ibe. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. 4 5 2910 2330 3290 2630 3680 2940 5060 4050 5570 4450 6090 4870 7910 6330 9460 7570 11100 8880 6 7 8 9 10 11 12 13 14 15 1940 "1660" 1450 1290 1160 1060 970 890 830 780 2190 2450 3370 2890 2530 3710 3180 2780 4060 3480 3050 5270 4520 3960 3520 3160 6310 5410 4730 4210 3790 7400 6340 5550 4930 4440 1880 1640 1460 1310 1190 1100 1010 940 880 2100 1840 1630 1470 1340 1230 1130 1050 980 2250 2020 1840 1690 1560 1440 1350 2470 2230 2020 1860 1710 1590 1480 2710 2440 2210 2030 1870 1740 1620 2880 2640 2430 2260 2110 3440 3150 2910 2700 2520 4040 3700 3410 3170 2960 16 17 18 19 20 730 680 650 610 580 820 770 730 690 660 920 870 820 770 740 1260 1190 1120 1060 1010 1390 1310 1240 1170 1110 1520 1430 1350 1280 1220 1980 1860 1760 1670 1580 2370 2230 2100 1990 1890 2770 2610 2470 2340 2220 21 22 23 24 25 550 530 510 480 470 630 600 570 550 530 700 670 640 610 590 960 920 880 840 810 1060 1010 970 930 890 1160 1110 1060 1020 970 1510 1440 1380 1320 1270 1800 1720 1650 1580 1510 2110 2020 1930 1850 1780 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = -5^ span. CAMBRIA STEEL. 119 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA CHANNELS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of channel. STANDARD CHANNELS. Distance between 6 Inch No. C 17. 7 Inch No. C 21. supports in feet. 8 10.5 13 15.5 9.75 12.25 14.75 17.25 19.76 Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. 4 11550 13440 15400 17360 16070 18410 20700 22990 25280 5 9240 10750 12320 13890 12850 •14730 •16560 18390 20220 6 7700 8960 10270 11570 10710 12280 13800 •15330 •16850 7 6600 7680 8800 9920 9180 10520 11830 13140 14440 8 5780 6720 7700 8680 8030 9210 10350 11490 12640 9 5130 5970 6840 7720 7140 8180 9200 10220 11230 10 4620 5380 6160 6940 6430 7370 8280 9200 10110 11 4200 4890 5600 6310 5840 6700 7530 8360 9190 12 3850 4480 5130 5790 5360 6140 6900 7660 8430 13 3550 4130 4740 5340 4940 5670 6370 7070 7780 14 3300 3840 4400 4960 4590 5260 5910 6570 7220 15 3080 3580 4110 4630 4280 4910 5520 6130 6740 16 2890 3360 3850 4340 4020 4600 5180 5750 6320 17 2720 3160 3620 4080 3780 4330 4870 5410 5950 18 2570 2990 3420 3860 3570 4090 4600 5110 5620 19 2430 2830 3240 3650 3380 3880 4360 4840 5320 20 2310 2690 3080 3470 3210 3680 4140 4600 5060 21 2200 2560 2930 3310 3060 3510 3940 4380 4810 22 2100 2440 2800 3160 2920 3350 3760 4180 4600 23 2010 2340 2680 3020 2790 3200 3600 4COO 4400. 24 1930 2240 2570 2890 2680 3070 3450 3830 4210 25 1850 2150 2460 2780 2570 2950 3310 3680 4040 For safe loads below 'the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = ^ span. Above single dot, safe loads are too great for standard con- nections. 120 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA CHANNELS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of channel. Distance between supports in feet. STANDARD CHANNELS. 8 Inch No. C 25. 9 Inch No. C 29. 11.35 13.75 16.25 18.75 21.25 13.25 15 20 25 Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. 4 5 21530 17230 24000 19200 26610 21290 29230 23380 31840 25470 28040 22430 30130 24110 36020 28810 41900 33520 6 7 8 9 10 14360 12310 10770 9570 8610 16000 13710 12000 10670 9600 17740 15210 13310 11830 10650 19480 16700 14610 12990 11690 21230 18200 15920 14150 12740 18690 16020 14020 12460 11220 20090 17220 15070 13390 12050 24010 20580 18010 16010 14410 27930 23940 20950 18620 16760 11 12 13 14 15 7830 7180 6630 6150 5740 8730 8000 7380 6860 6400 9680 8870 8190 7600 7100 10630 9740 8990 8350 7790 11580 10610 9800 9100 8490 10200 9350 8630 8010 7480 10960 10040 9270 8610 8040 13100 12010 11080 10290 9600 15240 13970 12890 11970 11170 16 17 18 19 20 5380 6000 6650 7310 7960 7010 6600 6230 7530 7090 6700 9000 8470 8000 10470 9860 9310 5070 4790 4530 4310 5650 5330 5050 4800 6260 5910 5600 5320 6880 6490 6150 5850 7490 7080 6700 6370 5900 5610 6340 6030 7580 7200 8820 8380 21 22 23 24 25 4100 3920 3750 3590 3450 4570 4360 4170 4000 3840 5070 4840 4630 4440 4260 5570 5310 5080 4870 4680 6070 5790 5540 5310 5090 5340 5100 4880 4670 4490 5740 5480 5240 5020 4820 6860 6550 6260 6000 5760 7980 7620 7290 6980 6700 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = 3^ span. Above single dot, safe loads are too great for standard con- nections. CAMBEIA STEEL. 121 SAFE LOADS IN PQUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA CHANNELS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of channel. Distance between supports in feet STANDARD CHANNEL. 10 Inch No. C 33. 15 20 25 30 35 Ibs. Ibs. Ibs. Ibs. Ibs. 10 14270 16790 19410 22020 24640 11 12 13 14 15 12970 11890 10980 10190 9510 15270 14000 12920 12000 11200 17640 16170 14930 13860 12940 20020 18350 16940 15730 14680 22400 20530 18950 17600 16430 16 17 18 19 20 21 22 23 24 25 8920 8390 7930 7510 7130 10500 9880 9330 8840 8400 12130 11420 10780 10220 9700 13760 12950 12240 11590 11010 15400 14490 13690 12970 12320 6790 6490 6200 5940 5710 8000 7630 7300 7000 6720 9240 8820 8440 8090 7760 10490 10010 9580 9180 8810 11730 11200 10710 10270 9860 26 27 28 29 30 5490 5280 5100 4920 4760 6460 6220 6000 5790 5600 7460 7190 6930 6690 6470 8470 8160 7870 7590 7340 9480 9130 8800 8500 8210 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = ^-6-y span. 122 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA CHANNELS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of channel. Distance between supports in feet. STANDARD CHANNEL. 12 Inch No. C 41. 20.5 25 30 35 40 Ibs. Ibs. Ibs. Ibs. Ibs. 10 22780 25600 28740 31870 35010 11 12 13 14 15 20700 18980 17520 16270 15180 23270 21330 19690 18290 17070 26120 23950 22110 20530 19160 28980 26560 24520 22770 21250 31830 29180 26930 25010 23340 16 17 18 19 20 14230 13400 12650 11990 11390 16000 15060 14220 13470 12800 17960 16900 15970 15120 14370 19920 18750 17710 16780 15940 21880 20600 19450 18430 17510 21 22 23 24 25 26 27 28 29 30 10850 10350 9900 9490 12190 11640 11130 10670 13680 13060 12490 11970 15180 14490 13860 13280 16670 15910 15220 14590 9110 8760. 8440 8130 7850 7590 10240 9850 9480 9140 8830 8530 11490 11050 10640 10260 9910 9580 12750 12260 11810 11380 10990 10620 14000 13470 12970 12500 12070 11670 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = -gfa span. CAMBRIA STEEL. 123 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA CHANNELS. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of channel. Tlio-foTi/»n STANDARD CHANNEL. inscuw between 15 Inch No. C 53. supports in feet. 33 35 40 45 60 55 Ibs. Ibs. Ibs. Ibs. Ibs. Ibe. 10 44450 45500 49420 53350 57270 61190 11 40410 41370 44930 48500 52060 55630 12 37040 37920 41190 44460 47720 50990 13 34190 35000 38020 41040 44050 47070 14 31750 32500 35300 38100 40910 43710 15 29630 30340 32950 35560 38180 40790 16 27780 28440 30890 33340 35790 38240 17 26150 26770 29070 31380 33690 35990 18 24700 25280 27460 29640 31820 33990 19 23400 23950 26010 28080 30140 32210 20 22230 22750 24710 26670 28630 30590 21 21170 21670 23540 25400 27270 29140 22 20210 20680 22470 24250 26030 27810 23 19330 19780 21490 23190 24900 26600 24 18520 18960 20590 22230 23860 25500 25 17780 18200 19770 21340 22910 24480 26 17100 17500 19010 20580 22030 23530 27 16460 16850 18310 19760 21210 22660 28 15880 16250 17650 19050 20450 21850 29 15330 15690 17040 18400 19750 21100 30 14820 15170 16470 17780 19090 20400 124 CAMBBIA STEEL. SPACING OF CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance between supports in feet. STANDARD I-BEAMS. 3 Inch No. B 5. 4 Inch No. B 9. 5.5 Ibs. 6.5 B*. 7.5 Ibe. 7.5 Ibs. 8.5 Ibs. 0.5 Ibs. 10.5 Ibs. 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 11.0 7.1 4.9 12.0 7.7 5.3 12.9 8.3 5.8 19.9 12.7 8.8 6.5 5.0 21.2 13.6 9.4 6.9 5.3 22.5 14.4 10.0 7.3 5.6 23.8 15.2 10.6 7.8 5.9 3.6 2.8 2.2 1.8 1.5 1.2 1.0 3.9 3.0 2.4 1.9 1.6 1.3 1.1 1.0 4.2 3.2 2.6 2.1 1.7 1.4 1.2 1.1 3.9 3.2 2.6 2.2 .9 .6 .4 .2 .1 .0 4.2 3.4 2.8 2.4 2.0 1.7 1.5 1.3 1.2 1.0 4.4 3.6 3.0 2.5 2.1 1.8 1.6 1.4 1.2 1.1 1.0 4.7 3.8 3.1 2.6 2.3 1.9 1.7 1.5 1.3 1.2 1.1 1.0 For spacings belo allowable limit for i Spacings for other as follows: Required spacing =- w the heavy lines the deflect Mastered ceilings = 3J5 span. intensities of loading may be ntensity of loading from table ^ ions will be greater than the obtained from those in tables Computed spacing from table. New intensity of loading CAMBRIA STEEL. 125 SPACING OP CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance between supports in feet STANDARD I-BEAMS. 5 Inch No. B 13. 6 Inch No. B 17. 9.75 Ibs. 12.25 Ibs. 14.75 Ibs. 12.35 Ibs. 14.75 Ibs. 17.25 Ibs. 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 32.2 20.6 14.3 10.5 8.1 6.4 5.2 36.3 23.2 16.1 11.9 9.1 7.2 5.8 40.4 25.9 18.0 13.2 10.1 8.0 6.5 48.4 •31.0 21.5 15.8 12.1 9.6 7.7 6.4 5.4 53.3 •34.1 23.7 17.4 13.3 10.5 8.5 7.0 5.9 58.2 37.2 •25.9 19.0 14.5 11.5 9.3 7.7 6.5 4.3 3.6 3.1 2.6 2.3 2.0 1.8 1.6 1.4 1.3 1.2 1.1 1.0 4.8 4.0 3.4 3.0 2.6 2.3 2.0 1.8 1.6 1.5 1.3 1.2 1.1 1.0 5.3 4.5 3.8 3.3 2.9 2.5 2.2 2.0 1.8 1.6 1.5 1.3 1.2 1.1 1.0 1.0 4.6 4.0 3.4 3.0 2.7 2.4 2.1 1.9 1.8 1.6 1.5 1.3 1.2 1.1 1.1 1.0 5.0 4.4 3.8 3.3 3.0 2.6 2.4 2.1 1.9 1.8 1.6 1.5 1.4 1.3 1.2 1.1 5.5 4.8 4.1 3.6 3.2 2.9 2.6 2.3 2.1 1.9 1.8 1.6 1.5 1.4 1.3 1.2 For spaci connections. For spaci allowable lit Spacings i as follows: Required sp ngs above single dot the safe loads are t tigs below the heavy lines the deflections wi nit for plastered ceilings = 3£5 span, or other intensities of loading may be obtain acinr Intensity of loading from table c 30 great for standard 11 be greater than the ;d from those in tables ted spacing from table. acmg New intensity of loading >«-omPu 126 CAMBBIA STEEL. SPACING OF CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance between supports in feet. STANDARD I-BEAMS. 7 Inch No. B 21. 8 Inch No. B 25. 15 Ibs. 17.5 Ibs. 20 Ibs. 18.00 Ibs. 20.25 Ibs. 22.75 Ibs. 25.25 Ibs. 4 5 69.0 44.2 74.6 47.8 80.3 51.4 72.6 60.7 •64.2 68.4 6 7 8 9 10 30.7 •22.5 17.3 13.6 11.0 33.2 •24.4 18.7 14.7 11.9 35.7 26.2 •20.1 15.9 12.9 42.1 31.0 23.7 18.7 15.2 44.6 32.8 25.1 19.8 16.1 47.5 34.9 26.7 21.1 17.1 •50.4 37.0 28.3 22.4 18.1 11 12 13 14 15 9.1 7.7 6.5 5.6 9.9 8.3 7.1 6.1 10.6 8.9 7.6 6.6 12.5 10.5 9.0 7.7 6.7 13.3 11.1 9.5 8.2 7.1 14.1 11.9 10.1 8.7 7.6 15.0 12.6 10.7 9.3 8.1 4.9 5.3 5.7 16 17 18 19 20 4.3 3.8 3.4 3.1 2.8 4.7 4.1 3.7 3.3 3.0 5.0 4.4 4.0 3.6 3.2 5.9 6.3 6.7 7.1 5.2 4.7 4.2 3.8 5.6 5.0 4.4 4.0 5.9 5.3 4.7 4.3 6.3 5.6 5.0 4.5 21 22 23 24 25 2.5 2.3 2.1 1.9 1.8 2.7 2.5 2.3 2.1 1.9 2.9 2.7 2.4 2.2 2.1 3.4 3.1 2.9 2.6 2.4 3.6 3.3 3.0 2.8 2.6 3.9 3.5 3.2 3.0 2.7 4.1 3.7 3.4 3.1 2.9 26 27 28 1.6 1.5 1.4 1.8 1.6 1.5 1.9 1.8 1.6 2.2 2.1 1.9 2.4 2.2 2.0 2.5 2.3 2.2 2.7 2.5 2.3 For spacings abo connections. For spacing above safe load for web cri For spacings belo allowable limit for i Spacings for other as follows: Required spacing =- ve single dot the safe load the dotted line the safe load f )pling, as explained and showi w the heavy lines the deflect Mastered ceilings = ?fa span, intensities of loading may be ntensity of loading from table s are too great for standard or bending is greater than the i on pages 82 to 84 inclusive, ions will be greater than the obtained from those in tables Computed spacing from table. New intensity of loading CAMBEIA STEEL. 127 SPACING OF CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance between supports in feet STANDARD I-BEAMS. 9 Inch No. B 29. 10 Inch No. B 33. 21 Ibs. 25 Ibs. 30 Ibs. 35 Ibs. 25 Ibs. 30 Ibs. 35 Ibs. 40 Ibs. 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 31.5 24.9 20.1 16.6 14.0 11.9 10.3 8.9 7.9 7.0 6.2 34.1 26.9 21.8 18.0 15.1 12.9 11.1 9.7 8.5 7.5 6.7 37.7 29.8 24.1 20.0 16.8 14.3 12.3 10.7 9.4 8.4 7.5 41.4 32.7 26.5 21.9 18.4 15.7 13.5 11.8 10.4 9.2 8.2 26.0 21.5 18.1 15.4 13.3 11.6 10.2 9.0 8.0 7.2 ' 6.5 28.6 23.7 19.9 16.9 14.6 12.7 11.2 9.9 8.8 7.9 7.2 31.2 25.8 21.7 18.5 15.9 13.9 12.2 10.8 9.6 8.7 7.8 33.9 28.0 23.5 20.0 17.3 15.0 13.2 11.7 10.4 9.4 8.5 5.6 5.0 4.6 4.2 3.8 3.5 3.2 3.0 2.8 2.6 2.4 2.2 2.1 6.0 5.4 4.9 4.5 4.1 3.8 3.5 3.2 3.0 2.8 2.6 2.4 2.3 6.7 6.0 5.5 5.0 4.6 4.2 3.9 3.6 3.3 3.1 2.9 2.7 2.5 7.3 6.6 6.0 5.5 5.0 4.6 4.2 3.9 3.6 3.4 3.2 2.9 2.8 5.9 5.4 4.9 4.5 4.2 3.9 3.6 3.3 3.1 2.9 2.7 2.5 2.4 6.5 5.9 5.4 5.0 4.6 4.2 3.9 3.7 3.4 3.2 3.0 2.8 2.6 7.1 6.5 5.9 5.4 5.0 4.6 4.3 4.0 3.7 3.5 3.3 3.1 2.9 7.7 7.0 6.4 5.9 5.4 5.0 4.6 4.3 4.0 3.8 3.5 3.3 3.1 For spacings belt allowable limit for Spacings for othe as follows: Required spacing = >w the heavy lines the deflections plastered ceilings = ?fo span. r intensities of loading may be obte Intensity of loading from table w ^ will be greater than the lined from those in tables iputed spacing from table. New intensity of loading 128 CAMBRIA STEEL. SPACING OP CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. STANDARD SPECIAL Distance I-BEAM. I-BEAM. between supports 12 Inch No. B 41. 12 Inch No. B 105. in feet. 31.5 35 40 40 45 50 55 Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. 10 38.4 40.6 43.7 47.8 50.8 53.9 57.1 11 31.7 33.5 36.1 39.5 42.0 •44.6 •47.2 12 26.6 28.2 30.4 33.2 35.3 37.5 39.6 13 22.7 24.0 25.9 28.3 30.1 31.9 33.8 14 19.6 20.7 22.3 24.4 25.9 27.5 29.1 15 17.1 18.0 19.4 21.3 22.6 24.0 25.4 16 15.0 15.9 17.1 18.7 19.8 21.1 22.3 17 13.3 14.0 15.1 16.5 17.6 18.7 19.7 18 11.8 12.5 13.5 14.8 15.7 16.6 17.6 19 10.6 11.2 12.1 13.2 14.1 14.9 15.8 20 9.6 10.1 10.9 12.0 12.7 13.5 14.3 21 8.7 9.2 9.9 10.8 11.5 12.2 12.9 22 7.9 8.4 9.0 9.9 10.5 11.1 11.8 23 7.3 7.7 8.3 9.0 9.6 10.2 10.8 24 6.7 7.0 7.6 8.3 8.8 9.4 9.9 25 6.1 6.5 7.0 7.7 8.1 8.6 9.1 26 5.7 6.0 6.5 7.1 7.5 8.0 8.4 27 5.3 5.6 6.0 6.6 7.0 7.4 7.8 28 4.9 5.2 5.6 6.1 6.5 6.9 7.3 29 4.6 4.8 5.2 5.7 6.0 6.4 6.8 30 4.3 4.5 4.9 5.3 5.6 6.0 6.3 31 4.0 4.2 4.5 5.0 5.3 5.6 5.9 32 3.7 4.0 4.3 4.7 5.0 5.3 5.6 33 3.5 3.7 4.0 4.4 4.7 5.0 5.2 34 3.3 3.5 3.8 4.1 4.4 4.7 4.9 35 3.1 3.3 3.6 3.9 4.1 4.4 4.7 For spacings above single dot the safe loads are too great for standard connections. For spacings below the heavy lines the deflections will be greater than the allowable limit for plastered ceilings = 3^5 span. Spacings for other intensities of loading may be obtained from those in tables as follows: Required spacing =- ntensity of loading from table ^ / Computed spacing from table. New intensity of loading CAMBRIA STEEL. 129 SPACING OF CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance STANDARD I-BEAM. between 15 Inch No. B 53. supports in feet. 42 45 50 55 60 Ibs. Ibs. Ibs. Ibs. Ibs. 10 62.8 64.8 68.8 72.7 76.6 11 51.9 53.6 56.8 •60.1 •63.3 12 43.6 45.0 47.7 50.5 53.2 13 37.2 38.4 40.7 43.0 45.3 14 32.0 33.1 35.1 37.1 39.1 15 27.9 28.8 30.6 32.3 34.0 16 24.5 25.3 26.9 28.4 29.9 17 21.7 22.4 23.8 25.1 26.5 18 19.4 20.0 21.2 22.4 23.6 19 17.4 18.0 19.0 20.1 21.2 20 15.7 16.2 17.2 18.2 19.1 21 14.2 14.7 15.6 16.5 17.4 22 13.0 13.4 14.2 15.0 15.8 23 11.9 12.3 13.0 13.7 14.5 24 10.9 11.3 11.9 12.6 13.3 25 10.1 10.4 11.0 11.6 12.3 26 9.3 9.6 10.2 10.8 11.3 27 8.6 8.9 9.4 10.0 10.5 28 8.0 8.3 8.8 9.3 9.8 29 7.5 7.7 8.2 8.6 9.1 30 7.0 7.2 7.6 8.1 8.5 31 6.5 6.7 7.2 7.6 8.0 32 6.1 6.3 6.7 7.1 7.5 33 5.8 6.0 6.3 6.7 7.0 34 5.4 5.6 5.9 6.3 6.6 35 5.1 5.3 5.6 5.9 6.3 For spacings above single dot the safe loads are too great for standard connections. For spacings below the heavy lines the deflections will be greater than the allowable limit for plastered ceilings = 3^ span. Spacings for other intensities of loading may be obtained from those in tables as follows: Required spacin Intensity of loading from table puted spacing from table. 1 New intensity of loading X C°m 130 CAMBBIA STEEL. SPACING OF CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance between supports in feet SPECIAL I-BEAM. 15 Inch No. B 109. 60 Ibs. 65 Ibs. 70 Ibs. 75 Ibs. 80 Ibs. 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 86.6 71.6 60.1 •51.3 44.2 38.5 33.8 30.0 26.7 24.0 21.7 19.6 17.9 16.4 15.0 13.9 12.8 11.9 11.0 10.3 9.6 90.5 74.8 62.8 •53.5 46.2 40.2 35.3 31.3 27.9 25.1 22.6 20.5 18.7 17.1 15.7 14.5 13.4 12.4 11.5 10.8 10.1 94.4 78.0 65.5 55.9 •48.2 41.9 36.9 32.7 29.1 26.1 23.6 21.4 19.5 17.8 16.4 15.1 14.0 12.9 12.0 11.2 10.5 98.3 81.2 68.3 58.2 •50.2 43.7 38.4 34.0 30.3 27.2 24.6 22.3 20.3 18.6 17.1 15.7 14.5 13.5 12.5 11.7 10.9 102.2 84.5 71.0 60.5 52.2 •45.4 39.9 35.4 31.6 28.3 25.6 23.2 21.1 19.3 17.7 16.4 15.1 14.0 13.0 12.2 11.4 9.0 8.5 8.0 7.5 7.1 9.4 8.8 8.3 7.8 7.4 9.8 9.2 8.7 8.2 7.7 10.2 9.6 9.0 8.5 8.0 10.6 10.0 9.4 8.8 8.3 For spacings connections. For spacings 1 allowable limit f Spacings for ot as follows: Required spacin ibove single dot the safe loads are >elow the heavy lines the deflections ar plastered ceilings = s$jj span, her intensities of loading may be obta Intensity of loadingfrom table too great for standard will be greater than the ined from those in tables puted spacing from table. New intensity of loading " CAMBRIA STEEL. 131 SPACING OF CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance SPECIAL I-BEAM. between 15 Inch No. B 113. supports in feet. 80 85 90 95 100 Ibs. Ibs. Ibs. Ibs. Ibs. 10 112.2 116.0 120.0 123.9 127.8 11 92.8 95.9 99.1 102.4 105.6 12 77.9 80.6 83.3 86.0 88.7 13 66.4 68.7 71.0 73.3 75.6 14 57.3 59.2 61.2 63.2 65.2 15 49.9 51.6 53.3 55.1 56.8 16 •43.8 45.3 46.9 48.4 49.9 17 38.8 •40.2 •41.5 42.9 44.2 18 34.6 35.8 37.0 •38.2 39.4 19 31.1 32.1 33.2 34.3 •35.4 20 28.1 29.0 30.0 31.0 31,9 21 25.4 26.3 27.2 28.1 29.0 22 23.2 24.0 24.8 25.6 26.4 23 21.2 21.9 22.7 23.4 24.2 24 19.5 20.1 20.8 21.5 22.2 25 18.0 18.6 19.2 19.8 20.4 26 16.6 17.2 17.7 18.3 18.9 27 15.4 15.9 16.5 17.0 17.5 28 14.3 14.8 15.3 15.8 16.3 29 13.3 13.8 14.3 14.7 15.2 30 12.5 12.9 13.3 13.8 14.2 31 11.7 12.1 12.5 12.9 13.3 32 11.0 11.3 11.7 12.1 12.5 33 10.3 10.7 11.0 11.4 11.7 34 9.7 10.0 10.4 10.7 11.1 35 9.2 9.5 9.8 10.1 10.4 For spacings above single dot the safe loads are too great for standard connections. For spacings below the heavy lines the deflections will be greater than the allowable limit for plastered ceilings = ^ span. Spacings for other intensities of loading may be obtained from those hi tables as follows: Required spacin Intensity of loading from table^ ^ puted spacing from table. 8 New intensity of loading X C°m 132 CAMBBIA STEEL. SPACING OP CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance STANDARD I-BEAMS. between 18 Inch No. B 65. 20 Inch No. B 73. supports 55 60 65 70 65 70 75 in feet. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. 14 48.1 50.9 53.3 55.7 63.6 66.4 69.1 15 41.9 •44.3 •46.4 48.5 55.4 57.8 60.2 16 36.8 39.0 40.8 •42.6 48.7 50.8 52.9 17 32.6 34.5 36.2 37.8 43.2 45.0 46.8 18 29.1 30.8 32.2 33.7 •38.5 40.2 41.8 19 26.1 27.6 28.9 30.2 34.6 •36.0 37.5 20 23.6 24.9 26.1 27.3 31.2 32.5 •33.8 21 21.4 22.6 23.7 24.8 28.3 29.5 30.7 22 19.5 20.6 21.6 22.6 25.8 26.9 28.0 23 17.8 18.9 19.7 20.6 23.6 24.6 25.6 24 16.5 17.3 18.1 19.0 21.7 22.6 23.5 25 15.1 16.0 16.7 17.5 20.0 20.8 21.7 26 13.9 14.8 15.5 16.2 18.5 19.2 20.0 27 12.9 13.7 14.3 15.0 17.1 17.8 18.6 28 12.0 12.7 13.3 13.9 15.9 16.6 17.3 29 11.2 11.9 12.4 13.0 14.8 15.5 16.1 30 10.5 11.1 11.6 12.1 13.9 14.5 15.0 31 9.8 10.4 10.9 11.4 13.0 13.5 14.1 32 9.2 9.7 10.2 10.7 12.2 12.7 13.2 33 8.7 9.2 9.6 10.0 11.5 11.9 12.4 34 8.2 8.6 9.0 9.4 10.8 11.3 11.7 35 7.7 8.1 8.5 8.9 10.2 10.6 11.0 36 7.3 7.7 8.1 8.4 9.6 10.0 10.4 37 6.9 7.3 7.6 ""53T 9.1 9.5 9.9 38 6.5 6.9 7-2 7.6 8.6 9.0 9.4 39 6.2 6.5 6.8 7.2 8.2 8.5 8.9 40 5.9 6.2 6.5 6.8 7.8 8.1 8.4 For spacings above single dot the safe loads are too great for standard connections . For spacings below the heavy lines the deflections will be greater than the allowable limit for plastered ceilings = i/^co span. Spacings for other intensities of loading may be obtained from those in tables as follows: Required spacing = ntensity of loading from table Computed spacing from table. New intensity of loading. CAMBRIA STEEL. 133 SPACING OF CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance between supports in feet. SPECIAL I-BEAM. 20 Inch No. B 121. § 85 Ibs. «? s 100 Ibs. 16 17 18 19 20 61.1 54.1 48.3 43.3 39.1 62.9 55.7 49.7 44.6 40.2 64.9 57.5 51.3 46.0 41.5 66.9 59.3 52.9 47.5 42.8 69.0 61.1 54.5 48.9 44.1 21 22 23 24 25 35.5 32.3 •29.6 27.2 25.0 36.5 33.2 •30.4 27.9 25.7 37.7 34.3 31.4 •28.8 26.6 38.9 35.4 32.4 29.8 •27.4 40.0 36.5 33.4 30.7 28.3 26 27 28 29 30 23.1 21.5 19.9 18.6 17.4 23.8 22.1 20.5 19.1 17.9 24.6 22.8 21.2 19.8 18.5 25.4 23.5 21.9 20.4 19.0 •26.1 24.2 22.5 21.0 19.6 31 32 33 34 35 16.3 15.3 14.4 13.5 12.8 16.7 15.7 14.8 13.9 13.1 17.3 16.2 15.3 14.4 13.6 17.8 16.7 15.7 14.8 14.0 18.4 17.2 16.2 15.3 14.4 36 37 38 39 40 12.1 11.4 10.8 10.3 9.8 12.4 11.8 11.1 10.6 10.0 12.8 12.1 11.5 10.9 10.4 13.2 12.5 11.9 11.2 10.7 13.6 12.9 12.1 11.6 11.0 For spacings above single dot the safe loads are too great for standard connections. Spacings for ol as follows: Required spacing her intensities of loading may be obta Intensity of loading from table^ ^ ined from those in tables auted spacing from table. New intensity of loading X C°mi 134 CAMBRIA STEEL. SPACING OF CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance STANDARD I-BEAM. between 24 Inch No. B 89. supports in feet. 80 85 90 95 100 Ibs. Ibs. Ibs. Ibs. Ibs. 18 57.3 59.5 61.4 63.3 65.3 19 51.4 •53.4 •55.1 56.9 58.6 20 46.4 48.2 49.7 •51.3 •52.9 21 42.1 43.7 45.1 46.5 48.0 22 38.3 39.8 41.1 42.4 43.7 23 35.1 36.4 37.6 38.8 40.0 24 32.2 33.5 34.5 35.6 36.7 25 29.7 30.8 31.8 32.8 33.8 26 27.4 28.5 29.4 30.4 31.3 27 25.5 26.4 27.3 28.2 29.0 28 23.7 24.6 25.4 26.2 27.0 29 22.1 22.9 23.7 24.4 25.2 30 20.6 21.4 22.1 22.8 23.5 31 19.3 20.1 20.7 21.4 22.0 32 18.1 18.8 19.4 20.0 20.7 33 17.0 17.7 18.3 18.8 19.4 34 16.0 16.7 17.2 17.8 18.3 35 15.1 15.7 16.2 16.8 17.3 36 14.3 14.9 15.4 15.8 16.3 37 13.5 14.1 14.5 15.0 15.4 38 12.8 13.3 13.7 14.2 14.6 39 12.2 12.6 13.1 13.5 13.9 40 11.6 12.0 12.4 12.8 13.2 41 11.0 11.5 11.8 12.2 12.6 42 10.5 10.9 11.3 11.6 12.0 43 10.0 10.4 10.8 11.1 11.4 44 9.6 9.9 10.3 10.6 10.9 45 9.2 9.5 9.8 10.1 10.4 46 8.7 9.1 9.4 9.7 10.0 47 8.4 8.7 9.0 9.3 9.6 48 8.0 8.3 8.6 8.9 9.2 For spacings above single dot, the safe loads are too great for standard connections. Spacings for other intensities of loading may be obtained from those in tables as follows: Required spacing Intensity of loading from table puted spacing from table. New intensity of loading X C°n CAMBEIA STEEL. 135 SPACING OF CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Maximum fibre stress 16 000 pounds per square inch. Distance between supports in feet. SPECIAL I-BEAM. 24 Inch No. B 127. 105 Ibs. 110 Ibs. 115 Ibs. 18 19 20 77.1 69.2 62.5 79.1 71.0 64.1 81.1 72.8 65.7 21 22 23 24 25 56.7 51.6 47.2 •43.4 40.0 58.1 53.0 48.4 44.5 •41.0 59.6 54.3 49.6 45.6 •42.0 26 27 28 29 30 37.0 34.3 31.9 29.7 27.8 37.9 35.1 32.7 30.5 28.5 38.8 36.O 33.5 31.2 29.2 31 32 33 34 35 26.0 24.4 22.9 21.6 20.4 26.7 25.0 23.5 22.2 20.9 27.3 25.6 24.1 22.7 21.4 36 37 38 39 40 19.3 18.3 17.3 16.4 15.6 19.8 18.7 17.7 16.8 16.0 20.3 19.2 18.2 17.2 16.4 41 42 43 44 45 14.9 14.2 13.5 12.9 12.3 15.2 14.5 13.8 13.2 12.6 15.6 14.9 14.2 13.6 13.0 46 47 48 11.8 11.3 10.8 12.1 11.6 11.1 12.4 11.9 11.4 For spacings above single dot the safe loads are too great for standard connections . Spacings for ot tables as follows: Required spacing her intensities of loading may be obt: Intensity of loading from table lined from those in d spacing from table. ' New intensity of loading >n beam. For superimposed load only, make Wg in formulae equal to zero. (4) Beam fixed at one end, and Unsupported at other, with Load Concentrated , -^_ at the free end. MI ^ Diagram for Superimposed Load : — Draw triangle having Mp = PI. Diagram. Dead Load,similartoCase(3) Safe Superimposed Load, in Ibs., con- centrated, P. = Wg "4W>. Maximum Bending Moment at point of W»l support = Pl + -^- Maximum Shear at point of support = P+W*. Maximum Deflection ^ pis ~ (5) Beam Supported at both ends with Load Concentrated at any point. Safe Superimposed Load, in Ibs., con- QP Diagram for Superimposed Load : — Draw triangle having Mp = — -r — Diagram, Dead Load,similar to Case(l Maximum Bending Moment under load = a(2Pb+W2l-W»a) 21 Pb W* Max. Shear at Sup. near a = — H — g~ ' Max. Shear at Sup. near b = -r- + —£- • Deflection at distance x from left sup- = l f2al - an | 3EI1 L 3 J ^/sP*, 2al-i Distance, from left support,' of point of maximum deflection for superimposed load. (6) Beam Supported atboth ends with two Symmetrical Loads. MP1 Safe Superimposed Load, in Ibs., con- W,l - W»l centrated, each, Pg = g • Maximum Bending Moment at center of beam = Pa + ^p Maximum Shear at points of support = 2P+ Wj Diagram for Superimposed Load: — Draw trapezoid having Mp = Pa. Diagram,Dead Load, similar to Cased Maximum Deflection 24 El 384 164 CAMBKIA STEEL. BENDING MOMENTS AND DEFLECTIONS FOR BEAMS OF UNIFORM SECTION. W = Total Load, in Ibs., uniformly distributed, including the weight of beam. Wi = Total Superimposed or Live Load, in Ibs., uniformly distributed. Wj = Total Weight of Beam or Dead Load, in Ibs., uniformly dis- tributed. P, Pi, P2, Ps = Loads, in Ibs., con- centrated at any points. M = Total Bending Moment.in inch-lbs. Mwi,Mp=BendingMoments,ininch-lbs., due to Weights Wi and P respectively. I = Moment of Inertia, in inches4. 1 = Length of Span, in inches. E = Modulus of Elasticity, in Ibs., per square inch = 29 000 000 for steel. Wa = Total Safe Load, in Ibs., uni- formly distributed, including the weight of beam = Total Safe Load of Tables. The ordinates in diagrams give the bending moments for corresponding points on beam. For superimposed load only, make W2 in formulae equal to zero. (7) Beam Supported at both ends with Loads Concentrated at various Points. CD E @p QPI QP* The total bending moment at any point produced by all the weights is equal to the sum of the moments at that point produced by each of the weights separately. Diagram for Dead Load similar to Case (1). The Maximum Bending Moment occurs at the point where the vertical shear equals zero and will be at one of the loads P, Pi, or P2 depending upon their amounts and spacing if W2 is neglected. Let R = Reaction at Left Support. Bending Moment at P = Bending Moment at Pi = p, - Rai - P^ + P (a, - a)] • Bending Moment at Pi = Mp2 = Raj — Shear or Reaction at Left Support P2b2+Pibi + Pb , W2 1 "*" 2 ' Shear or Reaction at Right Support = P2 a2 + Pi at + Pa W2 1 "*" 2 ' Diagram for Superimposed Load: — Draw as in Case (5) the Ordinates FC, GD and HE representing the bending moments due to loads P, Pi and P2 re. spectively. Produce FC to P, making PC = FC + 1C + JC; GD to Q, making QD - GD + KD + LD; and HE to R, making RE = HE + ME + NE. Join the points A, P, Q, R and B, then the ordinates between A B and polygon A P QRB will represent the bending moments for corresponding points on beam. CAMBBIA STEEL. 165 BENDING MOMENTS AND DEFLECTIONS FOR BEAMS OF UNIFORM SECTION. W = Total Load, in Ibs., uniformly distributed, including the weight of beam. Wi = Total Superimposed or Live Load, in Ibs., uniformly distributed. Wz = Total Weight of Beam or Dead Load, in Ibs., uniformly dis- tributed. P, Pi, Pz, Ps = Loads, in Ibs., con- M = Total Bending Moment in inch-lbs. Mwi,Mp=BendingMoments,ininch-lbs., due to Weights Wi and P respectively. I = Moment of Inertia, in inches4. 1 = Length of Span, in inches. E = Modulus of Elasticity, in Ibs., per square inch = 29 000 000 for steel. W3 = Total Safe Load, in Ibs., uni- formly distributed, including the weight of beam = Total Safe Load of Tables. centrated at any points. The ordinates in diagrams give the bending moments for corresponding points on beam. For superimposed load only, make Wz in formulae equal to zero. (8) m Fixed at both ends and Uniformly Loaded. Diagram for Total Load: — Draw WI parabola having M = ~ Also A A' o parallel to base and at a distance WI M' = — • The Vertical distances between the parabola and line A A' are the moments for corresponding points on beam. Safe Superimposed Load, in Ibs., uni- formly distributed, W'a = f W8 - Wj. Distance of points of contra-flexure from supports = .21131. Maximum Bending Moment at points WI (Wi + Wz) 1 of support = — = S -- l2~' Bendi WI ( Moment at middle of beam = 24 24 Maximum Shear at points of support = 2 Maximum Deflection «* (Wi 384EI 384EI (9) Beam Fixed at both ends with Load Concentrated at the Middle. !M V Diagram for Superimposed Load:— PI Draw triangle having M = — • Also A A' parallel to base and at a distance M' = ~ The Vertical distances be- tween the triangle and line A A' are the moments f orcorresponding points on beam. Diagram for Dead Load similar to Case (8). Safe Superimposed Load, in Ibs., con- centrated, Pg = W. - 3 Wz. Distance of points of contra-flexure from supports = il. Maximum Bending Moment at points PI W*l of support = - + --- Bending Moment at middle of beam PI wa 8 "*" 24 ' Maximum Shear at points of support P +W2 Maximum Deflection = W21». 192EI 384EI 166 CAMBKIA STEEL. VALUES OF MOMENTS OF INERTIA FOR STAND- ARD AND CAMBRIA SECTIONS. c^I T -* fr^ ai^L, ia*w.§-aj*. pT_ jt- y^-i. R r.4*M-^+5+'^j!. Slope of flange = g = ^- = — for standard sections. h = d - 2s. 1 = h - g(b-t). •i * 2 f^r t h i A tr\ -A- «>i rh tl 1 (b~fc)2 -fb'3 1 htl 1 Cb-t)»Cb + 2t)-| . x [_ba | 2 | lg J . A. '.^--^-^* I' ATIU 22 l2^h? 4. ttt 4- _ ^ 1 ATS ±£. ^ JH Slope of flange — g — _ ,, . — . for standard sections, h = d - 2s. 1 = h - 2g(b - t). a N II K- ft X» \ i -1i-a'H A = t(2a-t). ai+at-tJ " 2(2a-t) T A ._ , t(a-x)»+ax»-(a-t)(x-t)» o 2x< - 2 (x - t)« + t [a -(2x- ~)~\ ' T" Atriq 2 2 i= 6 \ tf b ^ 0 * 1 jr £ N : A = t (a + b - t). t(2a'+b)+a'» , t(2b'+a)+b'« 2(a'+b) 2(b'+a) „ [(2x-t)b(b-2x')+(2x'-t)(a-t)(a+t-2x)]t Tan. .a- 2 (I' -I) t(a-x)H-bx»-(b-t)(x-t)» H' -4i _ < Vj-a-— > T, * . „ 0 t(b-x')3+ax'»-(a-t)(x'-t)» gSUaX— •! LA ' 5 V> o I* Axis 3 3 - Icos2a-I'sin2a . 1 ' ^ cos 2a CAMBBIA STEEL. 167 VALUES OF MOMENTS OF INERTIA FOR STAND- ARD AND CAMBRIA SECTIONS. A - [b + 2 (a - t)] t. , (bt-t*) (a»-at) i-r I. Axis 1 - 1 = -2 - ab»-a'(b-2t)« 12 -2a'»b'-6a'an>' V Minimum. Axis 3 - 3 = 3s*(b-ti)+2b's' (s'+3s)+3tid»-l (ti-t) (3d-l) 6A [.Axisl-l^^^r-^'-ACx- n')» , sb'-fs^iH-lt* ^br[2b/H-(2b^+3ti)^] I,Axis2-2^ ^2 + - — 36~ 144 e ™ Area of head. A - e + t (d - k) + (b - t) (a + -|) • 2A = eLi6+Va- -*2~;j1 + W3±2bs._A(x_s)2> i^«-f+**g**4 36 168 CAMBBIA STEEL. PROPERTIES OF VARIOUS SECTIONS. Sections. Area of Section. A Distance from Neutral Axis to Extremities of Section. xandxi a* --•! — - —a— U I "f" a* ..-a a --a — ^> a* - ai* »*» - B TT" * >f a* xi *» a =» 707a ^& /2 bd -4 d X, bd .,.- .,, i i — -* — X, bd - bidi' - — 1 1 bd bd *Not the neutral axis. CAMBRIA STEEL. 169 PROPERT] ES OF VARIOUS SECTIONS. Moment of Inertia. I Section Modulus. 3=1- Radius of Gyration. -VT7 a« 12 a» 6 — — = ,289a 1/12 a« 3 a» 3 -^= = .577a 1/3 a* - an* a*-ai« / a* + at* 12 6a ^— 12- a« a8 _ 113a, a - «S9a 12 6/2 I/ 12 bd» 12 bd» 6 -4= = .289d V 12 bd» bd* d ) C—$ »d» 7ft.,, d jfclzl -7- =« .785d* xt-^ //^N\$ >r(d*-dl*) -flr/j. H.x d SSfJS 11=3 2 /^^ ^^\ ^' ird* «-f-f!- r it" ~ - .393d« f3w 4) d > d — * T xi = ^ _ ; = .288d O1T K-b--l b + 2bi d /T\I. ^±b«.d " b + bi ' 3 Z. \x ^bi + 2b d h--^-^ b + bi 3 *Not the neutral axis. CAMBRIA STEEL. 171 PROPERT1 ES OF VARIOUS SECTIONS. Moment of Inertia. I Section Modulus. •4 Radius of Gyration. Ml rocsl n 4- hi sinl n\ db /d^os^o + b^in^N Vd2 cos2 a + b2 sin2 a. 6 V dcosa + bsina / 12 bd« bd* — °36d 36 24 I/ 18 Axis through base; 12" Axis through apex; bd* 4 l2~ 4 — 4==.408d — — = .707d V * *— **- 098d« A 4 jr(d*— dl*) -.„ ,.A , » it (d4— di4) „„„ (d4— di4) V d* 4- di» 32 d d 4. " . H* aa 007rM 9ir»-64 ..^ ., V 9n2 64 , IOOH 1152ir 192 (3»r - 4) ' b»+4bbi + bi* .T b* -\- 4bbi + bi* .. d /2(b2+4bbi+bi2) 36(b + bO 12(bi + 2b) 6(b+bi)\ 172 CAMBKIA STEEL. PROPERTIES OF VARIOUS SECTIONS. Sections. Area of Section. A Distance from Neutral Axis to Extremities of Section. x and xi ~2 d* tan. 30° = .866d* 2 cos 30° .577d 2d2 tan. 22i° = .828 d* bd = .785 bd — 1 td + 2b' (s + n') d XX-- td + 2b' (s + n') td + b' (s + n') - (b + 2t) ] -=- A xi=b-x CAMBRIA STEEL. 173 PROPERT1 ES OF VARIOUS SECTIONS. Moment of Inertia. I Section Modulus. S - — XI Radius of Gyration. A rd* (1 + 2 cos* 30°) "I A rd(l+2cos230°)-l d /l + 2cos230° 12 L 4 coss 30° -I = .06d« 6L 4cos230° J ' 4 cos 30° \ 3 = .264d A [~d2 (1 + 2 cos2 30°)~] A |~d (1 + 2 cos2 30°)"] d 11 + 2 cos2 30° 12 L 4 cos2 30° J = .06d< eL 4cos30° -1 = .104d» 4 cos 30° \ 3 = .264d A |~d2 (1 + 2 cos2 22 J°)~J A Td (1 + 2 cos2 22 J°)~| d /l + 2cos*22i° 12L 4cos222i° -J - .055d« 6L 4 cos 22 J° J = .109d» 4cos22J°\ 3 = .257d ¥-*~ ^-.^. d 4 where g = .- 21 d -VT j! [b'(d-h) +lt* 4 J where g = ; — 21 b .-VT h-1 21 d •-VT l° g 2(b-t) h-1 I •-VT where g-2(b_t) 174 CAMBRIA STEEL. PROPERTIES OF VARIOUS SECTIONS. Sections. Area of Section. Distance from Neutral Axis to Extremities of Section. x and xi bd - h (b - t) bd ~ h (b - t) bd - h (b - t) bd - h (b - t) 2b«s+ht» -2A— «= b — x td -f s (b - t) bs + ht d»t + 8«(b-t) 2A xx = d — x bs + ht + bis -t) (2d-s) 2A xi = d — x 3bs*+ 3th (d + s)+h(ti-t) (h+3s) 6A xi = d — x OAMBBIA STEE L. 176 PROPERTII 3S OF VARIOUS J SECTIONS. Moment of Inertia. I Section Modulus. *-i Radius of Gyration. Hi bd* - h» (b - t) bd« - n» (b - t) / bd*-h»(b-t) 12 6d \ 12[bd-h(b-t;] 2sb» + ht» 2sb« + ht» V2sb» + ht» 12 6b 12[bd-h(b-t)] bd« - h« (b - t) bd« - h» (b - t) / bd'-hs(b-t) 12 6d \ 12[bd-h(b-t)] 2sb' + ht» I rr 3 b-x V-T tdi + s» (b - t) td» + s» (b - t) Vtd» + s»(b-t) 12 6d 12[td + s(b-t)] txi» + bx» — (b — t) (x — s)» I Vtxi» + bx» - (b - 1) (x-s)» 3 d-x 3(bs + ht) bx' + bixi«-(b-t)(x-s)» Tbx» + bixi» - (b - 1) (x - s) » 3 (bi-t) (*-•)• I d-x L 3(bs + ht + bis) (bi-t)(xi-s)ni 3 3(bs+ht+bis) J 4bs'+h«(3t+ti) I ^ 12 d-x Af A 176 CAMBRIA STEEL. EXPLANATIONS OF THE TABLES OF PROPERTIES OF STANDARD AND SPECIAL I-BEAMS, STAND- ARD AND SPECIAL CHANNELS, AND STANDARD AND SPECIAL ANGLES WITH EQUAL AND UN- EQUAL LEGS. PROPERTIES OF I-BEAMS. PAGES 182 TO 185 INCLUSIVE. The figures or values in the various columns give the section numbers, dimensions, weights, areas and properties of the sec- tions as noted in the different headings. The columns which require special explanation are as follows: SECTION MODULUS — Column 8. This is obtained from the moment of inertia in column 7 by dividing it by the distance from the neutral axis to the most remote fibre, which in this case is one-half the depth of the beam. COEFFICIENTS OF STRENGTH — Columns 13 and 14. The coefficients of strength F and F' have been computed for fibre stresses of 16 000 and 12 500 pounds per square inch respect- ively, as stated in the headings of the columns, and are the safe loads in pounds uniformly distributed, including its own weight, for a beam one foot long. Thus the safe load for any span may be obtained by dividing the proper coefficient by the length of the span in feet. The coefficients of strength were obtained from the following formulae: .F = f X16000XS F7 = f X 12 500 X S in which S is the section modulus. CAMBBIA STEEL. 177 COEFFICIENTS OF DEFLECTION— Columns 15 and 16. The Coefficients of Deflection N and N' for uniform and center loads, respectively, were obtained from the following formulae: Wl3 PI3 N = -^- N' = — 76.8EI 48EI in which P and W = 1 000 pounds. 1 = 12 inches. E = 29 000 000. I = moment of inertia about axis 1-1. These coefficients are, therefore, the deflections in inches of a beam one foot long with a load of 1 000 pounds, hence, the deflec- tion of a beam for any load and span may be obtained by multi- plying the proper coefficient by the cube of the span in feet, and by the number of 1 000-pound units in the given load. PROPERTIES OF STANDARD AND SPECIAL CHANNELS. PAGES 186 TO 191 INCLUSIVE. The various columns in the Tables of Properties of Standard Channels are similar to those in the Tables of Properties of I-Beams, as explained above, with the addition of column 11, which gives the Section Modulus about an axis through the center of gravity parallel to the web, and column 13, which gives the distance of the center of gravity from the outside of the web. j> In this case the Section Modulus S' = ; the notation being b — x as given at the heads of the columns. 178 CAMBRIA STEEL. PROPERTIES OF ANGLES. The values in the Tables of Properties of Standard and Special Angles, with Equal Legs, pages 198 to 203, are those stated in the headings, and those in the Tables of Properties of Standard and Special Angles, with Unequal Legs, on pages 204 to 209, are similar, but with the addition of values for I", S" and r" about the inclined axis 3-3, the position of which, in order to give the minimum values, was determined by the formula on page 166 or the value of the tangent of 2a. After determining the position of the inclined axis, the properties corresponding thereto were obtained by the formula on page 166. MOMENTS OF INERTIA OF RECTANGLES. Tables of Moments of Inertia of Rectangles, about a trans- verse axis through the center of gravity, are added on pages 210 to 213 for convenience in calculating the Moments of Inertia, Section Moduli, and Radii of Gyration for compound shapes in which plates are used. Table I is more convenient when depth of rectangle is expressed without fraction, and is directly applicable to rectangles of various widths, J4 to 1 inch, varying by fgths. Table II gives values for 1 inch widths of rectangle only, but for all depths from -& to 50 if inches, varying by ^gths. Value for any other width may be obtained from Table II by direct multiplication of tabular value by that other width. GENERAL FORMULAE FOR PROPERTIES AND FLEXURE. Formulae for obtaining the Properties of Standard Sections are given on pages 166 and 167, and for various usual sections on pages 168 to 175 inclusive. General formulas for Flexure of Beams, Bending Moments, and Deflections for various cases of loading are given on pages 160 to 165 inclusive. CAMBRIA STEEL. 179 EXAMPLES OF APPLICATION OF THE TABLES OF PROPERTIES. EXAMPLE I. What is the proper size of I-Beam to carry a load of 35 000 pounds concentrated at the center of a span of 25 feet, the fibre stress not to exceed 16 000 pounds per square inch? In the Tables of Properties of Standard I-Beams, the column headed F gives the coefficient of strength for a uniform load cor- responding to a fibre stress of 16 000 pounds per square inch. The coefficient of strength for a concentrated load at the center is twice that for the same load uniformly distributed, hence the coefficient necessary to meet the conditions is 35 000 X 25 X 2 = 1 750 000. From the Table of Properties of Standard I-Beams, page 185, column 13, the coefficient F for a 24-inch 80-pound beam is found to be 1 855 310. The weight of the beam itself is 80 X 25 = 2000 pounds, which corresponds to a coefficient of 2000 X 25 = 50 000, which deducted from 1 855 310 gives a net coefficient of 1 805 310. A 24-inch beam weighing 80 pounds per foot is, therefore, the proper size. EXAMPLE II. What is the deflection of the beam in the preceding example under the given load? In the Table of Properties of Standard I-Beams, pages 182 to 185 inclusive, the coefficient of deflection for beams with center loads is given in column 16. To obtain the required deflection it is only necessary to multiply the coefficient by the cube of the span and the number of 1 000 pounds units contained in the load. Thus for the given example the deflection in inches = .0000006 X 25s X = .328 inch. 1000 CAMBBIA STEEL. EXAMPLE III, What is the safe load uniformly distributed that can be placed on an 8-inch, standard channel weighing 11.25 pounds per foot, with a clear span of 15 feet for a maximum fibre stress of 12 500 pounds per square inch, the web to be placed vertically? From the table of Properties of Standard Channels, page 187, column 16, the coefficient of strength F' for the given channel under the conditions named, is found to be 67 300. Hence, the total load may be 67 300 -r- 15 = 4487 pounds, and, as the channel itself weighs 169 pounds, the net superimposed load which is can safely carry under the given conditions is 4318 pounds. EXAMPLE IV. What is the fibre stress in a 5" x 3" angle weighing 8.2 pounds per foot if loaded at the center with a weight of 1500 pounds, used as a beam with a span of 6 feet, the 5-inch leg to be placed verti- cally? The bending moment at the center will be Wa + WJ _ 1500^X72 + 8.2X6X72 _ ^ ^ .^ ^^ Referring to the Table of Properties of Standard Angles, Unequal Legs, on page 207, the Section Modulus for this angle, corresponding to the axis 2 — 2, is found to be 1.89. The maximum fibre stress is obtained by dividing the bending moment by the section modulus, thus: — — = 14 520, which is the maximum fibre stress in pounds per square inch at the point most remote from the neutral axis, which in this case is the extremity of the longer leg of the angle. The second term in the above expression for the bending moment is that due to the weight of the angle itself and is incon- siderable, so that in practice it might be neglected for short spans, but should be taken into consideration for the longer ones. CAMBKIA STEEL. 181 PROPERTIES OF COMPOUND SHAPES. The moments of inertia, section moduli, and radii of gyration of compound sections used as beams or columns, composed of plates and angles, channels, beams, or any combination of these, may be obtained with the aid of the Tables of Properties as follows: The first step is to find the center of gravity of the proposed section, which in the case of symmetrical sections is at the center of the figure For unsymmetrical sections the position of the center of gravity may be determined by multiplying the areas of the component parts by the distances of their centers of gravity from any convenient line, taken as an axis, and dividing the sum of these products by the sum of the areas, which will give the distance of the center of gravity of the compound section from the assumed axis. The position of the center of gravity for all sizes of angles and channels, is given in the Tables of Properties for these shapes, and is given for various geometrical sections on pages 168 to 175 inclusive, in connection with their other properties. After determining the position of the center of gravity of a compound section, as explained above, the moment of inertia about an axis through its center of gravity may be found by taking the sum of the moments of inertia of each component part about an axis through its own center of gravity, parallel to the axis of the compound section, and adding thereto the sum of products obtained by multiplying the area of each component part by the square of the distance of its center of gravity from the axis of the compound section. Having thus obtained the moment of inertia of the compound section, the section modulus may be obtained by dividing this moment of inertia by the distance from the neutral axis to the most remote extremity of the section. The square of the radius of gyration for the compound section may be obtained by dividing the moment of inertia by the total area. The moment of inertia of a compound section about any axis other than that through its center of gravity may be found in a manner similar to that above described. 182 CAMBBIA STEEL. PROPERTIES OF STANDARD I-BEAMS. |\ l ;t /IT ; ^ :_ff J_n_J 4-^_JI>J ' 1 2 3 4 6 6 7 8 9 1O 11 Radius Radius of Moment of Depth Weight Area Thick- Width Moment Section of Gyra- Section oT Beam. _per /oot of Section. ness of Web. of Flange. of Inertia Aiisl-L Modulus Axis 1-1. Axis Inertia Axis 2-2. tion Aiis Number. 1-t 2-2. d A t b I 8 r I' r' Inches, Pounds. Sq.Ins. Inch. Inches. Inches.* Inches.: Indies Inches.* Inch Bc5 3 6.50 1.63 .17 2.33 2.5 1.7 1.23 .46 .53 " 6.50 1.91 .26 2.42 2.7 1-8 1.19 .63 .52 " " 7.50 2.21 .36 2.52 2.9 1.9 1.16 .60 .52 B|£9 4 7.60 2.21 .19 2.66 6.0 3.0 1.64 .77 .59 8.50 2.50 .26 2.73 6.4 3.2 1.59 .58 «« " 9.50 2.79 .34 2.81 6.7 3.4 1.54 .58 " " 10.50 3.09 .41 2.88 7.1 .8.6 1.52 .57 B13 5 9.75 Q cry .21 3.00 12.1 4.8 2.05 1.23 .65 11:11 IIS !50 3.15 3.29 13.6 15.1 6.4 6.1 1.94 1.87 1.45 1.70 B17 6 12.25 3.61 423 3.33 21.8 7.3 2.46 1.85 .72 14.75 4.34 .35 3.45 24.0 8.0 2.35 2.09 .69 " " 17.25 5.07 .47 8.67 26.2 8.7 2427 2.36 .68 B21 7 15.00 17.50 4.42 5.15 425 .35 3.66 3.76 36.2 39.2 10.4 11.2 2.86 2.76 112 .78 .76 " " 20.00 5.88 .46 3.87 42.2 12.1 2.68 3.24 .74 B25 8 18.00 5.33 .27 4.00 66.9 142 3.27 3.78 .84 20.25 .35 4.08 15X) 3.18 4.04 ii M 22.75 6 69 .44 4.17 64 1 16.0 3.10 4.36 " " 25.25 7.43 .53 4.26 68io 17.0 3.03 4.71 B29 9 21.00 6.31* 7.35 .29 .41 4.33 4.45 84.9 91.9 18.9 3.67 3.54 16.16 6.65 .90 .88 " " 3o!6o 8.82 .57 4.61 101.9 22-6 3.40 6-42 .85 " " 35.00 10.29 .73 4.77 111.8 24.8 3.30 7.31 .84 B3S 1O 25.00 30-00 7.37 8-82 .31 .45 4.66 4.80 122.1 134.2 24.4 26.8 4.07 3.90 6.89 7.65 .97 .93 " «« 35.00 10.29 .60 4.95 146.4 29.3 3.77 8.52 .91 " " 40.00 11.76 .76 6.10 158.7 31.7 3.67 9.50 .90 B41 12- 31.50 9.26 .35 5.00 215.8 36.0 4.83 9.50 1.01 ii 36.00 10.29 .44 5.09 228.3 38.0 4.71 10.07 .99 " " 40.00 11.76 .56 5.21 245.9 41.0 4.57 10.96 .96 B53 15 42.00 12.48 .41 5-60 441.8 58.9 5.95 14.62 1.08 45.OO 13.24 .46 5-55 456.8 60.8 6.87 15.09 107 «« «« 50.00 14.71 .56 5.65 483.4 645 6.73 16.04 1.04 « «< 55.001 16.18 .66 5.75 511.0 6.62 17.06 1.03 60.001 17.65 .76 6.84 638.6 71.8 6.62 18.17 1.01 CAMBRIA STEEL. 183 PROPERTIES OF STANDARD I-BEAMS. 2- j 1 /FT it / i -2 a r \R i \U 12 13 14 15 1 16 1 Increase of Thickness of Web for each Pound Increase in Weight. Coefficient of Strength. Coefficient of Deflection. Section Number. For Fibre Stress of 16 000 Pounds per Square Inch for Buildings. For Fibre Stress of 12500 Pounds per Square Inch for Bridges, Uniform Load. Center Load. f F F' N N' .098 17650 19140 20710 13790 14950 16180 .00031253 .00028827 .00026644 .00050006 .00046124 .00042630 B<45 .074 §1810 3890 35980 38070 24850 26480 28110 29750 .00013009 .00012209 .00011500 .00010868 .00020815 .00019535 .00018400 .00017389 B««9 .059 51590 388 40300 45390 50490 .00006417 .00005698 .00005122 .00010267 .00009117 .00008195 B13 « .049 77460 85270 93110 60520 66610 72740 .00003561 .00003235 .00002963 .00005698 .00005177 .00004741 B17 .043 110410 119400 128560 86260 93290 100430 .00002142 .00001980 .00001839 .00003427 .00003168 .00002943 B21 .037 151660 160510 170970 181430 118490 125400 133570 141740 .00001364 .00001289 .00001210 .00001140 .00002183 .00002062 .00001936 .00001825 B25 ii .033 201300 217930 241460 264990 157260 170260 188640 207020 .00000914 .00000844 .00000762 .00000694 .00001462 iooooino B29 « .029 260470 286250 312390 338530 2O8500 228630 244050 264480 .OOO00635 .00001017 B33 .025 383670 405800 437170 299740 317030 341540 .00000360 .00000340 .00000316 .00000575 .00000544 .00000505 B41 .020 628270 648310 687530 72674O 765960 49084O 506490 537130 567770 598410 .00000176 .OOOOO17O .00000161 .00000152 .00000144 .OOO00281 .OOO00272 .OOOOO257 .OO000243 .00000231 B53 184 CAMBKIA STEEL. PROPERTIES OF STANDARD I-BEAMS. 1 * /r . ) rnp £ Q- 1 2 8 4 5 6 7 8 9 1O 11 Radius Radius Section Depth of Beam. Weight £ Area of Section. Thick- ness of Web. Width of Flange. Moment of Inertia Axis 1-1. Section Modulus Axis 1-1. of "sr Axis omen Inertia Axis 2-2. of Axis Humber. 1-1. 2-2. d A t b I 8 r I' r' Inches. Pounds. Sq.Ins. Inch. Inches. Inches.* Inches.3 Inches. Inches.* Inch. B465 18 55.0 60.0 15.93 17.65 .46 .56 6.00 6.10 795.6 841.8 88.4 93.5 7.07 6.91 21.19 22.38 1.15 1.13 M M 65.0 19.12 .64 6. L8 881.5 97.9 6.79:23.47 1.11 " " 70.0 20.59 .72 6.26 921.2 102.4 6.69 24.62 1.09 B473 20 m 19.08 20.59 .50 *Oo 6.25 6.33 1169.5 1219.8 117.0 122.0 7.83 7.70 27.86 29.04 1.21 1.19 " " 75.0 22.06 .65 6.< 10 1268.8 126.9 7.58 30.25 1.17 B(89 24 80.0 23.32 .50 7.00 2087.2 173.9 9.46 42.86 1.36 IB:8 25.00 26.47 .57 7.07 7.13 2167.8 2238.4 180.7 186.5 9.31 9.20 44.35 45.70 " " 95.0 100.0 27.94 29.41 :?l 7.19 7.25 2309.0 2379.6 192.4 198.3 9.09 8.99 47.10 48.55 1.28 PROPERTIES OF SPECIAL I-BEAMS. BIOS 12 40.0 11.84 .46 5.25 268.9 44.8 4.77 13.81 1.08 • 45.0 13.24 .58 5.1 J7 285.7 47-6) 4-65 14.89 1.06 « • 50 0 14.71 .70 5X 19 303.4 50.6 4.54 16.12 1.05 a • 65.0 16-18 .82 5.61 321.0 53-5 4.45 17.46 1.04 B109 15 60.0 17.67 .59 6.00 609.0 81.2 5.87 25.96 1.21 65.0 19.12 .69 6-1 LO 84.8 5-7727.42 1.20 • • 70.0 20.59 .78 6.] 9 663 7 88.5 5.6829.00 1.19 ' • 75.0 22.06 .88 6.J 29 691.2 92.2 5.60 30.68 1.18 " " 80.0 23.53 .98 6-39 718.8 95.8 5.53 32.46 1.17 BUS 15 80-0 23-57 .80 6.40 789-1 105.2 5.79 41.31 1.32 « a 85.0 90-0 25.00 26.47 '.99 6.50 6.59 815.9 843.4 108.8 112.5 5.71J43.46 5.6445.79 1.32 1.32 • • 95.0 27.94 1.09 59 871.0 116.1 5.58|48.25 1.31 " • 100.0:29.41 1.19 6J79 898.6 119.8 5.53 50.84 1.31 B121 20 80.0 23.73 85.0 25.00 90.0 26.47 .60 .66 .74 7.00 7.06 7.14 1466.3 1508-5 1557.5 146.6 150.9 155-8 7.86 45.81 7.7747.25 7.67,48.98 1.39 1.37 1.36 a • 95.0 27.94 100.0 29.41 .81 .88 7.21 7.28 1606.61160.7 1655.6 165.6 7.58 7.50 50.78 52.65 1.36 1.34 B127 24 105.0 30.98 .63 7.88 2811.5 234-3 9.53 78.90 1.60 • • 110.032-48 .69 7.£ )4 2883.5 240.3 9-42 81.04 1.58 ' 115.0 33.98 .75 8.00 2955-5 246-3 9.33 83.23 1-66 CAMBRIA STEEL. 185 PROPERTIES OF STANDARD I-BEAMS. 2- \ 1 * /[! -2 1 « i ' B *i 12 18 I 14 15 16 1 Increase of Thickness of Web for each Pound Increase in Weight. Coefficient of Strength. Coefficient of Deflection. Section Number. For Fibre Stress of 16 000 Pounds per Square Inch for Buildings. For Fibre Stress of 12 500 Pounds per Square Inch fortoidges. Uniform Load. Center Load, f P F' N N' .016 1091800 73662O .00000098 .00000092 .00000088 .00000084 .00000156 .00000148 .00000141 .00000135 B465 1C .015 1247490 1301110 1353400 974600 1016490 1057340 SI! !00000098 B<73 « .0123 1855310 1926950 1989700 2052440 2115190 1449460 1505430 1554450 1603470 1652490 .00000037 !00000033 .00000060 !00000052 B(89 « PROPERTIES OF SPECIAL I-BEAMS. .025 478130 373540 396820 421320 445830 .00000288 .00000272 .00000256 .00000242 .00000462 .00000435 .00000409 .00000387 B105 .020 866130 904660 943870 983090 1022300 676670 706770 737400 768040 798670 .00000127 .00000122 .00000117 .00000112 .00000108 .00000204 .00000195 .00000187 .00000180 .00000173 B109 .020 1122290 1160340 1199550 1238770 1277980 876790 906520 937150 967790 998420 .00000098 .00000095 .00000092 .00000089 .00000086 .00000157 .00000152 .00000147 .00000143 .00000138 B113 .015 1564060 1609100 1661390 1713670 1765960 1221920 1257110 1297960 1338810 1379660 '.OOO00048 .00000047 .00000085 .00000082 .00000080 .00000077 .00000075 B121 « .0123 2499090 2563090 2627090 1952420 2002420 2052420 .00000028 .00000027 .00000026 .00000044 .00000043 .00000042 B127 186 CAMBBIA STEEL. PROPERTIES OP ST, o 1 \ &NDARD CHANNELS. 1 :t /|I;,. 1 V t*- -d rr±drF 1 1 £ 8 4 6 6 7 8 9 10 11 12 Radius Radius Section Num- T Chan- nel Weight & Area of Section. Thick- ness of Web. Width of Flange. Moment of Inertia Axis 1-1. Section Mod- ulus Axis 1-1. of Gyra- tion Axis 1-1. Moment of Inertia Axis 2-2. Section Mod- ulus Axis 2-2. of Gyra- tion Axis 2-2. ber. d A t b I S r I' S' r' Inches. Pounds. Sq.Ins. Inch. Inches. Inches.* Ins.s Inches. Inches." Ins.» Inch. C,,5 8 4.00 1.19 .17 1.41 1.6 1.1 1.17 .20 .21 .41 5.00 1.47 .26 1.50 1.8 1.2 1.12 .25 .24 .41 " " 6.00 1.76 .36 1.60 2.1 1.4 1.08 .31 .27 .42 C 9 4 5.25 1.55 .18 1.58 3.8 1.9 1.56 .82 .29 .45 " " 6.25 1.84 .25 1.65 4.2 2.1 1.51 •38 .32 .45 " " 7.25 2.13 .33 1.73 4.6 2.3 1.46 .44 .35 .46 CIS 5 6.50 1.95 .19 1.75 7.4 3.0 1.95 .48 .38 .50 " 9.00 2.65 .33 1.89 8.9 3.5 1.83 .64 .45 .49 II 11 11.50 3.38 .48 2.04 10.4 4.2 1.75 .82 .54 .49 C17 6 8.00 2.38 .20 1.93 13.O 4.3 2.34 .70 .50 .54 " 10.50 3.09 .32 2.04 15.1 5.0 2.21 .88 .57 .53 " " 13.00 3.82 .44 2.16 17.3 5.8 2.13 1.O7 .65 .53 " " 15.50 4.56 .56 2.28 19.5 6.5 2.07 1.28 .74 .53 C21 7 9.75 12.25 2.85 3.60 .21 .32 2.09 2.20 lii 6.0 6.9 2.72 2.59 .98 1.19 .63 .71 .59 .57 ii " 14.75 4.34 .42 2.30 27.2 7.8 2.50 1.40 .79 .57 M " 17.25 5.07 .53 2.41 30.2 8.6 2.44 1.62 .87 .56 " " 19.76 6.81 .63 2.51 33.2 9.5 2.39 1.85 .96 .56 C25 8 11.25 3.35 .22 2.26 32.3 8.1 3.10 1.33 .79 .63 " 13.75 4.04 .31 2.35 36.0 9.0 2.98 1.55 .62 " " 16.25 4.78 .40 2.44 39.9 10.0 2.89 1.78 .95 .61 " " 18.75 5.51 .49 43.8 11.0 2.82 2.01 1 02 .60 41 n 21.25 6.25 .58 2.62 47.8 11.9 2.76 2.25 1.11 .60 C29 9 15 X)0 3.89 4.41 .23 2.43 249 47.3 50.9 10.5 11.3 3.49 3.40 1.77 1.95 .97 1.03 .67 .66 M ft 20.00 5.88 45 2.65 60.8 13.5 3.21 2.45 1.19 .65-* 11 il 25.00 7.35 lei 2.81 70.7 15.7 3.10 2.98 1.36 .64 088 10 15.00 4.46 .24 2.60 66.9 13.4 3.87 2.30 1.17 .72 20.OO 5.88 .38 2.74 78.7 15.7 3 66 2.85 1.34 »* " 25-00 7.35 .53 2.89 91.0 18.2 3.52 3.40 1.50 .68 •' " 30.00 8.82 .68 3.04 103.2 20.6 3.42 3.99 1.67 .67 11 " 35.00 10.29 .82 3.18 115.5 23.1 3.35 4.66 1.87 .67 C41 12 20.50 6.03 .28 2.94 128.1 21.4 4.61 3.91 1.75 .81 11 25.00 7.35 .39 3.05 144.0 24.0 4.43 4.53 1.91 .78 ,, ;; 30.00 35.00 40.00 8.82 10.29 11.76 .51 .64 .76 3.17 3.30 3.42 161.6 26.9 179.3 29.9 196.9 32.8 4.28 4.17 4.09 5.212.09 5.90 2.27 6.632.46 I C53 16 33.00 9.90 .40 3.40 312.6! 41.7 5.62 8.233.16 .91 35.00 10.29 .43 §. 43 3 19.9 42.7 5.57 8.48 3.22 .91 " " 40.00 11.76 .52 .52347.5 46.3 5.44 9.39 3.43 .89 " " 45.00 13.24 .62 3.62375.1 50.0 5.32 10.29 3.63 .88 " « 50,00 55.00 14.71 16.18 .72 .82 3.72 402.7 3.82 430.2 53.7 57.4 5.23 5.16 11.223.85 12.19 4.07 .87 .87 CAMBRIA STEEL. 187 PROPERTIES OF STANDARD CHANNELS. 2 14 1 t-t HH-4-2 1 t 13 14 15 I 16 17 18 1 Distance nf flflntnr Increase of Tiickness of Coef. of Strength. Coef. of Deflection. or venter of Gravity from Web for each Pound Fibre Stress 16000 Pounds Fibre Stress 12500 Pounds Uniform Center Section Outside of Increase per Sq. Inch per Sq. Inch Load. Load. Web. in Weight. for Buildings. for Bridges. Number. I f jp F' _, N' Inoh. Inches. .44 .098 11630 9090 .0004743 .O007589 C,,6 .44 .46 \m°0 10270 11490 .0004199 .0003751 .0006718 .0006001 H .46 .46 .074 18118 15800 17400 .0002046 .0001858 .0003273 .0002973 C,«9 .46 24360 19030 .0001698 .0002717 " .49 .059 31640 24720 .0001046 .0001674 C13 .48 87860 29570 .0000875 .0001399 .51 44390 34680 .0000746 .0001193 " .52 .049 46210 36100 .0000597 .0000855 017 .50 53750 42000 .0000513 .0000821 .52 61600 48120 .0000448 .0000717 " .55 69440 54250 .0000397 .0000636 " .55 .042 64270 50210 .0000368 .0000588 C21 .53 73650 57540 .0000321 .0000514 " .53 82740 64690 .0000286 .0000457 " .55 91950 71840 .0000257 .0000411 " .58 101100 78990 .0000234 ; .0000374 " .58 .037 86140 67300 .0000240 .0000384 C25 .56 95990 75000 .0000216 .0000345 " .56 106450 83170 .OOOO 194 .O000311 " .57 .59 116910 127370 91340 99510 .0000177 .0000162 .OOO0283 .000026O H .61 .033 112170 87630 .0000164 .0000262 C29 .59 120540 94170 .0000153 .0000244 ** .58 144070 112550 .0000128 .0000204 11 .62 167590 130930 .0000110 .0000176 " .64 .029 142680 111470 .0000116 .0000186 033 167940 131210 .0000099 .0000158 " 194090 151630 .0000085 .0000136 " 220230 172060 .0000075 .0000120 • • 246380 192480 .0000067 .0000107 " .70 .025 227750 177930 .0000061 .0000097 041 .68 256000 200000 .0000054 .0000086 ** 287370 224510 .0000048 0000077 " 318750 249020 .0000013 !0000069 " 350120 273530 .0000039 .0000063 " .79 .020 444520 347280 .0000025 .OOOO04O 053 .79 45503O 355500 .OOOO024 .O000039 ii 494250 886130 .0000022 .0000036 " ^79 533470 416770 .0000021 .0000033 " !so 57268O 447410 .0000019 .0000031 " .82 611900 478050 .0000018 .0000029 188 CAMBRIA STEEL. PROPERTIES OF SHIP AND SPECIAL CHANNELS. , fi ' fP - |l it } | j g __4- n 1 2 3 4 5 6 7 8 9 10 11 12 18 1 Area Thick Width t3 CO oj 1 Moment Sec- tion Kadius of Moment Sec- tion M W'ght of ness o of §! of Mod- Gyra- of Mod- •8 :L _~ o Inertia ulus tion Inertia ulus Section Number 1 per Foot. Section. Web. Flang i 1 Axis 1-1 Axis 1-1. Axis 1-1. Axis 2-2. Axis 2-2. d A t b s I S r I' S' [ns Lbs. So, Ins. Inch. Ins. In. Ins.* Ins. 3 Ins. Ins.4 Ins.3 C269 C 72 3 4 7.1 10.1 2.07 2.95 .306 .394 1.94 2.09 .2b .38 .12 .004 2.72 6.54 1.81 3.27 1.15 1.49 .66 1.12 .52 .79 C 86 6 15.3 4.47 .34 3.50 .33 .035 25.3 8.42.38 5.14 2.13 " 17.7 5.19 .46 3.62 27.5 9.2 2.30 5.95 2.31 C ^88 6 19.0 5.58 .41 3.56 .46 .02 31.1 10.4 2.36 6.79 2.85 21.6 6.36 .54 3.69 33.4 11.1 2.29 7.85 3.10 • " 23.4 6.87 .63 3.78 " " 34.9 11.6 2.25 8.53 3.25 C 89 7 20.9 6.15 .45 3.45 .48 .02 44.6 12.7 2.69 6.74 2.81 • 23.8 6.99 .57 3.57 48.0 13.7 2.62 7.63 3.02 C 101 8 21.5 24.7 6.30 7.26 SS 3.50 3.62 .48 .02 60.7 65.8 15.2 16.4 3.07 3.01 7.20 8.25 2.94 3.17 C103 8 23.8 7.00 .50 3.50 .48 02 63.6 15.7 3.01 7.42 2.96 27.1 7.96 .62 3.62 68.7 17.2 2.94 8.41 3.18 C ^90 10 21.9 6.44 .38 3.38 .41 02 92.0 18.4 3.78 6.29 2.51 26.0 7.64 .50 3.50 102.0 20.4 3.66 7.17 2.70 « S7.4 8.04 .54 3.54 « « 105.4 21.1 3.62 7.45 2.76 • 31.5 9.24 .66 3.66 " " 115.4 23.1 3.54 8.30 2.94 C 105 12 35.0 10.30 .47 3.77 65 03 215.7 36.0 4.58 12.98 4.79 40.0 LI. 76 .60 3.90 233.3 38.9 4.45 L4.61 5.13 « :4.3 L3.02 .70 4.00 « « 248.4 41.4 4.37 L5.99 5.41 « =6.3 13.62 .75 4.05 « « 255.6 42.6 4.33 L6.64 5.55 « :8.4 L4.22 .80 4.10 • • 262.8 43.8 4.30 L7.31 5.68 • 50.0 14.70 .84 4.14 " • 268.6 44.8 4.27 17.84 5.79 C ^95 13 32.0 9.30 .38 4.00 3u4 15 237.5 36.5 5.05 11.54 3.86 35.0 10.29 .45 t.08 251.5 38.7 4 94 12.54 4.06 « 37.0 10.88 .50 t.12 « « 259.8 40.0 4.89 13.10 4.17 « 40.0 11.76 .56 4.19 " « 272.2 41.9 4.81 L3.94 4.83 « 45.0 .3.24 .68 1.30 « « 292.9 45.1 4.70 L5.32 4.59 « 50.0 .4.71 .79 t.42 • « 313.7 48.3 4.62 L6.71 4.86 « 55.0 16.18 90 4.53 • « 334.4 51.4 4.55 18.14 5.14 C 65 8 45.0 13.25 47 3.77 45 17 584.3 64.9 6.64 12.89 4.40 « 0.0 5.0 14.71 16.18 55 63 3-85 3.93 623.1 662.0 69.2 73.6 6.51 6.40 13.90 L4.93 4.61 4.82 " 60.0 17.65 72 4.02 " * 703.3 78.1 6.31 15.96 5.03 CAMBRIA STEEL. 189 PROPERTIES OF SHIP AND SPECIAL CHANNELS. n 1 n~f i r • 2 I* i^JlvJ* r — d--)--*— -^ 14 15 16 17 18 19 20 1 Radios Distance ^ncreaseof Coef. of Strength. Coef. of Deflection. of Gyration Aiis 2-2. of Center of Gravity from Outside of Web. Thickness of Web for each Lb. Increase mWeight. Fibre Stress 16 000 Lbs. )er Sq. Inch. for Buildings. Fibre Stress 12 500 Lbs. per Sq. Inch. Bridges. Uniform Load. Center Load. Section Number. r7 z f Inch. Inch. Inch. F F' N N' ' .50 .65 .098 19310 15090 .0002857 .0004571 C 269 .62 .67 .074 34880 27250 .0001186 .0001898 C 72 1.07 1.08 .049 §9160 69660 .0000307 .0000491 C 86 1.07 1.04 7680 76310 .0000283 .0000452 • 1.10 1.18 .049 110450 86290 .0000250 .0000400 1.11 1.16 118770 92790 .0000232 .0000372 « 1.11 1.15 • 124270 97080 .0000222 .0000356 • 1.05 1.05 .042 135950 106210 .0000174 .0000278 C 89 1.05 1.04 146350 114330 .0000162 .0000259 • 1.07 1.05 .037 161930 126510 .0000128 .0000204 C 101 1.07 1.02 174930 136670 .0000118 .0000189 1.03 .99 .037 167470 130830 .0000122 .0000195 C 103 1.03 .98 183470 143330 .0000113 .0000181 .99 .87 .029 196310 153360 .0000085 .0000135 C 90 .97 .84 217650 170030 .0000077 .0000123 .96 .84 « 224760 175580 .0000074 .0000118 « .95 .84 • 246100 192250 .0000068 .0000108 • 1.12 1.07 .0245 383550 299650 .0000036 .0000058 C 105 1.11 1.05 414790 324060 .0000033 .0000053 1.11 1.05 « 441670 345060 .0000031 .0000050 a 1.11 1.05 • 454470 355060 .0000030 .0000049 « 1.10 1.05 • 467270 369750 .0000030 .0000047 « 1.10 1.06 • 477510 373060 .0000029 .0000046 • 1.11 1.01 .023 389710 304460 .0000033 .0000052 C 95 1.10 .99 412750 322460 .0000031 .0000049 « 1.10 .98 • 426340 333080 .0000030 .0000048 « 1.09 .97 • 446740 349010 .0000029 .0000046 " 1.08 .97 • 480720 375560 .0000027 .0000042 « 1.07 .98 « 514710 402120 .0000025 .0000040 u 1.06 1.00 " 548700 428670 .0000023 .0000037 • .99 .84 .016 692270 540830 .0000014 .0000022 C ^65 .97 .83 738520 576970 .0000012 .0000020 .96 .83 • 784600 612970 .0000012 .0000019 « .95 .85 " 833560 651220 .0000011 .0000018 a 190 CAMBRIA STEEL. . n 1 (P PROPERTIES OF STANDARD f SHIP CHANNELS. General slope of flange =2° or .035. a I ts 1=717* U Hi J 3 |«— Q- 1 2 3 4 5 6 7 8 9 10 11 12 Section Number. Depth of Channel. W'ght per Foot. Area of Section. Thick- ness of Web. Width of flange. Thick- ness at Mid Flange. Moment of Inertia Aiis 1-1. Section Mod- ulus Axis 1-1. Radius of Gyra- tion Aiis 1-1. Moment of Inertia Aiis 2-2. Section Mod- ulus Aiis 2-2. d A t b I S r I1 S' ns. Lbs. Sq. Ins. Inch. Ins. Inch. Ins.* Ins.3 Ins. Ins.* Ins.3 C 55 «(BSC8) C 57 'YBSC10) C 59 'XBSC13) ceo "(BSC17) C 61 "(BSC20) C63 "(BSC25) 6 7 8 9 10 12 16.8 17.8 19.8 18.9 20.1 22.5 21.2 22.6 25.3 23.7 25.2 28.3 31.3 24.6 26.3 28.0 31.4 34.8 30.6 32.7 36.8 40.8 4.92 5.22 5.82 5.55 5.90 6.60 6.23 6.6£ 7.43 6.96 7.41 8.31 9.21 7.23 7.73 8.2* 9.2J 10.23 9.00 9.60 10.80 12.00 .325 .375 .475 .350 .400 .500 .375 .425 .525 .400 .450 .550 .650 .375 .425 .475 .575 .675 .450 .500 .600 1.700 3.45 3.50 3.60 3.45 3.50 3.60 3.45 3.50 3.60 3.45 3.50 3.60 3.70 3.40 3.45 13.50 3.60 3.70 3.45 3.50 3.60 3.70 .475 .500 .525 .550 .575 .600 28.5 29.4 31.2 42.8 44.2 47.1 61.2 63.3 67.6 84.3 93^4 99.4 108.6 112.7 116.9 125.2 133.6 181.8 189.0 203.4 217.8 9.5 9.8 10.4 12.2 12.6 13.5 15.3 15.8 16.9 18.7 19.4 20.7 22.1 21.7 22.5 23.4 25.0 26.7 30.3 31.5 33.9 36.3 2.41 2 38 2.32 2.78 2.74 2.67 3.13 3.09 3.02 3.48 3.43 3.35 3.29 3.88 3.82 3.77 3.69 3.61 4.50 4.44 4.34 4.26 5.69 6.09 6.86 6.31 6.73 7.54 6.92 7.36 8.21 7.52 7.97 8.85 9.71 7.62 8.10 8.56 8.47 .37 8.89 9.37 10.31 11.26 2.49 2.58 2.77 2.69 2.78 2.98 2.89 2.98 3.18 3.08 3.17 3.38 3.57 3.15 3.25 3.37 3.6O 3.80 3.48 3.58 3.80 4.01 v o- 1 PROPERTIES OF Z-BAR HATCH SECTION. STANDARD SHIP SECTION. Section Size Number. a X b X C. Weight & Area of Section. THICKNESS. Moment of Inertia Aiis 1-1. Section Modulus Aiis 2-2. Web. Plain Leg. Rounded Leg_ Ins. Inches. ' Lbs. Sq. Ins. Ins. Ins. Ins.* Ins.3 Z 101 2 Kx3x2 M 13.6 3.98 'A & K 3.57 2.52 CAMBRIA STEEL. 191 1 /rr n U PROPERTIES OF STANDARD 0 / r • SHIP CHANNELS. * L . _4^J ;jx r - d- ___t x 1 ' General slope of flange =2° or .035. 13 14 15 16 17 18 19 1 Dis- In- Coefficient of Coefficient of Radius tance of of Thin- Strength. Deflection. Gyra- tion Center of ness o: Webfoi eachLb Fibre Stress IGOOOLbs Fibre Stress 12500Lbs. Uniform Center Section Aiis 2-2. tyfrom Outside In- per Sq. Inch for per Sq. Inch, for Load. Load. Number. ofWeb in Buildings. Bridges. Weight r1 X f p F1 N N1 Inch Inch. Inch. 1.08 1 .17 .049 101500 79300 .0000271 .0000434 C 55 1.08 1 .15 L04700 8180 j .OOOC 264 .Oi 300422 « (B SC 8) 1.09 1 .13 « LI 1000 8680 J .OOOC 249 .Oi 300308 1.07 1 11 .042 130410 10188 1 .OOOC 182 .0( 300290 C 57 1.07 1 09 « 134770 10529 :> .OOOC 176 .0< 300281 " (B SC 10) 1.07 1 07 * 14348011209 3 .OOOC 1.65 .Oi 300264 1.05 1 05 .037 163080 127410 .0000127 .0000203 C 59 1.05 1.05 1 1 04 02 168770 180150 131850 140740 .0000123 .0000115 .0000196 .0000184 «(BSC 13) 1.04 1.04 1 1 .01 00 033 199730 156040 « 208930161660 .0000092 .0000089 .0000148 .0000142 C 60 «(BSC 17) 1.03 .98 " 221330 17291 0 .0000 083 .0 DC0133 1.03 .98 * 23573018416 0 .OOOC 078 .0 300125 <* 1.03 1.02 98 97 029'231610 180940 " 240500187890 .0000072 .0000069 .0000115 .0000111 Cu61 1.02 1.01 96 95 " 249390; 194S30 " 267160208720 .0000067 .0000062 .0000107 .0000100 "(BSC20) 1.01 95 " 284940 222610 .0000058 .0000093 • .99 90 §9 .025 323290 252570 " 336090I262570 .0000044 .0000041 .0000070 .0000066 C 63 " (BSC 25) OQ 9 * 361690128257 0 .0000 089 .0 300061 .97 .89 " 1387290!302570 .0000036 .0000057 " Vr cX3, $ PROPERTIES OF Z-BAR 2 \K — j-4.2 HATCH SECTION. •*-^— V| ^ «jHJ ja STANDARD SHIP SECTION. i i —^3 Radius of Distance Center of Moment of Section Radius Distance Center of Tangent Least Radius of Section Gyration. Aiis 1-1. Gravity X Inertia Aiis 2-2. Aiis 2-2. Aiis 2-2. Gravity X1 of Angle CL Gyration. Aiis 3-3. Number. Ins. Ins. Ins.* Ins.3 Ins. Ins. Ins. .95 1.42 6.98 2.39 1.33 2.93 1.560 .55 Z-101 192 CAMBRIA STEEL. PROPERTIES OF BULB ANGLES. i _£__X— > 1 2 -A ! v^~r- ^=^ S~\ i a * * | 4* 1 2SB» 4J" 11 ' 1 2 3 4 5 6 7 8 Section Size. Weight per Area of Section. Thickness of Bulb Leg. Thickness of Plain Leg. Moment of Inertia Aiis 1-1. Section Modulus Aiis 1-1. Number. Foot. azb A t t' I S Inches. Lbs. Sq. Ins. Ins. Ins. ,... Ins.s *A174 4x3M 11.7 3.42 M N 7.7 3.25 * A176 5x4^ 19.2 5.64 A A 20.7 7.89 A 171 5x2^ 10.2 3.00 H & to H 10.4 4.05 A 177 6x3 11.8 ia.5 15.0 3.47 3.95 4.41 \ .34 .39 .43 16.8 18.5 20.1 5.10 5.56 6.02 A 178 U a 6x3^ 12.5 14.1 15.7 17.3 18.9 20.5 3.66 4.13 4.60 5.07 5.53 6.02 I .37 .41 .45 .49 .53 .58 18.0 19.6 21.3 22.8 24.4 25.9 5.16 5.62 6.11 6.53 6.97 7.42 A 179 ft 15.7 17.5 19.1 4.61 5.13 5.60 £-2 .43 .46 .48 29.3 31.6 33.7 7.21 7.79 8.36 A 181 8x3M 17.4 19.3 21.5 5.09 5.64 6.30 ^7 .42 .44 .50 42.8 45.3 50.1 9.54 10.15 11.14 A 183 9x3K 20.3 22.6 24.8 7^27 tt .44 .48 .52 72 ".7 12.78 13.81 14.75 A 185 10x3M 23.6 26.1 28.5 6.91 7.64 8.35 £ .47 .51 .55 88.6 95.6 102.2 16.62 17.81 19.00 *Top Guard Angle. CAMBRIA STEEL. 193 PROPERTIES OF BULB ANGLES. j ( ^£r- - ---^ J -J? \ 9 10 11 12 13 14 15 16 1 Radius of Gyration Axis 1-1. Distance Center of Gravity from back of Plain Leg. Moment of Inertia Axis 2-2. Section Modulus Axis 2-2. Radius of Gyration Axis 2-2. Distance Center of Gravity from back of Bulb Leg. Tangent of Angle. a Least Radius of Gyration Axis 3-3. Section Number. r " I' S' r' x' if*'. Ins. Ins. Ins.* Ins.3 Ins. Ins. Ins. 1.50 1.73 3.07 1.19 .95 .94 .398 .81 A174* 1.92 2.38 7.96 2.41 1.19 1.19 .385 1.01 A176* 1.86 2.43 3.47 1.81 1.08 .59 .198 1.03 A171 2.20 2.16 2.14 2.70 2.67 2.66 1.88 2.11 2.33 .79 .90 1.00 .74 .73 .73 .63 .65 .67 .161 .161 .159 .65 .65 .65 A177 2.22 2.18 2.15 2.12 2.10 2.08 2.51 2.50 2.52 2.50 2.51 2.50 3.27 3.60 3.92 4.21 4.50 4.85 1.21 1.33 1.46 1.57 1.69 1.84 .95 .93 .92 .91 .90 .90 .80 .80 .81 .82 .84 .86 .250 .247 .244 .239 .238 .236 .79 i78 .77 .77 A178 2.52 2.48 2.45 2.94 2.94 2.97 3.70 3.99 4.16 1.35 1.46 1.52 .90 .88 .86 .75 .76 .76 .193 .190 .183 .77 .76 .75 A179 2.90 2.83 2.82 3.52 3.54 3.50 3.73 3.95 4.41 1.33 1.42 1.59 .86 .84 .83 .70 .71 .73 .143 .138 .136 .76 .75 .75 A181 3.24 3.20 3.16 4.10 4.08 4.07 4.00 4.37 4.71 1.42 1.56 1.69 .82 .81 .80 .68 .70 .71 .110 .109 .108 .73 .73 .73 A183 3.58 3.54 3.50 4.67 4.63 4.61 4.34 4.73 5.09 1.53 1.68 1.82 .79 .79 .78 .67 .68 .70 .087 .087 .086 .73 .73 .72 A185 *Top Guard Angle. 194 CAMBRIA STEEL. T* HC 2-=r— t— t^_x.-^l t'V- \T~^ s~\ -1 PROPERTIES OF STANDARD BULB 3 ANGLES. CC ^-£- — --X- J ^ {^_ 1 a ~*i i 2 3 4 5 6 7 8 Section Number. Size. Weight per Foot. Area of Section. Thickness of Bulb Leg. Thickness of Plain Leg. Moment of Inertia Axis 1-1. Section Modulus Axis 1-1. a x b A t t1 I S. Inches. Lbs. Sq. Ins. Ins. Ins. Ins.* Ins.3 A 187 "(BSBA4) A 188 ^(BSBA 8) A 189 "(BSBA12) A 190 "(BSBA16) a A 191 "(BSBA18) a it 8x3^ 10x3^ 12.2 12.8 14.1 15.6 15.3 16.8 18.6 20.0 18.0 19.6 21.6 23.2 20.9 22.7 24.8 24.9 26.9 29.1 31-1 33.2 35.2 3.58 3.76 4.14 4.58 4.50 4.94 5.46 5.90 5.29 5.78 6.34 6.83 6.14 6.68 7.29 7.82 8.41 7.32 7.90 8.55 9.14 9.77 10.35 .350 .375 .425 .475 .375 .425 .475 .525 .400 .450 .500 .550 .425 .475 .525 .575 .625 .475 .525 .575 .625 .675 .725 .375 .425 .450 .475 .525 16.6 17.4 18.8 20.2 28.6 35^5 43.8 47.1 50.4 53.7 63.8 68.4 73.1 77.6 81.8 92.1 98.2 104.3 110.4 115.9 122.0 4.9 5.1 5.5 5.9 7.2 7.7 8.2 8.8 9.8 10.6 11.2 11.9 13.1 14.'8 15.6 16.4 17.2 18.3 19.2 20.3 21.2 22.3 L. 2~ 1 PRO n PERTIES C 4M-f )F CAR SIDE DOOR SPREADER BAR SECTIONS. STAKE AND C. 250 [2 |t' t 1 i I 1 1 -I" dL J 2 l- (1 | 1=^ U. . ;s * b— Section Number. Size Weight bxd per Foot. Area of Section. THICKNESS Moment of Inertia. Axis 1-1. Base t Top t1 Sides t" Ins. Lbs. Sq. In. Ins. Ins. Ins. Ins.* C 250 7 x2 M 7.2 7 x2i3/16 8.7 7 x 2i5/i6 11-7 7^x4 19.8 2.10 2.54 3.41 5.81 Vt *%. Ufo 9/16 -254 .483 .320 4i55 11.78 CAMBRIA STEEL. 195 S-— —!?~ :O PROPERTIES OF STANDARD BULB ANGLES. Li. — i — ""^ — ""^^^L j 5r r^t \ 9 10 11 12 13 14 15 16 1 Radius of Gyration Aiis 1-1. Distance Center of Gravity romback of Plain Leg. Moment of Inertia Aiis 2-2. Section Modulus Aiifi2-2. Radius of Gyra- tion Aiis 2-2. Distance Center of Gravity rom back of Bulb Leg. Tangent of Angle. a Least Radius ofGyra- tion Aiis 3-3. Section Number. r z I' S' T' z' r" Ins. Ins. Ins.* Ins.3 Ins. Ins. Ins. 2.16 2.15 2.13 2.10 2.52 2.50 2.47 2.45 2.82 2.81 3.22 3.20 3.17 §.15 .12 §.55 .53 3.49 3.48 3.44 3.43 2.59 2.60 2.60 2.55 2.99 2^95 3.54 3.54 3.48 3.49 4.10 4.10 4.03 4.03 3.98 4.63 4.62 4.56 4.56 1.9 Si 2.5 3.4 3.7 4.1 4.5 3.7 4.0 4.4 4.8 3.9 4.3 4.7 5.1 5.4 4.4 4.8 5.1 5.6 5.8 6.3 .83 .87 .96 1.1 1.2 1.4 1.5 1.6 1.3 1.4 1.6 1.7 1.4 1.5 1.7 1.8 2.0 1.6 1.7 1.9 2.0 2.1 2.3 .74 .74 .75 .74 .87 .87 .83 .84 .83 .84 .80 .81 .80 .81 .80 .78 .78 .77 .78 .77 .78 .63 .64 .66 .67 .72 .74 .75 .77 .70 .71 .73 .75 .68 .70 .71 .73 .74 .68 .69 .70 .72 .74 .76 .173 .174 .176 .178 .177 .178 .180 .182 .136 .136 .138 .139 .105 .106 .107 .108 .110 .085 .085 .086 .087 .089 .090 .65 .65 .65 .66 176 .77 .74 .75 .75 .76 .73 .74 .74 .72 .72 .73 .74 .74 .75 A 187 « (BSBA4) A 188 " (BSBA 8) A 189 " (BSBA 12) A 190 « (BSBA 16) A 191 • (BSBA 18) « PRC L-2~rt?i i 4 i PER 48-J TIES OF pf S CAR SI DOOR PREAD! BAR ECTIO* [DE STJ C. 2 ER t i VKE AND 50 [2 4,t' I'l •\\ _Y; t 1 rs. * J 2 ty Q£ 2^ D 3 1 t ' • -- D - *i Section Radius of Modulus Gyration Aiis 1-1. Aiis 1- . Distance to Center of Gravity x. Moment of Inertia Aiis 2-2. Section Modulus Aiis 2-2. Radius of Gyration Aiis 2-2 Section Number. Ins. 3 Ins. Ins. Ins.3 Ins. 1.16 .97 1.53 1.07 2.12 1.15 5.77 1.42 1.04 .91 .79 2.04 5.45 7.23 10.81 26.2 1.56 2.07 3.09 7.00 1.61 1.69 1.78 2.12 L 2 a C250 196 CAMBRIA STEEL. PROPERTIES OF T-BARS. t " ^ •f1— In1 -f*- |_ i 1 d i & "T EQUAL LEGS. Dimensions Distanceof Section Weight per Area of Section Center of Gravity from Out- side of Moment of Inertia Aiis 1-1 Width of Depth of Thickness of Thickness of Number Flange Bar Flange Stem loot Flange b d s to n' tto t' A z I Inches Inches Inch Inch Pounds Sq. Ins. Inch Inches4 T 5 1 1 i to^ i to ^ .89 .26 .29 .02 T181 1H IJls 3 « 7 5 « 7 1.37 .40 .33 .04 T183 l.ft iA A " i JL " -h 1.51 .44 .34 .05 T187 A " A 1.60 .47 .36 .06 T188 IK IK _3_ « _7_ 1.70 .50 .40 .07 T191 1H 1*4 A " A " « "7" 16 32 1.94 .57 .44 .11 T193 1% 1% i « » " F~ 2.47 .73 .47 .15 T194 1% 1% 1 « 5 1 " A 3.09 .91 .54 .23 T 37 T 39 2 2 2 2 I ¥ A 1 i |* 3.56 4.3 1.05 1.26 .59 .61 .37 .44 T 41 T 42 2M 2M "A f i :f 4.1 4.9 1.19 1.43 .65 .68 .52 .65 T 47 T 49 2^ 2^ i t A "t 4.6 5.5 1.33 1.60 .71 .74 .74 .88 UNEQUAL LEGS. T 16 IK iA A to -j JL to -£2 1.48 .43 .30 .04 T 18 IK ij/g A " 3*2 A " 1 1.56 .46 .34 .05 T 20 IK IK 1- «A 1.25 .37 .33 .05 CAMBRIA STEEL. 197 PROPERTIES OF T-BARS. i U-- - 2 j •»1 -f1— ff H-Hr 1 d i -*!ti k «•- EQUAL LEGS. 10 11 12 13 14 15 16 1 Section Modulus Axis 1-1 Radius of Gyration Axis 1-1 Moment of Inertia Axis 2-2 Section Modulus Axis 2-2 Radius o Gyratioi Axis 2-2 Coef . of Strength Section Number 1f For Fibre Stress of 16 000 Lbs. per Square Inch. For Fibre Stress of 12 500 Lbs. per Square Inch S r I' S' r' P F' Inches* Inch Inches* Inches* Inch .03 .30 .01 .02 .21 320 250 T 5 .05 .31 .02 .04 .24 530 410 T181 .06 .33 .03 .05 .26 610 480 T183 .06 .35 .03 .05 .27 680 530 T187 .08 .37 .03 .05 .26 820 640 T188 .11 .45 .06 .08 .32 1170 910 T191 .14 .45 .08 .10 .32 1490 1160 T193 .19 .51 .12 .14 .37 2020 1580 T194 .26 .59 .18 .18 .42 2770 2160 T 37 .31 .59 .23 .23 .43 3300 2580 T 39 .32 .66 .25 .22 .46 3410 2660 T 41 .41 .67 .33 .29 .48 4370 3410 T 42 .42 .75 .34 .27 .51 4420 3450 T 47 .50 .74 .44 .35 .52 5330 4160 T 49 UNEQUAL LEGS. .05 .29 .03 .05 .28 500 390 T 16 .06 .32 .03 .05 .27 640 500 T 18 .05 .37 .04 .05 .32 530 410 T 20 198 CAMBEIA STEEL. PROPERTIES OF STANDARD ANGLES. EQUAL LEGS. V ./ ^>V '/A> — <» % 1 2 3 4 5 6 7 8 Area Distance of Center of Moment Section Dimensions. Thickness. Weight of Gravity of Inertia Modulus Section per Foot Section. from Back of Leg. Aiis 1-1. Aiis 1-1. az a t A z I S Inches. Inch. Pounds. Sq. Ins. Inch. Inches.4 Inches.3 All lJ4x 1H H 1.23 .36 .42 .08 .072 • • ^ 1.80 .53 .44 .11 .104 a a M 2.34 .69 .47 .14 .134 • a A 2.86 .84 .49 .16' .162 • 8 ZA 3.35 .98 .51 .19 .188 A15 2x2 ys 1.65 .48 .55 .19 .13 B « •fs 2.44 .72 .57 .27 .19 • a M 3.19 .94 .59 .35 .25 u a A 3.92 1.15 .61 .42 .30 tt a M 4.7 1.36 .64 .48 .35 " a A 5.3 1.56 .66 .54 .40 tt a H 6.0 1.75 .68 .59 .45 A17 2^x 2H y* 2.08 .61 .67 .38 .20 • a tV 3.07 .90 .69 .55 .30 « « M 4.1 1.19 .72 .70 .39 . * a A 5.0 1.47 .74 .85 .48 a « ^ 5.9 1.73 .76 .98 .57 • « A 6.8 2.00 .78 1.11 .65 * . • H 7.7 2.25 .81 1.23 .72 A19 3x3 M 4.9 1.44 .84 1.24 .58 * • A 6.1 1.78 .87 1.51 .71 0 a H 7.2 2.11 .89 1.76 .83 " • A 8.3 2.43 .91 1.99 .95 • a i^ 9.4 2.75 .93 2.22 1.07 " * 10.4 3.06 .95 2.43 1.19 CAMBKIA STEEL. 199 PROPERTIES OF STANDARD ANGLES. EQUAL LEGS. "^\\ y^xy^ ' 'w%' 9 10 11 12 13 1 Radius of Distance of Least Moment Section Least Radius of Gyration Axis 1-1. Center of Gravity from External Apex. of Inertia Axis 2-2. Modulus Axis 2-2. Gyration Axis 2-2. Section Number r X" r &» r* Ineh. Inches. Inches.4 Inches.3 Inch. .47 .60 .031 .053 .30 All .46 .63 .045 .072 .29 « .45 .66 .058 .088 .29 « .44 .69 .070 .101 .29 « .44 .72 .082 .114 .29 a .63 .78 .08 .10 .40 , A15 .62 .80 .11 .14 .39 « .61 .84 .14 .17 .39 • .60 .87 .17 .20 .39 « .59 .90 .20 .22 .39 f .59 .93 .23 .25 .38 • .58 .96 .26 .27 .38 a .79 .95 .15 .16 .50 A17 .78 .98 .22 .22 .49 « .77 1.01 .29 .28 .49 a .76 1.05 .35 .33 .49 * .75 1.08 .41 .38 .48 « .75 1.11 .46 .42 .48 « .74 1.14 .52 .46 .48 • .93 1.19 .50 .42 .59 A19 .92 1.22 .61 .50 .59 « .91 1.26 .72 .57 .58 « .91 1.29 .82 .64 .58 « .90 1.82 .92 .70 .58 « .89 1.35 1.02 .76 .58 * 200 CAMBRIA STEEL. PROPERTIES OP .vOv /('*)&* n m A ^TT\ • ••* ^^ * "*T r*i -r ^a « o N » > \ s Jr / /^ ° STANDARD ANGLES. * Ni\ \/ / /• ''* EQUAL LEGS. ^/V^Zl.I.' I 2 3 4 6 6 7 8 Section Dimensions. Thickness. Weight Area of Section. Distance of Center of Gravity from Back of Leg. Moment of Inertia Axis 1-1. Section Modulus Axis 1-1. Number. &X& t A X I 8 Inches. Inch. Pounds. Sq. Ins. Inches. Inches.* Inches.' A21 3j^a K3^a i^ 5.8 1.69 .97 2.01 .79 A 7.2 2.09 .99 2.45 .98 % 1.01 1.16 JL Q g 1.04 L£ ll'.l 1.49 A 12.4 3.62 1.08 3.99 1.65 5^ 13.6 3.98 1 10 4.33 1 81 ii 14.8 4.34 l!l2 4.65 l!96 M 16.0 4.69 1.16 4.96 2.11 if 17.1 5.03 1.17 5.25 2.26 % 18.3 5.36 1.19 5.58 2.39 A23 4 x4 A 8.2 2.40 1.18 3.71 1.29 5^ 9.8 2.86 1.14 4.36 1.52 § 11.3 12.8 §.31 .75 1.16 1.18 4.97 14.3 4.18 1.21 6 12 O 1 Q 7& 15.7 4.61 1.23 6.66 g 40 i$ 17.1 5.03 1.25 7 17 2*61 5^ 18.5 6.44 1.27 7'66 2.81 if 19-9 5.84 1.29 8.14 3.01 k 21.2 6.23 1.31 8.69 3.20 A27 6 x6 g 14.9 17.2 4.36 5.06 l:it 15.39 17.68 407 L£ 19.6 6.75 1.68 19.91 4!ei A 21.9 6.43 1 71 22.07 6.14 ^ 24.2 7.11 l"73 24.16 5.66 ii 26.5 7.78 1.75 26.19 6.17 if l:ol §8.15 0.06 6.66 7.15 j^ 33!l 9.73 1 82 31.92 7.63 if 35-3 10.37 l!84 33.72 §.11 1 37.4 11.00 1.86 35.46 .67 A35 8 x8 A 26.4 29.6 s'e! 221 f I:SS 8.37 9.34 % 32.7 9 61 2 23 59.43 10.30 if 35.8 10!53 2^25 64.64 11.25 % 38.9 11.44 2.28 69.74 12.18 if 42.0 12.34 74.72 13.11 % 45.0 13.23 o 32 79.68 14 02 if 48.1 14.12 2 34 84.34 14.91 1 61.0 15.00 2^37 P. 98 15.80 • 54.0 15.87 2.39 .53 16-67 IS 56.9 16.73 2.41 .97 17.63 CAMBBIA STEEL. 201 PROPERTIES OP ^^\ ^"k/^ STANDARD ANGLES. o \X\ /YXyV o >\ V / /A EQUAL LEGS. ?$$&'* \ ^/\-L" 9 10 11 12 13 1 Radius of Gyration Axis 1-1. Distance of Center of Gravity from External Apex. Least Moment of Inertia Axis 2-2. Section Modulus Axis 2-2. Least Radius of Gyration Axis 2-2. Section Number. r X" I" S" r" Inches. Inches. Inches* Inches.3 Inch. 1.09 1.08 1.37 1.40 "99 .59 .71 A21 1.07 1.43 1*16 .81 1.07 1.46 1.33 .91 1.50 1.50 1.00 .68 1.05 1.63 1.66 1.09 .68 1 04 1.56 1.82 1.17 .68 li04 1.59 1.97 1.03 1.62 2.13 1 31 1.02 1.65 2.28 l!38 1.02 1.68 2.43 1.45 1434 1.58 1.50 .95 .79 A23 1.23 1.61 1.77 .79 1.23 1.64 2 02 1 23 .78 1432 1.67 2438 1.36 1.21 1.71 2.52 1 48 *i*fg 1.74 2.76 l!69 *77 1 19 1.77 3.00 1.70 !77 1.19 3.23 1.80 .77 1.18 1 83 3.46 .77 1.17 li86 1*99 .77 1.88 1.87 2.32 2.34 6.19 7.13 2.67 3.04 1.19 1.19 A27 1.86 2.38 8.04 3.37 .18 1.85 2.41 3.70 .18 1.84 1.83 2.45 2.48 1067 8! • ..17 .17 1.83 2.61 ll!52 4.59 .17 1.82 2.54 12.35 4.86 : .17 1.81 2.57 13.17 5.12 .16 1.80 2.60 13.98 5.37 : .16 1.80 2.64 14.78 5.61 .16 2.51 3.09 19.56 6.33 1.59 A35 2.50 3.12 21.79 6.98 1.58 2 49 3.16 23.97 7.60 1.58 248 3.19 8.20 1.58 2.47 3.22 Qg OA 8.77 1.57 3.25 30 33 9.33 1.57 2.45 3.28 8JMJ8 9.86 1.56 2 44 3.32 34.40 10.38 1.56 2^44 10.88 1.56 2.43 3.38 38.38 11.36 1.56 2.42 3.41 40.33 11.83 1.56 202 CAMBBIA STEEL. PROPERTIES OF SPECIAL ANGLES. EQUAL LEGS. \ "^N^V y*s / /^'" ' ^ W nj* ' N, 1 2 8 4 5 6 7 8 Section Number. Dimensions. Thickness Weight per Foot. Area of Section. Distance of Center of Gravity from Back of Leg Moment of Inertia Axis 1-1. Section Modulus Aiis 1-1. az a t A z I 8 Inches. Inch. Pounds. 84. Ins. Ineh. Inches." Inches.3 A36 MX H I .59 .84 .17 .25 .23 .25 .009 .012 .017 .024 A37 1x1 \ .80 1.16 1.49 .23 .34 .44 .30 .32 .34 .022 .030 .037 .031 .044 .056 A38 « « I 1.01 1.48 1.92 .30 .43 .56 .36 .38 .40 .044 .061 .077 .049 .071 .091 A40 a a 1 1.44 2.12 2.77 3.39 3.99 .42 .62 .81 1.00 1.17 .48 .51 .53 .55 .57 .13 .18 .23 .27 .31 .10 .23 .26 A41 2Jix2M u 1 2.75 3.62 4.5 .81 1.06 1.31 .63 .65 .68 .39 .50 .61 I A43 a 2J£x2M \S 4.5 5.6 6.6 1.31 1.62 1.92 .78 .80 .82 .95 1.15 1.33 If A47 a 5x5 I H 12.3 14.3 16.2 18.1 20.0 21.8 23.6 3.61 4.18 4.75 5.31 5.86 6.40 6.94 1.39 1.41 1.43 1.46 1.48 1.50 1.52 8.74 10.02 11.25 12.44 13.58 14.68 15.74 2.42 2.79 3.16 3.51 3.86 4.20 4.52 CAMBKI-fl L STEEL. 203 PROPER1 PIES OF i SPECIAL , ANGLES. < EQUAL > x. X X LEGS. 1 ^ /^ //t'i' / i \ y 9 10 11 12 13 1 Radius of Gyration Axis 1-1. Distance of Center of Gravity from External Apei. Least Moment of Inertia Axis 2-2. Section Modulus Axis 2-2. Least Radius of Gyration Aiis 2-2. Section Number. r X" I" S* f Inch. Inch. Inches.4 Inches.3 Inch. .22 .22 .33 .36 .004 .005 .011 .014 .14 .14 A36 .30 .30 .29 .42 .45 .48 .009 .013 .016 .021 .028 .034 .19 .19 .19 A37 .38 .38 .37 .51 .54 .57 .018 .025 .033 .035 .047 .057 .24 .24 .24 A38 « .55 .54 .53 .52 .51 .68 .72 • .75 .78 .81 .051 .073 .094 .113 .133 .076 .10 .13 .15 .16 .35 .34 .34 II A40 a a i .89 .92 .98 .16 .21 .25 .18 .22 .26 .44 .44 .44 A41 .85 .84 .83 1.10 1.13 1.17 .38 .47 .55 .35 .41 .47 .54 .54 .53 A43 1.56 1.55 1.54 1.53 1.52 1.51 1.50 1.96 2.00 2.03 2.06 2.09 2.12 2.15 3.53 4.05 4.56 5.06 5.55 6.03 6.53 1.79 2.03 2-25 2.46 2.66 2.84 3.04 .99 .98 .98 '.97 A47 a a a 204 CAMBBIA STEEL. PROPERTIES OF STANDARD ANGLES. UNEQUAL LEGS. 1 2 3 4 5 6 7 8 Distance of Weight Area Center of Moment Section Section Dimensions. Thickness per of Section. Gravity from Back of of Inertia Axis 1-1. Modulus Aiisl-1. Number. Foot. Longer Leg. bxa t A z I S Inches. Inch. Pounds. Sq. Ins. Inch. Inches.4 Inches.s A91 2M*2 A 2.75 .81 .51 .29 .20 \A 3.62 1.06 .54 .37 .25 A 4.5 1.31 .56 .45 .31 % 5.3 1.55 .58 .51 .36 A 6.1 1.78 .60 .58 .41 H 6.8 2.00 .63 .64 .46 A93 3 2M A 4.5 5.6 1.31 1.62 :il •Sk .40 .49 % 6.6 1.92 !71 1.04 .58 A 7.6 2.22 .73 1.18 .66 /^ 8.5 2.50 .75 1.30 .74 A 9.5 2.78 .77 1.42 .82 A95 3H 2M M 4.9 1.44 .61 .78 .41 6.1 1.78 .94 •5O 3X 7.2 2.11 .66 1.09 .59 A 8.3 2.43 68 1.23 68 L£ 9.4 2.76 ".70 1.36 '.76 A 10.4 3.06 .73 1.49 .84 A97 sy2 x s k 5.4 1.56 .79 1.30 .58 6.6 1.93 .81 1.58 .72 3^ 7.9 2.30 .83 1.85 .85 A 9.1 2.65 .85 2.09 .98 M 10.2 3.00 .88 2.33 1.10 i 11.4 12.5 13-6 3.34 1:83 2.55 2.76 2.96 1.21 1.33 1.44 Sx' 14.7 4.31 '.96 3.15 1-54 if 15.8 4.62 .98 3.33 1.65 % 16.8 4.92 1.00 3.50 1.75 A99 4 3 A 7.2 2.09 .76 1.65 .73 S § -6 2.48 .78 1.92 .87 A .8 2.87 .80 2.18 .99 H 11.1 3.25 .83 1.12 12.4 3.62 .85 2 66 1.23 5/£ 13.6 3.98 .87 2.87 1.35 il 4.34 .89 3.08 1.46 »£ 16 0 4.69 .92 3.28 1.57 if 17!l 5.03 .94 3.47 1.68 % 18.3 5.36 .96 3.66 1.79 CAMBBIA STEEL. 205 •y PROPERTIES OF **A\ \ -X^V^^3 STANDARD ANGLES. Q^^K^S^' s-ir^r^-x--^ Vx^-x UNEQUAL LEGS. V^AX^' " ''^_ 9 10 11 12 13 14 16 1 Radius of Gyration Aiis 1-1. Distance of Center of Gravity from back of Shorter Leg. Moment of Inertia Aiis 2-2. Section Modulus Aiis 2-2. Radius of Gyration Aiis 2-2. Tangent of Angle. Least Radius of Gyration Aiis 3-3. Section Number. r •*! r S' r' Ot r" Inch. Inch. Inches* Inches.3 Inches. Inch. .60 .76 .51 .29 .79 .632 .43 A91 .59 .79 .65 .38 *78 .626 .42 .58 .81 .79 .47 i78 .620 .42 .58 .83 .91 .55 .77 .614 .42 .57 .85 1.03 .62 .76 .607 .42 .56 .88 1.14 .70 .75 .600 .42 .75 .91 1.17 .56 .95 .684 .53 A 3 .74 93 1.42 .69 .94 680 •Do .74 96 1.66 .81 .93 !676 .52 .73 '.98 1.88 .93 .92 .672 .52 •1,1 1.00 1.02 2.08 2.28 1.04 1.15 .91 .91 .666 .661 .52 .52 .74 1.11 1.80 .75 1.12 .506 .54 A 5 .73 1.14 2.19 .93 1.11 .501 .54 .72 1.16 2.56 1.09 1.10 .496 .54 1.18 2.91 1.26 1.09 .491 .54 70 1.20 3.24 1.41 1.09 .486 .53 .70 1.23 3-55 1.56 1.08 .480 .53 .91 1.04 1.91 .78 1.11 .727 .63 A 7 .90 1.06 2.33 .95 1.10 .724 .63 .90 08 2.72 1.13 1.09 .721 .62 •89 .10 3.10 1.29 1.08 .718 .62 .88 .13 3.45 1.45 1.07 .714 .87 .16 3-79 1.61 1.07 .711 .62 .87 .17 4.11 1.76 1.06 .707 62 .19 4.41 1.91 1.05 .703 ."62 1.21 4.70 2.05 1.04 .62 1.23 4.98 2.20 1.04 .694 .62 .84 1.25 5.24 2.33 1.03 .689 .63 1.26 §.38 1.23 1-27 .554 .65 A99 1.28 96 1^46 1.26 .551 .64 1.30 4^52 1 68 1.25 .547 .64 .86 1.33 5.05 1.89 1.25 .543 .64 .86 1.85 5.55 2.09 1.24 .538 .6A .8*5 1.87 6.03 1.23 .534 •84 1.39 6.49 o 49 .629 ^64 •84 1.42 6.93 2.68 1 22 .524 .64 .83 1.44 7.35 2.87 1.21 .518 .64 .83 1.46 7.76 3.05 1.20 .512 .64 206 CAMBRIA STEEL. PROPERTIES OP STANDARD ANGLES. UNEQUAL LEGS. 6 Section Thickness. Weight fi Area of Section. Distance of Center of Gravity from Back of Longer Leg. Moment of Inertia Aiisl-L bza Pounds. Sq. Ins. Inch. Inches.* A101 A103 623 A105 A107 6 x4 2.58 2.83 3-51 3.71 3.91 4.05 4.45 4.83 5.20 5.55 5.89 6.21 6.62 3.34 3.81 4.25 4.67 5.08 5.47 5.84 6.20 6.55 6.88 7421 4.90 5-60 6.27 8.11 8.68 9.23 9.75 10.26 10.75 CAMBRIA STEEL. 207 PROPERTIES OF '*\\\ \ /^/S^^* STANDARD ANGLES. ^^^K^^^' UNEQUAL LEGS. 3 \^\y0^ \ *£* Jfg'* 9 10 11 12 13 14 15 1 Radius of Gyration Axis 1-L Distance of Center of Gravity from Back of Shorter Leg. Moment of Inertia Axis 2-2. Section Modulus Axis 2-2. Radius of Gyration Axis 2-2. Tangent 01 Angle. Least Radius of Gyration Axis 3-3. Section Number. r x' I' S' r' a r" Inch. Inches. Inches.* Inches.3 Inch. Inch. .85 1.68 6.26 1.89 1.61 .368 .66 A101 .84 .84 1.70 1.73 7.37 8.43 2.24 2.58 1.61 1.60 .364 .361 .65 .65 M 1.76 9.45 2.91 1.59 .357 .65 1.77 10.43 3.23 1.58 .353 .65 1.80 11.37 3.55 1.57 .349 .64 .81 12.28 3.86 1.56 .345 .64 .80 1.84 13.15 4.16 1.55 .340 .64 :!§ l!88 13.98 14.78 4.46 4.75 1.55 1.54 .64 .64 1.03 1.59 6.60 1.94 1.61 .489 .77 A103 1.02 1.61 7.78 2.29 1.60 .485 .76 1.01 1.63 8.90 2.64 1.59 .482 .76 9.99 2.99 1.58 .479 .75 l.OO 1.68 11.03 3.32 1.57 .476 .75 OQ 1 *70 12.03 3.65 1.56 .472 .75 "98 l!72 12.99 3.97 1.56 .468 .76 1.75 13.92 4.28 1.55 .464 .75 .97 1.77 14.81 4.58 1.54 .460 .75 .96 1.79 15.67 4.88 1.53 .455 .75 .96 1.81 16.49 5.17 1.53 .451 .75 .99 2.04 2.06 12.86 14.76 3.24 1.94 1.93 II? :?6 A105 .97 2.08 16.59 4 24 1.92 .344 •76 •96 2.11 18.37 4^72 1.91 .341 .75 JQQ 2.13 5.19 1.90 .338 .75 .95 2.15 21.74 5.65 1.89 .334 .75 •94 2.18 23.34 6.10 1.89 .75 || 2.20 2.22 2639 ill 1.88 1.87 !323 .75 .75 •93 27i84 7.41 1.86 .320 .75 .92 2.26 29.15 7.80 1.85 .817 •76 1.17 1.16 1.15 1.94 1.96 1.99 13.47 15.46 17.40 3.32 1:11 1.93 1.92 1.91 :gi .88 .87 .87 A107 1.14 19.26 4.83 1.9O !438 .87 1.13 2.03 21.07 5.31 1.90 .434 .86 1.13 2 06 22.82 5.78 1.89 .431 Jo 1.12 2.08 24.51 6.25 1.88 .428 o 1.11 2.10 26.15 6.70 1.87 .425 .86 1.11 88 lit 2.17 27.73 29.26 30.75 7.15 7.59 8.02 1.86 1.86 1.85 .421 .418 .414 .86 208 CAMBRIA STEEL. PROPERTIES OP SPECIAL ANGLES. UNEQUAL LEGS. 1 2 3 4 5 6 7 8 Section Number. Dimensions. Thickness. Weight £ Area of Section. Distance of Center of Gravity from Back of Longer Leg. Moment of Inertia Axis 1-1. Section Modulus Axis 1-1. bza t A 8 I S Inches. Inch. Pounds. Sq.Ins. Inch. Inches.* Inches.s A129 3 x2 & 3.07 .90 .47 .31 .20 8 4.1 1.19 .49 .39 .26 A 5.0 1.47 .51 .47 .32 H 5.9 .54 .54 .37 1 7l 2!oo 2.25 .56 .58 .61 .67 .42 .47 A131 4 x3M A 7.7 2.25 .93 2.55 .99 % 9.1 2.67 .96 2 99 1.17 'fs 10.6 §.09 .98 3^40 1.35 % 11.9 .50 1.00 3.79 1.52 JL. 13.3 3.90 1.02 4.17 1.68 % 14.7 4.30 1.04 4.49 1.83 ft 16.0 4.68 1.07 4.86 2.00 A135 5 x4 H 11.0 3.23 1.03 4.66 1.57 A 12.8 3.75 1.05 5.32 1-81 i^ 14.5 4.25 1.07 5.96 2.04 A 16.2 4.75 1.10 6.56 2.26 ^.| 17.8 5.23 1.12 7.14 2.48 H 19.5 5.72 1.14 7.70 2.69 A109 7 x3H A 15.0 4.40 .75 3.95 1.44 ¥ 17.0 5.00 .78 4.41 1.62 19.1 5.59 .80 4.86 1.80 % 21.0 6.17 .82 5.28 1.97 JU. 23.0 6.75 .85 5-69 2.14 54 24.9 7.31 .87 6.08 2.31 it 26.8 7.87 .89 6.46 2.48 % 28.7 §.42 .91 6.83 2.64 if 30.5 .97 .94 7.18 2.80 1 32.3 9.50 .96 7.53 2.96 A112 8 x6 H 23.0 6.75 1.47 21.68 4.79 A 25.7 7.56 1.50 24.04 5.34 K 28-5 8.36 1.52 26.33 5.88 H 31.2 9.15 1.54 28.56 6.40 s 33.8 9.94 1.56 30.72 6.92 t* 36.5 10.72 1.59 32.82 7.44 39.1 11.48 1.61 34.86 7.94 li 12.25 1.63 36.85 8.43 1 44.2 13-00 1.65 38.78 8.92 CAMBRIA STEEL. 209 PROPERTIES OF SPECIAL ANGLES. UNEQUAL LEGS. \ 3$V^|P^ > +£' 9 10 11 12 13 14 15 1 Radius of Gyration Aiis 1-1. listance of Center of Gravity from Back of Shorter Leg. Moment of Inertia Aiis 2-2. Section Modulus Aiis 2-2. Radius of Gyration Aiis 2-2. T" Angle. Radius of Gyration Aiis 3-3. Section Number. r x' I' 3' r' a r" Inch. Inches. Inches.* Inches.* Inches. Inch. .58 .97 .84 .41 .97 .446 .44 A129 .57 .99 1.09 .54 .96 .43 .67 1.02 1.32 .66 .95 .434 .43 .56 1.04 1.53 .78 428 .43 .65 1.06 1.73 .89 .93 !421 .43 .55 1.08 1.92 1.00 .92 .414 .43 1.07 1.18 3.56 1.26 1.26 .757 .73 A131 1.06 1.21 4.18 1.49 1.25 .755 .73 lios 1.23 4.76 1.72 1.24 .753 72 1.04 1.25 5.32 1.94 .750 .72 1.03 1.27 5.86 2.15 1 23 .747 .72 1.02 6-37 2.35 1.22 .742 .72 1.02 1.32 6.86 2.56 1.21 .742 .72 1.20 1.53 8.14 2.34 1.59 .631 .85 A135 1.19 1.55 9.32 2.70 1.58 .629 .85 1.18 1.57 10.46 3.05 1.57 626 .85 1.18 1.60 11.55 3.39 1.56 !623 .85 1.17 1.62 12.61 t-73 1.55 .620 .84 1.16 1.64 13.62 .05 1.64 .617 .84 .95 2.50 22.66 5.01 2.26 .267 .76 A109 .94 2.53 25.41 5.68 2.25 .264 .75 .93 2.55 28.18 6.34 2-25 .262 .75 .93 2.57 2.60 30.86 33.47 760 2.24 2.23 .259 .257 .75 .74 91 2.62 35.99 8.22 2.22 .253 .74 !91 2.64 38.45 8.83 2.21 .250 .74 2.66 40.82 9.42 2.20 .247 .74 .89 2.69 43.13 10.00 2.19 .244 .74 .89 2.71 45.37 10.58 2.19 .241 .74 1.79 2.47 44.31 8.02 2.56 .558 1.30 A112 1.78 2.50 49.26 8.95 2.55 .556 1.30 1.77 2.52 54.10 9.87 2.54 .554 1.29 1.77 2.54 58.82 10.77 2.54 .554 1.29 1.76 2.56 63.42 11.67 2.53 .653 1.28 1.75 2.59 67.92 12.55 2.52 .549 1.28 1.74 2.61 72.32 13.41 2.51 .546 1.28 1.73 2.63 76.59 14.27 2.50 .545 1.28 1.73 2.65 80.78 15.11 2.49 .543 1.28 210 CAMBBIA STEEL. MOMENTS OF INERTIA OF RECTANGLES. I Neutral • Axis Depths 2 to GO inches; widths M to 1 inch, varying by A inch. Depth in Inches. Width of Rectangle in Inches. i A t •A i A 1 2 3 4 .17 .56 1.33 .21 .70 1.67 .25 .84 2.00 .29 .98 2.33 .33 1.13 2.67 .38 1.27 3.00 .42 1.41 3.33 5 6 7 8 9 2.60 4.50 7.15 10.67 15.19 3.26 5.63 8.93 13.33 18.98 3.91 6.75 10.72 16.00 22.78 4.56 7.88 12.51 18.67 26.58 5.21 9.00 14.29 21.33 30.38 5.86 10.13 16.08 24.00 34.17 6.51 11.25 17.86 26.67 37.97 10 11 12 13 14 20.83 27.73 36.00 45.77 57.17 26.04 34.66 45.00 57.21 71.46 31.25 41.59 54.00 68.66 85.75 36.46 48.53 63.00 80.10 100.04 41.67 55.46 72.00 91.54 114.33 46.87 62.39 81.00 102.98 128.63 52.08 69.32 90.00 114.43 142.92 15 16 17 18 19 70.31 85.33 102.35 121.50 142.90 87.89 106.67 127.94 151.88 178.62 105.47 128.00 153.53 182.25 214.34 123.05 149.33 179.12 212.63 250.07 140.63 170.67 204.71 243.00 285.79 158.20 192.00 230.30 273.38 321.52 175.78 213.33 255.89 303.75 357.24 20 21 22 23 24 166.67 192.94 221.83 253.48 288.00 208.33 241.17 277.29 316.85 360.00 250.00 289.41 332.75 380.22 432.00 291.67 337.64 388.21 443.59 504.00 333.33 385.88 443.67 506.96 576.00 375.00 434.11 499.13 570.33 648.00 416.67 482.34 554.58 633.70 720.00 25 26 27 28 29 325.52 366.17 410.06 457.33 508.10 406.90 457.71 512.58 571.67 635.13 488.28 549.25 615.09 686.00 762.16 569.66 640.79 717.61 800.33 889.18 651.04 732.33 820.13 914.67 1016.21 732.42 823.88 922.64 1029.00 1143.23 813.80 915.42 1025.16 1143.33 1270.26 30 32 34 36 38 562.50 682.67 818.83 972.00 1143.17 703.13 853.33 1023.54 1215.00 1428.96 843.75 1024.00 1228.25 1458.00 1714.75 984.38 1194.67 143?.96 1701.00 2000.54 1125.00 1365.33 1637.67 1944.00 2286.33 1265.63 1536.00 1842.38 2187.00 2572.13 1406.25 1706.67 2047.08 2430.00 2857.92 40 42 44 46 48 1333.33 1543.50 1774.67 2027.83 2304.00 1666.67 1929.38 2218.33 2534.79 2880.00 2000.00 2315.25 2662.00 3041.75 3456.00 2333.33 2701.13 3105.67 3548.71 4032.00 2666.67 3087.00 3549.33 4055.67 4608.00 3000.00 3472.88 3993.00 4562.63 5184.00 3333.33 3858.75 4436.67 5069.58 5760.00 60 52 54 56 58 60 2604.17 2929.33 3280.50 3658.67 4064.83 4500.00 3255.21 3661.67 4100.63 4573.33 5081.04 5625.00 3906.25 4394.00 4920.75 5488.00 6097.25 6750.00 4557.29 5126.33 5740.88 6402.67 7113.46 7875.00 5208.33 5858.67 6561.00 7317.33 8129.67 9000.00 5859.38 6591.00 7381.13 8232.00 9145.87 10125.00 6510.42 7323.33 8201.25 9146.67 10162.08 11250.00 CAMBKIA STEEL. 211 MOMENTS OF INERTIA OF RECTANGLES. I Neutral 1 Axis • • Depths 2 to 60 inches; widths 1A to 1 inch, varying by ^g"inch. Width of Rectangle in Inches. Depth H 1 it | *f 1 in Inches. .46 .50 .54 .58 .63 .67 2 1.55 1.69 1.83 1.97 2.11 2.25 3 3.67 4.00 4.38 4.67 5.00 5.33 4 7.16 7.81 8.46 9.11 9.77 10.42 5 12.38 13.50 14.63 15.75 16.88 18.00 6 19.65 21.44 23.22 25.01 26.80 28.58 7 29.33 32.00 34.67 37.33 40.00 42.67 8 41.77 45.56 49.36 53.16 56.95 60.75 9 57.29 62.50 67.71 72.92 78.13 83.33 10 76.26 83.19 90.12 97.05 103.98 110.92 11 99.00 108.00 117.00 126.00 135.00 144.00 12 125.87 137.31 148.75 160.20 171.64 183.08 13 157.21 171.50 185.79' 200.08 214.38 228.67 14 193.36 210.94 228.52 246.09 263.67 281.25 15 234.67 256.00 277.33 . 298.67 320.CO 341.33 16 281.47 307.06 332.65 358.24 383.83 409.42 17 334.13 364.50 394.88 425.25 455.63 486.00 18 392.96 428.69 464.41 500.14 535.86 571.58 19 458.33 500.00 541.67 583.33 625.00 666.67 20 530.58 578.81 627.05 675.28 723.52 771.75 21 610.04 665.50 720.96 776.42 831.87 887.33 22 697.07 760.44 823.81 887.18 950.55 1013.92 23 792.00 864.00 936.00 1008.00 1080.00 1152.00 24 895.18 976.56 1057.94 1139.32 1220.70 1302.08 25 1006.96 1098.50 1190.04 1281.58 1373.13 1464.67 26 1127.67 1230.19 1332.70 1435.22 1537.73 1640.25 27 1257.67 1372.00 1486.33 1600.67 1715.00 1829.33 28 1397.29 1524.31 1651.34 1778.36 1905.39 2032.42 29 1546.88 1687.50 1828.13 1968.75 2109.38 2250.00 30 1877.33 2048.00 2218.67 2389.33 2560.00 2730.67 32 225J.79 2456.50 2661.21 2865.92 3070.63 3275.33 34 2673.00 2916.00 3159.00 3402.00 3645.00 3888.00 36 3143.71 3429.50 3715.29 4001.08 4286.88 4572.67 38 3666.67 4000.00 4333.33 4666.67 5000.00 5333.33 40 4244.63 4630.50 5016.38 5402.25 5788.13 6174.00 42 1 4880.33 5324.00 5767.67 6211.33 6655.00 7098.67 44 5576.54 6083.50 6590.46 7097.42 7604.38 8111.33 46 6336.00 6912.00 7488.00 8064.00 8640.00 9216.00 48 7161.46 7812.50 8463.54 9114.58 9765.63 10416.67 50 8055.67 8788.00 9520.33 10252.67 10985.00 11717.33 52 9021.38 9841.50 10661.63 11481.75 12301.88 13122.00 54 10061.33 10976.00 11890.67 12805.33 13720.CO 14634.67 56 11178.29 12194.50 13210.71 14226.92 15243.12 16259.33 58 12375.00 13500.00 14625.00 15750.00 16875.00 18000.00 60 S12 CAMBRIA STEEL. MOMENTS OF INERTIA OF RECTANGLES. II I 1 ONE INCH WIDE. NEUTRAL! 1 AXIS Value for any width may be obtained from 1 1 tabular value by direct multiplication. Depth Additional Depth in Fractions of an Inch. in Inches. 0 1 T7T 1 5 3 TT 1 T 5 TT 3 2 7 TT 0 .00002 .00016 .00055 .00130 .00254 .00439 .00698 1 .08333 .09995 .11865 .13955 .16276 .18842 .21663 .24754 2 .66667 .73114 .79964 .87229 .94922 1.0305 1.1164 1.2068 3 2.2500 2.3936 2.5431 2.6988 2.8607 3.0289 3.2036 3.3849 4 5.3333 5.5873 5.8491 6.1190 6.3971 6.6002 6.9783 7.2817 5 10.417 10.812 11.218 11.633 12.059 12.494 12.941 13.397 6 18.000 18.568 19.149 19.741 20.345 20.961 21.590 22.232 7 28.583 29.356 30.142 30.942 31.757 32.585 33.428 34.285 8 42.667 43.674 44.698 45.737 46.793 47.864 48.952 50.056 9 60.750 62.024 63.317 64.626 65.954 67.300 68.665 70.047 10 83.333 84.906 86.498 88.109 89.741 91.392 93.064 94.756 11 110.92 112.82 114.74 116.69 118.65 120.64 122.65 124.68 12 144.00 146.26 148.55 150.86 153.19 155.55 157.93 160.33 13 183.08 185.74 188.42 191.12 193.85 196.61 199.39 202.20 14 228.67 231.74 234.85 237.98 241.14 244.32 247.54 250.78 15 281.25 284.78 288.34 291.93 295.55 299.20 302.87 306.58 16 341.33 345.35 349.40 353.47 357.58 361.73 365.90 370.11 17 409.42 413.95 418.52 423.11 427.75 432.41 437.11 441.85 18 486.00 491.41 496.20 501.35 506.53 511.75 517.01 522.31 19 571.58 577.24 582.94 588.67 594.44 600.25 606.10 611.98 20 666.67 672.94 679.24 685.59 691.84 698.41 704.87 711.38 21 771.75 778.66 785.61 792.61 799.65 806.72 813.84 821.00 22 887.33 894.92 902.54 910.21 917.93 925.68 933.49 941.33 23 1013.9 1022.2 1030.5 1038.9 1047.3 1055.8 1064.3 1072.9 24 1152.0 1161.0 1170.1 1178.4 1188.4 1197.6 1206.8 1216.2 25 1302.1 1311.9 1321.7 1331.6 1341.5 1351.5 1361.6 1371.6 26 1464.7 1475.3 1485.9 1496.6 1507.3 1518.1 1529.0 1539.9 27 1640.2 1651.7 1663.1 1674.7 1686.2 1697.9 1709.5 1721.3 28 1829.3 1841.6 1853.9 1866.3 1878.8 1891.3 1903.8 1916.4 29 2032.4 2045.6 2058.8 2072.1 2085.4 2098.8 2112.3 2125.8 30 2250.0 2264.1 2278.2 2292.4 2306.7 2321.0 2335.4 2349.9 31 2482.6 2497.6 2512.7 2527.9 2543.1 2558.4 2573.8 2589.2 32 2730.7 2746.7 2762.8 2778.9 2795.2 2811.4 2827.8 2844.2 33 2994.7 3011.8 3028.9 3046.1 3063.3 3080.4 3098.0 3115.4 31 3275.3 3293.4 3311.6 3329.8 3348.1 3366.5 3384.9 3403.4 35 3572.9 3592.0 3611.3 3630.6 3650.0 3669.5 3689.0 3708.6 36 3888.0 3908.3 3928.6 3949.1 3969.6 3990.1 4010.8 4031.5 37 4221.1 4242.5 4264.0 4285.6 ,4307.3 4328.9 4350.7 4372.6 38 4572.7 4595.3 4617.9 4640.7 4663.5 4686.4 4719.4 4732.4 39 4943.3 4967.0 4990.9 5014.9 5038.9 5063.0 5087.2 5111.5 40 5333.3 5358.4 ' 5383.5 5408.7 5433.9 5459.3 5484.7 5510.2 41 5743.4 5769.7 5796.1 5822.6 5849.1 5875.7 5902.5 5929.2 42 6174.0 6201.6 6229.3 6257.1 6284.9 6312.8 6340.9 6368.9 43 6625.6 6654.5 6683.5 6703.5 6741.8 6771.1 6800.4 6829.9 44 7098.7 7129.0 7159.3 7189.0 7220.3 7251.0 7281.7 7312.5 45 7593.8 7625.4 7657.2 7689.1 7721.0 7753.0 7785.2 7817.4 46 8111.3 8144.7 8177.6 8210.9 8244.3 8277.8 8311.3 8345.0 47 8651.9 8686.5 8721.1 8755.9 8790.7 8825.6 8860.7 8895.8 48 9216.0 9252.0 9288.2 9324.4 9360.7 9397.2 9433.7 9470.3 49 9804.1 9841.6 9879.3 9833.7 9954.9 9992.9 10031 10071 50 10417 10456 10495 10534 10574 10613 10653 10692 CAMBRIA STEEL. 213 MOMENTS OF INERTIA OF RECTANGLES. II QONE INCH WIDE. AXIS Value for any width may be obtained from tabular value by direct multiplication. Additional Depth in Fractions of an Inch. Depth 1 9 5 1 1 3 1 8 7 1 5 Tnnhflo T TT JT TT T TT 5 TT mcfles. 01041 .01483 .02034 .02708 .03516 .04469 .05583 .06866 0 .28125 .31789 .35758 .40045 .44661 .49620 .54932 .60610 1 1.3021 1.4022 1.5073 1.6176 1.7331 1.8539 1.9803 2.1123 2 3.5729 3.7678 3.9696 4.1784 4.3945 4.6179 4.8488 5.0872 3 7.5937 -7.9146 8.2443 8.5831 8.9310 9.2882 9.6548 10.031 4 13.865 14.343 14.832 15.331 15.843 16.365 16.898 17.443 5 22.885 23.552 24.231 24.924 25.629 26.347 27.079 27.825 6 35.156 36.043 36.944 37.859 38.790 39.736 40.698 41.674 7 51.177 52.314 53.468 54.639 55.827 57.032 58.254 59.493 8 71.448 72.867 74.305 75.762 77.238 78.733 80.247 81.780 9 96.469 98.203 99.955 101.73 103.52 105.34 107.18 109.04 10 126.74 128.82 130.92 133.04 135.19 137.35 139.55 141.76 11 162.76 165.21 167.69 170.19 ,172.72 175.28 177.85 180.46 12 205.03 207.89 210.78 213.69 216.63 219.60 222.60 225.62 13 254.05 257.35 260.68 264.04 267.42 270.83 274.28 277.75 14 310.32 314.09 317.89 321.72 325.58 329.47 333.40 337.35 15 374.34 378.61 382.92 387.25 391.62 396.02 400.45 404.92 16 446.61 451.42 456.25 461.12 466.03 470.97 475.94 480.95 17 527.63 533.00 538.40 543.84 549.32 554.83 560.38 565.96 18 617.91 623.87 629.87 635.90 641.98 648.09 654.24 660.44 19 717.93 724.51 731.14 737.81 744.51 751.26 758.05 764.88 20 828.20 835.44 842.73 850.05 857.43 864.84 872.29 879.79 21 949.22 957.15 965.13 973.15 981.21 989.32 997.47 1005.7 22 1081.5 1090.1 1098.8 1107.6 1116.4 1225.2 1134.1 1143.0 23 1225.5 1234.9 1244.4 1253.9 1263.4 1273.0 1282.6 1292.3 24 1381.8 1392.0 1402.2 1412.5 1422.8 1433.2 1443.6 1454.1 25 1550.8 1561.8 1572.8 1584.0 . 1595.1 1606.3 1617.6 1628.9 26 1733.1 1744.9 1756.8 . 1768.8 1780.8 1792.8 1804.9 1817.1 27 1929.1 1941.8 1954.6 1967.4 1980.3 1993.2 2006.2 2019.3 28 2139.4 2153.0 2166.7 2180.4 2194.2 2208.1 2222.0 2236.0 29 2364.4 2378.9 2393.6 2408.3 2423.0 2437.8 2452.7 2467.6 30 2604.7 2620.2 2635.8 2651.4 2667.2 2682.9 2698.8 2714.7 31 2860.7 2877.2 2893.8 2910.5 2927.2 2944.0 2960.8 2977.8 32 3132.9 3150.5 3168.1 3185.8 3203.6 3221.4 3239.3 3257.3 33 3422.0 3440.6 3459.3 3478.1 3496.9 3515.8 3534.8 3553.8 34 3728.2 3748.0 3767.8 3787.6 3807.6 3827.6 3847.6 3867.8 35 4052.3 4073.1 4094.0 4115.0 4136,1 4157.2 4178.4 4199.7 36 4394.5 4416.5 4438.6 4460.8 4483.0 4505.3 4527.7 4550.1 37 4755.5 4778.7 4802.0 4825.4 4848.8 4872.3 4895.9 4919.5 38 5135.8 5160.2 5184.7 5209.3 5239.6 5285.3 5283.5 5308.4 39 5535.8 5561.5 5587.3 5613.1 5639.0 5665.0 5691.0 5717.2 40 5956.1 5983.1 6010.1 6037.0 6064.4 6091.7 6119.0 6146.5 41 6397.1 6425.4 6453.7 6482.2 6510.7 6539.3 6568.0 6596.7 42 6867.7 6889.0 6918.7 6948.5 6978.3 7008.3 7038.3 7068.5 43 7343.4 7374.4 7405.5 7436.6 7467.9 7499.2 7530.6 7562.1 44 7849.7 7882.1 7914.6 7947.1 7979.8 8012.5 8045.4 8078.3 45 8378.7 8412.5 8466.5 8480.5 8514.6 8548.8 8583.1 8617.4 46 8931.0 8966.3 9001.7 9037.2 9072.7 9108.4 9144.2 9180.0 47 9507.0 9544.1 9580.7 9617.7 9654.8 9692.0 9729.2 9766.6 48 10107 10146 10184 10223 10261 10300 10339 10378 49 10732 10772 10812 10852 10892 10933 10973 11014 50 214 CAMBRIA STEEL. PROPERTIES AND PRINCIPAL DIMENSIONS OF STANDARD T-RAILS. GS H 0 »i Stand- ard. Note.) Section Number. Weight per Yard. Area. b d k t Neutral Axis 1-1. - Moment of Inertia. Section Modulus. Pounds. Sq. Ins. Inches. Inches. Inches. Inch. Inches. I 8 580 579 578 577 576 575 545 549 542 537 12 16 20 25 30 35 40 45 50 55 1.17 1.56 1.98 2.40 3.02 3.42 3.94 4.40 4.87 5.38 2 2ys 3il I** 2s 2y8 2% o iij 3» 4A 1 li-i 1 .96 .14 .54 .69 : .76 1.86 1.98 .67 1.23 1.93 2.50 4.10 5.14 6.52 8.09 9.82 12.03 .64 .99 1.41 1.76 2.55 2.90 3.60 4.19 4.86 5.78 C C C c A C B C A 568 533 571 534 567 60 60 60 65 70 5.86 5.93 5.87 6.33 6.82 4 |H tt l| 1 i 2.13 2.06 1.95 2.15 2.20 15.41 14.56 13.30 16.72 21.05 6.50 6.65 5.94 7.30 8.26 C B C A C 532 570 529 566 530 70 70 75 80 80 6.81 6.89 7.33 7.86 7.86 ^fi4 413 45! 5 || 5''8 | i 2.22 2.16 2.29 2.31 2.41 20.06 18.60 23.11 28.80 26.35 8.32 7.78 9.17 10.21 10.17 B C A C B 569 531 563 535 561 80 85 90 90 90 7.91 8.33 8.82 8.83 8.87 ft 1| 4K 1 in I! 2H §IA 2.27 2.47 2.54 2.57 2.45 25.10 30.34 38.70 34.43 32.30 9.40 11.15 12.52 12.25 11.45 C A C B M 550 565 536 564 572 95 100 100 100 no 9.28 9.84 9.84 9.85 10.75 5M IS li 2% 221 3TJ 2 IS I? i 2.67 2.75 2.73 2.63 2.80 38.58 48.94 43.42 41.30 56.00 13.35 15.07 14.38 13.72 17.50 M M 573 574 539 120 130 150 11.76 12.76 14.71 8* .6 6 2 4M > 2.89 3.00 3.00 60.04 71.02 69.30 17.87 20.29 23.10 For detail dimensions of Section No. 539, see page 26. A; B: — Type A; Type B; American Railway Association Standard. C: — American Society of Civil Engineers Standard. M : — Manufacturers Standard. CAMBRIA STEEL. 215 RADII OF GYRATION FOR TWO ANGLES PLACED BACK TO BACK. ANGLES WITH EQUAL LEGS. $-$' Radii of gyration correspond to directions indicated by arrowheads. Section Dimensions. Thickness. Area of Two RaoUi of Gyration. Angles. Inches. Inch. S^. Ins. 'o ri *2 TS r* *5 All iHx iy2 * 1.06 1.68 0.64 0.44 8:i! 0.73 0.76 0.78 0.81 0.83 0.86 0.94 0.97 • • "/» 1.97 0.44 0.67 0.77 0.82 0.88 0.99 *A40 l%x 1M .84 0.55 0.73 0.82 0.86 0.91 .02 • A 0.54 0.74 0.83 0.88 0.93 U • SHI 2.34 0.51 0.76 0.86 0.91 0.97 ..07 A15 2x2 *^» .97 0.63 0.84 0.92 0.97 1.02 .12 ? 1.44 0.62 0.84 0.93 0.98 1.03 .13 u u 2.30 0.60 0.86 0.95 1.00 1.05 .16 • " A 3.12 0.59 0.88 0.98 1.03 1.08 .19 *A41 2J4x 2M A 1.62 0.70 0.94 1.03 1.08 1.12 1.22 a A 2.62 0.68 0.96 1.05 1.10 1.15 1.25 A17 2KX 2J--2 *K 1.22 0.79 1.04 .12 .17 1.21 1.31 « Ji 2.38 0.77 1.05 .14 .19 1.24 1.34 « « 3/£ 3.46 0.75 1.07 .16 .21 1.26 1.36 • • M 4.50 0.74 1.09 .19 .24 1.29 1.39 *A43 2Mx 2M \X 2.62 0.85 1.15 .24 .29 1.34 1.43 « •h 3.24 0.84 1.16 .25 .30 1.35 1.45 • « ys 3.84 0.83 1.17 .26 .31 1.35 1.45 A19 3x3 2.88 0.93 1.26 1.34 1.39 1.43 1.53 A 4.86 0.91 1*28 1.37 1.42 1.47 1.57 u • A 6.12 0.89 i!so 1.39 1.44 1.49 1.59 A21 3^x Qy% 3.38 1.09 .46 1.54 1.59 1.64 1.73 a ^ 7.96 1.04 .52 1.61 1.66 1.71 1.81 • u H 10.06 1.02 .55 1.65 1.70 1.75 1.85 A23 4x4 4.80 .24 .67 1.76 1.80 1.85 1.94 8.36 .21 .71 1.8O 1 85 1.89 1.99 « • 11.68 .18 .75 1.85 1.89 1.94 2.04 *A47 5x5 % 7.22 .56 2.09 2.17 2.22 2.26 2.35 a 1Z 9.50 ..54 2.10 2.19 2.24 2.28 2.38 • « ?€ 13.88 1.5O 2.14 2.25 2.27 2.32 2.42 A27 6x6 A 10.12 1.87 2.50 2.58 2.63 2.67 2.76 5^ 14.22 1.84 2.53 2.62 2.66 2.71 2.80 U • J^ 19.46 1.81 2.57 2.66 2.70 2.75 2.85 A35 8x8 1^ 15.50 2.51 3.32 3.41 3.45 3.49 3.58 ^1 19.22 2.49 3.34 3.43 3.47 3.51 3.6O a « M 22.88 2.47 3.36 3.44 3.49 3.53 3.62 a • T/ 26.46 2.45 3.38 3.46 3.51 3.55 3.64 « « 1 30.00 2.44 3.40 3.48 3.53 3.57 3.67 * * 33.46 2.42 3.42 3.51 3.55 3.60 3.69 Angles marked * are special sections. 216 CAMBBIA STEEL. RADII OF GYRATION FOR TWO ANGLES PLACED BACK TO BACK. ANGLES WITH UNEQUAL LEGS. Radii of gyration correspond to directions indicated by arrowheads. Section Number. Eadii of Gyration. Angles marked * are special sections. CAMBRIA STEEL. 217 RADII OF GYRATION FOR TWO ANGLES PLACED BACK TO BACK, ANGLES WITH UNEQUAL LEGS. <- > < IF^ corresp< s indicated by arroi Radii of gyration md to directior "^T vheads. Section Dimensions. Thickness. Area of Two Radii of Gyration. Number. Angles. Inches. Inch. Sq.Ins. 0 1 2 '3 '4 '5 A91 2!4x2 JL 1.62 O.60 1.10 1.19 1.24 1.29 1.39 M 1^ 3.10 0.58 1.13 1.23 1.28 1.33 1.43 " " H 4.00 0.56 1.15 1.25 1.30 1.35 1.46 *A129 3 x2 A 1.80 0.58 1.37 1.46 1.51 1.66 1.66 A 2.94 0.57 1.39 1.48 1.53 1.58 1.68 u 11 T75 4.00 0.55 1.41 1.51 1.56 1.61 1.71 A93 8_ Ol>^ X «72 II ^ 2.62 3.84 0.75 0.74 1.31 1.33 1.40 1.42 1.45 1.47 1.60 1.52 1.60 1.63 ii " ^ 5.56 0.72 1.37 1.46 1.51 1.56 1.66 A95 3/^x2^ M 2.88 0.74 1.58 1.67 1.72 1.76 1.86 ii • a % 5.50 0.70 1.62 1.72 1.77 1.81 1.92 N 11 A 6.12 0.70 1.64 1.73 1.78 1.83 1.93 A97 3^x3 M 3.12 0.91 1.52 1.61 1.66 1.70 1.80 ft 6.68 0.87 1.57 1.71 1.76 1.86 " " 8 9.24 0.85 1.61 1.71 1.76 1.81 1.91 A99 4 x3 i 4.18 7.24 10.06 0.89 0.86 0.83 1.79 1.83 1.88 ill 1.97 1.93 1.97 2.02 1.97 2.02 2.08 2.07 2.12 2.18 'A131 4 x3H ^ 4.50 7.00 1.07 1.04 1.73 1.76 1.81 1.85 f| 1.91 1.94 2.00 2.04 " " % 8.60 1.02 1.78 1.87 2 1.97 2.07 A101 6 x3 § 4.80 8.86 0.85 0.82 2.33 2.37 2.42 2.47 2.47 2.52 2.52 2.57 2.61 2.67 " " H 11.68 0.80 2.42 2.52 2.57 2.62 2.72 A103 6 x3H 5^ 6.10 1.02 2.27 2.36 2.41 2.45 2.55 % §.84 2.31 2.40 2.45 2.50 260 M " % .34 0.96 2.36 2.45 2.50 2.55 2.65 •A135 5 x4 y2 1:18 1.20 1.18 2.20 2.22 2.29 2.31 2.34 2.36 2.38 2.41 2.48 2.50 " " % 10.46 1.17 2.24 2.33 2.38 2.43 2.53 A105 6 x3H % 6.84 0.99 2.81 2.90 2.95 3.00 3.09 i< &/£. 11.10 0.96 2.86 2.95 3.00 3.15 " " % 15.10 0.93 2.90 3.00 3.06 3.10 3.20 A107 6 x4 % 7.22 1.17 2.74 2.83 2.87 2.92 3.02 % 11.72 1.13 2.78 2.87 2.92 2.97 3.06 " " % 15.96 1.11 2.82 2.92 2.97 3.02 3.12 •A109 7T ^V A O72 II y* 8.80 10.00 0.95 0.94 3.37 3.39 3.47 3.48 3.52 3.53 3.56 3.58 3.66 3.67 " " % 12.34 0.93 3.40 3.50 3.55 3.60 3.70 « N i 15.74 19.00 0.91 3.45 3.48 3.54 3.58 §.59 .63 l:it 3.74 3.78 Angles marked * are special sections. 218 CAMBRIA STEEL. STRENGTH OF STEEL COLUMNS OR STRUTS. For various values of — - in which L = length in feet and r = radius -of gyration in inches. P = ultimate strength in Ibs. per square inch. FOB SOFT STEEL. Square bearing Pin and square bearing Pin bearing 45 000 45 000 45 000 P = 1 + 1 + (12 L)* (12 L)* 36 000 r2 ' 24 000 r2 ' 18 000 r2 To obtain safe unit stress: For quiescent loads, as in buildings, divide by 4. For moving loads, as in bridges, divide by 5. JL_ , r Ultimate Strength in Ibs. per Square Inch. L r Ultimate Strength in Ibs. per Square Inch. Square. Pin and Square. Pin. Square. Pin and Square. Pin. 3.0 43437 42694 41978 7.6 36554 33419 30779 3.2 43230 42395 41593 7.8 36193 32966 30268 3.4 43011 42081 41190 3.6 42782 41754 40773 8.0 35828- 32514 29762 3.8 42543 41412 40340 8.2 35462 32064 29260 8.4 35095 31615 28763 4.0 42294 41058 39893 8.6 34727 31169 28272 4.2 42035 40693 39435 8.8 34358 30724 27787 4.4 41765 40317 38966 4.6 41488 39930 38485 9.0 33988 30282 27306 4.8 41203 39534 37998 9.2 33611 29844 26832 9.4 33249 29408 26364 5.0 40910 39130 37500 9.6 32880 28977 25903 5.2 40608 38807 36997 9.8 32511 28549 25448 5.4 40299 38300 36488 5.6 39984 37874 35975 10.0 32143 28125 25000 5.8 39663 37443 35457 10.2 31776 27706 24559 10.4 31411 27290 24125 6.0 39335 37006 34938 10.6 31054 26879 23698 6.2 39003 36566 34416 10.8 30684 26474 23279 6,4 38665 36122 33894 6.6 38323 35676 33371 11.0 30324 26072 22866 6.8 37976 35219 32849 11.2 29965 25675 22460 11.4 29608 25285 22063 7.0 37616 34776 32328 11.6 29247 24899 21671 7.2 37272 34324 31809 11.8 28903 24517 21288 7.4 36914 33872 31292 CAMBKIA STEEL. 219 STRENGTH OF STEEL COLUMNS OR STRUTS. For various values of — in which L = length in feet and r radius of gyration in inches. P = ultimate strength in Ibs. per square inch. Square bearing 45000 1 + (12 L)* FOR SOFT STEEL. Pin and square bearing 45000 1 t (12L)2 1"t"24000r2 Pin bearing 45000 (12 L)2 36 000 r2 To obtain safe unit stress: For quiescent loads, as in buildings, divide by 4. For moving loads, as in bridges, divide by 5. 18 000 r2 L ' r Ultimate Strength in Ibs. per Square Inch. L r Ultimate Strength in Ibs. per Square Inch. Square. Pin and Square. Pin. Square. Pin and Square. Pin. 12.0 28553 24142 20911 16.6 21406 16960 14043 '12.2 28207 23771 20542 16.8 21137 16708 13812 12.4 27863 23406 20179 12.6 27522 23046 19823 17.0 20872 16459 13584 12.8 27185 22693 19474 17.2 20611 16216 13366 17.4 20353 15977 13150 13.0 26850 22343 19133 17.6 20098 15742 12938 13.2 26524 22005 18797 17.8 19847 15512 12731 13.4 26189 21662 18469 13.6 25864 21329 18148 18.0 19599 15286 12528 13.8 25543 21002 17833 18.2 19351 15063 12329 18.4 19114 14845 12135 14.0 25224 20680 17523 18.6 18878 14630 11944 14.2 24909 20363 17221 18.8 18644 14420 11757 14.4 24598 20052 16925 14.6 24290 19746 16634 19.0 18418 14218 11579 14.8 23985 19445 16350 19.2 18185 14010 11394 19.4 17961 13811 11219 15.0 23684 19148 16071 19.6 17740 13616 11048 15.2 23387 18858 15799 19.8 17519 13422 10877 15.4 23093 18572 15532 15.6 22803 18288 15270 20.0 17308 13235 10715 15.8 22516 18015 15105 20.2 17096 13050 10553 20.4 16888 12868 10434 16.0 22234 17744 14764 20.6 16682 12690 10249 16.2 21954 17478 14518 20.8 16480 12515 10087 16.4 21678 17216 14279 220 CAMBBIA STEEL. STRENGTH OF STEEL COLUMNS OR STRUTS. For various values of — in which L = length in feet and r = radius of gyration in inches. P = ultimate strength in Ibs. per square inch. FOR MEDIUM STEEL. Square bearing Pin and square bearing Pin bearing 50000 D _ 50000 D 50000 X "•"" , , (12 L)2 1 + (12 L)2 1 , (12 L)2 ^36 000 r2 24 000 r2 ^ISOOOr2 To obtain safe unit stress: For quiescent loads, as in buildings, divide by 4. For moving loads, as in bridges, divide by 5. Ultimate Strength in Ibs. Ultimate Strength in Ibs. L per Square Inch. L per Square Inch. r Pin and r Pin and Square. Square. Pin. Square. Square. ' Pin. 3.0 48263 47438 46642 7.6 40616 37132 34199 3.2 48033 47106 46214 7.8 40214 36629 33631 3.4 47790 46757 45767 3.6 47536 46393 45303 8.0 39809 36127 33069 3.8 47270 46013 44822 8.2 39402 35627 32511 8.4 38994 35128 31959 4.0 , 46993 45620 44325 8.6 38585 34632 31413' 4.2 46705 45214 43817 8.8 38175 34138 30874 4.4 46406 44797 43295 4.6 46098 44367 42761 9.0 37764 33647 30340 4.8 45781 43927 42220 9.2 37354 33160 29813 9.4 36943 32676 29293 5.0 45455 43478 41667 9.6 36533 32197 28781 5.2 45120 43020 41108 9.8 36123 31721 28275 5.4 44777 42555 40542 5.6 44427 42082 39972 10.0 35714 31250 27778 5.8 44070 41603 39397 10.2 35307 30784 27288 10.4 34901 30322 26806 6.0 43706 41118 38820 10.6 34496 29866 26331 6.2 43337 40829 38240 10.8 34093 29415 25865 6.4 42961 40136 37660 6.6 42581 39640 37079 11.0 33693 28969 25407 6.8 42196 39141 36499 11.2 33294 28528 24956 11.4 32898 28094 24514 7.0 41806 38640 35920 11.6 32505 27665 24079 7.2 41413 38138 35343 11.8 32114 27241 23653 7.4 41016 37635 34769 CAMBRIA STEEL. 221 STRENGTH OF STEEL COLUMNS OR STRUTS. For various values of — in which L = length in feet and r = radius of gyration in inches. P = ultimate strength in Ibs. per square inch. FOR MEDIUM STEEL. Square bearing Pin and square bearing 50 000 50 000 p _ 1 + (12 L)* P = 1 + (12 L)2^ 24 000 r2 P = Pin bearing 50000 1 (12 L) 36 000 r2 To obtain safe unit stress: For quiescent loads, as in buildings, divide by 4. For moving loads, as in bridges, divide by 5. 18000 r2 L r Ultimate Strength in Ibs. per Square Inch. r Ultimate Strength in Ibs. per Square Inch. Square. Pin and Square. Pin. Square. Pin and Square. Pin. 12.0 31726 26824 23234 16.6 23784 18844 15603 12.2 31341 26412 22824 16.8 23486 18564 15347 12.4 30959 26007 22421 12.6 30580 25607 22026 17.0 23191 18288 15097 12.8 30205 25214 21638 17.2 22901 18018 14851 17.4 22614 17752 14611 13.0 29833 24826 21259 17.6 22331 17491 14376 13.2 29464 24445 20886 17.8 22052 17235 14145 13.4 29099 . 24069 20521 13.6 28738 23699 20164 18.0 21777 16984 13920 13.8 28381 23336 19814 18.2 21506 16737 13699 18.4 21238 16494 13483 14.0 28027 22978 19470 18.6 20975 16256 13271 14.2 27677 22626 19134 18.8 20715 16022 13063 . 14.4 27331 22280 18805 14.6 26989 21940 18482 19.0 20458 15793 12860 14.8 26650 21605 18167 19.2 20206 15567 12661 19.4 19957 15346 12466 15.0 26316 21276 17857 19.6 19711 15129 12275 15.2 25985 20953 17554 19.8 19466 14913 12086 15.4 25659 20636 17258 15.6 25337 20320 16967 20.0 19231 14706 11905 15.8 25018 20017 16683 20.2 18996 14500 11725 20.4 18764 14298 11549 • 16.0 24704 19716 16404 20.6 18536 14100 11377 16.2 24393 19420 16131 20.8 18311 13905 11208 16.4 24087 19129 15865 CAMBRIA STEEL. EXAMPLE OF THE USE OF THE TABLES OF RADII OF GYRATION FOR TWO ANGLES PLACED BACK TO BACK AND THE TABLES OF STRENGTH OF STEEL COLUMNS OR STRUTS. PAGES 215 TO 221 INCLUSIVE What is the size of truss member required to safely sustain 50 000 pounds in compression, the safety factor being 4, the unsupported length 8 feet, the gusset plates at each end being y%" thick? Assume for trial two 4" x 3" x s/fs" angles with the long legs together. Referring to page 216, the least Radius of Gyration, comparing values in columns r0 and r3 is found to be 1.27. The ratio of the length of the column in feet to the Least Radius of Gyration in inches, - is, there- fore, — ^- =6.3. 1.27 Referring to the table of Strength of Steel Columns or Struts for medium steel, page 220, the ultimate strength of a column in which — =6.3 is found by interpolation between the values for 6.2 and 6.4 to be 43 149 pounds per square inch, which, divided by the safety factor 4, gives 10 787 pounds as the safe unit stress per square inch. Multiplying the safe unit stress per square inch, 10 787 pounds, by 4.18, the area of the two angles in square inches, gives 45 090 pounds as the total safe load. This is slightly less than the specified load of 50 000 pounds, and, therefore, it will be necessary to increase the assumed section . Assume the angles to be 4" x 3" x %", for which the Least Radius of Gyration is found by interpolation to be 1.26, and, by the same process used above, — is found to be 6.35, which corre- sponds to an ultimate strength of 43 055 pounds per square inch, or a safe unit stress of 10 764 pounds per square inch, which, if multiplied by the area of the two angles, 4.96 square inches, gives a safe total load of 53 389 pounds, which is ample to meet the conditions stated. EXPLANATION OF TABLES RELATING TO DIMEN- SIONS AND SAFE LOADS OF STEEL COLUMNS OF VARIOUS SECTIONS. PAGES 224 TO 301 INCLUSIVE Tables of Dimensions for Plate and Angle Columns are given on pages 224 and 225, the Moments of Inertia and Section Moduli about two rectangular axes are given on pages 226 to 228 and the Safe Loads for various lengths, calculated for the Radius of Gyration about each of the two rectangular axes, are given on pages 248 to 267 inclusive. Tables of Dimensions for Latticed Channel Columns are given on pages 230, the Moments of Inertia and Section Moduli about two rec- tangular axes are given on page 231 , the Safe Loads for various lengths CAMBRIA STEEL. based upon the Least Radius of Gyration, are given on pages 268 to 271 , and data relating to the proper sizes of lattice bars and stay-plates to be used with these columns are given on pages 272 and 273. On pages 232 and 233 are given the Principal Dimensions of Plate and Channel Columns with comparatively narrow plates called^ for convenience of reference, Series A, and on pages 234 and 235 for Series B, which differs from Series A, in having wider plates. Mo- ments of Inertia and Section Moduli about two rectangular axes are given for Series A and B on pages 236 to 242 inclusive, and the Safe Loads for different lengths, based upon the Least Radius of Gyration, are given on pages 274 to 301 inclusive. Safe Loads for I-Beams used as Columns or Struts are given on pages 244 to 247 , and the dimensions of these sections can be obtained from the tables on pages 186 to 189 inclusive. The Plate and Channel Columns given in Series A are particularly useful in buildings or locations in which it is desired to keep the ex- treme dimensions of the cross section as small as possible for this style of column, although in this series the Radius of Gyration about the central axis parallel to the channel webs is somewhat smaller than the Radius of Gyration about the axis perpendicular to the channel webs. This makes the narrower columns of Series A somewhat less economi- cal of material than the wider columns of Series B , which, however, is small in amount for columns of ordinary story length of 10 feet to 14 feet, such as are used in skeleton buildings. In Series B of Plate and Channel Columns with wider plates, the Radii of Gyration about the two axes are practically equal for the intermediate thicknesses and these columns are slightly more eco- nomical of material than those of Series A, although they require somewhat more space on account of their wider sections. The Safe Loads for columns of various kinds, as given on pages 244 to 301 inclusive, are expressed in thousands of pounds, and have been figured by the use of Gordon's formula, as stated at the heads of the various tables, using the safety factor 4, which relates to static or quiescent loads such as occur in ordinary buildings. On page 229 is given a table showing the Distances Back to Back for Spacing Two Channels of the same size in order to produce equal Mo- ments of Inertia about the two rectangular axes. This table will be found to be useful in designing compression members of trusses, etc. The Safe Loads of the tables are assumed to be centrally applied, and for convenience in computing the proper sizes required to support eccentric loads the tables of Moments of Inertia and Section Moduli for the different sections of columns are given. The Safe Loads in the various tables are figured for extreme ratios from 30 to 150 for — , in which 1 is the length of the column and r the Least Radius of Gyration, both expressed in inches. The weights of columns stated in the tables are per lineal foot of shaft, and do not include any allowances for bases, brackets or other connections, as these depend upon the particular details and require- ments of each case. Loads for other safety factors can be figured from the tables by inverse proportion, thus: New safety factor : 4 :: load from tables : new loads. Drawings of typical details of steel columns are given on page 243. 224 CAMBRIA STEEL. DIMENSIONS FOR PLATE AND ANGLE COLUMNS. 3 y Size of ingles. Size of Plates. Weight of Column. Area of Column Section. Inches. Inches. Lbs.perFt. Sq. Ins. 4 x3, 4 x3 23.1 44.2 24.8 47.6 26.5 51.0 28-2 54.4 25.6 59.5 28.1 67.1 ft:! 37.3 97.0 39.4 103.0 41.6 108.9 43.7 114.9 7.24 14.00 7.74 15.00 8.24 16.00 7.51 17.49 7.76 18.24 8.26 19.74 8.76 21.24 10.86 28.44 11.49 30.19 12.11 31.94 12.74 33.69 Inches. ex 6H « eys Inches. Inches. Inches Inches. Inches. 2% IS §8 IS IS Vfi l*/s IK IK 11 HA as 2% 9H OK 8K IOK Dimensions m' and c may be varied to suit requirements. CAMBKIA STEEL. 225 DIMENSIONS FOR PLATE AND ANGLE COLUMNS. Size of Angles. Size of Plates. Weight of Column. Area of Column Section. m' Inches. Inches. Lbs.perFt. Sq.Ins. Inches. Inches. Inches. Inches. Inches. Inches. ^ S*?,H'fl[ "x" *tt 12 x^ 14x^ 45.4 128.7 47.6 135.1 49.7 141.6 61.8 147.8 62.1 156.4 64.7 163.2 67.2 170.0 13.37 87.74 7x3Hxft " " 1 "*" *1 M 18 xH 16 x ft 18xft 20xft 176.8 80.8 176.8 83.8 183.6 89.8 197.2 14.62 41.49 16.24 43.36 18.18 46.00 18.93 48.00 19.68 50.00 20.43 52.00 23.73 52.00 24.60 54.00 25.48 66.00 26.35 58.00 If* 18* 17A 1 2 2 IBM 19ft 1SK 11H 22ft 22ft 20ft 20tt 21H 4% 5ft Dimensions m' and c may be varied to suit requirements. 226 CAMBRIA STEEL. MOMENTS OF INERTIA AND SECTION MODULI FOR PLATE AND ANGLE COLUMNS. ! Jl T t Size of Size of Aiis 1-1. Aiis 2-8. Size of Aiisl-i Aiis 2-2. •s . •g g g •s a § •s «3 3 Angles. Plate. P a1"1 31 |S Plate. a1"1 ll p 1| Inches. Inches. Ins.4 Ins.3 Ins.* Ins.3 Inches. Ins.4 Ins.3 Ins.1 Ins.3 3 x2KxM 6xM 10.3 3.3 39.4 12.6 8x l/i 10.3 3.3 76.7 18.6 « i- « _s 13.4 4.3 47.9 15.3 « -^ 13.4 4.3 93.7 22.7 « si « s5 16.7 5.2 55.9 17.9 " /^ 16.7 5.3 110.1 26.7 u ^f tf 7g 20.2 6.3 63.5 20.3 « 7 20.3 6.3 125.6 30.5 a \/ * \^i 21.0 7.4 70.6 22.6 u \/ 24.0 7.4 140.5 34.1 A " A 28.1 8.6 77.3 24.8 A 28.1 8.6 154.6 37.5 3 x2HxJ4 10 xM 10.3 3.3 128.4 25.1 12 xM 10.3 3.3 195.7 32.0 « ^ 13.4 4.3 157.5 30.7 u A 13.4 4.3 240.5 39.3 " iHs « si 16.7 5.3 185.6 36.2 u a/ 16.7 5.3 284.0 46.4 (I 7 « 7 20.3 6.3 212.5 41.5 U -7T 20.3 6.3 325.8 53.2 " J^ a ix 24.1 7.4 238.3 46.5 « f| 24.1 7.4 366.1 59.8 A " A 28.1 8.6 263.1 51.3 " A 28.2 8.6 405.1 66.1 3Hx2Hx J4 7xJ4 16.0 4.4 62.4 17.2 8xJ4 16.0 4.4 84.7 20.5 w S « 5 20.7 5.7 76.2 21.0 « A 20.7 5.7 103.6 25.1 " x^ u ax 25.6 6.9 89.3 24.6 25.6 6.9 121.7 29.5 « 7 « 7 30.8 8.3 101.7 28.1 " A 30.8 8.3 138.9 33.7 " x^ " J^ 36.3 9.7 113.6 31.3 " H 36.3 9.7 155.5 37.7 A " A 42.1 11.1 124.8 34.4 • A 42.1 11.1 171.2 41.5 3Mx2H*M 10 xM 16.0 4.4 140.9 27.5 12 xK 16.0 4.4 213.7 34.9 " A 20.7 5.7 173.0 33.8 " A 20.7 5.7 262.9 42.9 " 8/^ " % 25.6 6.9 203.9 39.8 • v* 25.6 7.0 310.5 50.7 41 T U JL. 30.8 8.3 233.5 45.6 " A 30.8 8.3 356.2 58.2 a ix " x^ 36.3 9.7 262.1 51.1 • % 36.4 9.7 400.7 65.4 A A 42.2 11.2 289.4 56.5 " A 42.2 11.2 443.4 . 72.4 OAMBKIA STEEL. 227 MOMENTS OF INERTIA AND SECTION MODULI FOR PLATE AND ANGLE COLT] ' f- mm. 2 1 1 r Axis 1-1. Axis 2-2. Ails 1-1. Axis 2-2, Size Size "o •g Size ,g "8 of of g§ rt 2 of ••* «4 *3 rt rf d Angles. Plate. P 11 "S'i Jjl 11 Plate. P 11 P 11 Inches. Inches. Ins.4 Ins.3 Ins.* Inss Inches. Ins.4 Ins.8 Ins.* Ins.s 4x3 x A 8xA 30.3 7.3 114.6 27.8 10xA 30.3 7.3 192.0 37.5 44 5^ iMi 37.4 8.9 134.8 32.7 % 37.4 8.9 226.4 44.2 « i A 44.8 10.6 154.0 37.3 A 44.8 10.6 259.5 50.6 « IX M 52.8 12.4 172.4 41.8 l/2 52.6 12.4 291.5 56.9 " A A 60.8 14.2 190.0 46.1 A 60.9 14.2 322.2 62.9 44 \% *A 69.5 16.1 206.9 50.2 *'i 69.5 16.1 352.0 68.7 44 it it 78.6 18.1 223.0 54.1 it 78.6 18.1 380.5 74.2 44 7^ % 88.1 20.1 238.3 57.8 M 88.2 20.2 408.0 79.6 44 it it 98.1 22.3 253.0 61.3 it 98.2 22.3 434.4 84.7 44 H A 108.5 24.4 267.0 64.7 nA 108.6 24.5 459.8 89.7 4x3 xA 12xA 30.3 7.3 292.3 47.7 14xA 30.3 7.3 416.8 58.5 *A 37.4 8.9 345.5 56.4 iHi 37.4 8.9 493.4 69.3 4 A A 44.8 10.6 396.7 64.8 A 44.8 10.6 567.4 79.6 4 V£ i^ 52.6 12.4 446.6 72.9 8 52.7 12.4 639.7 89.8 4 A A 60.9 14.2 494.7 80.8 60.9 14.2 709.6 99.6 4 % % 69.6 16.1 541.5 88.4 % 69.6 16.1 777.8 109.2 1 it it 78.7 18.1 586.5 95.8 it 78.7 18.1 843.7 118.4 4 M % 88.2 20.2 630.1 102.9 % 88.3 20.2 907.7 127.4 4 it it 98.2 22.3 672.2 109.8 it 98.3 22.3 969.8 136.1 4 % Ji 108.7 24.5 713.1 116.4 A 108.8 24.5 1030.1 144.6 & x. 8J^ x A 10xA 57.6 11.2 225.0 43.9 12xA 57.6 11.2 341.9 55.8 4 5^ % 70.6 13.6 265.7 51.8 70.6 13.6 404.6 66.1 * JL JL 84.1 16.1 304.8 59.5 JL 84.1 16.1 465.2 75.9 4 M IX 98.2 18.7 342.6 66.9 1^ 98.2 18.7 524.0 85.5 4 A A 112.9 21.4 379.1 74.0 A 112.9 21.4 581.0 94.9 4 % A 128.2 24.1 414.4 80.9 % 128.2 24.1 636.4 103.9 4 it it 144.1 27.0 448.2 87.5 it 144.1 27.0 689.8 112.6 44 % % 160.6 29.9 481.1 93.9 % 160.7 29.9 741.8 121.1 44 it it 177.8 32.9 512.6 100.0 it 177.9 32.9 792.1 129.3 44 % T/. 195.7 36.0 543.1 106.0 T/C 195.8 36.0 841.0 137.3 44 if it 214.2 39.2 572.5 111.7 it 214.3 39.2 888.2 145.0 6 x 3J^ x A 14xA 57.6 11.2 486.8 68.3 16xA 57.6 11.2 660.8 81.3 44 3^ 70.6 13.6 576.9 81.0 70.6 13.6 784.0 96.6 44 A JL 84.1 16.1 664.2 93.2 A 84.1 16.1 903.8 111.2 ;; H 8 98.2 18.7 749.3 105.2 i^ 98.3 18.7 1020.6 125.6 JIL 112.9 21.4 832.1 116.8 A 113.0 21.4 1134.7 139.7 44 % N 128.3 24.1 912.7 128.1 *A 128.3 24.2 1245.9 153.3 44 it it 144.2 27.0 990.8 139.1 it 144.2 27.0 1354.0 166.6 44 $<£ S4 160.8 29.9 1067.1 149.8 3^ 160.8 29.9 1459.8 179.7 44 it it 178.0 32.9 1141.0 160.1 it 178.1 32.9 1562.6 192.3 41 Jls A 195.9 36.0 1213.2 170.3 ^A 196.0 36.0 1663.3 204.7 it 44 it 214.4 39.2 1283.1 180.1 44 it 214.6 39.2 1761.0 216.7 228 CAMBKIA STEEL. MOMENTS OP INERTIA AND SECTION MODULI FOR PLATE AND ANGLE COLUMNS. + 4- Sue of Angles. Size of Plate. Axis 1-1. Axis 2-2. Size of Plate. Axisl-t Axis 2-2. Moment of Inertia. ll *1 Moment of Inertia. g^ •j| ;3 TnsF •8 . fl •s IS Inches. Inches. Ins.4 lns.3 19.3 Ini.4 Inches. lns.4 lns.3 Ins.4 Ins.3 6x3Hx H 12x^g 119.2 457.5 74.7 14x% 119.2 19.3 649.1 91.1 y, § 141.5 164.5 22.8 26.3 526.2 593.0 85.9 06.8 " y* 141.5 164.5 22.8 26.3 747.7 843.9 104.9 118.4 . 188.3 30.0 657.9 107.4 " A 188.3 30.0 937.6 131.6 12 \k 212.9 33.7 720.9 117.7 " £i 212.9 33.7 1028.8 144.4 Tt ii 238.3 37.6 781.8 127.6 " ii 238.3 37.6 1117.3 156.8 \4 S'i 264.5 41.5 841.2 137.3 " M 264.6 41.5 1203.9 169.0 if it 291.5 45.5 898.5 146.7 " if 291.6 45.5 1287.9 180.8 n % 319.5 49.6 954.4 155.8 " % 319.6 49.6 1370.0 192.3 1M 1& 348.2 53.8 1008.4 164.6 " i4 348.4 53.9 1449.5 203.4 1 i 377.5 58.1 1060.8 173.2 " 1 377.7 58.1 1526.9 214.3 6 x 3^x y% IBx^-g" 119.2 19.3 878.6 108.1 18x% 119.3 19.3 1147.4 125.7 JL A 141.5 22.8 1013.2 124.7 « JL 141.5 22.8 1324.4 145.1 1^ g 164.5 26.3 1144.7 140.9 " % 164.6 26.3 1497.5 164.1 JL 188.4 30.0 1273.2 156.7 " A 188.4 30.0 1667.1 182.7 (2 % 213.0 33.7 1398.6 172.1 " 5^ 213.0 33.7 1832.8 200.9 it ii 238.4 37.6 1520.6 187.2 " ii 238.4 37.6 1994.3 218.6 % /4 264.6 41.5 1640.2 201.9 " % 264.7 41.5 2152.9 235.9 if if 291.7 45.5 1756.4 216.2 " if 291.8 45.5 2307.4 252.9 J"6 % 319.7 49.7 1870.4 230.2 " % 319.8 49.7 2459.2 269.5 14 if 348.5 53.9 1981.1 243.8 " if 348.6 53.9 2606.8 285.7 1 1 377.8 58.1 2089.1 257.1 "I 378.0 58.2 2751.3 301.5 7x 3H x A 14x^5 220.8 30.6 831.2 116.7 J.gxJL 220.8 30.6 1122.6 138.2 /^ LS 255.8 35.3 938.4 131.7 " \^i 255.8 35.3 1268.8 156.2 JL JL 292.7 40.2 1043.0 146.4 " A 292.7 40.2 1411.6 173.7 8 % 328.5 44.9 1144.6 160.7 " 78 328.5 44.9 1550.9 190.9 n ii 367.3 50.0 1243.9 174.6 11 ii 367.4 50.0 1687.2 207.7 ^ 24 406.6 55.1 1340.7 188.2 " % 406.7 55.1 1820.5 224.0 if if 447.2 60.4 1434.8 201.4 " if 447.3 60.4 1950.3 240.0 7^ % 488.3 65.7 1526.7 214.3 " 7^ 488.4 65.7 2077.4 255.7 if if 530.8 71.1 1615.9 226.8 " if 530.9 71.1 2201.1 270.9 1 1 574.3 76.6 1702.8 239.0 •• r 574.5 76.6 2322.0 285.8 7 x 3Hx A ISxiV 220.8 30.6 1463.2 160.4 2QX^L 220.8 30.6 1854.8 183.2 L£ •y. 255.9 35.3 1655.1 181.4 " J^ 255.9 35.3 2099.4 207.4 JL JL 292.8 40.2 1843.0 202.0 " A 292.8 40.2 2339.4 231.1 |2 /% 328.6 44.9 2026.6 222.1 " % 328.6 44.9 2574.2 254.2 M ii 367.4 50.0 2206.4 241.8 " ii 367.5 50.0 2804.4 277.0 M 8^ 406.7 55.2 2382.7 261.1 ** ^A 406.8 55.2 3030.5 299.3 if if 447.4 60.4 2554.7 280.0 " ii 447.5 60.4 3251.4 - 321.1 1? 79, 488.5 65.7 2723.5 298.5 " /» 488.6 65.7 3468.5 342.6 8 if 631.0 71.1 2888.1 316.5 " if 531.2 71.1 3680.5 363.5 i "1 574.7 76.6 3049.1 334.2 "1 574.8 76.6 3888.3 384.0 CAMBRIA STEEL. 229 SPACING OF CHANNELS FOR EQUAL MOMENTS OF INERTIA ABOUT THE TWO RECT- ANGULAR AXES 1-1 AND 2-2. i j 2 i *? rt — - .—^ 1 \\* } < 4 L L ! Section Depth of Weight per foot of one Area of Section of one A E Section Depth of Weight per foot of one Area of Section of one A E Num- Chan- Chan- Chan- Num- Chan- Chan- Chan- VA*. nel nel. nel. nel. nel. nel Der. nches. Pounds. Sq.Ins. Inches. Inches. inches. Pounds. Sq. Ins. Inches. Inches. ciT 3 4.00 5.OO 1.19 1.47 1.29 1.17 E .05 .93 033 10 15-00 20.00 4.46 5.88 6.33 5.96 8.89 8.40 • « 6. 30 1." P6 1.10 2.94 « « 25.00 7.35 5.66 8.14 • « 30.00 8.82 5.41 8.01 C9 4 5.25 1.55 2.08 3.92 « • 35.00 10.29 5.18 7.94 a • 6. 25 1.6 J4 1.96 3.80 a • 7.25 2.13 1.88,3.72 041 12 20.50 6-03 7.68 10.48 013 5 6.50 9.00 11.50 1.95 12.79 2.65 2.57 3.382.35 4.75 4.49 4.39 i 25.00 30.00 35.00 40.00 7.35 8.82 10.29 11.76 7.35 10.07 9.78 9.59 9.48 017 6 8.00 10.50 13.00 15.50 2.38 3.51 3.09 3.29 3.82 3.08 4.56 2.90 5.59 5.29 5.16 5.10 095 13 32.00 35.00 37.00 40.00 9.30 10.29 10.88 11.76 7.84 7.66 7.56 7.44 11.88 11.62 11.48 11.32 021 7 9.75 2.85 4.21 6.41 12.25 3.60 4.00 6.12 14.75 4.34 3.82 5.94 17.25 5.07 3.65 5-85 • • 45.00 50.00 55.00 13.24 14.71 16.18 7-22 7.02 6.84 11.10 10.94 10.84 " • 19.75 5.81 3.49 5.81 053 15 33.00 9.90 9.51 12.67 025 8 11.253.354.927.24 13.754.044.726.96 16.25 4.78 4.53 6.77 18.75 5.51 !4.37 6.65 21.25 6.25 4.22 6-58 35.00 40.00 45.00 50.00 55.00 10.29 11.76 13.24 14.71 16.18 9.42 9.16 8.92 8.72 8.53 12.58 12.28 12.08 11.92 11.81 089 9 13.25 3.895.62 8.06 065 18 45.00 13.25 11.48 14.84 15- 004.^ tl 5.48 7.84 50.00 14.71 11.20 14.52 • • 20.66 5.88 5.14 7.46 25.007.354.837.31 • • 55.00 60.00 16.18 17.65 10.98 14.3O 10.781 14.18 230 CAMBBIA STEEL. DIMENSIONS FOR LATTICED CHANNEL COLUMNS. A A "On N^M^I |pj£B 5. k-b--i-b*^ Channel and Section Number. Wejjht t b d H 0 E A m Pounds. Inch. Inches. Inches. Inches. Inches. Inches. Inches. Inches. & 7* OBI 8* C25 9* 029 & 16* C53 8.00 1O.50 18.00 15.50 9.75 12.25 14.75 17.25 19.75 11.25 13.75 16.25 18.75 21.25 13.25 25^00 15.00 20.00 35XDO 20.50 ssioo 40.00 46X)0 50.00 55.00 !56 .63 £2 '.58 ill .24 .38 1 .76 .62 .72 .82 4K i i 11 W 1 Ii 11? Iff 1 44 2% a ii 2M ii ii ii 1M W 4 w ^ 4 4H 1QH i 4^ » 5 1514. i 41 6.H 6 w w i i J« i " " ii ii " « OAMBBIA STEEL. 231 PROPERTIES OF LATTICED CHANNEL COLUMNS. Depth of Channel and Section Number. Weight per foot Pounds. Axis 1-1. Moment of Inertia. Inches.* Section Inches.* iiis 2-2. Moment of Inertia. Inches.* Section Modulus. Inches.* 6* C17 7* C21 8* C25 10* 033 15* C53 13.00 16.50 14.75 17.25 19.75 11.25 J0.50 860.4 35.2 88.7 66.5 15.6 232 CAMBBIA STEEL. DIMENSIONS FOR PLATE AND CHANNEL COLUMNS. V| A->t«A- in | e-t SERIES A. Channel and Section No. 6" C17 c¥i 8" C25 039 Weight fit Pounds. 104.5 134.0 15.5 94.75 124.25 144.75 17J35 194.75 11.26 18.75 164.25 184.75 21.25 134.26 154.00 204.00 25.00 Size of Plates. Width. Thick- ness Inches. 10 11 Inch. Inch. •32 .44 ^6 .21 .32 .43 .53 .63 .31 .40 .49 .58 .23 .29 .45 .61 4H Inches. Inches. Inches. Inches. Inches. CAMBRIA STEEL. 233 DIMENSIONS FOR PLATE AND CHANNEL COLUMNS. — G~>k — C— *< SERIES A. T and Section No. Weight Width. Pounds. Size of Plates. Thick- Inches. Inch. Inch. Inches. Inches. Inches. Inches. Inches. Inches. Inches. 15,0 20.0 25,0 39,0 35,0 20.5 25,0 30.0 35,0 40.0 12 14 35,0 40.0 45,0 60.0 65.0 .24 .88 .53 .28 .89 .51 .64 " 11 .40 m 3% 4% CAMBBIA STEEL. DIMENSIONS FOR PLATE AND CHANNEL COLUMNS. t*-G-»W— C->! SERIES B. and Section Ho. Veight Pounds. Size of Plates. Width. Inches. Thick- Inch. Inch. Inches. Inches. Inches. Inches. Inches. Inches. Inches. 6* 017 7* 081 086 & 8.0 104.6 134.0 94.75 12.25 144.75 174.85 194.76 11.85 13.76 11 184.75 81.85 134.85 154.00 20.00 26.00 18 13 •2P .32 .44 .21 .32 .42 .53 .63 .31 .40 4? .58 J2Q .45 2$ 2$ 2H 3% tf W CAMBBIA STEEL. 235 DIMENSIONS FOR PLATE AND CHANNEL COLUMNS. v (*~ -1)-- SERIES B. Channel and Section Ho. Weight Pounds. Size of Plates. Width. Inches. Thick- Inch. Inch. Inches. Inches. Inches. Inches. Inches. 10" C33 12" C41 16" C53 15.0 20.0 25.0 30.0 35.0 20.5 26.0 30.0 35.0 40.0 33.0 35.0 49,'° 45.0 60.0 66.0 15 16 20 .38 .63 .68 .28 .39 .51 ii .64 .76 .40 .43 .52 .62 6^ 1H 2 236 CAMBBIA STEEL. MOMENTS OF INERTIA AND SECTION MODULI FOR ^T "P PLATE AND CHAN- 1 1 J NEL COLUMNS. ^= -fc SERIES A. SERIES B. M Weight 1 iiis 1-L liis2-2. 5. ^ Axis 1-1. Ails 2-2. Chan- Foot. i S •s i § nel and Section Num- ber. •3 f Thickness Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. "8 1 i Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Lbs. In. In. Ias.4 Ins.3 Ins* Ins.3 In. In. Ins.4 Ins.* Ins.4 Ins.3 8.00 8 65.1 20.0 48.4 12.1 9 \i 70.0 21.5 69. 6 15.5 • • A 75.9 22.9 53.7 13.4 • A 82.1 24.8 77. 2 17.2 « • 3^C 87.0 25.8 59.0 14.8 « zZ. 94.7 28.1 84. 8 18.9 6" « « A 98.6 28.7 64.4 16.1 • A 107.8 31.4 92. 1 20.5 C 17 « " i^ 110.7 31.6 69.7 17.4 « l/z 121.3 34.6 100. 0 22.2 • • A 123.1 34.6 75.0 18.8 « A 135.3 38.0 107. 6 23.9 ^ 136.1 37.5 80.4 20.1 " y* 149.8 41.3 115.2 25.6 10.50 8 K 69.3 21.3 52.5 13.1 9 X 74.2 22.8 76.5 17.0 A 80.1 24.2 57.8 14.5 A 86.3 26.1 84. 1 18.7 « • % 91.2 27.0 63.1 15.8 « % 98.9 29.3 91. 7 20.4 6" « • A 102.8 29.9 68.5 17.1 • A 112.0 32.6 99. 3 22.1 C 17 • • H 114.9 32.8 73.8 18.5 • Vi 125.5 35.8 106. 9 23.8 « « A 127.3 35.7 79.1 19.8 « A 139.5 39.2 114. 5 25.4 B " X 140.3 38.7 84.5 21.1 * 8 154.0 42.5 122.1 27.1 13.00 8 Vt 73.7 22.7 56.5 14.1 9 y* 78.6 24.2 83. 1 18.5 « A 84.5 25.5 61.9 15.5 • A 90.7 27.4 91. 3 20.2 • * /4 95.6 28.3 67.2 16.8 • ¥ 103.3 30.6 98. 5 21.9 6" it u A 107.2 31.2 72.5 18.1 « 116.4 33.9 106. 2 23.6 C 17 « « K 119.3 34.1 77.9 19.5 « i^ 129.9 37.1 113. 7 25.3 « • A 131.7 37.0 83.2 20.8 « A 143.9 40.4 121. 3 27.0 ' ^ 144.7 39.9 88.5 22.1 " 5/8 158.4 43.7 128.9 28.7 15.50 8 M 78.1 24.0 60.0 15.0 9 X 83.0 25.5 89. 5 19.9 " • A 88.9 26.8 65.4 16.3 a A 95.1 28.7 97. I 21.6 * *•* 3X 100.0 296 70.7 17.7 * /% 107.7 31.9 104. r 23.3 6" « . • J^. 111.6 32.5 76.0 19.0 " A 120.8 35.1 112. i 25.0 C 17 « « 7^ 123.7 35.3 81.4 20.3 • i^ 134.3 38.4 119. ) 26.6 • <* 136.1 38.2 86.7 21.7 a A 148.3 41.6 127. i 28.3 * * ys 149-1 41.1 92.0 23.0 " % 162.8 44.9 135.0 30.0 CAMBRIA STEEL. 237 1 MOMENTS OF INERTIA AND <•>. SECTION MODULI FOR i PLATE AND CHAN- JL NEL COLUMNS. =^ DeDth of Chan- Weight SERIES A. SERIES B. 1 I Axis 1-1. Axis 8-2. a 1 Axis 1-1. Axis 2-2. nel and Section Num- £ Width of P P-« Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. i 1 Mo- ment of Inertia Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. ber. Lbs. S In. Ins.4 Ins.3 Ins.4 Ins.3 In. ItL Ins.4 Ins.3 Ins.4 Ins.3 9.75 9 i/ 101.4 27.0 70.6 15.7 tl %> 114.5 30.5 13( ).9 23.8 JL 117.4 30.8 78.1 17.4 A 134.2 35.2 14' L7 26.3 x/j 134.1 34.6 85.8 19.1 iHs 154.5 39.9 155 5.6 28.8 7" JL 151.3 38.4 93.4 20.8 A 175.5 44.6 17; !.5 31.4 p PI \/ 169.0 42.2 101.0 22.4 L/ 197.1 49.3 18( ).3 33.9 W 4V J. • 187.2 46.1 108.5 24.1 A 219.5 54.0 2(X ).2 36.4 6/ 206.2 50.0 116.1 25.8 % 242.5 58.8 21' LI 38.9 11 225.6 53.9 123.8 27.5 fi 266.3 63.6 22' r.9 41.4 % 245.5 57.8 131.3 29.2 % 290.7 68.4 241.8 44.0 1225 y± 107.6 28.7 76.3 17.0 11 y\ 120.7 32.2 144.0 26.2 JL 123.6 32.4 83.9 18.6 A 140.4 36.8 15' r.9 28.7 % 140.3 36.2 91.5 20.3 H 160.7 41.5 17 .8 31.2 ri>i 7 157.5 40.0 99.1 220 A 181.7 46.1 18. >.6 33.8 C21 Vl 175.2 43.8 106.7 23.7 H 203.3 50.8 199.5 36.3 JL 193.4 47.6 114.3 25.4 225.7 55.6 2l( !.4 38.8 % 212.4 51.5 121.9 27.1 % 248.7 60.3 22 7.2 41.3 11 231.8 55.4 129.5 28.8 tt 272.5 65.1 24 .1 43.8 *A 251.7 59.2 137.1 30.5 /4 296.9 69.9 255.0 46.4 1475 Vi 113.6 30.3 81.5 18.1 11 y\ 126.7 33.8 156.3 28.4 JL 129.6 34.0 89.1 19.8 A 146.4 38.4 17( 30.9 J% 146.3 37.7 96.7 21.5 % 166.7 43.0 18' 1.0 33.5 7" A 163.5 41.5 104.3 23.2 A 187.7 47.7 19 r.s 36.0 C21 g 181.2 45.3 111.9 24.9 l/2 209.3 52.3 21 1.7 38.5 199.4 49.1 119.5 26.5 A 231.7 57.0 22 5.6 41.0 Vg 218.4 53.0 127.1 28.2 254.7 61.8 23 ).4 43.5 11 237.8 56.8 134.7 29.9 H 278.5 66.5 25; 5.3 46.1 %. 257.7 60.6 142.3 31.6 % 302.9 71.3 267.2 48.6 1725 H 119.6 31.9 85.9 19.1 ] i 1A 132.7 35.4 167.1 30.4 JL 135.6 35.6 93.4 20.8 A 152.4 40.0 18 .0 32.9 3,^ 152.3 39.3 101.1 22.5 3,^ 172.7 44.6 19- 1.9 35.4 7" JL 169.5 43.1 108.7 24.2 A 193.7 49.2 20i 5.7 38.0 I/ 187.2 46.8 116.2 25.8 i^ 215.3 53.8 22'. !.6 40.5 »i • 205.4 50.6 123.8 27.5 A 237.7 58.5 23( 5.5 43.0 % 224.4 54.4 131.4 29.2 5^ 260.7 63.2 25( 1.3 45.5 11 243.8 58.2 139.1 30.9 H 284.5 67.9 26-! L2 48.0 % 263.7 62.1 146.6 32.6 M 308.9 72.7 278.1 50.6 1975 M 125.6 33.5 90.3 20.1 11 i^ 138.7 37.0 178.2 32.4 A 141.6 37.1 97.9 21.8 A 158.4 41.5 195 .0 34.9 **'"» 158.3 40.8 105.5 23.4 3,< 178.7 46.1 20, .9 37.4 7" JL 175.5 44.6 113.1 25.1 A 199.7 50.7 21f ).7 40.0 C21 \/ 193.2 48.3 120.7 26.8 ^ 221.3 55.3 23' .6 42.5 V *C J. A 211.4 52.0 128.3 28.5 243.7 60.0 24' r.5 45.0 N 230.4 55.9 135.9 30.2 % 266.7 64.7 26 3 47.5 « 249.8 59.7 143.5 31.9 H 290.5 69.4 27i .2 50.0 % 269.7 63.5 151.1 33.6 % 314.9 74.1 289.1 52.6 238 CAMBRIA STEEL. MOMENTS OF INERTIA AND ^y SECTION MODULI FOR PLATE AND CHAN- JL1 NEL COLUMNS. =^ Dejith Chan- nel and Section Num- Weight £ SERIES A. SERIES B. Width of Plate. 1 Axis 1-1. Axis 2-2. | Width of Plate.! Thickness Plate. Axis 1-1 Axis 2-2. Mo- ment of nertia. Section Mod- ulus. Mo- ment of nertia. Section Mod- ulus. Mo- ment of nertia. Section Mo- ment of nertia. Section Mod- ulus. Mod- ulus. ber. Lbs. n. n. Ins.4 Ins.3 Ins.4 Ins.3 In. .n. Ins.4 lns.3 Ins.4 Ins.3 - 1L25 0 ~j~ 149.7 35.2 104.0 20.8 2 ~£ 166.7 39.2 181 .1 30.2 \ 172.6 40.0 114.4 22.9 s 194.2 45.0 199 .1 33.2 • i 196.2 44.9 124.9 25.0 z 222.5 50.9 217 .1 36.2 an • J 220.5 49.7 135.3 27.1 7 251.7 56.7 235 .1 39.2 ft OK i 245.4 54.5 145.7 29.1 / 281.6 62.6 253 .1 42.2 i/ too i L 271.1 59.4 156.1 31.2 t- 312.4 68.5 271 .1 45.2 a / 297.5 64.3 166.5 33.3 4 344.1 74.4 289 .1 48.2 a | 324.6 69.2 176.9 35.4 4 376.6 80.3 307.1 51.2 " ^ 352.4 74.2 187.4 37.5 I 410.0 86.3 325.1 54.2 13 5 o / 157.1 37.0 111.6 22.3 174.1 41.0 196 .4 32.7 1 180.0 41.7 122.0 24.4 5 201.6 46.8 214 .4 35.7 « / 203.6 46.5 132.4 26.5 / 229.9 52.6 232 .4 38.7 O" a A 227.9 51.4 142.8 28.6 L 259.1 58.4 25C .4 41.7 C26 * ? 252.8 278.5 56.2 61.0 153.2 163.6 30.6 32.7 ? 289.0 319.8 64.2 70.1 268.4 286.4 44.7 47.7 K ^ 304.9 65.9 174.1 34.8 I/ 351.5 76.0 304 .4 50.7 a 4 3320 70.8 184.5 36.9 11 384.0 81.9 322 .4 53.7 fl 359.8 75.8 194.9 39.0 k 417.4 87.9 340.4 56.7 16 5 10 i 164.9 187.8 38.8 43.6 119.4 129.8 23.9 26.0 fr 181.9 209.4 42.8 48.6 212.5 230.5 35.4 38.4 a 211.4 48.3 140.2 28.0 Hi 237.7 54.3 24E .5 41.4 Off a L 235.7 53.1 150.6 30.1 _!_. 266.9 60.1 26( .5 44.4 0*86 I fr 260.6 286.3 57.9 62.8 161.0 171.5 32.2 34.3 rV 296.8 327.6 66.0 71.8 284.5 302.5 47.4 50.4 n iz 312.7 67.6 181.9 36.4 >^ 359.3 77.7 32( ).5 53.4 a ii 339.8 72.5 192.3 38.5 11 391.8 83.6 33i !.5 56.4 a ^ 367.6 77.4 202.7 40.5 y± 425.2 89.5 356.5 59.4 1875 10 H 172.7 40.6 126.3 25.3 Yi 189.7 44.6 227.3 37.9 ft 195.6 45.4 136.7 27.4 A 217.2 50.4 24, >.3 40.9 a S 219.2 50.1 147.2 29.4 jz 245.5 56.1 261 !.3 43.9 O" « 2 243.5 54.9 157.6 31.5 A 274.7 61.9 28 .3 46.9 8 • 268.4 59.7 168.0 33.6 % 304.6 67.7 29< ).3 49.9 C au « » 294.1 64.5 178.4 35.7 A 335.4 73.5 31 r.3 52.9 a i/ 320.5 69.3 188.8 37.8 % 367.1 79.4 33, 5.3 55.9 it ii 347.6 74.2 199.2 39.9 ii 399.6 85.2 35, 5.3 58.9 « ^ 375.4 79.0 209.7 41.9 *A 433.0 91.2 371.3 61.9 2 25 10 i/ 180.7 42.5 133.0 26.6 12 \i 197.7 46.5 241.7 40.3 JL 203.6 47.2 143.4 28.7 A 225.2 52.2 25 ).7 43.3 « Jz 227.2 51.9 153.8 30.8 ^^ 253.5 58.0 27 r.7 46.3 (I A 251.5 56.7 164.2 32.8 i 282.7 63.7 29 5.7 49.3 C26 „ H 276.4 302.1 61.4 66.2 174.6 185.0 34.9 37.0 312.6 343.4 69.5 75.3 313.7 331.7 52.3 55.3 • % 328.5 71.0 195.5 39.1 8 375.1 81.1 34 ).7 58.3 a H 355.6 75.9 205.9 41.2 H 407.6 87.0 36 7.7 61.3 « & 383.4 80.7 216.3 43.3 % 441.0 92.8 385.7 64.3 CAMBRIA STEEL. 239 MOMENTS OF INERTIA AND f*a SECTION MODULI FOR 1 PLATE AND CHAN- JL NEL COLUMNS. •*p SERIES A. SERIES B. Mk of Weight | i Axis 1-1. Axis 2-2. - 1 Axis 1-1 Axis 2-2. Chan- & £ S s •s nel and Section Num- ber. •s 1 1 Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. •s t Thickness Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Lbs. In. In. Ins.* Ins.' Ins.* Ins.3 In. In. ~ Ins.* Ins.* bM Ins.* 13.25 H" 212.3 44.7 147.9 26.9 13 233.7 49.2 244.3 37.6 A 243.8 50.7 161.8 29.4 JL 270.8 56.3 267 2 41.1 Hi 276.0 56.6 175.6 31.9 y 308.9 63.4 290 1 44.6 9" A 309.0 62.6 189.4 34.4 A 348.1 70.5 313 0 48.2 C29 ^ 343.0 68.6 203.3 37.0 388.2 77.6 335 9 51.7 JL. 377.9 74.7 217.3 39.5 JL 429.3 84.8 358 8 55.2 5^ 413.5 80.7 231.1 42.0 Y 471.5 92.0 381 6 58.7 H 449.9 86.7 244.9 44.5 1A 514.7 99.2 404 5 62.2 *A 487.5 92.9 258.8 47.1 H 558.9 106.5 427.4 65.8 1500 Yi 219.5 46.2 155.4 28.3 13 H 240.9 50.7 258.5 39.8 A 251.0 52.2 169.3 30.8 A 278.0 57.8 281 4 43.3 H 283.2 58.1 183.1 33.3 3/ 316.1 64.9 304 3 46.8 9" ft 316.2 64.0 197.0 35.8 A 355.3 72.0 327 2 50.3 C29 350.2 70.0 210.9 38.3 iz 395.4 79.1 350 1 53.9 A 385.1 76.1 224.8 40.9 A 436.5 86.2 373 0 57.4 % 420.7 82.1 238.6 43.4 % 478.7 93.4 395 8 60.9 H 457.1 88.1 252.4 45.9 H 521.9 100.6 418 7 64.4 5i 494.7 94.2 266.3 48.4 y*. 566.1 107.8 441.6 67.9 2000 IX 239.3 50.4 175.6 31.9 13 H 260.7 54.9 297.0 45.7 A 270.8 56.3 189.5 34.5 A 297.8 61.9 319 9 49.2 /Is 303.0 62.2 203.3 37.0 % 335.9 68.9 342 8 52.7 9" T 336.0 68.0 217.1 39.5 T 375.1 76.0 365 7 56.3 C29 xi 370.0 74.0 231.0 42.0 y» 415.2 83.0 388 6 59.8 JL 404.9 80.0 244.9 44.5 A 456.3 90.1 411 5 63.3 !Hi 440.5 86.0 258.8 47.1 5^ 498.5 97.3 434 3 66.8 H 476.9 91.9 272.6 49.6 H 541.7 104.4 457 2 70.3 3* 514.5 98.0 286.5 52.1 9* 585.9 111.6 480.1 73.9 2500 M 259.1 54.5 194.6 35.4 13 H 280.5 59.1 333 9 51.4 A 290.6 60.4 208.5 37.9 A 317.6 66.0 356 8 54.9 8 322.8 66.2 2223 40.4 H 355.7 73.0 379 7 58.4 9" A 355.8 72.1 236.1 42.9 A 394.9 80.0 402 5 61.9 C29 H 389.8 78.0 250.1 45.5 8 435.0 87.0 425 4 65.5 A 424.7 83.9 264.0 48.0 A 476.1 94.1 448 3 69.0 K 460.3 89.8 277.8 50.5 « 518.3 101.1 471 2 72.5 H 496.7 95.8 291.6 53.0 « 561.5 108.2 494 1 76.0 % 534.3 101.8 305.5 55.6 % 605.7 115.4 517.0 79.5 240 CAMBRIA STEEL. i MOMENTS OF INERTIA AND . ffc. SECTION MODULI FOR PLATE AND CHAN- Ik NEL COLUMNS. r^= =* Depth SERIES A. SERIES B. of Chan- Weight 1 5^ iiis 1-1. iiis 2-2. 1 1 Aiisl-1. iiis 2-2. nel and Section £ •s 1 1 Mo- ment of Section Mod- Mo- ment of Section Mod- •8 1 1 Mo- ment of Section Mod- Mo- ment of Section Mod- Num- ber. 2 Inertia. ulus. Inertia. ulus. 1 Inertia. ulus. Inertia. ulus. Lbs. In. In. Ins.* Ins.3 Ins.4 Ins.1 In. IE; Ins.* Ins.3 Ins.< Ins." 15.0 12 i/ 291.4 55.5 195.4 32.6 15 T/ 330.8 63.0 38 L.8 50.9 _5_ 333.3 62.7 213.4 35.6 A 383.3 72.1 41 7.0 55.6 L| 376.1 70.0 231.4 38.6 436.7 81.2 45 2.1 60.3 10" A 419.9 77.2 249.4 41.6 Ti 491.6 90.4 48 7.3 65.0 C 83 Vi 464.8 84.5 267.4 44.6 Y% 547.6 99.6 52 2.4 69.7 510.7 91.8 285.4 47.6 9 605.1 108.8 55 7.6 74.3 R/ 557.6 99.1 303.4 50.6 \/ 663.6 118.0 59 2.7 79.0 11 605.6 106.5 321.4 53.6 H 723.7 127.3 62 7.9 83.7 M 654.7 113.9 339.4 56.6 X 784.9 136.5 663.1 88.4 200 12 Yt 315.0 60.0 220.1 36.7 15 1A 354.4 67.5 43 3.0 58.4 356.9 67.2 238.1 39.7 _A- 406.9 76.6 47 J.I 63.1 % 399.7 74.4 256.1 42.7 11 460.3 85.6 50 3.3 67.8 1O" A 443.5 81.6 274.1 45.7 'fs 515.2 94.8 54 J.4 72.5 CSS M 488.4 88.8 292.1 48.7 \/ 571.2 103.9 57 3.6 77.2 v» OO 534.3 96.1 310.1 51.7 9 628.7 113.0 61 J.8 81.8 5/ 581.2 103.3 328.1 54.7 % 687.2 122.2 64 3.9 86.5 11 629.2 110.6 346.1 57.7 H 747.3 131.4 68 t.l 91.2 % 678.3 118.0 364.1 60-7 808.5 140.6 719.2 95.9 250 12 y± 339.6 64.7 242.8 40.5 15 y± 379.0 72.2 491.8 65.6 5 381.5 71.8 260.8 43.5 j^ 431.5 81.2 52 3.9 70.3 \/ 424.3 78.9 278.8 46.5 % 484.9 90.2 56 2.1 75.0 10" TS 468.1 86.1 296.8 49.5 A 539.8 99.3 59 7.3 79.6 CSS 1^ 513.0 93.3 314.8- 52.5 i^ 595.8 108.3 63 2.4 84.3 9 558.9 100.5 332.8 55.5 JL 653.3 117.4 66 7.6 89.0 % 605.8 107.7 350.8 58.5 % 711.8 126.5 70 2.7 93.7 11 653.8 115.0 368.8 61.5 H 771.9 135.7 73 7.0 98.4 X 702.9 122.2 386.8 64.5 M 833.1 144.9 773.0 103.1 300 12 1A 364.0 69.3 262.9 43.8 15 K 403.4 76.8 541.6 72.2 A 405.9 76.4 280.9 46.8 A 455.9 85.8 57 5.8 76.9 3^ 448.7 83.5 298.9 49.8 % 509.3 94.8 61 1.9 81.6 1 ft" T 492.5 90.6 316.9 52.8 T 564.2 103.8 64 7.1 86.3 JL\J \/ 537.4 97.7 334.9 55.8 Y> 620.2 112.8 68 2.2 91.0 If "" A 583.3 104.9 352.9 58.8 f 677.7 121.8 71 7.4 95.7 5Z 630.2 112.0 370.9 61.8 736.2 130.9 75 ?.S 100.3 H 678.2 119.3 388.9 64.8 11 796.3 140.0 78 7.7 105.0 % 727.3 126.5 406.9 67.8 % 857.5 149.1 822.9 109.7 350 12 M 388.6 74.0 281.7 46.9 15 1A 428.0 81.5 58< ).2 78.6 TS 430.5 81.0 299.7 49.9 480.5 90.4 62< 1.4 83.3 3/ 473.3 88.1 317.7 52.9 li 533.9 99.3 65 ).5 87.9 1O" 7 517.1 95.1 3S5.7 55.9 ft 588.8 108.3 69< 1.7 92.6 CSS 1^ 562.0 102.2 353.7 58.9 H 644.8 117.2 72 ).8 97.3 v OO 607.9 109.3 371.7 61.9 ft 702.3 126.3 76. >.o 102.0 ft 654.8 116.4 389.7 64.9 y* 760.8 135.3 80( ).2 106.7 H 702.8 123.6 407.7 67.9 H 820.9 144.3 83, ».3 111.4 % 751.9 130.8 425.7 70.9 % 882.1 153.4 870.5 116.1 CAMBBIA STEEL. 241 < MOMENTS OF INERTIA AND =rfj SECTION MODULI FOR I 1 PLATE AND CHAN- NEL COLUMNS. =^ SERIES A. SERIES B. Oh. AH* Weight 1 1 Ixis 1-1. lxis2-2. 1 1 Ixis 1-1. Ixis 2-2. nel and Section per Foot *s 1 Mo- ment of Section Mod- Mo- ment of Section Mod- •8 1 Mo- ment of Section Mod- Mo- ment of Section Mod- Hum- I..- f •J Inertia. ulus. Inertia. ulus. £ g Inertia. ulus. Inertia. ulus. Dtr. Lbs. In. In. Ins.* Ins.» Ins.* Ins.« S IE Ins.* Ins.* Ins.« Ins.« 20.5 14 M 618.9 83.0 371.3 63.0 16 i£ 556.4 89.0 54S .3 68.7 A 587.9 93.1 399.9 57.1 _t 635.3 100.6 592 .0 74.0 x^ 658.3 103.3 428.4 61.2 L: 715.8 112.3 634 .6 79.3 1 O" 7 730.1 113.4 457.0 65.3 7 797.8 123.9 67/ .3 84.7 041 \z 803.4 123.6 485.6 69.4 \/ 881.5 135.6 72C .C 90.0 V TE.I. A 878.0 133.8 514.2 73.5 A 966.9 147.3 765 .6 95.3 Hi 954.1 144.a 642.8 77.5 *,/ 1053.8 159.1 80c .3 100.7 11 1031.6 154.3 571.4 81.6 11 1142.4 170.8 Ml .0 106.0 xi 1110.6 164.5 699.9 85.7 % 1232.7 182.6 890.6 111.3 250 /4 550.7 88.1 409.9 58.6 16 Y± 588.2 94.1 610.8 76.4 A 619.7 98.2 438.5 62.7 A 667.1 105.7 653 .4 817 5 690.1 108.3 467.1 66.7 % 747.6 117.3 69e .1 870 12" A 761.9 118.4 495.7 70.8 829.6 128.9 73f .8 92.4 C4i H 835.2 128.5 524.3 74.9 Yi 913.3 140.5 781 .4 97.7 A 909.8 138.6 552.9 79.0 9 998.7 152.2 824 .1 103.0 985.9 148.8 581.4 83.1 \/ 1085.6 163.9 86f .8 108.4 H 1063.4 159.0 610.0 87.2 11 1174.2 175.6 90S .4 113.7 1142.4 169.3 638.6 91.2 \i 1264.5 187.3 952.1 119.0 300 ^ 585.9 93.7 450.2 64.3 16 Y± 623.4 99.7 375.7 84.5 A 654.9 103.7 478.8 68.4 A 702.3 111.3 71S .3 89.S 725.3 113.8 507.3 72.5 H 782.8 122.8 761 .0 95.1 12" A 797.1 123.8 535.9 76.6 A 864.8 134.3 80C .7 100.5 C41 ^ 870.4 133.9 564.5 80.6 % 084.5 145.9 84f .3 105.8 A 945.0 144.0 593.1 84.7 A 1033.9 157.5 88C .0 111.1 ^ 1021.1 154.1 621.7 88.8 g 1120.8 169.2 931 .8 116.5 H 1093.6 164.3 650.3 92.9 1209.4 180.9 974 .3 121.8 1177.6 174.5 678.8 97.0 71 1299.7 192.6 1017.0 127.1 350 K 621.3 99.4 484.9 69.3 16 Y± 658.8 105.4 733.6 91.7 A 690.3 109.4 513.4 73.4 A 737.7 116.9 77€ .3 97.0 760.7 119.3 542.0 77.4 /•'8 818.2 128.3 818 .9 102.4 12" A 832.5 129.3 570.6 81.5 A 900.2 139.8 861 .6 107.7 C41 905.8 139.4 599.2 85.6 ^ 983.9 151.4 904 .3 113.0 A 980.4 149.4 627.8 89.7 1069.3 162.9 946 .9 118.4 Hi 1056.5 159.5 656.4 93.8 Hi 1156.2 174.5 98£ .6 123.7 H 1134.0 169.6 684.9 97.9 11 1244.8 1S6.1 1032 .3 129.0 *A 1213.0 179.7 713.5 101.9 x4 1335.1 197.8 1074.9 134.4 400 4 Y\ 656.5 105.0 520.1 74.3 16 Yi 694.0 111.0 792.1 99.0 J> 725.5 114.9 548.7 78.4 A 772.9 122.4 834 .8 104.3 % 795.9 124.9 577.2 82.5 K 853.4 133.9 877 .4 109.7 12" A 867.7 134.8 605.8 86.6 A 935.4 145.3 92C .1 115.0 C41 Yi 941.0 144.8 634.4 90.6 H 1019.1 156.8 962 .8 120.3 1015.6 154.8 663.0 94.7 A 1104.5 168.3 1005 .4 125.7 % 1091.7 164.8 691.6 98.8 % 1191.4 179.8 1048 .1 131.0 H 1169.2 174.8 720.2 102.9 1280.0 191.4 109C .8 136.3 % 1248.2 184.9 748.7 107.0 % 1370.3 203.0 1133.4 141.7 242 CAMBBIA STEEL. MOMENTS OF INERTIA AND •„ =r^y SECTION MODULI FOR •t PLATE AND CHAN- L NEL COLUMNS. «*P T SERIES A. SERIES B. 4 Axis 1-1. Axis 2-2. . 4 Axis 1-1. Axis 2-2. Chan- Weight -2 S "§ s Mo- ment of Inertia. nel and Section Hum- Foot. •s lickness of Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. s "8 1 •s Mo- ment of Inertia. Section Mod- ulus. Section Mod- ulus. ber. ^ C £ Lbs. In. in! Ins.4 Ins.3 Ins.4 Ins.3 In. In. Ins.4 Ins.3 Ins.4 Ins» 33.0 17 % 1378.9 175.1 953.4 112.2 20 y 1511.8 192.0 1525.9 152.6 ft 1512.0 190.5 1004.7 118.2 7 1668.1 210.2 1609 .2 160.9 16" H 1646.6 205.8 1055.7 124.2 1^ 1826.9 228.4 1692 .5 169.3 C63 1783.4 221.2 1106.8 130.2 A 198&1 246.6 1775 .9 177.6 5^ 1922.9 236.7 1158.1 136.2 y* 12151.9 264.9 185S .2 185.9 iJL 2064.6 252.2 1209.4 142.3 H !2318.2 283.1 1942 .5 194.3 % 2207.8 267.6 1260.4 148.3 % 2487.1 301.5 2025.9 202.6 350 17 iHs 1393.5 177.0 971.7 114.3 2) % 1526.4 193.8 1557.3 155.7 A 1526.6 192.3 1023.0 120.4 1682.7 212.0 1640 .7 164.1 16" i^ 1661.2 207.7 1074.1 126.4 1/2 1841.5 230.2 1724 .0 172.4 C63 A 1798.0 223.0 1125.1 132.4 JL 2002.7 248.4 1807 .3 180.7 1937.5 238.5 1176.4 138.4 y% 2166.5 266.6 189C .7 189.1 ii 2079.2 254.0 1227.7 144.4 tt 2332.8 284.9 1974 .0 197.4 M 2222.4 269.4 1278.8 150.4 % 2501.7 303.2 2057.3 205.7 400 17 N 1448.7 184.0 1039.9 122.3 20 y* 1581.6 200.8 1674.6 167.5 1581.8 199.3 1091.2 128.4 ' 1737.9 219.0 1757 .9 175.8 x^ 1716.4 214.6 1142.3 134.4 i^ 1896.7 237.1 184] .2 184.1 16" ft KO A 1853.2 229.9 1193.3 140.4 TS 2057.9 255.3 1924 .6 192.5 Coo 5^ 19927 245.3 1244.6 146.4 y% 2221.7 273.4 2007 .9 200.8 li 2134.4 260.7 1295.9 152.5 11 2388.0 291.7 2091 .2 209.1 % 2277.6 276.1 1347.0 158.5 M 2556.9 309.9 2174.6 217.5 450 17 !Ni 1503.9 191.0 1105.4 130.1 20 3^ 1636.8 207.9 1788.6 178.9 A 1637.0 206.2 1156.8 136.1 JL. 1793.1 225.9 1871 .9 187.2 16" " 1771.6 221.5 1207.9 142.1 L^ 1951.9 244.0 195£ .3 195.5 C63 1908.4 236.7 1258.9 148.1 A 2113.1 262.1 2038 .6 203.9 % 2047.9 252.0 1310.2 154.2 y% 2276.9 280.2 212] .9 212.2 JLJ 2189.6 267.4 1361.5 160.2 ii 2443.2 298.4 2205 .3 220.5 M 2332.8 282.8 1412.6 166.2 y\ 2612.1 316.6 2288.6 228.9 500 17 y» 1559.1 198.0 1165.3 137.1 2) y» 1692.0 214.9 1894.9 189.5 JL 1692.2 213.2 1216.6 143.1 JL 1848.3 232.9 1978 .2 197.8 x^ 1826.8 228.4 1267.7 149.1 \/ 2007.1 250.9 2061 .5 206.2 16" A 1963.6 243.5 1318.7 155.1 Tf 2168.3 268.9 2144 .9 214.5 C63 5^ 2103.1 258.8 1370.0 161.2 y% 2332.1 287.0 2228 .2 222.8 ii 2244.8 274.2 1421.3 167.2 ii 2498.4 305.2 2311 .5 231.2 M 2388.0 289.5 1472.4 173.2 H 2667.3 323.3 2394.9 239.5 550 17 M 1614.1 205.0 1223.4 143.9 20 y» 1747.0 221.9 1998 .8 199.9 JL 1747.2 220.1 1274.7 150.0 A 1903.3 239.8 2082 .1 208.2 /^ 1881.8 235.2 1325.7 156.0 g 2062.1 257.8 2165 .5 216.6 15" 2018.6 250.4 1376.8 162.0 2223.3 275.8 2248 .8 224.9 C 63 Ps 2158.1 265.6 1428.1 168.0 8^ 2387.1 293.8 2332 .1 233.2 tt 2299.8 280.9 1479.4 174.0 3 2553.4 311.9 2415 .5 241.6 K 2443.0 296.1 1530.4 180.1 % 2722.3 330.0 2498 .8 249.9 CAMBRIA STEEL. 843 TYPICAL DETAILS OF PLATE GIRDERS, COLUMN BASES AND STEEL COLUMNS. t a /JDC\ 0 0 0 0 0 o 0 P;; 0 0 0 0 0 0 0 | 1 h C J C < ) "]* ' IS o\ fie I | c I R^ ~ O 1 ooo rO It 244 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR I-BEAMS USED AS COLUMNS WITH SQUARE ENDS, Based on Gordon's Formula P = ^^ j Safety factor 4 1+360QOr* Depth of Beam Weight per Irea of Least Radius of Length in Feet. and Foot Section. Gyration. Section Hunter. Pounds. Sq. Ins. Inch. 2 3 4 5 6 7 8 3m 5.5 1.63 .53 19 18 17 15 13 12 11 1ft K 6.5 1.91 .52 23 21 19 17 16 14 12 O O 7.5 2.21 .52 26 24 22 20 18 16 14 7.5 2.21 .59 26 25 23 21 20 18 16 4" 8.5 2.50 .58 30 28 26 24 22 20 18 B9 9.5 2.79 .58 33 31 29 27 24 22 20 10.5 3.09 .57 37 35 32 29 27 24 22 •• 9.75 2.87 .65 35 33 31 29 27 24 22 B613 12.25 14.75 3.60 4.34 .63 .63 43 52 41 50 39 47 36 43 33 40 30 36 27 33 A* 12.25 3.61 .72 44 42 40 38 35 33 30 o B17 14.75 17.25 4.34 5.07 .69 .68 52 61 51 59 48 56 45 52 42 48 39 44 35 41 15.0 4.42 .78 54 52 50 47 45 42 39 w 01 17.5 5.15 .76 63 61 58 55 52 48 45 20.0 5.88 .74 71 69 66 62 58 54 50 18.00 5.33 .84 65 63 61 58 55 52 49 8* 20.25 5.96 .82 73 71 68 65 61 58 54 B25 22.75 6.69 .81 82 79 76 72 69 65 60 25.25 7.43 .80 91 88 84 80 76 71 66 21.0 6.31 .90 77 76 73 70 67 63 60 9* 25.0 7.35 .88 90 88 85 81 78 73 69 B29 30.0 8.82 .85 108 105 101 97 92 87 81 35.0 10.29 .84 126 122 118 112 107 101 95 25.0 7.37 .97 91 89 86 83 80 76 73 10* 30.0 8.82 .93 108 106 103 99 94 90 85 B 33 35.0 10.29 .91 126 123 119 115 110 104 98 40.0 11.76 .90 144 141 136 131 125 118 112 f 31.5 9.26 1.01 114 112 109 105 102 97 93 B41 35.0 40.0 10.29 11.76 .99 .96 127 144 124 142 121 137 117 133 112 127 107 121 102 115 40.0 11.84 1.08 146 144 140 136 132 127 121 12" 45.0 13.24 1.06 163 160 156 152 146 141 135 B105 50.0 14.71 1.05 181 178 174 168 163 156 149 55.0 16.18 1.04 199 196 191 185 178 171 163 CAMBBIA STEEL. 245 SAFE LOADS IN THC FOR I-BEAMS US WITH SQU Based on Gordon's Formula, )USANDS OF JED AS COLl ARE ENDS. 50000 POUNDS FMNS Safety factor 4. I, <12L>* 36000r» Length in Feet. Weight per Foot. Depth of Beam and Section Number. 9 10 11 12 13 14 15 16 17 Pounds. 9 11 13 14 16 18 19 20 25 30 28 32 37 36 41 46 46 50 56 61 56 ;65 76 88 68 80 92 105 88 97 109 116 128 142 155 5.5 6.5 7.5 7.5 8.5 9.5 10.5 9.75 12.25 14.75 12.25 14.75 17.25 15.0 17.5 20.0 18.00 20.25 22.75 25.25 21.0 25.0 30.0 35.0 25.0 30.0 35.0 40.0 31.5 35.0 40.0 40.0 45.0 50.0 55.0 B8; 4* B9 6* B13 .?, 7* B21 8* B25 9* B29 10» B33 12" B41 12" B105 13 14 16 17 18 22 27 25 29 34 33 38 43 43 47 52 57 53 60 71 82 65 75 87 98 83 91 103 110 122 135 148 17 20 24 23 27 31 31 35 39 40 43 48 53 49 57 66 76 61 71 81 92 78 86 96 105 116 128 140 21 25 28 28 32 36 37 40 45 49 46 53 61 71 57 66 76 86 74 81 90 99 110 121 132 26 30 33 34 37 41 45 43 49 57 66 54 62 71 80 69 76 85 94 103 114 124 31 34 38 42 40 46 53 61 50 58 66 74 65 72 79 88 98 108 117 37 43 49 56 47 54 62 69 61 67 74 83 92 101 111 44 50 57 65 58 63 69 79 87 96 104 54 59 65 75 82 90 98 246 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR I-BEAMS USED AS COLUMNS WITH SQUARE ENDS. Based on Gordon's Formula, P 50000 . afety factor 4. 14- (12 L)* 36 000 r* Depth of Beam and Section number. Weight p«r Foot. Area of Section. Least Radius Length in Feet. of Gyra- tion. Pounds. Sq. Ins. Inches. 2 3 4 5 6 7 8 9 122 129 141 155 167 15" B53 42.0 45.0 50.0 55.0 60.0 12.48 13.24 14.71 16.18 17.65 1.08 1.07 1.04 1.03 1.01 154 163 181 199 217 151 160 178 196 213 148 157 174 191 207 144 152 168 185 201 139 147 162 178 194 133 142 156 171 185 128 135 149 163 177 15* B109 60.0 65.0 70.0 75.0 80.0 17.67 19.12 20.59 22.06 23.53 1.21 1.20 1.19 1.18 1.17 218 236 254 273 291 215 233 251 269 286 212 229 246 264 281 207 223 240 258 274 201 217 234 250 266 195 211 226 242 257 188 203 218 233 248 181 195 209 224 238 15" B113 80.0 85.0 90.0 95.0 100.0 23.57 25.00 26.47 27.94 29.41 1.32 1.32 1.32 1.31 1.31 292 309 328 346 364 289 306 324 342 360 284 302 319 336 354 279 295 313 330 348 273 289 306 322 339 265 281 297 314 330 256 272 288 304 320 249 264 279 293 309 18* B65 55.0 60.0 65.0 70.0 15.93 17.65 19.12 20.59 1.15 1.13 1.11 1.09 197 218 236 254 194 214 232 250 190 210 227 244 185 205 221 237 180 198 214 230 173 191 206 221 166 184 198 212 160 176 189 202 20* B73 65.0 70.0 75.0 19.08 20.59 22.06 1.21 1.19 1.17 236 254 273 233 251 268 229 246 264 ,223 240 257 217 234 250 210 226 241 203 218 233 198 209 223 20" B121 80.0 85.0 90.0 95.0 100.0 23.73 25.00 26.47 27.94 29.41 1.39 1.37 1.36 1.35 1.34 294 309 328 346 364 291 307 325 343 361 287 302 320 337 355 282 297 314 331 349 276 290 307 324 340 270 283 300 315 332 261 275 290 307 321 254 266 282 296 312 24* B89 80.0 85.0 90.0 95.0 100.0 23.32 25.00 26.47 27.94 29.41 1.36 1.33 1.31 1.30 1.28 289 309 328 346 364 286 306 324 342 360 282 302 319 336 354 276 295 313 330 347 271 289 305 322 338 264 281 297 313 328 256 273 288 303 317 248 264 278 293 307 24* B127 105.0 110.0 115.0 30.98 32.48 33.98 1.60 1.58 1.57 385 403 422 382 400 419 378 396 414 373 390 408 367 384 401 360 376 393 352 368 385 344 359 375 CAMBRIA STEEL. 247 SAFE LOADS IN THOUSANDS OF POUNDS FOR I-BEAMS USED AS COLUMNS WITH SQUARE ENDS. Based on Gordon's Formula, P =* /10 T xg« Safety factor 4. H r36000r» Weight Depth Length in Feet. per ofBeant Foot. and Section. 10 11 12 13 14 15 16 17 18 19 Pounds. Number. 116 110 105 99 93 88 83 79 74 42.0 123 116 110 104 98 93 87 82 78 45.0 1 K* 134 147 127 139 120 131 113 124 106 116 101 109 94 103 89 97 84 91 50.0 55.0 xo B53 158 150 141 132 124 117 110 104 97 60.0 173 166 159 152 144 137 130 124 117 Ill 60.0 187 179 171 163 154 147 140 132 126 120 65.0 1 ft* 201 214 192 205 183 195 174 186 165 176 157 168 150 158 142 151 135 142 127 135 70.0 75.0 AO B109 228 217 206 197 187 178 168 160 151 143 80.0 239 231 221 213 203 194 186 177 169 161 80.0 254 245 235 226 216 206 197 188 180 171 85.0 269 259 249 239 228 218 209 199 190 181 90.0 it 1 1 a 284 272 261 251 240 228 219 208 199 190 95.0 I* 1.1.0 299 287 275 264 252 240 230 219 210 200 100.0 153 145 139 132 125 119 112 106 100 95 55.0 168 160 152 144 137 129 122 116 110 104 60.0 18" 181 172 163 154 146 138 131 123 117 110 65.0 B65 192 183 173 164 155 146 138 130 123 116 70.0 187 179 171 164 155 148 141 134 126 120 65.0 OA* 201 214 192 204 183 194 174 185 165 175 157 167 150 158 142 150 135 142 127 135 70.0 75.0 •KJ B73 216 237 229 219 211 202 194 186 177 169 80.0 258 271 286 249 262 277 239 253 265 230 241 255 221 232 244 212 223 234 202 213 223 194 204 214 185 195 205 176 185 195 85.0 90.0 95.0 20* B121 300 290 278 267 257 245 235 223 214 203 100.0 239 231 223 213 205 196 187 179 172 163 80.0 255 245 236 226 217 207 198 189 181 172 85.0 c\j\rt 269 282 258 271 247 261 238 249 227 239 216 228 207 218 197 207 189 198 180 188 90.0 95.0 Ss4t B89 296 284 272 260 249 238 226 215 205 196 100.0 335 350 365 326 340 355 316 330 344 306 319 333 296 309 322 286 298 311 277 288 300 266 278 289 257 267 278 247 257 268 105.0 110.0 115.0 24* B127 348 CAMBBIA STEEL. SAFE LOADS IN THOUSA1 PLATE AND ANGLE GOLU CALCULATED FOR LEAST RADIUS TION, AXIS 1-1. Based on Gordon's Formula, P = Safety factor 4. ffDS OF POUNDS FOR MNS, SQUARE ENDS. OFGYRA- fl '? fl TO- * SM i 36 000 r* U ft U Size of Ingles. Size of Hate. ¥eizht Column. Area of Column Section. Least Radius of Gyration Aiis 1-1. Radius Gyration. Aiis 2-2. Length in Feet. Inches. Inches. Lbs.perR Sq. Ins. Inches. Inches. 2 4 6 ft "1 x x A ' *'§ 1 1 A 1 1 ; ? 23.1 28.8 34.1 39.3 44.2 49.5 25.6 31.8 37.7 43.6 49.5 55.0 37.3 44.2 51.1 58.0 64.9 71.4 77.9 84.4 90.5 97.0 45.4 54.4 62.9 71.4 79.9 88.5 96.6 104.7 112.8 120.6 128.7 62.1 71.9 81.6 91.4 101.1 110.5 120.2 129.2 138.5 147.5 156.4 6.74 8.36 9.93 11.51 13.00 14.50 7.51 9.31 11.07 12.78 14.50 16.18 10.86 12.92 14.98 17.00 18.98 20.92 22.86 24.76 26.62 28.44 13.37 15.95 18.50 21.00 23.51 25.93 28.36 30.74 33.13 35.43 37.74 18.18 21.13 24.00 26.87 29.70 32.49 35.24 37.99 40.70 43.37 46.00 1.24 1.27 1.30 1.33 1.36 1.39 1.46 1.49 1.52 1.55 1.58 1.61 1.67 1.70 1.73 1.76 1.79 1.82 1.85 1.89 1.92 1.95 2.08 2.10 2.13 2.16 2.19 2.22 2.25 2.29 2.32 2.35 2.38 2.56 2.59 2.62 2.65 2.68 2.71 2.74 2.77 2.80 2.83 2.86 2.41 2.39 2.37 2.35 2.33 2.31 2.88 2.86 2.84 2.82 2.80 2.78 3.25 3.23 3.21 3.18 3.16 3.14 3.12 3.10 3.08 3.06 4.10 4.08 4.06 4.04 4.02 4.00 3.98 3.96 3.93 3.91 3.89 5.01 4.99 4.97 4.95 4.93 4.91 4.88 4.86 4.84 4.82 4.80 84 103 123 142 161 180 93 115 137 159 180 201 81 100 120 139 157 175 91 113 135 156 177 197 133 158 183 208 233 257 281 304 327 350 165 196 228 259 290 320 350 380 409 438 466 225 261 297 333 368 402 437 471 505 538 571 77 96 114 133 151 169 88 109 130 151 171 192 129 154 179 203 227 251 274 297 320 343 162 193 224 255 285 315 345 374 403 432 460 222 258 294 329 364 398 432 466 499 532 565 CAMBKIA STEEL. 249 SAFE LOADS IN TH( PLATE AND ANGLE CALCULATED FOR LEAST RJ TION, AXIS 1- Based on Gordon's Formula, I Safety factor 4. XQSANDS O] COLUMNS. I.DIUS OF QYB 1. 50 000 P P SQ1 A- 1 OUNDS JARE E FOR NDS. ~1+ .i ^36000r» F, i~ Length in Feet. 8 72 90 108 125 143 160 84 104 125 145 164 184 124 149 172 196 220 243 266 289 311 333 158 188 219 249 279 308 337 366 395 423 451 219 254 289 324 358 392 426 459 493 525 558 10 12 14 16 18 ao 22 24: 26 28 30 32 34 67 84 100 117 134 150 79 99 118 137 156 175 119 142 165 188 211 234 256 278 300 322 153 183 212 242 271 300 329 357 385 413 441 214 249 283 318 352 385 418 451 484 516 548 61 77 93 108 124 140 74 92 111 129 147 166 113 135 157 179 201 223 245 266 288 309 147 176 205 234 262 290 318 346 374 401 428 209 243 277 310 344 376 409 442 474 506 537 56 70 85 99 114 129 69 86 103 121 138 155 106 127 148 170 191 212 233 254 274 295 141 169 197 225 252 280 307 334 361 388 414 203 236 269 302 335 367 399 431 462 494 525 51 64 77 91 105 119 63 80 96 112 129 145 99 119 139 160 180 200 220 240 260 280 135 162 189 215 242 269 295 321 348 374 400 197 229 261 293 325 356 388 419 450 481 511 58 73 89 104 119 135 93 112 131 150 169 188 208 227 246 265 128 154 180 206 231 257 282 303 333 359 334 190 221 252 283 314 345 376 403 437 467 497 54 68 82 96 111 125 86 104 122 140 158 177 195 213 232 250 122 146 171 196 220 245 270 294 319 343 368 183 213 243 273 303 333 363 393 423 452 481 80 97 114 131 148 165 183 200 218 236 115 139 162 186 209 233 257 280 304 328 352 176 205 234 263 292 321 350 379 408 437 465 74 90 106 122 138 155 171 188 205 222 109 131 153 176 198 221 244 267 290 313 336 168 196 225 253 281 309 337 365 393 421 449 103 124 145 166 188 210 231 253 275 297 320 161 188 215 242 269 297 324 351 378 405 432 97 117 137 157 178 198 219 240 261 283 304 & 206 232 258 284 311 337 363 390 416 I 147 172 197 222 247 272 298 323 349 374 400 140 164 188 212 236 261 285 310 334 359 384 133 156 179 202 226 249 273 296 320 344 368 250 CAMBHIA STEEL. SAFE LOADS IN TH PLATE AND ANGLE CALCULATED FOE LEAST I TION, AXIS J Based on Gordon's Formula, Safety factor 4. OUSANDS OF POUNDS FOR COLUMNS. SQUARE ENDS. IADIUSOFGYBA- n ? j Pl soooo i — bid! i (12 L)' 36000r» Size of Angles. Size of Plate. ¥y Column, Area of Column Section. Least Radius of Gyration Axis 1-1. Radius of Gyration Axis 2-2. Length in Feet. Inches. Inches. Lbs.perFt. Sq.Ins. Inches. Inches. 2 4 6 A A 4 x3 xA x HxA 1 x yz**i A 1 10xA "1 H A 24.8 30.9 36.6 42.3 47.6 53.3 26.4 32.9 39.0 45.1 51.2 56.9 39.4 46.8 54.1 61.4 68.7 75.7 82.6 89.5 96.0 103.0 47.6 56.9 65.9 74.8 83.8 92.7 101.3 109.8 118.4 126.5 135.1 64.7 74.8 85.0 95.2 105.3 115.1 125.3 134.7 144.5 153.8 163.2 7.24 8.98 10.68 12.38 14.00 15.62 7.76 9.62 11.44 13.22 15.00 16.74 11.49 13.67 15.86 18.00 20.11 22.17 24.24 26.28 28.25 30.19 13.99 16.70 19.37 22.00 24.63 27.18 29.73 32.24 34.75 37.18 39.61 18.93 22.01 25.00 28.00 30.95 33.87 36.74 39.62 42.45 45.25 48.00 1.19 1.22 1.25 1.28 1.31 L34 1.44 1.47 1.50 1.53 1.56 1.59 1.62 1.65 1.68 1.71 1.74 1.77 1.80 1.83 1.86 1.90 2.03 2.06 2.08 2.11 2.14 2.17 2.20 2.23 2.26 2.29 2.33 2.51 2.54 2.57 2.59 2.62 2.65 2.68 2.71 2.74 2.77 2.81 3.25 3.23 3.21 3.19 3.17 3.15 3.31 3.28 3.26 3.24 3.22 3.20 4.09 4.07 4.04 4.02 4.00 3.98 3.9& 3.94 3.92 3.90 4.95 4.92 4.90 4.88 4.86 4.84 4.82 4.80 4.78 4.76 4.74 5.85 5.83 5.81 5.79 5.77 5.74 5.72 5.70 5.68 5.66 5.64 00 111 132 153 173 193 96 119 142 164 186 208 87 108 128 149 169 188 94 117 139 161 183 204 140 167 194 220 246 272 297 322 347 371 172 206 238 271 303 335 367 398 429 459 489 234 272 309 347 383 419 455 491 526 561 595 82 102 122 142 161 181 91 113 134 156 177 198 136 163 189 214 240 265 290 315 339 363 169 202 234 266 298 330 361 392 422 452 482 231 269 306 343 379 415 450 486 521 555 589 :::::: :::::: CAMBRIA STEEL. 261 SAFE LOADS IN TH( PLATE AND ANGLE < CALCULATED FOR LEAST RJ TION, AXIS 1 Based on Gordon's Formula, I Safety factor 4. )USANDS OF POUNDS COLUMNS. SQUARE E HHUS OF GYEA- n ' .1 50000 1 Jb= FOR NDS. + H (12 L)1 " . 36 000 r* Length in Feet. 8 77 96 115 134 152 171 86 107 128 149 170 190 131 156 182 207 232 256 281 305 329 352 165 197 229 260 291 322 353 383 413 443 473 228 264 301 337 373 408 444 478 513 547 581 10 12 14 58 74 89 105 120 136 70 88 106 124 142 159 111 133 155 177 200 222 244 266 288 310 147 176 205 234 263 291 320 348 376 405 432 211 245 279 313 347 381 414 447 480 513 546 16 53 67 81 95 110 124 65 81 98 115 132 149 103 124 145 167 188 209 230 251 273 294 140 168 196 224 251 279 307 334 362 389 416 204 237 270 304 337 369 402 435 467 499 531 18 2O 22 24 26 28 30 32 84 71 89 106 124 142 160 81 101 121 141 161 180 125 149 174 198 222 246 27» 293 317 340 159 191 222 252 283 313 343 373 403 432 461 223 259 295 330 366 400 435 470 504 538 571 65 81 98 114 131 148 76 95 114 133 151 170 118 141 165 188 211 234 257 280 303 325 153 184 214 244 273 303 332 361 390 419 447 217 252 287 322 357 391 425 459 493 526 559 60 75 91 106 122 138 96 116 136 156 176 196 216 237 257 277 133 160 186 213 240 267 293 320 346 373 399 196 229 261 293 325 357 389 421 453 484 515 55 69 83 98 113 128 89 108 127 145 164 184 203 222 242 261 126 151 177 202 228 254 279 305 331 357 382 189 220 251 283 314 345 376 407 438 468 499 83 100 118 135 153 171 190 208 227 245 119 143 167 192 216 241 266 290 315 340 365 181 211 241 272 302 332 362 392 422 452 482 77 93 109 126 143 160 177 195 212 230 112 135 158 181 205 228 252 276 299 323 347 173 202 231 261 290 319 348 377 406 435 464 105 127 149 171 194 216 239 261 284 307 330 166 194 221 250 278 306 334 362 390 419 447 99 120 141 162 183 204 226 247 269 291 313 158 185 212 239 266 293 320 347 375 402 429 151 176 202 228 254 280 306 333 359 385 412 143 168 193 217 242 268 293 318 344 369 395 136 160 184 207 231 255 280 304 329 353 378 252 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF GYRA- n ? n TION, AXIS 1-1. KQ ooo | l^" — i-0-*) -I Ranpfl on Onrdnn'n Formula P =1 ^^ r— -* ' i 1 J5ao6CL On vrOrQOIx 3 £ Orniular, Jr ^ Safety factor 4. (12 L)2 36000r» U i " Area Least Size of Angles. Size of Plate. wy, Column. of Column Section. Radius of Gyration Axis 1-1. Radius of Gyration Axis 2-2. Length in Feet. Inches. Inches. Lbs.perPt. Sq. Ins. Inches. Inches. 2 4 6 3 xSHxM 10 xM 26.5 7.74 1.16 4.07 96 92 87 A 33.0 9.61 1.18 4.05 119 115 109 N 8^j 39.2 11.43 1.21 4.03 141 137 130 A 45.3 13.26 1.24 4.01 164 15S 151 H 1^ 51.0 15.00 1.27 3.99 186 180 172 A A 57.1 16.75 1.30 3.96 207 202 193 3Hx21-£xM 10 xK 28.1 8.26 1.39 4.13 102 100 96 A 35.0 10.25 1.42 4.11 127 124 119 K 12 41.6 12.19 1.45 4.09 151 148 143 A 48.1 14.10 1.48 4.07 175 171 165 L/ v< 54.6 16.00 1.51 4.05 199 195 188 A A 60.7 17.87 1.54 4.03 222 217 210 4 x3 xA 12xA 41.6 12.11 1.58 4.91 148 143 49.3 14.42 1.61 4.89 176 171 A 7 57.1 16.73 1.64 4.87 204 19S 8 1^ 64.8 19.00 1.66 4.85 232 228 A A 72.6 21.23 1.69 4.83 260 253 6/ 79.9 23.42 1.72 4.81 287 279 il M 87.3 25 61 1 75 479 314 303 r/ H 94 6 2776 1 78 477 340 332 i| l| 101.6 29.87 1.81 4.74 366 358 % K 108.9 31.94 1.84 4.72 392 383 x3Hx A 14 x A 49.7 14.62 1.98 5.77 180 176 v/ 59.5 17.45 2.01 5.75 215 211 7 A 688 2025 2.04 573 249 245 H S 78.2 23.00 2.07 5.71 283 278 A 87.6 25.76 2.09 5.69 317 312 K sz 96.9 28.43 2.12 5.67 351 345 il 105.9 31.11 2.15 5.64 381 377 if si 114.9 33.74 2.18 5.62 416 410 H 14 123.9 36.38 2.21 5.60 413 442 H if 132.5 141.4 38.93 41.49 2.24 2.27 5.58 5.56 481 512 473 505 67.2 19.68 2.46 6.68 244 240 A A 77.8 22.88 2.49 6.66 283 279 H i^ 88.4 26.00 2.52 6.64 322 318 A A 99.0 29.12 2.54 6.61 360 356 fi^C B^ 109.6 32.20 2.57 6.59 399 394 11 li 119.8 35.24 2.60 6.57 436 431 M % 130.4 38.24 2.63 6.55 474 463 if it 140.2 41.24 2.66 6.53 511 505 TX 7^/ 150.4 44.20 2.69 6.51 548 542 1A 14 160.2 47.12 2.72 6.48 584 578 1 • 1 170.0 50.00 2.75 6.46 620 613 CAMBRIA STEEL. 253 SAFE LOADS IN THC PLATE AND ANGLE ( CALCULATED FOB LEAST RA TION, AXIS 1- Based on Gordon's Formula, F Safety factor 4. >USANDS OF POUNDS JOLUMNS. SQUARE El LDIUS OF QYBA- n ! -1. 50000 1 1^ FOR VDS. * 1-f (12 L)2 y | 36 000 r* Length in Feet. 8 81 102 122 142 162 182 91 114 136 158 180 201 137 164 191 217 244 270 296 321 346 371 171 205 238 271 304 336 369 400 432 463 494 236 274 312 350 387 424 461 497 533 569 605 10 75 93 112 131 150 169 86 107 128 149 170 191 131 156 182 208 233 258 283 308 333 357 166 198 231 263 295 327 358 389 420 451 481 231 268 306 343 379 416 452 488 523 559 594 12 14 16 55 69 84 99 114 130 68 85 102 120 138 156 107 129 151 173 196 218 240 262 285 307 145 174 203 232 261 290 319 347 376 404 433 211 245 280 314 348 382 416 450 484 517 550 18 20 22 24 26 28 80 82 84 68 85 103 120 138 156 80 100 120 140 160 179 123 148 172 197 221 245 270 294 318 341 159 191 222 253 284 315 346 376 407 437 467 225 261 298 334 370 406 441 477 512 546 581 61 77 93 109 126 143 73 92 111 130 149 168 115 139 162 185 208 232 255 278 301 324 152 183 213 243 273 303 333 362 392 421 450 218 254 289 325 360 395 429 464 498 532 566 62 78 94 111 127 144 100 120 141 162 183 204 225 246 268 289 137 165 193 221 248 276 304 332 359 387 415 203 236 270 303 336 370 403 436 468 501 534 71 86 102 117 133 92 112 131 151 170 190 210 231 251 272 130 156 183 209 236 262 289 316 343 369 396 195 227 259 292 321 356 388 420 452 484 516 85 103 121 140 158 177 196 216 235 254 122 147 173 198 223 249 274 300 326 351 377 187 218 249 280 311 342 374 405 436 467 498 79 95 112 130 147 165 183 201 220 238 115 139 163 187 211 235 260 284 309 334 359 178 208 238 268 398 329 359 389 419 449 479 108 131 153 176 199 222 246 269 293 317 340 170 199 228 257 286 315 344 373 402 431 460 102 123 144 166 188 210 232 254 277 300 323 162 190 217 245 273 301 329 357 385 414 442 154 181 207 234 261 287 314 342 369 396 423 147 172 197 223 249 274 300 326 353 379 405 140 164 188 212 237 262 287 312 337 362 388 254 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOE PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOB LEAST RADIUS OF GYRA- n f 1 TION, AXIS 1-1. Based on Gordon's Formula, 50000 • * r"^ ' ,_,_ (12 L)* Safety factor 4. ^36000r* u £ u Area Least Size of Ingles. Size of Plate. Column. of Column Section. Radius of Gyration Aiisl-1. Radius of Gyration Axis 2-2. Length in Feet. Inches. Inches. Lbs.perFt. Sq. Ins. Inches. Inches. 2 4 6 3 x 2Y2 x H 12 xM 28.2 8.24 1.12 4.87 102 98 92 JL. 35.2 10.23 1.15 4.85 126 122 115 % % 41.7 12.18 1.17 4.83 151 146 138 A A 48.3 14.13 1.20 4.81 174 169 160 i^ H 54.4 16.00 1.23 4.78 198 192 183 A A 61.0 17.87 1.26 4.76 221 215 205 Hx2Hx % 1 xM 29.8 8.76 1.35 4.94 108 106 101 ' A 37.2 10.87 1.38 4.92 135 131 126 3^ 3^ 44.1 12.94 1.41 4.90 160 157 151 A A 51.1 14.97 1.43 4.88 186 182 175 J^ i^ 58.0 17.00 1.46 4.85 211 206 199 A A 64.6 18.99 1.49 4.83 236 231 223 x3 x A 14 x A 43.7 12.74 1.54 5.72 155 150 • / 51.9 15.17 1.57 5.70 185 179 A A 60.0 17.61 1.60 5.68 215 208 H v/ 68.2 20.00 1.62 5.66 244 237 A 76.4 22.36 1.65 5.63 273 265 8% RZ 84.1 24.67 1.68 5.61 302 294 11 11 91.9 26.99 1.71 5.59 330 322 a/ «/ 99.7 29.26 1.74 5.57 358 349 11 IS 107.1 31.50 1.77 5.55 386 376 H ^ 114.9 33.69 1.80 5.53 413 403 x3Hx A 16 x A 51.8 15.24 1.94 6.59 187 183 % 62.0 18.20 1.97 6.57 224 219 A T 71.8 21.12 2.00 6.54 260 255 H vl 81.6 24.00 2.02 6.52 295 290 A 91.4 26.88 2.05 6.50 331 325 g/ 101.2 29.68 2.08 6.48 366 359 i 110.6 32.48 2.11 6.46 400 393 I 1200 35.24 214 6.44 435 427 it it 129^4 38.00 2.17 6.41 468 461 r/ T/; 138.4 40.68 2.19 6.39 502 494 H H 147.8 43.36 2.22 6.37 535 527 ., ?/ 18 x Ji 69.8 20.43 2.42 7.49 253 249 Jt 80.8 23.76 244 7.47 294 290 g H 91.8 27.00 2.47 7.45 334 330 A 102.8 30.25 2.50 7.42 374 369 R/ B/ 113.9 33.45 2.52 7.40 414 409 ff 11 124.5 36.62 2.55 7.38 453 448 «/ 2X 135.5 39.74 2.58 7.36 492 486 11 11 145.7 42.87 2.61 7.34 .... 531 525 7X 7/j 156.4 45.95 2.64 7.32 569 563 15 15 166.6 49.00 2.67 7.29 607 600 1 " * 176.8 52.00 2.70 7.27 644 637 CAMBKIA STEEL. 255 SAFE LOADS IN TH( PLATE AND ANGLE < CALCULATED FOR LEAST PL TION, AXIS 1- Baaed on Gordon's Formula, 1 Safety factor 4. )USANDS OF POUNDS FOR COLUMNS. SQUARE ENDS. ^DIUS OF QYEA- n f ri :'• .coo . M j , n (12 L)» U 1 1 36 000 r* Length in Feet. 8 86 107 128 150 171 192 96 120 143 167 190 213 144 172 200 228 255 283 310 337 364 390 178 213 248 282 316 350 384 417 450 483 515 245 285 324 363 402 440 478 516 554 591 ,628 10 78 98 118 138 158 178 90 112 135 157 179 201 136 163 190 217 244 270 297 323 349 375 172 206 240 273 307 340 372 405 437 470 501 239 278 317 355 393 431 469 506 543 580 616 12 71 89 107 126 146 164 83 104 125 146 167 188 128 154 180 205 231 256 282 307 332 357 165 198 231 263 295 327 359 391 423 454 485 233 271 308 346 383 420 457 494 530 567 602 14 16 57 72 87 103 119 135 70 88 107 125 144 162 111 134 157 180 203 226 250 273 296 320 150 180 210 240 270 300 330 360 390 419 449 217 253 289 325 360 395 431 466 501 535 570 18 20 22 24 26 28 30 32 84 63 80 97 114 131 149 77 96 116 136 156 175 120 144 168 193 217 241 266 290 315 339 158 189 220 252 283 314 345 376 407 437 468 225 262 299 336 372 408 445 480 516 552 587 64 81 98 115 132 150 103 124 146 168 189 211 234 256 278 301 142 170 199 228 257 286 314 343 372 401 430 209 244 278 313 347 382 416 450 484 518 552 58 74 89 105 122 138 95 115 135 156 176 197 218 239 260 282 134 161 188 216 243 271 298 326 354 382 410 201 234 267 301 334 367 401 434 467 oOO 533 88 106 125 144 163 183 203 223 243 263 126 152 178 204 230 256 283 309 336 363 390 192 224 256 288 321 353 385 417 449 481 513 81 98 116 133 151 170 188 207 226 246 118 143 167 192 217 212 267 293 318 344 370 183 214 245 276 307 338 369 400 431 463 494 111 134 157 181 204 228 252 277 301 326 350 175 204 234 264 293 323 353 383 414 444 474 104 126 148 170 192 215 238 261 284 308 332 166 194 223 251 280 309 338 367 396 425 454 158 185 212 240 267 295 323 350 378 407 435 150 176 202 228 254 281 308 334 362 389 416 143 167 192 217 242 268 293 319 345 371 397 256 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOB LEAST RADIUS OF QYBA- „ ' f n TION, AXIS 1-1. t • |L*. 1 ^»J1 « Based on Gordon's Formula p - ,, (12 L)* Safety factor 4. ^aeoOOr* •--§.._= Size of ingles. Size of Plate. Weight of Column. ire* of Column Section. Least Radius of Gyration Axis 1-1. Radius of Gyration Axis 2-2. Length in Feet. Inches. Inches. Lbs.perPt. Sq.Ins. Inches. Inches. 6 8 10 7 xSHxA 14xA 80.8 23.73 3.05 5.92 292 289 285 " " V£ 44 \S 91.8 27.00 3.08 5.90 332 329 324 44 44 • 44 t 103.2 30.24 3.11 5.87 372 368 363 44 44 Ig 44 K^j 113.7 33.43 3.13 5.85 412 407 402 " " it 44 1| 124.7 36.63 3.17 5.83 451 446 440 44 44 t. " 94 135.3 39.74 3.20 5.81 490 485 478 11 " if " if 145.9 42.86 3.23 5.79 528 523 516 44 44 I/ 44 7/ 156.5 45.93 3.26 5.76 567 561 553 44 44 IS 44 15 166.6 49.01 3.29 5.74 604 598 591 44 « \ " 1 176.8 52.00 3.32 5.72 642 635 627 7, X8^X£ -••1 83.8 95.2 24.60 28.00 3.00 3.02 6.75 6.73 303 345 299 340 294 335 " " A 107.0 31.36 3.06 6.71 386 382 376 11 " % " !Hj 118.0 34.68 3.08 6.69 427 422 416 44 44 11 44 11 129.4 38.00 3.11 6.67 468 463 456 44 44 J/ " 8^ 140.4 41.24 3.14 6.64 508 503 496 44 44 It 44 ia 151.4 44.48 3.17 6.62 548 542 535 44 4< I/ 44 T/ 162.4 47.68 3.20 6.60 588 582 574 11 " if " H 173.0 50.88 3.23 6.58 627 621 612 44 44 \ " 1 183.6 54.00 3.26 6.56 666 659 651 7 xSHxA 18 x A 86.8 25.48 2.94 7.58 313 309 305 11 ii V4 44 VX 98.6 29.00 2.97 7.55 357 352 347 44 44 t 44 • 110.8 32.49 3.00 7.53 400 395 389 44 44 gX 44 */ 122.3 35.93 3.02 7.51 442 437 430 44 44 11 44 11 134.1 39.38 3.06 7.49 485 479 472 1 " \i " ?4 145.5 42.74 3.08 7.47 526 520 513 ' " if " if 156.9 46.11 3.11 7.44 568 562 554 1 " y& " % 168.4 49.43 3.14 7.42 609 602 594 4 44 IS 44 1» 179.4 52.76 3.17 7.40 650 643 634 44 J_ " 1 190.4 56.00 3.20 7.38 690 683 674 7 xSHxA 20 x A 89.8 26.35 2.89 8.39 324 320 314 " " T£ 44 I/ 102.0 30.00 2.92 8.37 369 364 358 " " A " A 114.7 33.61 2.95 8.34 413 408 402 " " 5^ 44 y^ 126.5 37.18 2.97 8.32 457 452 445 44 4 11 44 11 138.7 40.75 3.00 8.30 501 495 488 " ' *A. " 5i 150.6 44.24 3.03 8.28 645 538 530 " ' if 44 1> 162.5 47.73 3.06 8.25 588 581 572 11 ' % 44 TX 174.3 51.18 3.09 8.23 630 623 614 " ' ii 44 IS 185.8 54.63 3.12 8.21 673 665 656 44 4 ^ 1 197.2 58.00 3.15 8.19 715 707 697 CAMBRIA STEEL. 257 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF QYRA- n ' • TION, AXIS 1-1. « ljj^__ ^m 1 Based on Gordon's Formula, P = -• HI Safety factor 4. 1+36 000 r' ! I Length in Feet. 12 14 16 18 80 22 24 26 28 30 32 84 36 38 40 279 274 267 260 253 246 238 230 222 214 206 198 191 183 176 318 312 305 297 289 280 271 263 254 245 236 227 218 210 201 357 350 342 333 324 315 305 295 286 276 266 256 246 237 228 395 387 379 369 359 349 339 328 317 306 295 284 274 263 253 433 424 415 405 395 384 372 360 349 337 325 313 302 290 279 470 462 452 441 430 418 406 393 380 368 355 342 330 318 306 508 498 488 477 465 452 439 425 412 398 385 371 358 345 332 545 535 524 512 499 486 472 458 443 429 415 400 386 372 358 581 571 559 547 534 520 505 490 475 460 444 429 414 399 385 618 607 595 582 568 553 538 522 506 490 474 458 442 427 412 289 283 276 269 261 253 245 236 228 220 211 203 195 187 180 329 322 315 307 298 289 280 270 261 251 242 232 223 214 206 369 362 353 344 335 325 314 304 293 283 272 262 252 242 233 409 400 391 381 371 360 349 337 326 314 303 291 280 269 259 448 439 429 419 407 396 383 371 359 346 334 321 309 297 286 487 478 467 456 444 431 418 405 391 378 364 351 338 325 313 526 516 505 493 480 466 452 438 424 409 395 381 367 353 340 564 554 542 529 516 501 487 472 456 441 426 411 396 381 367 603 591 579 566 551 536 521 505 489 473 457 441 425 409 394 640 629 616 602 587 571 555 538 521 504 487 471 454 437 421 299 292 285 277 269 260 252 243 234 255 216 208 199 191 340 333 325 316 307 297 287 277 267 257 248 238 228 219 382 374 365 355 345 334 323 312 301 290 279 268 258 247 423 414 404 393 382 371 359 347 335 322 310 298 287 275 463 454 443 432 420 407 395 382 368 355 342 329 316 304 504 494 483 470 457 444 430 416 402 388 374 360 346 333 544 533 521 508 495 481 466 451 436 420 405 390 376 361 584 573 560 546 532 517 501 485 469 453 437 421 405 390 624 612 598 584 569 553 536 520 503 486 469 452 435 419 663 650 636 622 606 589 572 554 536 518 500 483 465 448 308 301 294 285 277 268 258 249 240 230 221 212 204 195 351 343 335 326 316 306 295 285 274 264 253 243 233 224 394 385 376 366 355 344 332 321 309 297 286 274 263 253 436 427 417 405 394 381 369 356 343 330 318 305 293 281 479 468 457 445 432 419 406 392 378 364 350 337 323 310 521 510 498 485 471 457 442 427 412 397 383 368 354 340 562 551 538 524 510 495 479 463 447 431 415 400 384 369 603 591 578 563 548 532 515 499 482 465 448 431 415 399 644 632 618 602 586 569 552 534 516 498 480 463 445 428 685 672 657 641 624 607 588 570 551 532 513 494 476 458 258 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, n f n AXIS 2-2. || Based on Gordon's Formula, 50000 • 1~~pS~Q l , , (12 L)» Safety factor 4. "^SGOOOr* u £ u Area Least Size of Angles. Size of Plate. Weight of Column. of Column Section. Radius of Gyration Axis 1-1. Radius of Gyration Aiis2-2. Length in Feet. Inches. Inches. Lbs.perFt. Sq. Ins. Inches Inches. 4 6 8 3 x2HxM 6xJi 23.1 6.74 1.24 2.41 83 82 81 A A 28.8 8.36 1.27 2.39 103 102 100 S^ 3% 34.1 9.93 1.30 2.37 123 121 119 A A 39.3 11.51 1.33 2.35 142 140 137 M i^ 44.2 13.00 1.36 2.33 161 158 155 A A 49.5 14.50 1.39 2.31 179 176 173 3Hx2HxM 7x J£ 25.6 7.51 1.46 2.88 93 92 91 JL. _^ 31.8 9.31 1.49 2.86 115 114 113 Li % 37.7 11.07 1.52 2.84 137 136 134 A A 43.6 12.78 1.55 2.82 159 157 155 i/ iz 49.5 14.50 1.58 2.80 180 178 176 A A 55.0 16.18 1.61 2.78 200 198 196 4 x3 xA ix A 37.3 10.86 1.67 3.25 134 133 3% 44.2 12.92 1.70 3.23 160 158 A A 51.1 14.98 1.73 3.21 185 183 M J^ 58.0 17.00 1.76 3.18 210 207 A 64.9 18.98 1.79 3.16 234 231 /^ 5^ 71.4 20.92 1.82 3.14 258 255 u ii 77.9 22.86 1.85 3.12 282 278 3/ ax 84.4 24.76 1.89 3.10 305 301 14 14 90.5 26.62 1.92 3.08 328 324 /8 /i 97.0 28.44 1.95 3.06 350 346 5 xSJ^xA 10 x A 45.4 13.37 2.08 4.10 166 165 3^ $/ 54.4 15.95 2.10 4.08 198 196 A A 62.9 18.50 2.13 4.06 229 228 L£ 14 71.4 21.00 2.16 4.04 260 258 A A 79.9 23.51 2.19 4.02 291 289 5^ % 88.5 25.93 2.22 4.00 321 319 11 11 96.6 28.36 2.25 3.98 351 349 s M 104.7 30.74 2.29 3.96 381 378 14 14 112.8 33.13 2.32 3.93 410 407 rg TZ 120.6 35.43 2.35 3.91 439 436 15 IS 128.7 37.74 2.38 3.89 467 464 6 x 3J^ x J^ 12 xK 62.1 18.18 2.56 5.01 225 A 71.9 21.13 2.59 4.99 261 \/ 81.6 24.00 2.62 4.97 297 A j? 91 4 2687 2.65 4.95 332 n % 101.1 29.70 2.68 4.93 367 11 11 110.5 32.49 2.71 4.91 402 3 y 3 x 120.2 35.24 2.74 4.88 436 M 1 129.2 37.99 2.77 4.86 470 7/ « 1385 4070 2.80 4.84 503 H H 147.5 43.37 2.83 4.82 536 1 1 156.4 46.00 2.86 4.80 569 CAMBBIA STEEL. 259 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, n ! n AXIS 2-2. I 50 000 I ?=^ ^j i Based on Gordon's Formula, P = (12 L)2" 1^ Safety factor 4. 1+36000r* " J l Length in Feet. 1O 12 14 16 18 20 22 24 26 28 80 32 34 86 88 40 79 77 74 72 69 66 63 60 58 55 52 98 95 92 89 85 82 78 75 71 68 64 116 113 109 105 101 97 92 88 84 80 76 134 130 126 121 116 111 106 101 96 92 87 1 *i1 147 142 137 131 126 120 114 108 103 98 101 169 163 158 152 146 139 133 127 120 114 108 89 88 86 83 81 79 76 73 71 68 65 63 60 58 111 109 106 103 100 97 94 91 87 84 81 77 74 7 i 100 12Q 126 123 119 115 112 108 104 100 96 92 88 8 4 1O4 152 izy 14Q 146 142 137 133 129 124 119 115 110 106 101 c 7 172 ity 169 165 160 156 151 145 140 135 129 124 119 114 10 9 192 188 183 178 173 167 162 156 150 144 138 132 126 12 1 131 129 126 124 121 118 115 111 108 105 101 98 94 91 88 85 156 153 150 147 144 140 136 132 128 124 120 116 112 10 8 104 100 180 177 174 170 166 162 158 153 148 143 139 134 129 12 4 120 115 204 201 197 193 188 184 178 173 168 162 157 151 146 14 1 135 130 228 224 220 215 210 205 199 193 187 181 175 168 162 15 6 150 145 252 247 243 237 231 225 219 212 206 199 192 185 178 17 2 165 159 274 270 264 259 252 245 238 231 224 216 209 201 194 18 7 179 173 297 292 286 280 273 265 258 250 242 233 225 217 209 20 1 193 186 319 314 307 300 293 285 276 268 259 250 241 232 224 21 5 207 199 341 335 328 321 312 304 295 285 276 266 257 248 238 229 220 211 163 161 160 157 155 153 150 147 144 141 138 134 131 128 124 121 195 193 190 188 185 182 179 175 171 168 164 160 156 15 2 148 144 226 223 221 218 214 211 207 203 199 194 190 185 181 17 6 171 166 256 254 250 247 243 239 235 230 225 220 215 210 205 19 9 194 189 287 284 280 276 272 267 262 257 251 246 240 234 228 22 2 216 210 316 313 309 305 300 295 289 283 277 271 265 258 251 24 5 238 232 346 342 338 333 328 322 316 309 303 296 289 282 274 26 7 260 252 375 371 366 361 355 349 342 335 328 320 312 305 297 28 9 281 273 403 399 394 388 382 375 368 360 352 344 336 327 319 31 0 301 293 432 427 421 415 408 401 393 385 377 368 359 350 340 33 1 322 313 460 454 449 442 435 427 418 410 400 391 381 371 362 352 342 332 224 222 221 218 216 214 211 208 205 202 199 196 192 189 185 181 260 258 256 253 251 248 245 242 238 234 231 227 223 21 8 214 210 295 293 291 288 285 282 278 274 270 266 262 257 253 21 8 243 238 330 328 325 322 319 315 311 307 302 298 293 288 282 27 7 272 266 365 363 360 356 352 348 344 339 334 329 323 318 312 30 6 300 294 399 397 393 389 385 381 376 371 365 359 353 347 341 33 4 327 321 433 430 427 422 418 413 408 402 396 389 383 376 369 36 2 355 347 467 463 460 455 450 445 439 433 426 419 412 405 397 3S 9 382 374 500 496 492 487 482 476 470 463 456 449 441 433 425 41 7 408 400 533 529 524 519 513 507 500 493 486 478 469 461 452 44 3 434 425 565 561 556 551 544 538 530 523 515 506 497 488 479 46 9 460 450 260 CAMBKIA STEEL. SAFE LOADS IN TH PLATE AND ANGLE CALCULATED FOB RADIUS AXIS 2-2. Based on Gordon's Formula, Safety factor 4. OUSANDS OP POUNDS FOR COLUMNS. SQUARE ENDS. OF GYRATION, fl ! H P soooo i — ib 1 di — i 1+ (12 L)« 36000r» Size of Angles Size of Plate. Weight of Column. Area of Column Section. Least Radius of Gyration Aiis 1-1. Radius of Gjration Aiis 2-2. Length in Feet. Inches. Inches. Lbs.perFt. Sq. Ins. Inches. Inches. 4 6 8 3 xSHxM A 3Hx2HxM 4 *s "a i 6 xS^xA A v-i u 6 xS^xH 8xM A 8xM 10 x A 1 ISxA 1 Ji H 14 x^ 24.8 30.9 36.6 42.3 47.6 53.3 26.4 32.9 39.0 45.1 51.2 56.9 39.4 46.8 54.1 61.4 68.7 75.7 82.6 89.5 96.0 103.0 47.6 56.9 65.9 74.8 83.8 92.7 101.3 109.8 118.4 126.5 135.1 64.7 74.8 85.0 95.2 105.3 115.1 125.3 134.7 144.5 153.8 163.2 7.24 8.98 10.68 12.38 14.00 15.62 7.76 9.62 11.44 13.22 15.00 16.74 11.49 13.67 15.86 18.00 20.11 22.17 24.24 26.26 28.25 30.19 13.99 16.70 19.37 22.00 24.63 27.18 29.73 32.24 34.75 37.18 39.61 18.93 22.01 25.00 28.00 30.95 33.87 36.74 39.62 42.45 45.25 48.00 1.19 1.22 1.25 1.28 1.31 1.34 1.44 1.47 1.50 1.53 1.56 1.59 1.62 1.65 1.68 1.71 1.74 1.77 1.80 1.83 1.86 1.90 2.03 2.06 2.08 2.11 2.14 2.17 2.20 2.23 2.26 2.29 2.33 2.51 2.54 2.57 2.59 2.62 2.65 2.68 2.71 2.74 2.77 2.81 3.25 3.23 3.21 3.19 3.17 3.15 3.31 3.28 3.26 3.24 3.22 3.20 4.09 4.07 4.04 4.02 4.00 3.98 3.96 3.94 3.92 3.90 4.95 4.92 4.»0 4.88 4.86 4.84 4.82 4.80 4.78 4.76 4.74 5.85 5.83 5.81 5.79 5.77 5.74 5.72 5.70 5.68 5.66 5.64 90 112 133 154 174 194 89 111 132 152 173 192 96 119 141 163 185 206 142 170 197 223 249 275 300 325 350 374 88 110 130 151 171 190 95 117 140 161 183 204 141 169 195 222 247 273 298 323 347 371 173 206 239 272 304 336 368 399 429 460 490 :::::: CAMBRIA STEEL. 261 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, n ' AXIS 2-2. Based on Gordon's Formula, P 50000 1 ^^ 1 , (12 L)» Safety factor 4. "^SBOOOr* J . 11 Length in Feet. 10 12 14 16 18 2O 22 24 26 28 80 82 84 86 88 4O 87 86" 84 83 81 79 77 74 72 70 68 65 63 61 59 56 108 106 104 102 100 97 95 92 89 86 83 81 78 7 5 72 70 129 127 124 122 119 116 112 109 106 102 99 96 92 I 9 86 82 149 146 143 140 137 133 130 126 122 118 114 110 106 1C 2 99 95 168 166 162 159 155 151 147 142 138 133 129 124 120 11 5 111 107 188 184 181 177 173 168 163 158 153 148 143 138 133 128 123 119 93 92 90 89 87 85 82 80 78 75 73 70 68 66 63 61 116 114 112 110 108 105 102 99 96 93 90 87 84 ( 1 78 75 138 136 133 130 127 124 121 118 114 110 107 103 100 < 6 93 89 159 157 154 151 147 144 140 136 132 127 123 119 115 1 1 107 103 181 178 174 171 167 162 158 153 149 144 139 134 130 15 5 120 116 201 198 194 190 186 181 176 171 165 160 155 149 144 139 134 129 140 139 137 135 133 131 129 126 124 121 118 115 112 110 107 104 167 165 163 161 159 156 153 150 147 144 141 137 134 11 SO 127 123 194 192 189 187 184 181 177 174 170 166 162 159 155 11 >1 147 143 220 217 215 212 208 205 201 197 193 189 184 180 175 1 JO 166 161 245 243 240 256 233 229 224 220 215 210 205 200 195 1 )0 185 180 271 268 264 261 256 252 247 2i2 237 232 226 220 215 2 )9 203 198 295 292 289 284 280 275 270 264 258 253 246 240 234 2 28 222 215 320 316 312 308 303 298 292 286 280 273 266 260 253 2 16 239 232 344 340 336 331 326 320 314 307 300 293 286 279 271 2 34 257 249 368 364 359 354 348 342 335 328 320 313 305 297 289 282 274 266 172 171 169 168 166 164 162 160 157 155 152 150 147 144 141 139 205 204 202 200 198 196 193 191 188 185 182 178 175 1 72 168 165 238 236 234 232 230 227 224 221 218 214 210 207 203 1 )9 195 191 270 269 266 264 261 258 254 251 247 243 239 235 230 2 26 221 217 303 300 298 295 292 288 284 280 276 272 267 262 257 2 52 247 242 334 332 329 326 322 318 314 309 305 300 295 289 284 2 78 273 267 365 363 359 356 352 348 343 338 333 327 322 316 310 3 34 298 291 396 393 390 386 382 377 372 366 361 355 349 342 336 3 29 322 315 427 423 420 415 411 406 400 394 388 382 375 368 361 3 54 346 339 457 453 449 445 440 434 428 422 415 408 401 394 386 3 78 370 362 486 483 478 474 468 462 456 449 442 434 427 419 410 402 394 385 234 233 231 230 228 226 224 222 219 217 214 211 209 2 06 203 199 272 270 269 267 265 263 260 257 255 252 249 245 1 242 2 39 235 231 309 307 305 303 301 298 296 293 289 286 282 279 275 2 71 267 263 346 344 342 340 337 334 331 327 324 320 316 312 1 307 3 03 298 294 382 380 378 375 372 369 365 362 358 353 349 344 340 3 35 330 324 418 416 413 411 407 404 400 396 391 387 382 377 371 3 66 360 355 454 451 449 445 442 438 434 429 424 419 414 408 403 3 97 391 384 489 487 483 480 476 472 467 462 457 452 446 440 433 4 27 420 414 524 521 518 514 510 505 500 495 490 484 477 471 464 4 57 450 443 559 556 552 548 544 539 533 528 521 515 508 501 494 4 87 479 471 593 589 586 581 577 571 566 559 553 546 539 532 524 516 508 500 262 CAMBRIA STEEL. SAFE LOADS IN TH PLATE AND ANGLE CALCULATED FOR RADIU, AXIS 2-2. Based on Gordon's Formula, Safety factor 4. OUSANDS OF POUNDS FOR COLUMNS. SQUARE ENDS. $ OF GYRATION, f| | 1 p 50000 1 1 (12 L)2 U 1 1 36 000 r* Size of Angles. Size of Plate. Weight of Column. Area of Column Section. least Radios of Gyration Aiisl-L Radios of Gyration Aiis 2-2. Length in Feet. Inches. Inches. Lbs.perPt. Sq.Ins. Inches. Inches. 6 8 10 *P 8M. *,| 4 x xA 6 x y2x& 1 lOxJi 10 x^ 16 xH 26.5 33.0 39.2 45.3 51.0 57.1 28.1 35.0 41.6 48.1 54.6 60.7 41.6 49.3 57.1 64.8 72.6 79.9 87.3 94.6 101.6 108.9 49.7 59.5 68.8 78.2 87.6 96.9 105.9 114.9 123.9 132.5 141.4 67.2 77.8 88.4 99.0 109.6 119.8 130.4 140.2 150.4 160.2 170.0 7.74 9.61 11.43 13.26 15.00 16.75 8.26 10.25 12.19 14.10 16.00 17.87 12.11 14.42 16.73 19.00 21.23 23.42 25.61 27.76 29.87 31.94 14.62 17.45 20.25 23.00 25.76 28.43 31.11 33.74 36.38 38.93 41.49 19.68 22.88 26.00 29.12 32.20 35.24 38.24 41.24 4420 47.12 50.00 1.16 1.18 1.21 1.24 1.27 1.30 1.39 1.42 1.45 1.48 1.51 1.54 1.58 1.61 1.64 1.66 1.69 1.72 1.75 1.78 1.81 1.84 1.98 2.01 2.04 2.07 2.09 2.12 2.15 2.18 2.21 2.24 2.27 2.46 2.49 2.52 2.54 2.57 2.60 2.63 2.66 2.69 2.72 2.75 4.07 4.05 4.03 4.01 3.99 3.96 4.13 4.11 4.09 4.07 4.05 4.03 4.91 4.89 4.87 4.85 4.83 4.81 4.79 4.77 4.74 4.72 5.77 5.75 5.73 5.71 5.69 5.67 5.64 5.62 5.60 5.58 5.56 6.68 6.66 6.64 6.61 6.59 6.57 6.55 6.53 6.51 6.48 6.46 96 119 142 164 186 207 102 127 151 175 198 221 95 118 141 163 185 206 102 126 150 174 197 220 150 179 207 235 262 290 317 343 369 395 95 117 140 161 183 204 101 125 149 172 195 218 149 178 206 234 261 288 315 341 367 392 180 215 250 284 318 351 384 417 449 481 512 CAMBBIA STEEL. 263 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, n ! n AXIS 2-2. Based on Gordon's Formula, P 50000 1 p^5 Hr , (12 L)* Safety factor 4. ^SeoOOr* y < u Length in Feet. 12 94 14 16 18 20 22 24 26 28 30 32 34 36 38 40 92 91 90 88 87 85 83 81 80 78 76 74 72 70 116 115 113 111 109 107 105 103 101 98 96 94 91 89 86 138 136 135 132 130 128 125 123 120 117 114 111 108 105 103 160 158 156 153 150 148 145 142 138 135 132 128 125 122 118 181 179 176 173 170 167 164 160 157 153 149 145 141 138 134 202 199 196 193 190 186 183 179 174 170 166 162 157 153 149 100 99 97 96 94 93 91 89 87 85 83 81 79 77 75 124 122 121 119 117 115 113 110 108 106 103 101 98 95 93 147 146 144 141 139 137 134 131 128 125 122 119 116 113 110 170 168 166 164 161 158 155 152 148 145 141 138 134 131 127 193 191 188 185 182 179 175 172 168 164 160 156 152 148 144 216 213 210 207 203 199 195 191 187 183 178 174 169 165 160 148 147 145 144 142 140 138 136 134 132 129 127 125 122 120 176 175 173 171 169 167 165 162 160 157 154 151 148 145 142 204 202 200 198 196 193 191 188 185 182 178 175 172 168 165 232 230 228 225 222 219 216 213 210 206 202 198 195 191 187 259 257 254 251 248 245 242 238 234 230 226 221 217 213 208 286 283 281 277 274 270 266 262 258 254 249 244 239 234 229 312 310 306 303 299 295 291 286 282 277 272 266 261 256 250 338 335 332 328 324 320 315 310 305 299 294 288 282 277 271 364 361 357 353 348 344 339 333 328 322 316 310 303 297 291 389 386 382 277 373 367 362 356 350 344 337 331 324 317 310 180 178 177 176 174 173 171 169 167 165 163 160 158 156 153 214 213 211 210 208 206 204 202 199 197 194 191 188 186 183 249 247 245 243 241 239 236 234 231 228 225 222 218 215 212 283 281 279 277 274 271 269 265 262 259 255 252 248 244 240 316 314 312 309 307 304 300 297 293 290 286 281 277 273 269 349 347 345 342 339 335 332 328 324 320 315 311 306 301 296 382 380 377 374 370 367 363 358 354 349 345 340 334 329 324 414 412 409 405 402 398 393 389 384 379 373 368 362 357 351 446 443 440 436 432 428 423 418 413 408 402 396 390 384 378 478 475 471 467 463 458 453 448 442 436 430 424 417 411 404 509 506 502 498 493 488 483 477 471 465 458 451 444 437 430 243 242 241 239 238 236 234 232 230 228 225 223 221 218 215 282 281 279 278 276 274 272 269 267 264 262 259 256 253 250 321 319 318 316 314 311 309 306 303 300 297 294 291 287 284 359 357 356 353 351 348 346 343 340 ! 336 333 329 325 321 317 397 395 393 391 388 385 382 379 375 272 368 364 359 355 351 435 433 430 428 425 421 418 414 411 406 402 398 393 388 384 472 470 467 464 461 457 454 450 446 441 436 432 427 421 416 509 506 503 500 497 493 489 485 480 475 470 465 459 454 448 545 542 539 536 532 528 524 519 514 509 504 498 492 486 480 581 578 575 571 567 563 558 553 548 542 537 531 524 518 511 617 613 610 606 602 597 592 587 581 575 569 563 556 549 542 264 CAMBRIA STEEL. SAFE LOADS IN TH PLATE AND ANGLE CALCULATED FOR RADIUS AXIS 2-2. Based on Gordon's Formula, Safety factor 4. OUSANDS OF POUNDS FOR COLUMNS. SQUARE ENDS. 5 OF GYRATION, fl f (1 P 50000 1 1 1+ (12 L)1 II | 1 36000r» Sim of ingles. Size of Plate. Weight Column. irea of Column Section. Least Radius of Gyration iiis 1-1. Radius of Gyration Aiis2-2. Length in Feet. Inches. Inches. Lbs.perFt. Sq. Ins. Inches. Inches. 6 8 10 3 x2HxJi 4 3 xA HXH A A i 16 j. A A 1 xH 1 p 28.2 35.2 41.7 48.3 54.4 61.0 29.8 37.2 44.1 51.1 58.0 64.6 43.7 51.9 60.0 68.2 76.4 84.1 91.9 99.7 107.1 114.9 51.8 62.0 71.8 81.6 91.4 101.2 110.6 120.0 129.4 138.4 147.8 69.8 80.8 91.8 102.8 113.9 124.5 135.5 145.7 156.4 166.6 176.8 8.24 10.23 12.18 14.13 16.00 17.87 8.76 10.87 12.94 14.97 17.00 18.99 12.74 15.17 17.61 20.00 22.36 24.67 26.99 29.26 31.50 33.69 15.24 18.20 21.12 24.00 26.88 29.68 32.48 35.24 38.00 40.68 43.36 20.43 23.76 27.00 30.25 33.45 36.62 39.74 42.87 45.95 49.00 52.00 1.12 1.15 1.17 1.20 1.23 1.26 1.35 1.38 1.41 1.43 1.46 1.49 1.54 1.57 1.60 1.62 1.65 1.68 1.71 1.74 1.77 1.80 1.94 L97 2.00 2.02 2.05 2.08 2.11 2.14 2.17 2.19 2.22 2.42 2.44 2.47 2.50 2.52 2.55 2.58 2.61 2.64 2.67 2.70 4.87 4.85 4.83 4.81 4.78 4.76 4.94 4.92 4.90 4.88 4.85 4.83 5.72 5.70 5.68 5.66 5.63 5.61 5.59 5.57 5.55 5.53 6.59 6.57 6.54 6.52 6.50 6.48 6.46 6.44 6.41 6.39 6.37 7.49 7.47 7.45 7.42 7.40 7.38 7.36 7.34 7.32 7.29 7.27 103 127 151 175 199 222 102 126 151 174 198 221 108 134 160 185 210 235 158 188 218 248 277 306 335 363 390 418 101 126 150 173 197 219 108 134 159 184 209 233 157 188 217 247 276 305 333 361 389 416 189 225 261 297 333 368 402 436 470 504 537 CAMBBIA STEEL. 265 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, n n AXIS 2-2. Based on Gordon's Formula, P = 50000 ^ (12 L)« Safety factor 4. ^SGOOOr* u £ u Length in Feet. 13 101 14 100 16 99 18 98 20 32 24 26 28 80 90 82 84 86 86 85 88 83 40 81 97 95 94 93 91 88 125 124 123 121 120 118 116 115 113 111 109 107 105 103 101 149 147 146 144 143 141 139 137 134 132 130 127 125 122 120 172 171 169 167 165 163 160 158 155 153 150 147 144 141 138 195 193 191 189 187 184 182 179 176 173 170 166 163 160 156 218 216 214 211 209 206 203 199 196 193 189 185 182 178 174 107 108 105 104 103 101 100 98 97 95 94 92 90 88 87 133 131 130 129 127 126 124 122 120 118 116 114 112 110 107 158 157 155 153 152 150 148 145 143 141 138 136 133 130 128 183 181 180 178 175 173 171 168 165 163 160 157 154 151 148 207 206 204 201 199 196 194 191 188 184 181 178 174 171 187 232 230 227 225 222 219 216 213 209 206 202 198 194 190 186 156 156 154 153 152 150 149 147 145 143 142 140 137 135 133 187 185 184 183 181 179 177 175 173 171 169 166 164 161 159 216 215 213 212 210 208 205 203 201 198 195 193 190 187 184 246 244 242 240 238 236 233 231 228 225 222 218 215 212 208 275 273 271 269 266 263 261 258 254 251 248 244 240 236 233 303 301 299 296 294 291 288 284 281 277 273 269 265 261 257 331 329 327 324 321 318 314 311 307 303 298 294 289 285 280 359 357 354 351 348 344 340 338 332 328 323 318 313 308 303 386 384 381 378 374 370 366 362 357 352 347 342 337 331 326 413 411 407 404 400 396 392 387 382 377 371 366 360 354 348 188 187 186 185 184 182 181 179 178 176 174 172 170 168 166 224 223 222 221 219 218 216 214 212 210 208 205 203 201 198 260 259 258 256 254 252 250 248 246 243 241 238 235 233 230 296 295 293 291 289 287 285 282 279 277 274 271 267 264 261 331 330 328 326 324 321 318 316 313 309 306 303 299 295 292 366 364 362 360 357 355 352 349 345 342 338 334 330 326 322 400 399 396 394 391 388 385 381 378 374 370 365 361 357 352 435 432 430 427 424 421 417 414 410 405 401 396 392 387 382 468 466 463 460 457 453 450 445 441 437 432 427 422 416 411 502 499 496 493 489 486 481 477 472 467 462 457 451 446 440 534 532 529 525 521 517 513 508 503 498 492 487 481 475 468 253 252 251 250 248 247 245 244 242 240 238 236 234 232 229 294 293 291 200 288 287 285 283 281 279 276 274 272 269 266 334 333 331 330 328 326 324 322 319 317 314 312 309 306 303 374 373 371 369 367 365 363 360 358 355 352 349 346 342 339 414 412 410 408 406 404 401 398 395 392 389 385 382 378 374 453 451 449 447 445 442 439 436 433 429 428 422 418 414 410 492 490 488 485 483 480 477 473 470 466 462 458 453 449 444 530 528 526 523 520 517 514 510 506 502 498 493 489 484 479 568 566 563 561 558 554 551 547 542 538 533 529 524 518 513 606 603 601 598 595 591 587 583 578 574 569 563 558 552 517 643 641 638 1 634 631 627 623 618 614 609 603 1 598 592 586 580 266 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, II |J AXIS 2"2< IL, ^Jl Raqpd on Gordon's Formula P ^ ®®® IF7" 1 ' u A Safety factor 4. T36 000 r» • & Size of Angles. Size of Plate. Weight Column. Area of Column Section. Least Radius of Gyration Axis 1-1. Radius of Gyration Axis 2-2. Length in Feet. Inches. Inches. Lbs.perFt 84. Ins. Inches. Inches. 10 12 7x3H*A 14x& 80.8 23.73 3.05 5.92 293 292 % g 91.8 27.00 3.08 5.90 334 332 A 103.2 30.24 3.11 5.87 374 372 % JHi 113.7 33.43 3.13 5.85 413 411 if if 124.7 36.63 3.17 5.83 452 450 % ^ 135.3 39.74 3.20 5.81 491 489 n n 145.9 42.86 3.23 5.79 529 527 Tg r^ 156.5 45.93 3.26 5.76 567 564 if if 166.6 49.01 3.29 5.74 605 602 1 1 176.8 52.00 3.32 5.72 642 639 7x3H*& 16x& 83.8 24.60 3.00 6.75 304 /^ i^ 95.2 28.00 3.02 6.73 346 JL JL 107.0 31.36 3.06 6.71 387 L: % 118.0 34.68 3.08 6.69 428 n 11 129.4 38.00 3.11 6.67 469 M ^ 140.4 41.24 3.14 6.64 509 if if 151.4 44.48 3.17 6.62 549 J^ % 162.4 47.68 3.20 6.60 588 if if 173.0 50.88 3.23 6.58 627 1 1 183.6 54.00 3.26 6.56 666 7x3H*A 18't 86.8 98.6 25.48 29.00 2.94 2.97 7.58 7.55 315 359 A 110.8 32.49 3.00 7.53 402 5^ 5^ 122.3 35.93 3.02 7.51 445 11 11 134.1 39.38 3.06 7.49 487 6 8^ 145.5 42.74 3.08 7.47 529 if if 156.9 46.11 3.11 7.44 570 T£ J^ 168.4 49.43 3.14 7.42 .... 612 if if 179.4 52.76 3.17 7.40 652 1 1 190.4 56.00 3.20 7.38 693 7x3Hx A 20 x A 89.8 26.35 2.89 8.39 jz fi 102.0 30.00 2.92 8.37 JL JL 114.7 33.61 2.95 8.34 ^g 6xg 126.5 37.18 2.97 8.32 if if 138.7 40.75 3.00 8.30 ^/ a/ 150.6 44.24 3.03 8.28 11 11 162.5 47.73 3.06 8.25 7^ % 174.3 51.18 3.09 8.23 u 1 if 185.8 54.63 3.12 8.21 1 1 197.2 58.00 3.15 8.19 CAMBBIA STEEL. 267 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, fl 1 AXIS 2-2. 1 J sn nnn 1 V 1 Based on Gordon's Formula, P = - W \JV\J r HI {19. 1 M •11 *•"• ~> Safety factor 4. ^36 000 r» • | Length In Feet. 14 290 16 288 18 20 284 22 281 24 278 26 275 28 272 30 269 32 266 34 262 36 38 40 286 258 255 251 330 328 325 323 320 317 313 310 306 302 298 294 289 285 370 367 364 361 358 354 351 347 342 338 333 329 324 319 409 406 403 399 396 392 387 383 378 373 368 363 358 352 447 444 441 437 433 429 424 419 414 408 403 397 391 385 486 482 478 474 470 465 460 455 449 443 437 431 424 418 523 520 516 511 506 501 496 490 484 477 471 464 457 450 561 557 553 548 543 537 531 525 518 511 504 497 489 482 598 594 589 584 578 572 566 559 552 545 537 529 521 513 635 630 625 620 614 607 600 593 586 578 570 561 553 544 302 301 299 297 295 293 290 288 285 282 279 276 273 270 344 342 340 338 336 333 330 327 324 321 318 314 310 307 385 383 381 379 376 373 370 366 363 359 355 352 347 343 426 424 421 419 416 412 409 405 401 397 393 389 384 379 467 464 461 458 455 451 448 443 439 435 430 425 420 415 507 504 501 498 494 490 486 481 477 472 467 461 456 450 546 543 540 536 532 528 524 519 514 509 503 497 491 485 586 582 579 575 571 566 561 556 551 545 539 533 526 520 624 621 617 613 609 604 598 593 587 581 574 568 561 554 663 659 655 651 646 641 635 629 623 616 609 602 595 588 314 313 312 310 308 306 304 302 300 297 295 292 290 287 358 356 354 353 351 348 346 344 341 338 335 332 329 326 401 399 397 395 393 390 388 385 382 379 376 372 369 365 443 441 439 437 434 432 429 426 422 419 415 411 408 403 485 483 481 478 476 473 469 466 462 459 455 450 446 442 527 525 522 519 516 513 510 506 502 498 493 489 484 479 568 566 563 560 557 553 550 546 541 537 532 527 522 517 609 607 604 601 597 593 589 585 580 575 570 565 559 554 650 647 644 641 637 633 628 624 619 613 608 602 596 590 690 687 684 680 676 672 667 662 657 651 645 639 633 626 326 325 324 322 321 319 317 315 313 311 309 307 305 302 371 370 368 367 365 363 361 359 357 354 352 349 346 344 415 414 412 411 409 407 404 402 399 397 394 391 388 385 460 458 456 454 452 450 447 445 442 439 436 432 429 426 503 502 500 498 495 493 490 487 484 481 477 473 470 466 547 545 543 541 538 535 532 529 526 522 518 514 510 506 590 588 585 583 580 577 574 570 567 563 559 554 550 545 633 630 628 625 622 619 615 612 608 603 599 594 590 585 675 672 670 667 664 660 656 652 648 644 639 634 629 623 717 714 711 708 705 701 697 693 688 683 678 673 667 662 268 CAMBRIA STEEL. SAFE LOADS IN THOUS LATTICED CHAN SQUARE Baaed on Gordon's Formula P ANDS OF PC NEL COLUM ENDS. ,5000° Ba UNDS FOR KS. fety factor 4. * ' 36 000 r> «g [ ~ V Channel. Weight of each Channel. Area of Column Section. Least Radius of Gyration. Length in Feet. Inches. Lbs. per Foot. Sq. Ins. Inches. 4 6 8 10 12 14 6 ii ii 7 s 8 10 II II II 12 15 8.0 10.5 13.0 15.5 9.75 12.25 14.75 17.25 19.75 11.25 13.75 16.25 18.75 21.25 13.25 15.00 20.00 25.00 15.0 20.0 25.0 30.0 35.0 20.5 25.0 30.0 35.0 40.0 33.0 35.0 40.0 45.0 50.0 55.0 4.76 6.18 7.64 9.12 5.70 7.20 8.68 10.14 11.62 6.70 8.08 9.56 11.02 12.50 7.78 8.82 11.76 14.70 8.92 11.76 14.70 17.64 20.58 12.06 14.70 17.64 20.58 23.52 19.80 20.58 23.52 26.48 29.42 32.36 2.34 2.21 2.13 2.06 2.72 2.59 2.50 2.44 2.39 3.11 2.99 2.89 2.82 2.77 3.45 3.37 3.20 3.08 3.84 3.66 3.52 3.41 3.31 4.61 4.43 4.28 4.17 4.09 5.59 5.56 5.44 5.32 5.23 5.16 59 76 94 112 71 89 107 125 144 83 100 119 137 155 58 75 93 110 70 88 106 124 142 83 99 117 135 153 96 109 145 181 110 146 182 218 254 57 73 90 107 69 87 104 121 139 82 98 116 134 151 95 108 143 179 110 144 180 216 251 149 181 217 254 289 246 255 291 328 364 400 55 71 88 104 68 85 102 119 136 80 97 114 131 149 94 107 142 177 109 143 178 213 248 148 180 216 251 287 244 254 290 326 363 399 54 69 85 100 66 83 99 116 132 79 95 112 128 145 93 105 139 173 107 141 176 210 245 147 179 214 249 284 243 252 288 324 360 396 52 67 81 96 65 81 96 112 128 77 93 109 125 142 91 103 137 170 109 139 173 207 240 146 177 211 246 281 241 251 286 322 357 393 .... For detail dimensions see page 230 CAMBBIA STEEL. 269 SAFE LOADS IN THOUSANDS OF POUNDS FOR LATTICED CHANNEL COLUMNS. SQUARE ENDS. Based on Gordon's Formula P - — ^^P. • Safety factor 4. i i U* y I * ' 36 000 r» I Length in Feet. Wright of each Channel T Channels. 16 18 20 22 24 26 28 80 Lbs. per Foot Inches. 50 64 78 92 63 78 93 108 123 76 90 107 122 138 90 101 134 166 104 136 170 203 236 144 175 209 243 277 240 249 284 319 354 390 48 61 74 88 61 76 90 104 119 74 88 104 118 134 88 99 131 162 102 134 166 198 230 142 172 206 240 273 238 247 282 316 352 386 46 58 71 83 58 73 86 100 113 72 86 100 115 129 86 97 127 157 101 131 163 194 225 140 170 203 236 268 235 245 279 313 348 381 44 55 67 78 56 70 83 96 108 70 83 97 111 124 84 94 124 153 99 128 159 189 219 138 167 200 231 263 233 242 276 310 344 377 42 52 63 74 54 67 79 92 104 68 80 94 107 120 82 92 120 149 97 125 155 185 213 136 165 196 227 258 230 240 273 306 339 372 8.0 10.5 13.0 15.5 9.75 12.25 14.75 17.25 19.75 11.25 13.75 16.25 18.75 21.25 13.25 15.00 20.00 25-00 15.0 20.0 25.0 30.0 35.0 20.5 25.0 30.0 35.0 40.0 33.0 35.0 40.0 45.0 50.0 55.0 6 7 it «< 8 s M 10 . II II 12 15 ii 52 64 76 87 98 65 78 90 103 115 80 90 116 143 95 122 151 179 207 134 161 192 223 253 228 236 269 302 334 368 — 63 75 87 99 111 77 87 113 139 93 119 148 174 201 131 159 187 218 248 225 234 266 298 329 362 61 72 83 95 106 75 84 109 134 90 116 143 168 194 129 155 184 213 243 222 230 262 294 325 357 For detail dimensions see page 230 270 CAMBRIA STEEL. SAFE LOADS IN THOUSAND LATTICED CHANNEI SQUARE EN Based on Gordon's Formula P = — 1+ S OF POUNDS FOR , COLUMNS. DS. 36000r» T Channels. Weight of each Channel. Area of Column Section. Least Radius of Gyration. Length in Feet. Inches. Lbs. per Foot. Sq. Ins. Inches. 32 34 36 38 40 9 << ii u 10 «i « 12 M 15 13.25 15.00 20.00 25.00 15.0 20.0 25.0 30.0 35.0 20.5 25.0 30.0 35.0 40.0 33.0 35.0 40.0 45.0 50.0 55.0 7.78 8.82 11.76 14.70 8.92 11.76 14.70 17.64 20.58 12.06 14.70 17.64 20.58 23.52 19.80 20.58 23.52 26.48 29.42 32.36 3.45 3.37 3.20 3.08 3.84 3.66 3.52 3.41 3.31 4.61 4.43 4.28 4.17 4.09 5.59 5.56 5.44 5.32 5.23 5.16 73 81 106 129 87 113 138 163 188 127 152 180 208 236 219 228 258 289 320 351 71 79 101 124 85 109 134 158 183 124 149 176 203 231 215 224 254 284 315 344 83 106 130 153 176 121 146 172 199 224 213 220 250 279 309 338 119 142 167 193 218 209 217 246 275 303 332 116 139 164 188 212 206 213 241 270 299 325 For detail dimensions see page 230. CAMBRIA STEEL. 271 SAFE LOADS IN THOUSANDS OF POUNDS FOR LATTICED CHANNEL COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = — ^^ -. Safety factor 4. D 4 — I! 8» Length in Feet. Weight of etch Channel. T Channels. 42 44 46 48 50 52 54 Lbs. per Foot. Inches. 13.25 15.00 20.00 25.00 15.0 20.0 25.0 30.0 35.0 20.5 25.0 30.0 35.0 40.0 33.0 35.0 40.0 45.0 50.0 55.0 9 10 12 JM 11 11 15 108 128 151 173 196 195 203 228 255 281 307 111 132 155 178 200 199 206 233 260 287 314 113 135 159 183 206 202 210 238 265 293 319 192 199 224 250 275 301 188 194 220 245 269 294 184 191 215 239 264 287 181 187 211 234 258 281 For detail dimensions see page 230. 272 CAMBRIA STEEL. SIZE OF SINGLE LATTICE BARS TO BE USED WITH LATTICED CHANNEL COLUMNS. Depth Dimensions of Lattice Bars. Weight of Lattice Bars Center of Hole to End of Bar. Distance Center to Center of Rivets, (d) Channels. w Thickness. per Foot. (a) Maximum. Minimum. Inches. Inches. Inch. Pounds. Inch. Inches. Inches. 6 IK K 1.49 1* 10 6H 7 2 K 1.70 IK 10 7£/6 8 9 10 12 2 2K 1 N 2.12 2.39 2.87 2.87 IK IK IK IK 12K 12K 15 15 1 15 2M 3.72 IK 17K 15& MAXIMUM LENGTHS OF LATTICE BARS BETWEEN FLANGE RIVET CENTERS FOR DIFFERENT BAR THICKNESSES. Thickness of Lattice Bar. Maximum Length (C) Single Lattice. Donble Lattice. Inch. Inches. Inches. K 10 15 A 12K 18K N 15 22K A 17H 26K K 20 30 A 22K 83K M 25 37K Latticing should be so proportioned to resist a shearing stress, 2% of direct Inclination of lattice bars to axis of member should not be less than 45 degrees Where distance between lines of flange rivets exceeds 15 inches, if single rivet bars be used, lattice should be double. Pitch of lattice rivets along flange divided by least radius of gyration of the member between connections should be less than corresponding ratio of the member as a whole. CAMBRIA STEEL. 273 SIZE OF STAY PLATES TO BE USED WITH LATTICED CHANNEL COLUMNS. Minimum size of Stay Plates at Ends of Columns. Weight of Minimum Diameter of o[ fjo O1 •• ''O b Thickness. 1 Stay Plate. Rivets. <-4| Q fl--$ j TnnliAO T-rtV T«*V.AO TV.-- J. T_. .L o! iO i. incnes. men. incoes. rounds. inch. .X j^ \T" 7K K 5K 3.06 M x^ ,x^ jv\] 8K % 6K 7K 4.07 5.12 II ^ \u: 1 N4 10% K 8K 6.07 s^C 1 j UK K 9K 7.54 5^' K ^o fv. 135^ UK 10.86 SA,3A ^s IS "t. 16K T*V 13K 19.07 MM tta DISTANCES TO BE ADDED TO LENGTHS OF LATTICE BARS BETWEEN FLANGE RIVET CENTERS TO GIVE FULL LENGTHS. Width of Bar. w Add to Length c For Finished Length f. For Ordered Length o. Rivet Diameter. Rivet Diameter. 1 T 5 ¥ 8 T 7 ir 1 f 5 •g- 8 T 7 ¥ Ins. Ins. Ins. Ins. Ins. Ins. Ins. Ins. Ins. IK IK 2 2K 2K S* 2 ' '2K ' 2K ^ 3 3 3 3K 3K 4 3K 3K 4 2K 2K 2K r 3 3K "3 " 3 3K Length of end stay plates should be not less than distance between lines of flange rivets. Length of intermediate stay plates should be not less than one-half same distance. Thickness of stay plates should be not less than %o same distance. 274 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 6" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula 50000 -• Safety factor 4. (12 L)1 1 ' 36 000 r» T \z ' S^®^y'***^®'^* H36 000 ra SERIES A. Weight of each Thickness of Weight Area of Column Least Radius of Length in Feet. Channel. Plates. Column. Section, Gyration. Lbs. per Foot Inch. Lbs.perFt. Sq.Ins. Inches. 4 6 8 10 9.75 *A 34.8 10.20 2.63 126 125 123 121 JL 38.6 11.32 2.63 140 139 137 134 ii az 42.5 12.45 2.62 154 152 150 147 ii T 46.3 13.58 2.62 168 166 163 160 ii r^ 50.1 14.70 2.62 182 180 177 174 ii A 53.9 15.82 2.62 196 194 190 187 " H 57.8 16.95 2.62 210 207 204 200 12.25 M 39.8 11.70 2.55 145 143 141 138 5 43.6 12.82 2.56 159 157 154 151 ii \/ 47.5 13.95 2.56 173 171 168 164 it JL 51.3 15.08 2.56 187 185 182 178 «« L£ 55.1 16.20 2.57 200 198 195 191 <« JL 58.9 17.32 2.57 214 212 208 204 " 5/S 62.8 18.45 2.57 228 226 222 217 14.75 *A 44.8 13.18 2.49 163 161 158 155 s 48.6 14.30 2.50 177 175 172 168 ii a/ 52.5 15.43 2.50 191 189 185 181 ii T 56.3 16.56 2.51 205 202 199 195 ii Vz 60.1 17.68 2.52 219 216 212 208 ii JL 63.9 18.80 2.52 233 230 226 221 " 5^ 67.8 19.93 2.53 247 244 239 234 17J35 y± 49.8 14.64 2.42 181 178 175 171 s 53.6 15.76 2.43 195 192 189 185 ii az 57.5 16.89 2.45 209 206 202 198 «« JL 61.3 18.02 2.46 223 220 216 211 ii vx 65.1 19.14 2.46 237 234 229 224 ii JL 68.9 20.26 2.47 251 248 243 238 " M 72.8 21.39 2.48 265 261 257 251 19.75 >i 54.8 16.12 2.37 199 197 193 188 JL 58.6 17.24 2.38 213 210 206 201 «« Sxj 62.5 18.37 2.40 227 224 220 214 ii 7 66.3 19.50 2.41 241 238 234 228 ii rx 70.1 20.62 2.42 255 251 247 242 ii JL 73.9 21.74 2.43 269 265 260 255 " * 77.8 22.87 2.44 28S 279 274 268 For detail dimensions see page 232 CAMBRIA STEEL. 277 SAFE LOADS IN THOUSANDS OF POUNDS FOR 7" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. KQ (V)0 HfljtnH nn flnrHnn'a FnrTmiln. 1* ^^ - ««»-*••••««**»•• ^ jsaseci on vroruon s jrornvuia r — • • 1+3J 12 D* MCUWJT ACbVVW* -X* 6 000 r2 TT SERIES A. Length in Feet. Thickness of Plates. Weight of etch Channel. 12 14 16 18 20 22 24 26 Inch. Lbs.perPt. 118 115 111 108 104 * 99 96 92 y*. 9.75 130 127 123 119 115 110 106 102 JL. M 143 140 135 131 126 121 116 112 % " 156 169 153 165 148 160 143 154 138 149 132 143 127 137 122 132 % M 182 178 172 166 161 154 148 142 ** 195 190 184 178 172 165 158 152 H M 134 130 126 122 118 113 108 103 U 12.25 147 143 139 134 129 124 118 113 A 11 160 156 151 146 140 135 129 123 %> 11 173 168 163 158 152 145 139 133 fa " 186 181 176 169 163 156 150 144 u 11 199 194 188 181 174 167 161 154 A •« 212 207 200 193 185 178 171 164 % " 151 146 142 136 131 126 120 115 X 14.76 164 159 154 148 142 136 131 125 JL " 177 171 166 160 154 147 141 135 8^ <* 190 184 178 171 165 158 151 144 JL M 202 196 191 184 177 170 162 155 y& " 215 209 203 196 188 180 173 165 JL, " 229 222 215 207 199 191 183 175 \i " 166 161 156 150 143 137 131 126 y± 17.25 180 174 168 162 155 148 142 135 JL 193 187 181 174 166 159 153 146 % " 206 199 193 186 178 171 163 155 JL M 218 212 205 197 190 182 173 165 7& " 231 224 217 209 201 192 184 176 JL M 245 238 229 220 212 203 194 186 99 " 183 177 170 164 157 150 143 138 X 19.75 196 189 183 175 168 161 153 146 A 209 202 195 187 180 172 164 157 8Z < 222 215 208 199 191 183 174 166 JL « 234 227 220 211 202 194 185 177 1£ i 248 240 231 223 214 204 195 186 A * 261 253 243 235 225 216 207 196 R " For detail dimensions see page 232 278 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 8" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. sn nnn Based on Gordon's Formula ] — Safety factor 4. P " , , (12 L)« * ' 36 000 r* U. ./j£» ,. •" ^ SERIES A. Weight Thickness Weight Area of Least of each Channel of Plates. of Column. Column Section. Radius of Gyration. Length in Feet. Lbs. per Foot. Inch. Lbs.perPt. Sq. Ins. Inches. 4 6 8 10 12 11.25 VA. 39.5 11.70 2.98 145 144 142 140 137 i< JL 43.7 12.95 2.97 161 159 157 155 152 «« % 48.0 14.20 2.97 176 175 172 170 167 " JJj 52.3 15.45 2.96 192 190 188 185 181 ii VZ 56.5 16.70 2.95 207 205 203 200 196 ii JL 60.8 17.95 2.95 223 221 219 214 210 ii *A 65.0 19.20 2.95 238 236 233 229 225 134.75 X 44.5 13.08 2.92 162 161 159 156 153 A 48.7 14.33 2.92 178 176 174 171 168 " % 53.0 15.58 2.92 193 191 189 186 182 ii JL 57.3 16.83 2.91 209 207 204 201 197 it IZ 61.5 18.08 2.91 224 222 220 216 212 ii A 65.8 19.33 2.91 240 237 235 231 226 ii H 70.0 20.58 2.91 255 253 250 246 241 16.25 \/ 49.5 14.56 2.86 181 179 176 173 170 A 53.7 15.81 2.87 196 194 192 188 185 ii ax. 58.0 17.06 2.87 212 210 207 203 199 ii JL 62.3 18.31 2.87 227 225 222 218 214 ii i£ 66.5 19.56 2.87 243 240 237 233. 228 ii A 70.8 20.81 2.87 258 256 252 248 243 ii K 75.0 22.06 2.87 274 271 267 263 258 18.75 X 54.5 16.02 2.81 199 197 194 190 186 JL 58.7 17.27 2.81 214 212 209 205 201 ii «X 63.0 18.52 2.82 230 227 224 221 216 ii ^L 67.3 19.77 2.82 245 243 240 236 230 ii 1£ 71.5 21.02 2.83 261 258 255 250 245 M J^. 75.8 22.27 2.83 276 274 270 265 260 11 $i 80.0 23.52 2.83 292 289 285 280 275 21.25 y*. 59.5 17.50 2.76 217 215 212 208 204 A 63.7 18.75 2.77 233 230 227 223 218 ii H 68.0 20.00 2.77 248 245 242 238 233 ii A 72.3 21.25 2.78 264 261 257 253 247 ii H 76.5 22.50 2.79 279 276 272 267 262 ii A 80.8 23.75 2.79 295 291 287 282 276 " S 85.0 25.00 2.80 310 307 302 297 291 For detail dimensions see page 232 CAMBBIA STEEL. 279 SAFE LOADS IN THOUSANDS OF POUNDS FOR 8" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P 50000 if ety factor 4. ff> 1 M at 1+ V •*•*•< JLJJ- r-? 56 000 r* , 5 SERIES A. ^ ^ Thickness Weight of Length in Feet. of Plates. each Channel 14 16 18 20 22 24 26 28 30 Inch. Lbs. per Foot 134 131 128 124 120 im 112 108 104 Vi 11.25 149 145 141 137 133 128 124 120 115 5 163 159 154 150 146 141 136 131 126 *Z ii 177 173 168 163 158 153 147 142 137 T ii 192 187 182 176 170 165 159 153 147 lz ii 206 201 195 189 183 178 171 165 158 » ii 221 215 209 203 196 190 183 177 169 y» " 150 146 142 138 133 129 124 119 115 y^ 13.76 164 160 155 151 146 141 136 131 126 JL 178 174 169 164 159 153 148 142 137 Lj ii 193 188 182 177 171 166 160 153 148 JL •• 207 202 196 190 184 178 172 164 159 \/ ii 221 216 209 203 196 190 183 176 170 JL M 236 229 223 216 209 203 195 187 181 % " 166 162 157 152 147 142 137 131 126 y^ 16.25 180 176 171 165 160 154 148 143 137 JL 195 189 184 178 172 166 160 154 148 «x i 209 203 198 191 185 178 172 165 159 T i 223 217 211 204 198 191 184 177 170 V? i 237 231 224 217 210 203 195 188 181 JL i 252 245 238 231 223 215 207 199 191 % ' 182 177 172 167 161 155 149 143 137 y 18.76 196 210 191 205 185 199 180 193 174 186 167 180 160 173 154 166 148 160 1 225 219 212 206 199 192 185 178 171 A ii 240 233 226 219 211 204 196 189 181 H ii 254 268 246 260 239 253 232 245 224 236 216 228 208 220 200 211 192 203 I « 198 193 187 181 174 168 162 155 148 y^ 21.26 212 207 200 194 187 180 173 166 159 JL 226 220 214 207 200 192 185 178 170 Ixj ii 241 234 227 220 213 205 196 189 181 JL ii 256 249 241 233 225 217 209 201 192 v/ ii 270 263 254 246 238 229 221 212 202 A ii 284 277 268 260 250 241 232 223 214 % " For detail dimensions see page 232 280 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 9" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P 50000 -' Safety factor 4. 12L)2 +36 000 r» SERIES A. Weight of Thick- Weight Area of least each ness of of Column Radius of Length in Feet. Channel. Plates. Column. Section. Gyration. Lbs.perR Inch. Lbs.perFt. Sq.Ins. Indies. 6 8 10 12 14 16 13-25 ¥ 45.2 49.9 54.6 59.2 63.9 68.5 73.3 13.28 14.66 16.03 17.40 18.78 20.16 21.53 3.34 3.32 3.31 3.30 3.29 3.28 3.28 164 181 198 215 232 249 266 162 179 196 213 229 246 263 160 177 193 210 227 243 260 158 174 191 207 223 239 255 155 171 187 203 219 235 251 152 168 183 199 214 230 246 15 | 48.7 53.4 58.1 62.7 67.4 72.0 76.8 14.32 15.70 17.07 18.44 19.82 21.20 22.57 3.29 3.28 3.28 3.27 3.26 3.26 3.25 177 194 211 228 245 262 279 175 192 209 225 242 259 275 173 189 206 222 239 255 272 170 186 202 219 235 251 267 167 183 199 215 231 247 263 163 179 195 210 226 242 257 20 ¥ 58.7 63.4 68.1 72.7 77.4 82.0 86.8 17.26 18.64 20.01 21.38 22.76 24.14 25.51 3.19 3.19 3.19 3.19 3.19 3.19 3.18 213 230 247 263 280 297 314 210 227 244 261 278 294 311 208 224 241 257 274 291 307 204 220 236 253 269 285 301 200 216 232 248 264 280 296 196 212 227 243 259 274 290 25 « H 68.7 73.4 78.1 82.7 87.4 92.0 96.8 20.20 21.58 22.95 24.32 25.70 27.08 28.45 3.10 3.11 3.11 3.12 3.12 3.12 3.12 249 266 283 300 317 334 351 246 263 279 296 313 330 346 243 259 276 292 309 325 342 238 254 270 287 304 320 336 234 250 265 281 297 313 329 228 244 260 275 291 307 322 For detail dimensions see page 232 CAMBRIA STEEL. 281 SAFE LOADS IN THOUSANDS OF POUNDS FOR 9" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P 50000 .. if ety factor 4. 1+ (12 L)* ^ 36 000 r* h— ii--- »i TT SERIES A. ^ ^ Thickness Weight of Length in Feet. of each Plates. Channel. 18 20 22 24 26 28 30 32 34 Inch. Lbs. per Foot. 149 164 179 194 209 225 240 145 160 175 189 204 219 234 141 156 171 184 199 214 228 137 152 165 179 194 208 222 134 147 160 174 188 202 215 129 143 155 169 182 195 209 125 138 150 163 176 189 202 121 134 146 158 171 182 194 117 129 141 153 165 176 188 K 13.25 it « «• 160 175 190 206 221 236 252 156 171 186 201 216 231 245 152 166 181 195 210 225 238 148 162 176 190 203 217 231 143 157 171 184 197 211 225 139 152 166 178 191 204 218 134 147 160 172 185 198 211 130 142 154 167 179 191 204 126 137 149 161 173 185 196 \ * « « 192 207 222 237 253 268 282 186 201 216 231 246 260 275 181 196 210 224 239 253 268 176 190 204 218 232 246 260 170 184 197 211 224 238 251 165 178 191 204 217 230 243 159 172 185 197 210 223 236 154 166 179 191 203 216 226 148 160 172 183 195 207 219 I 20 M M « 223 238 253 268 283 298 313 216 232 246 261 276 291 306 210 224 239 253 267 282 296 204 218 232 246 260 274 287 197 210 224 238 252 265 279 191 204 217 230 243 256 269 183 197 210 222 235 247 260 177 189 201 213 226 238 250 170 183 194 206 218 229 241 X 25 i i < For detail dimensions see page 232 282 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 10" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P 50000 — Safety factor 4. = (19. 1M 1+38odor» SERIES A. Weight Thick- Weight Area of Least of each ness of Column Radius of Length in Feet. Channel. Plates. Column. Section. Gyration. Lbs.perR Inch. Lbs.perPt. Sq.Ins. Inches. 6 8 10 12 14 16 16 y 50.4 14.92 3.62 184 183 181 179 178 173 5 55.5 16.42 3.61 203 201 199 197 193 191 a «/ 60.6 17.92 3.59 221 220 217 215 211 207 M A 65.7 19.42 3.58 240 238 235 232 229 225 II 5 70.8 20.92 3.58 259 257 254 250 247 242 It A 75.9 22.42 3.57 277 275 272 268 264 259 tl K 81.0 23.92 3.56 296 293 290 286 282 277 20 % 60.4 17.76 3.52 219 217 215 212 209 205 JL 65.5 19.26 3.52 238 236 233 230 226 223 « sz 70.6 20.76 3.51 257 254 252 248 244 239 u A 75.7 22.26 3.51 275 272 270 266 262 257 M IX 80.8 23.76 3.51 294 291 288 284 279 274 14 JL 85.9 25.26 3.50 312 309 805 302 297 291 M £1 91.0 26.76 3.50 331 328 324 320 314 303 85 M 70.4 20.70 3.42 255 253 250 247 242 238 JL 75.5 22.20 3.43 274 272 268 265 260 255 « % 80.6 23.70 3.43 293 290 287 282 278 272 M A 85.7 25.20 3.43 311 308 305 300 295 289 « s 90.8 26.70 3.43 330 327 323 318 313 307 <« ft 95.9 28.20 3.44 348 345 341 336 330 324 11 R 101.0 29.70 3.44 367 364 359 355 348 341 30 y^ 80.4 23.64 3.33 292 289 285 281 276 271 «« JL 85.5 25.14 3.34 310 307 303 299 294 288 M i/ 90.6 26.64 3.35 329 325 321 317 311 305 « A 957 28.14 3.36 347 344 340 334 329 322 M vz 100.8 29.64 3.36 366 362 358 352 346 339 « A 105.9 31.14 3.37 384 380 376 370 364 358 1C H 111.0 32.64 3.37 403 399 394 388 381 375 3? A 90.4 95.5 26.58 28.08 3.26 3.27 328 347 324 343 320 338 315 333 309 327 303 320 K tz 100.6 29.58 3.28 365 361 357 351 344 337 « A 105.7 31.08 3.29 384 380 375 369 362 354 M L£ 110.8 32.58 3.29 402 398 393 387 379 372 M JL 115.9 34.08 3.30 421 416 411 405 398 390 M * 121.0 35.58 3.31 439 435 429 423 415 407 For detail dimensions see page 233 CAMBKIA STEEL. 383 SAFE LOADS IN THOUSANDS OF POUNDS FOR 10" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. 50 000 Ttnjmd rm flnrdnn'a ITnmiiiln. P = o«»«*«»««*»«.ji jjcisoci on vror (ion s irormum IT — H 36000r» Thick- Weight Length in Feet. ness of of etch Plates. Channel. 18 20 22 24: 26 23 8O 32 84 86 Inch. Lbs.perFt. 170 166 162 159 154 151 146 142 138 134 M. 16 187 183 179 175 170 165 161 156 152 147 JL a 204 199 195 190 186 180 175 170 165 160 % tt 221 216 211 206 200 195 189 184 178 172- A tt 238 232 228 222 216 210 204 199 192 186 H *« 255 249 243 238 231 225 219 212 206 199 A tt 271 266 259 253 246 239 233 226 218 212 0 M 201 196 192 187 182 177 172 167 161 157 Ji 20 218 213 208 203 197 192 187 181 175 170 A 235 230 224 219 213 207 201 195 189 182 JQ M 252 246 240 235 228 222 216 209 202 195 A " 269 263 256 251 244 236 230 223 216 209 t^ II 286 279 272 265 259 251 244 237 229 222 A it 303 296 289 281 274 265 258 251 243 235 R it 233 228 222 216 210 204 198 191 186 180 Vi 25 250 245 238 232 225 219 213 206 199 193 ft 267 261 255 248 241 233 227 220 213 206 fi M 284 278 271 263 256 248 242 234 226 219 ft a 301 294 287 279 271 263 256 248 240 232 L£ f 318 311 303 295 286 279 271 262 253 245 ft « 335 327 319 310 302 294 285 276 267 258 M M 265 258 252 245 238 230 223 216 209 201 \i 80 281 275 268 260 253 245 237 230 222 214 ft *• 298 291 284 276 268 260 252 243 237 228 rg " 315 307 301 293 284 276 267 258 250 241 A " 332 324 317 308 299 290 281 272 263 254 79 " 350 342 333 324 315 305 296 286 276 267 ft " 357 358 349 339 330 320 310 300 290 280 *A " 296 289 282 273 265 256 248 240 232 224 X 86 313 306 298 289 279 271 262 254 245 237 ft M 330 322 313 305 296 287 278 267 258 249 % II 347 338 329 320 311 301 292 282 273 263 ft it 363 354 345 336 326 316 306 296 286 276 % *• 380 371 361 351 341 330 320 310 299 289 ft ** 398 389 379 367 356 345 334 323 312 301 % It For detail dimensions see page 233 384 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 12" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = - i 50000 - Safety factor 4. , (12 L)2 ^36 000 r» £' ^ SERIES A. Weight of each Channel. Thick- ness of Plates. wyt Column. Area of Column Section. Least Radius of Gyration Length in Feet. Lbs.perFt. Inch. Lbs.perFt. Sq.Ins. Inches. 8 10 12 14 16 18 20 22 20.5 K 64.8 19.06 4.41 235 233 232 229 227 223 220 217 A 70.8 20.81 4.38 257 255 253 250 247 244 240 236 « M 76.7 22.56 4.36 278 276 273 271 267 264 260 256 < 82.7 24.31 4.34 300 298 295 292 288 285 280 275 « i^ 88.6 26.06 4.32 321 319 316 313 309 304 300 295 • A 94.6 27.81 4.30 343 340 337 333 330 325 319 315 ' 5i 100.5 29.56 4.28 364 362 358 354 350 345 339 335 25 M 73.8 21.70 4.35 268 266 263 261 257 254 250 246 _&- 79.8 23.45 4.32 289 287 284 282 278 274 270 266 «« 3/g 85.7 25.20 4.31 311 308 305 303 299 294 290 285 « A 91.7 26.95 4.29 332 330 327 323 319 315 310 305 «« /^ 97.6 28.70 4.27 354 351 348 344 340 335 330 324 " A 103.6 30.45 4.26 375 373 369 365 360 356 350 343 " 109.5 32.20 4.25 397 393 390 386 381 376 370 363 30 Ji 83.8 24.64 4.27 304 302 299 295 292 288 283 278 A 89.8 26.39 4.26 325 323 320 316 312 308 303 298 «« 3^ 95.7 28.14 4.25 347 344 341 337 333 329 323 317 << A 101.7 29.89 4.23 368 365 362 358 353 348 343 337 " i^ 107.6 31.64 4.22 390 387 383 379 374 368 363 357 <« A 113.6 33.39 4.21 411 408 404 400 395 389 382 377 " *$ 119.5 35.14 4.21 433 429 425 421 415 409 402 396 35 M 93.8 27.58 4.19 340 337 334 330 326 321 316 310 A 99.8 29.33 4.18 361 358 355 351 347 341 336 330 w % 105.7 31.08 4.18 383 380 376 372 367 362 356 349 11 A 111.7 32.83 4.17 405 401 397 392 388 382 376 369 « i^ 117.6 34.58 4.16 426 422 418 413 409 402 396 389 <* A 123.6 36.33 4.16 448 444 439 434 429 423 416 408 " H 129.5 38.08 4.15 469 465 461 455 449 443 436 428 40 K 103.8 30.52 4.13 376 373 369 365 360 354 349 343 A 109.8 32.27 4.12 398 394 390 386 380 374 368 363 M 3^ 115.7 34.02 4.12 419 416 411 406 401 395 388 382 ** 7 121.7 35.77 4.12 441 437 433 427 421 415 408 402 " 1^ 127.6 37.52 4.11 462 458 454 448 442 435 428 420 " A 133.6 39.27 4.11 484 480 475 469 463 456 448 440 " H 139.5 41.02 4.11 505 501 496 490 483 476 468 459 For detail dimensions see page 233 CAMBRIA STEEL. 285 SAFE LOADS IN THOUSANDS OF POUNDS FOR 12" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = 50000 Safety factor 4. , , (12 L)2 *T36 000 r» Length in Feet. Thick- ness of Weight of etch Plates. Channel. 24 26 28 30 82 84 86 88 4O 42 44 Inch. Lbs. per Ft. 213 209 206 201 196 193 188 184 179 175 170 J* 20.5 232 228 223 220 214 209 205 200 195 190 186 252 246 242 237 232 227 221 216 211 206 200 JX it 271 266 260 255 249 244 238 232 227 223 216 T ii 289 285 279 274 267 261 255 249 242 237 230 V£ ii 309 304 297 291 285 278 271 265 258 251 245 JL • i 328 322 316 309 302 296 288 281 274 267 259 y* " 242 237 233 228 223 218 213 208 203 197 193 y*. 25 260 256 251 246 240 235 230 224 218 213 207 280 275 269 263 258 252 246 241 234 229 222 % i 299 293 288 282 275 270 263 256 250 243 237 JL i 319 312 306 300 293 286 280 272 265 259 252 1Z • 338 331 324 318 311 303 295 289 281 273 267 JL i 358 350 343 335 329 320 312 306 297 289 281 6A 1 274 268 262 257 251 245 240 234 228 223 216 H 30 293 287 281 276 269 263 256 250 244 237 232 313 306 300 293 287 280 273 267 260 253 246 % ii 331 325 318 311 304 297 290 282 275 268 261 JL ii 350 343 337 329 321 313 307 299 291 282 276 i? ii 369 362 354 347 339 331 322 315 307 298 290 » ii 389 381 372 365 357 348 339 332 323 314 305 % " 305 299 292 286 280 273 266 259 253 246 239 K 35 324 318 311 304 296 290 283 275 268 262 254 344 337 329 322 314 308 300 292 284 277 270 % i« 362 356 348 340 332 323 317 308 300 291 283 7 ii 381 375 366 358 349 341 332 325 316 307 298 1^ ii 400 394 385 376 367 358 349 341 332 323 313 JL. ii 420 411 404 394 385 375 365 356 348 338 328 H " 336 329 322 314 308 301 293 285 277 269 262 U 40 356 348 340 333 324 316 310 301 293 285 277 ' 375 367 359 351 342 333 326 318 309 300 292 s/» ii 394 386 377 369 360 351 343 334 325 316 307 JL i< 413 405 396 387 377 368 358 350 341 331 322 1Z ii 433 424 412 405 395 385 375 367 357 347 337 JL • « 452 442 433 423 412 402 391 383 373 362 352 % i< For detail dimensions see page 233 286 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 15" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = • Safety factor 4. H1+36 000 r» SERIES A. Weight of each Channel Thick- ness of Plates. Column. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs.perJt. Inch. Lbs.perFt. Sq.Ins. Inches. 12 14 16 18 20 22 24 26 28 33 % 109.4 32.55 541 399 396 393 390 386 381 378 373 367 11 A 116.6 34.68 5.38 425 422 418 415 411 406 401 397 391 ** i^ 123.8 36.80 5.36 451 448 444 440 436 431 426 420 415 •« A 131.0 38.92 5.33 476 474 470 465 460 456 450 444 437 ii R 138.2 41.05 5.31 502 500 495 490 485 481 475 468 461 ii ii 145.4 43.18 5.29 529 526 521 516 510 504 499 492 485 ii % 152.7 45.30 5.24 555 550 545 541 535 529 522 515 509 35 ^i 113.4 33.33 5.40 409 406 402 399 395 390 387 381 376 ii A 120.6 35.46 5.37 435 432 428 424 420 415 410 406 400 ii i^ 127.8 37.58 5.35 461 457 453 449 445 440 435 429 424 " A 135.0 39.70 5.32 486 483 479 474 469 465 459 453 446 " /^ 142.2 41.83 5.30 512 509 505 500 494 488 484 477 470 *• ii 149.4 43.96 5.28 538 534 530 525 520 513 508 501 494 ii y± 156.7 46.08 5.27 564 560 556 551 545 538 531 525 518 40 % 123.4 36.27 5.35 445 441 438 433 430 425 419 414 409 ** _2_ 130.6 38.40 5.33 470 467 463 459 454 450 444 438 432 " % 137.8 40.52 5.31 496 493 489 484 479 475 469 462 455 ii A 145.0 42.64 5.29 522 519 514 509 504 498 493 486 479 «• % 152.2 44.77 5.27 548 544 540 535 529 523 516 511 503 " ii 159.4 46.90 5.26 574 570 566 560 554 548 540 535 527 " *A 166.7 49.02 5.24 600 595 590 586 579 572 565 557 551 45 % 133.4 39.23 5.31 480 477 473 469 464 459 454 447 441 " A 140.6 41.36 5.29 506 503 499 494 489 483 478 472 465 11 u 147.8 43.48 5.27 532 528 525 519 514 508 501 496 489 ** A 155.0 45.60 5.25 558 554 550 545 539 532 525 518 512 " % 162.2 47.73 5.24 584 580 575 570 564 557 550 542 536 " ii 169.4 49.86 5.23 610 606 600 596 589 582 575 567 558 " % 176.7 51.98 5.21 636 631 626 619 614 607 599 591 582 50 % 143.4 42.17 5.26 516 512 509 504 498 492 486 481 474 " A 150.6 44.30 5.24 542 538 533 529 524 517 511 503 498 " y* 157.8 46.42 5.23 568 564 559 555 549 542 535 528 520 " 165.0 48.54 5.21 594 590 584 578 574 567 559 552 543 " % 172.2 50.67 5.20 620 615 610 604 599 592 584 576 567 ** ii 179.4 52.80 5.19 646 641 636 629 622 616 608 600 591 ii % 186.7 54.92 5.18 672 667 661 654 647 641 633 624 615 65 *A 153.4 45.11 5.21 552 548 543 538 533 527 520 513 505 A 160.6 47.24 5.19 578 574 569 563 557 552 544 537 529 " 7"l 167.8 49.36 5.18 604 600 594 588 582 576 569 561 553 " A 175.0 51.48 5.17 630 625 620 613 607 599 593 585 576 " M 182.2 53.61 5.16 656 651 645 639 632 624 616 609 600 ** ii 189.4 55.74 5.15 682 677 671 664 657 649 640 633 624 " *A 196.7 57.86 5.14 708 703 696 689 682 673 665 655 648 For detail dimensions see page 233 CAMBBIA STEEL. 287 SAFE LOADS IN THOUSANDS OF POUNDS FOR 16" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. 50 000 Based on Gordon's Formula P = (12L)» ' Saf ety f actor 4> 1+36 000 r* H-— 47"-^»j SERIES A. rjl IL, Length in Feet. Thick- ness of Weight Plates. Channel. 30 32 34 36 38 40 42 44 46 48 50 52 Inch. Lbs.perFt. 363 357 351 345 340 334 327 322 316 309 304 297 % 33 385 381 374 368 361 356 349 342 335 329 322 315 T 409 402 397 390 383 376 370 362 355 347 342 334 iz 432 425 418 411 405 397 389 381 375 367 359 351 t 456 449 441 433 425 419 411 402 394 388 379 371 6 478 472 464 456 447 438 432 423 414 405 397 390 1| 501 493 484 476 467 460 451 442 432 423 416 407 *A 370 366 360 353 348 342 335 330 323 316 310 304 «x 35 394 387 383 376 369 364 357 349 342 337 329 322 J* 417 411 404 398 391 383 376 370 362 355 349 341 I/ 441 434 426 419 413 405 397 389 383 375 367 359 t 463 457 449 441 433 427 418 410 401 393 386 378 15 486 478 472 464 455 446 437 431 422 413 404 397 11 510 501 493 486 477 468 459 452 442 433 423 414 *A 403 396 390 384 377 370 363 357 350 342 337 329 IX 40 427 420 412 405 399 392 384 376 370 363 355 347 ft 450 443 435 427 420 413 405 397 389 383 374 366 B 472 466 458 450 441 433 427 418 409 400 392 385 495 487 479 472 464 455 446 439 430 420 411 402 B/ 519 510 502 495 486 476 467 457 450 440 431 421 11 542 533 524 515 505 498 488 478 468 458 450 440 7%. 436 429 421 414 406 400 392 384 376 370 362 354 y 45 458 452 444 436 428 420 414 405 397 388 380 374 ft 481 473 465 459 450 441 433 426 417 408 399 390 B 504 496 488 479 472 463 454 445 435 428 419 409 528 519 510 501 492 485 475 465 456 446 438 429 K/ 552 542 533 523 514 506 496 486 476 465 455 448 li 573 566 556 546 536 525 515 507 496 485 475 464 *A 466 459 451 445 437 428 420 411 405 396 387 379 Y 50 490 482 474 465 456 450 441 432 423 414 407 398 T 513 505 496 487 478 471 462 453 443 433 424 417 f? 535 528 519 510 500 490 481 473 463 453 443 433 JL 558 549 542 532 522 512 502 491 484 473 463 452 y& 582 572 562 554 544 533 523 512 501 493 482 471 H 605 595 585 574 566 555 544 533 521 510 499 490 8 497 491 482 474 465 456 447 440 431 421 412 403 r£ 55 520' 512 503 496 487 477 468 458 448 441 431 422 ft 544 535 525 516 509 499 489 479 469 458 448 441 B 567 558 548 538 528 520 510 499 489 478 468 457 591 581 571 560 550 539 531 520 509 498 487 476 SxC 614 604 593 582 572 560 549 541 529 518 506 495 ii 688 627 616 605 593 582 570 558 549 537 525 514 % For detail dimensions see page 233 288 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 6" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = — ^^^ Safety factor 4. 1+s \*-** *^J r» 6000 S. . SERIES B. Weight of Thickness Weight Area Least each of of of Column Radius of Length in Feet. Channel Plates. Column. Section. Gyration. Lbs. per Foot Inch. Lbs.perPt Sq.Ins. Inches. 4 6 8 10 12 8 X 31.3 9.26 2.74 115 114 112 110 107 A 35.1 10.39 2.73 129 127 126 123 121 •* s^ 39.0 11.51 2.71 142 141 139 136 134 " JL 42.8 12.64 2.70 156 155 153 150 147 " s 46.6 13.76 2.70 170 169 166 163 160 " JL. 50.4 14.89 2.69 184 183 180 176 172 " y* 54.3 16.01 2.68 198 196 193 190 185 10.6 % 36.3 10.68 2.68 132 131 129 126 123 A 40.1 11.81 2.67 146 145 142 140 137 " % 44.0 12.93 2.66 160 158 156 153 150 " JL. 47.8 14.06 2.66 174 172 170 166 163 ** 1^ 51.6 15.18 2.65 188 188 183 179 176 " A 55.4 16.31 2.65 202 200 197 193 189 M % 59.3 17.43 2.65 216 213 210 206 202 13 ¥ 41.3 12.14 2.54 150 148 146 143 139 " 45.1 13.27 2.62 164 162 160 157 153 " w2 49.0 14.39 2.62 178 176 173 170 164 11 A 52.8 15.52 2.62 192 190 187 183 179 M y& 56.6 16.64 2.61 206 204 200 197 192 " A 60.4 17.77 2.61 220 218 214 210 205 " % 64.3 18.89 2.61 234 231 227 223 218 16.6 X 46.3 50.1 13.62 14.75 2.47 2.54 169 183 166 180 164 178 160 174 155 169 " 5^ 54.0 15.87 2.57 196 194 191 187 182 ** JL, 57.8 17.00 2.57 210 208 205 200 195 •« 7^ 61.6 18.12 2.57 224 222 218 214 208 tt JL 65.4 19.25 2.57 238 236 232 227 221 " H 69.3 20.37 2.57 252 249 245 240 234 For detail dimensions see page 234 CAMBBIA STEEL. 289 SAFE LOADS IN THOUSANDS OF POUNDS FOR 6" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = 5^^)2 • Safety factor 4. 1 1 36 000 r» SERIES B. Thickness Weight Length in Feet. of of each Plates. Channel 14 16 18 20 22 24 26 28 Inch. Lbs.per!t 105 118 130 143 155 168 181 102 114 126 139 151 163 175 99 111 123 134 146 158 170 95 107 118 130 141 153 163 92 103 114 125 136 147 158 88 99 109 120 131 141 151 85 95 105 115 126 135 145 82 91 101 110 120 130 140 J 8 120 133 145 158 171 183 196 116 129 141 154 166 178 190 113 125 136 148 160 172 184 108 121 132 143 155 166 178 105 116 127 138 149 160 171 100 111 122 133 143 153 164 96 107 117 127 137 147 157 92 102 112 122 131 141 151 | 104.6 11 « 135 149 162 174 186 199 211 131 144 157 169 181 193 206 126 139 151 163 175 187 198 121 135 146 158 168 180 191 116 129 134 151 162 173 184 112 124 134 145 155 166 176 107 119 129 139 149 159 169 102 114 123 133 143 152 162 I 18 H 151 164 178 190 203 215 228 146 159 172 184 196 209 221 140 153 166 178 189 201 213 135 148 160 171 182 194 205 129 142 153 164 175 186 196 124 136 147 158 168 179 189 118 130 141 151 161 171 181 113 124 134 144 154 163 173 ¥ 16,-6 « For detail dimensions see page 234 290 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 7" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P 60000 -• Safety factor 4, ,, (12L) *^36 000 r* SERIES B. Weight Thick- Weight Area oi Least of etch Channel. ness of Plates. Column. Column Section Radius of Gyration. Length in Feet. Lbs. per Ft Inch. Lbs.perPt Sq.Ins Inches. 6 8 10 12 14 16 9.75 M 38.2 11.20 3.20 138 137 135 132 130 127 A 42.9 12.58 3.27 155 154 151 149 146 143 " H 47.6 13.95 3.33 172 170 168 166 163 160 " 52.2 15.32 3.35 189 187 185 182 179 175 " M 56.9 16.70 3.34 206 204 202 198 195 191 •• fs 61.5 18.08 3.33 223 221 218 215 211 207 " H 66.3 19.45 3.32 240 238 235 231 227 223 12.25 1A 43.2 12.70 3.08 156 155 153 150 147 143 " A 47.9 14.08 3.16 173 172 169 166 163 159 ** 3x£ 52.6 15.45 3.22 190 188 186 183 180 176 " A 57.2 16.82 3.29 208 206 203 200 196 192 " 1^ 61.9 18.20 3.31 225 222 220 216 213 208 M A 66.5 19.58 3.30 242 239 236 233 229 224 " % 71.3 20.95 3.29 259 256 253 249 244 239 14.75 ^ 48.2 14.18 2.99 174 172 170 167 163 159 A 52.9 15.56 3.07 191 189 186 183 179 176 it !Hs 57.6 16.93 3.14 209 206 203 200 196 192 41 .j^ 62.2 18.30 3.20 225 223 220 216 212 208 11 M 66.9 19.68 3.26 243 240 237 233 229 224 M iV 71.5 21.06 3.27 260 257 253 250 245 240 " ^ 76.3 22.43 3.27 277 274 270 266 261 256 17;25 Ji 53.2 15.64 2.91 192 190 187 183 179 174 A 57.9 17.02 2.99 209 207 204 200 195 191 M % 62.6 18.39 3.06 226 224 220 217 212 207 " jg 67.2 19.76 3.13 243 240 237 234 228 224 " 7& 71.9 21.14 3.19 260 258 254 250 245 240 " JL 76.5 22.52 3.24 277' 275 271 267 262 257 " 2i 81.3 23.89 3.24 294 291 288 283 278 272 19.75 M 58.2 17.12 2.85 210 207 204 200 195 190 " A 62.9 18.50 2.93 228 225 221 217 212 206 M S/jC 67.6 19.87 3.00 244 241 238 233 228 223 44 JL 72.2 21.24 3.07 261 259 254 250 245 240 It 7$ 76.9 22.62 3.13 279 275 272 267 262 256 " A 81.5 24.00 3.19 296 293 289 284 278 273 A 86.3 25.37 3.21 313 309 305 301 294 288 For detail dimensions see page 234 CAMBBIA STEEL. 291 SAFE LOADS IN THOUSANDS OF POUNDS FOR 7" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. „ j n tj ,_ w 1- ^ 50000 €!_•_*_* * isaseu on vrordon s Jrormuia Jr (12 L) , MCUQVJ 1<*VW* "*• r* fr— U---SH ^i ir (6000 SERIES B. ft? 'fo Thickness Weight Length in Feet. of Plates. of each Channel. 18 20 22 24 26 28 30 32 34 Inch. Lbs. per R 124 121 118 114 111 107 103 100 97 u 9.75 140 137 133 130 125 121 117 114 110 A *< 156 152 148 144 140 136 132 127 123 8 «« 171 167 163 159 154 149 145 140 136 A <« 187 182 178 173 168 163 158 153 147 H " 202 198 192 187 182 178 171 165 160 A «< 218 213 207 201 196 190 184 178 172 % " 140 136 132 128 124 119 115 111 107 ^i 12.25 156 152 147 143 139 134 129 125 120 A 172 167 163 158 153 148 143 139 133 L£ «« 188 183 178 173 168 163 158 153 148 A «• 204 199 194 188 182 176 171 165 160 n M 218 213 207 202 196 190 184 178 172 » <* 234 228 222 216 210 203 197 190 184 y» " 155 150 145 141 136 131 127 122 117 y*. 144.76 171 166 161 156 151 146 141 136 130 187 182 177 172 166 161 155 149 144 % " 203 198 192 187 181 175 169 163 158 JL i* 219 214 209 202 196 190 184 178 172 1Z «« 235 229 223 217 210 203 197 190 184 A <« 250 244 238 231 223 216 209 203 196 % " 169 164 159 154 148 143 137 132 128 V*. 17.25 186 180 175 169 163 157 152 146 140 JL. 202 197 190 185 178 172 166 160 154 % «« 218 212 206 200 194 188 180 174 167 A «« 235 228 222 216 208 202 195 189 181 H " 250 244 238 231 224 217 209 202 195 A *« 265 259 252 245 238 230 222 215 207 % " 185 179 173 167 161 155 149 143 137 y± 19.75 201 195 189 182 176 169 163 157 150 A 217 211 205 198 191 185 177 170 184 71 •« 233 227 220 214 206 199 192 185 178 7 t* 249 243 236 229 222 215 207 200 192 IZ •• 267 259 252 245 236 229 222 214 206 A «< 282 275 266 259 251 243 236 227 219 y* " For detail dimensions see page 234 292 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 8" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = 50000 afety factor 4. MO T \t ' B 1-L VJ"" J-rf'/~ T36 000 rz SERIES B. Weight of each Channel. Thick- ness of Plates. Vekht Column. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs.perPt. Inch. Lbs.perPt. Sq. Ins. Inches. 6 8 10 12 14 16 18 11.26 M 42.9 12.70 3.62 157 156 154 152 150 147 144 ft 48.0 14.20 3.70 176 174 172 171 168 165 162 M Sxf 53.1 15.70 3.72 194 193 191 189 186 183 180 « ft 58.2 17.20 3.70 213 211 209 207 203 200 196 «« H 63.3 18.70 3.68 231 229 227 224 221 218 213 «« ft 68.4 20.20 3.66 250 248 245 242 239 234 230 " ^ 73.5 21.70 3.65 268 266 264 260 256 252 247 13.75 M 47.9 14.08 3.52 174 172 171 168 165 163 159 ft 53.0 15.58 3.60 193 191 189 187 184 181 177 " ^ 58.1 17.08 3.67 211 209 207 205 202 198 195 «i ft 63.2 18.58 3.67 230 228 226 223 220 216 212 «« H 68.3 20.08 3.66 248 246 244 241 237 233 229 M ft 73.4 21.58 3.64 267 265 262 258 255 250 246 " ^ 78.5 23.08 3.63 285 283 280 276 272 268 262 16.25 Ji 52.9 15.56 3.42 192 190 188 185 182 179 175 s 58.0 17.06 3.50 211 209 206 204 200 197 193 " D 63.1 18.56 3.58 229 228 225 222 219 215 211 M ft 68.2 20.06 3.64 248 246 244 240 237 233 229 M 8 73.3 21.56 3.63 266 264 261 258 254 250 245 " ft 78.4 23.06 3.62 285 283 279 276 272 268 262 " % 83.5 24.56 3.61 303 301 298 294 289 285 279 18.75 % 57.9 17.02 3.34 210 208 205 202 199 195 191 ft 63.0 18.52 3.42 229 227 224 221 217 213 208 M ^ 68.1 20.02 3.50 247 245 242 239 235 231 227 «« ft 73.2 21.52 3.57 266 264 261 257 254 249 245 1 L^ 78.3 23.02 3.61 284 282 279 276 271 267 262 « ft 83.4 24.52 3.60 303 301 297 294 289 284 279 1 % 88.5 26.02 3.59 322 319 315 312 307 301 296 21.25 ft 62.9 68.0 18.50 20.00 3.27 3.36 228 247 226 244 223 241 219 238 215 234 211 229 206 224 « S^g 73.1 21.50 3.43 266 263 260 256 252 247 243 « ft 78.2 23.00 3.51 284 282 279 275 270 265 260 « 1^ 83.3 24.50 3.57 303 300 297 293 289 283 278 • ft 88.4 26.00 3.57 321 319 315 311 306 301 295 ' 7 93.5 27.50 3.57 340 337 333 329 324 318 313 For detail dimensions see page 234 CAMBEIA STEEL. 293 SAFE LOADS IN THOUSANDS OF POUNDS FOR 8" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. KQ QQO Raaari r»n rtnrrinn'n TPnrrrmln. P - «•»*•**»*«»'•*•*«•* isaseci on vrorQon s JT ormuia IT — M 36 000 r* Thick- Weight Length in Feet. ness of of each Plates. Channel 20 22 24 26 28 80 82 34 36 88 Inch. Lbs.perR 142 138 135 131 128 124' 121 117 114 110 X 11.25 159 156 152 148 144 141 137 133 129 125 A it 176 172 168 164 160 155 151 147 143 139 !Hi " 193 189 184 180 175 170 166 161 156 151 A " 209 204 200 194 190 184 179 175 169 164 « " 225 221 215 210 204 199 194 188 182 176 A " 242 237 231 226 219 214 207 202 195 189 *A it 156 152 149 144 140 137 132 128 124 120 M 13.75 173 170 165 161 157 153 148 144 139 134 • 191 187 183 178 173 168 164 159 154 149 8/C * 208 203 199 193 187 183 178 173 168 162 A • 224 219 214 209 203 198 193 186 181 175 i^ i 241 236 230 224 218 213 206 200 194 188 A • 257 251 246 239 233 226 220 213 207 200 % ' 171 167 163 158 153 149 144 140 135 130 y«. 16.25 189 184 179 175 170 165 160 155 150 145 JL '* 206 202 197 191 187 181 176 170 165 160 % " 224 219 214 209 203 198 191 186 180 175 A •«. 240 235 230 223 218 211 206 199 194 187 fl " 257 251 245 239 233 226 220 213 207 200 A " 274 267 261 254 247 241 233 227 219 213 % " 186 181 176 171 166 161 155 150 145 140 Yi 18.76 204 199 194 188 182 177 171 166 161 155 A 221 216 210 205 199 193 188 182 176 170 % " 239 233 228 222 216 210 203 198 191 186 A ii 257 250 245 238 231 226 219 213 206 200 L£ " 272 267 260 254 247 240 233 226 219 212 A <« 289 283 276 269 262 254 247 239 232 224 94 " 201 196 191 184 178 173 167 161 156 150 if 21.25 219 214 208 202 196 190 184 178 172 165 A " 237 231 225 218 212 206 200 193 187 180 ^ M 254 248 243 236 229 223 216 209 202 196 A «« 272 265 260 252 246 239 231 225 218 211 H II 289 282 276 268 261 253 245 239 231 224 A II 305 298 291 283 276 268 260 253 244 237 K " For detail dimensions see page 234 294 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 9" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. 50 000 Based on Gordon's Formula P = •• Safety factor 4. 1+36000r« SERIES B. Weight Thick- Weight Area of Least of each ness of of Column Radius of Length in Feet. Chftnndl. Plates. Column. Section. Gyration. Lbs.perPt. Inch. Lbs.JerR 84. Ins. Inches. 6 8 10 12 14 16 18 20 13.26 Vt 48.6 14.28 4.05 177 176 174 172 170 168 166 163 JL 54.1 15.90 4.10 197 196 194 192 190 187 184 181 t S^ 59.7 17.53 4.07 217 216 214 212 .209 207 203 200 i A 65.2 19.16 4.04 237 236 234 231 228 225 222 218 1 1^ 70.7 20.78 4.02 257 256 253 251 248 244 240 236 * ft 76.2 22.40 4.00 277 276 273 270 267 263 259 255 ' H 81.7 24.03 3.99 297 296 293 290 286 282 278 273 15.0 Vt 52.1 15.32 3.97 190 188 187 185 183 180 177 174 57.6 16.94 4.05 210 208 207 204 202 199 197 193 « % 63.2 18.57 4.05 230 228 226 224 221 218 215 212 < A 68.7 20.20 4.03 250 249 246 244 241 237 234 230 < i^ 74.2 21.82 4.01 270 268 266 263 260 256 252 248 « JL 79.7 23.44 3.99 290 288 286 283 279 275 271 266 • 2i 85.2 25.07 3.97 310 308 306 302 299 295 290 285 29.0 V* 62.1 18.26 3.78 226 224 222 219 216 213 209 205 ft 67.6 19.88 3.87 246 244 242 239 236 233 228 224 « g 73.2 21.51 3.95 266 264 262 260 256 252 248 244 « 78.7 23.14 3.98 286 285 282 279 276 272 268 263 « M 84.2 24.76 3.96 306 305 302 299 295 291 286 280 « A 89.7 26.39 3.95 327 325 322 318 314 309 304 299 ' ^ 95.2 28.01 3.94 347 345 342 338 333 328 323 317 25.0 u 72.1 21.20 3.64 262 260 257 254 251 246 242 236 A 77.6 22.82 3.73 282 280 277 274 270 266 261 255 < 8 83.2 24.45 3.81 303 300 298 294 290 285 281 276 « * 88.7 26.08 3.89 323 320 317 314 310 305 301 295 • « 94.2 27.70 3.92 343 341 337 333 329 324 319 314 < AM 99.7 29.32 3.91 363 361 357 353 348 343 338 332 1 N 105.2 30.95 3.90 383 380 377 373 368 362 357 350 For detail dimensions see page 234 CAMBBIA STEEL. 295 SAFE LOADS IN THOUSANDS OF POUNDS FOR 9" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = 50000 Safety factor 4. 1 ' 36 000 r* Thickness Weight Length in Feet. of of each Plates. Channel. 22 24 26 153 172 188 206 222 240 257 28 150 168 184 201 217 234 251 30 32 34 36 136 152 167 182 196 211 227 38 40 42 Inch. Lbs. per Ft 160 178 196 214 232 250 268 157 174 192 210 227 245 263 146 164 180 196 212 229 245 143 160 175 192 207 223 239 139 156 171 187 202 217 233 132 148 163 177 191 206 221 128 144 158 172 186 200 215 125 140 154 167 181 194 208 ¥ 13.26 171 190 208 225 243 261 280 167 186 204 221 238 256 274 164 182 199 216 233 251 268 159 178 195 212 228 245 261 156 174 190 207 223 239 255 152 169 186 202 217 233 248 148 165 181 197 212 227 242 144 161 176 192 206 221 235 140 156 172 187 200 215 229 136 152 167 181 195 209 223 132 148 162 176 189 203 216 A I 16.0 201 220 239 258 275 293 311 197 215 234 253 269 287 305 192 211 229 247 264 281 298 187 206 224 242 258 274 291 183 200 218 236 251 268 284 177 195 213 230 245 261 277 172 190 207 224 239 255 270 168 185 202 218 232 248 263 162 180 196 213 226 241 256 158 174 191 205 220 234 247 153 168 186 200 214 228 240 1 20.0 M 232 250 269 288 308 326 344 226 245 264 283 301 319 335 221 238 258 276 295 312 328 214 233 252 270 288 304 320 209 227 245 264 280 296 313 202 220 238 257 273 289 309 197 214 232 250 266 281 297 190 207 226 242 259 274 289 185 201 218 236 252 266 281 179 196 212 229 245 260 273 173 189 206 222 238 251 264 1 25.0 For detail dimensions see page 234 296 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOB 10" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = 50000 Safety factor 4. /-• rt T \* * 1 1 \*^ "/ ^36 000 r» SERIES B. Weight of each Channel Thick- ness of Plates. Weight of Column. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs.perFt. Inch. Lbs.perFt. Sq.Ins. Inches. 8 10 12 14 16 18 20 22 24 15 IX 55.5 16.42 4.49 203 201 199 198 195 193 190 187 185 M _fc_ 61.9 18.30 4.58 226 224 223 220 218 216 212 209 206 " !Hi 68.3 20.17 4.65 249 247 245 243 241 238 235 232 228 M A 74.6 22.05 4.70 272 271 268 266 263 261 257 253 250 11 /^ 81.0 23.92 4.67 296 294 291 289 286 282 278 275 271 •• A 87.4 25.80 4.65 319 316 314 311 308 304 300 296 291 11 M 93.8 27.67 4.63 342 339 337 334 330 326 322 317 312 20 ¥ 65.5 19.26 4.29 237 236 233 231 228 225 221 218 214 '< 71.9 21.14 4.39 261 259 257 254 251 248 244 240 236 «< 3xg 78.3 23.01 4.47 284 282 279 277 273 270 266 262 258 " A 84.6 24.89 4.55 307 305 303 300 297 292 289 285 280 " 1^ 91.0 26.76 4.62 331 328 326 323 319 315 311 306 302 " A 97.4 28.64 4.63 354 351 349 346 341 337 333 328 323 ** H 103.8 30.51 4.61 377 374 371 368 364 359 355 349 344 25 M 75.5 22.20 4.13 274 271 268 265 262 258 254 249 245 '• _5_ 81.9 24.08 4.23 297 294 292 288 285 280 277 272 266 " 3X 88.3 25.95 4.32 320 318 315 312 308 303 299 294 288 " A 94.6 27.83 4.40 343 341 333 334 331 326 322 316 310 11 l/£ 101.0 29.70 4.48 367 364 361 357 353 349 343 339 332 11 fff 107.4 31.58 4.55 390 387 384 380 376 371 366 361 355 11 xi 113.8 33.45 4.58 413 410 407 403 399 394 388 383 377 30 ¥ 85.5 25.14 4.01 309 307 303 300 295 291 286 280 275 91.9 27.02 4.11 333 330 327 323 318 313 308 302 298 " 3^ 98.3 28.89 4.20 356 353 349 346 341 336 331 326 320 " jV 104.6 30.77 4.28 379 377 373 369 365 359 353 348 342 *• vx 111.0 32.64 4.36 403 400 396 392 387 382 376 371 364 " J> 117.4 34.52 4.43 426 423 419 415 410 404 399 392 386 " H 123.8 36.39 4.50 449 446 442 438 432 428 422 415 409 35 I/ 95.5 101.9 28.08 29.98 3.90 4.00 345 369 342 365 338 361 334 357 H 324 346 318 340 312 334 304 327 «< % 108.3 31.83 4.10 392 389 385 380 375 369 363 356 349 *« & 114.6 33.71 4.18 415 412 408 404 398 392 386 379 373 " 8 121.0 35.58 4.26 438 436 431 426 420 415 409 401 395 « A 127.4 37.46 4.33 462 459 454 450 444 437 432 424 418 " 8 133.8 39.33 4.40 485 481 478 472 467 461 455 447 439 For detail dimensions see page 235 CAMBRIA STEEL. 297 SAFE LOADS IN THOUSANDS OF POUNDS FOR 10" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. 50 000 RA.nnri on Oftrdnr»'2 SERIES B. Weight of each Channel. Thick- ness of Plates. Weight 01 Column. ireaof Column Section. Least Radius of Gyration. Length in Feet. Lbs.perFt. Inch. Lbs.perFt. Sq.Ins. Inches. 8 10 12 14 16 18 20 22 24 204.5 H 68.2 20.06 5.23 248 247 246 244 241 240 237 234 231 j> 75.0 22.06 5.18 273 272 270 268 266 263 260 258 254 « % 81.8 24.06 5.14 298 296 295 292 290 287 283 280 276 « A 88.6 26.06 5.10 322 321 318 317 314 311 307 303 299 < i^ 95.4 28.06 5.07 347 345 343 340 337 333 331 327 322 • A 102.2 30.06 5.04 372 370 367 364 361 357 354 349 344 " \i 109.0 32.06 5.01 397 394 392 389 385 381 377 372 367 25 V*. 77.2 22.70 5.09 281 279 277 275 273 270 267 264 261 it 84.0 24.70 5.14 306 304 302 300 297 294 291 287 284 «« % 90.8 26.70 5.11 330 328 326 324 321 318 315 311 307 «« A 97.6 28.70 5.07 355 353 351 348 345 341 338 334 330 K i^ 104.4 30.70 5.05 380 378 375 372 369 365 361 356 351 <« A 111.2 32.70 5.02 405 402 400 396 393 389 384 379 374 4t % 118.0 34.70 5.00 429 427 424 421 417 412 408 403 397 30 \i 87.2 25.64 4.93 317 315 313 311 308 304 300 296 292 A 94.0 27.64 5.04 342 340 338 335 332 328 326 321 316 «« % 100.8 29.64 5.07 367 365 362 359 356 352 349 345 340 ii A 107.6 31.64 5.04 391 389 387 383 380 376 373 367 362 « 8 114.4 33.64 5.02 416 414 411 408 404 400 395 390 385 ii A 121.2 35.64 4.99 441 438 435 432 428 424 419 413 408 ii H 128.0 37.64 4.98 466 463 460 456 452 447 442 437 431 36 X 97.2 28.58 4.80 353 351 349 346 342 338 334 329 325 5 104.0 30.58 4.91 378 376 374 370 366 362 358 354 349 ii % 110.8 32.58 5.01 403 401 398 395 391 387 383 378 373 ii A 117.6 34.58 4.99 428 425 422 419 415 411 406 401 396 " IZ 124.4 36.58 4.97 453 450 447 443 439 435 430 424 419 <« A 131.2 38.58 4.95 477 475 471 468 463 458 453 448 442 it % 138.0 40.58 4.94 502 499 496 492 487 482 477 469 463 40 M 107.2 31.52 4.69 389 387 384 380 377 373 367 362 357 A 114.0 33.52 4.80 414 412 409 405 402 396 391 386 381 •i % 120.8 35.52 4.90 439 437 434 430 425 421 416 411 405 " JL 127.6 37.52 4.95 464 462 458 455 451 446 441 435 429 ii \/ 134.4 39.52 4.94 489 486 483 479 474 470 464 457 451 ii A 141.2 41.52 4.92 514 511 507 503 497 492 486 480 473 " 8 148.0 43.52 4.91 538 535 532 526 521 516 510 503 496 For detail dimensions see page 235 CAMBKIA STEEL. 299 SAFE LOADS IN THOUSANDS OF POUNDS FOR 12" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = ,,OT.9 • Safety factor 4. , (12L)£ ^36 000 r2 k — is" — *, SERIES B. - Length in Feet. Thick- ness of Weight of each Plates. Channel. 26 28 30 32 34 36 38 40 42 44 46 48 Inch. Lbs.perPt. 228 225 222 218 215 211 207 204 200 196 191 187 M 20.5 251 247 243 239 235 231 227 223 218 214 209 205 ft 272 269 265 261 256 251 247 242 237 232 228 223 8^ " 295 291 286 281 276 271 266 262 257 251 246 241 ft M 318 313 308 303 297 292 286 281 2f5 269 263 258 B " 339 334 328 324 319 313 307 301 295 288 282 276 A " 362 356 350 344 338 332 326 319 313 306 299 293 H " 257 253 249 245 241 236 232 227 222 219 214 210 M 25 280 276 272 268 263 258 253 248 243 238 234 229 302 298 293 288 283 279 274 268 263 258 252 247 % •« 325 320 315 310 304 299 293 287 281 275 269 264 ft •• 348 342 337 331 325 319 313 307 301 295 288 282 v£ ii 389 363 357 351 345 339 332 325 319 312 305 299 ft <« 391 385 379 373 366 359 352 345 338 331 324 317 B " 288 284 279 274 269 264 259 254 249 243 238 233 ^ 80 312 307 302 298 293 287 282 276 271 265 260 254 ft 336 330 325 320 314 308 302 296 290 284 278 272 % " 357 351 346 341 335 329 323 316 310 304 297 291 ft " 379 374 368 361 355 348 342 335 328 321 314 307 L^ M 402 396 389 383 376 369 362 355 347 340 333 326 ft it 425 418 411 404 397 390 382 375 367 359 351 344 % " 320 315 310 303 297 292 286 280 273 267 261 255 y\ 35 344 338 333 327 321 315 309 303 295 289 282 276 JL ii 368 362 356 350 344 337 331 324 318 311 304 298 % " 390 384 378 371 365 358 351 344 337 330 323 316 ft H 413 406 400 393 386 379 371 364 355 347 340 332 H " 434 427 420 413 405 398 390 382 374 366 358 350 ft ii 456 449 442 434 426 418 410 402 394 385 377 369 H " 351 344 339 333 326 318 312 306 298 291 285 278 1A 40 375 369 363 355 349 342 335 328 320 313 306 299 ft 399 393 386 380 373 363 357 350 343 335 328 321 3^ M 422 415 408 401 394 387 379 372 364 356 348 341 ft " 444 437 430 423 415 407 399 391 383 375 367 359 1^ " 466 459 452 444 436 428 420 411 403 394 386 375 ^ ft 489 481 473 465 457 448 440 431 420 411 402 393 R " For detail dimensions see page 235 300 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 15" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = -r 000 Safety factor 4. 12L)2 j^—gO*?--* 1+36 000 12 f*\ IU. SERIES B. Weight Thick- Weight Area of least iiuxgu of each ness of 'olumn ladius of Length in Feet. Channel. Plates. Column. Section. Gyration. Lbs.perFt. Inch. Lbs.perFt. Sq.Ins. Inches. 12 14 16 18 20 22 24 26 28 33 as 117.0 34.80 6.59 429 427 425 423 420 417 414 410 406 7 125.5 37.30 6.57 460 458 456 453 450 447 442 438 434 i \/ 134.0 39.80 6.52 491 489 485 482 479 476 472 468 463 < 9 142.5 42.30 6.48 521 519 516 513 509 505 501 497 492 < sl 151.0 44.80 6.44 552 549 546 543 539 535 531 526 521 < 11 159.5 47.30 6.41 583 580 577 573 569 565 561 554 549 1 M 168.0 49.80 6.38 614 611 607 604 599 595 589 583 578 35 % 121.0 35.58 6.55 439 437 435 432 428 425 422 418 414 JL 129.5 38.08 6.56 470 468 465 463 459 455 451 447 443 M L£ 138.0 40.58 6.52 501 498 495 492 488 485 481 477 472 " _9_ " 146.5 43.08 6.48 531 528 525 522 519 515 511 506 501 M K/ 155.0 45.58 6.44 562 559 556 552 549 545 540 535 531 « 11 163.5 48.08 6.41 592 590 586 583 579 574 570 563 558 " M 172.0 50.58 6.38 623 620 617 613 609 604 598 592 587 40 y 131.0 38.52 6.41 475 472 470 467 464 460 457 451 447 i 139.5 41.02 6.51 506 503 500 497 494 490 486 482 477 «« B 148.0 43.52 6.50 537 534 531 527 524 520 516 511 507 • i 9 156.5 46.02 6.47 567 564 561 558 554 550 545 541 536 «« \/ 165.0 48.52 6.43 598 595 592 588 584 580 575 570 563 «« 11 173.5 51.02 6.40 629 626 622 618 614 610 603 598 592 " M 182.0 53.52 6.37 659 656 653 649 644 638 633 627 621 45 % 141.0 41.48 6.28 511 509 506 502 498 494 490 486 480 7 149.5 43.98 6.39 542 539 536 533 529 525 520 515 510 «* I/ 158.0 46.48 6.48 573 570 567 563 559 555 551 546 541 M 9 166.5 48.98 6.45 604 601 597 594 590 585 580 575 570 «« 6^ 175.0 51.48 6.42 634 631 628 624 620 615 610 603 597 «« il 183.5 53.98 6.39 665 662 658 654 650 645 638 632 626 " M 192.0 56.48 6.37 696 693 689 685 680 673 667 661 655 50 % 151.0 44.42 6.17 547 544 541 537 533 528 523 519 514 TS 159.5 46.92 6.28 578 575 572 567 563 559 555 550 543 M y. 168.0 49.42 6.37 609 606 603 599 595 589 584 579 573 «< 9 176.5 51.92 6.43 640 636 633 629 625 620 615 610 602 «« K/ 185.0 54.42 6.40 671 667 664 660 655 650 643 637 631 " 11 193.5 56.92 6.37 701 698 694 690 685 678 673 667 660 " M 202.0 59.42 6.35 732 729 725 720 715 708 702 696 689 55 iHs 161.0 47.36 6.07 583] 580 576 571 567 563 556 551 546 JL 169.5 49.86 6.18 614 610 607 603 599 593 588 582 577 « L£ 178.0 52.36 6.28 645 642 639 633 629 624 619 613 605 ii 9 186.5 54.86 6.37 676 673 669 665 660 654 648 643 636 M \/ 195.0 57.36 6.38 707 703 700 695 690 685 678 672 665 «« ii 203.5 59.86 6.35 738 734 730 726 721 713 707 701 694 " % 212.0 62.36 6.33 768 764 760 756 751 743 737 730 724 For detail dimensions see page 235 CAMBRIA STEEL. 301 SAFE LOADS IN THOUSANDS OF POUNDS FOR 16" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = 50 000 afety factor 4. . (12L)2 ' S 1"*"36000i« U— -20"~*j SERIES B. C' '> Thick- Weight Length in Feet. ness of of etch Plates. Channel. 30 401 430 32 34 36 38 40 42 44 46 48 50 353 379 52 Inch. Lbs.perJt. -88- 397 425 393 421 388 416 383 411 379 406 374 401 369 395 364 390 359 384 348 373 A 459 454 449 444 439 433 427 422 414 408 402 396 i/£ 487 482 477 470 464 458 452 446 440 434 427 421 JL 515 509 503 498 492 485 479 473 466 457 450 444 % 543 538 532 525 519 512 504 497 490 483 476 468 H 572 566 560 553 544 537 530 523 516 508 501 491 H 410 406 401 397 392 387 382 377 372 367 361 356 X 35 439 434 430 425 420 414 409 404 398 392 387 381 A 468 463 358 452 447 442 436 430 422 416 410 404 8 496 491 486 478 473 467 461 454 448 442 435 429 523 518 512 506 500 494 487 481 474 465 458 451 6^ 552 546 540 534 528 521 512 505 498 491 483 476 '' H 581 575 568 562 553 546 538 531 524 516 509 498 % 442 438 433 428 423 417 410 404 399 393 387 381 y» 40 473 468 463 457 452 446 439 433 427 421 414 408 A 502 496 491 485 480 471 465 459 453 446 440 433 X 530 525 517 511 505 499 492 485 479 472 465 458 557 551 545 539 532 526 519 512 502 495 488 480 &Z 586 580 573 567 560 553 543 536 528 521 513 505 ii 615 608 601 592 585 577 570 562 554 546 538 527 H 475 470 464 459 451 445 440 433 427 421 413 407 a/s 45 505 500 494 488 483 474 468 462 455 449 442 435 536 530 524 516 510 504 497 490 483 477 470 463 % 5C3 557 550 544 537 531 524 517 509 502 492 485 A 591 585 578 572 565 558 550 540 533 525 518 510 5/g 620 613 607 600 592 582 575 567 559 551 543 535 ii . 649 642 635 625 617 609 601 593 585 576 568 556 % 507 501 495 489 481 475 469 462 453 447 440 433 ¥ 50 537 531 525 519 510 504 497 493 483 476 467 460 568 562 555 547 540 533 526 519 512 504 497 487 /^ 596 590 583 577 570 563 555 548 538 530 522 514 A 625 618 612 604 597 590 579 571 563 555 547 539 6^ 654 647 640 630 622 614 606 598 589 581 572 561 ii 682 675 665 657 649 641 632 623 615 603 594 585 % 540 532 526 520 511 504 497 490 481 474 466 457 % 55 569 562 556 549 542 533 526 519 511 501 494 486 A 599 593 586 579 570 562 555 547 540 532 521 513 630 623 616 607 599 592 584 576 568 560 552 540 A 659 652 645 637 627 619 611 602 594 5S5 577 565 6x£ 687 680 670 662 654 646 637 628 620 608 599 590 ii 716 706 698 690 681 673 664 652 613 633 624 614 H For detail dimensions see page 235 302 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR HOLLOW ROUND CAST IRON COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = 10000 11 ' ii * ^800 d» P = safe load in pounds per square inch. 1 = length of column in inches. d = outside diameter of column in inches. Ultimate compressive strength = 80 000 pounds per square inch. Safety factor 8. Safe loads for other safety factors than that of the tables may be obtained as follows: — New safe load = Safe load from table X 8 New factor Outside Diam- eter in Thick- ness in Length of Column in Feet. Area ofMetal . in Weight per Foot in Inches. Inches. 6 8 10 12 14 16 18 20 22 24 Sq. Ins. Pounds. 6 K 105 94 82 72 62 54 47 41 36 32 12.4 38.7 % 119 107 94 82 71 62 54 47 41 36 14.1 44.0 7 sx 130 119 108 96 86 76 67 60 53 47 14.7 46.0 % 149 136 123 110 98 87 77 68 61 54 16.8 52.6 8 % 155 145 133 122 110 99 89 80 72 65 17.1 53.4 % 178 166 153 139 126 114 104 92 83 75 19.6 61.2 1 200 186 172 158 142 128 115 103 93 84 22.0 68.7 9 % 207 196 183 169 156 142 130 118 108 98 22.3 69.8 1 233 220 206 190 175 160 146 133 121 110 25.1 78.5 IM 258 244 228 211 194 177 162 147 134 122 27.8 87.0 10 Vs 235 225 212 199 185 172 158 146 134 123 25.1 78.4 265 254 240 224 209 194 178 164 151 139 28.3 88.4 y» 294 281 266 249 232 215 198 182 168 154 31.4 98.0 X 323 308 291 273 254 235 217 200 184 169 34.4 107.4 11 298 287 273 259 243 227 212 197 183 169 31.4 98.2 % 330 319 304 287 270 253 235 219 203 188 34.9 109.1 /4 363 350 333 315 296 277 258 240 223 206 38.3 119.7 y* 395 380 361 342 322, 301 280 261 242 224 41.6 129.9 12 y 368 356 342 326 309 291 274 256 239 223 38.4 120.1 l£ 404 391 375 358 339 320 300 281 263 245 42.2 131.9 % 439 425 408 389 369 348 327 306 287 267 45.9 143.4 • % 473 458 440 419 397 375 352 330 308 288 49.5 154.6 13 H 404 393 379 364 347 330 312 294 277 260 42.0 131.2 u 444 432 417 400 382 363 343 323 304 286 46.1 144.2 % 484 470 454 435 415 395 373 352 331 311 50.2 156.9 Yi 522 507 490 470 448 426 403 380 358 336 54.2 169.4 14 IX 485 473 459 442 424 405 386 366 347 327 50.1 156.5 % 528 515 499 482 462 441 420 399 378 357 54.5 170.4 TX 570 556 540 520 499 477 454 431 408 385 58.9 184.1 % 612 597 579 558 535 511 487 462 437 413 63,2 197.4 15 % 573 560 545 528 509 489 467 446 424 406 58.9 183.9 IX 618 605 589 570 550 528 505 482 459 439 63.6 198.8 % 664 650 632 612 590 567 542 517 492 471 68.3 213.4 % 708 694 675 653 630 605 579 552 525 502 72.8 227.6 16 IX 666 654 638 620 600 579 557 533 510 486 68.3 213.5 % 716 702 686 666 645 622 598 573 548 522 73.4 229.3 % 764 750 732 711 689 664 638 611 584 558 78.3 244.8 % 811 796 777 756 731 705 678 649 621 592 83.2 260.0 CAMBRIA STEEL. 303 SAFE LOADS IN THOUSANDS OF POUNDS FOR HOLLOW ROUND CAST IRON COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = 10000 • 1* i-r800 d* P =• safe load in pounds per square inch. 1 =» length of column in inches. d = outside diameter of column in inches. Ultimate compressive strength =80 000 pounds per square inch. Safety factor 8. Safe loads for other safety factors than that of the tables may be obtained as Q fi-»11rtwro. "Wow eofa Irtorl Qafo In-arl frf\m foKlo V loiiows. i\ew sale ioau — oaie loaci irom tauie p\ -T .. - • New factor Outside Diam- Thick- Length of Column in Feet. Area of Metal Weight per Foot eter in Inches. ness in Inches. in Sq. Ins. in Pounds. 14 16 18 20 22 24 26 28 30 32 18 % 754 732 708 684 659 633 608 596 557 533 83.6 261.2 */i 806 782 757 732 704 677 650 637 596 569 89.3 279.2 T£ 857 832 805 777 749 720 691 677 633 605 95.0 296.8 907 880 852 823 792 762 731 717 670 641 100.5 314.2 20 Y 922 900 876 850 824 797 769 742 714 687 100.3 313.6 Tjj 981 957 932 905 877 848 819 789 760 731 106.8 333.6 2 1039 1014 987 958 929 898 867 836 805 774 113.1 353.4 1097 1070 1041 1011 980 948 915 882 849 817 119.3 372.9 22 J7X 1105 1082 1058 1032 1005 976 947 918 888 859 118.5 370.5 2 1171 1147 1122 1094 1065 1035 1004 974 941 910 125.7 392.7 1239 1213 1186 1157 1126 1094 1062 1029 996 962 132.9 415.3 2Ji 1301 1275 1246 1215 1183 1150 1116 1081 1046 1011 139.6 436.3 24 2 1303 1280 1241 1229 1201 1171 1141 1110 1079 1047 138.2 432.0 1376 1352 1311 1298 1268 1238 1206 1173 1140 1106 146.0 456.4 2/4 1449 1423 1380 1367 1335 1303 1269 1235 1200 1165 153.7 480.4 2Ji 1520 1494 1448 1434 1402 1367 1332 1296 1259 1222 161.4 504.2 26 2H 1515 1492 1467 1440 1412 1382 1351 1319 1286 1252 159.4 498.1 2Ji 1596 1572 1546 1517 1487 1456 1423 1389 1354 1319 167.9 524.6 2/^ 1675 1650 1623 1593 1562 1528 1494 1458 1422 1385 176.3 550.9 2J4 1754 1728 1699 1668 1635 1600 1564 1527 1489 1450 184.6 576.8 28 2Ji 1742 1719 1694 1667 1638 1608 1576 1542 1508 1474 182.0 568.8 2J^ 1829 1806 1780 1751 1721 1689 1655 1620 1584 1548 191.2 597.5 2V4 1917 1892 1864 1834 1802 1769 1734 1697 1660 1622 200.3 625.9 2Ji 2002 1967 1948 1917 1883 1848 1811 1773 1734 1694 209.3 653.9 80 2*/ 1982 1961 1936 1909 1879 1848 1816 1782 1747 1711 206.1 644.1 214 2078 2055 2028 2000 1969 1937 1903 1867 1830 1793 216.0 675.0 2tz 2172 2148 2119 2090 2058 2024 1989 1952 1913 1874 225.8 705.5 tyi 2265 2240 2210 2180 2147 2111 2074 2035 1995 1954 235.4 735.7 82 2H 2239 2217 2192 2165 2135 2104 2071 2036 2000 1963 231.7 724.0 25'ji 2341 2318 2292 2264 2233 2200 2165 2129 2092 2053 242.2 757.0 2*/ 2442 2418 2391 2361 2329 2295 2259 2221 2182 2141 252.7 789.7 2Ji 2542 2517 2489 2458 2424 2389 2351 2312 2271 2229 263.1 822.1 84 2s/j 2511 2488 2463 2436 2406 2374 2341 2306 2272 2232 258.7 808.6 • 2$i 2620 2596 2570 2542 2511 2478 2441 2406 2370 2329 270.0 843.7 2% 2728 2703 2676 2646 2614 2580 2544 2505 2468 2425 281.1 878.5 3 2835 2810 2781 2750 2717 2681 26432604 2565 2520 292.2 913.0 86 2Ji 2796 2774 2749 2721 2692 2660 2626 2591 2553 2515 287.3 897.7 OTX 2913 2889 2863 2834 2803 2770 2735 2698 2659 2619 2992 9350 3 3028 3003 2976 2946 290428802849:2805 2765 2723 311.0 971.9 304 CAMBRIA STEEL. STRENGTH OF HOLLOW BOUND AND HOLLOW RECTANGULAR CAST IRON COLUMNS. For various values of -r in which: — d L = length of column in feet, d = least outside diameter in inches. P = ultimate strength in pounds per square inch. Based on Oordon's Formula) for Columns with Square Ends. Hollow Bound. Hollow Rectangular. 80000 80000 P = 800 d* 1 + 1067 d« L d Ultimate Strength in Ibs. per sq. in. L d Ultimate Strength in Ibs. per sq. in. Hollow Rouni Hollow Rectangular. HoUow Round. Hollow Rectangular. 1.0 67800 70487 2.5 37647 43396 1.1 65692 68770 2.6 36088 41834 1.2 63532 66983 2.7 34599 40326 1.3 61340 65142 2.8 33178 38871 1.4 59137 63265 2.9 31817 37471 1.5 56940 61366 3.0 30534 36123 1.6 54766 59458 3.1 29306 34829 1.7 52625 57553 3.2 28137 33586 1.8 50531 55660 3.3 27025 32393 1.9 48491 53792 3.4 25967 31249 2.0 46512 51954 3.5 24961 30152 2.1 44598 50151 3.6 24004 29101 2.2 42753 48391 3.7 23093 28094 2.3 40979 46676 3.8 22227 27130 2.4 39277 45011 3.9 21403 26206 Safe loads for any given hollow round or hollow rectangular columns, corre- sponding to any suitable factor of safety, can be found from the above table as follows: — Find from the table the ultimate strength in pounds per square inch corre- sponding to the given value of -r . Multiply this by the area of the column in square inches and divide the product by the safety factor which will give as a quotient the required safe load in pounds. EXAMPLE: — Required the safe load for a hollow round cast iron column 16 feet long, 10 inches external diameter with metal 1 inch thick with safety factor of eight. The ratio of -: in this case is — = 1.6 and the corresponding ultimate d lu strength from the tables is 54 766 pounds per square inch. From the table of areas of circles it is found that the net area of the column is 28.3 square inches. The safe load is, therefore, 54 ^^X 28-3 „ 193 735 pounds or approximately 97 net tons, which is the required result. CAMBBIA STEEL. 306 EXPLANATIONS OF TABLES OF SAFE LOADS FOR BEAM BOX-GIRDERS AND PLATE GIRDERS, PAGES 306 TO 326 INCLUSIVE. For cases in which the loads to be carried exceed the capacities of single rolled beams or ordinary beam girders composed of two or more beams with the usual bolts and separators, it is necessary to use built-up sections. BEAM BOX-GIRDERS. — A useful and economical section of this kind can be com- posed of two rolled beams with plates riveted to the top and bottom flanges, making a beam box-girder, tor which tables of safe uniformly distributed loads are given on pages 306 to 316 inclusive. The safe loads given in the tables include the weights of the beam box-girders, and are figured from the moment of inertia or the section modulus after making the necessary deductions for rivet holes, the fibre stress used in the calculations being 15 000 pounds per square inch of net section. Beam box-girders are particularly useful for supporting wide walls and in other locations up to the limits of their capacity, but they should not be placed where ex- posed to moisture, as the section is such that access cannot be had to their interior for inspection and painting. PLATE GIRDERS. — In cases where the widths of beam box-girders would prohibit their use, and for loads greater than their capacities, plate girders composed of plates and angles may be used. Tables of safe loads uniformly distributed for plate girders from 24" to 48" deep are given on pages 317 to 326 inclusive. The loads given in the tables include the weights of the girders and are calculated from the moment of inertia or the section modulus after making a proper deduction for rivet holes, the fibre stress used in the calculation being 15 000 pounds per square inch of net section. Although the tables do not show the stiffener angles for plate girders, care ihould be taken that these are provided in all cases where necessary to prevent buckling of the web due to the shearing action therein. The stiffeners should be made of angles riveted to the web. fitted tightly between the top and bottom flange angles, and they should be provided, at the end of the girders, of such size and number as to be capable of carrying the total reaction at each end to the supports. Stiffeners should also be provided at intervals along the girder, spaced at suitable distances apart, as determined by the formula and explanations on pages 94 and 95. Care should also be taken in arranging the rivet spacing for connecting the flange angles to the web, so that sufficient rivets are provided to properly transmit the stresses which act between these two portions of the construction. This will require the rivets to be spaced more closely a*»he ends than at the center, and the exact spacing at any point along the girder may be obtained by dividing the product of the distance between the center lines of the rivet holes in the two flanges and the resistance of one rivet by the total vertical shear at the given point, thus : p = -^-in which S = the total vertical shear, in pounds, at the point under consideration. r = the resistance of one rivet, ». «., the bearing value or shearing value, whichever is the smaller, expressed in pounds, h = the depth of the girder between the upper and lower center lines of rivets, expressed in inches. p = pitch of rivets in the flange angles, expressed in inches. The formula above will give the theoretical rivet spacing at any point in the flanges due to the total shear, but in practice the pitch for various portions of the length should be stated for the least possible number of spacing panels containing an even number of spaces, the pitch in each of which should preferably be expressed in even inches or even inches and halves or quarters of an inch, and the usual limits of pitch will vary from 2H" to 6". The rivet spacing should also conform to the rules given on page 358, and in cases where loads are applied directly to the flanges, sufficient rivets must be pro- vided to carry these in addition to the rivets necessary for securing the web and flanges together as explained above. It should also be noted that the safe loads given in the tables are based on the* assumption that the girder is supported laterally, otherwise a proper reduction in the allowable safe load must be made, as explained in connection with beams on pages 82 and 83. The weights of beam box-girders and plate girders in the tables are expressed in pounds per lineal foot, including the rivets necessary to secure the web and flanges together, but the weights do not include any allowance for brackets, stiffeners, con- nections or other details, as these will vary, subject to the conditions of each case. 306 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with H" rivet holes in both flanges deducted, and include weight of girder. m9&\ 2-Plates 2-10* I-Beams 12" Wide. 25 Iba. per foot Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than yj Use Two Plates. i & £ H I if I if 1 10 11 12 13 14 90 82 75 69 64 96 87 80 74 69 102 93 85 79 73 109 99 90 84 78 115 104 96 88 82 121 110 101 93 86 127 116 106 98 91 134 121 111 103 95 140 127 117 108 100 15 18 19 60 56 53 50 47 64 60 57 53 51 68 64 60 57 54 72 68 64 60 57 77 72 68 64 60 81 76 71 67 64 85 80 75 71 67 89 83 79 74 70 93 87 82 78 74 IS 22 23 24 25 26 27 45 43 41 39 48 46 44 42 51 49 47 45 43 54 52 49 47 45 57 55 52 50 48 60 58 55 53 50 64 61 58 55 53 51 644 61 58 56 53 70 67 64 61 58 56 38 36 35 33 32 31 40 38 37 36 34 33 41 39 38 37 35 43 42 40 39 37 46 44 43 41 40 48 47 45 43 42 49 47 45 44 51 49 48 46 54 52 50 48 33 34 30 29 28 27 26 32 31 30 29 28 34 33 32 31 30 36 35 34 33 32 38 37 36 35 34 40 39 38 37 36 42 41 40 39 37 45 43 42 40 39 47 45 44 42 41 Weight per Foot in Pounds. 94.6 99.8 104.8 110.0 115.0 120.1 125.2 130.3 135.4 Section Modulus. 90.1 96.3 102.4 108.6 114.8 121.0 127.2 133.5 139.8 Coefficient of Deflection. 0.00000145 0.00000118 0.00000098 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = 5|w span. CAMBRIA STEEL. 307 SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with ft" rivet holes in both flanges deducted, and include weight of girder. « 2-Plates 2-12" I-Beams 14* Wide. 31.5 Ibs. per foot. Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than W Use Two Plates. | A I H i if 1 if 1 10 13 14 132 120 110 102 94 141 128 117 108 101 150 136 125 115 107 159 144 132 122 113 167 152 140 129 120 176 160 147 136 126 185 168 154 143 132 194 177 162 149 139 203 185 169 156 145 1 88 83 78 73 70 94 88 83 78 74 100 94 88 83 79 106 99 93 88 83 112 105 98 93 88 118 110 104 98 93 123 116 109 103 98 129 121 114 108 102 135 127 120 113 107 1? 22 23 24 66 63 60 57 55 70 67 64 61 59 75 71 68 65 62 79 76 72 69 66 84 80 76 73 70 88 84 80 77 73 93 88 84 81 77 97 92 88 84 81 102 97 92 88 85 25 26 27 28 29 30 31 32 33 34 53 51 49 56 54 52 60 58 55 53 63 61 59 57 67 64 62 60 58 71 68 65 63 61 74 71 69 66 64 78 75 72 69 67 81 78 75 73 70 68 —66" 64 62 60 47 46 44 43 41 40 39 50 49 47 45 44 43 41 52 50 48 47 45 44 55 53 51 50 48 47 56 54 52 51 49 59 57 55 53 52 62 60 58 56 54 65 63 61 59 57 Weight per \ jj^ ^ 120.4 126.3 132.3 138.3 144.2 150.1 156.1 162.0 Section Modulus. 132.1 140.9 149.7 158.5 167.4 176.3 185.3 194.2 203.2 Coefficient of Deflection. 0.000000842 0.000000688 0.000000577 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = ^ span. 308 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with H" rivet holes in both flanges deducted, and include weight of girder. 2-Plates f 2-12" I-Beams 14" Wide. Tw 40 Ibs. per foot I Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than %" Use Two Plates. | & I ti t if | il 1 10 147 155 164 173 181 190 199 208 217 11 133 141 149 157 165 173 181 189 197 12 122 129 137 144 151 158 166 173 181 it 113 105 119 111 126 117 133 123 140 130 146 136 153 142 160 148 167 155 15 98 104 109 115 121 127 133 139 144 16 92 97 102 108 113 119 124 130 135 17 86 91 96 102 107 112 117 122 127 18 81 86 91 96 101 106 111 115 120 19 77 82 86 91 95 100 105 109 114 20 73 78 82 86 91 95 99 104 108 21 70 74 78 82 86 91 95 99 103 22 67 71 75 78 82 86 90 94 99 23 64 68 71 75 79 83 87 90 94 24 61 65 68 72 76 79 83 87 90 25 59 62 66 69 73 76 80 83 87 26 56 60 63 66 70 73 77 80 83 27 54 58 61 64 67 70 74 77 80 28 52 55 59 62 65 68 71 74 77 29 51 54 —57- —60- 63 66 69 72 75 80 49 52 55 58 60 63 66 69 72 31 47 50 53 56 59 61 64 67 70 32 46 49 51 54 57 59 62 65 68 33 44 47 50 52 55 58 60 63 66 34 43 46 48 51 53 56 59 61 64 Weight per Foot in Pounds. 131.4 137.4 143.3 149.3 155.3 161.2 167.1 173.1 179.0 Section Modulus. 146.6 155.3 163.9 172.7 181.4 190.2 199.0 207.8 216.7 Coefficient of Deflection. 0.000000763 0.000000635 0.000000539 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = 3JW span. CAMBKIA STEEL. 309 SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with H" rivet holes in both flanges deducted, and Include weight of girder. ^-7";H ' I 2-Plates 1? 2-15* I-Beams 14" Wide. 42 Ibs. per foot. k j Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than %" Use Two Plates. i tt 1 ft, £ if 1 1& H 1A a 10 ii 13 14 212 193 177 163 151 223 203 186 172 159 234 213 195 180 167 245 223 204 188 175 256 233 213 197 183 267 243 223 205 191 278 253 232 214 199 289 263 241 223 207 300 273 250 231 215 312 283 260 240 223 323 293 269 248 231 15 If 18 19 141 133 125 118 112 149 139 131 124 117 156 146 138 130 123 163 153 144 136 129 171 160 151 142 135 178 167 157 148 141 185 174 164 155 146 193 181 170 161 152 200 188 177 167 158 208 195 183 173 164 215 202 190 179 170 20 21 22 23 24 106 101 96 92 88 112 106 101 97 93 117 111 106 102 98 122 117 111 107 102 128 122 116 111 107 134 127 121 116 111 139 132 126 121 116 145 138 131 126 121 150 143 137 131 125 156 148 142 135 130 161 154 147 140 135 Ii 27 28 29 85 82 79 76 73 89 86 83 80 77 94 90 87 84 81 98 94 91 88 84 102 98 95 91 88 107 103 99 95 92 111 107 103 99 96 116 111 107 103 100 120 116 111 107 104 125 120 115 111 107 129 124 120 115 111 30 31 32 ii 71 68 66 64 62 74 72 70 68 66 78 75 73 71 69 "82 79 77 74 72 85 83 80 78 75 89 86 83 81 79 93 90 87 84 82 96 93 90 88 85 100 97 94 91 88 104 101 97 94 92 108 104 101 98 95 Weight per Foot in Pounds. 147.3 153.3 159.3 165.2 171.1 177.1 183.0 189.0 194.9 200.9 206.8 Section Modulus. 212.1 223.0 234.0 245.0 256.0 267.1 278.2 289.3 300.5 311.6 322.8 Coefficient of Deflection. 0.000000426 0.000000362 0.000000314 0.000000281 31C . CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with -}f " rivet holes in both flanges deducted, and include weight of girder. 2-Plates 2-15* I-Beams 15* Wide. 60 Ibs. per foot. Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than %" Use Two Plates. i tt i if 1 if 1 1& li 1ft U 10 11 12 13 14 259 236 216 199 185 271 246 226 208 193 282 257 235 217 202 294 267 245 226 210 306 278 255 235 218 318 289 265 244 227 329 299 274 253 235 341 310 284 262 244 353 321 294 272 252 365 332 304 281 261 377 342 314 290 269 15 16 17 18 19 173 162 152 144 136 181 169 159 150 143 188 177 166 157 149 196 184 173 163 155 204 191 180 170 161 212 198 187 176 167 220 206 194 183 173 227 213 201 190 180 235 221 208 196 186 243 228 215 203 192 251 235 222 209 198 20 21 22 23 24 130 123 118 113 108 135 129 123 118 113 141 134 128 123 118 147 140 134 128 123 153 146 139 133 127 159 151 144 138 132 165 157 150 143 137 171 162 155 148 142 176 168 160 153 147 182 174 166 159 152 188 179 171 164 157 25 26 27 28 29 104 100 96 93 89 108 104 100 97 93 113 109 105 101 97 118 113 109 105 101 122 118 113 109 105 127 122 118 113 109 132 127 122 118 114 136 131 126 122 118 141 136 131 126 122 146 140 135 130 126 151 145 140 135 130 30 31 32 33 34 86 84 81 79 76 90 87 85 82 80 94 91 88 86 83 98 95 92 89 87 102 99 96 93 90 106 102 99 96 93 110 106 103 100 97 114 110 107 103 100 118 114 110 107 104 122 118 114 111 107 126 122 118 114 111 Weight per Foot in Pounds. 187.6 194.0 200.4 206.7 213.1 219.5 225.8 232.2 238.6 245.0 251.4 Section Modulus 259.2 270.8 282.4 294.1 305.8 317.5 329.3 341.1 353.0 364.9 376.8 Coefficient of Deflection. 0.000000350 0.000000303 0.000000266 0.000000240 CAMBKIA STEEL. 311 SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15 000 pounds per square inch} with il" rivet holes in both flanges deducted, and include weight of girder. i^TJ^'H if 2-Plates |> 2-15" I-Beams 15" Wide. 80 Ibs. per foot. ^ i Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than %" Use Two Plates. | tt f if 1 if 1 1& li 1& li 10 11 14 300 272 250 231 214 311 283 259 239 222 322 293 269 248 230 334 303 278 257 238 345 314 288 265 247 357 324 297 274 255 368 335 307 283 263 380 345 316 292 271 391 356 326 301 279 403 366 336 310 288 414 377 345 319 296 15 18 19 200 187 176 167 158 207 194 183 173 164 215 201 190 179 170 222 209 196 185 176 230 216 203 192 182 238 223 210 198 188 245 230 217 204 194 253 237 223 211 200 261 244 230 217 206 269 252 237 224 212 276 259 244 230 218 23 24 150 143 136 130 125 156 148 141 135 130 161 154 147 140 134 167 159 152 145 139 173 164 157 150 144 178 170 162 155 149 184 175 167 160 153 190 181 173 165 158 196 186 178 170 163 201 192 183 173 168 207 197 188 180 173 25 26 27 120 115 111 107 103 124 120 115 111 107 129 124 119 115 111 133 128 124 119 115 138 133 128 123 119 143 137 132 127 123 147 142 136 131 127 152 146 141 136 131 156 150 145 140 135 161 155 149 144 139 166 159 153 148 143 30 31 32 11 100 97 94 91 88 104 100 97 94 91 107 104 101 98 95 111 108 104 101 98 115 111 108 105 102 119 115 111 108 105 123 119 115 112 108 127 122 119 115 112 130 126 122 119 115 134 130 126 122 118 138 134 130 126 122 Weight per Foot in Pounds. 227.6 234.0 240.4 246.7 253.1 259.5 265.8 272.2 278.6 285.0 291.4 Section Modulus. 299.7 311.0 322.4 333.7 345.1 356.6 368.1 379.6 '391.2 402.8 414.4 Coefficient of Deflection. 0.000000305 0.000000269 0.000000239 0.000000218 312 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with fj" rivet holes in both flanges deducted, and include weight of girder. 2-Plates 2-18" I-Beams 16" Wide. 55 Ibs. per foot Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than %" Use Two Plates. f it | If 1 1ft 1* 1ft li 1ft If 15 227 237 247 258 268 278 289 299 309 320 330 if 213 200 222 209 232 218 242 227 251 237 261 246 271 255 280 264 290 273 300 282 310 291 18 189 198 206 215 223 232 241 249 258 267 275 19 179 187 195 203 212 220 228 236 244 253 261 20 170 178 186 193 201 209 217 224 232 240 248 21 162 169 177 184 191 199 206 214 221 228 236 22 155 162 169 176 183 190 197 204 211 218 225 23 148 155 161 168 175 182 188 195 202 209 215 24 142 148 155 161 168 174 180 187 193 200 206 25 136 142 148 155 161 167 173 179 186 192 198 131 137 143 149 155 161 167 173 179 185 191 27 126 132 137 143 149 155 160 166 172 178 183 28 122 127 133 138 144 149 155 160 166 171 177 29 117 123 128 133 139 144 149 155 160 165 171 30 113 119 124 129 134 139 144 150 155 160 165 31 110 115 120 125 130 135 140 145 150 155 160 32 106 111 116 121 126 130 135 140 145 150 155 33 103 108 112 117 122 127 131 136 141 145 150 34 100 105 109 114 118 123 127 132 137 141 146 li 97 95 102 99 106 103 110 107 115 112 119 116 124 120 128 125 133 129 137 133 142 138 37 92 96 100 104 109 113 117 121 125 130 134 38 90 94 98 102 106 110 114 118 122 126 130 39 87 91 95 99 103 107 111 115 119 123 127 Weight per Foot in Pounds. 195.5 202.2 209.0 215.8 222.6 229.4 236.2 243.1 249.8 256.7 263.4 Section Modulus. 340.5 355.8 371.2 386.6 402.1 417.5 433.0 448.6 464.2 479.8 495.4 Coefficient of Deflection. 0.000000223 0.000000193 0.000000170 0.000000154 CAMBKIA STEEL. 313 SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with if* rivet holes in both flanges deducted, and include w,eight of girder. 2-Plates 2-20" I-Beama 16* Wide. 65 Ibs. per foot. Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than %" Use Two Plates. f ft 1 it 1 1ft li 1ft li 1ft If 15 11 19 275 257 242 229 217 286 268 252 238 226 297 279 262 248 235 308 289 272 257 244 320 300 282 266 252 331 310 292 276 261 343 321 302 285 270 354 332 312 295 280 365 343 322 305 288 377 350 333 314 298 388 364 343 324 307 20 21 22 28 24 206 196 187 179 172 214 204 195 186 179 «23 212 203 194 186 231 220 210 201 193 240 228 218 209 200 248 237 226 216 207 257 245 234 223 214 266 253 241 231 221 274 261 249 238 228 283 269 257 246 236 291 277 265 253 243 B 27 28 29 165 158 153 147 142 171 165 159 153 148 178 171 165 159 154 185 178 171 165 160 192 184 178 171 165 199 191 184 177 171 206 198 190 184 177 212 204 197 190 183 219 211 203 196 189 226 217 209 202 195 233 224 216 208 201 30 31 32 B 137 133 129 125 121 143 138 134 130 126 149 144 139 135 131 154 149 145 140 136 160 155 150 145 141 166 160 155 151 146 171 166 161 156 151 177 171 166 161 156 183 177 171 166 161 188 182 177 171 166 194 188 182 177 171 35 36 87 118 114 111 108 106 122 119 116 113 110 127 124 120 117 114 132 129 125 122 119 137 133 130 126 123 142 138 134 131 127 147 143 139 135 132 152 148 144 140 136 157 152 148 144 141 162 157 153 149 145 166 162 157 153 149 Weight per Foot in Pounds. 215.5 222.2 229.0 235.8 242.6 249.4 256.2 263.1 269.8 276.7 283.4 Section Modulus. 411.8 428.7 445.7 462.7 479.7 496.7 513.8 531.2 548.1 565.3 582.5 Coefficient of Deflection. 0.000000168 0.000000147 0.000000131 0.000000119 314 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with H" rivet holes in both flanges deducted, and include weight of girder. 2-Platea 2-20" I-Beams 16* Wide, 80 Ibs. per foot. Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than %" Use Two Plates. I if I if 1 1* H 1& H 1A If 15 16 17 18 19 309 290 273 258 244 320 300 283 267 253 331 311 292 276 262 343 321 302 285 270 354 332 312 295 279 365 342 322 304 288 376 353 332 313 297 387 363 342 323 306 399 374 352 332 315 410 384 362 342 324 421 395 372 351 332 20 21 22 23 24 232 221 211 202 193 240 229 218 209 200 249 237 226 216 207 257 245 234 223 214 265 253 241 231 221 274 261 249 238 228 282 269 256 245 235 291 277 264 253 243 299 285 272 260 249 307 293 279 267 256 316 301 287 275 263 25 26 27 28 29 186 178 172 166 160 192 185 178 172 166 199 191 184 178 171 206 198 190 184 177 212 204 196 189 183 219 211 203 195 189 226 217 209 201 195 232 224 215 208 200 239 230 221 214 206 246 236 228 220 212 253 243 234 226 218 30 31 32 il 155 150 145 141 136 160 155 150 146 141 166 160 155 151 146 171 166 161 156 151 177 171 166 161 156 182 177 171 166 161 188 182 176 171 166 194 187 182 176 171 199 193 187 181 176 205 198 192 186 181 211 204 197 191 186 35 36 133 129 125 122 119 137 133 130 126 123 142 138 134 131 127 147 143 139 135 132 152 147 143 140 136 156 152 148 144 140 161 157 152 148 145 166 161 157 153 149 171 166 162 157 153 176 171 166 162 158 180 175 171 166 162 Weight per Foot in Pounds. 245.5 252.2 259.0 265.8 272.6 279.4 286.2 293.1 299.8 306.7 313.4 Section Modulus. 463.8 480.4 497.1 513.8 530.6 547.3 564.1 581.2 597.8 614.7 631.7 Coefficient of Deflection. 0.000000149 0.000000133 0.000000119 0.000000110 CAMBKIA STEEL. 315 SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with H" rivet holes in both flanges deducted, and include weight of girder. fc-Plates 2-24" I-Beams 18'Wide. 80 Ibs. per foot Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than M" Use Two Plates. t if | tf' 1 Ilk 11 1* li 1* If 15 16 17 18 19 396 371 349 330 312 411 386 363 343 325 427 400 377 356 337 442 415 390 369 349 458 429 404 381 361 473 444 418 394 374 489 458 431 407 386 505 473 445 421 398 520 488 459 433 411 536 502 473 446 423 551 517 487 400 435 20 y 1 297 283 270 258 247 308 294 280 268 257 320 305 291 278 267 332 316 302 288 276 343 327 312 299 286 355 338 323 309 296 367 349 333 319 306 379 361 344 329 315 390 372 355 339 325 402 383 365 349 335 414 394 376 360 345 25 26 27 237 228 220 212 205 247 237 228 220 213 256 246 237 229 221 265 255 246 237 229 275 264 254 245 237 284 273 263 254 245 293 282 272 262 253 303 291 280 270 261 312 300 289 279 269 321 309 298 287 277 331 318 306 295 285 30 31 32 I! 198 192 186 180 175 206 199 193 187 181 213 206 200 194 188 221 214 207 201 195 229 222 215 208 202 237 229 222 215 209 244 237 229 222 216 252 244 237 229 223 260 252 244 236 229 268 259 251 244 236 276 267 258 251 243 35 36 170 165 160 156 152 176 171 167 162 158 183 178 173 168 164 190 184 179 175 170 196 191 186 181 176 203 197 192 187 182 210 204 198 193 188 216 210 205 199 194 223 217 211 205 200 230 223 217 211 206 236 230 224 218 212 Weight per Foot in Pounds. 255.7 263.3 271.0 278.6 286.2 293.9 301.5 309.2 316.8 324.5 332.1 Section Modulus. 593.7 616.9 640.1 663.4 686.7 710.0 733.3 757.1 780.2 803.6 827.1 Coefficient of Deflection. 0.0000000983 0.0000000870 0.0000000778 0.0000000713 316 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS UNIFORMLY DISTRIBUTED FOR BEAM BOX GIRDERS. Safe loads below are figured for fibre stress of 15000 pounds per square inch, with H" rivet holes in both flanges deducted, and include weight of girder. 2 Plates 5=^ g» 2-24'I-Beams 18" Wide. f *=£ 2SXC'/.., 105 Ibs. per foot. £ Distance Center to Center of Bearings in Feet. Thickness of Plates in Inches. For Thicknesses Greater than Yf, Use Two Plates. * tt 1 tt 1 1A 557 522 491 464 439 1A H 1A If 618 579 545 515 488 15 16 17 18 19 466 437 411 388 368 481 451 424 401 379 496 465 437 413 391 511 479 451 426 403 526 493 464 438 415 541 507 478 451 427 572 536 505 477 451 587 550 518 489 463 602 565 532 502 476 20 21 22 23 24 349 333 317 304 291 361 343 328 314 300 372 354 338 323 310 383 365 348 333 319 395 376 359 352 329 406 387 369 353 338 417 398 379 363 348 429 408 390 373 357 440 419 400 383 367 452 430 411 393 376 463 441 421 403 386 25 26 27 28 29 279 269 259 249 241 288 277 267 258 249 297 286 275 265 256 307 295 284 274 264 316 303 292 282 272 325 312 301 290 280 334 321 309 298 288 343 330 318 306 296 352 339 326 314 304 361 347 335 323 312 371 356 343 331 319 30 31 32 33 34 233 225 218 211 205 240 232 225 218 212 248 240 232 225 219 255 247 239 232 225 263 254 246 239 232 271 262 254 246 239 278 269 261 253 245 286 277 268 260 252 293 284 275 267 259 301 291 282 274 266 309 299 289 281 272 35 36 37 199 194 189 184 179 206 200 195 190 185 212 206 201 196 191 219 213 207 202 196 225 219 213 208 202 232 225 219 214 208 238 232 226 220 214 245 238 232 226 220 251 245 238 237 226 258 251 244 238 232 265 257 250 244 237 Weight per Foot in Pounds 305.6 313.3 320.9 328.6 336.2 343.9 351.5 359.2 366.8 374.5 382.1 Section Modulus. 698.6 721.3 744.0 766.8 789.6 812.4 835.3 858.2 881.1 904.1 927.1 Coefficient of Deflection = 0.000000001 X 87 84 81 78 76 73 71 69 66 64 63 CAMBRIA STEEL. 317 SAFE UNIFORMLY DISTRIBUTED LOADS FOR PLATE GIRDERS IN THOUSANDS OF POUNDS. The safe loads below include the weight of the girder and are calculated for a fibre stress of 15 000 pounds per square inch on the net section. The net section is obtained by deducting holes figured at Y% of an inch in diameter (for %" rivets) from both flanges. Web Plate Flange Angles Web Plate i r" Flange Angles 24* X Ys" f— r^ 5" X 3M* 27* X^" II 5*X3M* Distance Center to Center of Bearings in Feet. Thickness of Flange Angles in Inches. Thickness of Flange Angles in Inches. 1 * i 3. 4 1 * f * 25 26 27 59 57 55 53 51 74 71 68 66 63 87 84 81 78 75 92 89 86 69 67 64 62 60 85 82 79 76 74 101 97 93 90 87 103 99 30 31 50 48 46 45 44 61 59 57 56 54 73 70 68 66 64 83 80 78 75 73 58 56 54 53 51 71 69 67 65 63 84 81 79 76 74 96 93 90 87 85 35 39 42 41 40 39 38 53 51 50 48 47 62 60 59 57 56 71 69 67 66 64 50 48 47 46 44 61 59 58 56 55 72 70 68 66 65 82 80 78 76 74 40 41 42 43 44 37 36 35 35 34 46 45 44 43 42 54 53 52 51 49 62 61 59 58 57 43 42 41 40 39 53 52 51 50 49 63 61 60 59 57 72 70 69 67 65 45 46 33 32 32 31 30 41 40 39 38 38 48 47 46 45 44 55 54 53 52 51 39 38 37 36 35 47 46 45 44 44 56 55 54 53 51 64 63 61 60 59 50 51 52 53 54 30 29 29 28 28 37 36 35 35 34 44 43 42 41 40 50 49 48 47 46 35 34 33 33 32 43 42 41 40 40 50 49 48 , 48 47 58 57 55 54 53 Weight per Foot in Pounds. 74.1 86.9 99.7 111.7 78 90.8 103.6 115.8 318 CAMBRIA STEEL. SAFE UNIFORMLY DISTRIBUTED LOADS FOR PLATE GIRDERS IN THOUSANDS OF POUNDS. The safe loads below include the weight of the girder and are calculated for a fibre stress of 15 000 pounds per square inch on the net section. The net section is obtained by deducting holes figured at Y% of an inch in diameter (for %" rivets) from both flanges. "lange Angles Web Plate I Web Plate Flange Angles 30" XH" r *-, 6" X 3H" 33" X SA" f-3 6" X 3^* Distance Center to Center of Bearings in Feet. Thickness of Flange Angles in Inches. Thickness of Flange Angles in Inches. 1 i 1 * I 1 1 1 30 31 32 11 74 71 69 67 65 91 88 86 83 81 108 105 101 98 95 116 113 109 83 81 78 76 74 103 100 97 94 91 122 118 114 111 107 131 127 123 35 36 37 63 61 60 58 57 78 76 74 72 70 93 90 88 85 83 106 103 101 98 95 72 70 68 66 64 88 86 84 81 79 104 101 99 96 94 119 116 113 110 107 40 41 42 43 44 55 54 53 51 50 69 67 65 64 62 81 79 77 75 74 93 91 86 85 63 61 60 58 57 77 75 74 72 70 91 89 87 85 88 104 102 99 97 95 45 46 49 48 47 46 45 61 60 58 57 56 72 71 69 68 66 83 81 79 77 76 56 54 53 52 51 69 67 66 64 63 81 79 78 76 75 93 91 89 87 85 50 51 44 43 43 42 41 55 54 53 52 51 65 64 62 61 60 74 73 72 70 69 50 49 48 47 46 62 61 59 58 57 73 72 70 69 68 84 82 80 79 77 55 59 40 39 39 38 37 50 49 48 47 46 59 58 57 56 55 68 66 65 64 63 46 45 44 43 42 56 55 54 53 52 66 65 64 63 62 76 75 73 72 71 Weight per Foot in Pounds. 87 JO 101.4 1.15.8 129.8 90.8 105.2 119.6 133.6 CAMBKIA STEEL. 319 SAFE UNIFORMLY DISTRIBUTED LOADS FOR PLATE GIRDERS IN THOUSANDS OF POUNDS. The safe loads below include the weight of the girder and are calculated for a fibre stress of 15000 pounds per square inch on the net section. The net section is obtained by deducting holes figured at one inch in diameter (for W rivets) from both flanges. Web Plate 36" X */s" Flange Angles 6* X 4" I Web Plate 36" X H" Flange Angles 6" X 4" X H" Flange Plate 14" "^ ^_ (j h Flange Plates 14* Distance Center to Center of Bearings in Feet. Thickness of Flange Angles in Inches. Thickness of Flange Plate in Inches. i f f * t * * 1 U 35 36 37 139 135 131 128 125 164 160 155 151 148 189 184 179 174 169 240 234 227 221 216 257 250 244 237 231 275 267 260 253 247 292 284 276 269 260 309 301 293 285 278 309 40 41 122 119 116 113 111 144 140 137 134 131 165 161 157 154 150 210 205 200 195 191 225 220 215 210 205 240 235 229 224 219 256 249 243 238 232 271 264 258 252 246 301 294 287 280 274 45 46 108 106 103 101 99 128 125 122 120 117 147 144 141 138 135 187 183 179 175 172 200 196 192 188 184 214 209 205 200 196 227 222 217 213 209 241 235 230 226 221 268 262 256 251 246 50 51 52 II 97 95 94 92 90 115 113 111 109 107 132 130 127 125 122 168 165 162 159 156 180 177 173 170 167 192 189 185 181 178 204 200 197 193 189 217 212 208 204 201 241 236 232 227 223 55 56 57 58 59 88 87 85 84 82 105 103 101 99 98 120 118 116 114 112 153 150 147 145 142 164 161 158 155 153 175 172 169 166 163 186 183 179 176 173 197 193 190 187 184 219 215 211 208 204 60 61 62 1 81 80 78 77 76 96 94 93 91 90 110 108 137 105 103 140 138 136 133 131 150 148 145 143 141 160 158 155 153 150 170 168 165 162 160 180 178 175 172 169 201 197 194 191 188 Weight per Foot in Pounds. 134.9 153.3 171.3 224.7 236.6 248.5 260.4 272.3 296.1 NOTE. — When Flange plates are thicker than %", use two plates. CAMBBIA STEEL. 323 SAFE UNIFORMLY DISTRIBUTED LOADS FOR PLATE GIRDERS IN THOUSANDS OF POUNDS. The safe loads below include the weight of the girder and are calculated for a fibre stress of 15000 pounds per square inch on the net section. The net section is obtained by deducting holes figured at one inch in diameter (for %" rivets) from both flanges. Web Plate 48" X H* Flange Angles 6" X 4* I Web Plate 48" X W Flange Angles 6" X 4" X %" Flange Plates 14" "I ^L r^ l-a Distance Center to Center of Bearings in Feet. Thickness of Flange Angles in Inches. Thickness of Flange Plate in Inches. 1 I I t 1 1 } i 1 4 * 1 35 36 37 120 117 113 110 108 146 142 138 134 131 170 165 161 157 153 194 189 183 179 174 217 211 205 199 194 233 227 220 215 209 253 246 239 233 227 273 265 258 251 245 293 284 276 269 262 312 303 295 287 280 332 322 314 305 298 40 41 42 43 44 105 102 100 98 95 127 124 121 119 116 149 145 142 139 135 170 166 162 158 154 189 185 180 176 172 204 199 194 190 185 221 216 211 206 201 238 233 227 222 217 256 249 243 238 232 273 266 260 254 248 290 283 276 270 264 45 46 47 48 49 93 91 89 87 86 113 111 108 106 104 132 130 127 124 122 151 148 144 141 138 168 165 161 158 156 181 177 174 170 166 197 192 188 184 181 212 207 203 199 195 227 222 218 213 209 243 237 232 227 223 258 252 247 242 237 50 51 52 53 54 84 82 81 79 78 102 100 98 96 94 119 117 115 112 110 136 133 131 128 126 152 149 146 143 140 163 160 157 154 151 177 174 170 167 164 191 187 183 180 177 205 201 197 193 189 218 214 210 206 202 232 228 223 219 215 55 56 57 58 59 76 75 74 72 71 93 91 89 88 86 108 106 104 103 101 123 121 119 117 115 138 135 133 131 128 148 146 143 141 138 161 158 155 153 150 173 170 167 164 162 186 182 179 176 173 198 195 192 188 185 211 207 204 200 197 60 61 62 64 70 69 68 67 66 85 84 82 81 80 99 98 96 95 93 113 111 109 108 106 126 124 122 120 118 136 134 132 129 127 147 145 143 140 138 159 156 154 151 149 170 168 165 J62 160 182 179 176 173 171 193 190 187 184 181 Weight per Foot in Pounds. 113.3 128.9 144.1 158.5 172.9 200.1 212.0 223.9 235.8 247.7 259.6 324 CAMBRIA STEEL. SAFE UNIFORMLY DISTRIBUTED LOADS FOR PLATE GIRDERS IN THOUSANDS OF POUNDS. The safe loads below include the weight of the girder and are calculated for a fibre stress of 15 000 pounds per square inch on the net section. The net section is obtained by deducting holes figured at one inch in diameter (for y%" rivets) from both flanges. <=~ ( Web Plate 48" X %" Flange Angles 6" X 6" GSE I Web Plate 48" X *A" Flange Angles 6» X 6* X *A" Flange Plates 14* Distance Center to Center of Bearings in Feet. Thickness of Flange Angles in Inches* Thickness of Flange Plate in Inches. i f I * f f 1 1 li 11 37 38 39 166 161 157 153 149 195 190 185 180 175 224 218 212 206 201 283 275 267 260 254 303 294 286 279 272 322 313 305 297 289 342 333 324 315 307 362 352 342 333 325 361 40 41 42 43 44 145 141 138 135 132 171 167 163 159 155 196 191 187 182 178 247 241 236 230 225 265 258 252 246 241 282 275 269 263 256 299 292 285 279 272 317 309 302 295 288 352 343 335 327 320 45 46 47 48 49 129 126 123 121 118 152 149 145 142 140 174 170 167 163 160 220 215 211 206 202 235 230 225 221 216 251 245 240 235 230 266 260 255 249 244 282 275 270 264 259 312 306 299 293 287 50 51 52 53 54 116 114 112 109 107 137 134 131 129 127 157 154 151 148 145 198 194 190 187 183 212 208 204 200 196 226 221 217 213 209 240 235 230 226 222 253 248 244 239 235 281 276 270 265 260 55 56 57 58 59 105 104 102 100 98 124 122 120 118 116 142 140 137 135 133 180 177 174 171 168 193 189 186 183 179 205 201 198 195 191 218 214 210 206 203 230 226 222 218 215 256 251 247 242 238 60 62 64 97 95 94 92 91 114 112 110 109 107 131 128 126 124 122 165 162 160 157 155 176 174 171 168 165 188 185 182 179 176 200 196 193 190 187 211 208 204 201 198 234 231 227 223 220 Weight per Foot in Pounds. 142.5 160.9 178.9 232.3 244.2 256.2 268 279.9 303.7 CAMBHIA STEEL. 325 SAFE UNIFORMLY DISTRIBUTED LOADS FOR PLATE GIRDERS IN THOUSANDS OF POUNDS. The safe loads below include the weight of the girder and are calculated for a fibre stress of 15 000 pounds per square inch on the net section. The net section is obtained by deducting holes figured at one inch in diameter (for %" rivets) from both flanges. '^Uhs^1 Web Plate 60" X %" "^ > Web Plate 60" X *A" Flange Angles 6* X 4" Flange Angles 6" X 4* X W _J II Flange Plates 14" 1> ^dll^s ' ^ w 3 Distance Center Thickness of Flange Thickness of Flange Plate to Center of Angles in Inches. in Inches. Bearings in Feet. I i f a. 4 7 8 t i f 3 4 1 1 40 143 172 199 226 251 269 291 312 334 356 377 41 140 168 195 220 245 262 284 305 326 347 368 42 137 164 190 215 239 256 277 297 318 339 359 43 133 161 186 210 234 250 270 290 311 331 351 44 130 156 181 205 228 244 264 284 304 323 343 45 127 153 177 201 223 239 258 277 297 316 335 46 125 149 173 196 218 234 253 271 290 309 328 47 122 146 170 192 214 229 247 266 284 303 321 48 120 143 166 188 209 224 242 260 278 296 314 49 117 140 163 184 205 220 237 255 273 290 308 50 115 138 160 181 201 215 233 250 267 285 302 51 112 135 156 177 197 211 228 245 262 279 296 52 110 132 153 174 193 207 224 240 257 274 290 53 108 130 150 171 190 203 219 236 252 268 285 54 106 127 148 167 186 200 215 231 247 263 280 55 104 125 145 164 183 196 211 227 243 259 274 56 102 123 142 161 179 192 208 223 238 254 270 57 101 121 140 159 176 189 204 219 234 250 265 58 99 119 138 156 173 185 200. 215 230 245 260 59 97 117 135 153 170 182 197 212 226 241 256 60 96 115 133 151 167 179 194 208 223 237 252 61 94 113 131 148 165 176 191 205 219 233 247 62 92 111 129 146 162 173 187 201 215 229 243 63 91 109 127 143 159 171 185 198 212 226 240 64 90 107 125 141 157 168 182 195 209 222 236 65 88 106 123 139 155 165 179 191 205 220 232 66 87 104 121 137 152 163 176 189 202 216 229 67 86 103 119 135 150 160 173 186 199 213 225 68 84 101 117 133 148 158 171 184 196 210 222 69 83 100 116 131 146 156 168 181 194 207 219 70 82 98 114 129 143 154 166 178 191 204 216 Weight per Foot in 128.6 144.2 159.4 173.8 188.2 215.4 227.3 239.2 251.1 263.0 274.9 Pounds. 326 CAMBRIA STEEL. SAFE UNIFORMLY DISTRIBUTED LOADS FOR PLATE GIRDERS IN THOUSANDS OF POUNDS. The safe loads below include the weight of the girder and are calculated for a fibre stress of 15 000 pounds per square inch on the net section. The net section is obtained by deducting holes figured at one inch in diameter • (for y%" rivets) from both flanges. IW Web Plate 60" X H* Flange Angles 6" X 6" X W Hri Flange Plates 14" Distance Center to Center of Thickness of Flange Angles in Inches. Thickness of Flange Plate in Inches. Bearings in Feet. I \ f I 1 J_ I J_ 1 1 u 40 160 194 227 259 290 323 345 366 388 410 453 41 157 190 222 253 283 316 336 357 379 400 442 42 153 185 217 247 276 308 328 349 370 390 431 43 149 181 212 241 270 301 321 341 361 381 421 44 146 177 207 236 264 294 314 333 353 372 412 45 143 173 202 230 258 287 307 326 345 364 403 46 140 169 198 225 252 281 300 319 338 356 394 47 137 165 194 221 247 275 294 312 330 349 385 48 134 162 190 216 242 269 287 305 323 341 377 49 131 159 186 212 237 264 282 299 317 334 370 50 128 156 182 207 232 259 276 293 311 328 362 61 126 152 178 203 227 254 270 287 304 321 355 52 123 150 175 199 223 249 265 282 298 315 348 53 121 147 172 196 219 244 260 277 293 309 342 54 119 144 168 192 215 240 255 271 287 303 335 55 117 141 165 188 211 235 251 266 282 298 329 56 115 139 162 185 207 231 246 262 277 293 323 57 113 136 160 182 203 227 242 257 272 287 318 58 111 134 157 179 200 223 238 253 268 282 312 59 109 132 154 176 197 219 234 248 263 278 307 60 107 130 152 173 193 216 230 244 259 273 302 61 105 127 149 170 190 212 226 240 254 269 297 62 103 125 147 167 187 209 222 236 250 264 292 63 102 123 144 165 184 205 219 232 246 260 288 64 100 121 142 162 181 202 216 229 243 256 283 65 99 120 140 159 178 199 212 225 239 252 279 66 97 118 138 157 176 196 209 222 235 248 274 67 96 116 136 155 173 193 206 219 232 245 270 68 94 114 134 152 171 190 203 215 228 241 267 69 93 113 132 150 168 187 200 212 225 237 263 70 92 111 130 148 166 185 197 209 222 234 259 Weight per Foot in 139.0 157.8 176.2 194.2 211.8 247.7 259.6 271.5 283.4 295.3 319.1 Pounds. CAMBRIA STEEL. 337 GRILLAGE BEAMS FOR FOUNDATIONS. In designing foundations for walls or columns carrying heavy loads resting upon the soil, it is necessary to distribute the weight over a suitable area, and this is readily accomplished, in a small depth, by using a grillage composed of steel beams imbedded in concrete, thus obviating the necessity of large masses of masonry and deep excavations. For heavy loads on soil of small bearing power three tiers of beams may be necessary, while for lighter loads and soil of greater bearing power two tiers of beams will ordinarily suffice. The grillage beams which are to be surrounded by concrete should be spaced not less than 3" apart in the clear between the flanges, so that the concrete may be thor- oughly rammed between them, and gas-pipe, or standard cast-iron separators should be used to maintain the beams in proper position. Knowing the total weight to be carried and the allowable intensity of loading per square foot of the supporting soil, the area of the footing required can be readily found, which, taken into consideration with any other conditions limiting the form or proportions of the footing, will determine the external dimensions of the foundation. The beams may be considered as subjected to a uniform load extending over a por- tion of their upper surfaces, the center of which is at the center of length of the beams, and as being uniformly supported from below throughout their length. Under these circumstances, the maximum bending moment will occur at the center of the beam and, using the notation given for the upper tier in the sketch below, this bending moment for one beam will be as follows : Bending moment in inch pounds = — (c — b) o in which c and b are expressed in inches and W is the total weight in pounds on one beam, obtained by dividing the total load by the number of beams composing the tier in question. This formula for the bending moment is the same as that for a beam of the length (c — b) supported at the ends and uniformly loaded with the total weight W, so that the proper sizes of beams, bending considered, may be obtained directly from the tables of safe loads uniformly distributed for Cambria I-Beams,on pages 106 toll? inclusive, or for cases in which the lengths are shorter than those given in these tables, the sizes may be calculated from the coefficients of strength or the section moduli given in the tables of properties of I-Beams, pages!82 to 185 inclusive, tak- ing care, however, to use as the length, the distance (c — b), for the upper tier, and the corresponding figures for the other tiers. • After determining the size of beam required based upon bending, as stated above, an examination should also be made of the capacity of the beam web to resist buck- ling. This may be done by considering the web as a column of height equal to the clear distance between the fillets and calculating the safe load therefor by the use of the tables of strength for steel columns or struts, on pages 218 to 221, using the proper safety factor. If the beam web is found insufficient as a column when calculated in this manner, a beam with a web of greater thickness should be tried until one is found that will meet this requirement and the conditions for bending ; or it might be more economi- cal, in some cases, to use the beam with the thinner web and provide it with suffi- cient separators, fitting between the beam flanges, or stiffeners secured to the web to assist it in resisting as a column. 328 CAMBBIA STEEL. EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. Live Loads for Floors in Different Classes of Buildings, Exclusive of the Weight of the Materials of Construction. (Revised to 1917.) Pounds per Square Foot. No. City. Dwell's. Apart- ments, Hotels, Tenements or Lodgings. Office Buildings. Schools or Places of Instruction. Buildings for Public Assembly. First Floor. Upper Floors. 1 Atlanta 60 150 75 75 90 2 Baltimore 60 150 75 75 75(a), 125 3 Boston 100(b) 50 100 100 125 4 Buffalo 40(d) 70 70 70 100 100 5 Chicago 50(e) 40 50 50 75 100 6 Cincinnati 40 100 50 60 100 7 Cleveland 60(u) 80 125 80 / 80(a) \125 f!25(c) \100 8 Denver 40 50(h) 70 70 50(a) 80(a) \ 120(0 9 Detroit 80(f) 50 125 75 /100(c) 1 75 / 80(8) 100 10 Hartford 50 100 100 120 11 Jersey City 60 150 75 '"75"' 90 12 Los Angeles f!25(t) 75 75 125 13 Louisville \ 60 60 150 75 75 100 14 Milwaukee 30 80 40 / 40 \ 60 / 80 I 50(a) 15 Minneapolis 50 100 75 100 125 16 Newark, N.J.... 60 150 75 75 90 17 New Haven /100(g) I 60 75 110 18 New Orleans i 70(b) \ 40 70 70 /125(c) \ 60 125 19 New York 40 60 60 75 100 20 Philadelphia 70 100 100 120 21 Pittsburgh 50 70 (h) 70 70 70 125 22 Portland, Ore. ... 100 60 / 80(c) i 60 / 80(a) \100 23 Providence 100(b) 50 150 75 /125(c) \ 60 25 24 Rochester 60(h) 50 70 70 . 70 70 25 St. Louis 60 150 70 100 100 26 St. Paul 50 125 60 125(c) 60 125 27 San Francisco 60 60 60 125(c) 75 (a) 75(a) 125(c) 28 Seattle / 75(b) \ 40 125 50 100(c) 75 75(a) 100 29 Syracuse 60 ilOO(g) 100(g) 75 90(c) , 75 80(a) 100 30 Washington / 75(g) \ 50 110 ) 75 g 75 8 75 110 31 Worcester, Mass.. 60 125 75 75 125 (a) Where seats are fixed; (b) Public rooms exceeding 500 sq. ft. area; (c) Assembly rooms; (d) Occupied by less than 25 persons; (e) Sleeping accommodations for 20 or more persons; (0 First floor— Hotels, Tenements and Lodging Houses; (g) Rooms and apaces for public use or common use of tenants; (h) Tenement Houses and Hotels. CAMBBIA STEEL. 329 EXTRACTS FROM THE BUILDING LAWS OP VARIOUS CITIES. Live Loads for Floors in Different Classes of Buildings, Exclusive of the Weight of the Materials of Construction. (Revised to 1917.) Pounds per Square Foot. Stables or Carriag* Houses. Garages. Ord. Stores, Light Manu- facturing, Light Storage. Stores (Heavy Materials,) Warehouses, Factories. Roofs. Side- walks. No. Slope <2&°. Slope >20°. 75 100 120 125 125 120 100 100 / 125(q) \100 150 /125(q) \130(r). 100 125 120 150 150 250(k), 175 250 150 100 150 200 150 / 200(s) I 175 125 150 150 150 ' ' ' i50' ' ' 150 200 120 150 200 200 250 200 150 200 250 40(i) 40(i) 40(m 40(j) 25(j) 25(j) 35(m 40 40 50(i) 50(i) / 20(v)(u) \30 40 30 30(i) 50(i) 40(i) 30(m) 40 30 / 50(j) \ 40(m) 40 40(m) 400) 40(m) 30(j) 200X0 200 200 k 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 '40(n) / 40(o) \ 100 75 80 400) 250) 250) 30(i) 20 40 50(i) 30(j) / 20(v)(u) \30 30(j) 30 30(i) 30(j) 40(i) 30(j) 30 50(j) 40 400) 300 200 250 ' '366' ' 300 150 30C(j) 300 300 300 300 / 40(o) 1100 "f'ioo"' 1 150(q) / 60(p) \80 / «0(p) \80 75 100 80 85 75 100 80 100 100 100 120 120 125 120 120 125 / 125(q) \ 100 125 100 150 100 125 125 125 110 125 120 120 80 / 50(n) \ 100 / 50' (n) I 100 300 150 250 85 75 75 80 300) 30(i) 40(j) 40 25(i) 50(i) 300) 200) 400) 40 25(i) 300) 125 125 200 150 200 125 125-175 300 (i) Per square foot of surface; (j) Per square foot, measured horizontally; (k) Heavy storage; (1) Where used for public assembly or special purpose use same load as floors; (m) Flat; (n) Private; (o) Ground area less than 500 sq. ft.; (p) Small; (q) 1st floor; (r) Light storage and manufacturing; (s) Heavy Merchandise storage; (t) Hotel corridors; (u) Dwellings; (v) Sheds and outbuildings. 330 CAMBKIA STEEL. EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. (Revised to 1917.) Pounds per Square Inch. No. City. Tension. Rolled Steel Cast Steel. Wrought Iron. Cast Iron. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Atlanta 16000 16000 16000 16000 16000 16000 16000 16000 16 000(d) 16000 16000 16000 16000 16000 16000 '"iebb'o"' 16 OOO(d) 12000 12 000 12000 12000 12000 12000 12000 12000 12000 3000 5000 '"3 bob"" Baltimore Boston Buffalo 3000 Denver 3000 3000 Detroit Hartford(f) Jersey City 16000 16000 12000 3000 Louisville Milwaukee, Minneapolis Newark, N. J 16000 16000 16000 16000 16000 16000 16000 / 14 500(c) \ 16 250(d) 16000 16000 16000 16000 16000 16000 "'iebbb'" 16000 '" iebbb'" 12000 12000 12000 12000 12000 12000 "3" 666'" 3000 New Orleans 3000 3000 New York Philadelphia 12500 12000 12000 Portland, Ore 3000 Providence(e) Rochester St. Louis(f) St. Paul San Francisco 16000 "'ie'bbb'" 16000 16000 16000 16000 16000 16000 12000 3000 16000 16000 16000 / 10 OOO(b) \ 16 OOO(a) 16000 16000 12000 12000 12 000 3000 Seattle Syracuse Washington Worcester, Mass 3000 3000 3000 12000 12000 (a) Annealed; (b) Not annealed; (c) Mild Steel; (d) Medium Steel; (e) CAMBRIA STEEL. 331 EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOB STEEL AND IRON. (Revised to 1917.) Pounds per Square Inch. Extreme Fibre Stress (Bending). No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Steel Wrought Iron. Cast Iron. Rolled Beams. Rolled Pins, Rivets and Bolts. Riveted Beams Net Flange Section. Rolled Beams. Rolled Pins, Rivets and Bolts. Riveted Beams Net Flange Section. Compress- ion Side. Tension Side. 16000 16000 16000 16000 16000 16000 16000 16000 16000 20000 20000 22500 14000 15000 " ie bob" 12000 ' 12 odd ' 12000 12 000 15000 15000 18000 12000 16000 16000 16000 13000 10000 16000 3000 5000 300 • 3000 3 000 3000 12000 25000 24000 24000 16000 16000 16000 16000 12000 ' 12 boo' 12000 12000 12000 12000 16000 20000 14000 12000 15000 12000 16000 3000 16000 16000 16000 16000 16000 16 000 16000 20000 25000 15000 iz bob 12 000 12000 12000 12000 15000 16000 10000 ' ie boo 3000 3 000 ' '3 boo 16000 14000 16000 12000 12 000 12 000 20000 20000 22000 20000 15000 15000 18000 16000 16000 3000 3000 3750 16000 16000 16000 24000 20 000 16000 15000 12000 15000 12 000 16000 3000 16000 20000 14000 12000 15000 12000 16000 3000 16000 16 000 16000 16000 16000 16000 20000 ' '24 000 ' 20000 20000 20000 14000 15000 16000 16000 14000 16000 12000 15000 12000 16000 3000 3000 3000 2500 3000 3000 12000 12000 10000 16800 16000 16000 12 000 12000 15000 15000 12000 12000 Determined by the best modern practice; (f) Building Laws being revised, 1917. 332 CAMBBIA STEEL. EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOB STEEL AND IRON. (Revised to 1917.) Pounds per Square Inch. Ho. City. Compression. Rolled Steel Cast Steel Wrought Iron. Cast Iron (in short blocks). Steel Pins and Rivets Bearing. Wrought Iron Pins and Rivets Bering. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Atlanta 16000 16000 16000 16000 16000 16000 12000 12000 12000 16000 16000 16000 15000 10 OOO(a) 16000 ' is boo" (b) 20000 20000 18000 15000 /20 OOO(f) \25 OOO(s) 20000 20000 18000 /15 OOO(f) \20 OOO(s) 15000 15000 15000 15000 Baltimore Boston Buffalo Chicago Cincinnati Cleveland Denver Detroit Hartford(l) . . . Jersey City... Los Angeles(j) Louisville Milwaukee Minneapolis . . Newark, N. J. New Haven. . New Orleans.. New York.... Philadelphia.. Pittsburgh.... Portland, Ore. Providence (j) Rochester St. Louis(l) . . . St. Paul San Francisco Seattle UOOO(a) 16000 14000(a) 16000 16000 10 OOO(a) 12000 12000 ' i2'666('t')' 15000 12 OOO(t) (b) (b) 75% Steel 16000 16000 12000 16000 20000 15000 16000 12 000 (a) 16000 16000 16000 16000 16000 /14 500(c) \16 250(d) 16000 16000 16000 12 OOO(a) 16000 16000 ieobb 12000 10 000 (a) 12000 12000 12000 12000 12500 12000 12000 16000 8 OOO(a) 16000 16000 ' ie boo'" 11670 12000 16000 20000 20 OOO(k) 18000 20000 20000 18000 24000 /17 600(f) 22 OOO(s) J20 000(f ) 24 OOO(s) 20000 15000 is boo'" 15000 15000 15000 15000 f!4 400(f) \18 OOO(s) 20 000 (t) 15000 16000 16000 16000 ' ie boo"" 16000 16000 16000 16000 16000 16000 12000 16000 20000 15000 16 000 16000 16000 /10000(g) \16000(e) 16 000 16 000 12000 12000 12000 12000 12000 16000 16000 10 OOO(a) flO OOO(g) \16 000 16000 16000 20000 20000 (20 000 (f) 124 OOO(s) [16 OOO(h) 20000 20000 20000 15000 Syracuse Washington . . Worcester... 'i5bbo " 15000 (a) Based on gross section; (b) Based on values given by standard steel manufacturer's handbook; (c) Mild steel; (d) Medium steel; (e) Annealed; (f) Field rivets; (g) Not annealed; (h) Field rivets driven by hand; CAMBRIA STEEL. 333 EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. (Revised to 1917.) Pounds per Squaxe Inch. Shear. No. Steel Wrought Iron. Cast Iron. Web Plates. Shop Rivets and Pins. Field Rivets. Field Bolts. Web Plates. Shop Rivets and Pins. Field Rivets. Field Bolts. 9000 9000 10000 7000 10 OOO(a) 10000 10000 9000 10000 10000 10000 10000 9000 12000 10000 10000 10000 10000 8000 8000 10000 8000 10000 9000 '7 bod" 7500 7000 7000 8000 600(8 eoo " (G) 60 R 8 Boston (H) 120 R (B) 70 R (I) 4 Buffalo <90 R-12 000 > " (J) 40 D /Round (M) \Rectangular (N) 30 D /<90R-8000 j> " (K) 40 D 5 Chicago (0) 14 000 max. 120 R (Q) 70 R /' (P) \10 000 max. 6 Cincinnati . . . /<70R-13000 \> " (J) 180 R [Round (T> \ Rectangular (S) [Others (U) 180 R 7 8 Cleveland(f). Denver (f) (J) 120 R (f) (EE) SOD 30 D (f) (K) 9 Detroit /< 60 R-12 000 \> " (0)(b) 44D Round (T) SOD 75% Steel . 10 Hartford(e).. ft Jersey City. . LosAngeles(d) (A) 120 R (B) 70 R (C) 120 R 13 Louisville /<70R-13 000 (> " (CC) 120 R ( Round (T) •< Rectangular(S) 1 Others (U) 120 R 14 15 16 Milwaukee... Minneapolis.. Newark.N.J. (J) (J) (A) 120 R 40 D 120 R (Q) /Round (V) \Rectangular(W) (B) 25 D 30 D 70 R (P) (K) (C) 120 R 40 D 120 R L = Length in inches; R = Radius of Gyration in inches; D = Diameter or Least Dimension in inches. FORMULAE: 1100° J°K L (C) 14000-80^ IX 14000 (D 1+1000R2 16000 ~ L2~ H~20000R2 12000 (M) 1400° 1 + (N) 600 D2 14000 1 + 13 500 R2 1+20000R2 (J) 17100-57^- J\. (K) 10 600 - 30^- J\. (b) 85% for soft steel. 1 850 D2 (O) 16 000 - 70— (P) 12 000 - 60 D- JV (Q) 10 000 - 60- CAMBRIA STEEL. 335 EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. (Revised to 1917.) Pounds per Square Inch. No. City Columns Steel Cast Iron Wrought Iron Formula Mai. Length L= Formula Max.' Length L= Formula Max. Length L = 17 18 19 20 21 22 23 24 27 28 New Haven.. . New Orleans- New York.... Philadelphia. . Pittsburgh. . . . Portland, Ore. Providence... . Rochester St. Louis St. Paul San Francisco . Seattle Syracuse Washington.. . Worcester 12 500(c) (H) (0) /Mild Steel (X) iMed'm" (Y) (GG)Max.lSOOO (A) . . . _ . . . & / <30 R-12 000 1 > " (DD) / (0) \14000max. (A) (A) (A) / 40 D \120R 120 R 120 R 140 R 120 R 120 R "l20R 120 R 120 R 120 R 120 R 13 330(c) (B) (BB) (Z) (HH) Max. 9000 (B) 20 D 70 R 70 R 20 D 70 R 70 R 10 OOO(c) (D (AA) ( 40D \120R 120 R 140 R 120 R 120 R 'i20R (C) i (T) /Round (EE) (Rectangular(FF) (Q) (BB) (B) (BB) 70 R 25 D 20 D 70 R 70 R 70 R (C) (P) . . . .^. . . . 'i20R L Diai (S (T a (V (V (c prac = Length in neter or Leas FORMULA (cc ^ 10 000 inches; R = t Dimension i ntinued) : — (X (Y m (AA; (BB for use with C Iding Laws bei Least Radius of Gy n inches. ^ 14 500 ration (CC) (DD (EE) FF) (GG) (HH) (II) Basec See Bu in inches; D = 17000-57 4r S\. ) 15 000-50-^ xC 8 000 11 L2 1! ^ 1 1 067 D ^ 10 000 1 13 500 R' . 16 250 11 L° 1 800 D' P> 10 000 1 1 LS h 800 D' 8000 1 11 000 R' 11 670 1 ! L2 1 6 400 R ) 13 330 11 L! L2 H L2 400 D' 12 500 1 1 067 D' 19000- 100 -J±- JX 10500-50 4r XV 11100-220-1^- JK '. on best modern ilding Laws. ' 400 D' 0 13 330 1+ LS 1 1 ) 900( rordon ng rev 5 000 R* . ,n L 1 1 LJ ' 500 D* ) Coefficients tice. (e) Bu ) 40 R 's Formula, (d) ised, 1917. (f) 336 CAMBRIA STEEL. EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. Allowable Unit Stresses for Masonry and Building Materials. (Revised to 1917.) Pounds per Square Inch. No. City. Compression. Concrete. Hubble Stonework. S S** 111 111 jl Hi 111 111 If 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Atlanta Baltimore. . . Boston Buffalo Chicago Cincinnati . . . Cleveland.... Denver Detroit Hartford.... Jersey City . . Los Angeles.. Louisville Milwaukee . . Minneapolis . Newark, N.J. New Haven. . New Orleans. New York... Philadelphia. 230 400 417 56 (a) {400 (d) \350 (e) 908 400 56 417 153 230 278(a) 208 350 125 125 111 111 140 125 111 100 97 70 70 50 56 (a) /350(d,f) \300(e,f) 208 350(h) 139 417 153 208 278 (a) '/'250'(k) \ 300(f) 208 (h% 70 f 200 (b) \100 (c) 167 150 ri20(b) { 60 (c) 83 "s'e-iii 70 125 "l67" 111 "f'83" I 97(g) 111 111 139 125 111 140 111 97 70 111 83 175 167 140 167 125 125 111 400 f 500(i) \300 230 208(a) 97 111 97 90 83 70 208 208(a) 125 111 500 208 400(f) 208 210 150(f) 140 139 110 100 111 70 Portland.Ore. Providence . . Rochester. .. St. Louis...., St. Paul San Francisco Seattle Syracuse .... Washington.. Worcester.... 347 222 230 250(h) 500 277 400 400 400 278 278(k) 195 208 111 125 83 111 f 208 (b) 1 167(c) / 139(c) \ 153 (b) 140 / 167(b) \ 139(c) / 97lb) I 70(c) 97 f 139(b) \ 83 (c) / 83 (b) 1 56(c) 70 / 1250rt I 97(c) 111 400 277 350(f) 300 320 208(k) 125 111 200 100 125(g) 80 Yl20(b) I 60(c) f 200(b) \ 100(c) 110 140 139 100 125 111 80 111 111 111 111 97 97 70 70 (a) Foundations; (b) Coursed; (c) Ordinary; (d) Machine-mixed; (e) Hand- mixed; (0 1:2^:5; (g) Portland Cement Mortar; (h) 1:3:5; (i) 300 where height is 12 diameters; 500 for 5 diameters or under; intermediate heights, intermediate values; (j) Based on best modern practice; (k) 1 : 3 : 6. CAMBRIA STEEL. 337 EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. Allowable Unit Stresses on Masonry and Building Materials. (Revised to 1917.) Pounds per Square Inch. Compression No. Brickwork It I* ij i It i* si ** Sandstone (per Test) pa Hard-burned Brick^atwise 1 1000 •& i SSS Ija il2 II5 ill Jja J|s 250 250 f278q \250r 167q /350v \175u 250 200 125 208 208 t 250 208 250 /ISO \250t 208 250 208 J250q \167u 250 208 208 208 |250q \208r /125 t I 70u 150 167 175 125 208 t 208 208 167 /139 \160t 208 160 160 /167q \139r 125 150 /153g \125 160 160 111 160 160 160 111 111(1) JUlqp 1 97rp / 83 t 1 42 u 100 111 100 40 97 111 t 111 111 111 f 83 \120 t 111 111 111 (125 q 1 83 u 110 211 riooo- 12400 J1000- \2400 833 1200 f 700- \2300 1000 556 / 600- 11200 J1000- \2000 556 f 400- U600 400 n 417 2000 1500 m 300 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 600 fiooo- \2400 1000 560 400 f 400- 600 1600 400 167 /1000- \2400 1200 1 700- \2300 60(^ \1200 400- \1600 2000 300 1000 1000- \2400 1200 / 700- \2300 f 600- \1200 f 400- \1600 2000 2000 300 1000 830 1000 1200 1000 550 700 550 600 415 400 210 160 167 1000 f!67u \222v J181u \222v 250 300 250 208 175 v 250 250 208 f!39u \167v 208 210 208 208 175 ' i67 ' (139u \167v Jlllu \139v 160 225 g 139 125 v 160 g 160 139 1111 u \139 v f 83 u till v 111 120 111 97 100 110 111 111 [1000- \2400 1200 J1300 . w, x / 600- \1200 f'eoo^- 11200 400- 1600 '466^ U600 300 ji50- \300 1000 1000- 12000 389y 800y 1000- \2400 / 700- \2300 1200 1200 1300 1300 1200 400 f 700- \2300 a f 600- U2J30 235- i 350 I 400- 1600 2000 2000 2000 300 '306 1000 1000 1000 (1) Mortar 1:3; (m) Falls Road Stone; (n) Cement Stone; (o) Mortar 1:2; (p) Mortar 1:6; (q) Hard-burned Brick — first-class work; (r) Same — Ordi- nary work; (t) Hard-burned Brick; (u) Common Brick; (v) Higher values for special Brick; (w) Local; (x) Medina— 2000; (y) Granite Masonry. 338 CAMBRIA STEEL. EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. Allowable Unit Stresses for Masonry, Etc. (Revised to 1917.) Pounds per Square Inch Ho. City. Extreme Fibre Stress (Bending). Granite. Green^h Gneis8. Limestone. Slate. Marble. fa 31 2 6 14 24 26 29 Atlanta, Newark Jersey City Worcester Baltimore Cincinnati Milwaukee Rochester St. Paul Syracuse 180 180 50 150 150 150 150 400 400 120 120 180 180 180 150 150 " 150(b) 150 150 400 400 400 120 120 120 Safe Bearing Capacity of Soils, Etc. Tons per Square Foot. Bo. City. Soft Clay. Ordinary Clay and Sand, in Layers, Wet and Springy. Loam, Clay or Fine Sand, Firm and Dry- TeryFirm Coarse Sand, Stiff Gravel or Hard Clay Piers of Stone, Brick and Con- crete in Caissons. Carried down to Rock. Carried down to Firm Gravel or Hard Clay. Open Cais- sons or Sheet Pile Trenches, to Rock. I 3 4 5 6 7 j 12 13 14 15 16 17 18 19 20 21 22 23 24 26 27 28 29 30 Atlanta Baltimore Boston 1 1 2 2 2-3 3 3-4 6(a),4 15 20-24 8-10 12-18(d) 8 Buffalo 3K 1K-2H 8(c),5 3-8 4.8(d) 4 4 4 ( 4-5(c) 6(d) I 20(h) 4 4 4(f) IK 1-2 IK 1-2 2 2 le 2 2 2 W-2K 4 2-4 3 3 3 2-4 2K 3 3 3 1 K(g), 1 1 1-3 {'¥> i i '"0.7" i ' i6(ii) ' Cleveland Denver Detroit Jersey City Los Angeles Louisville Milwaukee Minneapolis Newark, N.J... New Haven New Orleans. . . . New York. . . Philadelphia . 15 10 8 15 10 8 2 3-4 4-6 6(c) 3*s< 8-40 Pittsburgh Portland, Ore.. . Providence Rochester St. Paul San Francisco... Seattle ... . \20ft.; (n) Capping, on top of heads; (o) In clear between piles; (D) For 2VVH 2 W TT Drop Hammer, r; (S) For Steam Hammer, ™ • where W= Weight of p • hammer in Tons; H = Height of drop in Feet; P = Penetration of last blow (or averageof last several blows)inlns.; (p)Poundspersq.in. ; (q1Lengths25 ft. 340 CAMBKIA STEEL. EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR TIMBER. (Revised to 1917.) Pounds per Square Inch. No. Clt7. Compression. Oak. Yellow Pine. White Pine With Grain. Across Grain. With Grain. Across Grain. With Grain. Across Grain. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 25 26 27 28 29 30 31 Atlanta Baltimore Boston Buffalo Chicago 900 1000 810(e) 800(c) 900 900 8dd(c) 1000 800 600 600(e) 1000 1000 900 1000(g) [llOO(g.d) \ SOOtf) 1000 "1666"' 1250 600 600 500 800 800 630 700 700(c) 800 400 400 250 500 800 300 250(d) 600 350 200 (c) 400 300 400 Cincinnati Cleveland.. Denver Detroit Hartford(q) Fersey City Los Angeles (a) 700 875 900 800 1000 600 800 Louisville Milwaukee Minneapolis Newark, N. J.... New Haven(a) 1000 1500(e) 800(e) 1100 600 500(e) 1000 / 1500(g) \ 1200(f) 1000(h) 1500 600 / 350(g) \ 300(f) 800 1100(d) 700 800 400 200(d) 400 800 600 New Orleans f 400(f) I 500(g) 1000(g) 550 1000(b,f) 800 (b,f) New York Philadelphia Pittsburgh (a) 1400 1000 1600(g) 750 Portland Ore 900(1) 200U) Providence (a) Rochester 900 800 1000 600 800 400 St. Louis (q) St. Paul San Francisco Seattle 1000 700 1100(h) 600(h) 900 800U) 400 200(1) Syracuse Washington Vorcester(a) 900 900 800 800 / 800(f,b) I 1000(g) 1000 / 400(f,b) Uor 800 800 400 400 (a) Based on best modern practice; (b) Applies also to North Carolina Pine; (c) Also for Norway Pine; (d) Also for Douglas Fir; (e) White Oak; (f) Shortleaf ; (g) Longleaf ; (h) Also for Washington or Oregon Fir; (i) Douglas or Yellow Fir only. CAMBRIA STEEL. 341 EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR TIMBER. (Revised to 1917.) Pounds per Square Inch. Compression. No. Spruce Locust. Hemlock. Chestnut. With Grain Across Grain With Grain. Across Grain. With Grain. Across Grain. With Grain. Across Grain. 800 800(b,k) 630 400 400(b,k) 250 1200 1200 1000 1000 500 600 500 500 1 2 5 § 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 700 500 500 150 500 200 500 1000 800 ' 700 ' ' ' 950(n) 400 1200 1000 700 750 600 (r) 850(m) 800 i iibb'(o)' \1000 800 800 400 1800 1000 500 500 500 1000 600 900 600 600 500 200 600 1100(m) 1000 240(m) (300(o) \200 1000(n) 760(n) 1200 250(n) 400 1000 500 500 1000 1200(d) 500 ' isob'ti)' ' 200(m) 800(d) 300 1200 1000 800 350 800 250 400(i) 1200(j) 250Q) 800 400 1200 1000 500 500 500 1000 800 800 800 800 800(k) 400 200 300 400 400(k) 1200 1600(0 1600(i) 1000 300(i) 400(i) 500 9000) 1400(p) 600 300 250(j) 350(p) 300 800 400 500 1000 1200 1000 (j) Red Fir only; (k) Also for Virginia Pine; (1) Also for Redwood; (m) Cypress only; (n) Norway Pine only: (o) Cedar; (p) Western Hemlock; (q) Building Laws being revised, 1917; (r) Colorado, Texas or Mexican Hemlock. 342 CAMBBIA STEEL. EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR TIMBER. (Revised to 1917.) Pounds per Square Inch. No. City. Extreme Fibre Stress (Bending). Yellow Pine. White Pine. Spruce. Oak. locust. Hem- lock. Chest- nut. 800 1 2 I 5 6 7 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 §6 ty 28 29 30 31 Atlanta 1200 1800(1) 1500(1) 1800(1) /1 000(s) \1300(l,rr) 1200 1600 1260(a) 1250 800 1000 1000 1080(b) 800(b) 800 1250 " 750 " 800 1350(f) 1000 1000 1500 1000(d) 1350 1200 1000 1250 1170(w) 1000(d) 1200 600 1000 Baltimore Boston Buffalo Chicago Cincinnati . . . Cleveland Denver .. 1080 600 600 1000 720(v) 800 1200 ' '950(e) 800 "756" Detroit Hartford (u).... Jersey City.... Los Angeles — Louisville Milwaukee Minneapolis — Newark, N. J.. New Haven — New Orleans... New York... Philadelphia... Pittsburgh (k) . . 1200 1620(c) 1200 f!500(s) 11800(1) 1620(a) 1500 1800 / 1200(s) \1500(1) 1600(1) 1600(1) 800 1260 /i266(e) 11000 1080(b) 800 1080 800 1260 1000 1000 2160 1000 1500(d) 1350 1100 1350 1200 130000 1200 900(o) 600 800 800 700 1080 600 954 1100(p) 800 1260 800 1200 1200(m) 1100 1200 800 900 1000(s.g) Portland, Ore... Providence Ok).. Rochester St Louis(u). 1600(h) ' mo 900 "soo" 1000(i) "soo" 800(j) 1000 1200 600 800 St. Paul 1200(a) 1200(h) ieoo(h) / 800(8) (g) 11200(1) 1200 800 700 800 700 1000 800 800 1000 8000) 1200 750(j) 600 1400(0 600 800 San Francisco . . Seattle Syracuse Washington.... Wbrcester(k). 700 800(0 1200 1000 1200 800 (a) Also for Washington and Oregon Fir; (b) Also for Norway Pine; (c) Oregon Pine only; (d) White Oak; (e) Norway Pine only; (f) Also for Virginia Pine; (g) Also for North Carolina Pine; (h) Douglas Oregon Yellow Fir only; (i) Washington or Red Fir only; (j) Redwood only; (k) Based on best modern practice; CAMBRIA STEEL. 343 EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR TIMBER. (Revised to 1917.) Pounds per Square Inch. Tension. No. Yellow Pine. White Pine. Spruce. Oak. Hemlock. 1200 1800(1) ""/iboofsf" tl300(l)(m) 1200 800 1000 800 1200(f) 1000 1500 600 800 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 800(b) 800 1200 1000 600 600 (n) 800 1200 800 800 1000 600 1200 JlOOO(s) \1200(1) 1200(a) 1200 1000 1200(d) 1000 1000 600(r) 600 700(q) 800 800 800(m)(b) 800 800 / 900 (s) \ 1200(1) 1800(1) 700 800 (m) 1250 1200 600 1000 1300(h) 800 1000(i) 700(j) 1200 800 800 1000 600 1200(a) 120000 1600(h) / 800(s) \1200(1) 1200 800 700 800 800 800 700 1000 800 800(f) 1000 1000(i) 600 700$ 1400(t) 600 1000 1000 (1) Longleaf ; (m) Also for Douglas Fir; (n) Also for Chestnut; (o) Cypress only; (p) Cypress and Cedar only; (q) Also for Cedar; (r) Also Cypress; (s) Shortleaf ; (t) Western Hemlock; (u) Building Laws being revised, 1917; (v) Colorado or Mexican; (w) Also for Texas fine, Spruce or Hemlock. 344 CAMBRIA STEEL. EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR TIMBER. (Revised to 1917.) Pounds per Square Inch. No. City. Shear. Yellow Pine. White Pine. Spruce. With Fibre. Across Fibre. With Fibre. Across Fibre. With Fibre. Across Fibre. 1 2 3 4 5 6 7 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Atlanta Baltimore Boston Buffalo(r) 70 100(1) 100(1) 500 500(1) 40 85 80 250 350 50 90 80 320 350 Chicago Cincinnati Cleveland,, Denver(q) Detroit Hartford(q) Jersey City Los Angeles (e)... Louisviue Milwaukee Minneapolis(r) . Newark, N.J.... New Haven(e). (120(s) \ 130(1) (c) 70 150 'iooaj'" 70 80(d) 40 100 '"so"' 500 500 500 250 400 40 " 80 " " 250 40 250 50 125 320 750 80 /150(s)(c) 1176(1) 70 400 / 1000(8) \ 1250(1) 500 ' /i20(n) ' .\100 500 40 250 50 320 New Orleans New York Philadelphia. . . . Pittsburgh (e). / 65(s) ( 70(1) 150(1) 100(1) 1000(1) 1125 50(0 100 500 100 75 ' 'iddtio ' 500 750 "edo'oi)" Portland, Ore. . . . Providence(e) . . . Rochester St. Louis(q) 150(g) 500(g) 100 '46 500 ' ' '250 ' ' ' 70 500 50 320 320 500 300 320(k) St. Paul San Francisco . . . Seattle Syracuse Washington Worcester(e) 70(j) 150(g) 200(g) / 50(s) {?r 500(j) 750(g) '/300(sj" \500(1) 500 50 100 50 40 250 500 300 250 50 100 130 50 50(k) (a) Virginia Pine only; (b) White Oak; (c) Also for Douglas Fir; (d) Also for Norway Pine; (e) Based upon best modern practice; (f) Cypress only; (g) Douglas or Yellow Fir only; (h) Red Fir only; CAMBBIA STEEL. 345 EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR TIMBER. (Revised to 1917.) Pounds per Square Inch. Shear. No. 1 2 3 4 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 11 23 24 25 26 27 28 29 30 31 Oak. Locust Hemlock. Chestnut. With Fibre. Across Fibre. With Fibre. Across Fibre. With Fibre. Across Fibre. Across Fibre. 100 100 150(b) 600 720 100 90(a) 720 400(a) 40 75 275 350 150 150 60 40 80 200 100 100 "'l50(bj' 270 300 150 600 400 100 '"90(n)" 720 720 100 " "so" " 240(b) 600 100 40 275 150 400 1000(b) 100(m) 400(m) 100(o) 40 600 275 150 100 600 100 720 200 lOOO(cHs) 100 63 600 625 80(i) 400(i) '"iso"' 150 100 100 125(h) 600 600 600(h) 100 720 40 275 275 100 100(i) 720 400(i) 40 180(p) 35 100 100 600 600 250 100 720 (i) Redwood only; (j) Also for Washington Fir; (k) Also for Virginia Pine; (1) Longleaf; (s) Shortleaf; (m) Cedar only; (n) Norway Pine only; (o) Also for Cypress; (p) Western Hemlock; (q) Building Laws being revised, 1917. (r) Do not specify. 346 CAMBKIA STEEL. EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR TIMBER. (Revised to 1917.) Pounds per Square Inch. No. City. Columns. Longleaf Yellow Pine. White Pine, Norway Pine and Spruce. Oak. Chestnut and Hemlock. Locust. Maxi- mum Length L = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Atlanta (A) f <12D (C) (F) f<12D-1000 \> " (F) (M) /<12D-1000 \> " (F) (u) f<12D-1000 1 (0) K12D-1250 \> " (F) (B) /<12D (C) \> " (E) (G) |<12D-700 (M) /<12D-700 \> " (J) (u) .<12D-700 (0) f<10D-875 (D J<12D(C) (H) /<12D-800 (M) (<12D-800 \> " (K) (u) <12D-800 (0) KlOD-1000 5A (B) f<12D(C) /<12D(C) \> " (E) SOD SOD Baltimore Boston Buffalo Chicago Cincinnati Cleveland(m) Denver..., Detroit Hartford(m). f<12D-700 \> " (J)(c) (M) (c) SOD 180 R 150 R 24 D (u) <12D-700(c) (0) <12D-600(v) (0) Jersey City... Los Angeles (1) Louisville (A) (B) (D M,B, .Mm, SOD f<12D-1000 f<12D-1000 120 R SOD SOD Milwaukee . . . Minneapolis . . Newark, N. J. l> " (F) <15D-1125 <12D-1000 (A) f<15D-825i f<12D-700 (B) l> " (F) /<15D-1125 j> " (T) |<12D-800 (D f<15D-675 )<12D-600 \> " (J)(c) /<15D-750j l> " (T) IK (B) L = Length of column in inches; D = Diameter or least dimension of column in inches; R = Least radius of gyration in inches; C = Allowable compressive unit stress (with grain) for that wood. (a) Also for Norway Pine; (b) White Pine only; (c) Hemlock only; (d) White Pine and Spruce only; (e) Also for Washington and Oregon Fir; (f) Spruce only; (g) Oregon Pine only; (h) White Pine and Virginia Pine only; (i) Also Douglas FORMULA:— (E) C - 125^ (H) 900 - 9 ^- (A) 1000 -18^- (F)lOOO-lOg- (1)900-17^- (B) 800 - 15^- (G) 700 - 7 ~ (J) 625-6^- CAMBBIA STEEL. 347 EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. ALLOWABLE UNIT STRESSES FOR TIMBER. (Revised to 1917.) Pounds per Square Inch. No. City. Columns. Longleaf Yellow Pine. White Pine, Norway Pine and Spruce. Oak. Chestnut and Hemlock. Locust. Maximum Length 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 New Haven New Orleans. New York Philadelphia .... Pittsburgh(l) 1000 (N) (F) (W) (0) f 700(bW \800(f)(N) 900(N) (V) (k) (U)(t) SOD 30 D (I) (0) (W) (0) (0) (0) Portland, Ore.... Providence(l) — Rochester St Louis • (P) (P) (P) (P) (P) 1K(B) 20 D 20 D SOD (A) (B) (D M(B) St. Paul San Francisco . . . Seattle Syracuse . . (M) >15D(Q)(g) (P) / K(A)(s) I (A) (A) cm (M) (M) (M) (?) (B) (B) (h) (P) (D (D (P) (S) (c) (P) (A) 24 D 30 D 300 Washington Worcester(l).... L = Length of column in inches; D = Diameter or least dimension of column in inches; R = Least radius of gyration in inches; C = Allowable compressive unit stress (with grain) for that wood. Fir, Cypress and Cedar; (j) For Norway Pine, Spruce and Eastern Fir only; (k) Shortleaf; (<15D = 900); (1) Based on best modern practice ; (s) Shortleaf ; (t) Cypress only; (u) See Building Laws; (v) Colorado, Texas or Mexican Hemlock. (K) 750 — 7.5— (P) C (1 — ~) (U) 450 — 5 -^j- (M)C(l — ^) (Q) 1300 — 20^- (V)815 — 8^- (Nto GrrSs^FoSa!7 ^ 500 - 9 -^- (W) 1200 - 20 -£- (0)C(1-I^> ro^-ife 348 CAMBRIA STEEL. EXTRACTS FROM THE BUILDING LAWS OP VARIOUS CITIES. Allowable Unit Stresses for Reinforced Concrete. (Revised to 1917.) Pounds per Square Inch. Ratio Concrete — Allowable Unit Stresses. Moduli or Compression. No. City Concrete Elastic- vujr. Mixture. ity Pitreme T_ eUflo- Tftwei/wi DnrA Steel to Direct. Fibre in Hooped ouear, lension. uona.. Con- crete. Bending Columns 2 3altimore 2 : 4 15 /500(b) \500 500 1200(ff) 50 60 3 Boston. . . 5(h) 15 500 60 60 4 Buffalo 2:5 12 350'" 500 50 50 5 Chicago 2 :4 15 400 700 /566'(1) \500(d) 40 40 (w) / 50(x) 1 70(y) 6 Cincinnati 2 : 4 15 600 700 (z) 65 7 Cleveland 2:4 15 500 700 650 G) 40 40(w) f70 \50 m 8 Denver 2 :3 15 450 500 50 75 9 11 Detroit Jersey City.... f :lK:3t \ : 2 : 4 : 2 : 4 f!2 \'f 450 350 650 500 /"(z)" 1800 (1) (z) 40 50 f 80 \100(q) 50 12 Los Angeles — :2K:3K 15 650 800 f 40 \120(n) f 80(y) \120(q) 13 Louisville 1:2:4 15 f450(b) 650 f650d,l 50 .650 1540 14 Milwaukee 1:2:4 15 500(b) 700 f800(d) ^600 fl20(n) 1 60 cc /40aa i sn 600 (1) I 40 bb 1 8U 15 Minneapolis 1:2:4 no \15 600 dd 650 / SOOee \1830fl 50 /100(q) I 75(u) 16 Newark, N. J. . 1:2:4 15 450(b) 650 /650(d) 40 40 18 New Orleans. . . 15 500 (r) 650 (r) \540 50 (r) 50 19 New York. . . . 1 : 8 (h) 15 500 650 725 f 40 \150(n) jlOO(q) { 80 20 Philadelphia.... 1:2:4 15 500 650 750 /120(n) \ 40 /100(q) 1 80 21 Pittsburgh 1 : 6 (h) [^ 500 650 /540(ff) \450 120 90(w) 80 24 Rochester 1 : 6 (h) 15 J450(b) 1650 650 /540 (1) \650 60 /loO(p) I 80 25 St. Louis 1 : 6 (h) |20(ii) , 15 /300(ii) \500 flOO(ii) \800 500 JlOO(ii) ,175 65 26 St. Paul 1:2:4 15 500(b) 650 750(d) 50 / 80(q) \50 27 San Francisco. . 1 : 6 (h) 15 500 500 700 75 60 28 Seattle 1:2:4 15 450 667 500 (j) f!20(n) \ 60cc / 50(x) I 70(y) 30 Washington 1:2:4 15 /120(c) \450 ; 150 re) 1650 60 50 (b) Columns not hooped; (c) Cinder-Concrete; (d) Vertical bars with hoops; (e) Actual compression in concrete surrounding steel; (f) Floor slabs; (g) (jrirders and beams ; (h) Cement; aggregate; (i) Pure shear; (j) Spiral rein- forcement; (k) Minimum area, gross section; (1) Structural steel units encas- ing concrete- (m) High carbon steel; (n) Where thoroughly reinforced for shear; (o) Without sign or crack; (p) Where adequate mechanical bond is provided- (q) Deformed bars; (r) Rock or gravel concrete; (s) Slag concrete ; CAMBRIA STEEL. 349 EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. Allowable Unit Stresses for Reinforced Concrete. (Revised to 1917.) Pounds per Square Inch. Steel — Allowable Unit Stresses. Columns. Tests. No. 2 I 5 6 7 8 9 11 12 13 14 15 16 18 19 20 21 24 25 26 27 28 30 Tension. Com- pression. Compres- sion Vertical Reinforce- ment in Columns Shear. Maii- mom Length L "F Mini- mum Allow- able Dimen- sion Inches. Actual less Effective Diam. Indies. Ratio Test to Calcu- lated Load. Ratio Span to Maximum Deflection. / 12000 (v) \15000 16000 16000 18000 16000 fl8000(m) \16000 K(hh) flSOOOm.q \16000 16000 16000 16000 16000 /20000(m) \16000 J20000(m) \16000 16000 /20000(aa) \16000 16000 16000 /20000(m) \16000 J20000(m) 114000 /20000(m) 1 16000 20000 18000 16000 / SOOOv \7500 f SOOOv \10000 16 3 3 'f'" 2 4 2 2 800 700 400 10500 16000 160000) 10000 12000 10000 lOOOOw 10000 16 12 32(z) 15 15 15 12 30 15 15 15 15 7500 /' 9750(j) \ 7500 64(k) 10 3 2 4 2 4 2 3 3 3 3 4 15X(e) 16000 15X(e) 16000 10500 f 8000- \12000 / (z) \12000 (1) 6000 (ff) 7 64(k) 12 2 4 2(o) 2 flOOOg \ 300(f) /12000(d) t 7500(b) / 8000 dd 1 10000 ee ' 8100(d) I 6750(b) 10000 10000 4 4 4 3 3 2 4 4 3 4 16000 16000 7500 9750 /20000m \14000 / 8000- \12000 7500 14000 7500 6000 9000(d) 16000 (1) f 6750 1 8100(ff) / 9750(d) \ 6750(b) 15 15 15 ' 15 15 15 15 15 15 12 12 9 IK 2(o) 2 4500 12 10 8 50(k) f 7500(b) \10000(d) (ff) f 7500 (j) I 6750 10000 10000 12000 10000 2 2 2 flOO gg \ 300 (f) 700 700 (t) For columns; (u) Bars K inch or less; larger bars, proportionately less; (v) Soft steel; (w Diagonal tension; (x) Flat bars with size ratio less than 2, and high carbon rounds and squares; (y) Structural steel rounds and squares; (z) For hooped columns, see Building Laws; (aa) Cold drawn material as wire; (bb) Horizontal bars; (cc) Bent up bars; (dd) Square columns; (ee) Round core columns; (ff) Special cases, see Building Laws; (gg) For calculating deflections; (hh) Elastic limit; (ii) Burnt clay concrete. 350 CAMBBIA STEEL. EXPLANATION OF TABLES OF RIVETS AND PINS. RIVETS. In the design of riveted joints the total stress transmitted is assumed to be taken up by the rivets, no allowance being made for the friction between the plates riveted together, and the manner of failure of the joint will be by shearing of the rivet or crushing of the plate. This assumes that the rules given on page 358 are followed and failure by tearing off the plate caused by the rivets being too near the edge is thus prevented. In the table of "Shearing Value of Rivets and Bearing Value of Riveted Plates," pages 352 and 353, these values are given for all customary sizes and thicknesses corresponding to various usual allowable unit stresses. For any given size of rivet or thickness of plate to be used, an inspection of the table will show at once if the bearing value of the plate or the shearing value of the rivet is to govern the design and the amount of stress that can be transmitted by each rivet. PINS. In designing pin-connected joints the points which govern the design are the bending moments produced in the pin by the bars or plates connected, and the bearing value of the plates them- selves. The bearing value in the case of eye-bars of proper proportions is sufficiently ample and need not be computed. Shear in pins need not ordinarily be considered, as the bending and bearing stresses usually determine the size. In the table of "Maximum Bending Moments on Pins," pages 360 and 361, is given the allowable bending moments on pins of various diameters for the usual allowable fibre stresses. In the table of "Bearing Values of Pin Plates for One-Inch Thickness of Plate," on page 359, is given the allowable bearing values of plates against pins of various usual diameters, cor- responding to the customary unit stresses of this character. If the bearing value exceeds the allowable limit in any given case pin-plates must be added, thus increasing the bearing value until it is reduced to a safe limit as shown by the tables. CAMBRIA STEEL. 351 CONVENTIONAL SIGNS FOR RIVETING. SHOP FIELD / Two Full Heads. Countersunk Inside (Farside) and Chipped. Countersunk Outside (Nearside) and Chipped. Countersunk both Sides and Chipped. Ittsnm OUTSIDE. <, (FARSIDE) (NEARSIDE^ bOTH 0QQ Flattened to H" nigh or Coun- tersunk and not Chipped. Flattened to K" nigh. Flattened to K" high. This system, designed by F. C. Osborn, C. E., has for foundation the diagonal cross to represent a countersink, the blackened circle for a field rivet and the diagonal stroke to indicate a flattened head. The position of the cross, with respect to the circle (inside, outside or both sides), indicates the location of the countersink and, similarly, the number and position of the diagonal strokes indicate the height and position of the flattened heads. Any combination of field, countersunk and flattened head rivets liable to occur may be readily indicated by the proper combination of above signs. 352 CAMBBIA STEEL. SHEARING VALUE OF RIVETS AND BEARING VALUE OF RIVETED PLATES. All Dimensions in Inches. Shearing Value = Area of Rivet X Allowable Shearing Stress per Square Inch. Diameter of Rivet Area in Square Inches. Unit Stress =6 000 Ibs. Bearing Value for Different Single Shear. Double Shear. 1 T 5 TT 3 f 7 TV H y* ys M x i .1105 .1964 .3068 .4418 .6013 .7854 663 1178 1841 2651 3608 4712 1325 2356 3682 5301 7216 9425 1125 1500 1875 1406 1688 3281| 3938 4594 5250 1875 2344 2813 2250 2813 3375 3938 2250 2625 3000 3281 3750 4500 Diameter of Rivet. Area in Square Inches. Unit Stress =8 000 Ibs. ^Bearing Value for Different Single Shear. Double Shear. 1 f 5 TT 3 ¥ 7 TT M 1A M X H i .1105 .1964 .3068 .4418 .6013 .7854 884 1571 2454 3534 4811 6283 1767 3142 4909 7089 9621 12566 1500 2000 2500 1875 2250 3500 43751 5250 6125 7000 2500 3125 3750 3000 3750 4500 5250 3000 3500 4000 4375 5000 6000 Diameter of Rivet. Area in Square Inches Unit Stress =10 000 Ibs. Bearing Value for Different Single Shear. Double Shear. 1 T 5 TV 3 f 7 TV H y* H M % 1 .1105 .1964 .3068 .4418 .6013 .7854 1105 1964 3068 4418 6013 7854 2209 3927 6136 8836 12026 15708 1875 2500 3125 2344 2813 4375 5469| 6563 7656 8750 3125 3906 4688 3750 4688 5625 6563 3750 4375 5000 5469 6250 7500 Diameter of Rivet. Area in Square Inches. Unit Stress =12 000 Ibs. Bearing Value for Different Single Shear. Double Shear. 1 T A 8 ¥ 7 T~V % y* % H H 1 .1105 .1964 .3068 .4418 .6013 .7854 1325 2356 3682 5301 7216 9425 2651 4712 7363 10603 14432 18850 2250 3000 3750 2813 3375 7875 9187 10500 3750 4688 5625 4500 5625 6750 7875 4500 5250 6000 6563 7500 9000 In the above tables the bearing values between the lower and upper zigzag black lines are greater than single and less than double shear for the corre- sponding dimensions, so that in case of single shear, the single shearing value governs, and in case of double shear, the bearing value governs the design. CAMBRIA STEEL. 353 SHEARING VALUE OF RIVETS AND BEARING VALUE OF RIVETED PLATES. All Dimensions in Inches. Bearing Value = Diameter of Rivet X Thickness of Plate X Allowable Bearing Stress per Square Inch. Thicknesses of Plate in Inches at 12 000 Pounds per Square Inch. i A i ii t « 1 H 1 3000 I 3750 4219 4688 5625 6188 7219 6750 7875 8531 9750 9188 10500 9844 11250 12000 4500 5250 6000 5063 5906 6750 6563 7500 8250 9000 Thicknesses of Plate in Inches at 16 000 Pounds per Square Inch. i A 1 H I ii I H 1 4000 I 5000 5625 6250 7500 8250 9625 9000 10500 11375 13000 12250 14000 13125 15000 1600O 600o 7000 8000 6750 7875 9000 8750 10000 11000)12000 Thicknesses of Plate in Inches at 20 000 Pounds per Square Inch. \ A 1 H 1 H 1 it 1 5000 I 6250 7031 7813 9375 10313 12031 11250 13125 14219 16250 15313 17500 16406 18750 20000 7600 8750 10000 8438 9844! 10988 11250] 12500|13750j 15000 Thicknesses of Plate in Inches at 24 000 Pounds per Square Inch. * A 1 ±i I H 1 « 1 6000 1 7500 8437 9375 11250 12375 14437 13500 15750 17082 19500 18375 21000 19687. 22500 24000 9000 10500 12000 Theb< greater t cases the Theb less than 10125 11812 13500 aring va han dou shearing jaring va single sh 13125 15000 16500 18000 [lies above and to the right of the upper zigzag black lines are )le shear for the corresponding dimensions, so that in these ; values govern the design, ues below and to the left of the lower zigzag black lines are ear, so that in these cases the bearing values govern the design. 354 CAMBRIA STEEL. LENGTH OP RIVETS REQUIRED FOR VARIOUS GRIPS INCLUDING AMOUNT NECESSARY TO TORM ONE HEAD. Grip of Rivet in Inches. Diameter of Rivet in Inches. \" It" Amount in Inches to be subtracted from above lengths for Countersunk Heads. CAMBRIA STEEL. 355 WEIGHT OF 100 STEEL RIVETS. INCLUDING 100 HEADS. length Under Diameter of Rivet in Inches. Head. * 1 I * 1 Inches. Average Weight in Pounds. i* 9.2 10.5 17.0 IH IX 1/1 11.15 11.80 12.45 13.10 18.0 19.0 20.O 21.0 28.0 29.5 81.0 41.3 43.4 45.5 63.5 & 17s 2 JI28 15.00 15.70 24io 25.0 32.5 34.0 35.5 87.0 47.6 49.7 51.8 53.9 ill 71.7 74.4 ZYs ZU 2H 2y2 16.35 17.00 17.65 18.30 26.0 27.0 28.0 29.0 38.5 40.0 41.5 43.0 56.0 58.0 igi 85.*3 3 8 18.95 19.60 20.25 20.90 30.0 31.0 32.0 33.0 44.5 46.0 47.5 49.0 64.3 66.4 68.5 70.6 88.0 90.7 93.5 96.2 8H 18 34.0 35.0 36.0 37.O ig:B 53.5 65.0 72.7 74.7 76.8 78.9 99.0 101.6 103.8 107.1 W/a QH sy, 11:8 40.0 41.O 56.5 59^5 61.0 81.0 83.1 85.2 87.3 109.8 112.6 115.2 118.0 5 * 64.0 ?S:8 73.0 91.4 123.5 ii* 5M 6 76.0 79.0 82.0 85.0 1082 112.3 116.5 120.7 145.3 160.7 156.2 161.6 Weight of 100 Heads. 5.3 9.0 13.0 20.5 30.8 356 CAMBBIA STEEL. AREAS TO BE DEDUCTED TO OBTAIN NET AREA OF RIVETED PLATE. Square Inches. Thick- SIZE OF HOLE. ness Plates Inches. Inches. JL A >A A K A M « *A ii % JL 1 1A. y .06 .08 .0 9 .11 .13 .14 .16 .17 .19 .20 .22 .23 .25 .27 J_ .08 .10 .1 2 .14 .16 .18 .20 .21 .23 .25 .27 .29 .31 .33 % .09 .12 .1 4 .16 .19 .21 .23 .26 .28 .30 .33 .35 .38 .40 ff .11 .14 .16 .19 .22 .25 .27 .30 .33 .36 .38 .41 .44 .46 M .13 .16 .19 .22 .25 .28 .31 .34 .38 .41 .44 .47 .50 .53 JL .14 .18 .2 1 .25 .28 .32 .35 .39 .42 .46 .49 .53 .56 .60 % .16 .20 .2 3 .27 .31 .35 .39 .43 .47 .51 .55 .59 .63 .66 tt .17 .21 .2 6 .30 .34 .39 .43 .47 .52 .56 .60 .64 .69 .73 % .19 .23 .2 8 .33 .38 .42 .47 .52 .56 .61 .66 .70 .75 .80 o .20 .25 .3 0 .36 .41 .46 .51 .56 .61 .66 .71 .76 .81 .86 7S .22 .27 .3 3 .38 .44 .49 .55 .60 .66 .71 .77 .82 .88 .93 tt .23 .29 .35 .41 .47 .53 .59 .64 .70 .76 .82 .88 .94 1.00 1 .25 .31 .38 .44 .50 .56 .63 .69 .75 .81 .88 .94 1.00 1.06 l& .27 .33 .4 0 .46 .53 .60 .66 .73 .80 .86 .93 1.00 1.06 1.13 1§ .28 .35 .4 2 .49 .56 .63 .70 .77 .84 .91 .98 1.05 1.13 1.20 1* .30 .37 .45 .52 .59 .67 .74 .82 .89 .96 1.04 1.11 1.19 1.26 1M .31 .39 .47 .55 .63 .70 .78 .86 .94 1.02 1.09 1.17 1.25 1.33 1ft .33 .41 .4 9 .57 .66 .74 .82 .90 .98 1.07 1.15 1.23 1.31 1.39 IK .34 .43 .5 2 .60 .69 .77 .86 .95 1.03 1.12 1.20 1.29 1.38 1.46 1& .36 .45 .54 .63 .72 .81 .90 .99 1.08 1.17 1.26 1.35 1.44 1.53 IK .38 .47 .56 .66 .75 .84 .94 1.03 1.13 1.22 1.31 1.41 1.50 1.59 IJt .39 .49 .5 9 .68 .78 .88 .98 1 .07 1.17 1.27 1.37 1.46 1.56 1.66 19^ .41 .51 .6 1 .71 .81 .91 1.02 ] .12 1.22 1.32 1.42 1.52 1.63 1.73 itt .42 .53 .6 3 .74 .84 .95 1.05 1.16 1.27 1.37 1.47 1.58 1.69 1.79 15^ .44 .55 .66 .77 .88 .98 1.09 1.20 1.31 1.42 1.53 1.64 1.75 1.86 ]Sl .45 .57 .6 8 .79 .91 1.02 1.13 I .25 1.36 1.47 1.59 1.70 1.81 1.93 \y% .47 .59 .7 0 .82 .94 1.05 1.17 1 .29 1.41 1.52 1.64 1.76 1.88 1.99 l|l .48 .61 .7 3 .85 .97 1.09 1.21 1 .33 1.45 1.57 1.70 1.82 1.94 2.06 2 .50 .63 .75 .88 1.00 1.13 1.25 1.38 1.50 1.63 1.75 1.88 2.00 2.13 MAXIMUM SIZE OF RIVETS IN ANGLES AND IN FLANGES OF BEAMS AND CHANNELS. I-BEAMS. CHANNELS. ANGLES. Depth of Beam. Weight Size & Rivet. Depth of Beam. height & Size of Rivet *f Channel Weight Size Length per of of Foot. Rivet. Leg. I Size of livet. Length of Leg. Size of Rivet. Ins. Pounds. Inch. Ins. 3ounds. Inch. Inches. Pounds. Inch. Inches. Inch. [nches. Inch. 3 5.5 % 15 42.0 *A 3 4.0 % %. % 3 % 4 7.5 y2 15 60.0 t/ 4 5.25 i 12 31.5 % 12 20.50 % 21A %A 12 40.0 M 15 33.0 %. 2% g CAMBRIA STEEL. 357 AREAS TO BE DEDUCTED TO OBTAIN NET AREA OF RIVETED PLATE. Square Inches. SIZE OF HOLE. Thick- Inches. ness Plates in IK 1A 11A 1A IK 1A IK 1A IK Itt 1M Itt IK Itt 2 in Inches. .28 .30 .31 .33 .34 .36 .38 .39 .41 .42 .44 .45 .47 .48 .50 K .35 .37 .39 .41 .43 .45 .47 .49 .51 .53 .55 .57 .59 .61 .63 A .42 .45 .47 .49 .52 .54 .56 .59 .61 .63 .66 .68 .70 .73 .75 K .49 .52 .55 .57 .60 .63 .66 .68 .71 .74 .77 .79 .82 .85 .88 A .56 .59 .63 .66 .69 .72 .75 .78 .81 .84 .88 .91 .94 .97 1.00 K .63 .67 .70 .74 .77 .81 .84 .88 .91 .95 .98 1 .02 1.05 1.09 1.13 A .70 .74 .78 .82 .86 .90 .94 .98 1.02 1.05 1.09 1 .13 1.17 1.21 1.25 K .77 .82 .86 .90 .95 .99 1.03 1.07 1.12 1.16 1.20 1.25 1.29 1.33 1.38 tt .84 .89 .94 .98 1.03 1.08 1.13 1.17 1.22 1.27 1.31 1.36 1.41 1.45 1.50 5* .91 .96 1.02 1.07 1.12 1.17 1.22 1.27 1.32 1.37 1.42 1 .47 1.52 1.57 1.63 tt .98 1.04 1.09 1.15 1.20 1.26 1.31 1.37 1.42 1.48 1.53 1 .59 1.64 1.70 1.75 K 1.05 1.11 1.17 1.23 1.29 1.35 1.41 1.46 1.52 1.58 1.64 1.70 1.76 1.82 1.88 tt 1.13 1.19 1.25 1.31 1.38 1.44 1.50 1.56 1.63 1.69 1.75 1.81 1.88 1.94 2.00 l 1.20 1.26 1.33 .39 1.46 1.53 1.59 1.66 1.73 1.79 1.86 1 .93 1.99 2.06 2.13 1A 1.27 1.34 1.41 .48 1.55 1.62 .69 1.76 1.83 1.90 1.97 2 .04 2.11 2.18 2.25 IK 1.34 1.41 1.48 .56 1.63 1.71 1.78 1.86 1.93 2.00 2.08 2.15 2.23 2.30 2.38 1A 1.41 1.48 1.56 .64 1.72 1.80 1.88 1.95 2.03 2.11 2.19 2.27 2.34 2.42 2.50 1/4 1.48 1.56 1.64 .72 1.80 1.89 1.97 2.05 2.13 2.21 2.30 2 38 2.46 2.54 2.63 l A 1.55 1.63 1.72 .80 1.89 1.98 2.06 2.15 2.23 2.32 2.41 2 49 2.58 2.66 2.75 jaz 1.62 1.71 1.80 1.89 1.98 2.07 2.16 2.25 2.34 2.43 2.52 2.61 2.70 2.79 2.88 1A 1.69 1.78 1.88 1.97 2.06 2.16 2.25 2.34 2.44 2.53 2.63 2 72 2.81 2.91 3.00 IK 1.76 1.86 1.95 2.05 2.15 2.25 2.34 2.44 2.54 2.64 2.73 2 83 2.93 3.03 3.13 1A 1.83 1.93 2.03 2.13 2.23 2.34 2.44 2.54 2.64 2.74 2.84 2 95 3.05 3.15 3.25 IK 1.90 2.00 2.11 2.21 2.32 2.43 2.53 2.64 2.74 2.85 2.95 3.06 3.16 3.27 3.38 Itt 1.97 2.08 2.19 2.30 2.41 2.52 2.63 2.73 2.84 2.95 3.06 3.17 3.28 3.39 3.50 15* 2.04 2.15 2.27 2.38 2.49 2.61 2.72 2.83 2.95 3.06 3.17 3 29 3.40 3.51 3.63 1H 2.11 2.23 2.34 2.46 2.58 2.70 2.81 2.93 3.05 3.16 3.28 3 40 3.52 3.63 3.75 IK 2.18 2.30 2.42 2.54 2.66 2.79 2.91 3.03 3.15 3.27 3.39 3 51 3.63 3.75 3.88 ^tt 2.25 2.38 2.50 2.63 2.75 2.88 3.00 3.13 3.25 3.38 3.50 3 63 3.75 3.88 4.00 2 RIVET SPACING. All Dimensions in Inches. Size of Rivet. Minimum Pitch. Maximum Pitch at Ends of Compression Members. Minimum Distance from Edge 1 of Piece to Center of Rivet Hole. T Jaximum Pitch in Line of Stress for late and Shape Allowable. Preferable. Sheared Edge. Rolled Edge. H 5* H ja/ 1 7^ 4 K IK 2 2K 1 1* 2M 2K 3 1M IK 6 3 /% 2'K 3 3^> IK IK 6 1 3 4 For General Rules ior Rivet Spacing see next page. 358 CAMBRIA STEEL. GENERAL RULES FOR RIVET SPACING FOR BRIDGE AND STRUCTURAL WORK. The pitch or distance from center to center of rivets should not be less than 3 diameters of the rivet, preferably not less than 3 inches for Jsi inch rivets, 2X inches for ^ inch rivets, 2 inches for }i inch rivets and 1 ^ inches for X inch rivets. At the ends of compression members the pitch should not exceed 4 diameters of the rivet for a length equal to \% times the maximum width of the member. Where two or more plates are in contact, rivets spaced not more than 12 inches in either direction shall be used to hold them together. For members composed of plates and shapes the pitch in the direction of the line of stress should not exceed 6 inches for "J/i and y£ inch rivets, 4^ inches for ^i inch rivets and 4 inches for ]/2 inch rivets. For angles with two gauge lines in built-up members, rivets staggered, the maximum pitch in each line may be twice these distances. The distance between the sheared edge of any piece and the center of the rivet hole should not be less than \]/2 inches for ^ inch rivets, 1^ inches for ^ inch rivets, lyi inches for ^ inch rivets and 1 inch for y£ inch rivets; for a rolled edge, these distances may be 1>^, l^i, 1 and ^ inches, respectively; when practicable it should, for all sizes, be at least 2 diameters of the rivet and should not exceed 8 times the thickness of the plate. Minimum spacing is generally used in pin plates, at ends of columns, girders, etc., etc. . In figuring clearance of rivets for special cases, allow $4 inch in addition to diameter of head. CAMBRIA STEEL. 359 BEARING VALUES OF PIN PLATES. For Ono Inch Thickness of Plate. Bearing value = Diameter of Pin X 1" X Stress per Square Inch. Diam- eter of Pin. Area of Pin. Bearing Value at 12000 Pounds per Square Tnch. Bearing Value at 13500 Pounds per Square Inch. Bearing Value at 15000 Pounds per Square Inch. Diam- eter of Pin. Area of Pin. Bearing Value at 12000 Pounds per Square Ijich. Bearing Value at 13500 Pounds per Square Inch. Bearing Value at 15000 Pounds per Square Inch. Inches. Sq.Ins. Pounds. Pounds. Pounds. Inches. Sq. Ins. Pounds. Pounds. Pounds. I .785 .994 1.227 1.485 12000 13500 15000 16500 13500 15190 16880 18560 15000 16880 18750 20630 4H W* 4% *H 15.90 16.80 17.72 18.67 54000 55500 57000 58500 60750 62440 64130 65810 67500 69380 71250 73130 I 1.767 2.074 2.405 2.761 18000 19500 21000 22500 20250 21940 23630 25310 22500, 24380 26250 28130 5 5j| 19.64 20.63 21.65 22.69 60000 61500 63000 64500 67EOO 69190 70880 72560 75000 76880 78750 80630 2 2H 2! 534 5Ji 23.758 24.850 25.967 27.109 245010 262100 279960 298620 294010 314510 335950 358340 326680 349460 373280 398160 367510 393140 419940 447930 408350 436830 466600 497700 CAMBBIA STEEL. 361 MAXIMUM BENDING MOMENTS ON PINS. With Extreme Fibre Stresses Varying from 15 000 to 25 000 Pounds per Square Inch. Diameter of Pin in Inches. Area of Fin in Square Inches. Moments in Inch-Pounds for Fibre Stresses of 15 000 Lbs. per Square Inch. 18000 Lbs. per Square Inch. 20000 Lbs. per Square Inch. 22 500 Lbs. per Square Inch. 25 000 Lbs. per Square Inch. 6 28.274 29.465 30.680 31.919 318090 338380 359530 381530 381700 406060 431430 457840 424120 451180 479370 508710 477130 507580 539290 572300 530140 563970 599210 635890 1 33.183 34.472 35.785 37.122 404420 428200 452900 478530 485400 513840 543480 674240 539230 570940 603870 638040 606630 642300 679350 717800 674030 713670 754830 797550 7 38.485 39.871 41.282 42.718 505110 532650 561180 590710 606130 639190 673420 708860 673480 710210 748250 787620 757660 798980 841780 886070 841850 887760 935310 984520 1 44.179 45.664 47.173 48.707 621260 652850 685480 719190 745510 783410 822580 863030 828350 870460 913980 958920 931890 979270 1028220 1078780 1035440 1088080 1142470 1198650 8 8^ 50.265 51.849 53.456 55.088 753980 789880 826900 865060 904780 947860 992280 1038070 1005310 1053170 1102530 1153410 1130970 1184820 1240350 1297590 1256640 1316470 1378170 1441760 1 58.745 58.426 60.132 61.862 904370 944860 986540 1029430 1085250 1133830 1183850 1235310 1205830 1259820 1315390 1372570 1356560 1417290 1479810 1544140 1507290 1574770 1644240 1715710 9 63.617 65.397 67.201 69.029 1073540 1118900 1165510 1213400 1288250 1342680 1398610 1456080 1431390 1491860 1554010 1617870 1610310 1678340 1748270 1820100 1789240 1864830 1942520 2022340 1 70.882 72.760 74.662 76.590 1262590 1313090 1364910 1418090 1515110 1575700 1637900 1701700 1683450 1750780 1819880 1890780 1893880 1969630 2047370 2127130 2104310 2188480 2274850 2363480 10 M>H iojl Wi 78.540 82.516 86.590 90.763 1472620 1585850 1704740 1829430 1787150 1903020 2045890 2195320 1963500 2114470 2272990 2439250 2208930 2378780 2557120 2744150 2454370 2643090 2841240 3049060 11 \\y* 11H 12 95.033 99.402 103.869 113.098 1960060 2096760 2239670 2544690 2352070 2516110 2687610 3053630 2613410 2795680 2986230 3392920 2940090 3145140 3359510 3817040 3266770 3494600 3732790 4241150 36S CAMBKIA STEEL. DIMENSIONS OF BOLTS AND NUTS. Franklin Institute Standard. Bolts and Threads. Rough Nuts and Heads. 1 1 •8 1 i r If •8 •s I 1 •8 S. tsl PN •8 ^ 5j |w || I j, •8 •8 1 i s £?£ 11 «d ss i 1 • ^ ] *r5 1 f if I T i a Ins. No. Ins. Ins. Sq. Ins. 84. Ins. Ins. Ins. Ins. Ins. Ins. 1 20 .185 .0062 .049 .027 i .707 .577 1 i* 18 16 .240 -.294 .0070 .0078 .077 .110 .045 - .068 H .840 .972 .686 .794 r if f 14 13 .344 .400 .0089 .0096 .150 .196 .093 .126 | 1.105 1.238 .902 1.010 P § 12 .454 .0104 .249 .162 1.370 1.119 : 1 11 .507 .0113 .307 .202 ITS 1.503 1.227 F '•\ 10 .620 .0125 .442 .302 11 1.768 1.443 9 .731 .0140 .601 .420 ITIT 2.033 1.660 .33. 1 8 .837 .0156 .785 .550 If 2.298 1.876 I8 il H 7 .940 .0180 .994 .694 ji| 2.563 2.093 H 29 H 7 1.065 .0180 1.227 .893 2 : 2.829 2.309 1: 1 li: 6 1.160 .0210 1.485 1.057 2jir 3.094 2.526 If l^r H 6 1.284 .0210 1.767 1.295 2f 3.359 2.742 li: !_£. If 51 1.389 .0227 2.074 1.515 2-?_ 3.624 2.959 1; \ 9 i\ 5 1.490 .0250 2.405 1.744 2|s 3.889 3.175 \- If If 5 1.615 .0250 2.761 2.048 4.154 3.392 li \L3L 2 4| 1.712 .0280 3.142 2.302 31 4.420 3.608 2 1_9 21 3 1.962 .0280 3.976 3.023 sj 4.950 4.042 21 If 2? 4 2.175 .0310 4.909 3.715 31 5.480 4.475 2* if! 2| 4 2.425 .0310 5.940 4.619 41 6.011 4.908 2f 3 3| 2.629 .0357 7.069 5.428 4f 6.541 5.341 3 2~T 31 2.879 .0357 8.296 6.510 5 7.071 5.774 31 2^ 85 31 3.100 .0384 9.621 7.548 5| 7.602 6.207 H 2re 3f 3 3.317 .0410 11.045 8.641 8.132 6.640 3f 21 4 3 3.567 .0410 12.566 9.993 gi 8.662 7.073 4 21 3.798 .0435 14.186 11.329 65 9.193 7.506 4| 3f 2! 4.028 .0460 15.904 12.743 61 9.723 7.939 2f 4.255 .0480 17.721 14.220 71 10.253 8.372 41 3f 5 2i 4.480 .0500 19.635 15.763 7f 10.784 8.805 5 m 51 2^ 4.730 .0500 21.648 17.572 8 11.314 9.238 51 4 5f 2- 4.953 .0526 23.758 19.267 81 11.844 9.671 5£ 4A 61 2f 5.203 .0526 25.967 21.262 84 12.375 10.104 5! 4f9 6 5.423 .0555 28.274 23.098 2 12.905 10.537 6 CAMBBIA STEEL. 363 RULES FOR PROPORTIONS OF BOLTS AND NUTS. Franklin Institute Standard. The dimensions of nuts and bolts are determined by the following rules, which apply to both square and hexagon. Short diameter of rough nut = 1£ X diameter of bolt + f in. Short diameter of finished nut = 1£ X diameter of bolt + &in. Thickness of rough nut = diameter of bolt. Thickness of finished nut = diameter of bolt — ^ in. Short diameter of rough head = 1| X diameter of bolt + | in. Short diameter of finished head = 1£ X diameter of bolt -f- A in. Thickness of rough head = \ of short diameter of head. Thickness of finished kead = diameter of bolt — ^ in. In 1864, a committee of the Franklin Institute recommended the above system of screw threads and bolts which was devised by Mr. William Sellers, of Philadelphia. This system as far as it relates to screw threads is generally used in the United States, but the proportions of bolt heads and nuts are not adhered to because the sizes of bar required to make the nuts are special and extra work is necessary to make the bolt heads. Sizes of nuts and bolt heads in accordance with the Manufacturers' Standard are given on pages 369, 370 and 371. 364 CAMBBIA STEEL. WEIGHTS OP 100 MACHINE BOLTS WITH SQUARE HEADS AND HEXAGON NUTS. Franklin Institute Standard Sizes. Basis— 1 cubic foot Iron = 480 pounds. Length under Head to Point. Inches. Diameter of Bolts in Inches. i A 1 A i A I 2 2Ji 2^ 2% 3 3V4 1H VA 6 JK VA 8 V VA 10 UK HH 12 8* 13M 14 B* 15H 16 WH 17 17H 18 18H 19 »H 20 4.9 5.3 5.6 6.0 6.3 6.6 7.0 7.3 7.7 8.0 8.3 9.0 9.7 10.4 11.1 11.7 12.4 13.1 13.8 14.5 15.1 15.8 16.5 17.2 17.9 18.5 8.2 8.7 9.2 9.8 10.3 10.8 11.4 11.9 12.4 13.0 13.5 14.6 15.6 16.7 17.8 18.8 19.9 21.0 22.0 23.1 24.2 25.2 26.3 27.4 28.4 29.5 30.5 31.6 32.7 33.7 12.2 13.0 13.8 14.5 15.3 16.1 16.8 17.6 18.4 19.1 19.9 21.4 23.0 24.5 26.0 27.6 29.1 30.6 32.2 33.7 35.3 36.8 38.3 39.9 41.4 42.9 44.5 46.0 47.5 49.1 50.6 52.1 53.7 55.2 17.5 18.5 19.6 20.6 21.6 22.7 23.7 24.8 25.8 26.9 27.9 30.0 32.1 34.2 36.2 38.3 40.4 42.5 44.6 46.7 48.8 50.8 52.9 55.0 57.1 59.2 61.3 63.3 65.4 67.5 69.6 71.7 73.8 75.9 77.9 80.0 82.1 84.2 24.0 25.3 26.7 28.1 29.4 30.8 32.1 33.5 34.9 36.2 37.6 40.3 43.0 45.8 48.5 51.2 53.9 56.7 59.4 62.1 64.8 67.6 70.3 73.0 75.7 78.5 81.2 83.9 86.6 89.4 92.1 94.8 97.5 100.3 103.0 105.7 108.4 111.2 113.9 116.6 119.3 122.1 124.8 31.8 33.5 35.2 37.0 38.7 40.4 42.1 43.9 45.6 47.3 49.0 52.5 55.9 59.4 62.8 66.3 69.7 73.2 76.6 80.1 83.5 87.0 90.4 93.9 97.3 100.8 104.2 107.7 111.1 114.6 118.0 121.5 124.9 128.4 131.8 135.3 138.7 142.2 145.6 149.1 152.5 156.0 159.4 41.1 43.2 45.3 47.5 49.6 51.7 53.9 56.0 58.1 60.3 62.4 66.6 70.9 75.2 79.4 83.7 87.9 92.2 96.5 100.7 105.0 109.2 113.5 117.8 122.0 126.3 130.5 134.8 139.1 1433 147.6 151.8 156.1 160.4 164.6 168.9 173.1 177.4 181.7 185.9 190.2 194.4 198.7 One inch in length of 100 Bolts. 1.36 2.13 3.07 4.18 5.45 6.90 8.52 To obtain Weights with Square) Nuts per 100 : Add } .23 .41 .66 .99 1.42 1.96 2.62 Weight of one Hexagon Nut .0116 .0150 .020 .025 .031 .039 .046 .057 .065 .081 .088 .109 .117 .144 Weight of one Hexagon Head Weight of one Square Nut ... . .0139 .0173 .024 .029 .038 .045 .056 .066 .079 .093 .108 .126 .143 .167 Weight of one Square Head All weights are approximate. CAMBRIA STEEIi. 865 WEIGHTS OF 100 MACHINE BOLTS WITH SQUARE HEADS AND HEXAGON NUTS. Franklin Institute Standard Sizes. Basis— 1 cubic foot Iron = 480 pounds. Length under Head to Point. Diameter of Bolt in Inches. Inches. f * 1 1* li If U ys 64.5 95.2 134 182 240 309 390 1J£ 67.6 99.4 140 189 248 319 402 2 70.6 103.5 145 196 257 329 414 73.7 107.7 150 203 265 340 426 2V£ 76.8 111.9 156 210 274 350 439 2Ji 79.8 116.1 161 216 282 360 451 3 82.9 120.2 167 223 291 371 463 86.0 124.4 172 230 300 381 475 JJIZ 89.1 128.6 178 237 308 391 488 3/4 92.1 132.8 183 244 317 402 500 4 95.2 136.9 189 251 325 412 512 4H 101.3 145.3 199 265 342 432 537 5 107.4 153.6 210 279 359 453 561 5H 113.6 162.0 221 292 376 474 586 6 119.7 170.3 232 306 393 494 610 6^ 125.9 178.7 243 320 410 515 635 7 132.0 187.0 254 334 427 536 659 7>i 138.1 195.4 265 348 444 556 684 8 144.3 203.7 276 361 461 577 709 8H 150.4 212.1 287 375 478 597 733 9 156.5 220.4 298 389 495 618 758 tH 162.7 228.8 308 402 513 639 782 10 168.8 237.1 319 417 530 659 807 10}$ 174.9 245.5 330 430 547 680 831 11 181.1 253.8 341 444 564 701 856 11H 187.2 262.2 352 458 581 721 880 12 193.3 270.5 363 472 598 742 905 12^ 199.5 278.9 374 486 615 762 929 13 205.6 287.2 385 499 632 783 954 13H 211.7 295.6 396 513 649 804 978 14 217.9 303.9 407 527 666 824 1003 14H 224.0 312.3 417 541 683 845 1027 15 230.1 320.6 428 555 700 866 1052 MM 236.3 329.0 439 568 717 886 1077 16 242.4 337.3 450 582 734 907 1101 16H 248.5 345.7 461 596 751 927 1126 17 254.7 354.0 472 610 768 948 1150 I7H 260.8 362.4 483 624 785 969 1175 18 266.9 370.7 494 637 802 989 1199 18H 273.1 379.1 505 651 819 1010 1224 19 279.2 387.4 516 665 836 1031 1248 19^ 285.3 395.8 526 679 853 1051 1273 20 291.5 404.1 537 693 870 1072 1297 One inch in length of 100 Bolts. . . 12.27 16.70 21.82 27.61 34.09 41.25 49.09 To obtain Weights with Square) Nuts per 100 : Add / 4.35 6.72 9.81 13.73 18.57 24.42 31.42 Weight of one Hexagon Nut .190 .235 .289 .357 .417 .516 .579 .616 .777 .962 1.016 1.259 1.299 1.611 Weight of one Hexagon Head Weight of one Square Nut. . . Weight of one Square Head .234 .271 .356 .412 .515 .596 .716 .827 .963 1.111 1.260 1.453 1.614 1.860 All weights are approximate. 366 CAMBKIA STEEL. WEIGHTS OF 100 MACHINE BOLTS WITH SQUARE HEADS AND NUTS. WROUGHT IRON. Manufacturers' Standard Sizes. Basis— Hoopes & Townsend's List. Length under Head to Point. Inehes. Diameter of Bolt in Inches. i A tj & * A I i m 3.4 6.0 9.2 13.6 19.1 26.0 33.8 55.3 2 2H 4.1 4.8 7.1 8.2 10.8 12.3 15.7 17.8 ' 21.8 24.6 29.5 33.0 38.1 42.4 61.5 67.7 3 3H 5.5 6.2 9.2 10.3 13.8 15.3 19.9 21.8 27.4 29.8 36.5 40.0 46.7 51.0 73.9 80.1 4 4H 6.9 7.5 11.4 12.4 16.9 18.4 24.0 26.1 32.6 35.4 43.5 46.7 55.4 59.3 86.3 ; 92.1 ' 5 5H 8.2 8.9 13.5 14.6 19.9 21.5 28.2 30.3 38.1 40.9 50.2 53.7 63.6 67.9 98.3 104.5 6 VA 9.6 10.3 15.6 16.7 23.0 24.6 32.4 34.5 43.7 46.4 57.2 60.7 72.3 76.6 110.7 116.9 ; 7 71A 11.0 11.7 17.8 18.9 26.1 27.7 36.6 38.8 49.2 51.9 64.2 67.6 80.9 85.2 123.1 129.4 8 9 12.4 13.7 20.0 22.1 29.2 32,4 40.9 44.9 54.7 60.0 71.1 77.8 89.5 97.8 135.6 147.5 10 11 15.1 16.5 24.3 26.4 35.5 38.6 49.1 53.4 65.5 71.0 84.8 9.1.8 106.4 115.1 160.0 172.4 12 13 17.9 19.3 28.6 30.7 41.7 44.8 57.6 61.8 76.5 82.0 98.8 105.5 123.7 132.0 184.8* 197.2 14 15 20.6 22.0 32.9 35.1 47.9 51.0 66.0 70.3 87.6 93.1 112.5 119.5 140.6 149.2 209.7 222.1 16 17 23.4 24.8 37.2 39.4 54.1 57.2 74.5 78.7 98.6 104.1 126.4 133.4 157.9 166.5 234.5 246.9 18 19 26.2 27.5 41.5 43.7 60.3 63.4 82.9 87.2 109.7 115.2 140.4 147.4 175.1 183.7 259.4 271.8 20 21 28.9 30.3 45.8 48.0 66.5 69.6 91.4 95.6 120.7 126.2 154.4 161.4 192.4 201.0 284.2 296.6 22 23 31.7 33.1 50.2 52.3 72.7 75.8 99.9 104.1 131.7 137.3 168.4 175.4 209.6 218.3 309.1 321.5 24 25 34.4 35.8 54.5 56.6 78.9- 82.1 1C8.3 112.5 142.8 148.3 182.4 189.3 226.9 235.5 333.9 346.3 CAMBBIA STEEL. 367 WEIGHTS OF 100 MACHINE BOLTS WITH SQUARE HEADS AND NUTS. WROUGHT IRON. Manufacturers' Standard Sizes. Basis— Hoopes & Townsend's List. Length under Head ^•0,. 11-1 4* Diameter of Bolt in Inches. irOirXo. Inches. 1 1 It li If It If 2 VA 83.4 *sa 2 91.8 129.0 184.5 21A 99.7 140.1 198.4 26481 4/2 3 10S.1 151.1 212.4 28B.O 350 470 3H 116.6 182.2 226.4 299.3 370 495 **/* 4 125.0 173.2 240.4 316.6 390 520 720 4H 132.9 182.7 253.3 332.6 410 525 753 5 141.3 193.7 267.3 349.9 430 570 786 1180 VA 149.8 204.8 281.2 367.1 450 595 820 1225 6 158.2 215.8 205.2 384.4 470 620 854 1270 6H 166.7 226.9 309.2 401.6 490 645 888 1315 7 175.1 237.9 323.2 418.9 510 670 922 1316 iyz 183.6 248.9 337.2 436.2 530 695 956 1405 8 192.0 260.0 351.1 453.4 550 725 990 1450 9 208.3 281.3 377.0 486.7 590 775 1058 1540 10 225.2 303.3 404.9 521.2 630 825 1126 1630 11 242.2 325.5 432.9 555.8 670 875 1194 1720 12 259.1 347.6 460.8 590.3 710 925 1262 1810 13 276.0 369.6 488.8 624.8 751 975 1330 1900 14 292.9 391.7 516.7 659.3 793 1025 1398 1990 15 309.8 413.8 544.7 693.8 835 1075 1468 2080 16 326.7 435.9 572.7 728.3 877 1125 1536 2170 17 343.6 458.0 600.6 762.8 919 1175 1604 2260 18 360.5 480.1 628.6 797.4 961 1225 1672 2350 19 377.5 502.2 656.5 831.9 1003 1275 1740 2440 20 394.4 524.3 684.5 866.4 1045 1325 1808 2530 21 411.3 546.4 712.4 900.9 1087 1375 1876 2620 22 428.2 568.4 740.4 935.4 1129 1425 1944 2710 23 445.1 590.5 768.3 969.9 1171 1475 2012 2SOO 24 462.0 612.6 796.3 1004.5 1213 1525 2080 2890 25 478.9 634.7 824.3 1039.0 1255 1575 2148 2980 Bolts from 1 J^ inch to 2 inches, inclusive, are fitted with nuts made to U. S. Standard. 368 CAMBRIA STEEL. WEIGHTS OF 100 ROUND-HEADED RIVETS OR ROUND-HEADED BOLTS WITHOUT NUTS. WROUGHT IRON. Basis— 1 cubic foot Iron = 480 pounds. Length under Head to Point. Inches. Diameter of Rivet in Inches. 1 * I 1 1 1 U 1 4.7 5.5 6.2 7.0 9.3 10.7 12.1 13.4 16.0 18.1 20.2 22.4 25.2 28.3 31.3 34.4 37.2 41.3 45.5 49.7 52.6 58.0 63.5 68.9 71.3 78.2 85.1 92.0 2 2Vl 7.8 8.5 9.3 10.1 14.8 16.2 17.5 18.9 24.5 26.6 28.8 30.9 37.5 40.5 43.6 46.7 53.9 58.0 62.2 66.4 74.4 79.8 85.3 90.7 98.9 105.8 112.7 119.6 3 3j| 10.8 11.6 12.4 13.1 20.3 21.6 23.0 24.3 33.0 35.1 37.3 39.4 49.8 52.8 55.9 59.0 70.6 74.7 78.9 83.1 96.2 101.6 107.1 112.6 126.5 133.4 140.3 147.2 4 4^ 4V£ 13.9 14.7 15.4 16.2 25.7 27.1 28.4 29.8 41.5 43.7 45.8 47.9 62.0 65.1 68.2 71.2 87.3 91.4 95.6 99.8 118.0 123.5 128.9 134.4 154.1 161.0 167.9 174.8 5 5J4 5V4 17.0 17.7 18.5 19.3 31.2 32.5 33.9 35.3 50.1 52.2 54.3 56.4 74.3 77.4 80.4 83.5 104.0 108.2 112.3 116.5 139.8 145.3 150.7 156.2 181.7 188.6 195.6 202.5 6 20.0 20.8 21.6 22.3 36.6 38.0 39.3 40.7 58.6 60.7 62.8 65.0 86.6 89.6 92.7 95.8 120.7 124.8 129.0 133.2 161.6 167.1 172.5 178.0 209.4 216.3 223.2 230.1 7 23.1 23.9 24.6 25.4 421 43.4 44.8 46.2 67.1 69.2 71.4 73.5 98.8 101.9 105.0 108.0 137.4 141.6 145.7 149.9 183.5 188.9 1944 199.8 237.0 243.9 250.8 257.7 8 h m 26.2 27.7 29.2 30.8 47.5 50.2 53.0 55.7 75.6 79.9 84.1 88.4 111.1 117.2 123.4 129.5 154.1 162.4 170.8 179.1 205.3 216.2 227.1 238.0 264.6 278.4 292.2 306.0 10 JOH 8* 32.3 33.8 35.4 36.9 38.4 58.4 61.2 63.9 66.6 69.3 92.7 96.9 101.2 105.4 109.7 135.6 141.8 147.9 154.1 160.2 187.5 195.8 204.2 212.5 220.9 248.8 259.8 270.7 281.6 292.5 319.8 333.6 347.4 361.2 375.0 One inch in length of 100 Rivets 3.07 5.45 8.52 12.27 16.70 21.82 27.61 Weight of 100 Rivet Heads 1.78 4.82 9.95 16.12 24.29 34.77 47.67 CAMBRIA STEEL. 369 WEIGHTS AND DIMENSIONS OF BOLT HEADS. MANUFACTURERS' STANDARD SIZES. Basis — Hoopes & Townsend's List. Diameter of Bolt Square. Hexagon. Short Diameter. Long Diameter. thickness. Weight per 100. Short Diameter. Long Diameter. Thickness. Weight per 100. Inches. Inches Inches. Inch. Pounds. Inches. Inches. Inches. Pounds. i I .530 A .7 t .433 A .6 A H .664 tt 1.4 H .541 H 1.2 1 ft .795 A 2.5 & .670 A 2.2 A ft .928 H 4.0 H .758 H 3.4 i 1 1.061 1 5.9 1 .866 1 5.1 A H 1.193 H 8.4 H .974 1! 7.3 f H 1.32G 9 11.5 H 1.083 H 10.0 I 11 1.591 A 19.9 H 1.299 A 17.3 1 i* 1.856 H 31.1 1& 1.516 ft 27.4 i 11 2.122 1 47.3 U 1.733 1 42.0 « 1H 2.386 H 67.3 1H 1.944 H 58.3 H if « 2A 2.652 2.917 tt lA 92.3 122.8 II 2^ 2.166 2.383 H IA 80.0 106.5 11 H 3.182 ti 159.5 li 2.599 H 138.2 if 2£ 3.447 i* 202.7 2A 2.818 i* 175.7 If 21 3.712 i* 253.2 2f 3.032 1A 219.5 ti 2M 3.977 IH 311.5 2M 3.349 1H 269.8 2 3 4.243 11 378.0 3 3.464 11 327.6 370 CAMBKIA STEEL. WEIGHTS AND DIMENSIONS OF HEXAGON NUTS. MANUFACTURERS' STANDARD SIZES. Basis — Hoopes & Townsend's List. Thickness. Diameter Plain. Cupped. Diai ueter She rt long of of Diameter. Diameter. Rough Weight Number Weight Number Bolt Hole. per 100. in 100 per 100. in 100 Pounds. Pounds. Inches. Inches. Inches. Inches. Inch. Pounds. Pounds. I l! . . . ! .578 .722 .866 L 1 1.3. 2.3 4.3 7800 4440 2330 1.2 2.1 4.0 8500 4790 2510 • r 1.011 k 8 7.0 1430 6.3 1580 ' f 1.011 ' r 7.5 1330 6.9 1440 1 1.155 ! ^ iV 9.9 1010 9.2 1090 1 1.155 1 & ^s 10.8 930 10.2 980 • v H 1.299 & -I 13.7 730 12.5 800 i if 1.299 : 1 15.9 630 15.2 660 \ • If 1.299 . | 2 17.9 560 17.0 588 . H 1.444 _i_ 19.5 514 18.5 541 • H 1.444 . | 23.0 435 21.7 460 1 l! 1.444 r 1 22.2 450 20.6 485 I if 1.588 7 26.6 376 25.4 394 i • 1.588 -, 30.3 330 28.8 347 i . 1 1.733 ~. -j 34.5 290 32.3 310 \ t : 1.733 \ •^ 40.0 250 37.6 266 • I 1.733 5 37.7 265 35.3 283 • li 1.733 1 45.9 218 43.5 230 • 1 1.877 - I -| 45.3 221 42.6 235 j r 1 1.877 1 '. I 50.8 197 47.6 210 11 2.021 1 57.5 174 53.8 186 II 2.021 1 63.7 157 59.5 168 2 2.309 1- i 100.0 100 90.9 110 fe ; 2.599 1 IJL 138.9 72 126.6 79 ti 2.888 1 185.2 54 169.5 59 fej ! 3.176 1 243.9 41 222.2 45 3 3.464 1; TS 333.3 30 303.0 33 3.754 1L : 408.2 24 1 370.4 27 g. 4.043 2 i 493.8 20i 459.8 21f 2 3J 4.043 2 | 487.8 20| 454.5 22 2 H 4.043 2* ! 512.8 19* 487.8 20i CAMBBIA STEEL. 371 WEIGHTS AND DIMENSIONS OF SQUARE NUTS. MANUFACTURERS' STANDARD SIZES. Basis— Hoopes & Townsend's List. Diameter Plain. Cupped. Diameter Short Long of of Diameter. Diameter. Thickness. Rough Weight Number Weight Number Bolt Hole. per 100. in 100 per 100. in 100 Inches. Inches. Inches. Inches. Inch. Pounds. Pounds. Pounds. Pounds. I | .707 I & 1.5 6750 1.4 7200 & f .884 A A 2.8 3540 2.5 4000 1 f 1.061 I H 4.8 2100 4.2 2380 iV | 1.237 A ft 7.5 1330 6.8 1460 i 1 1.237 i A 8.9 1120 8.1 1230 i 1 1.414 \ A 11.9 840 10.8 930 A If 1.591 & I 15.4 650 14.3 700 f If 1.591 f T6 17.3 575 16.1 620 f li 1.768 i A 23.0 435 21.1 475 f H 1.768 f li 27.8 360 25.0 400 I U 1.945 | fi 31.7 315 29.0 345 f li 2.122 I H 41.0 244 37.0 270 i li 2.122 7 8" ft 46.5 215 41.7 240 l if 2.298 1 If 55.6 180 48.8 205 I U 2.475 1 H 61.3 163 54.6 183 i 1! 2.475 1 1 70.9 141 64.1 156 i 2 2.828 1 1 95.2 105 87.0 115 if 2 2.828 If H 102.0 98 94.3 106 li 2| 3.182 H if 135.1 74 123.5 81 li 2J 3.182 li IJL. 156.3 64 142.9 70 li 2i 3.536 li lA 192.3 52 175.4 57 if 2| 3.889 U 1A 250.0 40 227.3 44 li 3 4.243 li 307.7 32i 285.7 35 if 3* 4.597 if 1A 454.5 22 400.0 25 U 8i 4.950 if IA 555.6 18 500.0 20 1* H 5.303 If Hi 666.7 15 625.0 16 2 4 5.657 2 816.3 12i 784.3 12| 372 CAMBKIA STEEL. UPSET SCREW ENDS FOR ROUND BARS. HS 1 •••I *-l 4P111^^ !<- G ->l Diameter of Bar. Area of •4. Bar. Diameter of Screw. Length of Upset. Area at Root of Thread. Number of Threads & Weight per Foot of Bar. Add for Upset Excess of Area at Root of Thread (her that of Body of Bar. A B a Inch. Sq.Ins. laches. Inches. Sq.Ins. Pounds. Inches. Per Cent. I .196 .249 .307 .371 1* 41 41 4- 4- .302 .302 .420 .550 10 10 9 8 .668 .845 1.043 1.262 H 8 61 54 21 37 4 | .442 .519 .601 .690 1 H 1* 11 4| 4! .550 .694 .893 .893 8 7 7 7 1.502 1.763 2.044 2.347 1 25 34 49 29 I .785 .887 .994 1.108 If If If If 5 5 5 5 1.057 1.057 1.295 1.295 6 6 6 6 2.670 3.014 3.379 3.766 51 35 19 30 17 i m 1.227 1.353 1.485 1,623 If If If l\ 51 51 1.515 1.744 1.744 2.048 P 5 5 4.173 4.600 5.049 5.518 4* 5 4 23 29 18 26 $ 1.767 1.918 2.074 2,237 2 2 II 1 2.302 2.302 2.650 2.650 8 4* 6.008 6.520 7.051 7.604 51 4* 5 41 30 20 28 18 i 2.405 2.580 2.761 2.948 I 6 6 3.023 3.023 3.419 3.715 4* 41 4* 4 8.178 8.773 9.388 10.020 f 9 26 17 24 26 Lengths of Upset Ends above are best adapted for use with Turnbuckles of standard length, six inches between heads, as shown on page 378, and with Clevises shown on page 380. lengths of Upset Ends for use with ordinary Right and Left Nuts, shown on page 379 may be one inch shorter than above. CAMBBIA STEEL. 373 UPSET SCREW ENDS FOR ROUND BARS. A )_ Jililllllllttttl ^ Diameter of Bar. Area of Bar. Diameter of Screw. Leyh Upset. Area at Root of Thread. Number of Threads per Inch. Weight per foot of Bar. Add for Eicessof Area at Root of Thread Over that of Body of Bar. A B G Inches. So.. Ins. Inches. Inches. Sq.Ins. Pounds. Inches. Per Cent 2 It 3.142 3.341 3.547 I 2 6 61 61 3.715 4.155 4.155 4 4 4 10.68 11.36 12.06 1 18 24 17 3.758 2 61 4.619 4 12.78 4* 23 21 3.976 21 6£ 5.108 4 13.52 51 28 2& 4.200 21 6* 5.108 4 14.28 41 22 2f 4.430 3 6* 5.428 3* 15.07 4f 23 4.666 3 k 61 5.957 3* 15.86 6J 28 2£ 4.909 3 61 5.957 3* 16.69 43 21 2jT 5,157 3 61 6.510 3^ 17.53 51 26 2f 5.412 3 61 6.510 3* 18.40 4a 20 2fi 5.673 3 7 7.087 3* 19.29 5 25 5.940 3 1 7 7.087 31 20.20 4ir 19 6.213 I 7 7.548 31 21.12 4^ 22 6.492 6.777 3 3 i 8 8.171 8.171 31 31 22.07 23.04 4} 26 21 3 7.069 3 71 8.641 3 24.03 5 22 31 7.670 3 7* 9.305 3 26.08 51 21 - 31 8.296 4 7§ 9.993 3 28.20 41 20 3f 8.946 4i 7J 10.706 3 30.42 41 20 3i 9.621 41 8 11.329 21 32.71 4£ 18 3f 10.321 4 8 12.743 2] 35.09 51 23 3f 11.045 4 81 13.544 2] 37.56 51 23 31 11.793 8* 14.220 2f 40.10 5 21 4 12.566 5 81 15.763 2i 42.73 51 25 Lengths of Upset Ends above are best adapted for use with Turnbuckles of standard length, six inches between heads, as shown on page 378, and with Clevises shown on page 380. Lengths of Upset Ends for use with ordinary Right and Left Nuts, shown on page 379, may be one inch shorter than above. 374 CAMBRIA STEEL. UPSET SCREW ENDS FOR SQUARE BARS. ^^mmmmm*\_ ! ^/ |Ny E-yl|^[ ts^JgEp~ -j ^H jr Si A* - Area of Excess to form one Head = Plane Area of Head — AX. ^-^^T^K'+O RI~T) Tan-*--0698R"- QM«- >K+J 5A, Log- 360= 7.940848 -10. ~ 4A ' " .0698 = 8.843855 - 10. 3R Width of Body of Bar. Minimum Thickness. Diameter of Head. Diameter of Largest Pin Hole. Sectional Area of the Head on Line S — S in Excess Additional Length of Bar Beyond Center of Bye Re- quired to form One Head. A T E D of that 0 Inches. Inch. Inches. Inches. in Body of Bar. Inches. 2 4* if 33% 7j 2 5* 21 « 12i 2* 5* a • m 2* 6* 3 i i 13^ 3 6* 2; i • 10* 3 8 4 a 17* 3 9 5 a 22* 4 9* 4j a 17* 4 10] 5 u 21 4 11* 6 u 27* 5 11* 4 37% 20 5 12* 5 a 24 5 1 13 1 u 27* 5 1 14 i u 32 6 i 5 u 21* 6 1 Uj! 6; a 27 6 1 a 31* 7 7 ,8 17 5; 7- • 40% 26 32 8 17 5^ : a 253 8 18 6 | * m 8 19 8 a 35 9 i 19* 7 a 323 r 9 I 21* 9 a 363 9 i 22* 10 10 if 24* 10; f The size of head given is the size of die. The size of finished head will overrun this about Y^H. Eye Bars are Hydraulic Forged without the addition of extraneous metal and without buckles or welds. The heads on Eye Bars are finished of the same thickness "T" as body of bar. 378 CAMBRIA STEEL. TURNBUCKLES. PRESSED WROUGHT IRON. The Cleveland City Forge and Iron Co. Dimensions of Bar. Diameter of Screw. B Diameter of Bar. Side of Square Bar. Inches. Inches. Inches. Inches. Inches. Inches. Inches, Inches. Inches. land 1H Standard Lengths, 6, 9, 12, 15, 18. 24, 36, 48 and 72 inches between heads (A) for all sizes. Lengths of Upset Ends .shown on pages 372 to 375 inclusive are those best adapted for use with Turnbuckles of Standard Lengths, as above. Dimensions E, F, G and H depend upon the specifications of the Bars with which the Turnbuckles are to be used. CAMBBIA STEEL. 379 RIGHT AND LEFT NUTS. For Details of Upset Ends, see pages 372 to 375 inclusive. Length of Upset Ends for use with Right and Left Nuts may be made one inch shorter than the dimensions given in column "G" above. 380 CAMBBIA STEEL. CLEVISES. ^ — ) The Cleveland City Forge and Iron Co. WIST Diameter of Pin in Inches. |3M|3H|3^| 4 Diameter I in Inches. Dimensions to be nsed with Specified Diameters I. TET tt H Dimension " H" is usually A-" larger than diameter of pin and " J " is made to suit the thickness of the pin plate. The above Clevises are designed for use with medium steel rods of 60000 to 68000 pounds tensile strength per square inch. All clevis nuts with diameter " I " 8 inches or larger dimension " A " will be 12 inches. DIMENSIONS OF RIVET HEADS AFTER DRIVING. £$•• •&&$&' £3gap /^yfr fF*¥ • * ZJS Diameter BUTTON HEADS. Height of Head - & X Diameter of Rivet. Radius of Head = of Rivet + A". COUNTERSUNK HEADS. , Diameter of Countersunk Head same as Button Head. Angle of Countersink - 30°. In figuring Clearances for Rivet Heads allow for Heights aa follows: 5i* for 5^" rivets, %* for Y^ rivets. All dimensions in inches. CAMBBIA STEEL. 381 WEIGHTS, DIMENSIONS AND SAFE LOADS OP CHAINS. As given by Standard Manufacturers. Size. Common Coil. Crane. Stud Link. *l || Ins. y* ig iy, 1J4 2 sa 1 | Ins. Width of Link. Approximate Weight per Foot. Safe Load in Thousand Lbs. Length of Link. Width of Link. Approiimate Weight per Foot Safe Load in Thousand Lbs. Length of Link. *5 1 Ins. Approximate Weight per Foot Safe Load in Thousand Lbs. Ins. Lbs. Int. Ins. Lbs. Ins. Lbs. 2H 2M 2^ m VA % VA 21A VA .46 .75 1.10 1.55 2.00 2.60 3.25 4.00 .5 .8 1.3 1.8 2.3 3.3 4.0 4.8 ' 3# 'zji' "iio" "big" 3 ¥ ¥ &x &A 6y2 iy» 1*A 814 $X 10 10H 8* 13 13H 14 i« % f % 4^1 Qi VA 8$ f 2.3 3.0 4.0 4.8 5.7 6.7 7.3 8.5 9.8 12.5 15.2 18.8 22.0 26.0 29.2 34.2 40.0 44.2 50.0 54.2 60.0 4.8 5.9 6.3 8.5 10.1 11.9 14.0 15.8 18.0 228 28.1 34.0 40.5 47.5 55.1 63.3 72.0 81.3 91.1 101.5 112.5 m 2« 5.90 6.8 m 2H 613 9.6 &A sys 8.0 9.3 4^ 2ys 8.0 13.5 5 5H 6Xs w, &A 10.0 13.0 15.0 12.0 14.5 19.5 &A 5K 51/s 6& 8j| 9K 10H 10% HH 12 12^ M Wi *ys 4A 5 5H 5Ji m 10.0 13.0 16.0 19.0 23.0 28.0 31.0 35.C 40.0 47.0 53.0 58.5 65.0 17.0 21.5 27.0 31.0 36.0 41.5 44.8 51.3 58.3 65.8 73.7 82.0 90.9 Safe Loads based on one-half Proof Test, or one-fourth of the approximate breaking load of chain. 382 CAMBKIA STEEL. BRIDGE PINS, NUTS AND PILOT NUTS. B ------ All Threads 8 per inch. Nominal Diameter of Pin. Turned Diameter of Pin. Inches. Diameter of Thread. Inches. Short Diameter of Nut. Inches. Diamefer of Nut Inches. in Bje Bars. IK 2 2K 2^j 2K 3 3K 2K J " +T8u Allow tV excess for each eye bar packed on the pin. COLD ROLLED STEEL COTTEE PINS. Dimensions of Pin in Inches. Diameter of Pin. 2 2^ 2K 2% 3 8X IH Diameter of _ Reduced Point. H IK IK IK 2K 2K \VA 3 3^ 3H K K K K K K K K Diameter of Cotter. 0 A A A K H| K| K| K| K| K Diameter of Pin Hole. 1A ift 1H 2A 2& 2 A 2H 3A 3A CAMBKIA STEEL. 383 LATERAL PINS Rough Diameter of Pin. Nominal Diameter of Pin. Finished Diameter of Pin. Reduced Point. Short Diameter of Nut. Diametor of Nut. Diameter of Thread. Diameter of Cotter Pin. Q Inches. Inches. Inches. Inches. Inches. Inches. Inches. COUNTER AND LATERAL RODS. SOLID OR UPSET EYES. BOUND BAES. Diameter of Bar. Diameter of Largest Diameter of Largest Pin6 Add for One Head. Side of Square Bar. Diameter of Largest Diameter of Largest Pin. Add for One Head. Inches. Inches. Inches. Inches. Inches. Inches. 20 2 2H 18 16H 18 For details of upset screw ends for round and square bars see pages 372 to 375. 384 CAMBKIA STEEL. COUNTER AND LATERAL RODS. LOOP WELDED EYES. j< x *4<~2 D~*1 "•*! I*"*1 i*~2D~*i* "X ^1 Additional length of bar beyond center of pin required to make eye for square or round bars. Diameter or Side of Bar Diameter of Pin in Inches. Indies. 1 1 H i* If 2 21 2* 2| 3 31 1 if 11 It 1* U if 2 21 21 2f 1 5| 6! 7* 8 8* f 101 101 10! ill ll! 121 1 HI 11! 12| 131 IF 101 10! Ill 11! 12! 13| 14 14* 15 15* 16 111 ll! 121 12! 131 142 14* 15 15* 16 16* 16! 171 18 131 13* 14 14* 15 15* 16 16* 16! 171 17! 181 18! 191 13i 13^ 14 14^ 15 15^ 16 16j 17^ 17 18; 183 3 201 20^ 21i 21i L 1 1 14 14* 15 15* 16 III 171 17! 181 18! 191 19* 201 20! 211 22f 231 23! 15 15* 16 16* 16! 171 17! 181 18! 191 19* 20 20* 21 21* 22 22! 231 23! 241 24t 251 25! Length in inches beyond center of pin required to form one eye = X. _ A A = Side or Diameter of Bar. FORMULA: When - - or < 1 D _ Diameter of Pin. X = 37[D + A] + 1 Length of bar including amount required X = 3.7 [D + A] + |- CAMBKIA STEEL. 385 COUNTER AND LATERAL RODS. r---fM r*-— X— *« LOOP WELDED EYES. ^^E^^^^^ i^*"** k-2 D-x< -X-— >1 Additional length of bar beyond center of pin required to make eye for square or round bars. Diameter or Side of Bar. Diameter of Pin in Inches. 31 3f 4 41 41 4i 5 61 61 6f 6 Inches. ! 16 161 16| 16! 171 17! 181 17! 181 18! 191 18! 191 191 20 191 20 201 21 201 21 211 22 211 22 221 22! 221 22! 231 23! 23^ 2* 24 241 24! 251 25! 251 25! 26 261 1 ij U 17 18 18 19 18! 191 191 20 191 20 201 21 201 21 211 22 211 22 22, 22; 23: 23; 231 23! 241 24! 24i 24^ 25: ! : 26* 261 26 261 27 271 27 271 28 281 If 1! it 191 20 201 21 201 21 211 22 211 22 221 22! 221 22! 231 23! 23 23 24- 24- 1 24| 251 25! 251 25! 26 261 26 261 27 271 27 271 28 281 28 281 28! 291 28| 29| 301 2 H 21 H 211 22 221 23 221 23 231 24 231 23! 241 25 241 24! 251 25! 251 25! 261 26! 26 261 271 27! 27 271 28 281 28 281 29 291 28^ 29^ 30 30| 29! 301 30! 311 30 31 31 32 1 231 24 241 251 241 25 251 26 251 26 261 27 261 26! 271 28 27 27 28 28 28 28 29 29 i 30 301 31 311 31 311 32 321 32 321 33 331 32; 33; 33; 34; i 3 31 31 31 25! 261 26! 271 27! 261 27 27! 281 28! 271 28 281 29 291 281 29 291 30 301 291 30 301 31 311 30- 30- 31; 31- 32- 311 31! 321 32! 331 32^ 33; 34] " 33 331 34 34! 351 34 341 35 351 36 35 351 36 361 37 For additional length required to form upset end and details of same see tables of Upset Ends, pages 372 to 375 inclusive. For details of Turnbuckles, see page 378. For details of Right and Left Nuts, see page 379. 386 CAMBRIA STEEL. STANDARD STEEL WIRE NAILS AND SPIKES. Sizes, Lengths and Approximate Number per Pound. Size. ! Common. I .1 f f I CO 1 Barbed Car. Diameter. No. per Lb. ! 1 Ins. W.I M.G. Inch. 2d 3d Id 5d 6d 7d 8d Od lOd 12d 16d 20d 30d 40d 50d 60d IJi 1^ J*. 2M 21A 2% 3 m !» 4^ 5 5H 6 15 14 MH 12H HH lljl W1A log 9 8 6 5 4 3 2 .072 .080 .099 .099 .113 .113 .131 .131 .148 .148 .162 .192 .207 .225 .244 .263 876 568 316 271 181 161 106 96 69 63 49 31 24 18 14 11 876 568 316 271 181 161 106 96 69 63 49 31 24 18 14 11 "157 139 99 90 69 54 43 31 1351 807 584 500 309 238 189 172 121 113 90 62 1010 635 473 406 236 210 145 132 94 87 71 52 46 35 1010 635 473 406 236 210 145 132 94 88 71 52 46 35 411 225 187 142 103 568 274 235 204 139 125 114 83 165 118 103 76 69 54 50 42 35 26 24 18 15 13 274 142 124 92 82 62 57 50 43 31 28 21 17 15 Size. ! Hinge. i i 1 i if I 1 £ Wire Spikes. | i Diameter. No. per Lb. Ins. W.& M.G. Inch. 2d Ex. Fine 2d 3d Ex. Fine 3d 4d 5d 6d 7d 8d 9d lOd 12d 16d 20d 30d 40d 50d 60d 1 8 IK 2 * 2K 2H 5* VA 3H 4M 5 ¥ 7 8 9 10 12 1615 1346 906 274 235 157 139 99 90 69 6 6 5 4 3 2 1 1 .192 .192 .207 .225 .244 .263 .283 .283 41 38 30 23 17 13 10 8 7 6 5 4 3 2077 1781 714 469 1560 710 1351 1015 1558 411 365 251 230 176 151 103 775 700 568 400 357 429 '274 235 157 139 99 90 69 62 49 37 778 "473 ::: : 50" 38" 30" "12" 11 10 9 ' 82 ' ' 62 ' 50 ' ' 25 ' 23 22 19 '142' 124 92 82 62 50 40 30 23 CAMBRIA STEEL. 387 MISCELLANEOUS STEEL WIRE NAILS. Approximate Number per Pound. |H ^o«CB H s.s Length in Inches. A •i t * I I J_ 1 U u_ 28 33 38 45 52 60 72 85 99 120 137 165 198 251 329 429 568 701 913 1246 1655 2133 3000 1L 23 27 32 38 44 50 60 71 82 100 115 138 165 209 274 357 473 584 761 1038 1379 1778 000 00 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 .362 .331 .307 .283 .263 .244 .225 .207 .192 .177 .162 .148 .135 .120 .105 .092 .080 .072 .063 .054 .047 .041 .035 .032 .028 57 65 76 90 106 123 149 172 207 248 314 411 536 710 876 1143 1558 2069 2667 3750 4444 50 58 67 80 94 111 133 153 184 220 279 365 476 631 778 1015 1385 1839 2370 3333 100 120 141 164 200 229 276 333 418 548 714 947 1168 1523 2077 2758 3556 5000 5926 7618 87 104 121 141 171 197 236 283 359 469 613 811 1001 1305 1781 2364 2933 4400 5079 211 247 299 345 414 496 628 822 1072 1420 1752 2280 3116 4138 5334 7500 8888 11428 169 197 239 275 331 397 502 658 857 1136 1402 1828 2495 3310 4267 6000 7111 9143 663 837 1096 1429 1893 2336 3048 4156 5517 7112 10000 11850 15237 2840 3504 4571 6233 8276 10668 15000 17777 22856 20000 23702 30476 Jf««0 1.9 .362 .331 .307 .283 .263 .244 .225 .207 .192 .177 .162 .148 .135 .120 .105 .092 .080 .072 .063 .054 .047 Length in Inches. If 2 2i 2i 2| 3 3* 4 4* 5 6 7 8 9 10 000 00 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 20 23 27 32 37 43 51 60 71 85 98 118 142 179 235 306 406 500 653 890 1182 17 20 24 28 32 38 45 53 62 75 86 103 124 157 204 268 350 438 571 779 16 18 21 25 29 34 40 47 55 67 76 92 110 139 182 238 315 389 508 14 16 19 23 26 30 36 42 50 60 69 82 99 125 164 214 284 350 13 15 17 21 24 28 33 39 45 54 62 75 90 114 149 195 258 12 14 16 19 22 25 30 35 41 50 57 69 83 105 137 178 236 10 12 14 16 19 22 26 30 35 43 49 59 71 90 117 153 9 10 12 14 16 19 23 26 31 37 43 52 62 79 103 8 9 10 13 14 17 20 24 28 33 39 46 55 70 7 8 9 11 13 15 18 21 25 30 35 41 50 6 7 8 10 11 13 15 18 21 25 29 5 6 7 8 9 11 13 15 18 f 6 7 8 10 11 !t« 5 6 7 8 10 V &A &A 61A 9 V.&M. Gauge. 11 12 3J* 4H S1A 000 00 0 1 2 tyi 3% &A 5 6 These approximate numbers are an average only, and the figures given may be varied either way, by changes in the dimensions of heads or points. Brads and no-head nails will have more to the pound than table shows, and large or thick-headed nails will have less. 388 CAMBRIA STEEL. CUT STEEL NAILS AND SPIKES. Sizes, Lengths, and Approximate Number per Pound. Sizes. Length. Inches. Common. Clinch. Finishing. Casing, and Box. Fencing. Spikes. 2d 3d 4d 5d 6d 7d 8d 9d lOd 12d 16d 20d 25d 30d 40d 50d 60d 1 1M 1M 1* 2 2X 2H 2M 3 M VA 4 VA 4H 5 5H 6 6H 7 740 460 280 210 160 120 88 73 60 46 33 23 20 18K 12 10 8 400 260 180 125 100 80 68 52 48 40 34 24 1100 880 530 350 300 210 168 130 104 96 86 76 420 300 210 180 130 107 88 70 52 38 100 80 60 52 38 26 20 18 16 17 14 11 9 7H 6 5H 5 30 26 20 16 Sizes. length. Inches. Barrel Light Barrel. Slating. Length. Sizes. Inches. Flat Grip Fine. Edge Grip. Fine. 2d 3d 4d 5d 6d 7d 8d 9d lOd 12d 16d M K H i *H 1M IN 1H ik 2 2Ji 2H 2*£ 3 3K :*w 750 600 500 450 310 280 210 190 5* 1462 1300 1100 800 650 960 750 600 y9 2d 1 3d 1H 4d m 340 400 304 280 Tobacco. Brads. Shingle. 224 220 180 130 97 85 68 58 48 120 94 74 62 50 40 27 90 72 60 CAMBRIA STEEL. 389 SQUARE BOAT SPIKES. Approximate Number in a Keg of 200 Pounds. Size. Inch. Length of Spike — Inches. 3 4 5 6 7 8 9 1 0 11 12 14 16 •tit & 3000 1660 1320 2375 1360 1140 2050 1230 940 1825 1175 800 600 450 990 650 590 375 880 600 510 335 260 525 4 400 3 300 2 240 2 75 60 320 75 260 20 205 280 240 190 175 160 WROUGHT SPIKES. Approximate Number in a Keg of 150 Pounds. Size. • Inch. Length of Spike — Inches. 3 3^ 4 4H 5 6 7 i i 9 10 11 12 1 2250 1890 1208 1650 1135 1464 1064 1380 930 742 1292 868 570 1161 662 6; 482 4, 445 3f 306 2, !5 573 >5 424 54 300 >6 240 391 270 222 249 203 236 180 WOOD SCREWS. Size Num- ber. Diam- eter. Size Num- ber. Diam- eter. Size Num- ber. Diam- eter. Size Num- Diam- eter. Size Num- ber. Diam- eter. Size dum- Diam- eter. Inch. Inch. Inch. ber. Inch. Inch. ber. Inch. 0 1 2 3 4 .056 .069 .082 .096 .109 5 6 7 8 9 .122 .135 .149 .162 .175 10 11 12 13 14 .188 .201 .215 .228 .241 15 16 17 18 19 .255 .268 .281 .293 .308 20 21 22 23 24 .321 .334 .347 .361 .374 25 26 27 28 29 30 .387 .401 .414 .427 .440 .453 RAILROAD SPIKES. Size Measured. Dnder Head. Inches. Ayerage Number per Keg of 200 Pounds Quantity of Spikes per Mile of Single Track. Ties 2 feet c. to c. 4 Spikes per Tie. Rail Used. Weight per Yard. Pounds. Pounds. Kegs. VA XSA 5M X A 5 X A 5 xy* VAX*/* 4 XK 4K X A 4 X A 3K X& 4 XH yA XH 3 X£i 2K Xfl 300 375 400 450 530 600 680 720 900 1000 1190 1240 1342 7040 5870 5170 4660 3960 3520 3110 2910 2350 2090 1780 1710 1575 35% 29K 26 23K 20 17K 15K \r- IOK 9 8K 7H 75 to 100 45 75 40 56 35 40 30 35 25 35 20 30 20 30 16 25 16 25 16 20 16 20 12 16 390 CAMBRIA STEEL. DIMENSIONS, WEIGHTS AND PROPERTIES OF STANDARD PIPE. Diameter in Inches. Weight Moment nf Section Radios -J* per Foot. 01 Inertia. Modulus. 01 Gyration. Nominal. External. Internal. Pounds. Inches.* Inches.3 Inches. BLACK OR GALVANIZED STANDARD WEIGHT PIPE. | .405 .269 .244 .001 .005 .12 1 .540 .364 .424 .003 .012 .16 1 .675 .493 .567 .007 .022 .21 1 .840 .622 .850 .017 .041 .26 | 1.050 .824 1.130 .037 .071 .33 1 1.315 1.049 1.678 .09 .13 .42 11 1.660 1.380 2.272 .19 .23 .54 if 1.900 1.610 2.717 .31 .36 .62 2» 2.375 2.067 3.652 .67 .56 .79 2.875 2.469 5.793 1.53 1.06 .95 3 3.500 3.068 7.575 3.02 1.72 1.16 31 4.000 3.548 9.109 4.79 2.39 1.34 4* 4.500 4.026 10.790 7.23 3.21 1.51 5.000 4.506 12.538 10.4 4.2 1.68 52 5.563 5.047 14.617 15.2 5.5 1.88 6 6.625 6.065 18.974 28.1 8/5 2.25 7 7.625 7.023 23.544 46.5 12.2 2.59 8 8.625 8.071 24.696 63.4 14.7 3.31 8 8.625 7.981 28.554 72.5 16.8 2.94 9 9.625 8.941 33.907 107.6 22.4 3.28 10 10.750 10.192 31.201 125.9 23.4 3.70 10 10.750 10.020 40.483 160.9 29.9 3.67 10 10.750 10.136 34.240 137.1 25.5 3.69 11 11.750 11.000 45.557 217.0 36.9 4.02 12 12.750 12.090 43.773 248.5 40.0 3.91 12 12.750 12.000 49.562 285.4 44.7 4.38 13 14.00 13.25 54.568 372.8 53.3 4.82 14 15.00 14.25 58.573 461.0 61.5 5.23 15 16.00 15.25 62.579 562.0 70.3 5.53 STANDARD EXTRA STRONG PIPE. 1 .405 .215 .314 .001 .006 .11 | .540 .302 .535 .004 .014 .15 .675 .423 .738 .009 .026 .20 i .840 .546 1.087 .020 .048 .25 I 1.050 .742 1.473 .045 .085 .32 CAMBRIA STEEL. 391 DIMENSIONS, WEIGHTS AND PROPERTIES OF STANDARD PIPE (CONTINUED). Diameter In Inches. Weight Moment of Section Radius of per Foot. Inertia. Modulus. Gyration. • Nominal. Eiternal. Internal. Pounds. Inches.* Inch^s.3 Inched STANDARD EXTRA STRONG PIPE (CONTINUED). 1 1.315 .957 2.171 .11 .16 .41 1£ 1.660 1.278 2.996 .24 .29 .52 if 1.900 1.500 3.631 .39 .46 .61 2 2.375 1.939 5.022 .87 .73 .77 2£ 2.875 2.323 7.661 1.92 1.34 .92 3 3.500 2.900 10.252 3.89 2.23 1.14 3* 4.000 3.364 12.505 6.28 3.14 1.29 4 4.500 3.826 14.983 9.6 4.3 1.48 4* 5.000 4.290 17.611 14.1 5.6 1.65 5 5.563 4.813 20.778 20.7 7.4 1.84 6 6.625 5.761 28.573 40.5 12.2 2.19 7 7.625 6.625 38.048 71.4 18.7 2.53 8 8.625 7.625 43.388 105.7 24.5 2.88 9 9.625 8.625 48.728 149.4 31.0 3.23 10 10.750 9.75 54.735 212.0 39.3 3.63 11 11.750 10.75 60.075 280.1 47.7 3.98 12 12.750 11.75 65.415 360.7 56.6 4.33 STANDARD DOUBLE EXTRA STRONG PIPE. \ .840 .252 1.714 .024 .058 .22 I 1.050 .434 2.440 .058 .110 .28 1 1.315 .599 3.659 .14 .21 .36 li 1.660 .896 5.214 .34 .41 .47 1* 1.900 1.100 6.408 .57 .67 .55 2 2.375 1.503 9.029 1.31 1.10 .70 2£ 2.875 J.771 13.695 2.87 2.00 .84 3 3.500 2.300 18.583 6.0 3.4 1.05 w 4.000 2.728 22.850 9.8 4.9 1.21 4 4.500 3.152 27.541 15.3 6.8 1.37 4£ 5.000 3.580; 32.530 22.6 9.0 1.54 5 5.563 4.063 38.552 33.7 12.3 1.72 6 6.625 4.897 53.160 66.3 20.0 2.08 7 7.625 5.875 62.079 107.5 28.2 2.41 8 8.625 6.875 72.424 162.0 37.6 2.76 392 CAMBKIA STEEL. WROUGHT IRON WELDED STEAM, GAS AND WATER PIPE. DIAMETER. Thickness. Weight per Foot. CIRCUMFERENCE. Lineal Feet to ISq. Ft. Surface. Kominal. Inside. Outside. Internal. External. Inches. Inches. Inches. Inches. Pounds. Inches. Inches. Inside. Outside. Ys .269 .405 .068 .244 .85 1.27 14.13 9.45 .364 .540 .088 .424 1.14 1.70 10.52 7.06 % .493 .675 .091 .567 1.55 2.12 7.74 5.66 v/ .622 .840 .109 .850 1.95 2.64 6.15 4.55 a/ .824 1.050 .113 1.130 2.59 3.30 4.63 3.64 1 1.049 1.315 .133 1.678 3.30 4.13 3.64 2.91 VA 1.380 1.660 .140 2.272 4.34 5.22 2.77 2.30 u! 1.610 1.900 .145 2.717 5.06 5.97 2.37 2.01 2 2.067 2.375 .154 3.652 6.49 7.46 1.85 1.61 zy2 2.469 2.875 .203 5.793 7.76 9.03 1.55 1.33 3 3.068 3.500 .216 7.575 9.64 11.00 1.24 1.09 W* 3.548 4.000 .226 9.109 11.15 12.57 1.08 .95 4 4.026 4.500 .237 10.790 12.65 14.14 .95 .85 MH 4.506 5.000 .247 12.538 14.16 15.71 .85 .76 5 5.047 5.563 .258 14.617 15.86 17.48 .78 .69 6 6.065 6.625 .280 18.974 19.05 20.81 .63 .58 7 7.023 7.625 .301 23.544 22.06 23.95 .54 .50 8 8.071 8.625 .277 24.696 25.36 27.10 .47 .44 8 7.981 8.625 .322 28.554 25.07 27.10 .48 .44 9 8.941 9.625 .342 33.907 28.09 30.24 .43 .40 10 10.192 10.750 .279 31.201 32.02 33.77 .37 .36 10 10.136 10.750 .307 34.240 31.84 33.77 .38 .36 10 10.020 10.750 .365 40.483 31.48 33.77 .38 .36 11 11.000 11.750 .375 45.557 34.56 36.91 .35 .33 12 12.090 12.750 .330 43.773 37.98 40.06 .32 .30 12 12.000 12.750 .375 49.562 37.70 40.06 .32 .30 13 13.250 14.000 .375 54.568 41.63 43.98 .29 .27 14 14.250 15.000 .375 58.573 44.77 47.12 .27 .25 15 15.250 16.000 .375 62.579 47.91 50.27 .25 .24 Nominal AREA. Lineal Feet No. of Contents to 1 COUPLINGS FOR PIPE. Diameter. Internal. External. containing Threads Lineal Foot. Outside Diam Length. Inches. Sq. Inches. Sq. Inches. 1 Cubic Foot. per Inch. Gallons. Inches. Inches. H .06 .13 2540.00 27 .003 .59 .81 .10 .23 1384.00 18 .005 .72 .94 «/ .19 .36 754.40 18 .010 .84 1.06 vx .30 .55 473.90 14 .016 1.00 1.31 JX .53 .87 270.00 14 .028 1.33 1.56 1 .87 1.35 166.60 11^ .045 1.56 1.81 1.50 2.16 96.28 \\Yz .078 1.95 2.13 1x4 2.04 2.84 70.73 H/i .106 2.22 2.38 2 3.35 4.43 42.91 ny2 .174 2.75 2.63 2H 4.78 6.49 30.08 8 .249 3.28 2.88 3 7.38 9.62 19.48 8 .380 3.94 3.13 3H 9.88 12.57 14.57 8 .514 4.44 3.63 4 12.72 15.90 11.31 8 .661 5.00 3.63 4/i 15.93 19.63 9.03 8 .828 5.50 3.63 5 19.99 24.30 7.20 8 1.040 6.22 4.13 6 28.87 34.47 4.98 8 1.500 7.31 4.13 7 38.71 45.66 3.72 8 2.010 8.31 4.13 8 51.16 58.43 2.82 8 2.660 9.31 4.63 8 50.03 58.43 2.88 8 2.610 9.31 4.63 9 62.79 72.76 2.29 8 3.260 10.38 5.13 10 81.47 90.76 1.77 8 4.230 11.66 6.13 10 80.33 90.76 1.78 8 4.190 11.66 6.13 10 78.86 90.76 1.83 8 4.100 j 11.66 6.13 11 95.03 108.43 1.52 8 4.940 12.66 6.13 12 114.63 127.68 1.25 8 5.960 13.88 6.13 12 113.10 127.68 1.27 8 5.880 13.88 6.13 13 137.89 153.94 1.04 8 7.160 15.06 6.13 14 159.48 176.71 .90 8 8.280 16.38 6.13 15 182.65 201.06 .79 8 9.490 J7-38 6.13 CAMBRIA STEEL. 393 MANUFACTURERS' STANDARD SPECIFICATIONS. REVISED APRIL 22, 1919 STRUCTURAL STEEL. Orades. 1. These specifications cover three classes of structural steel, namely: Class A steel, to be used for railway bridges and ships. Class B steel, to be used for buildings, highway bridges, train sheds and similar structures. Class C steel, to be used for structural rivets. I. MANUFACTURE. Process. 2. Steel for Classes A and C shall be made by the open-hearth process. Steel for Class B may be made either by the open-hearth or by the Bessemer process. II. CHEMICAL PROPERTIES AND TESTS. Chemical Composition. 3. The steel shall conform to the following requirements as to chemical composition: Elements Considered. Class A Steel. Class B Steel. Class C Steel. Phosphorus, max., per cent.: Basic open hearth . . . 0.04 0.06 0.04 0.06 0.08 0.04 Bessemer . . . .... 0.10 Sulphur max., per cent . . 0 06 0.05 Ladle Analyses. 4. To determine whether the material conforms, to the requirements specified in section 3, an analysis shall be made by the manufacturer from a test ingot taken during the pouring of each melt. A copy of this analysis shall be given to the purchaser or his representative, if requested. Check Analyses. 5. A check analysis of Class A and Class C steel may be made by the pur- chaser from finished material representing each melt, in which case an excess of 25 per cent, above the requirements specified in section 3 shall be allowed. 394 CAMBEIA STEEL. III. PHYSICAL PROPEETIES AND TESTS. Tension Tests. 6. The steel shall conform to the following requirements as to tensile properties: Properties Considered. Class A Steel. Class B Steel. Class C Steel. Tensile strength, Ib. per sq. in. Yield point, minimum, Ib. per sq. in. ... 55,000-65,000 0 5 tens str 55,000-65,000* 0 5 tens str 46,000-56,000 0 5 tens str Elongation in 8 in., min., per cent l,400,000t l,400,000t 1,400,000 Elongation in 2 in., min., per cent. (Fig. 2) tens. str. 22 tens. str. 22 tens. str. * See section 8. f See section 9. Yield Point. 7. The yield point shall be determined by the drop of the beam of the testing machine. Modification in Tensile Strength. 8. Class B steel may have tensile strength up to 70,000 Ib. maximum, provided the elongation is not less than the percentage required for 65,000 Ib. tensile strength. Modifications in Elongation. 9. (a) For material over % in. in thickness, a deduction of 1 from the percentage of elongation in 8 in. specified for Classes A and B in section 6 shall be made for each increase of H in. in thickness above M in., to a minimum of 18 per cent. (b) For material under & in. in thickness, a deduction of 2.5 from the percentage of elongation in 8 in. specified for Classes A and B in section 6 shall be made for each decrease of fj in. in thickness below & in. Character of Fracture. 10. All broken tension test specimens shall show a silky fracture. Bend Tests. 11. (a) The test specimen for plates, shapes and bars shall bend cold through 180 deg. without fracture on the outside of the bent portion, as follows: For material % in. and under in thickness, flat on itself; for material over M in. up to 1M in. in thickness, around a pin the diameter of which is equal to 1% times the thickness of the specimen; and for material over 1M in. in thickness, around a pin the diameter of which is equal to twice the thickness of the specimen. CAMBKIA STEEL. 395 (b) The test specimen for pins and rollers shall bend cold through 180 deg. around a 1-in. pin without fracture on the outside of the bent portion. (c) A rivet rod shall bend cold through 180 deg. flat on itself without fracture on the outside of the bent portion. (d) Bend tests may be made by pressure or by blows. Test Specimens. 12. (a) Tension and bend test specimens shall be taken from the finished rolled or forged product, and shall not be annealed or otherwise treated, except as specified in section 13. (b) Tension and bend test specimens for plates, shapes and bars, except as specified in paragraph (c), shall be of the full thickness of material as rolled, and with both edges milled to the form and dimensions shown in Fig. 1, or may have both edges parallel. < ABOUT 3 -'- - -* .£ PARALLEL.SECTIOW^ NOT LESS THAN O1^ .,— — ^**"^"^- t V-ZT T ' * i ] k~-*-»j«Tc^ j< 8-— -*j -- ABOUT 18-. FIG. 1. (c) Tension and bend test specimens for plates and bars (except eye-bar flats) over 1 J^ in. in thickness or diameter may be turned or planed to a diameter or thickness of at least % in. for a length of at least 9 in. (d) Tension and bend test specimens for pins and rollers shall be taken parallel to the axis, 1 in. from the surface of the bar. Tension test specimens shall be of the form and dimensions shown in Fig. 2. Bend test specimens shall be 1 in. by y% in. in section. FIG. 2. (e) Rivet bars shall be tested in full-size section as rolled. 396 CAMBRIA STEEL. Annealed Specimens. 13. Test specimens for material which is to be annealed or otherwise treated before use shall be cut from properly annealed or similarly treated short lengths of the full section of the piece. Number of Tests. 14. (a) At least one tension test and one bend test shall be made from each melt. If material from one melt differs 3/i in. or more in thickness, tests shall be made from both the thickest and the thinnest material rolled. (b) If any test specimen develops flaws, or if an 8-in. tension test specimen breaks outside the middle third of the gage length, or if a 2-in. ten- sion test specimen breaks outside the gage length, it may be discarded and another specimen substituted therefor. (c) Material intended for fillers or ornamental purposes will not be subject to test. IV. PERMISSIBLE VARIATIONS IN WEIGHT AND GAGE. Permissible Variations. 15. (a) The sectional area or weight of each structural shape and of each rolled-edge plate up to and including 36 inches in width shall not vary more than 2.5 per cent, from theoretical or specified amounts. (b) The thickness cr weight of each universal plate over 36 in. in width, and of each sheared plate, shall conform to the schedules of permissible variations for sheared plates, Manufacturers' Standard Practice, appended to these specifications. (c) The weights of angles, tees, zees and channels of bar sizes, and the dimensions of rounds, squares, hexagons and flats, shall conform to the Manu- facturers' Standard Practice governing the allowable variations in size and weight of hot-rolled bars. V. FINISH. Finish. 16. The finished material shall be free from injurious defects and shall have a workmanlike finish. VI. MARKING. Marking 17. The name of the manufacturer and the melt number shall be legibly marked, stamped or rolled upon all finished material, except that each pin and roller shall be stamped on the end. Rivet and lattice steel and other small pieces may be shipped in securely fastened bundles, with the above marks legibly stamped on attached metal tags. Test specimens shall have their melt numbers plainly marked or stamped. VII. INSPECTION AND REJECTION. Inspection. 18. The inspector representing the purchaser shall have free entry, at all times while work on the contract of the purchaser is being performed, to all parts of the manufacturer's works which concern the manufacture of the CAMBKIA STEEL. 397 material ordered. The manufacturer shall afford the inspector, free of cost, all reasonable facilities to satisfy him that the material is being furnished in accordance with these specifications. All tests and inspection shall be made at the place of manufacture prior to shipment, and shall be so conducted as not to interfere unnecessarily with the operation of the works. Rejection. 19. Material which, subsequent to the above tests at the mills and its acceptance there, develops weak spots, brittleness, cracks or other imperfec- tions, or is found to have injurious defects, may be rejected at the shop, and shall then be replaced by the manufacturer at his own cost. BOILER STEEL. Grades. 1. There shall be three grades of steel for boilers, namely: flange, firebox, and boiler rivet. I. MANUFACTURE. Process. 2. The steel shall be made by the open-hearth process. II. CHEMICAL PROPERTIES AND TESTS. Chemical Composition. 3. The steel shall conform to the following requirements as to chemical composition: Elements Considered. Flange Steel. Firebox Steel. Boiler Rivet Steel. Manganese, per cent . . 0.30 to 0.60 0.30 to 0.50 0.30 to 0.50 Phosphorus, max., per cent.: Basic 004 0035 0.04 Acid 005 004 0.04 005 004 0.045 Ladle Analyses. 4. To determine whether the material conforms to the requirements specified in section 3, an analysis shall be made by the manufacturer from a test ingot taken during the pouring of each melt. A copy of this analysis shall be given to the purchaser or his representative. Check Analyses. 5. A check analysis may be made by the purchaser from a broken tension test specimen representing each plate as rolled, and this analysis shall conform to the requirements specified in section 3. 398 CAMBKIA STEEL. III. PHYSICAL PROPERTIES AND TESTS. Tension Tests. G. The steel shall conform to the following requirements as to tensile properties: Properties Considered. Flange Steel. Firebox Steel. Boiler Rivet Steel. Tensile strength, Ib. per sq. in Yield point, min., Ib. per sq. in 55,000-65,000 0 5 tens. str. 52,000-60,000 0.5 tens. str. 45.000-55,000 0.5 tens. str. Elongation in 8 in., min., per cent 1.450.000* 1,450.000* 1,450.000 tens. str. tens. str. tens. str. * See section 8. Yield Point. 7. The yield point shall be determined by the drop of the beam of the testing machine. Modifications in Elongation. 8. (a) For plates over % in. in thickness, a deduction of 0.5 from the specified percentage of elongation will be allowed for each increase of H in. in thickness above M in., to a minimum of 20 per cent. (b) For plates under ^ in. in thickness, a deduction of 2.5 from the percentage of elongation specified in section 6 shall be made for each decrease of & in. in thickness below & in. Bend Tests. 9. (a) Cold-bend tests shall be made on the material as rolled. (b) Quench-bend test specimens, before bending, shall be heated to a light cherry red as seen in the dark (about 1200 deg. F.). and quenched in water the temperature of which is about 80 deg. F. (q) Specimens for cold-bend and quench-bend tests of flange and firebox steel shall bend through 180 deg. without fracture on the outside of the bent portion, as follows: For material % in. and under in thickness, flat on them- selves; for material over % in. up to 1>£ in. in thickness, around a pin the diameter of which is equal to the thickness of the specimen; and for material over 1M in- in thickness, around a pin the diameter of which is equal to l\£ times the thickness of the specimen. (d) Specimens for cold-bend and quench-bend tests of boiler rivet steel shall bend cold through 180 deg. flat on themselves without fracture on the outside of the bent portion. (e) Bend tests may be made by pressure or by blows. CAMBRIA STEEL. Test Specimens. 10. (a) Tension and bend test specimens for plates shall be taken from the finished product, and shall be of 1 he full thickness of material as rolled. Ten- sion test specimens shall be of the form and dimensions shown in Fig. 1. Bend test specimens shall be IK in. to 2K in. wide, and shall have the sheared edges milled or planed. (b) The tension and bend test specimens for rivet bars shall be of the full-size section of material as rolled. Number of Tests. 11. (a) One tension, one cold-bend, and one quench-bend test shall be made from each plate as rolled. (b) Two tension, two cold-bend, and two quench-bend tests shall be made for each melt of rivet steel. (c) If any test specimen develops flaws, or if a tension test specimen breaks outside the middle third of the gage length, it may be discarded and another specimen substituted therefor. IV. PERMISSIBLE VARIATIONS IN WEIGHT AND QAQE. Permissible Variations. 12. (a) The. thickness or weight of each sheared plate shall conform to the schedule of permissible variations, Manufacturers' Standard Practice, appended to these specifications. (b) The dimensions of rivet bars shall conform to the Manufacturers' Standard Practice governing allowable variations in the size of hot-rolled bars. V. FINISH. Finish. 13. The finished material shall be free from injurious defects and shall have a workmanlike finish. VI. MARKING. Marking. 14. The melt or slab number, name of the manufacturer, grade, and the minimum tensile strength for its grade as specified in section 6 shall be legibly stamped on each plate. The melt or slab number shall be legibly stamped on each test specimen representing that melt or slab. VII. INSPECTION AND REJECTION. Inspection. 15. The inspector representing the purchaser shall have free entry, at all times while work on the contract of the purchaser is being performed, to all parts of the manufacturer's works which concern the manufacture of the material ordered. The manufacturer shall afford the inspector, free of cost, all reasonable facilities to satisfy him that the material is being furnished in accordance with these specifications. All tests and inspection shall be made at the place of manufacture prior to shipment, and shall be so conducted as not to interfere unnecessarily with the operation of the works. Rejection. 16. Material which, subsequent to the above tests at the mills and its acceptance there, develops weak spots, brittleness, cracks or other imperfec- tions, or is found to have injurious defects, may be rejected at the shop, and shall then be replaced by the manufacturer at his own cost. 400 CAMBRIA STEEL. MANUFACTURERS' STANDARD PRACTICE. PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS OF SHEARED PLATES. WHEN ORDERED TO WEIGHT. One cubic inch of rolled steel is assumed to weigh 0.2833 pound. When ordered to weight per square foot, the weight of each lot* in each shipment shall not vary from the weight ordered more than the amount given in the following table: Ordered Weight Lbs. per Sq. Ft. Permissible Variations in Average Weights per Square Foot of Plates for Widths Given, Expressed in Percentages of Ordered Weights. tinder 48 In. 48 in. incl. to 60 in. exel. 60 in. incl. to 72 in. eicl. 72 in. incl. to 84 in. eicl. 84 in. incl. to 96 in. excl. Over. Under. Over. Under. Over. Under. Over. Under. Over. Under. Under 5 5 incl. to 7.5excl. 5 4.5 3 3 5.5 5 3 3 6 5.5 3 3 7 6 3 3 7.5 « « 10 " 4 3 4.5 3 5 3 5.5 3 6 3 10 « " 12.5 " 3.5 2.5 4 3 4.5 3 5 3 5.5 3 12.5 " " 15 3 2.5 3.5 2.5 4 3 4.5 3 5 3 15 " " 17.5 " 2.5 2.5 3 2.5 3.5 2.5 4 3 4.5 3 17.5 « " 20 « 2.5 2 2.5 2.5 3 2.5 3.5 2.5 4 3 20 • " 25 2 2 2.5 2 2.5 2.5 3 2.5 3.5 2.5 25 « • 30 " 2 2 2 2 2.5 2 2.5 2.5 3 2.5 30 • " 40 « 2 2 2 2 2 2 2.5 2 2.5 2.5 40 or over 2 2 2 2 2 2 2 2 2.5 2 NOTE: — The weight per square foot of individual plates shall not vary from the ordered weight by more than 1>£ times the amount given in this table. * The term "lot" applied to this table means all of the plates of each group width and group weight. » CAMBRIA STEEL. 401 MANUFACTURERS' STANDARD PRACTICE. PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS OF SHEARED PLATES. WHEN ORDERED TO WEIGHT. One cubic inch of rolled steel is assumed to weigh 0.2833 pound. When ordered to weight per square foot, the weight of eqch lot* in each shipment shall not vary from the weight ordered more than the amount given in the following table: Permissible Variations in Average Weights per Square Foot of Plates for Widths Given, Expressed in Percentages of Ordered Weights. Ordered Weight Lbs. per Sq. Ft. 96 in. incl. to 108 in. excl. 108 in. incl. to 120 in. excl. 120 in. incl. to 132 in. excl. 132 in. or over. Over. Under. Over. Under. Over. Under." Over. Under. Under 5 5 incl. to 7. 5 excl. 7.5 " • 10 10 " « 12.5 " 7 6 3 3 8 7 3 3 8 3 9 3 5.5 3 6 3 7 3 8 3 12.5 « " 15 5 3 5.5 3 6 3 7 3 15 • « 17.5 " 4.5 3 5 3 5.5 3 6 3 17.5 " " 20 4 3 4.5 3 5 3 5.5 3 20 " " 25 3.5 3 4 3 4.5 3 5 3 25 « « 30 3 2.5 3.5 3 4 3 4.5 3 30 " « 40 2.5 2.5 3 2.5 3.5 3 4 3 40 or over NOTE: — The weight per square foot of individual plates shall not vary from the ordered weight by more than ll/$ times the amount given in this table. * The term "lot" applied to this table means all of the plates of each group width and group weight. 402 CAMBRIA STEEL. MANUFACTURERS' STANDARD PRACTICE. PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS OF SHEARED PLATES (CONTINUED). WHEN ORDERED TO THICKNESS. One cubic inch of rolled steel is assumed to weigh 0.2833 pound. When ordered to thickness, the thickness of each plate shall not vary more than 0.01 inch under that ordered. The overweight of each lot* in each ship- ment shall not exceed the amount given in the following table: Ordered Thickness Inch. Permissible Excess in Average Weights Per Square Foot of Plates for Widths Given, Expressed in Percentages of Nominal Weights. Under 48 in. 48 in. incl. to 60 in. eicl. 60 in. incl. to 72 in. excl. 72 in. incl. to 84 in. eicl. 84 in. incl. to 96 in. eicl. 96 in. incl. to 108 in. excl. 108 in. incl. to 120 in. eicl. 120 in. incl. to 132 in. excl. 132 in. or over Under y% 9 8 10 9 12 10 14 12 yi incl. to A cxcl. A * " X " 7 8 9 10 12 X « « A « 6 7 8 9 10 12 14 16 19 A " " H " 5 6 7 8 9 10 12 14 17 &i " a •fs 4.5 5 6 7 8 9 10 12 15 A " l-H • 4 4.5 5 6 7 8 9 10 13 */2 " " 5/8 " 3.5 4 4.5 5 6 7 8 9 11 X " " M a 3 3.5 4 4.5 5 6 7 8 9 X " " i " 2.5 3 3.5 4 4.5 5 6 7 8 1 or over 2.5 2.5 3 3.5 4 4.5 5 6 7 * The term "lot" applied to this table means all of the plates of each group width and group thickness. CAMBEIA STEEL. 403 WOODEN BEAMS AND COLUMNS. The results of a series of studies of wooden beams and columns of various kinds of American timber are contained in the Pro- ceedings of the Fifth Annual Convention of the Association of Railway Superintendents of Bridges and Buildings, October, 1895, at which the Committee on Strength of Bridge and Trestle Timbers presented a report, portions of which have been used in preparing certain of the tables on the following pages, but as noted thereon the arrangement and values in many cases have been modified by later information from various sources. The publications of the Forestry Division of the United States Department of Agriculture, Bulletins Nos. 8 and 12, and Circular No. 15, contain reports of tests of American woods, and deduc- tions drawn therefrom. Extracts and tables from these reports are given on the following pages. The tables of safe loads for wooden beams and tables of strength of wooden columns given on the following pages have been specially calculated for this book, Using the information regarding the properties of the various species contained in the reports above referred to, as modified in some cases by later data. In order that information on this subject will be more complete, tables are given herein showing structural timber stress values, as published in the United States Forestry Service Bulletin, No. 108, and also those recommended by the American Railway Engineer- ing and Maintenance of Way Association, Bulletin No. 107. Explanation of the Tables of Safe Loads in Pounds, Uni- formly Distributed, for Rectangular Wooden Beams One Inch Thick, Pages 416 to 421 Inclusive. General. For convenience in use, three of these tables have been prepared from which the safe loads of the various species can be obtained, either directly or by proportion as stated in the footnotes. The values given in the tables are the safe loads in pounds uni- formly distributed, including the weight of the beam itself, for rectangular beams one inch thick for spans from four to forty feet and for depths from four to twenty-four inches. The safe load for a beam of any thickness may be found by multiplying the values given in the tables by the thickness of the beam in inches. The last column of each of the three Tables of Safe Loads for 404 CAMBRIA STEEL. Rectangular Wooden Beams gives a coefficient of deflection, by means of which the deflection for any beam may be obtained, corresponding to the given span and safe load, by dividing the coefficient by the depth of the beam in inches, which will give approximately the deflection in inches under the given conditions. In each table the deflection coefficient is given for only one species of wood, as shown, but the deflections for other species may be obtained from these by proportion as explained hereafter. For the reason that wood has no well-defined limit or modulus of elasticity the deflections obtained by the use of the coefficients are only approximate and will vary, according to the moisture content of the wood and the character of the loading. The deflections thus obtained are, therefore, useful only as a general indication of the amount of bending to be expected under the given conditions and are not exact as in the case of materials like steel, which has a well-defined limit and modulus of elasticity.* The safe loads for other species of woods than those stated in the headings of the tables may be obtained from those given, by direct proportion, dependent upon the ratio of their allowable unit stress as compared with that for which the table is figured, as stated in the foot-notes at the bottom of the tables. * NOTE. — "A series of tests, undertaken at the College of Forestry at Cornell University, seems to demonstrate that, at least in coniferous wood, a definite elastic limit for any particular piece can be easily shown, and, that it coincides with the theoretically calculated elastic limit upon the bases of compression tests and their application, according to Neely's formula." Explanation of the Table of Safe Loads for Rectangular Beams of White Pine, Cedar, Spruce or Eastern Fir. The values for the various species of woods, which are included in this table are calculated for an allowable fibre stress, for flexure, of 700 pounds per square inch. The deflection coefficients are given for white pine and are based upon a modulus of elasticity of 1 000 000 pounds per square inch. The lower dotted line crossing the table indicates the limits of spans for which the deflection will exceed ^^ of the span for the kind of wood for which the deflection coefficient is given. For spans below the line the safe loads given in the tables will produce a deflection greater than ^^ of the span, while those above the line will produce less than this, which is the usual limit of deflec- tion in order to prevent cracking of plastered ceilings. Similarly, CAMBRIA STEEL. 405 the upper dotted line indicates the limit of deflection for the kind of wood for which the deflection coefficient is given, corresponding to a modulus of elasticity of 500000 pounds per square inch, which should be considered in cases where the deflection should be more closely limited. The coefficients of deflection for Cedar corresponding to moduli of 700 000 and 350 000 may be obtained by multiplying those of the table by ty and ty respectively, and for Spruce and Eastern Fir corresponding to moduli of 1 200 000 and 600 000 by multiplying those of the table by £ and f respectively. The full zig-zag line in the table gives the limits of the safe loads corresponding to the allowable shearing stress along the neutral axis of the beam, The safe loads above the line, which are based upon the extreme fibre strains, will produce shearing stresses along the axis or with the grain in excess of that allowable, which, in the case of White Pine and the other woods of this table, is 100 pounds per square inch. The position of this line, which indicates the limit of safe loads for shearing along the neutral axis, was determined by the aid of the following formula: in which W = safe load in pounds uniformly distributed. d = depth of beam in inches. b = breadth of beam in inches. s = allowable shear in the direction of the grain in pounds per square inch. Explanation of the Table of Safe Loads for Rectangular Beams of Short-leal Yellow Pine. The table is calculated for an allowable fibre stress, for flexure, of 1 000 pounds per square inch. The deflection coefficients are figured for a modulus of elasticity of 1 200 000 pounds per square inch, but may be used for other moduli, after obtaining the corresponding coefficients by pro- portion as heretofore explained. The lower dotted line across the table indicates the limits of spans for which the safe load will produce deflections greater than 406 CAMBRIA STEEL. •sfa of the length of the beam. Values above the line will give less deflection than this, and those below will give greater, based on a modulus of 1 200 000 pounds per square inch. Similarly, the upper dotted line indicates the limit of deflection correspond- ing to a modulus of elasticity of 600 000 pounds per square inch. The full zig-zag line across the table indicates the limiting spans and loads based on the allowable intensity of shearing stress along the neutra) axis of the beam. The values above the full zig-zag line correspond to shearing stresses greater than the allowable stress in the direction of the grain for Short-leaf Yellow Pine, while those below the line correspond to shearing stresses less than that allowable, which, in this case, is assumed to be 100 pounds per square inch. Explanation of Tables of Safe Loads for Rectangular Beams of White Oak and Long-leaf Yellow Pine. This table is computed for an allowable fibre stress of 1 200 pounds per square inch, for flexure, and the deflection coefficients are calculated for a modulus of elasticity of 1 500 000 pounds per square inch. The limit for a deflection of T£7 of the span is indicated by the lower dotted zig-zag line on the tables, the values below which correspond to deflections greater than, and those above to deflections less than, the limiting deflections. The upper dotted zig-zag line similarly indicates the limits of deflection for a modulus of elasticity of 750 000 pounds per square inch. The lower full zig-zag line indicates the limit of allowable shearing stress along the axis corresponding to the allowable intensity, for Yellow Pine, of 150 pounds per square inch. Similarly, the upper full zig-zag line indicates the limits for shearing along the axis for White Oak based on an allowable intensity of 200 pounds per square inch. BEARING AT POINTS OP SUPPORT. Care should be taken in designing to provide sufficient bearing at the points of support so that the allowable intensity of com- pression across the grain, as given in the tables on pages 409 to 415, is not exceeded. This may be obtained, where necessary, by the use of corbels or bearing plates of harder wood arranged so as to give a large bearing area against the softer beam. CAMBKIA STEEL. 407 The following statements are made in Bulletin No. 12, U. S. Department of Agriculture, Division of Forestry: RECOMMENDED PRACTICE. "Since the strength of timber varies very greatly with the moisture contents (see Bulletin 8 of the Forestry Division), the economical designing of such structures will necessitate their being separated into groups according to the maximum moisture contents in use. MOISTURE CLASSIFICATION. "Class A (moisture contents, 18 per cent.) — Structures freely exposed to the weather, such as railway trestles, uncovered bridges, etc. "Class B (moisture contents, 15 per cent.) — Structures under roof but without side shelter, freely exposed to outside air, but protected from rain, such as roof trusses of open shops and sheds, covered bridges over streams, etc. "Class C (moisture contents, 12 per cent.) — Structures in buildings unheated, but more or less protected from outside air, such as roof trusses of barns, enclosed shops and sheds, etc. "Class D (moisture contents, 10 per cent.) — Structures in buildings at all times protected from the outside air, heated in the winter, such as roof trusses in houses, halls, churches, etc. "For long-leaf pine add to all the values given in the tables, except those for moduli of elasticity, tension and shearing, for Class B, 15 per cent. ; for Class C, 40 per cent. ; and for Class D, 55 per cent. For the other species add to these values, for Class B, 8 per cent. ; for Class C, 18 per cent., and for Class D, 25 per cent." Based upon the above classification of structures, the two following tables have been figured to facilitate calculations of allowable loads for wooden beams and columns. Proportion of the Values given in the "Tables of Safe Loads for Wooden Beams," Pages 416 to 421 inclusive, to be used in order to obtain the Safe Loads for the various classes of structures referred to above. Glasses. Yellow Pine. All Others. Class A 1.00 1.00 Class B 1.15 1.08 Class C.. 1.40 1.18 Class D... 1.55 1.25 408 CAMBRIA STEEL. Safety Factors to be applied to the Values given in the Table of "Strength of Solid Wooden Columns," Pages 422 and 423, in order to obtain the Safe Loads for the various classes of structures referred to above. Classes. Yellow Pine. All Others. Class A.. 0.20 0.20 0.23 0.22 0.28 0.24 0.31 0.25 Class B Class C.... Class D. ...... SPECIFIC GRAVITY AND WEIGHT PER FOOT FOR VARIOUS KINDS OF TIMBER. Fame of Wood. Specific Gravity. Weight per Cubic Foot. Weight per Foot, Board Measure. White Oak . 0.80 0.38 0.61 0.51 0.51 0.50 0.40 0.40 0.46 0.37 0.66 0.39 0.40 49.94 23.72 38.08 31.84 31.84 31.21 24.97 24.97 28.72 23.10 41.20 24.16 24.97 4.16 ,1.98 3.17 2.65 2.65 2.60 2.08 2.08 2.39 1.93 3.43 2.01 2.08 White Pine Southern Long-leaf or Georgia Yellow Pine Douglas Kir Short-leaf Yellow Pine Red Pine (Norway Pine) Spruce and Eastern Fir Hemlock Cypress. . . Cedar Chestnut California Redwood California Spruce. . The specific gravities and weights given above are the averages of a large number of determinations by various authorities, for woods containing less than 15 per cent, of moisture or such as are commercially known as dry timber. The weights of green or unseasoned woods will be from 20 to 40 per cent, greater than those given in the above table. CAMBKIA STEEL. 409 SAFE UNIT STRESSES FOR TIMBER. RECOMMENDED IN BULLETIN No. 12, U. S. DEPARTMENT OF AGRICULTURE, DIVISION OF FORESTRY. Safe Unit Stresses at 18% Moisture. Species. iM Modulus of Elasticity per Square Inch. -N ^1| Crushing Strength End wise par Square Inch. 1 Crushing Strength Across the Grain per Square Inch. Tensile Strength per Square Inch. 1 Shearing Strength per Square Inch. Lbs. Lbs. Lbs. Lbs. Lbs. Lbs. Lbs. Long-leaf Pine (Pinus palustris) D 1550 1300 880 1090 980 1320 *1440 1000 1000 1200 720000 600000 435000 566000 444000 690000 f226000 335000 450000 550000 1.30 1.30 1.00 1.10 1.25 1000 840 700 760 630 880 650 700 675 800 215 215 147 143 180 167 115 250 120 400 12000 9000 7000 125 100 75 Short:leaf Pine (Pinus White Pine (Pinus stro- bus) Norway Pine (Pinus res- inosa) Colorado Pine (Pinus ponderosa) . . .... Douglas Fir (Pseudot- Redwood (Sequoia sem- pervirens) Red Cedar (Juniperus virginiana) Bald Cypress (Taxo- dium distichum) D. . . White Oak (Quercus alba)D 6000 10000 60 200 Factor of Safety 5 2 1 5 3 1 4 The values marked " D " were obtained from experiments made by the Forestry Division. The other values were obtained from various sources, chiefly the 10th Census Report, but so modified as to give results comparable with Forestry Division values. To arrive at true average values of strength multiply safe loads by factor of safety given in each column. The value for resilience and tensile strength are the ultimate values. The former is practically never used in designing. The latter is a factor impossible to develop in practice, since the piece will always fail in some other way, usually by shearing. The crushing strength across the grain in above is based upon a crushing of 3 per cent, of the cross sectional height of the piece. * This value is certainly too large. t " " " " small. — ED. 410 CAMBRIA STEEL. AVERAGE TESTED STRENGTH VALUES OF STRUCTURAL TIMBERS WITH ORDINARY DEFECTS. Kind of Timber. Condition. Average Moisture Content. Bending. Fibre Stress at Elastic Limit Modulus of Rupture. Per Cent. Lbs. per So,. In. Lbs. per S?88 1200 800 1000 188 188 700 800 750 800 750000 500000 750000 750000 600000 565000 600000 450000 450000 350000 500000 350000 600000 200 100 150 130 100 1250 1000 J88 750 600 1100 100 150 100 40O 500 "Strength of Bridge and Trestle Timbers" of the Association of Railway Super- October, 1895, but the arrangement and values in many cases are now modified 416 CAMBRIA STEEL. SAFE LOAD IN POUNDS FOE RECTANGULAR OF WHITE PINE, CEDAR Allowable fibre stress 700 pounds per square inch. Safety factor 6. Safe loads for other safety factors may be obtained as follows: Span Depth of Beam in Inches. Deflection Coefficientfor in White Pine Feet 4 5 6 7 8 9 10 11 12 13 14 V 4 311 486 700 953 1244 1575 1944 2352 2800 3286 3811 .34 5 249 389 560 ! 762 | 996 1260 1556 1882 2240 2629 3049 .53 6 207 324 467 635 830 I 1050 1296 1569 1867 2191 2541 .76 7 "1781 278 400 544 "nil 900 1111 | 1344 1600 1878 2178 1.03 8 156 243 • 350 476 622 788 972 J 1176 1400 1 1643 1906 1.34 9 138 216 311 423 553 700 864 1046 1 1244 | 1460 1694 1.70 10 124 194 280 ! 381 498 630 778 941 1120 • 1314 1524 2.10 11 113 177 255 "346"i 453 573 707 856 1018 j~lT95~ 1386 2.54 12 103 162 233 318 • 415 525 648 784 933 1095 1270 3.02 13 96 150 215 293 383J 485 598 724 862 1011 1173 , 3.55 14 89 139 200 272 356! 450 556 672 800 939 1089 4.12 1 " ! 15 83 130 187 254 332 420! 519 627 747 876 1016 4.73 16 78 122 175 238 311 394 486! 588 700 821 953 5.38 17 73 114 165 224 293 371 458; 554 659 773 897 6.07 18 69 108 156 212 277 350 432 "623'f 622 730 847 6.80 19 65 102 147 201 262 332 409 495 t 589 692 802 7.58 ------ . 20 97 140 191 249 315 389 471 560! 657 762 8.40 21 93 133 182 237 300 370 448 533 626 726 9.26 22 88 127 173 226 286 354 428 509 597 | 693 10.16 23 85 122 166 216 274 338 409 487 572 663 11.11 24 i!7 159 207 263 324 392 467 548 635 12.10 25 112 152 199 252 311 376 448 526 610 13.13 26 108 147 191 242 299 362 431 506 586 14.20 27 104 141 184 233 288 349 415 487 565 15.31 28 100 136 178 225 278 336 400 469 544 16.46 29 97 131 172 217 268 325 386 453 526 17.66 30 93 127 166 210 259 314 373 438 508 18.90 31 90 123 161 203 251 304 361 424 492 20.18 32 88 119 156 197 243 294 350 411 476 21.50 33 85 115 151 191 236 285 339 398' 462 22.87 34 112 146 185 229 277 329 387 448 24.28 35 109 142 180 222 269 320 376 436 25.73 CAMBKIA STEEL. 417 UNIFORMLY DISTRIBUTED BEAMS ONE INCH THICK AND SPRUCE OR EASTERN FIR. Modulus of rupture 4 200 pounds per square inch. New safe load = Safe load from table X j 6 Jew factor Span in Feet. Depth of Beam in Inches. Deflection Coefficient for White Pine V 15 16 17 18 19 20 21 22 23 24 9 10 11 12 13 14 15 16 17 18 19 20 1944 1750 1601 1458" 1346' 1250 1167 1094 1029 972 921 875 2212 2498 2800 2520 3120 2808 2552 3457 3111 2828 3811 3430 3118 2858 4183 3764 3422 3137 2896 4571 4114 3740 3428 3165 4978 4480 4073 3733 3446 3200 1.70 2.10 2.54 3.02 3.55 4.12 4.73 5.38 6.07 6.80 7.58 8.40 1991 1810 1659 "5"3" 1422 1328 1244 1171 1106 1048 996 2248 2044 1873 1729 2291 2100 1938 1800 2340 2160 2056 1872 2593 2393 2222 2074 2638 2450 2287 2144 "2<"l"8" 1906 1805 1715 1606 1499 1405 1322 1249 1183 1124 2689 2510 2353 2214 T09" 1981 1882 2939 2743 2571 2420 2286 "2165" 2057 1680 1575' 1482 1400 1326 1260 2987 2800 2635 2489 2358 1755 1652 1560 1478 1404 1944 1830 1728 1637 1556 2240 21 833 948 1070 1200 1337 1481 1633 1793 1959 2133 9.26 22 795 905 1022 1145 1276 1414 1559 1711 1870 2036 10.16 23 24 761 "729- 866 830 977 937 1096 1050 1221 1170 1353 1296 1491 1429 1637 1569 1789 1714 1948 1867 11.11 12.10 25 26 27 700 673 648 796 -"66 737 899 865 1008 969 1123 1080 1040 1244 1197 1152 1372 1319 1270 1506 1448 1394 1645 1582 1524 1792 1723 1659 13.13 14.20 15.31 8331 933 28 625 711 803! 900 1003 1111 1225 1344 1469 1600 16.46 29 603 687 775 869 j 968 1073 1183 1298 1419 1545 17.66 30 31 32 33 583 565 547 534 664 642 622 603 749 725 703 681 840 813 787 764 _936 906 850 1037, 1004 "972- 943 1143 1106 1072 1039 1255 1214 1176 1141 1371 1327 1286 1247 1493 1445 1400 1358 18.90 20.18 21.50 22.87 34 515 586 661 741 826 915 "1609" •_! 107 _ 1210 1318 24.28 35 500 569 642 720 802 889 980 1076 1176 1280 25.73 36 37 486 473 553 538 624 608 700 681 780 759 864 841 953 927 1046 1017 1112 1244 27.22 28.75 1211 38 460 524 592 663 739 819 903 991 1083 1179 30.32 39 449 511 576 646 720 798 880 965 1055 1149 31.94 40 438 498 562 630 702 778 858 941 1029 1120 33.60 418 CAMBRIA STEEL. SAFE LOADS IN POUNDS FOR RECTANGULAR OF SHORT-LEAF Allowable fibre stress 1 000 pounds per square inch. Safety factor 6. Safe loads for other safety factors may be obtained as follows: Span Depth of Beam in Inches. Deflection in Coefficient Feet 4 5 6 ,1. 9 10 11 12 13 14 V 4 444 694 1000 1361 1 1778 2250 2778 3361 4000 4694 5444 .40 5 356 556 800 |l"039; 1422 1800 2222 2689 3200 3756 4356 .63 6 296-: 463 667 907 1' 1185" "1500 1 1852 2241 2667 3130 3630 .90 7 254' 397 571 778' 1016 | 1286 | 1587 J 1921 2286 2683 3111 1.23 8 9 222 198 347 309 MO" 444! 681 605 889 790 1125 1000 1389 1681 1494 2000 1778 2347 -2086- 2722 2420 1.60 2.03 1235 10 178 278 400 544! 711 900 1111 1344 1600 1878 2178 2.50 11 162 253 364 495 646; 818 1010 1222 1455 1707 1980 3.03 12 148 231 333 454 593 750! 926 1120 1333 1565 1815 3.60 13 137 214 308 419 547 692 I 855 1034 1231 1444 1675 4.23 14 127 198 286 389 508 643 794! 960 1143 1341 1556 4.90 15 119 185 267 363 474 600 741 896 ! 1067 1252 1452 5.63 16 111 174 250 340 444 563 694 840 1000 ! 1174 1361 6.40 17 105 163 235 320 418 529 654 791 941 ! 1105 1281 7.23 18 99 154 222 302 395 500 617 747 889 1043 ! 1210 8.10 19 94 146 211 287 374 474 585 708 842 988 W 9.03 20 89 139 200 272 356 450 556 672 800 939 1089 10.00 21 85 132 190 259 339 429 529 640 762 894 1037 11.03 22 81 126 182 247 323 409 505 611 727 854 990 12.10 23 77 121 174 237 309 391 483 585 696 816 947 13.23 24 116 162 227 296 375 463 560 667 782 907 14.40 25 111 160 218 284 360 444 538 640 751 871 15.63 26 107 154 209 274 346 427 517 615 722 838 16.90 27 103 148 202 263 333. 412 498 593 695 807 18.23 28 99 143 194 254 321 397 480 571 671 778 19.60 29 138 188 245 310 383 464 552 648 751 21.03 30 133 181 237 300 370 448 533 626 726 22.50 31 129 176 229 290 358 434 516 606 703 24.03 32 125 170 222 281 347 420 500 587 681 25.60 33 121 165 215 273 337 407 485 569 660 27.23 34 118 160 209 265 327 395 471 552 641 28.90 35 114 156 203 257 317 384 457 537 602 30.63 Safe loads for any fibre stress may be readily obtained from this table by proportion. CAMBRIA STEEL. 419 UNIFORMLY DISTRIBUT] BEAMS ONE INCH THIC YELLOW PINE. Modulus of rupture 6 000 pounds per New safe load = Safe load from table ED, K, square inch. v 6 ~ New factor Span in Feet 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Depth of Beam in Inches. Deflection Coefficient V 15 778 26001 16 17 18 19 20 21 5444 4900 4455 4083 3769 •§60b" 3267 3062 2882 ~272T 22 23 24 3160 2844 3568 3211 2919 4000 3600 3273 4457 4011 3646 3343 "3085" 2865 2674 4938 4444 4040 3704 3419 "3175" 2963 2778 5975 5378 4889 4481 4137 3841 6531 5878 5343 4898 4521 4198 7111 6400 5818 5333 4923 4571 4267 2.03 2.50 3.03 3.60 4.23 4.90 5.63 6.40 7.23 8.10 9.03 10.00 11.03 12.10 13.23 14.40 15.63 16.90 18.23 19.60 21.03 22.50 24.03 25.60 27.23 28.90 30.63 32.40 34.23 36.10 38.03 40.00 2273 2083 1923 2586 ! 2370 2188 2676 2470 2294 3000 2769 2571 1786 1667 1563 1471 1389 1316 1250 1190! 1136 1087 1042 1000 962 926 893 862 833 806 781 758 735 714 694 676 658 641 625 2032 1896 1778 1673 1580 1497 1422 1354 "IMS" 1237 1185 1138 1094 1053 1016 981 948 918 889 862 837 813 780 769 749 729 711 2141 2007 1889 1789 1690 1606 1529 1460 "1396"; 1338 1284 1235 1189 1147 1107 1070 1036 1003 973 944 917 894 868 845 823 803 2400 3585 • 3919 2250 2118 2000 1895 1800 1714 1636 1565 MOO" 1440 1385 1333 1286 1241 1200 1161 1125 1091 1059 1029 1000 973 947 923 900 2507 3361 3163 2988 3674 3458 3265 3094 4000 3765 3556 3368 2359 2228 2111 2006 1910 1823 1744 1671 1604 "1543" 1486 1433 1383 1337 1294 1253 1215 1180 1146 1114 1084 1056 1028 1003 2614 2469 2339 2222 2116 2020 1932 1852 1778 1709 2579 2450 2333 2227 2130 2042 1960 1885 1815 2830 2689 2561 2444 2338 2241 2131 2068 1992 1921 1854 2939 2799 2672 2556 2449 2351 2261 2177 2099 2027 1959 "1896" 1837 1781 1728 1677 1633 1589 1547 1507 1469 3200 3048 2909 2783 2667 2560 2462 2370 2286 2207 2133 ' 2065 ~2m 1939 1882 1829 1778 1730 1684 1641 1600 1646 1587 1533 1481 1434 1389 1347 1307 1270 1235 1201 1169 1140 1111 1750 1690 1633 1581 1531 1485 1-111 1400 1361 1324 1289 1256 1225 1793 1735 1681 1630 1582 1537 1494 1453 1415 1379 1344 Safe loads for beams of California Redwood, % of above. 420 CAMBRIA STEEL. SAFE LOADS IN POUNDS FOR RECTANGULAR OF WHITE OAK AND Allowable fibre stress 1 200 pounds per square inch. Safety factor 6. Safe loads for other safety factors may be obtained as follows: Span in Feet Depth of Beam in Inches. Deflection Coefficient V 4 533 427 "«!" 305 267 237 213 5 6 7 8 9 10 11 12 13 14 4 5 6 7 8 9 10 833 667 '556 "m 417 370 333 1200 1633 2133 Il707 I^r^r 1422 1219 1067 948 853 2700 3333 4033 3227 4800 3840 5633 4507 3756 6533 5227 4356 .38 .60 .86 1.18 1.54 1.94 2.40 960 800 > 600 "533" 480 1307 1089 933 817 .'726 2160 '1800 "1543- 1350 1200 1080 2667 2222 2689 ||2305 3200 J743^ !2400 Irn 1920 1006 1667 1481 1333 3219 2817 2504 2253 3733 3267 2904 2017 1793 1613 653 2613 11 12 194 178 303 278 436 400 594 544 776 "7if 982 900 1212 1111 1467 1344 1745 1600 2048 1878 2376 2178 2.90 3.46 13 14 15 16 17 164 152 142 133 125 256 238 222 208 196 369 343 320 300 282 503 467 436 408 384 656 610 569 533 502 ~~83~f 771 720 675 635 '1026 "952" 889 833 784 1241 |1152 !1076 1477 1371 1280 1200 Tl29 1733 1610 1502 1408 1325 2010 1867 1742 1633 1537 4.06 4.70 5.40 6.14 6.94 1008 949 18 19 119 112 185 175 267 253 363 344 474 449 600 568 741 702 896 849 1067 1011 1252 1186' 1452 _1375_ 7.78 8.66 20 107 167 240 327 427 540 667 807 960 1127 1307 9.60 21 102 159 229 311 406 514 635 768 914 1073 1244 10.58 22 97 152 218 297 388 491 606 733 873 1024 1188 11.62 23 93 145 209 284 371 470 580 701 835 980 1136 12.70 24 89 139 200 272 356 450 556 672 800 939 1089 13.82 25 85 133 192 261 341 432 533 645 768 901 1045 15.00 26 128 185 251 328 415 513 621 738 867 1005 16.22 27 123 178 242 316 400 494 598 711 835 968 17.50 28 119 171 233 305 386 476 576 686 805 933 18.82 29 115 166 225 294 372 460 556 662 777 901 20.18 30 111 160 218 284 360 444 538 640 751 871 21.60 31 108 155 211 275 348 430 520 619 727 843 23.06 32 150 204 267 338 417 504 600 704 817 24.58 33 145 198 259 327 404 489 582 683 792 26.14 34 141 192 251 318 392 475 565 663 769 27.74 35 137 187 244 3Q9 381 461 549 644 747 29.40 Safe loads for beams of Douglas Fir, Red Pine (Norway Pine), Cypress, Chestnut and California Spruce, % of above. CAMBEIA STEEL. 431 UNIFORMLY DISTRIBUTED, BEAMS ONE INCH THICK, LONG-LEAF YELLOW PINE. Modulus of rupture 7 200 pounds per square inch. "^"ow caf^a 1r\a/1 — ^afn> Inorl frrim t^Klf* V Span Depth of Beam in Inches. Deflection in Coefficient Feet 15 16 17 18 19 20 21 22 23 24 V 9 3333 3793 4281 4800 5348 5926 6533 7170 7837 8533 1.94 10 3000 3413 3853 4320 4813 5333 5880 6453 7053 7680 2.40 11 2727J 3103 3503 3927 4376 4848 5358 586>- 6412 6982 2.90 12 2500 "2844" 3211 ; 3600 4011 4444 4900 5378 5878 6400 3.46 13 2308 2626 2964 ' "3323" 3703 4103 4523 4964 5426 5908 4.06 14 2143 2438 2752 3086 ' 3438 3810 :_4200 4610 5038 5486 4.70 15 2000 2276 2569 2880 3209 3556 3920 • 4302 4702 5120 5.40 16 1875 2133 2408 2700 3008 3333 3675 ' "403T "4433': 4800 §.14 17 1765 2008 2267 2541 2831 3137 3459 3796 4149 4518 6.94 18 1667 1896 2141 2400 2674 2963 3267 3585 3819 4267 7.78 19 1579 1796 2027 2274 2533 2807 3095 3396 3712 4042 8.66 20 1500 1707 1927 2160 2407 2667 2940 3227 3527 3840 9.60 21 14291 1625 1835 2057 2292 2540 2800 3073 3359 3657 10.58 22 1364J 1552 1752 1964 2188 2424 2678 2933 3206 3491 11.62 23 1304 1484 ! 1675 1878 2093 2319 2557 2806 3067 3339 12.70 24 1250 1422 1606 ! 1800 2006 2222 2450 2689 2939 3200 13.82 25 1200 1365 1541 1728 ! 1925 2133 2352 2581 2821 3072 15.00 26 1154 1313 1482 1662 • 1851 2051 2262 2482 2713 2954 16.22 27 1111 1264 1427 1600 "l783~: 1975 2178 2390 2612 2844 17.50 28 1071 1219 1376 1543 1719 "1905 2100 2305 2519 2743 18.82 29 1034 1177 1329 1490 1660 1839 ! 2028 2225 2432 2648 20.18 30 1000 1138 1284 1440 1604 1778 1960 ! 2151 2351 2560 21.60 31 968 1101 1243 1394 1553 1720 1897 2082 2275 2477 23.06 32 938 1067 1204 1350 1504 1667 1838 2017 "2217" j 2400 24.58 33 909 1034 1168 1309 1459 1616 1785 1956 2137 ! 2327 26.14 34 882 1004 1133 1271 1416 1569 1729 1898 2075 2259 27.74 35 857 975 1101 1234 1375 1524 1680 1844 2013 2194 29.40 .36 833 948 1070 1200 1337 1481 1633 1793 1959 2133 31.10 37 811 923 1041 1168 1301 1441 1589 1744 1906 2076 32.86 38 789 893 1014 1137 1267 1404 1547 1698 1856 2021 34.66 39 769 875 988 1108 1234 1368 1508 1655 1809 1969 36.50 40 750 853 963 1080 1203 1333 1470 1613 1763 1920 38.40 Safe loads for beams of Hemlock, J^ of above. 422 CAMBRIA STEEL. STRENGTH OF SOLID WOODEN COLUMNS OF DIFFERENT KINDS OF TIMBER. For various values of -j-* a 1 = length of column in inches, d = least diameter in inches. BASED ON THE FORMULA OF THE U. S. DEPARTMENT OF AGRI- CULTURE, DIVISION OF FORESTRY. P F 700 + 15c A 700 + 15c + c2' P = ultimate strength in pounds per square inch. F = ultimate crushing strength of timber. c = •=-• Values of F are those given in table on pages 414 and 415 herein. Ultimate Strength in Pounds per Square Inch. White Oak and Southern Long-leaf or Georgia Tellow Pine. Douglas Fir and Short-leaf Yellow Pine. Red Pine (Norway Pine), Spruce or Eastern Fir, Hemlock, Cypress, Chestnut, California Redwood and Cali- White Pine and Cedar. fornia Spruce. F 6000 4500 4000 3500 ^ 2 4973 4475 3978 3481 3 4940 4446 3952 3458 4 4897 4407 3918 3428 5 4844 4359 3875 3391 6 4782 4304 3826 3347 7 4713 4242 3770 3299 8 4638 4174 3710 3247 9 4558 4102 3646 3190 10 4474 4026 3579 3132 11 4386 3948 3509 3070 12 4297 3867 3438 3008 13 4206 3785 3365 2944 14 4114 3703 3291 2880 15 4022 3620 3217 2815 16 3930 3537 3144 2751 17 3838 3455 3071 2687 18 3748 3373 2998 3624 19 3659 3293 2927 2561 For safety factors for various classes of structures to be used in connection with the above table, see p. 408. CAMBRIA STEEL. 423 STRENGTH OF SOLID WOODEN COLUMNS OF DIFFERENT KINDS OF TIMBER. For various values of -r- d 1 = length of column in inches, d = least diameter in inches. BASED ON THE FORMULA OF THE U. S. DEPARTMENT OF AGRI- CULTURE, DIVISION OF FORESTRY. p p y 7QQ + 15c F X 700 + 15c + c* ^ ultimate strength in pounds per square inch. F = ultimate crushing strength of timber. c = g- Values of F are those given in table on pages 414 and 415 herein. Ultimate Strength in Pounds per Square Inch. Red Pine (Norway Pine), White Oak and Douglas Fir Spruce or Eastern White Pine Southern Long-leaf and Short-leaf Fir, Hemlock, Cypress, and or Georgia Yellow Pine. Yellow Pine. Chestnut CaMornia Redwood and Cali- Cedar. fornia Spruce. P 6000 4500 4000 3500 J^ 20 21 3571 3486 3214 3137 2857 2788 2500 2440 22 3402 3061 2721 2381 23 3320 2988 2656 2324 24 3240 2916 2592 2268 25 3162 2846 2529 2213 26 3086 2777 2469 2160 27 3013 2711 2410 2109 28 2941 2647 2353 2059 29 2872 2585 2298 2010 30 2805 2524 2244 1963 32 2677 2409 2142 1874 34 2557 2301 2046 1790 36 2445 2200 1956 1711 38 2340 2106 1872 1638 40 2241 2017 1793 1569 42 2149 1934 1719 1505 44 2063 1857 1650 1444 46 1982 1784 . 1586 1388 48 1907 1716 1525 1335 50 1835 1652 1468 1285 For safety factors for various classes of structures to be used in connection with the above table, see p. 408. 434 CAMBRIA STEEL. SPECIFIC GRAVITIES AND WEIGHTS OF VARIOUS SUBSTANCES. The Basis for Specific Gravities is Pure Water at 62 Degrees Pah., Barometer 30 Inches. Weight of One Cubic Foot, 62.355 Pounds. '£3? Gravity. Water=l. Average Weight of One Cubic foot Pounds. Acid acetic 90% 1.062 1.20 1.20 1.217 1.558 1.841 .00123 66.3 75 75 76 97.2 115 .0765 160 52 42 33 480 516 170.9 178.1 172.1 165.9 159.6 167.1 168 167 56 93.5 52 to 57 56 to 60 fluoric 58% ... . . muriatic (hydrochloric), 40% nitric, 35% phosphoric, 72% sulphuric 97% Air, atmospheric at 60 degrees F., under pressure of one atmosphere, or 14.7 pounds per square inch, Alabaster Alcohol, commercial .833 .68 .53 7.70 8.26 2.74 2.85 2.76 2.66 2.56 2.68 2.70 2.67 .897" 1.5 Alder wood ... 5% nickel alloy, annealed « « cast " " rolled pure, annealed " cast * rolled Anthracite 1 3 to 1 84' of Penna 1 3 to 1.7 " broken, of any size, loose " " moderately shaken * heaped bushel, loose, 77 to 83 pounds " " a ton loose occupies 40 to 43 cubic feet 6.70 6.67 .76 5.67 2.40 .61 .752 418 416 47 354 149 38 47 40 to 45 87.3 22 40 178 46 64.5 Arsenic Ash, American white, dry (see note p. 433) * perfectly dry (see note p. 423) Asphaltum 1 to 1 8 1.4 .35 Barley Basalt 2.86 .73 1.034 CAMBRIA STEEL. 425 SPECIFIC GRAVITIES AND WEIGHTS OF VARIOUS SUBSTANCES. The Basis for Specific Gravities is Pure Water at 62 Degrees Pah., Barometer 30 Inches. _ Weight of One Cubic Foot, 62.355 Pounds. Average Specific Gravity. Water=l. Average Weight of One Cubic Foot Pounds. .965 60.2 50 41 611 31 150 110 60 519 535 512 530 527 533 150 125 100 .65 9.78 Bismuth .97 8.32 8.59 8.22 8.51 8.46 8.56 Naval rolled sheet Br ck best pressed Br ckwork, at 125 pounds per cubic foot, 1 cubic yard equals 1.507 tons, and 17.92 cubic feet - 100 125 140 541 546 523 59 28 170 98 61.7 60 134 12 88 35 a pressed brick, fine joints Bronze cu. 90, tin 10 8.67 8.75 8.38 .94 .45 " gun « Tobin Butter Butternut wood Calcite Calcium 1.57 .99 .96 2.15 Carbon Carpet .56 Cement barrel 15—30 pounds, average 20 pounds mortar, Portland, 1 : 2K 135 ' natural, per barrel, net, 282 pounds " " bag, net, 94 pounds Portland, -loose 88 to 92 108 to 115 " packed, as in barrels " per bag, net, 94 pounds 426 CAMBRIA STEEL. SPECIFIC GRAVITIES AND WEIGHTS OF VARIOUS SUBSTANCES. The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., Barometer 30 Inches. Weight of One Cubic Foot, 62.355 Pounds. Average Specific Gravity. ¥ater=l. Average Weight of One Cubic Foot. Pounds. Cement, Portland, per barrel, net, 376 pounds " standard proportioning 100 178 156 15 to 30 30 42 41 425 63.4 40 550 45 63 150' 119 " set 2.85 2.5 Chalk Charcoal of pines and oaks . Cheese Cherry wood perfectly dry (see note p. 433) .672 .66 6.8 1.02 Chestnut Cider. . Cinders (coal ashes and clinkers) 8.81 .73 Citron 2.1 1.9 " potters' dry 1 8 to 2 1 Coal, anthracite (see Anthracite). " bituminous, a heaped bushel, loose, 70 to 78. ... " broken of any size, loose 47 to 52 51 to 56 79 to 84 84 " moderately shaken solid, Cambria Co., Pa., 1.27-1.34.. « " 1 2 to 1 5 1.35 1 ton occupies 43 to 48 cubic feet . . .83 8.77 1.34 52 546 85 Cobalt Coke " loose, a heaped bushel, 35 to 42 " " good quality 23 to 32 " 1 ton occupies 80 to 97 cubic feet Concrete, cinder, with Portland cement 112 150 150 148 143 155 conglomerate sandstone loose, unrammed, weighs 5 to 25% lighter, varying with consistency Copper cast 8 6 to 8.8 8.7 8.93 8.93 8.82 8.9 8.89 8.9. .24 542 557 557 549 555 554 555 15 plates and sheets pure rolled, 8.8 to 9 wrought Cork, dry (see note p. 433^ CAMBRIA STEEL. 427 SPECIFIC GRAVITIES "AND WEIGHTS OF VARIOUS SUBSTANCES.^ The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., Barometer 30 Inches, j Weight of One Cubic Foot, 62.355 Pounds. Average Specific Gravity. Water=l. Average Weight of One Cubic Foot. Pounds. Corn 31 37 Cornmeal Corundum, pure, 3.8 to 4 3.9 Cotton goods 11-33 40 29 47 180 72 to 80 82 to 92 90 to 100 70 to 76 66 to 68 75 to 90 90 to 100 104 to 112 110 to 120 72 83 75 Crockery . . . . . . .... Cypress wood . ... .46 .76 Dogwood Dolomite . Earth, common loam, perfectly dry, loose more moist, loose " " shaken " " packed " " « « well pressed. Ebonite 1.15 1.33 1.21 1.09 .70 .56 .92 Ebony wood, American. . . . " " Indian Eggs Elder wood 44 35 57 160 34 90 162 40 30 76 44 to 47 157 160 188 230 60 168 Elm wood, perfectly dry (see note p. 433) Fat — beef, hog and mutton Feldspar Fir wood .55 Flax Flint 2.6 Flour, compact Gamboge 1.22 .71-.75 2.52 Gasoline (motor) Glass, common window crown or plate " crystal " flint 3.70 Glassware in boxes Gneiss, common, 2.62 to 2.76 2.69 428 CAMBRIA STEEL. SPECIFIC GRAVITIES AND WE VARIOUS SUBSTANCES [GHTS ( 3. )F The Basis for Specific Gravities is Pare Water at 62 Degrees Fah., Barometer 30 Inches. Weight of One Cubic Foot, 62.355 Pounds. Average Specific Gravitj. Water =1. Average Weight or One Cubic Foot. Pounds. Gneiss, in loose piles 96 Gold, cast, pure or 24-karat . . . 19.258 1204 " pure, hammered 19.5 1217 * standard 22-k. (gold 11, copper 1) 17.5 1090 Granite, solid . . 2.72 170 " broken 96 " dressed 165 " rubble 154 * dry 138 Graphite 130 Gravel , . 120 " and sand 90-130 Greenstone, trap, 2.8 to 3.2 3.00 187 Gum arabic 1.45 90 Gum wood .92 57 .90 56 1.00 62.4 solid 1.55-1.80 97-113 Gutta-percha .98 61 Gypsum, plaster of Paris or stucco mixed with water into a stiff mass, such as mortar, set and dried out 77 " rock, natural, free from surface water, not calcined in block form 140-145 " crushed, not calcined, all to pass through 1-inch ring 90-100 " ground, 90% to pass through 100-mesh screen dried of all free moisture, not calcined known as "land plaster" 75-80 " same, but calcined, known as "stucco" or "plaster of Paris " — loose 55-65 * well shaken down or in bins . . 65-75 Hackmatack wood (American larch) (tamarack) . . . .59 37 Hay, baled 24 Hazel wood .60 38 Hemlock wood 40 25 90 Hickory wood, perfectly dry (see note p. 433) 85 53 76 47 1 45 91 76 47 190 Human blood 1.054 65.7 CAMBRIA STEEL. 429 SPECIFIC GRAVITIES AND WEIGHTS OF VARIOUS SUBSTANCES. The Basis for Specific Gravities is Pure Water at 62 Degrees Pah., Barometer 30 Inches. Weight of One Cubic Foot, 62.355 Pounds. Average Specific Gravity. Water =1. Average Weight of One Cubic Foot Pounds. Hydrogen , .00008 .92 .93 1.01 7.15 7.08 7.21 6.94 7.86 7.65 7.77 7.69 .77 .56 .56 .95 11.37 11.38 11.43 .86 1.02 .0052 57.4 58 63 446 442 450 433 491 477 485 480 48 35 35 59 708 709.6 712 54 64 16-23 80 41 to 83 64 95 75 64 164.4 100 168 38 77 44 57 110 190 Ice 917 to 922 India rubber Indigo Iron, cast, G.9 to 7.4 grey cast " " molten pure white cast wire wrought Jasmine wood, Spanish Juniper wood Larch wood Lard Lead, cast " commercial " sheet Leather, dry * greased • in bales Lignite Lignum-vitae wood (dry) .65-1.33 1.03 1.5 Lime " quick " " ground, thoroughly shaken, per struck bushel 9324 pounds " well shaken, per struck bushel 80 pounds Limestone and marble 2.6 1.61 2.70 .60 1.23 .71 .91 " broken * solid Linden wood Loam Locust wood, dry (see note p. 433) Logwood Lye Magnesite 430 CAMBRIA STEEL. SPECIFIC GRAVITIES AND WEIGHTS OF VARIOUS SUBSTANCES. The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., Barometer 30 Inches. ^ Weight of One Cubic Foot, 62.355 Pounds. Average Specific Gravity. Water =1. Average Weight o? One Cubic Foot. Pounds. 1.74 .85 .56 8.00 .79 109 53 35 500 49 140 90 165 154 138 150 125 Mahogany wood, Spanish, dry (see note p. 433) ..... " Honduras, dry (see note. p. 433) Manganese Maple wood, dry (see note p. 433) Marble (see Limestone). Marl " of brickwork (see Brickwork). " granite or limestone, well dressed « « « well-scabbled mortar rubble, about % of mass will be mortar " «' « roughly scabbled mortar rubble, about % to K of mass will be mortar Mastic wood .85 13.62 13.5 2.93 1.03 8.50 1.65 .92 53 849 846 183 64.5 . 532 103 . 57 80 to 110 110 to 130 104 to 120 46 516 541 527 .0782 73 59.3 32 to 45 52 27 56.2 51.7 Mercury, at 32° F " at 68° F Mica, 2.75 to 3.1 Milk Molybdenum Mortar, hardened, 1.4 to 1.9 Muck (decayed vegetable matter, manure, etc.) " wet, moderately pressed .... « « fluid Mulberry wood .73 8.29 8.69 8.44 .00125 1.17 .95 "'.'84 " Nickel cast « rolled 8 silver (52 cu.+26 zn.+22 ni.) Oak wood heart of old live, perfectly dry, .88-1.02 (see note p. 433) " red, black, perfectly dry " " white Oats Oil — bone, colza, cylinder, engine, 500° fire test, mustard seed, neatsfoot, paraffin, rape seed, tallow .90 .83 " burning (kerosene), 150° and 300°. CAMBRIA STEEL. 431 SPECIFIC GRAVITIES AND WE VARIOUS SUBSTANCE IGHTS S. OF The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., Barometer 30 Inches. Weight of One Cubic Foot, 62.355 Pounds. Average Specific Gravity. Water=i. Average Weight of One Cubic Foot. Pounds. Oil, cotton seed 96 602 gasoline (motor) .71- 75 44 to 49 lard .92 574 linseed .94 58.8 mineral lubricating .91 57 87 54 olive 91 57 petroleum 88 55 signal .85 53 turpentine .87 54 whale 93 58 Oxygen 00143 0895 Paper, calendered 50-70 " strawboard newspaper 33-44 a writing or wrapping 70-90 Paraffine 89 55 5 Pear wood 66 41 Peat 50 Petroleum 878 54 8 Phosphate rock 200 Pine wood, white . 40 25 " " yellow, Northern 55 34 " " " Southern . . 72 45 Pitch 1 15 71 7 Plaster 53 of Paris (see Gypsum). Platinum 21 5 1342 Plum wood 78 49 Poplar wood, dry (see note p. 433) 47 29 " " white Spanish 53 33 Porcelain 240 149 Potassium 87 54 Potatoes, in pile 45 Proof spirit 93 58 Pumice stone 63 39 Quartz 2 65 165 Rags in bales 15-36 Redwood 48 30 Rope 42 Rosin 1 10 68 6 432 CAMBRIA STEEL. SPECIFIC GRAVITIES AND WEIGHTS OF VARIOUS SUBSTANCES. The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., Barometer 30 Inches. ^ Weight of One Cubic Foot, 62.355 Pounds. Average Specific Gravity. Water =1. Average Weight of One Cubic Foot. Pounds. Rubber 60 95 50 45 68 90 to 106 118 to 129 117 144 151 86 30 162 8-32 655 160 to ISO 53 175 5 to 12 15 to 50 170 62 61 437.5 59 31.2 28.7 95 23 .0368 489.6 24 100 42 125 39 37 170 58.6 71.7 Rubber goods Rye Salt, coarse (per struck bushel, Syracuse, N. Y., 50 Ibs.) Saltpetre Sand, of pure quartz, perfectly dry and loose voids full of water very large and small grains, dry . Sandstone, dressed 2.1 to 2.73, 131 to 171 2.41 " quarried and piled, 1 measure solid makes 1J< (about) piled . Sassafras wood .48 2.6 Shales, red or black, 2.4 to 2.8 Silk 10.5 Slag " furnace, granulated Slate 2 7 to 2.9 2.8 Snow, fresh-fallen " moistened, compacted by rain Soapstone, 2.65 to 2 8 2.73 Soda ash Sodium .97 7.00 .94 .50 .46 Spelter, 6.8 to 7.2 Spermaceti Spruce wood « " old Starch Starch (in barrels) Steam at 212° F .0006 7.85 Steel Straw, baled Sugar, 1.60 " stored Sulphur 2.00 Sumac wood Sycamore wood, perfectly dry (see note p. 433) Talc .59 Tallow .94 1.15 Tar . CAMBRIA STJEEL. 433 SPECIFIC GRAVITIES AND WEIGHTS OF VARIOUS SUBSTANCES. The Basis for Specific Gravities is Pure Water at 62 Degrees Pah., Barometer 30 Inches. Weight of One Cubic Foot, 62.355 Pounds. Average Specific Gravity. Water =1. Weight of One Cubic Foot. Pounds. Teak wood .82 7.35 7.29 51 459 455 28 188 190 1192 25 343 .122 .378 .047 83 67.4 38 62.417 62.355 59.7 64.08 61 39-44 456 34 62 15-22 13-22 49 428 446 449 Tile (see page 69). Tin cast 7 2 to 7 5 Tobacco 3.02 Tungsten 19.1 .40 5.5 .00198 .00615 .00077 1.33 1.08 .61 Turf Walnut wood, black, perfectly dry (see note below) . . . Water, pure rain, distilled, at 32° F., Bar. 30 inches. " 212° F.. • 30 « . " sea 1 026 to 1 030 1.028 .97 Wax bees- Wheat White metal (Babbitts) 7.32 .54 .99 Willow wood Wine Wool, in bales Yew wood r . . . .79 6.86 7.15 7.19 " pure " rolled NOTE. — Green timbers usually weigh from one-fifth to nearly one-half more than dry; ordinary building timbers, tolerably seasoned, one-sixth more. For specific gravities of woods not given in this table, see page 408. 434 CAMBKIA STEEL. STANDARD DECIMAL GAUGE. Standard Decimal Gauge in Thickness in Fractions of Approximate Thickness in Weight per Square Foot in Pounds, Avoirdupois. IROH. Basis— 480 STEEL. Basis— 489.6 Inches. an Inch. Millimetres. Pounds Pounds per Cubic Foot. per Cubic Foot. .002 .004 .006 .008 .010 1-500 1-250 3-500 1-125 1-100 .05080010 .10160020 .15240030 .20320041 .25400051 .08 i! .32 .40 .0816 .1632 43448 .3264 .4080 .012 .014 .016 .018 .020 3-250 7-500 2-125 (&+) 9-500 1-60 .30480061 .35560071 .40640081 .45720091 .50800102 .48 .56 .64 .72 .80 .4896 !8160 X>32 .036 11-500 1-40 7-250 4-125 (&+) 9-250 .65880112 .63500127 .71120142 .81280163 .91440183 .88 1.00 1.12 1.28 1.44 .8976 1.0200 .040 .045 .050 .055 .060 1-25 9-200 1-20 11-200 3-50 (&-) 1.01600203 1.14300229 240 1.6320 1.8360 2.0400 2.2440 2.4480 .065 .070 .075 .080 .085 13-200 7-100 3-10 2-25 17-200 1.65100330 1.77800366 1.90500381 2.03200406 2.15900432 2.60 2.80 3.00 1:18 2.6520 2.85 6O 3J2640 3.4680 .090 .095 .100 i$ 9-100 19-200 1-10 11300 2.28600467 2i79400559 3.17500630 1:18 4.00 4.40 5.00 3.6720 siiooo .135 .150 .165 .180 .200 27-200 3-20 33-200 9-50 1-5 3.42900686 4.19100838 4.57200914 5.08001016 5.40 6.00 6.60 7.20 8.00 5.5080 siieoo .220 .240 .250 11-50 6-25 1-4 6.68801118 6.09601219 6.35001270 8.80 9.60 10.00 8.9760 9.7920 10.2000 CAMBRIA STEEL. 435 WIRE AND SHEET METAL GAUGES. In Decimals of an Inch. Number !f~ «*A *J jiff *& *t |K if- of Gauge. j|* 3 American Brown & Sh Wire Gau if iii P American Scr Screw Wire ( 1 til yi 7/0 .5 .500 .6666 6/0 .46875 .4600 .464 .625 5/0 .4375 .4300 .450 .432 .5883 4/0 .454 460000 40625 3938 400 400 .5416 3/0 '.409642 .'375 !3625 .360 .0315 .372 .500 00 !sso .364796 .34375 .3310 .330 .0447 .348 .4452 0 .340 .324861 .3125 .3065 .305 .0578 .324 .3964 1 .300 .289297 .28125 .2830 .285 .0710 .300 .3532 2 .284 .257627 .265625 .2625 .265 .0842 .276 .3147 3 .259 .229423 .25 .2437 .245 .0973 .252 .2804 4 .238 .204307 .234375 .2253 .225 .1105 .232 .260 5 .220 .181940 .21875 .2070 .205 .1236 .212 .2225 6 .203 .162023 .203125 .1920 .190 .1368 .192 .1981 7 .180 .144285 .1875 .1770 .175 .1500 .176 .1764 8 .165 .128490 .171875 .1620 .160 .1631 .160 .1570 9 .148 .114423 .15625 .1483 .145 .1763 .144 .1398 10 .134 .101897 .140625 .1350 .130 .1894 .128 .1250 11 .120 .090742 .125 .1205 .1175 .2026 .116 .1113 12 .109 .080808 .109375 .1055 .105 .2158 .104 .0991 13 .095 .071962 .09375 .0915 .0925 .2289 .092 .0882 14 .083 .064084 .078125 .0800 .0806 .2421 .080 .0785 15 .072 .057068 .0703125 .0720 .070 .2552 .072 .0699 16 .065 .050821 .0625 .0625 .061 .2584 .064 .0625 17 .058 .045257 .05625 .0540 .0525 .2316 .056 .0556 18 .049 .040303 .05 .0475 .045 .2947 .048 .0495 19 .042 .035890 .04375 .0410 .040 .3079 .040 .0440 20 .035 .031961 .0375 .0348 .035 .3210 .036 .0392 21 .032 .028462 .034375 .03175 .031 .3342 .032 .0349 22 .028 .025346 .03125 .0286 .028 .3474 .028 .03125 23 .025 .022572 .028125 .0258 .025 .3605 .024 .02782 24 .022 .020101 .025 .0230 .0225 .3737 .022 .02476 25 .020 .017900 .021875 .0204 .020 .3868 .020 .02204 26 .018 .015941 .01875 .0181 .018 .4000 .018 .01961 .016 .014195 .0171875- .0173 .017 .4132 .0164 .01745 28 .014 .012641 .015625 .0162 .016 .4263 .0148 .015625 29 .013 .011257 .0140625 .0150 .015 .4395 .0136 .0139 30 .012 .010025 .0125 .0140 .014 .4526 .0124 .0123 31 .010 .008928 .0109375 .0132 .013 .4658 .0116 .0110 32 .009 .007950 .01015625 .0128 .012 .4790 .0108 .0098 33 .008 .007080 .009375 .0118 .011 .4921 .0100 .0087 34 .007 .006305 .00859375 .0104 .010 .5053 .0092 .0077 35 .005 .005615 .0078125 .0095 .0095 .5184 .0084 .0069 36 .004 .005000 .00703125 .0090 .009 .5316 .0076 .0061 37 .004453 .006640625 .0085 .0085 .5448 .0068 .0054 38 .003965 .00625 .0080 .008 .5579 .0060 .0048 39 003531 .0075 0075 5711 .0052 .0043 40 .003144 .0070 .007 .5842 .0048 .00386 ' 436 CAMBBIA STEEL. WEIGHTS OF SHEETS AND PLATES OF STEEL, WROUGHT IRON, COPPER AND BRASS. American or Browne & Sharpo Gauge. Number Thickness Weight per Square Foot. of in Gauge. Inches. Steel Iron. Copper. Brass. 0000 .460000 18.7680 18.4000 20.8380 19.6880 000 .409642 16.7134 16.3857 18.5568 17.5327 00 .364796 14.8837 14.5918 16.5253 15.6133 0 .324861 13.2543 12.9944 14.7162 13.9041 1 .289297 11.8033 11.5719 13.1062 12.3819 2 .257627 10-5112 10.3051 11.6705 11.0264 3 .229423 9.3606 9.1769 10.3929 9.8193 4 .204307 8.3357 8.1723 9.2551 8.7443 5 .181940 7.4232 7.2776 8.2419 7.7870 6 .162023 6.6105 6.4809 7.3396 6.9346 7 .144285 5.8868 5.7714 6.5361 6.1754 8 .128490 5.2424 5.1396 5.8206 5.4994 9 .114423 4.6685 4.5769 5.1834 4.8973 10 .101897 4.1574 4.0759 4.6159 4.3612 11 .090742 3 629*7 4.1106 3.8838 12 .080808 3.297O 3 2323 3.6606 3.4586 13 .071962 2 936O 2.8*785 3.2599 3.0800 14 .064084 84146 2.5634 2.9030 2.7428 15 .057068 2.3284 2-2827 2.5852 2.4425 16 .050821 2.0735 2.0328 2.3022 2.1751 17 1.8465 1.8103 2 0501 1.9370 18 .040303 1.6444 1 6121 l!8257 1.7250 19 !03589O 1.4643 l!4356 1.6258 1.5361 20 .031961 1.3040 1.2784 1.4478 1.3679 21 .028462 1.1612 1.1385 1.8898 1.2182 22 .025346 1.0341 1.0138 1 1482 1.0848 23 .022572 .92O94 .90288 l!0225 .96608 24 .020101 .82012 .80404 .91058 .86032 25 .017900 .73032 .71600 .81087 .76612 26 .015941 .65039 .63764 72213 .68227 .014195 .57916 56780 .64303 .60756 28 .012641 .51575 !50564 .57264 .54103 29 .011257 .45929 .45028 .60994 .48180 30 81 .010025 .40902 .36426 .40100 .36712 .45413 .40444 .42907 .38212 "00795O .32436 .31800 .36014 .34026 33 .007080 .28886 .28320 .32072 84 !006305 .25724 .25220 .28562 .26985 35 .005615 22909 .22460 .25436 .24032 1? .005000 .OO4453 "18168 .20000 .17812 .22660 .20172 .19059 88 .003965 !l6177 .15860 .17961 .16970 39 .003531 .14406 .14124 .15995 .16113 40 .003144 .12828 .12576 .14242 .13456 For weights of steel plates A* and over in thickness, see "Table of Weights of Flat Rolled Bars," pages 475 to 480 inclusive. CAMBKIA STEEL. 437 WEIGHTS OF SHEETS AND PLATES OF STEEL, WROUGHT IRON, COPPER AND BRASS. Birmingham Wire Gauge (B. W. O.) Number of Gauge. Thickness in Inches. Weight per Square Foot. Steel Iron. Copper. Brass. 0000 000 00 .454 .426 .380 18.5232 17.3400 15.5040 18.16 17.00 15.20 20.5662 19.2525 17.2140 19.4312 18.1900 16.2640 ? 2 3 4 .340 .300 .284 .259 .238 13.8720 12.2400 11.5872 10.5672 9.7104 13.60 12.00 11.36 10.36 9.52 15-4020 13.5900 12.8652 11.7327 10.7814 14.5520 12.8400 12.1552 11,0852 10.1864 5 6 .220 .203 .180 .165 .148 8.9760 8.2824 7.344O 6.7320 6.0384 8.80 8.12 7.20 6.60 5.92 9.966 9-1959 8.1540 7.4745 6.7044 9.4160 8.6884 7.7040 7.0620 6.3344 10 11 12 13 14 .134 .120 .095 .083 5.4672 4.8960 4.4472 3.8760 3.3864 5.36 4.8O 4.36 3.80 3.32 6.0702 5.4360 4.9377 4.3035 3.7599 6.7352 5.1360 4.6652 4.0660 3.5524 15 16 17 18 19 .072 1042 2.9376 2.6520 2.3664 1.9992 1.7136 2.88 2.60 2.32 1-96 1.68 3.2616 2.9445 2-6274 242197 1.9026 3.0816 2.7820 2.4824 2.0972 1.7976 20 21 22 23 24 .035 !025 .022 1.4280 1.3056 1.1424 1-0200 .8976 1.40 1.28 1.12 1.00 .88 1.5855 1.4496 1.2684 1.1325 .9966 1.4980 1.3696 1.1984 1.0700 .9416 25 26 27 28 29 .020 .018 .016 .014 .013 .8160 .7344 .6528 .5712 .5304 .80 .72 .64 .56 .52 .9060 .8154 .7248 .6342 .5889 .8560 .5564 30 32 33 34 .012 .010 !007 .4896 .4080 .3672 .3264 .2856 .48 .40 .36 .32 .28 .5436 .4530 .4077 .3624 .3171 .6136 .3852 .3424 .2996 35 36 :88S .2040 .1632 .20 .16 .2265 .1812 43140 .1712 Specific Gravities Weight of a Cubic Foot . . " " " Inch . . 7.85 489.6 .2833 7.70 480.0 43778 8.72 543.6 .3146 8.24 513.6 43972 438 CAMBRIA STEEL COMBINED TABLE OF SIZES IN THE PRINCIPAL WIRE GAUGES. Values printed in bold-faced type are exact; values not exact are rounded off to four significant figures, except diameters of the American (B. & S.) Wire Gauge and of the Metric Wire Gauge in the column headed "Diameter, inches," are given to 0.001 inch for the larger sizes and to 0.0001 inch for the smaller. This represents the usual degree of accuracy in the measurement of wires. Diameter Wire Gauge Numbers Cross Section Mils 500 490 464 461.5 460 454 432 430.5 425 409.6 400 393.8 393.7 380 372 364.8 362.5 354.3 348 340 331 324.9 324 315 306.5 300 289.3 Mm. Ins. CCQ 8-3 |B «i • Washburn ij 1 &Moen •li 11 m |1 •c02 n 7-0 (M) o 1 S Sq. Ins. Sq. Mils Circular Mils Sq. Mm. 12.70 12.45 11.79 11.70 11.68 11.53 10.97 10.93 10.80 10.40 10.16 10.00 10.0 9.652 9.449 9.266 9.208 9.0 8.839 8.636 8.407 8.251 8.230 8.0 7.785 7.620 7.348 .500 .490 .464 .4615 .460 .454 .432 .4305 .425 .410 .400 .3938 .3937 .380 .372 .365 .3625 .354 .348 .340 .331 .325 .324 .315 .3065 .300 .289 .1963 .1880 .1691 .1673 .1662 .1619 .1466 .1456 1419 196 300 188 600 169 100 167 300 166 200 161 900 146 600 145 600 141 900 131 800 125 700 121 800 121 700 113 400 108 700 104 500 103 200 98 610 95 110 90 790 86 050 82 890 82 450 77 910 73 780 70 690 65 730 250 000 240 100 215 300 213 000 211 600 206 100 186 600 185 300 180 600 167 800 160 000 155 100 155 000 144 400 138 400 133 100 131 400 125 500 121 100 115 600 109 600 105 500 105 000 99 200 93 940 90 000 83 690 126.7 121.7 109.1 107.9 107.2 104.4 94.56 93.91 91.52 85.03 81.07 78.58 78.54 73.17 70.12 67.43 66.58 63.62 61.36 58.58 55.52 53.48 53.19 50.27 47.60 45.60 42.41 4^0 3-0 2-0 6-0 5^6' 4-6 4-0 3^6 2-6 5-0 4:6 3H)' 100 .1318 .1257 .1218 .1217 .1134 .1087 .1045 .1032 .098 61 .095 11 .090 79 .086 05 .082 89 .082 45 .077 91 .073 78 .070 69 .065 73 3-0 90 Z-0 2-6 0 0 0 80 0 1 1 1 CAMBRIA STEEL. 439 COMBINED TABLE OF SIZES IN THE PRINCIPAL WIRE GAUGES— (Continued). Diameter Wire Gauge Numbers Cross Section Mils Mm. Ins. American : j ] (B.&S.) Washburn &Moen il »B « il •£GG » s Sq. Ins. MUs Circular Mils Sq. Mm. 284 283 276 275.6 262.5 259 257.6 252 243.7 238 236.2 232 229.4 225.3 220 212 207 204.3 203 196.8 192 181.9 180 177.2 177' 176 165 162 160 157.5 148.3 148 144.3 144 137.8 135 134 128.5 128 7.214 7.188 7.010 7.0 6.668 6.579 6.544 6.401 6.190 6.045 6.0 5.893 5.827 5.723 5.588 5.385 5.258 5.189 5.156 5.0 4.877 4.621 4.572 4.5 4.496 4.470 4.191 4.115 4.064 4.0 3.767 3.759 3.665 3.658 3.5 3.429 3.404 3.264 3.251 284 283 276 .276 .2625 259 .258 .252 .2437 .238 .236 .232 .229 .2253 .220 .212 .207 .204 .203 .107 .192 .182 .180 .177 .177 .176 .165 .162 .160 .157 .1483 .148 .144 .144 .138 .135 .134 .128 .128 .... 2 "2 70 .063 35 .06290 .059 83 .059 65 .054 12 .052 69 .052 13 .049 88 .046 64 .044 49 .043 83 .04227 .041 34 .039 87 .038 01 .035 30 .033 65 .032 78 .032 37 .030 43 .028 95 .02600 .025 45 .024 65 .024 61 .02433 .021 38 .020 62 .020 11 .019 48 .017 27 .017 20 .016 35 .016 29 .014 91 .014 31 .014 10 .012 97 .012 87 63 350 62 900 59 830 59 650 54 120 52 690 52 130 49 880 46 640 44 490 43 830 42 270 41 340 39 870 38 010 35 300 33 650 32 780 32 370 30 430 28 950 26 000 25 450 24 650 24 610 24 330 21 380 20 620 20 110 19 480 17 270 17 200 15 350 16 2% 14 910 14 31 14 100 12 97 12 87 80660 80 090 76 180 75 950 68 910 67 080 66 370 63 500 59 390 56 640 55 800 53 820 52 630 50 760 48 400 44 940 42 850 41 740 41 210 38 750 36 860 33 100 32 400 31 390 31 330 30 980 27 220 26 250 25 600 24 810 21 990 21 900 20 820 20 740 18 990 18 220 17 96 16 51 16 38 40.87 40.58 38.60 38.48 34.92 33.99 33.63 32.18 30.09 28.70 28.27 27.27 26.67 25.72 24.52 22.77 21.71 21.15 20.88 19.63 18.68 16.77 16.42 15.90 15.87 15.70 13.80 13.30 12.97 12.57 11.14 11.10 10.55 10.51 9.621 9.235 9.098 8.366 8.302 2 "z 3 4 3 3 "4 5 6 3 'GO' "4" "s 6 7 8 9 "*' 6 '"? 8 4 5 '"6 "*i 50 "45" '"& '46 9 '35 7 '"8 9 10 10 'io 440 CAMBRIA STEEL. COMBINED TABLE OF SIZES IN THE PRINCIPAL WIRE GAUGES— (Continued). Diameter Wire Gauge Numbers Cross Section Mils Mm. Ins. American (B. & S.) £ g IS 8°a ^ Birmingham (Stubs') British Z*' '• '• K- '.'.£'.'•'• | Standard .2 1 Sq. Ins. Sq. Mils Circular Mils Sq. Mm. 1Z0.5 120 118.1 116 114.4 109 105.5 104 101.9 98.42 95 92 91.5 90.74 83 80.81 80 78.74 72 71.96 70.87 65 64.08 64 62.99 62.5 58 57.07 56 55.12 54 50.82 49 48 47.5 47.24 45.26 42 41 3.061 3.048 3.0 2.946 2.906 2.769 2.680 2.642 2.588 2.5 2.413 2.337 2.324 2.305 2.108 2.053 2.032 2.0 1.829 1.828 1.8 1.651 1.628 1.626 1.6 1.588 1.473 1.450 1.422 1.4 1.372 1.291 1.245 1.219 1.207 1.2 1.150 1.067 1.041 .1205 .120 .118 .116 .114 .109 .1055 .104 .102 .098 .095 .092 .0915 .091 .083 .081 .080 .079 .072 .072 .071 .065 .064 .064 .063 .0625 .058 .057 .056 .055 .054 .051 .049 .048 .0475 .047 .045 .042 .041 "9 11 12 ii 12 30 25 .011 40 .011 31 .010 96 .010 57 .010 28 .009 331 .008 742 .008 495 .008 155 .007 609 .007 088 .006 648 .006 576 .006 467 .005 411 .005 129 .005 027 .004 869 .004 072 .004 067 .003 944 .003 318 .003 225 .003 217 .003 116 .003 068 .002 642 '.002 558 .002 463 .002 386 .002 290 .002 028 .001 886 .001 810 .001 772 .001 753 .001 609 .001 385 .001 320 11 400 11 310 10 960 10 570 10 280 9331 8742 8495 8155 7609 7088 6648 6576 6467 5411 5129 5027 4869 4072 4067 3944 3318 3225 3217 3116 3068 2642 2558 2463 2386 2290 2028 1886 1810 1772 1753 1609 1385 1320 14 520 14 400 13 950 13 460 13 090 11 880 11 130 10 820 10 380 9687 9025 8464 8372 8234 6889 6530 6400 6200 5184 5178 5022 4225 4107 4096 3968 3906 3364 3257 3136 3038 2916 2583 2401 2304 2256 2232 2048 1764 1681 7.358 7.297 7.069 6.818 6.634 6.020 5.640 5.481 5.261 4.909 4.573 4.289 4.242 4.172 3.491 3.309 3.243 3.142 2.627 2.624 2.545 2.141 2.081 2.075 2.011 1.979 1.705 1.650 1.589 1.539 1.478 1.309 1.217 1.167 1.143 1.131 1.038 0.8938 0.8518 10 ..... 12 "is 13 "ii" 15 13 "i4 15 14 15 '26' 16 "ii' 16 18 16 'l4 15 16 17 16 17 17 "18 19 "is" 18 14 "12" "19" CAMBRIA STEEL. 441 COMBINED TABLE OF SIZES IN THE PRINCIPAL WIRE GAUGES— (Continued). Diameter Wire Gauge Numbers Cross Section Mils 40.3 40 39.37 36 3.5.89 35.43 35 34.8 32 31.96 31.7 31.5 28.6 2S.46 28 27.56 25.8 25.35 25 24 23.62 23 22.57 22 20.4 20 JL 20 19.68 18.1 18 17.9 17.72 17.3 16.4 16.2 16 15.94 15.75 15 Mm. Ins. American (B. & S.) II |* Birmingham (Stubs') British Standard •c •§ rt Sq. Ins. Sq. Mils Circular Mils Sq. Mm. 1.024 1.016 1.0 .9144 .9116 .90 .8890 .8839 .8128 .8118 .8052 .80 .7264 .7229 .7112 .70 .6553 .6438 .6350 .6096 .60 .5842 .5733 .5588 .5182 .5106 .5080 .50 .4597 .4572 .4547 .45 .4394 .4166 .4115 .4064 4049 .40 .3810 .040 .040 .039 .036 .036 .035 .035 .0343 .032 .032 .0317 .031 .0286 .0285 .028 .0276 .0258 .0253 .025 .024 .0236 .023 .0226 .022 .0204 .0201 .020 .0197 .0181 .018 .0179 .0177 .0173 .0164 .0162 .016 .0159 .0157 .015 18 19 20 "zi' "Z2 23 "26" J9 20 io 9 .001 276 .001 257 .001 217 .001 018 .001 012 .039861 .039621 .039511 .038042 .038023 .037802 .037791 .036424 .036363 .03G158 035965 .035228 .035046 .034909 .Os4524 .034383 .034155 .Os4001 .033801 .0332G9 .Os3173 .Os3142 .033043 .Os2573 .Os2545 .032517 .032465 .032351 .032112 .032061 .032011 .031996 .031948 .031767 1276 1257 1217 1018 1012 986.1 962.1 951.1 804.2 802.3 789.2 779.1 642.4 636.3 615.8 596.5 522.8 504.6 490.9 452.4 438.3 415.5 400.1 380.1 326.9 317.3 314.2 304.3 257.3 254.5 251.7 246.5 235.1 211.2 206.1 201.1 199.6 194.8 176.7 1624 1600 1550 1296 1288 1255 1225 1211 1024 1022 1005 992 818 810.1 784 759.5 665.6 642.4 625 576 558 529 509.5 484 416.2 404 400 387.5 327.6 324 320.4 313.9 299.3 269 262.4 256 254.1 248 225 .8231 .8107 .7854 .6567 .6527 .6362 .6207 .6136 .5189 .5176 .5092 .5027 .4145 .4105 .3973 .3848 .3373 .3255 .3167 .2919 .2827 .2675 .2582 .2452 .2109 .2047 .2027 .1963 .1660 .1642 .1624 .1590 .1517 .1363 .1330 .1297 .1288 .1257 .1140 20 "«' 21 21 22 '23' 24 25 "22' 23 22 23 "& 7 6 "24" "24' 24 26 "K '20 25 "26' 5 ' 4-5 25 27 27 28 27' 26 4 29 442 CAMBRIA STEEL. COMBINED TABLE OF SIZES IN THE PRINCIPAL WIRE GAUGES— (Continued}. Diameter Wire Gauge Numbers Cross Section Mils Mm. Ins. American (B.&S.) Washburn & Moen 1 Birmingham (Stubs') t «1 :«s « 28 •c •s 3 fe Sq. Mils Circular Mils Sq. Mm. 14.8 14.2 14 13.78 13.5 13.2 13 12.8 12.64 12.4 12 11.81 11.8 11.6 11.26 10.8 10.4 10.03 10 9.842 9.5 9.2 9 8.928 8.5 8.4 8 7.95 7.874 7.6 7.5 7.087 7.08 7 6.8 6.6 6.305 6.299 6.2 .3759 .3606 .3556 .35 .3454 .3353 .3302 .3251 .3211 .3150 .3048 .30 .2997 .2946 .2859 .2743 .2642 .2546 .2540 .25 .2413 .2337 .2286 .2268 .2159 .2134 .2032 .2019 .20 .1930 .1905 .18 .1798 .1778 .1727 .1676 .1601 .16 .1575 .0148 .0142 .0140 .0138 .0136 .0132 .0130 .0128 .0126 .0124 .0120 .0118 .0118 .0116 .0113 .0108 .0104 .0100 .0100 .0098 .0095 .0092 .0090 .0089 .0085 .0084 .0080 .0080 .0079 .0076 .0075 .0071 .0071 .0070 .0068 .0066 .0063 .0063 .0062 "27 .031720 .031583 .031539 .031491 .031453 .Osl368 .031327 .031287 .031255 .031208 .031131 .031096 .031094 .031057 .049954 .049161 .048495 047894 .047854 .047609 .047088 .046648 .046362 .046260 .045675 .045542 .045027 .044964 .044869 .044536 .044418 .043944 .043937 .043848 .043632 .043421 .043122 .043116 .043019 172.0 158.3 153.9 149.1 145.3 136.8 132.7 128.7 125.5 120.8 113.1 109.6 109.4 105.7 99.54 91.61 84.95 78.94 78.54 76.09 70.88 66.48 63.62 62.60 56.75 55.42 50.27 49.64 48.69 45.36 44.18 39.44 39.37 38.48 36.32 34.21 31.22 31.16 30.19 219 201.5 196 189.9 185 174.2 169 163.8 159.8 153.8 144 139.5 139.2 134.6 126.7 116.6 108.2 100.5 100 96.87 90.25 84.64 81 79.7 72.25 70.56 64 63.21 62.00 57.76 56.25 50.22 50.13 49 46.24 43.56 39.75 39.68 38.44 .1110 .1021 .099 32 .096 21 .093 72 .088 29 .085 63 .083 02 .080 98 .077 91 .072 97 .070 69 .070 55 .068 18 .06422 .059 10 .054 81 .050 93 .050 67 .049 09 .045 73 .042 89 .041 04 .040 39 .036 61 .035 75 .032 43 .032 03 .031 42 .029 27 .028 50 .025 45 .025 40 .024 83 .023 43 .022 07 .020 14 .020 11 .01948 30 "28' 3-5 29 "28" 31 "32" 29 "so 30 "3 33 31 32 ' 2-5 29 30 si 32 34 33 31 35 36 37 "38" 32 34 "33 35 2 "33 39 36 1-8 40 •ii 34 37 34 "«' i-6 CAMBRIA STEEL. 443 COMBINED TABLE OF SIZES IN THE PRINCIPAL WIRE GAUGES— (Continued). Diameter Wire Gauge Numbers Cross Section Mils 6 5.906 5.8 5.615 5.512 5.5 5.2 5 4.8 4.724 4.6 4.453 4.4 4 3.965 3.937 36 3.531 3.2 3.145 2.800 2.8 2.494 2.4 2.221 2 1.978 1.969 1.761 1.6 1.568 1.397 1.243 12 1.107 1 .9863 Mm. Ins. American (B.&S.) Washburn & Moen Birmingham (Stubs') II ."Sea « 1 Sq. Ins. Sq. Mils Circular Mils Sq. Mm. .1524 .15 .1473 .1426 .14 .1397 .1321 .1270 .1219 .12 .1168 .1131 .1118 .1016 .1007 .10 .09144 .08969 .08128 .07987 .071 13 .071 12 .06334 .06096 .05641 .05080 .05023 .05 .04473 .04064 .03984 .03547 .03159 .03048 .028 13 .02540 .02505 .0060 .0059 .0058 .0056 .0055 .0055 .0052 .0050 .0048 .0047 .0046 .0045 .0044 .0040 .0040 .0039 .OC36 .0035 .0032 .0031 .0028 .0028 .0025 .0024 .0022 .0020 .0020 .0020 .0018 .0016 .0016 .0014 .0012 .0012 .0011 .0010 .0010 35 43 "44" 38 i-5 i-4 .042827 .042739 .042642 .042476 .042386 .042376 .042124 .041963 .041810 .041753 .041662 .041557 .041521 .041257 .041235 .041217 .041018 .059793 .058042 .067766 .056159 .056158 .0548S4 .064524 .063873 .053142 .063072 .053044 .052436 .062011 .061932 .051532 .061215 .051131 .069635 .067854 .067641 28.27 27.39 26.42 24.76 23.86 23.76 21.24 19.63 18.10 17.53 16.62 15.57 15.21 12.57 12.35 12.17 10.18 9.793 8.042 7.766 6.159 6.158 4.884 4.524 3.873 3.142 3.072 3.044 2.436 2.011 1.932 1.532 1.215 1.131 .9635 .7854 .7641 36 34.87 33.64 81.52 30.38 3025 27.04 25 23.04 22.32 21.16 19.83 19.36 16 15.72 15.50 12.96 12.47 10.24 9.888 7.842 7.84 6.219 5.76 4.932 4 3.911 3.875 3.102 2.560 2.460 1.951 1.547 1.44 1.227 1 .9728 .018 24 .017 67 .017 05 .015 97 .015 39 .015 33 .013 70 .012 67 .011 67 .011 31 .010 72 .010 05 .009810 .008 107 .007967 .007854 .006567 .006318 .005189 .005010 .003973 003973 003151 002 919 r 002499 002027 - 001982 001 963 001 572 001297 001246 Os9884 037838 037297 036216 035067 034929 45 36 46 47 48 "?5 39 40 1-2 49 37 "ZB '39 '40 41 "42" 43 "44" "45" 46 47 48 '49' 50 36 41 42 1 43 44 45 '46 "47" 0-5 48 49 "so" 50 444 CAMBRIA STEEL. DECIMAL EQUIVALENTS OF NON-BINARY FRACTIONS (Denominators 7 to 19.) Nu- mer- ator 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 T7 DENOMINATOR 7 9 11 12 13 14 15 17 18 19 .1429 .2857 .4286 .5714 .7143 .8571 .1111 .2222 .3333 4444. .5556 .6667 .7778 .8889 .0909 .1818 .2727 .3636 .4545 .5455 .6364 .7273 .8182 .0833 .1667 .2500 .3333 .4167 .5000 .5833 .6667 .7500 .8333 .9167 .0769 .1538 .2308 .3077 .3846 .4615 .5385 .6154 .6923 .7692 .8462 .9231 .0714 .1429 .2143 .2857 .3571 .4286 .5000 .5714 .6429 .7143 .7857 .8571 .9286 .0667 .1333 .2000 .2667 .3333 .4000 .4667 .5333 .6000 .6667 .7333 .8000 .8667 .9333 .0588 .1176 .1765 .2353 .2941 .3529 .4118 .4706 .5294 .5882 .6471 .7059 .7647 .8235 .8824 .9412 .0556 .1111 .1667 .2222 .2778 .3333 .3889 4444 .5000 .5556 .6111 .6667 .7222 .7778 .8333 .8889 .9444 .0526 .1053 .1579 .2^05 .2632 .3158 .3684 .4211 .4737 .5263 .5789 .6316 .6842 .7368 .7895 .8421 .8947 .9474 .9091 18 SQUARE ROOTS AND CUBE ROOTS OF FRACTIONS Frac- tion Square Root Cube Root Frac- tion Square Root Cube Root Frac- tion Square Root Cube Root £ .70711 .79370 6 .92582 .94991 h .28868 .43679 J .57735 .81650 .69336 .87358 j .35355 .61237 .50000 .72112 ft ft .64550 .76376 .95743 .74690 .83555 .97141 £ .50000 .62996 | .79057 .85499 j* .86603 .90856 i .93541 .95647 TS .25000 .39685 1 .40825 .91287 .55032 .94104 i s 2 'i .33333 .47140 .48075 .60571 s .43301 .55902 .66144 .57236 .67860 .75915 i .37796 .52275 I .66667 .76314 .75000 .82548 |. .53452 .65863 i .74536 .82207 H .82916 .88259 f .65465 .75395 i .88192 .91963 tt .90138 .93313 .75593 .82983 t .94281 .96150 i! .96825 .97872 * .84515 .89390 CAMBRIA STEEL. 445 DECIMAL EQUIVALENTS OF NON-BINARY FRACTIONS ^Denominators 21 to 31.) i i 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 DENOMINATOR 21 22 23 24 26 27 28 29 30 31 .0476 .0952 .1429 .1905 2381 2857 3333 3810 4286 4762 5238 .5714 .6190 .6667 .7143 .7619 .8095 .8571 .9048 .9524 .0455 .0909 .1364 .1818 .2273 .2727 .3182 .3636 .4091 .4545 .5000 .5456 .5909 .6364 .6818 .7273 .7727 .8182 .8636 .9091 .9545 .0435 .0870 .1304 .1739 .2174 .2609 .3043 .3478 .3913 .4348 .4783 .5217 .5652 .6087 .6522 .6957 .7391 .7826 .8261 .8696 .9130 .9565 .0417 .0833 .1250 .1667 .2083 .2500 .2917 .3333 .3750 .4167 .4583 .5000 .5417 .5833 .6250 .6667 .7083 .7500 .7917 .8333 .8750 .9167 .9583 .0385 .0769 .1154 .1538 .1923 .2308 .2692 .3077 .3462 .3846 .4231 .4615 .5000 .5385 .5769 .6154 .6538 .6923 .7308 .7692 .8077 .8462 .8846 .9231 .9615 .0370 .0741 .1111 .1481 .1852 .2222 .2593 .2963 .3333 .3704 .4074 .4444 .4815 .5185 .5555 .5926 .6296 .6667 .7037 .7407 .7778 .8148 .8519 .8889 .9259 .9630 .0357 .0714 .1071 .1429 .1786 .2143 .2500 .2857 .3214 .3571 .3929 .4286 .4643 .5000 .5357 .5714 .6071 .6429 .6786 .7143 .7500 .7857 .8214 .8571 .8929 .9286 .9643 .0345 .0690 .1034 .1379 .1724 .2069 .2414 .2759 .3103 .3448 .3793 .4138 .4483 .4828 .5172 .5517 .5862 .6207 .6552 .6897 .7241 .7586 .7931 .8276 .8621 .8966 .9310 .9655 .0333 .0667 .1000 .1333 .1667 .2000 .2333 .2667 .300C .3333 .3667 .4000 .4338 .4667 .5000 .5333 .5667 .6000 .6333 .6667 .7000 .7333 .7667 .8000 .8333 .8667 .9000 .9333 .9667 .0323 .0645 .0968 .1290 .1613 .1935 .2258 .2581 .2903 .3226 .3548 .3871 .4194 .4516 .4839 .5161 .5484 .5806 .6129 .6452 .6774 .7097 .7419 .7742 .8065 .8387 .8710 .9032 .9355 .9677 446 CAMBBIA STEEL. DECIMALS OF A FOOT FOR EACH & OF AN INCH. Inck 0" 1" 2" 3" 4" 6" 0 0 .0833 .1667 .2500 .3333 .4167 A .0013 .0026 .0039 .0052 .0846 .0859 .0872 .0885 .1680 .1693 .1706 .1719 .2513 .2526 .2539 .2552 .3346 .3359 .3372 .3385 .4180 .4193 .4206 .4219 A .0065 .0078 .0091 .0104 .0898 .0911 .0924 .0937 .1732 .1745 .1758 .1771 .2565 .2578 .2591 .2604 .3398 .3411 .3424 .3437 .4232 .4245 .4258 .4271 A .0117 .0130 .0143 .0156 .0951 .0964 .0977 .0990 .1784 .1797 .1810 .1823 .2617 .2630 .2643 .2656 .3451 .3464 .3477 .3490 .4284 .4297 .4310 .4323 ¥ '64' .0169 .0182 .0195 .0208 .1003 .1016 .1029 .1042 .1836 .1849 .1862 .1875 .2669 .2682 .2695 .2708 .3503 .3516 .3529 .3542 .4336 .4349 .4362 .4375 1 .0221 .0234 .0247 .0260 .1055 .1068 .1081 .1094 .1888 .1901 .1914 .1927 .2721 .2734 .2747 .2760 .3555 .3568 .3581 .3594 .4388 .4401 .4414 .4427 | .0273 .0286 .0299 .0312 .1107 .1120 .1133 .1146 .1940 .1953 .1966 .1979 .2773 .2786 .2799 .2812 .3607 .3620 .3633 .3646 .4440 .4453 .4466 .4479 ft .0326 .0339 .0352 .0365 .1159 .1172 .1185 .1198 .1992 .2005 .2018 .2031 .2826 .2839 .2852 .2865 .3659 .3672 .3685 .3698 .4492 .4505 .4518 .4531 1 .0378 .0391 .0404 .0417 .1211 .1224 .1237 .1250 .2044 .2057 .2070 .2083 .2878 .2891 .2904 .2917 .3711 .3724 .3737 .3750 .4544 .4557 .4570 .4583 CAMBKIA STEEL. 447 DECIMALS OF A FOOT FOR EACH & OF AN INCH. Inch. 6" 7" 8" 9" 10" 11" 0 .5000 .5833 .6667 .7500 .8333 .9167 ¥ s .5013 .5026 .5039 .5052 .5846 .5859 .5872 .5885 .6680 .6693 .6706 .6719 .7513 .7526 .7539 .7552 .8346 .8359 .8372 .8385 .9180 .9193 .9206 .9219 ¥ 1 .5065 .5078 .5091 .5104 .5898 .5911 .5924 .5937 .6732 .6745 .6758 .6771 .7565 .7578 .7591 .7604 .8398 .8411 .8424 .8437 .9232 .9245 .9258 .9271 1 .5117 .5130 .5143 .5156 .5951 .5964 .5977 .5990 .6784 .6797 .6810 .6823 .7617 .7630 .7643 .7656 .8451 .8464 .8477 .8490 .9284 .9297 .9310 .9323 8 .5169 .5182 .5195 .5208 .6003 .6016 .6029 .6042 .6836 .6849 .6862 .6875 .7669 .7682 .7695 .7708 .8503 .8516 .8529 .8542 .9336 .9349 .9362 .9375 1 .5221 .5234 .5247 .5260 .6055 .6068 .6081 .6094 .6888 .6901 .6914 .6927 .7721 .7734 .7747 .7760 .8555 .8568 .8581 .8594 .9388 .9401 .9414 .9427 f .5273 .5286 .5299 .5312 .6107 .6120 .6133 .6146 .6940 .6953 .6966 .6979 .7773 .7786 .7799 .7812 .8607 .8620 .8633 .8646 .9440 .9453 .9466 .9479 if s .5326 .5339 .5352 .5365 .6159 .6172 .6185 .6198 .6992 .7005 .7018 .7031 .7826 .7839 .7852 .7865 .8659 .8672 .8685 .8698 .9492 .9505 .9518 .9531 ft .5378 .5391 .5404 .5417 .6211 .6224 .6237 .6250 .7044 .7057 .7070 .7083 .7878 .7891 .7904 .7917 .8711 .8724 .8737 .8750 .9544 .9557 .9570 .9583 448 CAMBRIA STEEL. DECIMALS OF A FOOT FOR EACH & OF AN INCH. Inch. 0" 1" 2" 3" 4" 6" | .0430 .0443 .0456 .0469 .1263 .1276 .1289 .1302 .2096 .2109 .2122 .2135 .2930 .2943 .2956 .2969 .3763 .3776 .3789 .3802 .4596 .4609 .4622 .4635 I .0482 .0495 .0508 .0521 .1315 .1328 .1341 .1354 .2148 .2161 .2174 .2188 .2982 .2995 .3008 .3021 .3815 .3828 .3841 .3854 .4648 .4661 .4674 .4688 | .0534 .0547 .0560 .0573 .1367 .1380 .1393 .1406 .2201 .2214 .2227 .2240 .3034 .3047 .3060 .3073 .3867 .3880 .3893 .3906 .4701 .4714 .4727 .4740 f .0586 .0599 .0612 .0625 .1419 .1432 .1445 .1458 .2253 .2266 .2279 .2292 .3086 .3099 .3112 .3125 .3919 .3932 .3945 .3958 .4753 .4766 .4779 .4792 it 1 .0638 .0651 .0664 .0677 .1471 .1484 .1497 .1510 .2305 .2318 .2331 .2344 .3138 .3151 .3164 .3177 .3971 .3984 .3997 .4010 .4805 .4818 .4831 .4844 | .0690 .0703 .0716 .0729 .1523 .1536 .1549 .1562 .2357 .2370 .2383 .2396 .3190 .3203 .3216 .3229 .4023 .4036 .4049 .4062 .4857 .4870 .4883 .4896 | .0742 .0755 .0768 .0781 .1576 .1589 .1602 .1615 .2409 .2422 .2435 .2448 .3242 .3255 .3268 .3281 .4076 .4089 .4102 .4115 .4909 .4922 .4935 .4948 1 .0794 .0807 .0820 .1628 .1641 .1654 .2461 .2474 .2487 .3294 .3307 .3320 .4128 .4141 .4154 .4961 .4974 .4987 CAMBBIA STEEL. 449 DECIMALS OF A FOOT FOR EACH £ OF AN INCH. Inch. 6" 7" 8" 9" 10" II" | .5430 .5443 .5456 .5469 .6263 .6276 .6289 .6302 .7096 .7109 .7122 .7135 .7930 .7943 .7956 .7969 .8763 .8776 .8789 .8802 .9596 .9609 .9622 .9635 | .5482 .5495 .5508 .5521 .6315 .6328 .6341 .6354 .7148 .7161 .7174 .7188 .7982 .7995 .8008 .8021 .8815 .8828 .8841 .8854 .9648 .9661 .9674 .9688 8 H H .5534 .5547 .5560 .5573 .6367 .6380 .6393 .6406 .7201 .7214 .7227 .7240 .8034 .8047 .8060 .8073 .8867 .8880 .8893 .8906 .9701 ..9714 .9727 .9740 f .5586 .5599 .5612 .5625 .6419 .6432 .6445 .6458 .7253 .7266 .7279 .7292 .8086 .8099 .8112 .8125 .8919 .8932 .8945 .8958 .9753 .9766 .9779 .9792 1 .5638 .5651 .5664 .5677 .6471 .6484 .6497 .6510 .7305 .7318 .7331 .7344 .8138 .8151 .8164 .8177 .8971 .8984 .8997 .9010 .9805 .9818 .9831 .9844 1 .5690 .5703 .5716 .5729 .6523 .6536 .6549 .6562 .7357 .7370 .7383 .7396 .8190 .8203 .8216 .8229 .9023 .9036 .9049 .9062 .9857 .9870 .9883 .9896 n .5742 .5755 .5768 .5781 .6576 .6589 .6602 .6615 ,7409 .7422 .7435 .7448 .8242 .8255 .8268 .8281 .9076 .9089 .9102 .9115 .9909 .9922 .9935 .9948 ft Y .5794 .5807 .5820 '.6628 .6641 .6654 .7461 .7474 .7487 .8294 .8307 .8320 .9128 .9141 .9154 .9961 .9974 .9987 1.0000 450 CAMBRIA STEEL. DECIMALS OF AN INCH FOR EACH 6VTH. WITH MILLIMETRE EQUIVALENTS. Frac- tion Jjths Decimal Millime- tres Frac- tion *, Decimal Millime- tres A A 1 2 3 4 .015625 .03125 .046875 .0625 0.397 0.794 1.191 1.588 Te 33 34 35 36 .515625 .53125 .546875 .5625 13.097 13.494 13.891 14.288 A 5 6 7 8 .078125 .09375 .109375 .125 1.984 2.381 2.778 3.175 'if 37 38 39 40 .578125 .59375 .609375 .625 14.684 15.081 15.478 15.875 A A 9 10 11 12 . 140625 . 15625 .171875 .1875 3.572 3.969 4.366 4.763 'Ii 'ii 41 42 43 44 .640625 .65625 .671875 .6875 16.272 16.669 17.066 17.463 A 13 14 15 16 .203125 .21875 .234375 .25 5.159 5.556 5.953 6.350 H 45 46 47 48 .703125 .71875 .734375 .75 17.859 18.256 18.653 19.050 A A 17 18 19 20 .265625 .28125 .296875 .3125 6.747 7.144 7.541 7.938 it 'ii 49 50 51 52 .765625 .78125 .796875 .8125 19.447 19.844 20.241 20.638 ii X 21 22 23 24 .328125 .34375 .359375 .375 8.334 8.731 9.128 9.525 'Ii ii 53 54 55 56 .828125 .84375 .859375 .875 21.034 21.431 21.828 22.225 ii A 25 26 27 28 .390625 .40625 .421875 .4375 9.922 10.319 10.716 11.113 'If 'ii 57 58 59 60 .890625 .90625 .921875 .9375 22.622 23.019 23.416 23.813 if 29 30 31 32 .453125 .46875 .484375 .5 11.509 11.906 12.303 12.700 'ii i" 61 62 63 64 .953125 .96875 .984375 1. 24.209 24.606 25.003 25.400 CAMBRIA STEEL. 451 WEIGHTS AND AREAS OF SQUARE AND ROUND BARS AND CIRCUMFERENCES OF ROUND BARS. One cubic foot of steel weighs 489.6 Ibs. The following tables of weights of rounds, squares, flats, etc., are theoretical only. The various sizes made by us are listed elsewhere herein under appro- priate headings, and the weights of rolled steel are subject to variation in accordance with mill practice for the different classes of products. Thickness or Diameter Weight of IH Bar Weight of © Bar Area Area of ^ Bar Circumference in Inches. One Foot Long. One Foot Long. in Sq. Inches. in Sq. Inches. in Inches. * .013 .021 ,030 .041 .010 .016 .023 .032 .0039 .0061 .0088 .0120 .0031 .0048 .0069 .0094 .1964 .2454 .2945 .3436 I .053 ,067 .083 .100 .042 .053 .065 .079 .0156 .0198 .0244 .0295 .0123 .0155 .0192 .0232 .3927 .4418 .4909 .5400 I .120 .140 .163 .187 .094 .110 .128 .147 .0352 .0413 .0479 .0549 .0276 .0324 .0376 .0431 .5891 .6381 .6872 .7363 I .212 .240 .269 .300 .167 .188 .211 .235 .0625 .0706 .0791 .0881 .0491 .0554 .0621 .0692 .7854 .8345 .8836 .9327 | .332 .366 .402 .439 .261 .288 .316 .345 .0977 .1077 .1182 .1292 .0767 .0846 .0928 .1014 .9818 1.0308 1.0799 1.1290 1 .478 .519 .561 .605 .376 .407 .441 .475 .1406 .1526 .1650 .1780 .1104 .1198 .1296 .1398 1.1781 1.2272 1.2763 1.3254 TS .651 .698 .747 .798 .511 .548 .587 .627 .1914 .2053 .2197 .2346 .1503 .1613 .1726 .1843 1.3745 1.4235 1.4726 1.5217 i it .850 .904 .960 1.017 .668 .710 .754 .799 .2500 .2659 .2822 .2991 .1963 .2088 .2217 .2349 1.5708 1.6199 1.6690 1.7181 452 CAMBBIA STEEL. SQUARE AND ROUND BARS. (CONTINUED.) Thickness Weight Weight Area Area Circumference or Diameter of £ Bar of 0Bar of |H Bar of @ Bar of O8" in Inches. One Foot Long. One Foot Long. in Sq. Inches. in Sq. Inches. in Inches. i 1.076 1.136 1.199 1.263 .845 .893 .941 .992 .3164 .3342 .3525 .3713 .2485 .2625 .2769 .2916 1.7672 1.8162 1.8653 1.9144 i 1.328 1.395 1.464 1.535 1.043 1.096 1.150 1.205 .3906 .4104 .4307 .4514 .3068 .3223 .3382 .3545 1.9635 2.0126 2.0617 2.1108 H 1.607 1.681 1.756 1.834 1.262 1.320 1.380 1.440 .4727 .4944 .5166 .5393 .3712 .3883 .4057 .4236 2.1599 2.2089 2.2580 2.3071 1 H 1.913 2.245 2.603 2.988 1.502 1.763 2.044 2.347 .5625 .6602 .7656 .8789 .4418 .5185 .6013 .6903 2.3562 2.5526 2.7489 2.9453 .'i 3.400 3.838 4.303 4.795 2.670 3.015 3.380 3.766 1.0000 1.1289 1.2656 1.4102 .7854 .8866 .9940 1.1075 3.1416 3.3380 3.5343 3.7306 I 5.313 5.857 6.428 7.026 4.172 4.600 5.049 5.518 1.5625 1.7227 1.8906 2.0664 1.2272 1.3530 1.4849 1.6230 3.9270 4.1234 4.3197 4.5161 I 7.650 8.301 8.978 9.682 6.008 6.519 7.051 7.604 2.2500 2.4414 2.6406 2.8477 1.7671 1.9175 2.0739 2.2365 4.7124 4.9088 5.1051 5.3015 1 10.41 11.17 11.95 12.76 8.178 8.773 9.388 10.02 3.0625 3.2852 3.5156 3.7539 2.4053 2.5802 2.7612 2.9483 5.4978 5.6942 5.8905 6.0869 CAMBRIA STEEL. 453 SQUARE AND ROUND BARS. (CONTINUED.) Thickness Weight Weight Area Area Circumference or Diameter of |H Bar of @B:ir of JUjBar of @Bar of Qfiar in Inches. One Foot Long. One Foot Long. in Sq. Inches. in Sq. Inches. in Inches. 2 A i 13.60 14.46 15.35 16.27 10.68 11.36 12.06 12.78 4.0000 4.2539 4.5156 4.7852 3.1416 3.3410 3.5466 3.7583 6.2832 6.4796 6.6759 6.8723 I A 17.21 18.18 19.18 20.20 13.52 14.28 15.06 15.87 5.0625 5.3477 5.6406 5.9414 3.9761 4.2000 4.4301 4.6664 7.0686 7.2650 7.4613 7.6577 tt 21.25 22.33 23.43 24.56 16.69 17.53 18.40 19.29 6.2500 6.5664 6.8906 7.2227 4.9087 5.1573 5.4119 5.6727 7.8540 8.0504 8.2467 8.4431 i 25.71 26.90 28.10 29.34 20.19 21.12 22.07 23.04 7.5625 7.9102 8.2656 8.6289 5.9396 6.2126 6.4918 6.7771 8.6394 8.8358 9.0321 9.2285 si 30.60 31.89 33.20 34.55 24.03 25.05 26.08 27.13 9.0000 9.3789 9.7656 10.160 7.0686 7.3662 7.6699 7.9798 9.4248 9.6212 9.8175 10.014 ! 35.92 37.31 38.73 40.18 28.21 29.30 30.42 31.55 10,563 10.973 11.391 11.816 8.2958 8.6179 8.9462 9.2806 10.210 10.407 10.603 10.799 H 41.65 43.15 44.68 46.23 32.71 33.89 35.09 36.31 12.250 12.691 13.141 13.598 9.6211 9.9678 10.321 10.680 10.996 11.192 11.388 11.585 A 16 4 47.82 49.42 51.05 52.71 37.55 38.81 40.10 41.40 14.063 14.535 15.016 15.504 11.045 11.416 11.793 12.177 11.781 11.977 12.174 12.370 454 CAMBBIA STEEL. SQUARE AND ROUND BARS. (CONTINUED.) Thickness Weight Weight Area Area Circumference or Diameter of g Bar of ^ Bar of H] Bar of ^Bar of Q Bar in Inches. One Foot Long. One Foot Long. in Sq. Inches. in Sq. Inches. in Inches. 4 t A 54.40 56.11 57.85 59.62 42.73 44.07 45.44 46.33 16.000 16.504 17.016 17.535 12.566 12.962 13.364 13.772 12.566 12.763 12.959 13.155 i 61.41 63.23 65.08 66.95 48.24 49.66 51.11 52.58 18.063 18.598 19.141 19.691 14.186 14.607 15.033 15.466 13.352 13.548 13.745 13.941 ft 68.85 70.78 72.73 74.71 54.07 55.59 57.12 58.67 20.250 20.816 21.391 21.973 15.904 16.349 16.800 17.257 14.137 14.334 14.530 14.726 1 76.71 78.74 80.80 82.89 60.25 61.85 63.46 65.10 22.563 23.160 23.766 24.379 17.721 18.190 18.665 19.147 14.923 15.119 15.315 15.512 V 85.00 87.14 89.30 91.49 66.76 68.44 70.14 71.86 25.000 25.629 26.266 26.910 19.635 20.129 20.629 21.135 15.708 15.904 16.101 16.297 1 93.71 95.96 98.23 100.5 73.60 75.37 77.15 78.95 27.563 28.223 28.891 29.566 21.648 22.166 22.691 23.221 16.493 16.690 16.886 17.082 H 102.9 105.2 107.6 110.0 80.78 82.62 84.49 86.38 30.250 30.941 31.641 32.348 23.758 24.301 24.851 25.406 17.279 17.475 17.672 17.868 1 112.4 114.9 117.4 119.9 88.29 90.22 92.17 94.14 33.063 33.785 34.516 35.254 25.967 26.535 27.109 27.688 18.064 18.261 18.457 18.653 CAMBBIA STEEL. 455 SQUARE AND ROUND BARS. (CONTINUED.) Thickness Weight Weight Area Area Circumference or Diameter of g| Bar of Q Bar of PU Bar of ^Bar of ^^| Bar in Inches. One Foot Long. One Foot Long. in 84. Inches. in Sq. Inches. in Inches. 6 122.4 125.0 127.6 130.2 96.13 98.15 100.2 102.2 36.000 36.754 37.516 38.285 28.274 28.867 29.465 30.069 18.850 19.046 19.242 19.439 i 132.8 135.5 138.2 140.9 104.3 106.4 108.5 110.7 39.063 39.848 40.641 41.441 30.680 31.296 31.919 32.548 19.635 19.831 20.028 20.224 H 143.7 146.5 149.2 152.1 112.8 115.0 117.2 119.4 42.250 43.066 43.891 44.723 33.183 33.824 34.472 35.125 20.420 20.617 20.813 21.009 1 154.9 157.8 160.7 163.6 121.7 123.9 126.2 128.5 45.563 46.410 47.266 48.129 35.785 36.451 37.122 37.800 21.206 21.402 21.599 21.795 7 166.6 169.6 172.6 175.6 130.8 133.2 135.6 138.0 49.000 49.879 50.766 51.660 38.485 39.175 39.871 40.574 21.991 22.188 22.384 22.580 i 178.7 181.8 184.9 188.1 140.4 142.8 145.2 147.7 52.563 53.473 54.391 55.316 41.283 41.997 42.718 43.446 22.777 22.973 23.169 23.366 i 191.3 194.5 197.7 200.9 150.2 152.7 155.3 157.8 56.250 57.191 58.141 59.098 44.179 44.918 45.664 46.415 23.562 23.758 23.955 24.151 i 204.2 207.5 210.9 214.2 160.4 163.0 165.6 168.2 60.063 61.035 62.016 63.004 47.173 47.937 48.707 49.483 24.347 24.544 24.740 24.936 456 CAMBBIA STEEL. SQUARE AND ROUND BARS. (CONTINUED.) Thickness or Diameter in Inches. Weight of |g Bar One Foot Long. Weight of 0 Bar One Foot Long. Area of |H Bar in Sq. Inches. Area of ^ Bar in Sq. Inches. Circumference otQtor in Inches. 8 217.6 221.0 224.5 227.9 170.9 173.6 176.3 179.0 64.000 65.004 66.016 67.035 50.266 51.054 51.849 52.649 25.133 25.329 25.526 25.722 1 ft 231.4 234.9 238.5 242.1 181.8 184.5 187.3 190.1 68.063 69.098 70.141 71.191 53.456 54.269 55.088 55.914 25.918 26.115 26.311 26.507 1 245.7 249.3 252.9 256.6 192.9 195.8 198.6 201.5 72.250 73.316 74.391 75.473 56.745 57.583 58.426 59.276 26.704 26.900 27.096 27.293 if 260.3 264.0 267.8 271.6 204.4 207.4 210.3 213.3 76.563 77.660 78.766 79.879 60.132 60.994 61.863 62.737 27.489 27.685 27.882 28.078 9 I 275.4 279.2 283.1 287.0 216.3 219.3 222.3 225.4 81.000 82.129 83.266 84.410 63.617 64.504 65.397 66.296 28.274 28.471 28.667 28,863 | 290.9 294.9 298.8 302.8 228.5 231.6 234.7 237.8 85.563 86.723 87.891 89.066 67.201 68.112 69.029 69.953 29.060 29.256 29.453 29.649 i 306.9 310.9 315.0 319.1 241.0 244.2 247.4 . 250.6 90.250 91.441 92.641 93.848 70.882 71.818 72.760 73.708 29.845 30.042 30.238 30.434 i 323.2 327.4 331.6 335.8 253.8 257.1 260.4 263.7 95.063 96.285 97.516 98.754 74.662 75.622 76.589 77.561 30.631 30.827 31.023 31.220 CAMBBIA STEEL. 457 SQUARE AND ROUND BARS. (CONCLUDED.) Thickness Weight Weight Area Area Circumfereaoe or Diameter of gj Bar of £ Bar of H Bar of @ Bar of Q Bar in Inches. One Foot Long. One Foot Long. in 84. Inches. in Sq. Inches. in Inches. 10 i 340.0 344.3 348.6 352.9 267.0 270.4 273.8 277.1 100.00 101.25 102.52 103.79 78.540 79.525 80.516 81.513 31.416 31.612 31.809 32.005 | 357.2 361.6 366.0 370.4 280.6 284.0 287.4 290.9 105.06 106.35 107.64 108.94 82.516 83.525 84.541 85.563 32.201 32.398 32.594 32.790 | 374.9 379.3 383.8 388.4 294.4 297.9 301.5 305.0 110.25 111.57 112.89 114.22 86.590 87.624 88.664 89.710 32.987 33.183 33.380 33.576 t 392.9 397.5 402.1 406.7 308.6 312.2 315.8 319.5 115.56 116.91 118.27 119.63 90.763 91.821 92.886 93.957 33.772 33.969 34.165 34.361 11 411.4 416.1 420.8 425.5 323.1 326.8 330.5 334.3 121.00 122.38 123.77 125.16 95.033 96.116 97.206 98.301 34.558 34.754 34.950 35.147 | 430.3 435.1 439.9 444.8 338.0 341.7 345.5 349.3 126.56 127.97 129.39 130.82 99.402 100.51 101.62 102.74 35.343 35.539 35.736 35.932 | 449.7 454.6 459.5 464.4 353.2 357.0 360.9 364.8 132.25 133.69 135.14 136.60 103.87 105.00 106.14 107.28 36.128 36.325 36.521 36.717 | 469.4 474.4 479.5 484.5 368.7 372.6 376.6 380.5 138.06 139.54 141.02 142.50 108.43 109.59 110.75 111.92 36.914 37.110 37.307 37.503 458 CAMBKIA STEEL. WEIGHTS OF SQUARE AND ROUND BARS PER RUNNING INCH. One cubic inch of steel weighs 0.2833 Ib. Thickness or Weight of Weight of Thickness or Weight of Weight of Diameter QBar QBar Diameter QBar QBar in Inches. One Inch Long. One Inch Long. in Inches. One Inch Long. One Inch Long. 2 1.13 .89 i 1.21 .95 i 1.28 1.01 .01 1 1.36 1.07 15 .02 .03 .04 .01 .02 .03 i 1.43 1.52 1.60 1.13 1.19 1.26 "IS .05 .04 1.68 1.32 % .07 .06 ^ 1.77 1.39 JL .09 .07 9 1.86 1.46 JL .11 .09 |L 1.95 1.54 & .13 .11 if 2.05 1.61 | .16 .13 i 2.14 1.69 if .19 .15 it 2.24 1.76 ^ .22 .17 i 2.34 1.84 if .25 .20 if 2.44 1.92 1 .28 .22 3 2.55 2.01 JL .32 .25 _L 2.66 2.09 \ .36 .28 1 2.77 2.18 A .40 .31 & 2.88 2.26 £ .44 .35 J 2.99 2.35 _£_ .49 .38 T?V 3.11 2.44 I .54 .42 .| 3.23 2.53 & .58 .46 & 3.35 2.63 .64 .50 % 3.47 2.73 .69 .54 » 3.60 2.82 4 .75 .81 .59 .63 4 3.72 3.85 2.92 3.03 1 .87 .68 f 3.98 3.13 ii .94 .73 4.12 3.23 2. 1.00 .78 3. 4.25 3.34 if 1.06 .84 if 4.39 3.45 CAMBRIA STEEL. 459 SQUARE AND ROUND BARS. (CONTINUED.) Thickness or Diameter in Inches. Weight of QBar One Inch Long. Weight of QBar One Inch Long. Thickness or Diameter in Inches. Weight of QBar One Inch Long. Weight of QBar One Inch Long. 4 4.53 4.68 4.82 4,97 3.57 3.67 3.79 3.90 6 10.20 10.41 10.63 10.85 8.01 8.18 8.35 8.52 i 5.12 5.27 5.42 5.58 4.02 4.14 4.26 4.38 | 11.07 11.29 11.51 11.74 8.69 8.87 9.04 9.22 f 5.74 5.90 6.06 6.23 4.51 4.63 4.76 4.89 A A 11.97 12.20 12.43 12.67 9.40 9.58 9.77 9.95 | 6.39 6.56 6.73 6.91 5.02 5.15 5.29 5.42 ! 12.91 13.15 13.39 13.64 10.14 10.33 10.52 10.71 5 f A 7.08 7.26 7.44 7.62 5.56 5.70 5.84 5.99 7 A A 13.88 14.13 14.38 14.64 10.90 11.10 11.30 11.50 t 7.81 8.00 8.19 8.38 6.13 6.28 6.43 6.58 i 14.89 15.15 15.41 15.67 11.70 11.90 12.10 12.31 i 8.57 8.77 8.96 9.16 6.73 6.88 7.04 7.20 A !> 15.94 16.20 16.47 16.74 12.52 12.73 12.94 13.15 i 9.37 9.57 9.78 9.99 7.36 7.52 7.68 7.84 ! 17.02 17.29 17.57 17.85 13.36 13.58 13.80 14.02 460 CAMBRIA STEEL. SQUARE AND ROUND BARS. (CONTINUED.) Thickness or Diameter in Inches. Weight of QBar One Inch Long. Weight of QBar One Inch Long. Thickness or Diameter in Inches. Weight of QBar One Inch Long. Weight of QBar One Inch Long. 8 18.11 18.42 18.70 18.99 14.24 14.46 14.69 14.92 10 * A 28.33 28.69 29.04 29.41 22.25 22.53 22.81 23.09 I A 19.28 19.58 19.87 20.17 15.14 15.38 15.61 15.84 i 29.77 30.13 30.50 30.87 23.38 23.66 23.95 24.24 i 20.47 20.77 21.08 21.38 16.08 16.31 16.55 16.79 | 31.24 31.61 31.98 32.36 24.53 24.82 25.12 25.42 i 21.69 22.00 22.31 22.63 17.04 17.28 17.53 17.77 ! 32.74 33.12 33.51 33.89 25.71 26.01 26.32 26.62 9 t A 22.95 23.27 23.59 23.91 18.02 18.27 18.53 18.78 11 ! 34.28 34.67 35.06 35.46 26.92 27.23 27.54 27.85 i 24.24 24.57 24.90 25.23 19.04 19.30 19.56 19.82 1 & 35.86 36.26 36.66 37.06 28.16 28.48 28.79 29.11 | 25.57 25.91 26.25 26.59 20.08 20.35 20.61 20.88 | 37.47 • 37.88 38.29 38.70 29.43 29.75 30.07 30.39 I 26.93 27.28 27.63 27.98 21.15 21.42 21.70 21.97 f 39.12 39.53 39.95 40.37 30.72 31.04 31.38 31.71 CAMBKIA STEEL. 461 SQUARE AND ROUND BARS. (CONTINUED.) Thickness or Diameter in Inches. Weight of DBar One Inch Long. Weight of QBar One Inch Long. Thickness or Diameter in Inches. Waight Of QBar One Inch Long. Weight of QBar One Inch Long. 12 40.80 41.65 42.52 43.39 32.04 32.71 33.39 34.08 16 72.53 73.67 74.81 75.97 56.96 57.86 58.76 59.66 f I 44.27 45.16 46.06 46.96 34.77 35.47 36.17 36.88 5 77.13 78.31 79.49 80.68 60.58 61.50 62.43 63.36 13 47.88 48.81 49.74 50.68 37.60 38.33 39.06 39.80 17 i 1 81.88 83.09 84.30 85.53 64.30 65.25 66.21 67.17 | 1 51.63 52.59 53.56 54.54 40.55 41.31 42.07 42.84 j 86.77 88.01 89.26 90.52 68.14 69.12 70.10 71.09 14 1 55.53 56.53 57.53 58.54 43.62 44.39 45.18 45.98 18 | 91.79 93.07 94.36 95.66 72.09 73.10 74.11 75.13 I i ! j 59.57 60.60 61.64 62.69 46.78 47.59 48.41 49.23 | 96.96 98.28 99.60 100.94 76.15 77.19 78.22 79.27 15 | ! 63.75 64.81 65.89 66.97 50.06 50.90 51.75 52.60 19 i 102.28 103.63 104.99 106.35 80.32 81.39 82.45 83.53 i 68.07 69.17 70.28 71.40 53.46 54.32 55.20 56.08 | 1 107.73 109.12 110.51 111.91 84.61 85.70 86.79 87.89 462 CAMBBIA STEEL. SQUARE AND ROUND BARS. (CONTINUED.) Thickness or Diameter in Inches. Weight of QBar One Inch Long. Weight of QBar One Inch Long. Thickness or Diameter in Inches. Weight of QBar One Inch Long. Weight of QBar One Inch Long. 20 113.33 114.75 116.18 117.62 89.00 90.12 91.24 92.37 24 1 163.19 164.89 166.61 168.33 128.16 129.50 130.85 132.20 } 119.06 120.52 121.98 123.46 93.51 94.65 95.80 96.96 I 170.06 171.80 173.55 175.31 133.57 134.93 136.30 137.68 21 124.94 126.43 127.93 129.44 98.13 99.30 100.48 101.66 25 177.07 178.85 180.63 182.42 139.07 140.46 141.86 143.27 j 130.96 132.49 134.03 135.57 102.85 104.05 105.26 106.47 j A 184.23 186.04 187.86 189.68 144.68 146.11 147.54 148.97 22 137.12 138.69 140.26 141.84 107.69 108.92 110.15 111.40 26 1 i 191.52 193.37 195.22 197.09 150.41 151.86 153.32 154.78 | 143.43 145.03 146.63 148.25 112.64 113.90 115.16 116.43 1 198.96 200.84 202.73 204.63 156.25 157.73 159.22 160.71 23 i 149.88 151.51 153.15 154.81 117.71 118.99 120.28 121.58 27 1 206.54 208.45 210.38 212.31 162.21 163.71 165.22 166.74 ! 156.46 158.13 159.81 161.49 122.88 124.19 125.51 126.83 1 214.26 216.21 218.17 220.14 168.27 169.80 171.34 172.89 CAMBBIA STEEL. 463 SQUARE AND ROUND BARS. (CONTINUED.) Thickness or Diameter in Inches. Weight of QBar One Inch Long. Weight of QBar One Inch Long. Thickness or Diameter in Inches. Weight of QBar One Inch Long. Weight of QBar One Inch Long. 28 I 222.12 224.11 226.10 228.11 174.44 176.01 177.57 179.15 32 290.11 292.39 294.67 296.95 227.85 229.63 231.42 233.22 i 230.12 232.15 234.18 236.22 180.73 182.32 183.91 185.52 I 299.25 301.56 303.87 306.20 235.02 236.83 238.65 240.48 29 238.27 240.33 242.39 244.47 187.13 188.74 190.37 192.00 33 | 1 308.53 310.87 313.22 315.58 242.31 244.15 245.99 247.85 f 1 246.56 248.65 250.75 252.86 193.64 195.28 196.93 198.59 1 317.95 320.33 322.71 325.11 249.71 251.57 253.45 255.33 30 I 1 254.98 257.11 259.25 261.40 200.25 201.93 203.61 205.29 34 f 327.51 329.93 332.35 334.78 257.22 259.11 261.01 262.92 1 263.55 265.72 267.89 270.07 206.99 208.69 210.39 212.11 . ! 337.22 339.66 342.12 344.59 264.84 266.76 268.69 270.63 31 i 272.27 274.47 276.68 278.89 213.83 215.56 217.29 219.03 35 1 347.06 349.54 352.04 354.54 272.57 274.52 276.48 278.44 281.12 283.36 285.60 287.85 220.78 222.54 224.30 226.07 ! 357.05 359.57 362.09 364.63 280.41 282.39 284.38 286.37 464 CAMBRIA STEEL. WEIGHTS OF CIRCULAR STEEL PLATES. POUNDS. Diameters 35 to 134 ins.; Thicknesses 15 to 1 inch. Diameter in Inches Thickness, Inches 8 TT 1 A 8 2 7 1 TT 35 51.1 68.1 85.2 102.2 119.3 136.3 153.3 36 54.1 72.1 90.1 108.1 126.2 144.2 162.2 37 57.1 76.2 95.2 114.2 133.3 152.3 171.4 38 60.2 80.3 100.4 120.5 140.6 160.7 180.7 39 63.5 84.6 105.8 126.9 148.1 169.2 190.4 40 66.8 89.0 111.3 133.5 155.8 178.0 200.3 41 70.1 93.5 116.9 140.3 163.7 187.0 210.4 42 73.6 98.1 122.7 147.2 171.7 196.3 220.8 n 77.1 80.8 102.9 107.7 128.6 134.6 154.3 161.6 1800 188.5 205.7 215.4 231.4 242.3 45 84.5 112.6 140.8 169.0 197.1 225.3 253.5 46 88.3 117.7 147.1 176.6 206.0 235.4 264.9 47 E2.2 122.9 153.6 184.3 215.1 245.8 276.5 48 6.1 128.2 160.2 192.3 224.3 256.4 288.4 49 100.2 133.6 167.0 200.4 233.8 267.1 300.5 50 104.3 139.1 173.9 208.6 243.4 278.2 312.9 51 108.5 144.7 180.9 217.0 253.2 289.4 325.6 52 112.8 150.4 188.0 225.6 263.3 300.9 338.5 53 117.2 156.3 195.3 234.4 273.5 312.5 351.6 54 121.7 162.2 202.8 243.3 283.9 324.4 365.0 55 126.2 168.3 210.4 252.4 294.5 336.6 378.6 56 130.8 174.5 218.1 261.7 305.3 348.9 392.5 57 135.6 180.7 225.9 271.1 316.3 361.5 406.7 58 140.4 187.1 233.9 280.7 §27.5 374.3 421.1 59 145.2 193.7 242.1 290.5 38.9 387.3 435.7 60 150.2 200.3 250.3 300.4 350.5 400.6 450.6 61 155.3 207.0 258.8 310.5 §62.3 414.0 465.8 62 160.4 213.9 267.3 320.8 74.2 427.7 481.2 63 ' 165.6 220.8 276.0 331.2 386.4 441.6 496.8 64 170.9 227.9 284.8 341.8 398.8 455.7 512.7 65 176.3 235.0 293.8 352.6 411.3 470.1 528.9 66 181.8 242.3 302.9 363.5 424.1 484.7 545.3 67 187.3 249.7 312.2 374.6 437.0 499.5 561.9 68 192.9 257.2 321.6 §85.9 450.2 514.5 578.8 69 198.6 264.9 331.1 97.3 463.5 529.7 595.9 70 204.4 272.6 340.7 408.9 477.0 545.2 613.3 71 210.3 280.4 350.6 420.7 490.8 560.9 631.0 72 216.3 288.4 360.5 432.6 504.7 576.8 648.9 73 222.3 296.5 370.6 444.7 518.8 592.9 667.0 74; 228.5 304.6 380.8 457.0 533.1 609.3 685.4 75 234.7 312.9 391.2 469.4 547.6 625.9 704.1 76 241.0 321.3 401.7 482.0 562.3 642.7 723.0 77 247.4 329.8 412.3 494.8 577.2 659.7 742.1 78 253.9 338.5 423.1 507.7 592.3 676.9 761.6 79, 260.4 347.2 434.0 520.8 607.6 694.4 781.2 80 267.0 356.0 445.1 534.1 623.1 712.1 801.1 81 273.8 365.0 456.3 547.5 638.8 730.0 821 .3 82 280.6 374.1 467.6 561.1 654.6 748.1 841.7 83 84- 112:1 383.3 392.5 479.1 490.7 574.9 588.8 670.7 686.9 766.5 785.1 862.3 883.2 CAMBRIA STEEL. 465 WEIGHTS OF CIRCULAR STEEL PLATES. POUNDS. Diameters 35 to 134 ins. ; Thicknesses ^ to 1 inch. Thickness, Inches Diameter in 5 1 1 TT 8 f 1 3 TT 1 2 1 Inches 170.4 187.4 204.4 221.5 238.6 255.6 272.6 35 180.2 198.3 216.3 234.3 252.4 270.3 288.3 36 190.4 209.4 228.3 247.5 266.6 285.6 304.6 200.8 220.9 241.0 261.0 281.2 301.2 321.3 38 211.5 232.7 253.9 275.0 296.2 317.3 338.4 39 222.5 244.8 267.0 289.3 311.6 333.8 356.0 40 233.8 257.2 280.6 303.9 327.5 350.7 374.1 41 245.3 269.9 294,4 318.9 343.4 368.0 392.5 42 257.2 282.9 308.6 334.3 360.0 385.8 411.5 43 269.3 296.2 323.1 350.1 377.0 403.9 430.9 44 281.6 309.8 338.0 366.1 394.3 422.4 450.6 45 294.3 323.7 353.2 382.6 412.1 441.4 470.9 46 307.2 338.0 368.7 399.4 430.2 460.8 491.5 47 320.4 352.5 384.5 416.5 448.6 480.6 512.7 48 333.9 367.3 400.7 434.1 467.6 500.9 534.3 49 347.7 382.5 417.2 452.0 486.8 521.6 556.3 50 361.7 397.9 434.1 470.2 506.4 542.6 578.7 51 376.1 413.7 451.3 488.9 526.6 564.1 601.7 52 390.7 429.7 468.8 507.9 547.0 586.0 625.1 53 405.6 446.1 486.7 527.3 567.8 608.4 648.9 54 420.7 462.8 504.9 546.9 589.0 631.1 673.2 55 436.2 479.8 523.4 567.0 610.7 654.3 697.9 56 451.9 497.1 542.2 587.4 632.6 677.8 723.0 57 467.9 514.7 561.4 60S.2 655.0 701.8 748.6 58 484.1 532.6 581.0 629.4 677.8 726.2 774.7 59 500.7 550.8 600.8 650.9 701.0 751.0 801.1 60 517.5 569.3 621.0 672.8 724.5 776.3 828.1 61 534.6 588.1 641.6 695.1 758.5 800.9 855.4 62 552.0 607.2 682.4 717.6 772.8 828.0 883.2 63 569.7 628.6 683.6 740.6 797.6 854.5 911.4 64 587.6 646.4 705.1 763.9 822.6 881.4 940.2 65 605.8 666.4 727.0 787.6 848.1 908.7 969.3 66 624.3 686.8 749.2 811.6 874.0 936.5 999.0 67 643.1 707.4 771.7 836.0 900.3 984.7 1029 68 662.2 728.4 794.6 860.8 927.1 993.3 1060 69 681.5 749.6 817.8 885.9 954.1 1023 1091 70 701.1 771.2 841.3 919.4 985.5 1052 1122 71 721.0 793.1 885.2 937.3 1010 1082 1154 72 741.2 815.3 889 .4 983.5 1038 1112 1186 73 761.6 837.8 913.9 990.0 1066 1143 1219 74 782.3 860.6 938.8 1017 1096 1174 1252 75 803.3 883.7 964.0 1045 1125 1205 1286 76 824.6 907.1 989.5 1072 1155 1237 1320 77 846.2 930.8 1015 1100 1185 1270 1354 78 868.0 954.8 1042 1129 1216 1302 1389 79 890.1 979.1 1068 1158 1247 1336 1425 8O 912.5 1004 1095 1187 1278 1369 146O 81 935.2 1029 1122 1216 1310 1403 1497 82 958.1 1054 1150 1246 1342 1438 1533 83 981.4 1080 1178 1276 1374 1472 1571 84 466 CAMBRIA STEEL. WEIGHTS OF CIRCULAR STEEL PLATES. POUNDS. Diameters 35 to 134 ins.; Thicknesses ^r to 1 inch. Diameter in Thickness, Inches Inches 3 TV T TV J 7 LX. 1 T 9 85 301.5 401.9 502.4 602.9 703.4 803.9 904.4 86 308.6 411.5 514.3 617.2 720.0 822.9 925.8 87 315.8 421.1 526.4 631.6 736.9 842.2 947.4 88 323.1 430.8 538.5 646.2 753.9 861.6 969.3 89 330.5 440.7 550.8 661.0 771.2 881.3 991.5 90 338.0 450.6 563.3 675.9 788.6 901.2 1014 91 345.5 460.7 575.9 691.0 806.2 921.4 1037 92 353.2 470.9 588.6 706.3 824.0 941.7 1060 93 360.9 481.2 601.5 721.7 842.0 962.3 1083 94 368.7 491.6 614.5 737.4 860.2 983.1 1106 95 376.6 502.1 627.6 753.1 878.6 1004 1130 96 384.5 512.7 640.9 769.1 897.2 1025 1154 97 392.6 523.4 654.3 785.2 916.0 1047 1178 98 400.7 534.3 667.9 801.4 935.0 1069 1202 99 408.9 545.3 681.6 817.9 954.2 1091 1227 100 417.2 556.3 695.4 834.5 973.6 1113 1252 101 425.6 567.5 709.4 851.3 993.1 1135 1277 102 434.1 578.8 723.5 868.2 1013 1158 1302 103 442.7 590.2 737.8 885.3 1033 1180 1328 104 451.3 601.7 752.1 902.6 1053 1203 1354 105 460.0 613.3 766.7 920.0 1073 1227 1380 106 468.8 625.1 781.4 937.6 1094 1250 1406 107 477.7 636.9 796.2 955.4 1115 1274 1433 108 486.7 648.9 811.1 973.3 1136 1298 1460 109 495.7 661.0 826.2 991.5 1157 1322 1487 110 504.9 673.2 841.4 1010 1178 1346 1515 111 514.1 685.4 856.8 1028 1200 1371 1542 112 523.4 697.S 872.3 1047 1221 1396 1570 113 532.8 710.4 888.0 1066 1243 1421 1598 114 542.2 723.0 903.7 1085 1265 1446 1627 115 551.8 735.7 919.7 1104 1288 1472 1655 116 561.4 748.6 935.7 1123 1310 1497 1684 117 571.2 761. € 951.9 1142 1333 1523 1714 118 581.0 774. e 968.3 1162 1356 1549 1743 119 590.9 787.8 984.8 1182 1379 1576 1773 120 600.8 801.1 1001 1202 1402 1602 1803 121 610.9 814.5 1018 1222 1425 1629 1833 122 621.0 828.0 1035 1242 1449 1656 1863 123 631.2 841.7 1052 1263 1473 1683 1894 124 641.6 855.4 1069 1283 1497 1711 1925 125 651.9 869.3 1087 1304 1521 1739 1956 126 662.4 883.2 1104 1325 1546 1766 1987 127 673.0 897.3 1122 1346 1570 1795 2019 128 683.6 911.5 1139 1367 1595 1823 2051 129 694.3 925.8 1157 1389 1620 1852 2083 130 705.1 940.2 1175 1410 1645 1880 2115 131 132 716.0 727.0 969 if 1193 1212 1432 1454 1671 1696 1909 1939 2148 2181 133 738.1 984.1 1230 1476 1722 1968 2214 134 749.2 998.9,1249 1498 1748 1998 2248 CAMBRIA STEEL. 467 WEIGHTS OF CIRCULAR STEEL PLATES. POUNDS. Diameters 35 to 134 ins.; Thicknesses -£g to 1 inch. Thickness, Inches Diameter in 5 l i 8 1 8 7 1 5 Tn/thao s TT T TW s T~B~ incfles 1005 1105 1206 1307 1407 1509 1608 85 1029 1132 1234 1338 1441 1543 1646 86 1053 1158 1263 1369 1474 1580 1685 87 1077 1185 1293 1400 1508 1616 1724 88 1102 1212 1322 1433 1543 1653 1763 89 1127 1239 1352 1465 1577 1690 1803 90 1152 1267 1382 1498 1613 1728 1843 91 1177 1295 1413 1531 1648 1766 1884 92 1203 1323 1444 1564 1684 1804 1925 93 1229 1362 1475 1598 1721 1843 1967 94 1255 1381 1506 1632 1757 1883 2008 95 1282 1410 1538 1666 1795 1923 2051 96 1309 1570 1701 1832 1963 2094 97 1336 1469 1603 1737 1870 2004 2137 98 1363 1499 1636 1773 1908 2045 2181 99 1391 1530 1669 1808 1947 2086 2225 100 1419 1561 1703 1844 1986 2128 2270 101 1447 1592 1736 1881 2026 2171 2315 102 1476 1623 1771 1918 2066 2213 2361 103 1504 1655 1805 1956 2106 2256 2407 104 1533 1687 1840 1993 2147 2300 2453 105 1563 1719 1875 2032 2344 2500 106 1592 1752 1911 207O 2229 2389 2548 1622 1785 1947 2109 2271 2433 2596 108 1652 1818 1983 2148 2313 2479 2644 109 1683 1851 2020 2188 2356 2524 2693 110 1714 1885 2056 2228 2399 257O 2742 111 1745 1919 2094 2268 2443 2617 2791 112 1776 1954 2131 2309 2486 2664 2842 113 1808 1988 2169 2350 2531 2711 2892 114 1839 2207 2391 2575 2759 2943 115 1872 2246 2433 2620 2807 2994 116 1904 2285 2475 2665 2856 3046 117 1937 2130 2324 2518 2711 2905 3099 118 1970 2167 2363 256O 2757 2954 3151 119 2003 2203 2403 2604 2804 3004 3204 120 2036 2240 2444 2647 3054 3258 121 2070 2277 2484 2691 2898 3105 3312 122 2104 2315 2525 2946 3156 3367 123 2139 2352 2566 2780 2994 3208 3422 124 2173 2391 2608 2825 3042 3260 3477 125 2208 2429 2650 2871 3091 3312 3533 126 2243 2468 2692 2916 3141 3365 3589 127 2279 2314 2507 2546 2734 2777 2962 3009 3190 3240 3418 3472 3646 3703 128 129 2351 2387 2586 2625 2821 2864 3056 3103 3526 3580 3761 3819 130 131 2423 2666 2908 3150 3635 3877 132 2460 2706 2952 3198 3444 3690 3936 133 2497 2747 2997 3247 3496 3746 3996 134 468 CAMBRIA STEEL. AREAS OF FLAT ROLLED STEEL BARS. For Thicknesses from ^ in. to 2 in. and Widths from 1 in. to 12| in. Thickness 1" U" U" If 2" 21" 2*" 21" 12" in Inches. & .063 .078 .094 .109 .125 .141 .156 .172 .750 1 .125 .156 .188 .219 .250 .281 .313 .344 1.50 _i. .188 .234 .281 .328 .375 .422 .469 .516 2.25 t .250 .313 .375 .438 .500 .563 .625 .688 3.00 A .313 .391 .469 .547 .625 .703 .781 .859 3.75 1 .375 .469 .563 .656 .750 .844 .938 1.03 4.50 .438 .547 .656 .766 .875 .984 1.09 1.20 5.25 .500 .625 .750 .875 1.00 1.13 1.25 1.38 6.00 A .563 .703 .844 .984 1.13 1.27 1.41 1.55 6.75 I .625 .781 .938 1.09 1.25 1.41 1.56 1.72 7.50 11 .688 .859 1.03 1.20 1.38 1.55 1.72 1.89 8.25 i .750 .938 1.13 1.31 1.50 1.69 1.88 2.06 9.00 if .813 1.02 1.22 1.42 1.63 1.83 2.03 2.23 9.75 1 .875 1.09 1.31 1.53 1.75 1.97 2.19 2.41 10.50 H .938 1.17 1.41 1.64 1.88 2.11 2.34 2.58 11.25 1 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 12.00 jJL 1.06 1.33 1.59 1.86 2.13 2.39 2.66 2.92 12.75 1 i 1.13 1.41 1.69 1.97 2.25 2.53 2.81 3.09 18.50 1~^ 1.19 1.48 1.78 2.08 2.38 2.67 2.97 3.27 14.25 u 1.25 1.56 1.88 2.19 2.50 2.81 3.13 3.44 15.00 1& 1.31 1.64 1.97 2.30 2.63 2.95 3.28 3.61 15.75 1.38 1.72 2.06 2.41 2.75 3.09 3.44 3.78 16.50 1* 1.44 1.80 2.16 2.52 2.88 3.23 3.59 3.95 17.25 1.50 1.88 2.25 2.63 3.00 3.38 3.75 4.13 18.00 It 1.56 1.63 1.95 2.03 2.34 2.44 2.73 2.84 3.13 3.25 3.52 3.66 3.91 4.06 4.30 4.47 18.75 19.50 is 1.69 2.11 2.53 2.95 3.38 3.80 4.22 4.64 20.25 i? 1.75 2.19 2.63 3.06 3.50 3.94 4.38 4.81 21.00 1H 1.81 2.27 2.72 3.17 3.63 4.08 4.53 4.98 21.75 1? 1.88 2.34 2.81 3.28 3.75 4.22 4.69 5.16 22.50 1« 1.94 2.42 2.91 3.39 3.88 4.36 4.84 5.33 23.25 2 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 24.00 CAMBRIA STEEL. 469 AREAS OF FLAT ROLLED STEEL BARS. (CONTINUED.) Thickness 3" 3i" 3*" 8|" 4" 4i" **" 4f" 12" in Incites. A ,188 .203 .219 .234 .250 .266 .281 .297 .750 A .375 .406 .438 .469 .500 .531 .563 .594 1.50 TS .563 .609 .656 .703 .750 .797 .844 .891 2.25 Z .750 .813 .875 .938 1.00 1.06 1.13 1.19 3.00 A .938 1.02 1.09 1.17 1.25 1.33 1.41 1.48 3.75 I 1.13 1.22 1.31 1.41 1.50 1.59 1.69 1.78 4.50 A 1.31 1.42 1.53 1.64 1.75 1.86 1.97 2.08 5.25 i 1.50 1.63 1.75 l.«8 2.00 2.13 2.25 2.38 6.00 A 1.69 1.83 1.97 2.11 2.25 2.39 2.53 2.67 6.75 I 1.88 2.03 2.19 2.34 2.50 2.66 2.81 2.97 7.50 H 2.06 2.23 2.41 2.58 2.75 2.92 3.09 3.27 8.25 1 2.25 2.44 2.63 2.81 3.00 3.19 3.38 3.56 9.00 if 2.44 2.64 2.84 3.05 3.25 3.45 3.66 3.86 9.75 1 2.63 2.84 3.06 3.28 3.50 3.72 3.94 4.16 10.50 H 2.81 3.05 3.28 3.52 3.75 3.98 4.22 4.45 11.25 1 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 12.00 1* 3.19 3.45 3.72 3.98 4.25 4.52 4.78 5.05 12.75 ti 3.38 3.66 3.94 4.22 4.50 4.78 5.06 5.34 13.50 i& 3.56 3.86 4.16 4.45 4.75 5.05 5.34 5.64 14.25 u 3.75 4.06 4.38 4.69 5.00 5.31 5.63 5.94 15.00 if 3.94 4.13 4.27 4.47 4.59 4.81 4.92 5.16 5.25 5.50 5.58 5.84 5.91 6.19 6.23 6.53 15.75 16.50 Ift 4.31 4.67 5.03 5.39 5.75 6.11 6.47 6.83 17.25 H 4.50 4.88 5.25 5.63 6.00 6.38 6.75 7.13 18.00 It 4.69 4.88 5.08 5.28 5.47 5.69 5.86 6.09 6.25 6.50 6.64 6.91 7.03 7.31 7.42 7.72 18.75 19.50 if 5.06 5.25 5.48 5.69 5.91 6.13 6.33 6.56 6.75 7.00 7.17 7.44 7.59 7.88 8.02 8.31 20.25 21.00 1H 5.44 5.89 6.34 6.80 7.25 7.70 8.16 8.61 21.75 H 5.63 6.09 6.56 7.03 7.50 7.97 8.44 8.91 22.50 Hi 5.81 6.30 6.78 7.27 7.75 8.23 8.72 9.20 23.25 2 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 24.00 470 CAMBBIA STEEL. AREAS OF PLAT ROLLED STEEL BARS. (CONTINUED.) Thickness in Inches. 6" 6*" 5J" 6|" 6" 6*" 6J" 6|" 12" ft .313 .328 .344 .359 .375 .391 .406 .422 .750 1 .625 .656 .688 .719 .750 .781 .813 .844 1.50 A .938 .984 1.03 1.08 1.13 1.17 1.22 1.27 2.25 J 1.25 1.31 1.38 1.44 1.50 1.56 1.63 1.69 3.00 A 1.56 1.64 1.72 1.80 1.88 1.95 2.03 2.11 3.75 t 1.88 1.97 2.06 2.16 2.25 2.34 2.44 2.53 4.50 2.19 2.30 2.41 2.52 2.63 2.73 2.84 2.95 5.25 2.50 2.63 2.75 2.88 3.00 3.13 3.25 3.38 6.00 A 2.81 2.95 3.09 3.23 3.38 3.52 3.66 3.80 6.75 1 3.13 3.28 3.44 3.59 3.75 3.91 4.06 4.22 7.50 H 3.44 3.61 3.78 3.95 4.13 4.30 4.47 4.64 8.25 f 3.75 3.94 4.13 4.31 4.50 4.69 4.88 5.06 9.00 4.06 4.27 4.47 4.67 4.88 5.08 5.28 5.48 9.75 4.38 4.59 4.81 5.03 5.25 5.47 5.69 5.91 10.50 tt 4.69 4.92 5.16 5.39 5.63 5.86 6.09 6.33 11.25 i 5.00 5.25 5.50 5.75 6.00 6.25 6.50 6.75 12.00 i& 5.31 5.58 5.84 6.11 6.38 6.64 6.91 7.17 12.75 1 i 5.63 5.91 6.19 6.47 6.75 7.03 7.31 7.59 13.50 1~% 5.94 6.23 6.53 6.83 7.13 7.42 7.72 8.02 14.25 11 6.25 6.56 6.88 7.19 7.50 7.81 8.13 8.44 15.00 JJL 6.56 6.89 7.22 7.55 7.88 8.20 8.53 8.86 15.75 1 - 6.88 7.22 7.56 7.91 8.25 8.59 8.94 9.28 16.50 1_Z_ 7.19 7.55 7.91 8.27 8.63 8.98 9.34 9.70 17.25 u 7.50 7.88 8.25 8.63 9.00 9.38 9.75 10.13 18.00 i^ 7.81 8.20 8.59 8.98 9.38 9.77 10.16 10.55 18.75 it 8.13 8.53 8.94 9.34 9.75 10.16 10.56 10.97 19.50 lii 8.44 8.86 9.28 9.70 10.13 10.55 10.97 11.39 20.25 H 8.75 9.19 9.63 10.06 10.50 10.94 11.38 11.81 21.00 IH 9.06 9.52 9.97 10.42 10.88 11.33 11.78 12.23 21.75 i¥ 9.38 9.84 10.31 10.78 11.25 11.72 12.19 12.66 22.50 IT! 9.69 10.17 10.66 11.14 11.63 12.11 12.59 13.08 23.25 2 10.00 10.50 11.00 11.50 12.00 |12.50 13.00 13.50 24.00 CAMBKIA STEEL. 471 AREAS OF FLAT ROLLED STEEL BARS. (CONTINUED.) Thickness 7" 7i" 7£" 71" 8" gi" 8^" 8f" 12" in Inches. & .438 .453 .469 .484 .500 .516 .531 .547 .750 l .875 .906 .938 .969 1.00 1.03 1.06 1.09 1.50 A 1.31 1.36 1.41 1.45 1.50 1.55 1.59 1.64 2.25 i 1.75 1.81 1.88 1.94 2.00 2.06 2.13 2.19 3.00 & 2.19 2.27 2.34 2.42 2.50 2.58 2.66 2.73 3.75 I 2.63 2.72 2.81 2.91 3.00 3.09 3.19 3.28 4.50 1 3.06 3.50 3.17 3.63 3.28 3.75 3.39 3.88 3.50 4.00 3.61 4.13 3.72 4.25 3.83 4.38 5.25 6.00 TS 3.94 4.08 4.22 4.36 4.50 4.64 4.78 4.92 6.75 ^ 4.38 4.53 4.69 4.84 5.00 5.16 5.31 5.47 7.50 11 4.81 4.98 5.16 5.33 5.50 5.67 5.84 6.02 8.25 1 5.25 5.44 5.63 5.81 6.00 6.19 6.38 6.56 9.00 H 5.69 5.89 6.09 6.30 6.50 6.70 6.91 7.11 9.75 * 6.13 6.34 6.56 6.78 7.00 7.22 7.44 7.66 10.50 H 6.56 6.80 7.03 7.27 7.50 7.73 7.97 8.20 11.25 1 7.00 7.25 7.50 7.75 8.00 8.25 8.50 8.75 12.00 IJL. 7.4.4 7.70 7.97 8.23 8.50 8.77 9.03 9.30 12.75 1 i 7.88 8.16 8.44 8.72 9.00 9.28 9.56 9.84 13.50 IT^ 8.31 8.61 8.91 9.20 9.50 9.80 10.09 10.39 14.25 H 8.75 9.06 9.38 9.69 10.00 10.31 10.63 10.94 15.00 1_^ 9.19 9.52 9.84 10.17 10.50 10.83 11.16 11.48 15.75 1 1 9.63 9.97 10.31 10.66 11.00 11.34 11.69 12.03 16.50 l^j. 10.06 10.42 10.78 11.14 11.50 11.86 12.22 12.58 17.25 H 10.50 10.88 11.25 11.63 12.00 12.38 12.75 13.13 18.00 1ft 10.94 11.33 11.72 12.11 12.50 12.89 13.28 13.67 18.75 If 11.38 11.78 12.19 12.59 13.00 13,41 13.81 14.22 19.50 Itt 11.81 12.23 12.66 13.08 13.50 13.92 14.34 14.77 20.25 11 12.25 12.69 13.13 13.56 14.00 14.44 14.88 15.31 21.00 12.69 13.14 13.59 14.05 14.50 14.95 15.41 15.86 21.75 13.13 13.59 14.06 14.53 15.00 15.47 15.94 16.41 22.50 1ft 13.56 14.05 14.53 15.02 15.50 15.98 16.47 16.95 23.25 2 14.00 14.50 15.00 15.50 16,00 16.50 17.00 17.50 24.00 472 CAMBKIA STEE.L. AREAS OF FLAT ROLLED STEEL BARS. (CONTINUED.) Thickness in Indies. 9" 9|" 9i" 9f" 10" ior ioj" ior 12" ft .563 .578 .594 .609 .625 .641 .656 .672 .750 I 1.13 1.16 1.19 1.22 1.25 1.28 1.31 1.34 1.50 A 1.69 1.73 1.78 1.83 1.88 1.92 1.97 2.02 2.25 i 2.25 2.31 2.38 2.44 2.50 2.56 2.63 2.69 3.00 2.81 2.89 2.97 3.05 3.13 3.20 3.28 3.36 3.75 3.38 3.47 3.56 3.66 3.75 3.84 3.94 4.03 4.50 :& 3.94 4.05 4.16 4.27 4.38 4.48 4.59 4.70 5.25 5 4.50 4.63 4.75 4.88 5.00 5.13 5.25 5.38 6.00 A 5.06 5.20 5.34 5.48 5.63 5.77 5.91 6.05 6.75 1 5.63 5.78 5.94 6.09 6.25 6.41 6.56 6.72 7.50 li 6.19 6.36 6.53 6.70 6.88 7.05 7.22 7.39 8.25 4 6.75 6.94 7.13 7.31 7.50 7.69 7.88 8.06 9.00 7.31 7.52 7.72 7.92 8.13 8.33 8.53 8.73 9.75 7.88 8.09 8.31 8.53 8.75 8.97 9.19 9.41 10.50 tt 8.44 8.67 8.91 9.14 9,38 9.61 9.84 10.08 11.25 1 9.00 9.25 9.50 9.75 10.00 10.25 10.50 10.75 12.00 1ft 9.56 9.83 10.09 10.36 10.63 10.89 11.16 11.42 12.75 li 10.13 10.41 10.69 10.97 11.25 11.53 11.81 12.09 13.50 1ft 10.69 10.98 11.28 11.58 11.88 12.17 12.47 12.77 14.25 H 11.25 11.56 11.88 12.19 12.50 12.81 13.13 13.44 15.00 ** 11.81 12.14 12.47 12.80 13.13 13.45 13.78 14.11 15.75 12.38 12.72 13.06 13.41 13.75 14.09 14.44 14.78 16.50 12.94 13.30 13.68 14.02 14.38 14.73 15.09 15.45 17.26 T 13.50 13.88 14.25 14.63 15.00 15.38 15.75 16.13 18.00 If 14.06 14.63 14.45 15.03 14.84 15.44 15.23 15.84 15.63 16.25 16.02 16.66 16.41 17.06 16.80 17.47 18.75 19.50 Itt 15.19 15.61 16.03 16.45 16.88 17.30 17.72 18.14 20.25 n 15.75 16.19 16.63 17.06 17.50 17.94 18.38 18.81 21.00 if 16.31 16.88 16.77 17.34 17.22 17.81 17.67 18.28 18.13 18.75 18.58 19.22 19.03 19.69 19.48 20.16 21.75 22.50 lit 17.44 17.92 18.41 18.89 19.38 19.86 20.34 20.83 23.25 2 18.00 18.50 19.00 19.50 20.00 20.50 21.00 21.50 24.00 CAMBRIA STEEL. 473 AREAS OF FLAT ROLLED STEEL BARS. (CONCLUDED.) Thickness jj a H 11" 111" 111" llf" 12" 12|" 12 1" 12f" .a - ii in Inches. .S §«^ J.SX A .688 .703 .719 .734 .750 .766 .781 .797 III | 1.38 1.41 1.44 1.47 1.50 1.53 1.56 1.59 c3 S^> 1 2.06 2.75 2.11 2.81 2.16 2.88 2.20 2.94 2.25 3.00 2.30 3.06 2.34 3.13 2.39 3.19 £3 Wl^ o TS 3.44 3.52 3.59 3.67 3.75 3.83 3.91 3.98 Us 1 4.13 4.22 4.31 4.41 4.50 4.59 4.69 4.78 5^-^ £ || n 19.25 19.69 20.13 20.56 21.00 21.44 21.88 22.31 IH O1*- to in 19.94 20.39 20.84 21.30 21.75 22.20 22.66 23.11 s|'|+ H 20.63 21.09 21.56 22.03 22.50 22.97 23.44 23.91 rt<3 £§ ift 21.31 21.80 22.28 22.77 23.25 23.73 24.22 24.70 HCJ -. \S 2 22.00 22.50 23.00 23.50 24.00 24.50 25.00 25.50 a; o X, 474 CAMBKIA STEEL. WEIGHTS OF FLAT ROLLED STRIPS, HOOP OR BAND STEEL. Pounds per Lineal Foot. Thicknesses by Birmingham Wire Gauge. One cubic foot of steel weighs 489.6 pounds. For widths from H inch to % inch and thicknesses from No. 19 to No. 11 B.W.G. Width in Inches. No. 19. .042 In. No. 18. .049 In. No. 17. .058 In. No. 16. .065 In. Jo. 15. .072 In. No. 14. .083 In. No. 13. .095 In. No. 12. .109 In. No. 11. .120 In. I .036 .038 .040 .042 .042 ,044 .047 .049 .049 .052 .055 .059 .055 .059 .062 .066 .061 .065 .069 .073 .071 .075 .079 .084 .081 .086 .091 .096 .093 .098 .104 .110 .102 .108 .115 .121 | .045 .047 .049 .051 .052 .055 .057 .060 .062 .065 .068 .071 .069 .073 .076 .079 .077 .080 .084 .088 .088 .093 .097 .101 .101 .106 .111 .116 .116 .122 .127 .133 .128 .134 .140 .147 H .054 .056 .058 .060 .062 .065 .068 .070 .074 .077 .080 .083 .083 .086 .090 .093 .092 .096 .099 .103 .106 .110 .115 .119 .121 .126 .131 .136 .139 .145 .151 .156 .153 .159 .166 .172 1 .062 .065 .067 .069 .073 .075 .078 .081 .086 .089 .092 .096 .097 .100 .104 .107 .107 .111 .115 .119 .123 .128 .132 .137 .141 .146 .151 .156 .162 .168 .174 .180 .179 .185 .191 .198 I II .071 .074 .076 .078 .083 .086 .089 .091 .099 .102 .105 .108 .111 .114 .117 .121 .122 .126 .130 .134 .141 .146 .150 .154 .162 .167 .172 .177 .185 .191 .197 .203 .204 .210 .217 .223 I .080 .083 .085 .087 .094 .096 .099 .102 .111 .114 .117 .120 .124 .128 .131 .135 .138 .142 .145 .149 .159 .163 .168 .172 .182 .187 .192 .197 .208 .214 .220 .226 .230 .236 .242 .249 i H .089 .091 .094 .096 .104 .107 .109 .112 .123 .126 .129 .132 .138 .142 .145 .148 .153 .157 .161 .164 .176 .181 .185 .190 .202 .207 .212 .217 .232 .237 .243 .249 .255 .261 .268 .274 H .098 .100 .103 .105 .107 .115 .117 .120 .122 .125 .136 .139 .142 .145 .148 .152 .155 .159 .162 .166 .168 .172 .176 .180 .184 .194 .198 .203 .207 .212 .222 .227 .232 .237 .242 .255 .261 .266 .272 .278 .281 .287 .293 .300 .306 CAMBRIA STEEL. 475 WEIGHTS OF FLAT ROLLED STEEL BARS. Pounds per Lineal Foot. One cubic foot of steel weighs 489.6 pounds. > For thicknesses from fg inch to A inch and widths from J£ inch to 1 inch. Thickness in Inches. i' U' ir' ft' if ft' W ft' r i .053 .056 .060 .063 .066 .070 .073 .076 .080 JL .066 .071 .075 .079 .083 .087 .091 .095 .100 $ .080 .093 .085 .099 .090 .105 ,095 .110 .100 .116 .105 .122 .110 .128 .115 .134 .120 .139 | .106 .113 .120 .126 .133 .139 .146 .153 .159 9 .120 .127 .134 .142 .149 .157 .164 .172 .179 tL .133 .141 .149 .158 .166 .174 .183 .191 .199 8 .146 .155 .164 .173 .183 .192 .201 .210 .219 1 .159 .173 .169 .183 .179 .194 .189 .205 .199 .216 .209 .227 .219 .237 .229 .248 .239 .259 .186 .198 .209 .221 .232 .244 .256 .267 .279 ii .199 .212 .224 .237 .249 .261 .274 .286 .299 A .213 .226 .239 .252 .266 .279 .292 .305 .319 .226 .240 .254 .268 .282 .296 .310 .325 .339 X .239 .254 .269 .284 .299 .314 .329 .344 .359 8 .252 .268 .284 .300 .315 .331 .347 .363 .379 .266 .282 .299 .315 .332 .349 .365 .382 .398 .279 .296 .314 .331 .349 .366 .383 .401 .418 .292 .310 .329 .347 .335 .383 .402 .420 .438 ii .305 .325 .344 .363 .382 .401 .420 .439 .458 § .319 .339 .359 .379 .398 .418 .438 .458 .478 .332 .353 .374 .394 .415 .436 .457 .477 .498 A3. .345 .367 .388 .410 .432 .453 .475 .496 .518 1! .359 .381 .403 .426 .448 .471 .493 .515 .538 A .372 .395 .418 .442 .465 .488 .511 .535 .558 .385 .409 .433 .457 .481 .506 .530 .554 .578 15 .398 .423 .448 .473 .498 .523 .548 .573 .598 fi .412 .437 .463 .489 .515 .540 .566 .592 .618 % .425 .452 .478 .505 .531 .558 .584 .611 .638 ft .438 .466 .493 .520 .548 .575 .603 .630 .657 IT .452 .480 .508 .536 .564 .593 .621 .649 .677 |5 .465 .494 .523 .552 .581 .610 .639 .668 .697 & .478 .508 .538 .567 .598 .628 .657 .687 .717 476 CAMBBIA STEEL. WEIGHTS OP FLAT ROLLED STEEL BARS. Pounds per Lineal Foot. (CONTINUED.) Thickness in Inches. ir »* w ft' ir w H" ¥ 12" ft .083 .086 .090 .093 .096 .100 .103 .106 2.55 J> .104 .108 .112 .116 .120 .125 .129 .133 3.19 3 .125 .129 .134 .139 .144 .149 .154 .159 3.83 ft .145 .151 .157 .163 .169 .174 .180 .186 4.46 1 .166 .173 .179 .186 .193 .199 .206 .212 5.10 9 .187 .194 .202 .209 .217 .224 .232 .239 5.74 5 .208 .216 .224 .232 .241 .249 .257 .266 6.38 It .228 .237 .247 .256 .265 .274 .283 .292 7.01 .249 .259 .269 .279 .289 .299 .309 .319 7.65 .270 .281 .291 .302 .313 .324 .335 .345 8.29 .291 .302 .314 .325 .337 .349 .360 .372 8.93 H .311 .324 .336 .349 .361 .374 .386 .398 9.56 1 .332 .345 .359 .372 .385 .398 .412 .425 10.20 .353 .367 .381 .395 .409 .423 .437 .452 10.84 9 .374 .388 .403 .418 .433 .448 .463 .478 11.48 It .394 .410 .426 .442 .457 .473 .489 .505 12.11 ft .415 .432 .448 .465 .481 .498 .515 .531 12.75 .436 .453 .471 .488 .506 .523 .540 .558 13.39 u. .457 .475 .493 .511 .530 .548 .566 .584 14.03 II .477 .496 .515 .535 .554 .573 .592 .611 14.66 1 .498 .518 .538 .558 .578 .598 .618 .638 15.30 .519 .540 .560 .581 .602 .623 .643 .664 15.94 JL3. .540 .561 .583 .604 .626 .647 .669 .691 16.58 i! .560 .583 .605 .628 .650 .672 .695 .717 17.21 T^ .581 .604 .628 .651 .674 .697 .721 .744 17.85 II .602 .626 .650 .674 .698 .722 .746 .770 18.49 1 .623 .643 .647 .669 .672 .695 .697 .721 .722 .746 .747 .772 .772 .798 .797 .823 19.13 19.76 ^ .664 .691 .717 .744 .770 .797 .823 .850 20.40 .685 .712 .740 .767 .794 .822 .849 .877 21.04 .706 .734 .762 .790 .818 .847 .875 .903 21.68 .726 .755 .784 .813 .843 .872 .901 .930 22.31 ft .747 .777 .807 .837 .887 .896 .926 .956 22.95 CAMBEIA STEEL. 477 WEIGHTS OF FLAT ROLLED STEEL BARS. Pounds per Lineal Foot. (CONTINUED.) Thickness in Inches. ir W W *' tr W If I" 12" A .110 .113 .116 .120 .123 .126 .129 .133 2.55 JL .137 .141 .145 .149 .154 .158 .162 .166 3.19 A .164 .169 .174 .179 .184 .189 .194 .199 3.83 S .192 .198 .203 .209 .215 .221 .227 .232 4.46 1 .219 .226 .232 .239 .246 .252 .259 .268 5.10 .247 .254 .261 .269 .276 .284 .291 .299 5.74 2 .274 .282 .291 .299 .307 .315 .324 .332 6.38 H .301 .310 .320 .329 .338 .347 .356 .365 7.01 A .329 .339 .349 .359 .369 .379 .388 .398 7.65 13 .356 .367 .378 .388 .399 .410 .421 .432 8.29 7 .383 .395 .407 .418 .430 .442 .453 .465 8.93 H .411 .423 .436 .448 .461 .473 .486 .498 9.56 1 .438 .452 .465 .478 .491 .505 .518 .531 10.20 H .466 .480 .494 .508 .522 .536 .550 .564 10.84 ft .493 .520 .508 .536 .523 .552 .538 .568 .553 .584 .568 .599 .583 .615 .598 .631 11.48 12.11 JL .548 .564 .581 .598 .614 .631 .647 .664 12.75 li .575 .593 .610 .628 .645 .662 .680 .697 13.39 ^l .603 .621 .639 .657 .676 .694 .712 .730 14.03 II .630 .649 .668 .687 .706 .725 .745 .764 14.66 f .657 .677 .697 .717 .737 .757 .777 .797 15.30 It .685 .712 .706 .734 .726 .755 .747 .777 .768 .799 .789 .820 .809 .842 .830 .863 15.94 16.58 H .740 .762 .784 .807 .829 .852 .874 .896 17.21 & .767 .790 .813 .837 .860 .883 .906 .930 17.85 If .794 .818 .843 .867 .891 .915 .939 .963 18.49 12 .822 .847 .872 .896 .921 .946 .971 .996 19.13 ft .849 .875 .901 .926 .952 .978 1.00 1.03 19.76 i .877 .903 .930 .956 .983 1.01 1.04 1.06 20.40 .904 .931 .959 .986 1.01 1.04 1.07 1.10 21.04 u .931 .960 .988 1.02 1.04 1.07 1.10 1.13 21.68 1& .959 .988 1.02 1.05 1.07 1.10 1.13 1.16 22.31 ft .986 1.02 1.05 1.08 1.11 1.14 1.17 1.20 22.95 478 CAMBKIA STEEL. WEIGHTS OF FLAT ROLLED STEEL BARS. Pounds per Lineal Foot. (CONTINUED.) Thickness in Inches. ft' W ff W If W fi' r 12" A .136 .139 .143 .146 .149 .153 .156 .159 2.55 fc5? .170 .174 .178 .183 .187 .191 .195 .199 3.19 & .204 .209 .214 .219 .224 .229 .234 .239 3.83 ft .238 .244 .250 .256 .261 .267 .273 .279 4.46 | .272 .279 .286 .292 .299 .305 .312 .319 5.10 ^ .306 .314 .321 .329 .336 .344 .351 .359 5.74 A" .340 .349 .357 .365 .374 .382 .390 .398 6.38 It .374 .383 .393 .402 .411 .420 .429 .438 7.01 i .408 .442 .418 .453 .428 .464 .438 .475 .448 .486 .458 .496 .468 .507 .478 .518 7.65 8.29 A .476 .488 .500 .511 .523 .535 .546 .558 8.93 if .510 .523 .535 .548 .560 .573 .585 .598 9.56 i .545 .558 .571 .584 .598 .611 .624 .638 10.20 H .579 .593 .607 .621 .635 .649 .663 .677 10.84 A .613 .628 .642 .657 .672 .687 .702 .717 11.48 II .647 .662 .678 .694 .710 .725 .741 .757 12.11 .681 .697 .714 .730 .747 .764 .780 .797 12.75 .715 .732 .750 .767 .784 .802 .819 .827 13.39 .749 .767 .785 .804 .822 .840 .858 .877 14.03 H .783 .802 .821 .840 .859 .878 .897 .916 14.66 f .817 .837 .857 .877 .896 .916 .936 .956 15.30 .851 .872 .892 .913 .934 .955 .975 .996 15.94 .885 .906 .928 .950 .971 .993 1.01 1.04 16.58 .919 .941 .964 .986 1.01 1.03 1.05 1.08 17.21 iV .953 .976 .999 1.02 1.05 1.07 1.09 1.12 17.85 .987 1.01 1.04 1.06 1.08 1.11 1.13 1.16 18.49 1.02 1.05 1.07 1.10 1.12 1.15 1.17 1.20 19.13 1.06 1.08 1.11 1.13 1.16 1.18 1.21 1.24 19.76 i 1.09 1.12 1.14 1.17 1.20 1.22 1.25 1.28 20.40 1.12 1.15 1.18 1.21 1.23 1.26 1.29 1.31 21.04 ii 1.16 1.19 1.21 1.24 1.27 1.30 1.33 1.35 21.68 15 1.19 1.22 1.25 1.28 1.31 1.34 1.37 1.39 22.31 A 1.23 1.26 1.28 1.31 1.34 1.37 1.40 1.43 22.95 CAMBRIA STEEL. 479 WEIGHTS OF FLAT ROLLED STEEL BARS. Pounds per Lineal Foot. (CONTINUED.) Thickness in Inches. r W ft" t*" If" H" tt" r 12" A .163 .166 .169 .173 .176 .179 .183 .186 2.55 ~64 .203 .208 .212 .216 .220 .224 .228 .232 3.19 -3_ .244 .249 .254 .259 .264 .269 .274 .279 3.83 4.46 4.62 4.78 4.94 5.10 5.26 5.42 5.58 7.65 i 5.95 6.16 6.38 6.59 6.80 7.01 7.23 7.44 10.20 A 7.44 7.70 7.97 8.23 8.50 8.77 9.03 9.30 12.75 8.93 9.24 9.56 9.88 10.20 10.52 10.84 11.16 15.30 A 10.41 10.78 11.16 11.53 11.90 12.27 12.64 13.02 17.85 i 11.90 12.33 12.75 13.18 13.60 14.03 14.45 14.88 20.40 A 13.39 13.87 14.34 14.82 15.30 15.78 16.26 16.73 22.95 i 14.88 15.41 15.94 16.47 17.00 17.53 18.06 18.59 25.50 H 16.36 16.95 17.53 18.12 18.70 19.28 19.87 20.45 28.05 3 4 17.85 18.49 19.13 19.76 20.40 21.04 21.68 22.31 30.60 W 19.34 20.03 20.72 21.41 22.10 22.79 23.48 24.17 33.15 20.83 21.57 22.31 23.08 23.80 24.54 25.29 26.03 35.70 M 22.31 23.11 23.91 24.70 25.50 26.30 27.09 27.89 38.25 1 23.80 24.65 25.50 26.35 27.20 28.05 28.90 29.75 40.80 ii 25.29 26.19 27.09 28.00 28.90 29.80 30.71 31.61 43.35 if 26.78 27.73 28.69 29.64 30.60 31.58 32.51 33.47 45.90 4 28.28 29.27 30.28 31.29 32.30 33.31 34.32 35.33 48.45 H 29.75 30.81 31.88 32.94 34.00 35.06 36.13 37.19 51.00 JA 31.24 32.35 33.47 34.58 35.70 36.82 37.93 39.05 53.55 if 32.73 33.89 35.05 36.23 37.40 38.57 39.74 40.91 56.10 1& 34.21 35.43 36.68 37.88 39.10 40.32 41.54 42.77 58.65 H 35.70 36.98 38.25 39.53 40.80 42.08 43.35 44.63 61.30 if 37.19 38.68 38.52 40.06 39.84 41.44 41.17 42.82 42.50 44.20 43.83 45.58 45.16 46.96 46.48 48.34 63.75 66.30 1H 40.16 41.60 43.03 44.47 45.90 47.33 48.77 50.20 68.85 H 41.65 43.14 44.63 46.11 47.60 49.09 50.58 52.06 71.40 lit 43.14 44.68 46.22 47.76 49.30 50.84 52.38 53.92 73.95 H 44.63 46.22 47.81 49.41 51.00 52.59 54.19 55.78 76.50 ift 46.11 47.76 49.41 51.05 52.70 54.35 55.99 57.64 79.05 E 47.60 49.30 51.00 52.70 54.40 56.10 57.80 59.50 81.60 CAMBRIA STEEL.' 485 WEIGHTS OF FLAT ROLLED STEEL BARS. Pounds per Lineal Foot. (CONTINUED.) Thickness in Inches. 9" 91' 9|" 9|' 10" 1(H" ior lOf 12" T6 1.91 1.97 2.02 2.07 2.13 2.18 2.23 2.28 2.55 i 3.83 3.93 4.04 4.15 4.25 4.36 4.46 4.57 5.10 T36 5.74 5.90 6.06 6.22 6.38 6.53 6.69 6.85 7.65 i 4 7.65 7.86 8.08 8.29 8.50 8.71 8.93 9.14 10.20 A 9.56 9.83 10.09 10.36 10.63 10.89 11.16 11.42 12.75 1 11.48 11.79 12.11 12.43 12.75 13.07 13.39 13.71 15.30 A 13.39 13.76 14.13 14.50 14.88 15.25 15.62 15.99 17.85 ! 15.30 15.73 16.15 16.58 17.00 17.43 17.85 18.28 20.40 A 17.21 17.69 18.17 18.65 19.13 19.60 20.08 20.56 22.95 f 19.13 19.66 20.19 20.72 21.25 21.78 22.31 22.84 25.50 ft 21.04 21.62 22.21 22.79 23.38 23.96 24.54 25.13 28.05 I 22.95 23.59 24.23 24.86 25.50 26.14 26.78 27.41 30.60 H 24.86 25.55 26.24 26.93 27.63 28.32 29.01 29.70 33.15 1 26.78 27.52 28.28 29.01 29.75 30.49 31.24 31.98 35.70 11 28.69 29.48 30.28 31.08 31.88 32.67 33.47 34.27 38.25 30.60 31.45 32.30 33.15 34.00 34.85 35.70 36.55" 40.80 iA 32.51 33.42 34.32 35.22 36.13 37.03 37.93 38.83 43.35 U 34.43 36.34 35.38 37.35 36.34 38.36 37.29 39.37 38.25 40.38 39.21 41.38 40.16 42.39 41.12 43.40 45.90 48.45 u 38.25 39.31 40.38 41.44 42.50 43.56 44.63 45.69 51.00 1A 40.16 41.28 42.39 43.51 44.63 45.74 46.86 47.97 53.55 1 8 42.08' 43.24 44.41 45.58 46.75 47.92 49.09 50.26 56.10 1-L 43.99 45.21 46.43 47.65 48.88 50.10 51.32 52.54 58.65 H 45.90 47.18 48.45 49.73 51.00 52.28 53.55 54.83 61.20 1A 47.81 49.14 50.47 51.80 53.13 54.45 55.78 57.11 63.75 H 49.73 51.11 52.49 53.87 55.25 56.63 58.01 59.39 66.30 itt 51.64 53.07 54.51 55.94 57.38 58.81 60.24 61.68 68.85 l| 53.55 55.04 56.53 58.01 59.50 60.99 62.48 63.96 71.40 Itt 55.46 57.00 58.54 60.08 61.63 63.17 64.71 66.25 73.95 11 57.38 58.97 60.56 62.16 63.75 65.34 66.94 68.53 76.50 itt 59.29 60.93 62.58 64.23 65.88 67.52 69.17 70.82 79.05 2 61.20 62.90 64.60 66.30 68.00 69.70 71.40 73.10 81.60 486 CAMBKIA STEEL. WEIGHTS OF FLAT ROLLED STEEL BARS. Pounds per Lineal Foot. (CONCLUDED.) Thick- ness in Inches. 11' nr up llf 12* 12*' or i* fit A 2.34 2.39 2.44 2.50 2.55 2.60 2.66 2.71 l|s 4.68 4.78 4.89 4.99 5.10 5.21 5.31 5.42 •S .£? A 7.01 7.17 7.33 7.49 7.65 7.81 7.97 8.13 |g"di£ T 9.35 9.56 9.78 9.99 10.20 10.41 10.63 10.84 i^« A 11.69 11.95 12.22 12.48 12.75 13.02 13.28 13.55 !?! ^ 14.03 14.34 14.66 14.98 15.30 15.62 15.94 16.26 0^8, j- 16.36 16.73 17.11 17.48 17.85 18.22 18.59 18.97 §Sjj % 18.70 19.13 19.55 19.98 20.40 20.83 21.25 21.68 "SoS A 21.04 21.52 21.99 22.47 22.95 23.43 23.91 24.38 !!£• k 23.38 23.91 24.44 24.97 25.50 26.03 26.56 27.09 .S £10 11 25.71 26.30 26.88 27.47 28.05 28.63 29.22 29.80 1-S+ f 28.05 28.69 29.33 29.96 30.60 31.24 31.88 32.51 «** H 30.39 31.08 31.77 32.46 33.15 33.84 34.53 35.22 :l*s' 32.73 33.47 34.21 34.96 35.70 36.44 37.19 37.93 ^•2 " H 35.06 35.86 36.66 37.45 38.25 39.05 39.84 40.64 o 2^ i 37.40 38.25 39.10 39.95 40.80 41.65 42.50 43.35 bflHca la ;j lr? 39.74 40.64 41.54 42.45 43.35 44.25 45.16 46.06 S ." •S^a 1 i 42.08 43.03 43.99 44.94 45.90 46.86 47.81 48.77 o d 1A 44.41 45.42 46.43 47.44 48.45 49.46 50.47 51.48 ^ cSv$o 0 3 £ U 46.75 47.81 48.88 49.94 51.00 52.06 53.13 54.19 & it 49.09 51.43 50.20 52.59 51.32 53.76 52.43 54.93 53.55 56.10 54.67 57.27 55.78 58.44 56.90 59.61 *•* t£ W-t QQ I it 53.76 56.10 54.98 57.38 56.21 58.65 57.43 59.93 58.65 61.20 59.87 62.48 61.09 63.75 62.32 65.03 Jij3 rt^ I 1A 58.44 59.77 61.09 62.42 63.75 65.08 66.41 67.73 f ||| 1 1 60.78 62,16 63.54 64.92 66.30 67.68 69.06 70.44 S^jy^ |u 63.11 64.55 65.98 67.42 68.85 70.28 71.72 73.15 •2 v a** H 65.45 66.94 68.43 69.91 71.40 72.89 74.38 75.86 IH 67.79 69.33 70.87 72.41 73.95 75.49 77.03 78.57 fslx ii 70.13 71.72 73.31 74.91 76.50 78.09 79.69 81.28 v "**"* IH 72.46 74.11 75.76 77.40 79.05 80.70 82.34 83.99 G'S^S 2 74.80 76.50 78.20 79.90 81.60 83.30 85.00 86.70 h* CAMBRIA STEEL. 487 AREAS AND CIRCUMFERENCES OF CIRCLES. For Diameters from TV to 100, advancing by Tenths. Diameter. Area. Circumference. Diameter. Area. Circumference. 0.0 4.0 12.5664 12.5664 .1 .007854 .31416 .1 13.2025 12.8805 .2 .031416 .62832 .2 13.8544 13.1947 .3 .070686 .94248 3 14.5220 13.5088 A .12566 1.2566 .4 15.2053 13.8230 .5 .19635 1.5708 .5 15.9043 14.1372 .6 .28274 1.8850 .6 16.6190 14.4513 .7 .38485 2.1991 .7 17.3494 14.7655 .8 .50265 2.5133 .8 18.0956 15.0796 .9 .63617 2.8274 .9 18.8574 15.3938 ' 1.0 .7854 3.1416 5.0 19.6350 15.7080 .1 .9503 3.4558 .1 20.4282 16.0221 .2 1.1310 3.7699 .2 21.2372 16.3363 .3 1.3273 4.0841 .3 22.0618 16.6504 A 1.5394 4.3982 .4 22.9022 16.9646 .5 1.7671 4.7124 .5 23.7583 17.2788 .6 2.0106 5.0265 .6 24.6301 17.5929 .7 2.2698 5.3407 .7 25.5176 17.9071 .8 2.5447 5.6549 .8 26.4208 18.2212 .9 2.8353 5.9690 .9 27.3397 18.5354 2.0 3.1416 6.2832 6.0 28.2743 18.8496 .1 3.4636 6.5973 .1 29.2247 19.1637 .2 3.8013 6.9115 .2 30.1907 19.4779 .3 4.1548 7.2257 .3 31.1725 19.7920 A 4.5239 7.5398 .4 32.1699 20.1062 .5 4.9087 7.8540 .5 33.1831 20.4204 . .6 5.3093 8.1681 .6 34.2119 20.7345 .7 5.7256 8.4823 .7 35.2565 21.0487 .8 6.1575 8.7965 .8 36.3168 21.3628 .9 6.6052 9.1106 .9 37.3928 21.6770 3.0 7.0686 9.4248 7.0 38.4845 21.9911 .1 7.5477 9.7389 .1 39.5919 22.3053 .2 8.0425 10.0531 .2 40.7150 22.6195 .3 8.5530 10.3673 .3 41.8539 22.9336 A 9.0792 10.6814 .4 43.0084 23.2478 .5 9.6211 10.9956 .5 44.1786 23.5619 .6 10.1788 11.3097 .6 45.3646 23.8761 .7 10.7521 11.6239 .7 46.5663 24.1903 .8 11.3411 11.9381 .8 47.7836 24.5044 .9 11.9459 12.2522 .9 49.0167 24.8186 488 CAMBKIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. Diameter. Area. Circumference. 8.0 50.2655 25.1327 12.0 113.0973 37.6991 .1 51.5300 25.4469 ,1 114.9901 38.0133 .2 52.8102 25.7611 .2 116.8987 38.3274 .3 54.1061 26.0752 .3 118.8229 38.6416 A 55.4177 26.3894 .4 120.7628 38.9557 .5 56.7450 26.7035 .5 122.7185 39.2699 .6 58.0880 27.0177 .6 124.6898 39.5841 .7 59.4468 27.3319 .7 126.6769 39.8982 .8 60.8212 27.6460 .8 128.6796 40.2124 .9 62.2114 27.9602 .9 130.6981 40.5265 9.0 63.6173 28.2743 13.0 132.7323 40.8407 .1 65.0388 28.5885 .1 134.7822 41.1549 .2 66.4761 28.9027 .2 136.8478 41.4690 .3 67.9291 29.2168 .3 138.9291 41.7832 A 69.3978 29.5310 .4 141.0261 42.0973 .5 70.8822 29.8451 .5 143.1388 42.4115 .6 72.3823 30.1593 .6 145.2672 42.7257 .7 73.8981 30.4734 .7 147.4114 43.0398 .8 75.4296 30.7876 .8 149.5712 43.3540 .9 76.9769 31.1018 .9 151.7468 43.6681 10.0 78.5398 31.4159 14.0 153.9380 43.9823 .1 80.1185 31.7301 .1 156.1450 44.2965 .2 81.7128 32.0442 .2 158.3677 44.6106 .3 83.3229 32.3584 .3 160.6061 44.9248 A 84.9487 32.6726 .4 162.8602 45.2389 .5 86.5901 32.9867 .5 165.1300 45.5531 .6 88.2473 33.3009 .6 167.4155 45.8673 .7 89.9202 33.6150 .7 169.7167 46.1814 .8 91.6088 33.9292 .8 172.0336 46.4956 .9 93.3132 34.2434 .9 174.3662 46.8097 11.0 95.0332 34.5575 15.0 176.7146 47.1239 .1 96.7689 34.8717 .1 179.0786 47.4380 .2 98.5203 35.1858 .2 181.4584 47.7522 .3 100.2875 35.5000 .3 183.8539 48.0664 A 102.0703 35.8142 .4 186.2650 48.3805 .5 103.8689 36.1283 .5 188.6919 48.6947 .6 105.6832 36.4425 .6 191.1345 49.0088 .7 107.5132 36.7566 .7 193.5928 49.3230 .8 109.3588 37.0708 .8 196.0668 49.6372 .9 111.2202 37.3850 .9 198.5565 49.9513 CAMBRIA STEEL. 489 AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Dimeter. Area. Circumference. Diameter. Area. Circumference. 16.0 201.0619 50.2655 20.0 314.1593 62.8319 .1 203.5831 50.5796 .1 317.3087 63.1460 .2 206.1199 50.8938 .2 320.4739 63.4602 .3 208.6724 51.2080 .3 323.6547 63.7743 .4 211.2407 51.5221 .4 326.8513 64.0885 .5 213.8246 51.8363 .5 330.0636 64.4026 .6 216.4243 52.1504 .6 333.2916 64.7168 . .7 219.0397 52.4646 .7 336.5353 65.0310 .8 221.6708 52.7788 .8 339.7947 65.3451 ,9 224.3176 53.0929 .9 343.0698 65.6593 17.0 226.9801 53.4071 21.0 346.3606 65.9734 .1 229.6583 53.7212 .1 349.6671 66.2876 .2 232.3522 54.0354 .2 352.9893 66.6018 .3 235.0618 54.3496 .3 356.3273 66.9159 .4 237.7871 54.6637 .4 359.6809 67.2301 .5 240.5282 54.9779 .5 363.0503 67.5442 .6 243.2849 55.2920 .6 366.4354 67.8584 ' .7 246.0574 55.6062 .7 369.8361 68.1726 .8 248.8456 55.9203 .8 373.2526 68.4867 .9 251.6494 56.2345 .9 376.6848 68.8009 18.0 254.4690 56.5487 22.0 380.1327 69.1150 .1 257.3043 56.8628 .1 383.5963 69.4292 .2 260.1553 57.1770 .2 387.0756 69.7434 .3 263.0220 57.4911 .3 390.5707 70.0575 .4 265.9044 57.8053 .4 394.0814 70.3717 .5 268.8025 58.1195 .5 397.6078 70.6858 .6 271.7163 58.4336 .6 401.1500 71.0000 .7 274.6459 58.7478 .7 404.7078 71.3142 .8 277.5911 59.0619 .8 408.2814 71.6283 .9 280.5521 59.3761 .9 411.8706 71.9425 19.0 283.5287 59.6903 23.0 415.4756 72.2566 .1 286.5211 60.0044 .1 419.0963 72.5708 .2 289.5292 60.3186 .2 422.7327 72.8849 - .3 292.5530 60.6327 .3 426.3848 73.1991 .4 295.5925 60.9469 .4 430.0526 73.5133 .5 298.6477 61.2611 .5 433.7361 73.8274 .6 301.7186 61.5752 .6 437.4354 74.1416 .7 304.8052 61.8894 .7 441.1503 74.4557 .8 307.9075 62.2035 .8 444.8809 74.7699 .9 311.0255 62.5177 .9 448.6273 75.0841 490 CAMBBIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. Diameter. Area. Circumference. 24.0 452.3893 75.3982 28.0 615.7522 87.9646 .1 456.1671 75.7124 .1 620.1582 88.2788 .2 459.9606 76.0265 .2 624.5800 88.5929 .3 463.7698 76.3407 .3 629.0175 88.9071 .4 467.5946 76.6549 .4 633.4707 89.2212 .5 471.4352 76.9690 .5 637.9397 89.5354 .6 475.2916 77.2832 .6 642.4243 89.8495 .7 479.1636 77.5973 .7 646.9246 90.1637 .8 483.0513 77.9115 .8 651.4406 90.4779 .9 486.9547 78.2257 .9 655.9724 90.7920 25.0 490.8739 78.5398 29.0 660.5199 91.1062 .1 494.8087 78.8540 .1 665.0830 91.4203 .2 498.7592 79.1681 .2 669.6619 91.7345 .3 502.7255 79.4823 .3 674.2565 92.0487 .4 506.7075 79.7965 .4 678.8668 92.3628 .5 510.7052 80.1106 .5 683.4927 92.6770 .6 514.7185 80.4248 .6 688.1345 92.9911 .7 518.7476 80.7389 .7 692.7919 93.3053 .8 522.7924 81.0531 .8 697.4650 93.6195 .9 526.8529 81.3672 .9 702.1538 93.9336 26.0 530.9292 81.6814 30.0 706.8583 94.2478 .1 535.0211 81.9956 .1 711.5786 94.5619 .2 539.1287 82.3097 .2 716.3145 94.8761 .3 543.2521 82.6239 .3 721.0662 95.1903 .4 547.3911 82.9380 .4 725.8336 95.5044 .5 551.5459 83.2522 .5 730.6167 95.8186 .6 555.7163 83.5664 .6 735.4154 96.1327 .7 559.9025 83.8805 .7 740.2299 96.4469 .8 564.1044 84.1947 .8 745.0601 96.7611 .9 568.3220 84.5088 .9 749.9060 97.0752 27.0 572.5553 84.8230 81.0 754.7676 97.3894 .1 576.8043 85.1372 .1 759.6450 97.7035 .2 581.0690 85.4513 .2 764.5380 98.0177 .3 585.3494 85.7655 .3 769.4467 98.3319 .4 589.6455 86.0796 .4 774.3712 98.6460 .5 593.9574 86.3938 .5 779.3113 98.9602 .6 598.2849 86.7080 .6 784.2672 99.2743 .7 602.6282 87.0221 .7 789.2388 99.5885 .8 606.9871 87.3363 .8 794.2260 99.9026 .9 611.3618 87.6504 .9 799.2290 100.2168 CAMBBIA STEEL. 491 AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. Diameter. Area. Circumference. 32.0 804.2477 100.5310 36.0 1017.8760 113.0973 .1 809.2821 100.8451 .1 1023.5387 113.4115 .2 814.3322 101.1593 .2 1029.2172 113.7257 .3 819.3980 101.4734 .3 1034.9113 114.0398 A 824.4796 101.7876 .4 1040.6211 114.3540 .5 829.5768 102.1018 .5 1046.3467 114.6681 .6 834.6897 102.4159 .6 1052.0880 114.9823 .7 839.8184 102.7301 .7 1057.8449 115.2965 .8 844.9628 103.0442 .8 1063.6176 115.6106 .9 850.1229 103.3584 .9 1069.4060 115.9248 33.0 855.2986 103.6726 37.0 1075.2101 116.2389 .1 860.4902 103.9867 .1 1081.0299 116.5531 .2 865.6973 104.3009 .2 1086.8654 116.8672 .3 870.9202 104.6150 .3 1092.7166 117.1814 A 876.1588 104.9292 .4 1098.5835 117.4956 .5 881.4131 105.2434 .5 1104.4662 117.8097 .6 886.6831 105.5575 .6 1110.3645 118.1239 .7 891.9688 105.8717 .7 1116.2786 118.4380 .8 897.2703 106.1858 .8 1122.2083 118.7522 .9 902.5874 106.5000 .9 1128.1538 119.0664 34.0 907.9203 106.8142 38.0 1134.1149 119.3805 .1 913.2688 107.1283 .1 1140.0918 119.6947 .2 918.6331 107.4425 .2 1146.0844 120.0088 .3 924.0131 107.7566 .3 1152.0927 120.3230 .4 929.4088 108.0708 .4 1158.1167 120.6372 .5 934.8202 108.3849 .5 1164.1564 120.9513 .6 940.2473 108.6991 .6 1170.2118 121.2655 .7 945.6901 109.0133 .7 1176.2830 121.5796 .8 951.1486 109.3274 .8 1182.3698 121.8938 .9 956.6228 109.6416 .9 1188.4723 122.2080 35.0 962.1127 109.9557 39.0 1194.5906 122.5221 .1 967.6184 110.2699 .1 1200.7246 122.8363 .2 973.1397 110.5841 .2 1206.8742 123.1504 .3 978.6768 110.8982 .3 1213.0396 123.4646 .4 984.2296 111.2124 .4 1219.2207 123.7788 .5 989.7980 111.5265 .5 1225.4175 124.0929 .6 995.3822 111.8407 .6 1231.6300 124.4071 .7 1000.9821 112.1549 .7 1237.8582 124.7212 .8 1006.5977 112.4690 .8 1244.1021 125.0354 .9 1012.2290 112.7832 .9 1250.3617 125.3495 492 CAMBKIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. Diameter. Area. Circumference. 40.0 1256.6371 125.6637 44.0 1520.5308 138.2301 .1 1262.9281 125.9779 .1 1527.4502 138.5442 .2 1269.2348 126.2920 .2 1534.3853 138.8584 .3 1275.5573 126.6062 .3 1541.3360 139.1726 .4 1281.8955 126.9203 .4 1548.3025 139.4867 .5 1288.2493 127.2345 .5 1555.2847 139.8009 .6 1294.6189 127.5487 .6 1562.2826 140.1150 .7 1301.0042 127.8628 • .7 1569.2962 140.4292 .8 1307.4052 128.1770 .8 1576.3255 140.7434 .9 1313.8219 128.4911 .9 1583.3705 141.0575 41.0 1320.2543 128.8053 45.0 1590.4313 141.3717 .1 1326.7024 129.1195 .1 1597.5077 141.6858 .2 1333.1663 129.4336 .2 1604.5999 142.0000 .3 1339.6458 129.7478 .3 1611.7077 142.3141 .4 1346.1410 130.0619 .4 1618.8313 142.6283 .5 1352.6520 130.3761 .5 1625.9705 142.9425 .6 1359.1786 130.6903 .6 1633.1255 143.2566 .7 1365.7210 131.0044 .7 1640.2962 143.5708 .8 1372.2791 131.3186 .8 1647.4826 143.8849 .9 1378.8529 131.6327 •9 1654.6847 144.1991 42.0 1385.4424 131.9469 46.0 1661.9025 144.5133 .1 1392.0476 132.2611 .1 1669.1360 144.8274 .2 1398.6685 132.5752 .2 1676.3852 145.1416 .3 1405.3051 132.8894 .3 1683.6502 145.4557 .4 1411.9574 133.2035 .4 1690.9308 145.7699 .5 1418.6254 133.5177 .5 1698.2272 146.0841 .6 1425.3092 133.8318 .6 1705.5392 146.3982 .7 1432.0086 134.1460 .7 1712.8670 146.7124 .8 1438.7238 134.4602 .8 1720.2105 147.0265 .9 1445.4546 134.7743 •9 1727.5696 147.3407 43.0 1452.2012 135.0885 47.0 1734.9445 147.6549 .1 1458.9635 135.4026 .1 1742.3351 147.9690 .2 1465.7415 135.7168 .2 1749.7414 148.2832 .3 1472.5352 136.0310 .3 1757.1634 148.5973 .4 1479.3446 136.3451 .4 1764.6012 148.9115 .5 1486.1697 136.6593 .5 1772.0546 149.2257 .6 1493.0105 136.9734 .6 1779.5237 149.5398 .7 1499.8670 137.2876 .7 1787.0086 149.8540 .8 1506.7392 137.6018 .8 1794.5091 150.1681 .9 1513.6272 137.9159 .9 1802.0254 150.4823 CAMBBIA STEEL. 493 AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. Diameter. Area. Circumference. 48.0 1809.5574 150.7964 52.0 2123.7166 163.3628 .1 1817.1050 151.1106 .1 2131.8926 163.6770 .2 1824.6684 151.4248 .2 2140.0843 163.9911 .3 1832.2475 151.7389 .3 2148.2917 164.3053 .4 1839.8423 152.0531 .4 2156.5149 164.6195 .5 1847.4528 152.3672 .5 2164.7537 164.9336 .6 1855.0790 152.6814 .6 2173.0082 165.2478 .7 1862.7210 152.9956 .7 2181.2785 165.5619 .8 1870.3786 153.3097 .8 2189.5644 165.8761 .9 1878.0519 153.6239 .9 2197.8661 166.1903 49.0 1885.7410 153.9380 53.0 2206.1834 166.5044 .1 1893.4457 154.2522 .1 2214.5165 166.8186 .2 1901.1662 154.5664 .2 2222.8653 167.1327 .3 1908.9024 154.8805 .3 2231.2298 167.4469 .4 1916.6543 155.1947 .4 2239.6100 167.7610 .5 1924.4218 155.5088 .5 2248.0059 168.0752 .6 1932.2051 155.8230 .6 2256.4175 168.3894 .7 1940.0041 156.1372 .7 2264.8448 168.7035 .8 1947.8189 156.4513 .8 2273.2879 169.0177 .9 1955.6493 156.7655 .9 2281.7466 169.3318 50.0 1963.4954 157.0796 54.0 2290.2210 169.6460 .1 1971.3572 157.3938 .1 2298.7112 169.9602 .2 1979.2348 157.7080 .2 2307.2171 170.2743 .3 1987.1280 158.0221 .3 2315.7386 170.5885 .4 1995.0370 158.3363 .4 2324.2759 170.9026 .5 2002.9617 158.6504 .5 2332.8289 171.2168 .6 2010.9020 158.9646 .6 2341.3976 171.5310 .7 2018.8581 159.2787 .7 2349.9820 171.8451 .8 2026.8299 159.5929 .8 2358.5821 172.1593 .9 2034.8174 159.9071 .9 2367.1979 172.4734 51.0 2042.8206 160.2212 55.0 2375.8294 172.7876 .1 2050.8395 160.5354 .1 2384.4767 173.1018 .2 2058.8742 160.8495 .2 2393.1396 173.4159 .3 2066.9245 161.1637 .3 2401.8183 173.7301 .4 2074.9905 161.4779 .4 2410.5126 174.0442 .5 2083.0723 161.7920 .5 2419.2227 174.3584 .6 2091.1697 162.1062 .6 2427.9485 174.6726 .7 2099.2829 162.4203 .7 2436.6899 174.9867 .8 2107.4118 162.7345 .8 2445.4471 175.3009 .9 2115.5563 163.0487 .9 2454.2200 175.6150 494 CAMBRIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. Diameter. Area. Circumference. 56.0 2463.0086 175.9292 60.0 2827.4334 188.4956 .1 2471.8129 176.2433 .1 2836.8660 188.8097 .2 2480.6330 176.5575 .2 2846.3143 189.1239 .3 2489.4687 176.8717 .3 2855.7784 189.4380 .4 2498.3201 177.1858 .4 2865.2582 189.7522 .5 2507.1873 177.5000 .5 2874.7536 190.0664 .6 2516.0701 177.8141 .6 2884.2648 190.3805 .7 2524.9687 178.1283 .7 2893.7917 190.6947 .8 2533.8830 178.4425 .8 2903.3343 191.0088 .9 2542.8129 178.7566 .9 2912.8925 191.3230 57.0 2551.7586 179.0708 61.0 2922.4666 191.6372 .1 2560.7200 179.3849 .1 2932.0563 191.9513 .2 2569.6971 179.6991 .2 2941.6617 192.2655 .3 2578.6899 180.0133 .3 2951.2828 192.5796 .4 2587.6984 180.3274 .4 2960.9196 192.8938 .5 2596.7227 180.6416 .5 2970.5722 193.2079 .6 2605.7626 180.9557 .6 2980.2404 193.5221 .7 2614.8182 181.2699 .7 2989.9244 193.8363 .8 2623.8896 181.5841 .8 2999.6241 194.1504 .9 2632.9766 181.8982 .9 3009.3394 194.4646 58.0 2642.0794 182.2124 62.0 3019.0705 194.7787 .1 2651.1979 182.5265 .1 3028.8173 195.0929 .2 2660.3321 182.8407 .2 3038.5798 195.4071 .3 2669.4820 183.1549 .3 3048.3580 195.7212 .4 2678.6475 183.4690 .4 3058.1519 196.0354 .5 2687.8289 183.7832 .5 3067.9616 196.3495 .6 2697.0259 184.0973 .6 3077.7869 196.6637 .7 2706.2386 184.4115 .7 3087.6279 196.9779 .8 2715.4670 184.7256 .8 3097.4847 197.2920 .9 2724.7112 185.0398 .9 3107.3571 197.6062 59.0 2733.9710 185.3540 63.0 3117.2453 197.9203 .1 2743.2465 185.6681 .1 3127.1492 198.2345 .2 2752.5378 185.9823 .2 3137.0687 198.5487 .3 2761.8448 186.2964 .3 3147.0040 198.8628 .4 2771.1675 186.6106 .4 3156.9550 199.1770 .5 2780.5058 186.9248 .5 3166.9217 199.4911 .6 2789.8599 187.2389 .6 3176.9041 199.8053 .7 2799.2297 187.5531 .7 3186.9023 200.1195 .8 2808.6152 187.8672 .8 3196.9161 200.4336 .9 2818.0165 188.1814 .9 3206.9456 200.7478 OAMBBIA STEEL. 495 AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. Diameter. Area. Circumference. 64.0 3216.9909 201.0620 68.0 3631.6811 213.6283 .1 3227.0518 201.3761 .1 3642.3704 213.9425 .2 3237.1285 201.6902 .2 3653.0753 214.2566 .3 3247.2208 202.0044 .3 3663.7960 214.5708 .4 3257.3289 202.3186 .4 3674.5324 214.8849 .5 3267.4527 202.6327 .5 3685.2845 215.1991 .6 3277.5922 202.9469 .6 3696.0523 215.5133 .7 3287.7474 203.2610 .7 3706.8358 215.8274 .8 3297.9183 203.5752 .8 3717.6351 216.1416 .9 3308.1049 203.8894 .9 3728.4500 216.4556 65.0 3318.3072 204.2035 69.0 3739.2807 216.7699 .1 3328.5253 204.5177, .1 3750.1270 217.0841 .2 3338.7590 204.8318 .2 3760.9890 217.3982 .3 3349.0084 205.1460 .3 3771.8668 217.7124 .4 3359.2736 205.4602 • .4 3782.7603 218.0265 .5 3369.5545 205.7743 .5 3793.6695 218.3407 .6 3379.8510 206.0885 .6 3804.5944 218.6548 .7 3390.1633 206.4026 .7 3815.5349 218.9690 .8 3400.4913 206.7168 .8 3826.4913 219.2832 .9 3410.8350 207.0310 .9 3837.4633 219.5973 66.0 3421.1944 207.3451 70.0 3848.4510 219.9115 .1 3431.5695 207.6593 .1 3859.4544 220.2256 .2 3441.9603 207.9734 .2 3870.4735 220.5398 .3 3452.3668 208.2876 .3 3881.5084 220.8540 .4 3462.7891 208.6017 .4 3892.5589 221.1681 .5 3473.2270 208.9159 .5 3903.6252 221.4823 .6 3483.6807 209.2301 .6 3914.7072 221.7964 .7 3494.1500 209.5442 .7 3925.8048 222.1106 .8 3504.6351 209.8584 .8 3936.9182 222.4248 .9 3515.1359 210.1725 .9 3948.0473 222.7389 67.0 3525.6523 210.4867 71.0 3959.1921 223.0531 .1 3536.1845 210.8009 .1 3970.3526 223.3672 .2 3546.7324 211.1150 .2 3981.5288 223.6814 .3 3557.2960 211.4292 .3 3992.7208 223.9956 .4 3567.8753 211.7433 .4 4003.9284 224.3097 .5 3578.4704 212.0575 .5 4015.1517 224.6239 .6 3589.0811 212.3717 .6 4026.3908 224,9380 .7 3599.7075 212.6858 .7 4037.6455 225.2522 .8 3610.3497 213.0000 .8 4048.9160 225.5664 .9 3621.0075 213.3141 .9 4060.2022 225.8805 496 CAMBBIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. Diameter. Area. Circumference. 72.0 4071.5041 226.1947 76.0 4536.4598 238.7610 .1 4082.8216 226.5088 .1 4548.4057 239.0752 .2 4094.1549 226.8230 .2 4560.3673 239.3894 .3 4105.5039 227.1371 .3 4572.3446 239.7035 .4 4116.8687 227.4513 .4 4584.3376 240.0177 .5 4128.2491 227.7655 .5 4596.3464 240.3318 .6 4139.6452 228.0796 .6 4608.3708 240.6460 .7 4151.0570 228.3938 .7 4620.4110 240.9602 .8 4162.4846 228.7079 .8 4632.4668 241.2743 .9 4173.9278 229.0221 .9 4644.5384 241.5885 73.0 4185.3868 229.3363 77.0 4656.6257 241.9026 .1 4196.8615 229.6504 .1 4668.7287 242.2168 .2 4208.3518 229.9646 .2 4680.8474 242.5310 .3 4219.8579 230.2787 .3 4692.9818 242.8451 .4 4231.3797 230.5929 .4 4705.1319 243.1592 .5 4242.9172 230.9071 .5 4717.2977 243.4734 .6 4254.4704 231.2212 .6 4729.4792 243.7876 .7 4266.0393 231.5354 .7 4741.6765 244.1017 .8 4277.6240 231.8495 .8 4753.8894 244.4159 .9 4289.2243 232.1637 .9 4766.1180 244.7301 74.0 4300.8403 232.4779 78.0 4778.3624 245.0442 .1 4312.4721 232.7920 .1 4790.6225 245.3584 .2 4324.1195 233.1062 .2 4802.8982 245.6725 .3 4335.7827 233.4203 .3 4815.1897 245.9867 .4 4347.4616 233.7345 .4 4827.4969 246.3009 .5 4359.1562 234.0487 .5 4839.8198 246.6150 .6 4370.8664 234.3628 .6 4852.1584 246.9292 .7 4382.5924 234.6770 .7 4864.5127 247.2433 .8 4394.3341 234.9911 .8 4876.8828 247.5575 .9 4406.0915 235.3053 .9 4889.2685 247.8717 75.0 4417.8647 235.6194 79.0 4901.6699 248.1858. .1 4429.6535 235.9336 .1 4914.0871 248.5000 .2 4441.4580 236.2478 .2 4926.5199 248.8141 .3 4453.2783 236.5619 .3 4938.9685 249.1283 .4 4465.1142 236.8761 .4 4951.4328 249.4425 .5 4476.9659 237.1902 .5 4963.9127 249.7566 .6 4488.8332 237.5044 .6 4976.4084 250.0708 .7 4500.7163 237.8186 .7 4988.9198 250.3849 .8 4512.6151 238.1327 .8 5001.4469 250.6991 .9 4524.5296 238.4469 .9 5013.9897 251.0133 CAMBKIA STEEL. 497 AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. Diameter. Area. Circumference. 80.0 5026.5482 251.3274 84.0 5541.7694 263.8938 .1 5039.1224 251.6416 .1 5554.9720 264.2079 .2 5051.7124 251.9557 .2 5568.1902 264.5221 .3 5064.3180 252.2699 .3 5581.4242 264.8363 .4 5076.9394 252.5840 .4 5594.6738 265.1504 .5 5089.5764 252.8982 .5 5607.9392 265.4646 .6 5102.2292 253.2124 .6 5621.2203 265.7787 .7 5114.8977 253.5265 .7 5634.5171 266.0929 .8 5127.5818 253.8407 .8 5647.8296 266.4071 .9 5140.2817 254.1548 .9 5661.1578 266.7212 81.0 5152.9973 254.4690 85.0 5674.5017 267.0354 .1 5165.7286 254.7832, .1 5687.8613 267.3495 .2 5178.4756 255.0973 .2 5701.2367 267.6637 .3 5191.2384 255.4115 .3 5714.6277 267.9779 .4 5204.0168 255.7256 .4 5728.0344 268.2920 .5 5216.8109 256.0398 .5 5741.4569 268.6062 .6 5229.6208 256.3540 .6 5754.8951 268.9203 .7 5242.4463 256.6681 .7 5768.3489 269.2345 .8 5255.2876 256.9823 .8 5781.8185 269.5486 .9 5268.1446 257.2964 .9 5795.3038 269.8628 82.0 5281.0172 257.6106 86.0 5808.8048 270.1770 .1 5293.9056 257.9248 .1 5822.3215 270.4911 .2 5306.8097 258.2389 . .2 5835.8539 270.8053 .3 5319.7295 258.5531 .3 5849.4020 271.1194 .4 5332.6650 258.8672 .4 5862.9659 271.4336 .5 5345.6162 259.1814 .5 5876.5454 271.7478 .6 5358.5832 259.4956 .6 5890.1406 272.0619 .7 5371.5658 259.8097 .7 5903.7516 272.3761 .8 5384.5641 260.1239 .8 5917.3782 272.6902 .9 5397.5782 260.4380 .9 5931.0206 273.0044 83.0 5410.6079 260.7522 87.0 5944.6787 273.3186 .1 5423.6534 261.0663 .1 5958.3525 273.6327 .2 5436.7146 261.3805 .2 5972.0419 273.9469 .3 5449.7914 261.6947 .3 5985.7471 274.2610 . .4 5462.8840 262.0088 .4 5999.4680 274.5752 .5 5475.9923 262.3230 .5 6013.2047 274.8894 .6 5489.1163 262.6371 .6 6026.9570 275.2035 .7 5502.2560 262.9513 .7 6040.7250 275.5177 .8 5515.4115 263.2655 .8 6054.5088 275.8318 .9 5528.5826 263.5796 ' .9 6068.3082 276.1460 498 CAMBBIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. Diameter. An* Circumference. 88.0 6082.1234 276.4602 92.0 6647.6100 289.0265 .1 6095.9542 276.7743 .1 6662.0692 289.3407 .2 6109.8008 277.0885 .2 6676.5441 289.6548 .3 6123.6631 277.4026 .3 6691.0347 289.9690 .4 6137.5410 277.7168 .4 6705.5410 290.2832 .5 6151.4347 278.0309 .5 6720.0630 290.5973 .6 6165.3441 278.3451 .6 6734.6007 290.9115 .7 6179.2692 278.6593 .7 6749.1542 291.2256 .8 6193.2101 278.9734 .8 6763.7233 291.5398 •9 6207.1666 279.2876 .9 6778.3081 291.8540 89.0 6221.1388 279.6017 93.0 6792.9087 292.1681 .1 6235.1268 279.9159 .1 6807.5249 292.4823 .2 6249.1304 280.2301 .2 6822.1569 292.7964 .3 6263.1498 280.5442 .3 6836.8046 293.1106 .4 6277.1848 280.8584 .4 6851.4680 293.4248 .5 6291.2356 281.1725 .5 6866.1471 293.7389 .6 6305.3021 281.4867 .6 6880.8419 294.0531 .7 6319.3843 281.8009 .7 6895.5524 294.3672 .8 6333.4822 282.1150 .8 6910.2786 294.6814 .9 6347.5958 282.4292 .9 6925.0205 294.9956 90.0 6361.7251 282.7433 94.0 6939.7781 295.3097 .1 6375.8701 283.0575 .1 6954.5515 295.6239 .2 6390.0308 283.3717 .2 6969.3405 295.9380 .3 6404.2073 283.6858 .3 6984.1453 296.2522 .4 6418.3994 284.0000 .4 6998.9657 296.5663 .5 6432.6073 284.3141 .5 7013.8019 296.8805 .6 6446.8308 284.6283 .6 7028.6538 297.1947 .7 6461.0701 284.9425 .7 7043.5214 297.5088 .8 6475.3251 285.2566 .8 7058.4047 297.8230 .9 6489.5958 285.5708 .9 7073.3037 298.1371 91.0 6503.8822 285.8849 95.0 7088.2184 298.4513 .1 6518.1843 286.1991 .1 7103.1488 298.7655 .2 6532.5021 286.5132 .2 ,7118.0949 299.0796 .3 6546.8356 286:8274 .3 7133.0568 299.3938 .4 6561.1848 287.1416 .4 7148.0343 299.7079 .5 6575.5497 287.4557 .5 7163.0276 300.0221 .6 6589.9304 287.7699 .6 7178.0365 300.3363 .7 6604.3267 288.0840 .7 7193.0612 300.6504 .8 6618.7388 288.3982 .8 7208.1016 300.9646 .9 6633.1666 288.7124 .9 7223.1577 301.2787 CAMBBIA STEEL. 499 AREAS AND CIRCUMFERENCES OF CIRCLES. (CONCLUDED.) Diameter. Area. Circumference. Diameter. Area. Circumference. 96.0 7238.2294 301.5929 98.0 7542.9639 307.8761 .1 7253.3169 301.9071 .1 7558.3656 308.1902 .2 7268.4201 302.2212 .2 7573.7830 308.5044 .3 7283.5391 302.5354 .3 7589.2161 308.8186 .4 7298,6737 302.8495 .4 7604.6648 309.1327 .5 7313.8240 303.1637 .5 §7620.1293 309.4469 .6 7328.9901 303.4779 .6 ~7635.6095 309.7610 .7 7344.1718 303.7920 .7 7651.1054 310.0752 .8 7359.3693 304.1062 .8 7666.6170 310.3894 .9 7374.5824 304.4203 .9 7682.1443 310,7035 97.0 7389.8113 304.7345 99.0 7697.6874 311.0177 .1 7405.0559 305.0486 .1 7713.2461 311.3318 .2 7420.3162 305.3628 .2 7728.8205 311.6460 .3 7435.5921 305.6770 .3 7744.4107 311.9602 .4 7450.8838 305.9911 .4 7760.0166 312.2743 .5 7466.1913 306.3053 .5 7775.6381 312.5885 .6 7481.5144 306.6194 .6 7791.2754 312.9026 .7 7496.8532 306.9336 .7 7806.9284 313.2168 .8 7512.2077 307.2478 .8 7822.5971 313.5309 .9 7527.5780 307.5619 .9 7838.2815 313.8451 100.0 7853.9816 314.1593 To find from the table areas or circumferences for larger diameters than those given. CASE I. For diameters greater than 100 and less than 1001: Take from the table the area or circumference for a circle the diameter of which is one-tenth of the given diameter. To obtain the required area or circumference, multiply the area so found by 100 and the circumference so found by 10. For Example. — What is the area and circumference corresponding to a diameter of 459? From the tables the area and circumference for diameter 45.9 are 1 654.6847 and 144.1991. Therefore 165 468.47 and 1 441.991 are the area and circum- ference required. CASE II. For diameters greater than 1000: Divide the given diameter by any convenient factor which will give as a quotient a diameter found in the table, and take from the table the area or circumference for this diameter. To obtain the required area or circumference multiply the area so found by the square of the factor and the circumference so found by the factor. For Example. — What is the area and circumference corresponding to a diameter of 1 983? 1 983 -J- 3 = 661. From the tables and Case I the area and circumference for diameter 661 are 343 156.95 and 2 076.593. Therefore 343 156.95 X 9 = 3 088 412.55 = area required, and 2 076.593 X 3 = 6 229.779 = circumference required. 500 CAMBRIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters & to 100. Diameter. Area. Circumference. Diameter. Area. Circumference. T* .0031 .1963 5 19.6350 15.7080 .0123 .3927 1 20.6290 16.1007 .0491 .7854 I 21.6476 16.4934 .1104 1.1781 1 22.6907 16.8861 .1963 1.5708 23.7583 17.2788 .3068 1.9635 I 24.8505 17.6715 .4418 2.3562 f 25.9673 18.0642 .6013 2.7489 f 27.1086 18.4569 1 .7854 3.1416 6 28.2744 18.8496 i [ .9940 3.5343 29.4648 19.2423 . 1.2272 3.9270 30.6797 19.6350 1.4849 4.3197 • 31.9191 20.0277 i 1.7671 4.7124 ; . 33.1831 20.4204 ! 2.0739 5.1051 j 34.4717 20.8131 i 2.4053 5.4978 j 35.7848 21.2058 i [ 2.7612 5.8905 37.1224 21.5985 2 3.1416 6.2832 7 38.4846 21.9912 - i 3.5466 6.6759 i 39.8713 22.3839 . 3.9761 7.0686 i 41.2826 22.7766 . 4.4301 7.4613 f 42.7184 23.1693 • 4.9087 7.8540 44.1787 23.5620 . I 5.4119 8.2467 j 45.6636 23.9547 . 5.9396 8.6394 47.1731 24.3474 - 6.4918 9.0321 1 48.7071 24.7401 3 7.0686 9.4248 8 50.2656 25.1328 7.6699 9.8175 i 51.8487 25.5255 8.2958 10.2102 i 53.4563 25.9182 8.9462 10.6029 | 55.0884 26.3109 9.6211 10.9956 i 56.7451 26.7036 10.3206 11.3883 | 58.4264 27.0963 11.0447 11.7810 4~ 60.1322 27.4890 - i 11.7933 12.1737 I 61.8625 27.8817 4 12.5664 12.5664 9 63.6174 28.2744 \ 13.3641 12.9591 i 65.3968 28.6671 i , 14.1863 13.3518 i 4 67.2008 29.0598 \ 15.0330 13.7445 69.0293 29.4525 • 15.9043 14.1372 1 70.8823 29.8452 16.8002 14.5299 | 72.7599 30.2379 . \ 17.7206 14.9226 3. 4 74.6621 30.6306 1 18.6655 15.3153 1 76.5889 31.0233 CAMBBIA STEEL. 501 AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters & to 100. Diameter. Area. Circumference. Diameter. Area. Circumference. 10 78.540 31.4160 15 176.715 47.1240 | 80.516 31.8087 i 179.673 47.5167 82.516 32.2014 i 182.655 47.9094 3. 84.541 32.5941 a 185.661 48.3021 i 86.590 32.9868 i 188.692 48.6948 5 88.664 33.3795 | 191.748 49.0875 3. 90.763 33.7722 i 194.828 49.4802 i 92.886 34.1649 i 197.933 49.8729 u 95.033 34.5576 16 201.062 50.2656 97.205 34.9503 204.216 50.6583 ; 99.402 35.3430 207.395 51.0510 j 101.623 35.7357 210.598 51.4437 j . 103.869 36.1284 213.825 51.8364 j 106.139 36.5211 217.077 52.2291 i 108.434 36.9138 j. 220.354 52.6218 ; • 110.754 37.3065 i: 223.655 53.0145 12 113.098 37.6992 17 226.981 53.4072 i 115.466 38.0919 i 230.331 53.7999 117.859 38.4846 i 4 233.706 54.1926 i 120.277 38.8773 237.105 54.5853 i 122.719 39.2700 1 240.529 54.9780 1 125.185 39.6627 1 243.977 55.3707 i 127.677 40.0554 3 247.450 55.7634 1 130.192 40.4481 1 250.948 56.1561 13 132.733 40.8408 18 254.470 56.5488 i 135.297 41.2335 | 258.016 56.9415 137.887 41.6262 261.587 57.3342 3. 140.501 42.0189 .a 265.183 57.7269 i 143.139 42.4116 i 268.803 58.1196 SL 145.802 42.8043 i 272.448 58.5123 1 148.490 43.1970 3 276.117 58.9050 i 151.202 43.5897 1 279.811 59.2977 14 153.938 43.9824 19 283.529 59.6904 i 156.700 44.3751 i 287.272 60.0831 i 159.485 44.7678 i 4 291.040 60.4758 | 162.296 45.1605 | 294.832 60.8685 165.130 45.5532 298.648 61.2612 A 167.990 45.9459 i 302.489 61.6539 1 170.874 46.3386 3. 306.355 62.0466 1 173.782 46.7313 1 310.245 62.4393 502 CAMBKIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters A to 100. Diameter. Area. Circumference. Diameter. Area. Circumference. 20 314.160 62.8320 25 490.875 78.5400 f 318.099 63.2247 495.796 78.9327 1 322.063 63.6174 500.742 79.3254 I- 326.051 64.0101 505.712 79.7181 } 330.064 64.4028 510.706 80.1108 1 334.102 64.7955 515.726 80.5035 I 338.164 65.1882 520.769 80.8962 1 342.250 65.5809 ' 525.838 81.2889 21 346.361 65.9736 26 530.930 81.6816 350.497 66.3663 536.048 82.0743 354.657 66.7590 541.190 82.4670 358.842 67.1517 546.356 82.8597 363.051 67.5444 551.547 83.2524 367.285 67.9371 556.763 83.6451 371.543 68.3298 562.003 84.0378 375.826 68.7225 567.267 84.4305 22 380.134 69.1152 27 572.557 84.8232 i 384.466 69.5079 577.870 85.2159 I 388.822 69.9006 583.209 85.6086 f 393.203 70.2933 588.571 86.0013 397.609 70.6860 593.959 86.3940 & 402.038 71.0787 599.371 86.7867 a 406.494 71.4714 604.807 87.1794 I 410.973 71.8641 i 610.268 87.5721 23 415.477 72.2568 28 615.754 87.9648 i 420.004 72.6495 621.264 88.3575 i 424.558 73.0422 626.798 88.7502 j. 429.135 73.4349 632.357 89.1429 i 433.737 73.8276 637.941 89.5356 £ 438.364 74.2203 643.549 89.9283 . a 443.015 74.6130 649.182 90.3210 I 447.690 75.0057 654.840 90.7137 24 . 452.390 75.3984 K 660.521 91.1064 i 457.115 75.7911 666.228 91.4991 1 461.864 76.1838 671.959 91.8918 a 466.638 76.5765 677.714 92.2845 i 471.436 76.9692 683.494 92.6772 | 476.259 77.3619 689.299 93.0699 i 481.107 77.7546 | 695.128 93.4626 1 485.979 78.1473 700.982 93.8553 CAMBBIA STEEL. 503 AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters jV to 100. Diameter. Area. Circumference. Diameter. Area. Circumference. 30 706.860 94.248 35 962.115 109.956 712.763 94.641 j 969.000 110.349 718.690 95.033 \ 975.909 110.741 3 724.642 95.426 1 982.842 111.134 ;. 730.618 95.819 j 989.800 111.527 j 736.619 96.212 ! 996.783 111.919 j . 742.645 96.604 \ 1003.790 112.312 1 748.695 96.997 I 1010.822 112.705 31 754.769 97.390 K 1017.878 113.098 760.869 97.782 1024.960 113.490 766.992. 98.175 1032.065 113.883 773.140 98.568 1039.195 114.276 779.313 98.960 1046.349 114.668 785.510 99.353 " ' 1053.528 115.061 791.732 99.746 3 1060.732 115.454 !: 797.979 100.138 i 1067.960 115.846 32 804.250 100.531 37 1075.213 116.239 810.545 100.924 i - 1082.490 116.632 816.865 101.317 i - 1089.792 117.025 823.210 101.709 • 1097.118 117.417 829.579 102.102 i • 1104.469 117.810 835.972 102.495 j • 1111.844 118.203 3 842.391 102.887 j . : 1119.244 118.595 i 848.833 103.280 ! 1126.669 118.988 33 855.301 103.673 38 1134.118 119.381 I 861.792 104.065 - | 1141.591 119.773 868.309 104.458 . t 1149.089 120.166 a 874.850 104.851 • 1 1156.612 120.559 i 881.415 105.244 - \ 1164.159 120.952 | 888.005 105.636 ' 1171.731 121.344 3 894.620 106.029 1179.327 121.737 I 901.259 106.422 ' 1 1186.948 122.130 34 907.922 106.814 39 1194.593 122.522 | 914.611 107.207 1202.263 122.915 921.323 107.600 1209.958 123.308 ^ 928.061 107.992 1217.677 123.700 * 934.822 108.385 1225.420 124.093 i 941.609 108.778 1233488 124.486 i 948.420 109.171 ~ c 1240.981 124.879 1 955.255 109.563 \ 1248.798 125.271 504 CAMBBIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters -& to 100. Diameter. Area. Circumference. Diameter. Area. Circumference. 40 1256.64 125.664 45 1590.43 141.372 ' k 1264.51 126.057 1599.28 141.765 I 1272.40 126.449 1608.16 142.157 • 1280.31 126.842 1617.05 142.550 , I 1288.25 127.235 1625.97 142.943 i 1296.22 127.627 1634.92 143.335 | 1304.21 128.020 1643.89 143.728 ' ! 1312.22 128.413 1652.89 144.121 . 41 1320.26 128.806 46 1661.91 144.514 1328.32 129.198 1670.95 144.906 1336.41 129.591 1680.02 145.299 1344.52 129.984 1689.11 145.692 1352.66 130.376 1698.23 146.084 1360.82 130.769 1707.37 146.477 1369.00 131.162 1716.54 146.870 • • 1377.21 131.554 1 1725.73 147.262 42 1385.45 131.947 47 1734.95 147.655 1393.70 132.340 i 1744.19 148.048 1401.99 132.733 i 1753.45 148.441 1410.30 133.125 i 1762.74 148.833 1418.63 133.518 i 1772.06 149.226 1426.99 133.911 | 1781.40 149.619 1435.37 134.303 1790.76 150.011 1443.77 134.696 i 1800.15 150.404 43 1452.20 135.089 48 1809.56 150.797 i 1460.66 135.481 i 1819.00 151.189 • . L 1469.14 135.874 i 1828.46 151.582 i 1477.64 136.267 I 1837.95 151.975 i 1 1486.17 136.660 1847.46 152.368 1 . 1494.73 137.052 1856.99 152.760 i 1503.30 137.445 1866.55 153.153 i 1511.91 137.838 1876.14 153.546 44 1520.53 138.230 49 1885.75 153.938 I - 1529.19 138.623 1895.38 154.331 \ 1537.86 139.016 1905.04 154.724 i 1546.56 139.408 1914.72 155.116 I 1555.29 139.801 1924.43 155.509 1 .1564.04 140.194 1934.16 155.902 1572.81 140.587 j 1943.91 156.295 I 1581.61 140.979 ' 1953.69 156.687 CAMBBIA STEEL. 505 AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters & tb 100. Diameter. Area. Circumference. Diameter. Area. Circumference. 60 1963.50 157.080 55 2375.83 172.788 1973.33 157.473 2386.65 173.181 . 1983.18 157.865 2397.48 173.573 1993.06 158.258 2408.34 173.966 2002.97 158.651 j 2419.23 174.359 2012.89 159.043 J . 2430.14 174.751 2022.85 159.436 2441.07 175.144 2032.82 159.829 1 2452.03 175.537 51 2042.83 160.222 56 2463.01 175.930 | 2052.85 160.614 i 2474.02 176.322 2062.90 161.007 | 2485.05 176.715 i 2072.98 161.400 2496.11 177.108 | 2083.08 161.792 i 2507.19 177.500 2093.20 162.185 .5 2518.30 177.893 2. 2103.35 162.578 3. 2529.43 178.286 t 2113.52 162.970 8 2540.58 178.678 52 2123.72 163.363 57 2551.76 179.071 2133.94 163.756 i 2562.97 179.464 2144.19 164.149 2574.20 179.857 2154.46 164.541 2585.45 180.249 2164.76 164.934 2596.73 180.642 2175.08 165.327 2608.03 181.035 2185.42 165.719 2619.36 181.427 2195.79 166.112 1 2630.71 181.820 53 2206.19 166.505 58 2642.09 182.213 2216.61 166.897 i 2653.49 182.605 2227.05 167.290 2664.91 182.998 2237.52 167.683 I 2676.36 183.391 2248.01 168.076 2687.84 183.784 2258.53 168.468 | 2699.33 184.176 2269.07 168.861 2710.86 184.569 2279.64 169.254 2722.41 184.962 54 2290.23 169.646 59i 2733.98 185.354 . 2300.84 170.039 2745.57 185.747 . 2311.48 170.432 2757.20 186.140 2322.15 170.824 2768.84 186.532 2332.83 171.217 2780.51 186.925 2343.55 171.610 2792.21 187.318 . 2354.29 172.003 2803.93 187.711 2365.05 172.395 2815.67 188.103 506 CAMBBIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters -A; to 100. Diameter. Area. Circumference. Diameter. Area. Circumference. 60 2827.44 188.496 65 3318.31 204.204 i 2839.23 188.889 | 3331.09 204.597 i 2851.05 189.281 3343.89 204.989 f 2862.89 189.674 a 3356.71 205.382 2874.76 190.067 i 3369.56 205.775 1 2886.65 190.459 | 3382.44 206.167 1 2898.57 190.852 ^ 3395.33 206.560 ¥ 2910.51 191.245 I 3408.26 206.953 61 2922.47 191.638 66 3421.20 207.346 2934.46 192,030 1 3434.17 207.738 2946.48 192.423 i 3447.17 208.131 2958.52 192.816 | 3460.19 208.524 2970.58 193.208 i 3473.24 208.916 2982.67 193.601 | 3486.30 209.309 2994.78 193.994 i 3499.40 209.702 1 3006.92 194.386 1 3512.52 210.094 62 3019.08 194.779 67 3525.66 210.487 i 3031.26 195.172 i 3538.83 210.880 3043.47 195.565 i 3552.02 211.273 £ 3055.71 195.957 | 3565.24 211.665 ; 3067.97 196.350 i 3578.48 212.058 j 3080.25 198.743 A 3591.74 212.451 i 3092.56 197.135 1 3605.04 212.843 i 3104.89 197.528 1 3618.35 213.236 63 3117.25 197.921 68 3631.69 213.629 | 3129.64 198.313 i 3645.05 214.021 3142.04 198.706 i 3658.44 214.414 a 3154.47 199.099 ! 3671.86 214.807 | 3166.93 199.492 A 3685.29 215.200 3179.41 199.884 I 3698.76 215.592 ^ 3191.91 200.277 4 3712.24 215.985 1 3204.44 200.670 3725.75 216.378 64 3217.00 201.062 69 3739.29 216.770 3229.58 201.455 | 3752.85 217.163 3242.18 201.848 3766.43 217.556 3254.81 202.240 3 3780.04 217.948 3267.48 202.633 1 3793.68 218.341 3280.14 203.026 5. 3807.34 218.734 3292.84 203.419 a 3821.02 219.127 3305.56 203.811 1 3834.73 219.519 CAMBRIA STEEL. 507 AEEAS AND CIRCUMFERENCES OF CIRCLES. Diameters iV to 100. Diameter. 'Area. Circumference. Diameter. Area. Circumference. 70 3848.46 ' 219.912 75 4417.87 235.620 i 3862.22 220.305 f 4432.61 236.013 3876.00 220.697 i 4 4447.38 236.405 2 3889.80 221.090 f 4462.16 236.798 1 3903.63 221.483 4476.98 237.191 | 3917.49 221.875 | 4491.81 237.583 3 3931.37 222.268 4506.67 237.976 1 3945.27 222.661 1 4521.56 238.369 71 3959.20 223.054 76 4536.47 238.762 | 3973.15 223.446 4551.41 239.154 3987.13 223.839 4566.36 239.547 i 4001.13 224.232 4581.35 239.940 | 4015.16 224.624 4596.36 240.332 4029.21 225.017 4611.39 240.725 1 4043.29 225.410 4626.45 241.118 * 4057.39 225.802 8 4641.53 241.510 ft 4071.51 226.195 77 4656.64 241.903 4085.66 226.588 | 4671.77 242.296 ; 4099.84 226.981 4686.92 242.689 4114.04 227.373 i 4702.10 243.081 4128.26 227.766 | 4717.31 243.474 4142.51 228.159 4732.54 243.867 4156.78 228.551 a 4747.79 244.259 • • 4171.08 228.944 1 4763.07 244.652 73 4185.40 229.337 78 4778.37 245.045 4199.74 229.729 | 4793.70 245.437 4214.11 230.122 4809.05 245.830 4228.51 230.515 3. 4824.43 246.223 4242.93 230.908 i 4839.83 246.616 4257.37 231.300 f 4855.26 247.008 4271.84 231.693 f 4870.71 247.401 4286.33 232.086 1 4886.18 247.794 74 4300.85 232.478 79 4901.68 248.186 4315.39 232.871 i 4917.21 248.579 4329.96 233.264 i 4932.75 248.972 4344.55 233.656 ^ 4948.33 249.364 4359.17 234.049 i 4963.92 249.757 4373.81 234.442 5 4979.55 250.150 4388.47 234.835 a 4995.19 250.543 4403.16 235.227 * 5010.86 250.935 508 CAMBKIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters & to 100. Diameter. Area. Circumference. Diameter. Area. ' Circumference. 80 5026.56 251.328 85 5674.51 267.036 5042.28 251.721 i 5691.22 267.429 5058.03 252.113 5707.94 267.821 5073.79 252.506 l 5724.69 268.214 5089.59 252.899 | 5741.47 268.607 5105.41 253.291 5758.27 268.999 5121.25 253.684 | 5775.10 269.392 5137.12 254.077 1 5791.94 269.785 81 5153.01 254.470 86 5808.82 270.178 1 5168.93 254.862 £ 5825.72 270.570 $ 5184.87 255.255 i 5842.64 270.963 1 5200.83 255.648 a 5859.59 271.356 | 5216.82 256.040 5876.56 271.748 5232.84 256.433 5893.55 272.141 a 5248.88 256.826 j 5910.58 272.534 I 5264.94 257.218 i ' 5927.62 272.926 82 5281.03 257.611 87 5944.69 273.319 5297.14 258.004 1 5961.79 273.712 5313.28 258.397 i 5978.91 274.105 5329.44 258.789 | 5996.05 274.497 5345.63 259.182 | 6013.22 274.890 5361.84 259.575 6030.41 275.283 ', 5378.08 259.967 a 6047.63 275.675 I 5394.34 260.360 1 6064.87 276.068 83 5410.62 280.753 88 6082.14 276.461 i 5426.93 261.145 i 6099.43 276.853 I 5443.26 261.538 i 6116.74 277.246 5459.62 261.931 6134.08 277.638 1 5476.01 262.324 i 6151.45 278.032 5492.41 262.716 j 6168.84 278.424 i 5508.84 263.109 j 6186.25 278.817 i 5525.30 263.502 1 6203.69 279.210 84 5541.78 263.894 89 6221.15 279.602 5558.29 264.287 6238.64 279.995 5574.82 264.680 6256.15 280.388 5591.37 265.072 6273.69 280.780 5607.95 265.465 6291.25 281.173 5624.56 265.858 6308.84 281.566 5641.18 266.251 6326.45 281.959 5657.84 266.643 6344.08 282.351 OAMBBIA STEEL. 509 AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters A to 100. Diameter. Area. Circumference. Diameter. Area. Circumference. 90 6361.74 282.744 95 7088.24 298.452 6379.42 283.137 1 7106.90 298.845 6397.13 283.529 \ 7125.59 299.237 6414.86 283.922 I 7144.31 299.630 6432.62 284.315 \ 7163.04 300.023 6450.40 284.707 5 8 7181.81 300.415 6468.21 285.100 i 7200.60 300.808 8 6486.04 285.493 I 7219.41 301.201 91 6503.90 285.886 96 7238.25 301.594 6521.78 286.278 1 7257.11 301.986 6539.68 286.671 \ 7275.99 302.379 6557.61 287.064 1 - 7294.91 302.772 6575.56 287.456^ \ - 7313.84 303.164 6593.54 287.849 1 - 7332.80 303.557 6611.55 288.242 \ 7351.79 303.950 < ' 6629.57 288.634 \ • 7370.79 304.342 92 6647.63 289.027 97 7389:83 304.735 i 6665.70 289.420 i • 7408.89 305.128 i 6683.80 289.813 3 . ' 7427.97 305.521 i 6701.93 290.205 i 7447.08 305.913 i 6720.08 290.598 I • 7466.21 306.306 1 6738.25 290.991 ! 7485.37 306.699 x 6756.45 291.383 ; i 7504.55 307.091 6774.68 291.776 ' 7523.75 307.484 93 6792.92 292.169 98 7542.98 307.877 £ 6811.20 292.562 7562.24 308.270 6829.49 292.954 7581.52 308.662 6847.82 293.347 7600.82 309.055 6866.16 293.740 7620.15 309.448 6884.53 294.132 7639.50 309.840 6902.93 294.525 . : 7658.88 310.233 6921.35 294.918 • 7678.28 310.626 94 6939.79 295.310 9 7697.71 311.018 | 6958.26 295.703 7717.16 311.411 6976.76 296.096 7736.63 311.804 1 6995.28 296.488 7756.13 312.196 7013.82 296.881 7775.66 312.589 I 7032.39 297.274 7795.21 312.982 I 7050.98 297.667 . " 7814.78 313.375 1 7069.59 298.059 ~ I 7834.38 313.767 100 7854.00 314.160 510 CAMBBIA STEEL. LOGARITHMS OF NUMBERS, FROM 0 TO 1000. No. 0 1 2 3 4 5 6 7 8 9 0 0 00000 30103 47712 60206 69897 77815 84510 90309 95424 10 00000 00432 00860 01284 01703 02119 02531 02938 03342 03743 11 04139 04532 04922 05308 05690 06070 06446 06819 07188 07555 12 07918 08279 08836 08991 09342 09691 10037 10380 10721 11059 13 11394 11727 12057 12385 12710 13033 13354 13672 13988 14301 14 14613 14922 15229 15534 15836 16137 16435 16732 17026 17319 15 17609 17898 18184 18469 18752 19033 19312 19590 19866 20140 16 20412 20683 20952 21219 21484 21748 22011 22272 22531 22789 ' 17 23045 23300 23553 23805 24055 24304 24551 24797 25042 25285 18 25527 25768 26007 26245 26482 26717 26951 27184 27416 27646 19 27875 28103 28330 28556 28780 29003 29226 29447 29667 29885 20 30103 30320 30535 30750 30963 31175 31387 31597 31806 32015 21 32222 32428 32634 32838 33041 33244 33445 33646 33846 34044 22 34242 34439 34635 34830 35025 35218 35411 35603 35793 23 36173 36361 36549 36736 36922 37107 37291 37475 37658 37840 24 38021 38202 38382 38561 38739 38917 39094 39270 39445 39620 25 39794 39967 40140 40312 40483 40654 40824 40993 41162 41330 26 41497 41664 41830 41996 42160 42325 42488 42651 42813 42975 27 43136 43297 43457 43616 43775 43933 44091 44248 44404 44560 28 44716 44871 45025 45179 45332 45484 45637 45788 45939 46090 29 46240 46389 46538 46687 46835 46982 47129 47276 47422 47567 30 47712 47857 48001 48144 48287 48430 48572 48714 48855 48996 31 49136 49276 49415 49554 49693 49831 49969 50106 50243 60379 32 50515 50651 50786 50920 51055 51188 51322 51455 51587 51720 33 51851 51983 52114 52244 52375 52504 52634 52763 52892 53020 34 53148 53275 53403 53529 53656 53782 53908 54033 54158 54283 35 54407 54531 54654 54777 54900 55023 55145 55267 55388 55509 36 55630 55751 55871 55991 56110 56229 56348 56467 56585 56703 37 56820 56937 57054 57171 57287 57403 57519 57634 57749 57864 38 57978 58093 58206 58320 58433 58546 58659 58771 58883 58995 39 59106 59218 59329 59439 59550 59660 59770 59879 59988 60097 40 60206 60314 60423 60531 60638 60746 60853 60959 61066 61172 41 61278 61384 61490 61595 61700 61805 61909 62014 62118 62221 42 62325 62428 62531 62634 62737 62839 62941 63043 63144 63246 43 63347 63448 63548 63649 63749 63849 63949 64048 64147 64246 44 64345 64444 64542 64640 64738 64836 64933 65031 65128 65225 45 65321 65418 65514 65610 65706 65801 65896 65992 6C087 66181 46 66276 66370 66464 66558 66652 66745 66839 66932 67025 67117 47 67210 67302 67394 07486 67578 67669 67761 67852 67943 68034 48 68124 68215 68305 68395 68485 68574 68664 68753 68842 68931 49 69020 69108 69197 69285 69373 69461 69548 69636 69723 69810 50 69897 69984 70070 70157 70243 70329 70415 70501 70586 70672 51 70757 70842 70927 71012 71096 71181 71265 71349 71433 71517 52 71600 71684 71767 71850 71933 72016 72099 72181 72263 72348 53 72428 72509 72591 72673 72754 72835 72916 72997 73078 73159 54 73239 73320 73400 73480 73560 73640 73719 73799 73878 73957 CAMBRIA STEEL. 511 LOGARITHMS OF NUMBERS, FROM 0 TO 1000 (CONTINUED.) No. 0 1 2 3 4 5 6 7 8 9 55 74036 74115 74194 74273 74351 74429 74507 74586 74663 74741 56 74819 74896 74974 75051 75128 75205 75282 75358 75435 75511 57 75587 75664 75740 75815 75891 75967 76042 76118 76193 76268 58 76343 76418 76492 76567 76641 76716 76790 76864 76938 77012 59 77085 77159 77232 77305 77379 77452 77525 77597 77670 77743 60 77815 77887 77960 78032 78104 78176 78247 78319 78390 78462 61 78533 78604 78675 78746 78817 78888 78958 79029 79099 79169 62 79239 79309 79379 79449 79518 79588 79657 79727 79796 79865 63 79934 80003 80072 80140 80209 80277 80346 80414 80482 80550 64 80618 80686 80754 80821 80889 80956 81023 81090 81158 81224 65 81291 81358 81425 81491 81558 81624 81690 81757 81823 81889 66 81954 82020 82086 82151 82217 82282 82347 82413 82478 82543 67 82607 82672 82737 82802 82866 82930 82995 83059 83123 83187 68 83251 83315 83378 83442 83506 83569 83632 83696 83759 83822 69 83885 83948 84011 84073 84136 84198 84261 84323 84386 84448 70 84510 84572 84634 84696 84757 84819 84880 84942 85003 85065 71 85126 85187 85248 85309 85370 85431 85491 85552 85612 85673 72 85733 85794 85854 85914 85974 86034 86094 86153 86213 86273 73 86332 86392 86451 86510 86570 86629 86688 86747 86806 86864 • 74 86923 86982 87040 87099 87157 87216 87274 87332 87390 87448 75 87506 87564 87622 87680 87737 87795 87852 87910 87967 88024 76 88081 88138 88196 88252 88309 88366 88423 88480 88536 88593 77 88649 88705 88762 88818 88874 88930 88986 89042 89098 89154 78 89209 89265 89321 89376 89432 89487 89542 89597 89653 89708 79 89763 89818 89873 89927 89982 90037 90091 90146 90200 90255 80 90309 90363 90417 90472 90526 90580 90634 90687 90741 90795 81 90849 90902 90956 91009 91062 91116 91169 91222 91275 91328 82 91381 91434 91487 91540 91593 91645 91698 91751 91803 91855 83 91908 91960 92012 92065 92117 92169 92221 92273 92324 92376 84 92428 92480 92531 92583 92634 92686 92737 92788 92840 92891 85 92942 92993 93044 93095 93146 93197 93247 93298 93349 93399 86 93450 93500 93551 93601 93651 93702 93752 93802 93852 93902 87 93952 94002 94052 94101 94151 94201 94250 94300 94349 94399 88 94448 94498 94547 94596 94645 94694 94743 94792 94841 94890 89 94939 94988 95036 95085 95134 95182 95231 95279 95328 95376 90 95424 95472 95521 95569 95617 95665 95713 95761 95809 95856 . 91 95904 95952 95999 96047 96095 96142 96190 96237 96284 96332 92 96379 96426 96473 96520 96567 96614 96661 96708 96755 96802 93 96848 96895 96942 96988 97035 97081 97128 97174 97220 97267 94 97313 97359 97405 97451 97497 97543 97589 97635 97681 97727 95 97772 97818 97864 97909 97955 98000 98046 98091 98137 98182 96 98227 98272 98318 98363 98408 98453 98498 98543 98588 98632 97 98677 98722 98767 98811 98856 98900 98945 98989 99034 99078 98 99123 99167 99211 99255 99300 99344 99388 99432 99476 99520 99 99564 99607 99651 99695 99739 99782 99826 99870 99913 99957 512 CAMBRIA STEEL. TRIGONOMETRIC FORMULAE. TRIGONOMETRIC FUNCTIONS. JH K Q Let A = angle BAG = arc BF. Let radius AF = AB = AH = 1. Then sin A =BC versin A =CF = BE cos A =AC covers A =BK = HL tan A =DF exsec A =BD cot A =HG coexsec A = BG sec A =AD chord A =BF cosec A = AG chord 2 A = B I = 2BC RIGHT-ANGLED TRIANGLES. In the right-angled triangle ABC, Let side AB=c, side AC = b, and side BC = a; let angle ABC = B. a = c sin A = b tan A b = c cos A = a cot A a b sin A cos A a = c cos B = b cot B b = c sin B=a tan B a b cosec A = -'- = sec a vers A = = covers B cos B sin B . = V(c+b) (c-b) c — b exsec A =— ; — = coexsec B V(c-f-a) (c-a) A c— a . _ covers A = = versin B A c — a _ coexsec A = = exsec B a ab a Area= „ =— \ c2-a2 = C = 90° = . a2 cot A b2 tan A c2 sin 2A 2 CAMBRIA STEEL. 513 B / \ TRIGONOMETRIC FORMULAE / \v (Continued}. y \? OBLIQUE TRIANGLES. / b N. s-H-(a+b+c) A / - b \ n KNOWN REQUIRED FORMULAE A, B,a A, a, b C,a, b a.b.c A,B,C,a C,b c B, C c 1A (A+B) A, B c area A area area r 1QO° f A I R"i h a < ;inB, + -Dy» B) sin J\ c==li^A" Sin (A+B) • P sin A sin D — . D, i^ lou (t\ a a . ^ c= — . — r- . sin C sin A tan l/> (A — B)=— — tan l/% (A+] . sin ^ (A+B) j) sin H (A-B) = Va2+ bs-2ab.cosC area = }/^ a b sin C. V(s— b) (s — c) be Vs (s— a) be V(s — b) (s — c) s (s-a) 2Vs (s-a) (s-b) (s-c) be ^ 2 (s-b) (s-c) b c area=\/s (s— a) (s — b) (s— c) a2 sin B . sin C 2 sin A 514 CAMBRIA STEEL. TRIGONOMETRIC •FORWUL&— (Continued). GENERAL. sin A cos A tan A cosecA 2 sin ^2 A cos ^ A = vers A cot y% A V1A vers 2 A (1 -cos 2 A) =\/l— sin2 A = cot A sin A 1 -vers A = 2 cos2 ^ A-l = l-2sin2 cos2 ^ A -sin2 2 A 1 _ sin A cot A cos A =Vsec2 A-l cot A vers A exsec A sin MA cos MA tan HA cot MA vers M A sin 2 A sin 2 A 1 cos A sin 2 A l+cos2A = exsec A cot tan A sin A sin 2 A sin 2 A \/cosec2 A-l l+cos2A sin 2 A tan 1 — cos 2 A vers 2 A sin 2 A exsec A = 1— cos A = sin A tan M A = 2 sin2 M A = exsec A cos A vers A =sec A — l=tan A tan cos A tan A 1+sec A = cosecA— cot A = 1— cos A sin A sin A vers A 1+cos A sin A vers A cosec A— cot A 1— cos A 1 +>/! - K vers A 2+\/2 (1 +cos A) CAMBRIA STEEL. 515 TRIGONOMETRIC FORMULAE— (Continued) . GENERAL. 1— cos A (1 +cos A) +\/2 (1 +cos A) sin 2 A =2 sin A cos A cos 2 A =2 cos2 A-l=cos2 A-sin2 A = l-2 sin2 A 0 . 2 tan A l-tan2A _to^ ^cot2A-l 2 cot A vers 2 A =2 sin2 A = 2 sin A cos A tan A cxscc-A 1_tan*A sin 3 A =3 sin A— 4 sin3 A cos 3 A =4 cos3 A— 3 cos A 3 tan A — tan3 A 1—3 tan2 A sin 4 A =4 sin A cos A — 8 sin3 A cos A cos 4 A =1-8 cos2 A+8 cos4 A 4 tan A -4 tan3 A !-6tan2A+tan4A sin (A+B) =sin A . cos B+sin B . cos A sin (A — B) =sin A . cos B— sin B . cos A cos (A+B) =cos A . cos B — sin A . sin B cos (A — B) =cos A . cos B+sin A .sin B sin A+sin B=2 sin H (A+B) cos ^ (A-B) sin A-sin B=2 cos l/2 (A+B) sin Y2 (A-B) cos A+cos B=2 cos ^ (A+B) cos Y2 (A-B) cos B-cos A = 2 sin K (A+B) sin K (A-B) sin2 A-sin2 B = cos2 B-cos2 A = sin (A+B) sin (A-B) cos2 A-sin2 B = cos (A+B) cos (A-B) •i MtanE sin(A+B> tan \ tan E sin(A~B) cos A . cos B cos A . cos B QUADRANT SIGN. FUNCTION. is(. 2nd 3J d 4th sine, cosecant, coexsecant + + cosine, secant, exsecant tangent, cotangent versed sine, coversed sine + + + h h + 516 CAMBRIA STEEL. NATURAL SINES, COSECANTS, TANGENTS, ETC. o / Sine. Cosecant. Tangent. Cotangent. Secant. Cosine. r 0 50 40 30 20 10 0 90 0 0 10 20 30 40 50 .000000 .002909 .005818 .008727 .011635 .014544 Infinite. 343.77516 171.88831 114.59301 85.945609 68.757360 .000000 .002909 .005818 .008727 .011636 .014545 Infinite. 343.77371 171.88540 114.58865 85.939791 68.750087 1.00000 1.00000 1.00002 1.00004 1.00007 1.00011 1.000000 .999996 .999983 .999962 .999932 .999894 1 0 10 20 30 40 50 .017452 .020361 .023269 .026177 .029085 .031992 57.298688 49.114062 42.975713 38.201550 34.382316 31.257577 .017455 .020365 .023275 .026186 .029097 .032009 57.289962 49.103881 42.964077 38.188459 34.367771 31.241577 1.00015 1.00021 1.00027 1.00034 1.00042 1.00051 .999848 .999793 .999729 .299657 .999577 .999488 0 50 40 30 20 10 89 2 0 10 20 30 40 50 .034899 .037806 .040713 .043619 .046525 .049431 28.653708 26.450510 24.562123 22.925586 21.493676 20.230284 .034921 .037834 .040747 .043661 .046576 .049491 28.636253 26.431600 24.541758 22.903766 21.470401 20.205553 1.00061 1.00072 1.00083 1.00095 1.00108 1.00122 .999391 .999285 .999171 .999048 .998917 .998778 0 50 40 30 20 10 88 3 0 10 20 30 40 50 .052336 .055241 .058145 .061049 .063952 .066854 19.107323 18.102619 17.198434 16.380408 15.636793 14.957882 .052408 .055325 .058243 .061163 .064083 .067004 19.081137 18.074977 17.169337 16.349855 15.604784 14.924417 1.00137 1.00153 1.00169 1.00187 1.00205 1.00224 .998630 .998473 .998308 .998135 .997953 .997763 0 50 40 30 20 10 87 4 0 10 20 30 40 50 .069756 .072658 .075559 .078459 .081359 .084258 14.335587 13.763115 13.234717 12.745495 12.291252 11.868370 .069927 .072851 .075776 .078702 .081629 .084558 14.300666 13.726738 13.196888 12.706205 12.250505 11.826167 1.00244 1.00265 1.00287 1.00309 1.00333 1.00357 .997564 .997357 .997141 .996917 .996685 .996444 0 50 40 30 20 10 86 5 0 10 20 30 40 50 .087156 .090053 .092950 .095846 .098741 .101635 11.473713 11.104549 10.758488 10.433431 10.127522 9.8391227 .087489 .090421 .093354 .096289 .099226 .102164 11.430052 11.059431 10.711913 10.385397 10.078031 9.7881732 1.00382 1.00408 1.00435 1.00463 1.00491 1.00521 .996195 .995937 .995671 .995396 .995113 .994822 0 50 40 30 20 10 85 6 o 0 10 20 / .104528 .107421 .110313 9.5667722 9.3091699 9.0651512 .105104 .108046 .110990 9.5143645 9.2553035 9.0098261 1.00551 1.00582 1.00614 .994522 .994214 .993897 0 50 40 84 83 Cosine. Secant. Cotangent. Tangent. Cosecant. Sine. / o For functions from 83°-4(X to 90° read from bottom of table upward. CAMBRIA STEEL. 617 NATURAL SINES, COSECANTS, TANGENTS, ETC. o / Sine. Cosecant Tangeat. Cotangent. Secant. Cosine. / 30 20 10 o 6 30 40 50 .113203 .116093 .118982 8.8336715 8.6137901 8.4045586 .113936 .116883 .119833 8.7768874 8.5555468 8.3449558 1.00647 1.00681 1.00715 .993572 .993238 .992896 7 0 10 20 30 40 50 .121869 .124T56 .127642 .130526 .133410 .136292 8.2055090 8.0156450 7.8344335 7.6612976 7.4957100 7.3371909 .122785 .125738 .128694 .131653 .134613 .137576 8.1443464 7.9530224 7.7703506 7.5957541 7.4287064 7.2687255 1.00751 1.00787 1.00825 1.00863 1.00902 1.00942 .992546 .992187 .991820 .991445 .991061 .990669 0 50 40 30 20 10 83 8 0 10 20 30 40 50 .139173 .142053 .144932 .147809 .150686 .153561 7.1852965 7.0396220 6.8997942 6.7654691 6.6363293 6.5120812 .140541 .143508 .146478 .149451 .152426' .155404 7.1153697 6.9682335 6.8269437 6.6911562 6.5605538 6.4348428 1.00983 1.01024 1.01067 1.01111 1.01155 1.01200 .990268 .989859 .989442 .989016 .988582 .988139 0 50 40 30 20 10 82 9 0 10 20 30 40 50 .156434 .159307 .162178 .165048 .167916 .170783 6.3924532 6.2771933 6.1660674 6.0588583 5.9553625 5.8553921 .158384 .161368 .164354 .167343 .170334 .173329 6.3137515 6.1970279 6.0844381 5.9757644 5.8708042 5.7693688 1.01247 1.01294 1.01342 1.01391 1.01440 1.01491 .987688 .987229 .986762 .986286 .985801 .985309 0 50 40 30 20 10 81 10 0 10 20 30 40 50 .173648 .176512 .179375 .182236 .185095 .187953 5.7587705 5.6653331 5.5749258 5.4874043 5.4026333 5.3204860 .176327 .179328 .182332 .185339 .188359 ,191363 5.6712818 5.5763786 5.4845052 5.3955172 5.3092793 5.2256647 1.01543 1.01595 1.01649 1.01703 1.01758 1.01815 .984808 .984298 .983781 .983255 .982721 .982178 0 50 40 30 20 10 80 11 0 10 20 30 40 50 .190809 .193664 .196517 .199368 .202218 .205065 5.2408431 5.1635924 5.0886284 5.0158517 4.9451687 4.8764907 .194380 .197401 .200425 .203452 .206483 .209518 5.1445540 5.0658352 4.9894027 4.9151570 4.8430045 4.7728568 1.01872 1.01930 1.01989 1.02049 1.02110 1.02171 .981627 .981068 .980500 .979925 .979341 .978748 0 50 40 30 20 10 79 '12 0 10 20 30 40 50 / .207912 .210756 .213599 .216440 .219279 .222116 4.8097343 4.7448206 4.6816748 4.6202263 4.5604080 4.5021565 ,212557 ,215599 .218645 .221695 .224748 .227806 4.7046301 4.6382457 4.5736287 4.5107085 4.4494181 4.3896940 1.02234 1.02298 1.02362 1.02428 1.02494 1.02562 .978148. .977539 .976921 .976296 .975662 .975020 0 50 40 30 20 10 78 77 o Cosine. Secant. Cotangent. Tangent. Cosecant. Sine. i o For functions from 77°-10' to 83°-3(X read from bottom of table upward. 618 CAMBBIA STEEL. NATURAL SINES, COSECANTS, TANGENTS, ETC. o 13 / 0 10 20 30 40 50 Sine. Cosecant. Tangent. Cotangent. Secant. Cosine. i o 77 .224951 .227784 .230616 .233445 .236273 .239098 4.4454115 4.3901158 4.3362150 4.2836576 4.2323943 4.1823785 .230868 .233934 .237004 .240079 .243158 .246241 4.3314759 4.2747066 4.2193318 4.1652998 4.1125614 4.0610700 1.02630 1.02700 1.02770 1.02842 1.02914 1.02987 .974370 .973712 .973045 .972370 .971687 .970995 0 50 40 30 20 10 14 0 10 20 30 40 50 .241922 .244743 .247563 .250380 .253195 .256008 4.1335655 4.0859130 4.0393804 3.9939292 3.9495224 3.9061250 .249328 .252420 .255517 .258618 .261723 .264834 4.0107809 3.9616518 3.9136420 3.8667131 3.8208281 3.7759519 1.03061 1.03137 1.03213 1.03290 1.03368 1.03447 .970296 .969588 .968872 .968148 .967415 .966675 0 50 40 30 20 10 76 15 0 10 20 30 40 50 .258819 .261628 .264434 .267238 .270040 .272840 3.8637033 3.8222251 3.7816596 3.7419775 3.7031506 3.6651518 .267949 .271069 .274195 .277325 .280460 .283600 3.7320508 3.6890927 3.6470467 3.6058835 3.5655749 3.5260938 1.03528 1.03609 1.03691 1.03774 1.03858 1.03944 .965926 .965169 .964404 .963630 .962849 .962059 0 50 40 30 20 10 75 16 0 10 20 30 40 50 .275637 .278432 .281225 .284015 .286803 .289589 3.6279553 3.5915363 3.5558710 3.5209365 3.4867110 3.4531735 .286745 .289896 .293052 .296214 .299380 .302553 3.4874144 3.4495120 3.4123626 3.3759434 3.3402326 3.3052091 1.04030 1.04117 1.04206 1.04295 1.04385 1.04477 .961262 .960456 .959642 .958820 .957990 .957151 0 50 40 30 20 10 74 17 0 10 20 30 40 50 .292372 .295152 .297930 .300706 .303479 .306249 3.4203036 3.3880820 3.3564900 3.3255095 3.2951234 3.2653149 .305731 .308914 .312104 .315299 .318500 .321707 3.2708526 3.2371438 3.2040638 3.1715948 3.1397194 3.1084210 1.04569 1.04663 1.04757 1.04853 1.04950 1.05047 .956305 .955450 .954588 .953717 .952838 .951951 0 50 40 30 20 10 73 18 0 10 20 30 40 50 .309017 .311782 .314545 .317305 .320062 .322816 3.2360680 3.2073673 3.1791978 3.1515453 3.1243959 3.0977363 .324920 .328139 .331364 .334595 .337833 .341077 3.0776835 3.0474915 3.0178301 2.9886850 2.9600422 2.9318885 1.05146 1.05246 1.05347 1.05449 1.05552 1.05657 .951057 .950154 .949243 .948324 .947397 .946462 0 50 40 30 20 10 72 19 0 10 20 / .325568 .328317 .331063 3.0715535 3.0458352 3.0205693 .344328 .347585 .350848 2.9042109 2.8769970 2.8502349 1.05762 1.05869 1.05976 .945519 .944568 .943609 0 50 40 / 71 70 o o Cosine. Secant. Cotangent. Tangent. Cosecant. Sine. For functions from 70°-40/ to 77° -0' read from bottom of table upward. CAMBRIA STEEL. 519 NATURAL SINES, COSECANTS, TANGENTS, ETC. o / Sine. Cosecant. Tangent .Cotangent. Secant Cosine. i 0 19 30 40 50 .333807 .336547 .339285 2.9957443 2.9713490 2.9473724 .354119 .357396 .360680 2.8239129 2.7980198 2.7725448 1.06085 1.06195 1.06306 .942641 .941666 .940684 30 20 10 20 0 10 20 30 40 50 .342020 .344752 .347481 .350207 .352931 .355651 2.9238044 2.9006346 2.8778532 2.8554510 2.8334185 2.8117471 .363970 .367268 .370573 .373885 .377204 .380530 2.7474774 2.7228076 2.6985254 2.6746215 2.6510867 2.6279121 1.06418 1.06531 1.06645 1.06761 1.06878 1.06995 .939693 .938694 .937687 .936672 .935650 .934619 0 50 40 30 20 10 70 21 0 10 20 30 40 50 .358368 .361082 .363793 .366501 .369206 .371908 2.7904281 2.7694532 2.7488144 2.7285038 2.7085139 2.6888374 .383864 .387205 .390554 .3939U .397275 .400647 2.6050891 2.5826094 2.5604649 2.5386479 2.5171507 2.4959661 1.07115 1.07235 1.07356 1.07479 1.07602 1.07727 .933580 .932534 .931480 .930418 .929348 .928270 0 50 40 30 20 10 69 22 0 10 20 30 40 50 .374607 .377302 .379994 .382683 .385369 .388052 2.6694672 2.6503962 2.6316180 2.6131259 2.5949137 2.5769753 .404026 .407414 .410810 .414214 .417626 .421046 2.4750869 2.4545061 2.4342172 2.4142136 2.3944889 2.3750372 1.07853 1.07981 1.08109 1.08239 1.08370 1.08503 .927184 .926090 .924989 .923880 .922762 .921638 0 50 40 30 20 10 68 23 0 10 20 30 40 50 .390731 .393407 .396080 .398749 .401415 .404078 2.5593047 2.5418961 2.5247440 2.5078428 2.4911874 2.4747726 .424475 .427912 .431358 .434812 .438276 .441748 2.3558524 2.3369287 2.3182606 2.2998425 2.2816693 2.2637357 1.08636 1.08771 1.08907 1.09044 1.09183 1.09323 .920505 .919364 .918216 .917060 .915896 .914725 0 50 40 30 20 10 67 24 0 10 20 30 40 50 .406737 .409392 .412045 .414693 .417338 .419980 2.4585933 2.4426448 2.4269222 2.4114210 2.3961367 2.3810650 .445229 .448719 .452218 .455726 .459244 .462771 2.2460368 2.2285676 2.2113234 2.1942997 2.1774920 2.1608958 1.09464 1.09606 1.09750 1.09895 1.10041 1.10189 .913545 .912358 .911164 .909961 .908751 .907533 0 50 40 30 10 66 25 0 10 20 30 40 50 .422618 .425253 .427884 .430511 .433135 .435755 2.3662016 2.3515424 2.3370833 2.3228205 2.3087501 2.2948685 .466308 .469854 .473410 .476976 .480551 .484137 2.1445069 2.1283213 2.1123348 2.0965436 2.0809438 2.0655318 .10338 .10488 .10640 .10793 .10947 1-.11103 .906308 .905075 .903834 .902585 .901329 .900065 0 50 40 30 20 10 / 65 64 o o / Cosine. Secant. Cotangent. Tangent. Cosecant Sine. For functions from 64°-10' to 7G°-30' read from bottom of table upward. 520 CAMBBIA STEEL. NATURAL SINES, COSECANTS, TANGENTS, ETC. 0 / Sine. Cosecant. Tangent. ,Cotangent. Secant. Cosine. / o 26 0 .438371 2.2811720 ,487733 2.0503038 1.11260 .898794 0 64 10 .440984 2.2676571 .491339 2.0352565 1.11419 .897515 50 20 .443593 2.2543204 .494955 2.0203862 1.11579 .896229 40 30 .416198 2.2411585 .498582 2.0056897 1.11740 .894934 30 40 .448799 2.2281681 .502219 1.9911637 1.11903 .893633 20 50 .451397 2.2153460 .505867 1.9768050 1.12067 .892323 10 87 0 .453990 2.2026893 .509525 1.9626105 1.12233 .891007 0 63 10 .456580 2.1901947 .513195 1.9485772 1.12400 .889682 50 20 .459166 2.1778595 .516876 1.9347020 1.12568 .888350 40 30 .461749 2.1656806 .520567 1.9209821 1.12738 .887011 30 40 .464327 2.1536553 .524270 1.9074147 1.12910 .885664 20 50 .466901 2.1417808 .527984 1.8939971 1.13083 .884309 10 28 0 .469472 2.1300545 .531709 1.8807265 1.13257 .882948 0 62 10 .472038 2.1184737 .535447 1.8676003 1.13433 .881578 50 20 .474600 2.1070359 .539195 1.8546159 1.13610 .880201 40 30 .477159 2.0957385 .542956 1.8417708 1.13789 .878817 30 40 .479713 2.0845792 .546728 1.8290628 1.13970 .877425 20 50 .482263 2.0735556 .550515 1.8164892 1.14152 .876026 10 29 0 .484810 2.0626653 .554309 1.8040478 1.14335 .874620 0 61 10 .487352 2.0519061 .558118 1.7917362 1.14521 .873206 50 20 .489890 2.0412757 .561939 1.7795524 1.14707 .871784 40 30 .492424 2.0307720 .565773 1.7674940 1.14896 .870356 30 40 .494953 2.0203929 .569619 1.7555590 1.15085 .868920 20 50 .497479 2.0101362 .573478 1.7437453 1.15277 .867476 10 30 0 .500000 2.0000000 .577350 1.7320508 1.15470 .866025 0 60 10 .502517 1.9899822 .581235 1.7204736 1.15665 .864567 50 20 .505030 1.9800810 .585134 1.7090116 1.15861 .863102 40 30 .507538 1.9702944 .589045 1.6976631 1.16059 .861629 30 40 .510043 1.9606206 .592970 1.6864261 .16259 .860149 20 50 .512543 1.9510577 .596908 1.6752988 .16460 .858662 10 31 0 .515038 1.9416040 .600861 1.6642795 .16663 .857167 0 59 10 .517529 1.9322578 .604827 1.6533663 .16868 .855665 50 20 .520016 1.9230173 .608807 1.6425576 .17075 .854156 40 30 .522499 1.9138809 .612801 1.6318517 .17283 .852640 30 40 .524977 1.9048469 .616809 1.6212469 .17493 .851117 20 50 .527450 1.8959138 .620832 1.6107417 .17704 .849586 10 32 0 .529919 1.8870799 .624869 1.6003345 .17918 .848048 0 58 10 .532384 1.8783438 .628921 1.5900238 .18133 .846503 50 20 .534844 1.869704a .632988 1.5798079 .18350 .844951 40 57 0 / Cosine. Secant. Cotangent. Tangent. Cosecant. Sine. i o For functions from 57°-40' to 64°-(y read from bottom of table upward. CAMBRIA STEEL. 531 NATURAL SINES, COSECANTS, TANGENTS, ETC. 0 32 t 30 40 50 Sine. Cosecant. Tangent. Cotangent. Secant. Cosine. / 0 .537300 .539751 .542197 1.8611590 1.8527073 1.8443476 .637070 .641167 .645280 1.5696856 1.5596552 1.5497155 1.18569 1.18790 1.19012 .843391 .841825 .840251 30 20 10 33 0 10 20 30 40 50 .544639 .547076 .549509 .551937 .554360 .556779 1.8360785 1.8278985 1.8198065 1.8118010 1.8038809 1.7960449 .649408 .653551 .657710 .661886 .666077 .670285 1.5398650 1.5301025 1.5204261 1.5108352 1.5013282 1.4919039 1.19236 1.19463 1.19691 1.19920 1.20152 1.20386 .838671 .837083 .835488 .833886 .832277 .830661 0 50 40 30 20 10 57 34 0 10 20 30 40 50 .559193 .561602 .564007 .566406 .568801 .571191 1.7882916 1.7806201 1.7730290 1.7655173 1.7580837 1.7507273 .674509 .678749 .683007 .687281 .691573 .695881 1.4825610 1.4732983 1.4641147 1.4550090 1.4459801 1.4370268 1.20622 1.20859 1.21099 1.21341 1.21584 1.21830 .829038 .827407 .825770 .824126 .822475 .820817 0 50 40 30 20 10 56 35 0 10 20 30 40 50 .573576 .575957 .578332 .580703 .583069 .585429 1.7434468 1.7362413 1.7291096 1.7220508 1.7150639 1.7081478 .700208 .704552 .708913 .713293 .717691 .722108 1.4281480 1.4193427 1.4106098 1.4019483 1.3933571 1.3848355 1.22077 1.22327 1.22579 1.22833 1.23089 1.23347 .819152 .817480 .815801 .814116 .812423 .810723 0 50 40 30 20 10 55 36 0 10 20 30 40 50 .587785 .590136 .592482 .594823 .597159 .599489 1.7013016 1.6945244 1.6878151 1.6811730 1.6745970 1.6680864 .726543 .730996 .735469 .739961 .744472 .749003 1.3763810 1.3679959 1.3596764 1.3514224 1.3432331 1.3351075 • 1.23607 1.23869 1.24134 1.24400 1.24669 1.24940 .809017 .807304 .805584 .803857 .802123 .800383 0 50 40 30 20 10 54 37 0 10 20 30 40 50 .601815 .604136 .606451 .608761 .611067 .613367 1.6616401 1.6552575 1.6489376 1.6426796 1.6364828 1.6303462 .753554 .758125 .762716 .767327 .771959 .776612 1.3270448 1.3190441 1.3111046 1.3032254 1.2954057 1.2876447 1.25214 1.25489 1.25767 1.26047 1.26330 1.26615 .798636 .796882 .795121 .793353 .791579 .789798 0 50 40 30 20 10 53 38 0 10 20 30 40 50 .615661 .617951 .620235 .622515 .624789 .627057 1.6242692 1.6182510 1.6122908 1.6063879 1.6005416 1.5947511 .781286 .785981 .790698 .795436 .800196 .804979 1.2799416 1.2722957 1.2647062 1.2571723 1.2496933 1.2422685 1.26902 127191 1.27483 157778 1.28075 1.28374 .788011 .786217 .784416 .782608 .780794 .778973 0 50 40 30 20 10 62 51 - o / Cosine. Secant. Cotangent. Tangent Cosecant Sine. / o For functions from 51°-10' to 57°-30/ read from bottom of table upward. 522 CAMBBlX STEEL. NATURAL SINES, COSECANTS, TANGENTS, ETC. o 39 t 0 10 20 30 40 50 Sine. Cosecant. Tangent. Cotangent. Secant. Cosine. / 0 50 40 30 20 10 0 51 .629320 .631578 .633831 .636078 .638320 .640557 1.5890157 1.5833318 1.5777077 1.5721337 1.5666121 1.5611424 .809784 .814612 • .819463 .824336 .829234 .834155 1.2348972 1.2275786 1.2203121 1.2130970 1.2059327 1.1988184 1.28676 1.28980 1.29287 1.2959.7 1.29909 - 1.30223 .777146 .775312 .773472 .771625 .769771 .767911 40 0 10 20 30 40 50 .642788 .645013 .647233 .649448 .651657. .653861 1.5557238 1.5503558 1.5450378 1.5397690 1.5345491 1.5293773 .839100 .844069 .849062 .854081 .859124 .864193 1.1917536 1.1847376 1.1777698 1.1708496 1.1639763 1.1571495 1.30541 1.30861 1.31183 ' 1.31509 1.31837 1.32168 .766044 .764171 .762292 .760406 .758514 .756615 0 50 40 30 20 10 50 41 0 10 20 30 40 50 .656059 .658252 .660439 .662620 .664796 .666966 1.5242531 1.5191759 1.5141452 1.5091605 1.5042211 1.4993267 .869287 .874407 .879553 .884725 .889924 .895151 1.1503684 1.1436326 1.1369414 1.1302944 1.1236909 1.1171305 1.32501 1.32838 1.33177 1.33519 1.33864 1.34212 .754710 .752798 .750880 .748956 .747025 .745088 0 50 40 30 20 10 49 42 0 10 20 30 40 50 .669131 .671289 .673443 .675590 .677732 .679868 1.4944765 1.4896703 1.4849073 1.4801872 1.4755095 1.4708736 .900404 .905685 .910994 .916331 • .921697 .927091 1.1106125 1.1041365 1.0977020 1.0913085 1.0849554 1.0786423 1.34563 1.34917 1.35274 1.35634 1.35997 1.36363 .743145 .741195 .739239 .737277 .735309 .733335 0 50 40 30 20 10 48 43 0 10 20 30 40 50 .681998 .684123- .686242 .688355 .690462 .692563 1.4662792 1.4617257 1.4572127 1.4527397 1.4483063 1.4439120 .932515 .937968 .943451 .948965 .954508 .960083 1.0723687 1.0661341 1.0599381 1.0537801 1.0476598 1.0415767 1.36733 1.37105 1.37481 1.37860 1.38242 1.38628 .731354 .729367 .727374 .725374 .723369 .721357 0 50 40 30 20 10 47 44 0 10 20 30 40 50 .694658 .696748 -.698832 .700909 .702981 .705047 1.4395565 1.4352393 1.4309602 1.4267182 1.4225134 1.4183454 .965689 .971326 .976996 .982697 .988432 .994199 1.0355303 1.0295203 1.0235461 1.0176074 1.0117088- 1.0058348 1.39016 1.39409 1.39804 1.40203 . 1.40606 1.41012 .719340 .717316 .715286 .713251 .711209 .709161 0 50 40 30 20 10 46 45 0 .707107 1.4142136 1.000000 1.0000000 1.41421 .707107 0 45 0 / Cosine. Secant Cotangent. Tangent Cosecant. Sine. / 0 For functions from 45°-Cy to 51°-(y read from bottom of table upward. CAMBBTA STEEL. 523 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 1 1 1 1.0000000 1.0000000 1.000000000 2 4 8 1.4142136 1.2599210 .500000000 3 9 27 1.7320508 1.4422496 .333333333 4 16 64 2.0000000 1.5874011 .250000000 5 25 125 2.2360680 1.7099759 .200000000 6 36 216 2.4494897 1.8171206 .166666667 7 49 343 2.6457513 1.9129312 .142857143 8 64 512 2.8284271 2.0000000 .125000000 9 81 729 3.0000000 2.0800837 .111111111 • 10 100 1000 3.1622777 2.1544347 .100000000 11 121 1331 3.3166248 2.2239801 .090909091 12 144 1728 3.4641016 2.2894286 .083333333 13 169 2197 3.6055513 2.3513347 .076923077 14 196 2744 3.7416574 2.4101422 .071428571 15 225 3375 3.8729833 2.4662121 .066666667 16 256 4096 4.0000000 2.5198421 .062500000 17 289 4913 4.1231056 2.5712816 .058823529. 18 324 5832 4.2426407 2.6207414 .055555556 19 361 6859 4.3588989 2.6684016 .052631579 20 400 8000 4.4721360 2.7144177 .050000000 21 441 9261 4.5825757 2.7589243 .047619048 22 484 10648 4.6904158 2.8020393 .045454545 23 529 12167 4.7958315 2.8438670 .043478261 24 576 13824 4.8989795 2.8844991 .041666667 25 625 15625 5.0000000 2.9240177 .040000000 26 676 17576 5.0990195 2.9624960 .038461538 27 729 19683 5.1961524 3.0000000 .037037037 28 784 21952 5.2915026 3.0365889 .035714286 29 841 24389 5.3851648 3.0723168 .034482759 30 900 27000 5.4772256 3.1072325 .033333333 31 961 29791 5.5677644 3.1413806 .032258065 32 1024 32768 5.6568542 3.1748021 .031250000 33 1089 35937 5.7445626 3.2075343 .030303030 34 1156 39304 5.8309519 3.2396118 .029411765 35 1225 42875 5.9160798 3.2710663 .028571429 36 1296 46656 6.0000000 3.3019272 .027777778 37 1369 50653 6.0827625' 3.3322218 .027027027 38 1444 54872 6.1644140 3.3619754 .026315789 39 1521 59319 6.2449980 3.3912114 .025641026 40 1600 64000 6.3245553 3.4199519 .025000000 41 1681 68921 6.4031242 3.4482172 .024390244 42 1764 74088 6.4807407 3.4760266 .023809524 43 1849 79507 6.5574385 3.5033981 023255814 44 1936 85184 6.6332496 3.5303483 .022727273 45 . 2025 91125 6.7082039 3.5568933 .022222222 46 2116 97336 6.7823300 3.5830479 .021739130 47 2209 103823 6.8556546 3.6088261 .021276596 48 2304 110592 6.9282032 3.6342411 .020833333 49 2401 117649 7.0000000 3.6593057 .020408163 50 2500 125000 7.0710678 3.6840314 .020000000 51 2601 132651 7.1414284 3.7084298 .019607843 52 2704 140608 7.2111026 3.7325111 .019230769 53 2809 ' 148877 7.2801099 3.7562858 . .018867925 54 2916 157464 7.3484692 3.7797631 .018518519 55 3025 166375 7.4161985 3.8029525 .018181818 56 3136 175616 7.4833148 3.8258624 .017857143 57 3249 185193 7.5498344 3.8485011 .017543860 58 3364 195112 7.6157731 3.8708766 .017241379 59 3481 - 205379 7.6811457 3.8929965 .016949153 524 CAMBBIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. Ho. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 60 3600 216000 7.7459667 3.9148676 .016666667 61 3721 226981 7.8102497 3.9364972 .016393443 62 3844 238328 7.8740079 3.9578915 .016129032 63 3969 250047 7.9372539 3.9790571 .015873016 64 4096 262144 8.0000000 4.0000000 .015625000 65 4225 274625 8.0622577 4.0207256 .015384615 66 4356 287496 8.1240384 4.0412401 .015151515 67 4489 300763 8.1853528 4.0615480 .014925373 68 4624 314432 8.2462113 4.0816551 .014705882 69 4761 328509 8.3066239 4.1015661 .014492754 70 4900 343000 8.3666003 4.1212853 .014285714 71 5041 357911 8.4261498 4.1408178 .014084507 72 5184 373248 8.4852814 4.1601676 .013888889 73 5329 389017 8.5440037 ' 4.1793390 .013698630 74 5476 405224 8.6023253 4.1983364 .013513514 75 5625 421875 8.6602540 4.2171633 .013333333 76 5776 438976 8.7177979 4.2358236 .013157895 77 5929 456533 8.7749644 4.2543210 .012987013 78 6084 474552 8.8317609 4.2726586 .012820513 79 6241 493039 8.8881944 4.2908404 .012658228 80 6400 512000 8.9442719 4.3088695 .012500000 81 6561 531441 9.0000000 4.3267487 .012345679 82 6724 551368 9.0553851 4.3444815 .012195122 83 6889 571787 9.1104336 4.3620707 .012048193 84 7056 592704 0.1651514 4.3795191 .011904762 85 7225 614125 9.2195445 4.3968296 .011764706 86 7396 636056 9.2736185 4.4140049 .011627907 87 7569 658503 9.3273791 4.4310476 .011494253 88 7744 681472 9.3808315 4.4479602 .011363636 89 7921 704969 9.4339811 4.4647451 .011235955 90 8100 729000 9.4868330 4.4814047 .011111111 91 8281 753571 9.5393920 4.4979414 .010989011 92 8464 778688 9.5916630 4 5143574 .010869565 93 8649 804357 9.6436508 . 4.5306549 .010752688 94 8836 830584 9.6953597 4.5468359 .010638298 95 9025 857375 9.7467943 4.5629026 .010526316 96 9216 884736 9.7979590 4.5788570 .010416667 97 9409 912673 9.8488578 4.5947009 .010309278 98 9604 941192 9.8994949 4.6104363 .010204082 99 9801 970299 9.9498744 4.6260650 .010101010 -100 10000 1000000 10.0000000 4.6415888 .010000000 101 10201 1030301 10.0498756 4.6570095 .009900990 102 10404 1061208 10.0995049 4.6723287 .009803922 103 10609 1092727 10.1488916 4.6875482 .009708738 104 10816 1124864 10.1980390 4.7026694 .009615385 105 11025 1157625 10.2469508 4.7176940 .009523810 106 11236 1191016 10.2956301 4.7326235 .009433962 107 11449 1225043 10.3440804 4.7474594 .009345794 108 11664 1259712 10.3923048 4.7622032 .009259259 109 11881 1295029 10.4403065 ' 4.7768562 .009174312 110 12100 1331000 10.4880885 4.7914199 .009090909 111 12321 1367631 10.5356538 4.8058955 .009009009 112 12544 1404928 10.5830052 4.8202845 .008928571 113 12769 1442897 10.6301458 4.8345881 .008849558 114 12996 1481544 10.6770783 4.8488076 .008771930 115 13225 1520875 10.7238053 4.8629442 .008695652 116 13456 1560896 10.7703296 4.8769990 .008620690 117 13689 1601613 10.8166538 4.8909732 .008547009 118 13924 . 1643032 10.8627805 4.9048681 .008474576 119 14161 1685159 10.9087121 4.9186847 .008403361 CAMBRIA STEEL. 525 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 120 14400 1728000 10.9544512 4.9324242 .008333333 121 14641 1771561 11.0000000 4.9460874 .008264463 122 14884 1815848 11.0453610 4.9596757 .008196721 123 15129 1860867 11.0905365 4.9731898 .008130081 124 15376 1906624 11.1355287 4.9866310 .008064516 125 15625 1953125 11.1803399 5.0000000 .008000000 126 15876 2000376 11.2249722 5.0132979 .007936508 127 16129 2048383 11.2694277 5.0265257 .007874016 128 16384 2097152 11.3137085 5.0396842 .007812500 129 16641 2146689 11.3578167 5.0527743 .007751938 130 16900 2197000 11.4017543 5.0657970 .007692308 131 17161 2248091 11.4455231 5.0787531 .007633588 132 17424 2299968 11.4891253 5.0916434 .007575758 133 17689 2352637 11.5325626 5.1044687 .007518797 134 17956 2406104 11.5758369 5.1172299 .007462687 135 18225 2460375 11.6189500 5.1299278 .007407407 ' 136 18496 2515456 11.6619038 5.1425632 .007352941 137 18769 2571353 11.7046999 5.1551367 .007299270 138 19044 2628072 11.7473401 5.1676493 .007246377 139 19321 2685619 11.7898261 5.1801015 .007194245 140 19600 2744000 11.8321596 5.1924941 .007142857 141 19881 2803221 11.8743421 5.2048279 .007092199 142 20164 2863288 11.9163753 5.2171034 .007042254 143 20449 2924207 11.9582607 5.2293215 .006993007 144 20736 2985984 12.0000000 5.2414828 .006944444 145 21025 3048625 12.0415946 5.2535879 .006896552 146 21316 3112136 12.0830460 5.2656374 .006849315 147 21609 3176523 12.1243557 5.2776321 .006802721 148 21904 3241792 12.1655251 5.2895725 .006756757 149 22201 3307949 12.2065556 5.3014592 .006711409 150 22500 3375000 12.2474487 5.3132928 .006666667 151 22801 3442951 12.2882057 5.3250740 .006622517 152 23104 3511808 12.3288280 5.3368033 .006578947 153 23409 3581577 12.3693169 5 3484812 .006535948 154 23716 3652264 12.4096736 5.3601084 .006493506 155 24025 3723875 12.4498996 5.3716854 .006451613 156 24336 3796416 12.4899960 5.3832126 .006410256 157 24649 3869893 12.5299641 5.3946907 .006369427 158 24964 3944312 12.5698051 5.4061202 .006329114 159 25281 4019679 12.6095202 5.4175015 .006289308 160 25600 4096000 12.6491106 5.4288352 .006250000 161 25921 4173281 12.6885775 5.4401218 .006211180 162 26244 4251528 12.7279221 5.4513618 .006172840 163 26569 4330747 12.7671453 5.4625556 .006134969 164 26896 4410944 12.8062485 5.4737037 .006097561 165 27225 4492125 12.8452326 5.4848066 .006060606 166 27556 4574296 12.8840987 5.4958647 .006024096 167 27889 4657463 12.9228480 5.5068784 .005988024 168 28224 4741632 12.9614814 5.5178484 .005952381 169 28561 4826809 13.0000000 5.5287748 .005917160 170 28900 4913000 13.0384048 5.5396583 .005882353 171 29241 5000211 13.0766968 5.5504991 .005847953 172 29584 5088448 13.1148770 5.5612978 .005813953 173 29929 5177717 13.1529464 5.5720546 .005780347 174 30276 5268024 13.1909060 5.5827702 .005747126 175 30625 5359375 13.2287566 5.5934447 .005714286 176 30976 5451776 13.2664992 5.6040787 .005681818 177 31329 5545233 13.3041347 5.6146724 .005649718 178 31684 5639752 13.3416641 5.6252263 .005617978 179 32041 5735339 13.3790882 5.6357408 .005586592 526 CAMBKIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. Ho. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 180 32400 5832000 13.4164079 5.6462162 .005555556 181 32761 5929741 13.4536240 5.6566528 .005524862 182 33124 6028568 13.4907376 5.6670511 .005494505 183 33489 6128487 13.5277493 5.6774114 .005464481 184 33856 6229504 13.5646600 5.6877340 .005434783 185 34225 6331625 13.6014705 5.6980192 .005405405 186 34596 6434856 13.6381817 5.7082675 .005376344 187 34969 6539203 13.6747943 5.7184791 .005347594 188 35344 6644672 13.7113092 5.7286543 .005319149 189 35721 6751269 13.7477271 5.7387936 .005291005 190 36100 6859000 13.7840488 5.7488971 .005263158 191 36481 6967871 13.8202750 5.7589652 .005235602 192 36864 7077888 13.8564065 5.7689982 .005208333 193 37249 7189057 13.8924440 5.7789966 .005181347 194 37636 7301384 13.9283883 5.7889604 .005154639 195 38025 7414875 13.9642400 5.7988900 .005128205 196 38416 7529536 14.0000000 5.8087857 .005102041 197 38809 7645373 14.0356688 5.8186479 .005076142 198 39204 7762392 14.0712473 6.8284767 .005050505 199 39601 7880599 14.1067360 5.8382725 .005025126 200 40000 8000000 14.1421356 5.8480355 .005000000 201 40401 8120601 14.1774469 5.8577660 .004975124 202 40804 8242408 14.2126704 5.8674643 .004950495 203' 41209 8365427 14.2478068 5.8771307 .004926108 204 41616 8489664 14.2828569 5.8867653 .004901961 205 42025 8615125 14.3178211 5.8963685 .004878049 206 42436 8741816 14.3527001 5.9059406 .004854369 207 42849 8869743 14.3874946 5.9154817 .004830918 208 43264 8998912 14.4222051 5.9249921 .004807692 209 43681 8129329 14.4568323 5.9344721 .004784689 210 44100 9261000 14.4913767 5.9439220 .004761905 211 44521 9393931 14.5258390 5.9533418 .004739336 212 44944 9528128 14.5602198 5.9627320 .004716981 213 45369 9663597 14.5945195 5.9720926 .004694836 214 45796 9800344 14.6287388 5.9814240 .004672897 215 46225 9938375 14.6628783 5.9907264 .004651163 216 46656 10077696 14.6969385 6.0000000 .004629630 217 47089 10218313 14.7309199 6.0092450 .004608295 218 47524 10360232 14.7648231 6.0184617 .004587156 219 47961 10503459 14.7986486 6.0276502 .004566210 220 48400 10648000 14.8323970 6.0368107 .004545455 221 48841 10793861 14.8660687 6.0459435 .004524887 222 49284 10941048 14.8996644 6.0550489 .004504505 223 49729 11089567 14.9331845 6.0641270 .004484305 224 50176 11239424 14.9666295 6.0731779 .004464286 225 50625 11390625 15.0000000 6.0822020 004444444 226 51076 11543176 15.0332964 6.0911994 !004424779 227 51529 11697083 15.0665192 6.1001702 .004405286 228 51984 11852352 15.0996689 6.1091147 .004385965 229 52441 12008989 15.1327460 6.1180332 .004366812 230 52900 12167000 15.1657509 6.12C9257 .004347826 231 53361 12326391 15.1986842 6.1357924 .004329004 232 53824 12487168 15.2315462 6.1446337 .004310345 223 54289 12649337 15.2643375 6.1534495 .004291845 234 54756 12812904 15.2970585 6.1622401 .004273504 235 55225 12977875 15.3297097 6.1710058 .004255319 236 55696 13144256 15.3622915 6.1797466 .004237288 237 56169 13312053 15.3948043 6.1884628 .004219409 238 56644 13481272 15.4272486 6.1971544 .004201681 239 57121 13651919 15.4596248 6.2058218 .004184100 CAMBRIA STEEL. 527 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. Ho. Squares. Cubes. Square Roots. Cule Roots. Reciprocals. 240 57600 13824000 15.4919334 6.2144650 .004166667 241 58081 13997521 15.5241747 6.2230843 .004149378 242 58564 14172488 15.5563492 6.2316797 .004132231 243 59049 14348907 15.5884573 6.2402515 .004115226 244 59536 14526784 15.6204994 6.2487998 .004098361 245 60025 14706125 15.6524758 6.2573248 .004081633 246 • 60516 14886936 15.6843871 6.2658266 .004065041 247 61009 15069223 15.7162336 6.2743054 .004048583 248 61504 15252992 15.7480157 6.2827613 .004032258 249 62001 15438249 15.7797338 6.2911946 o004016064 250 62500 15625000 15.8113883 6.2996053 .004000000 251 63001 15813251 15.8429795 6.3079935 .003984064 252 63504 16003008 15.8745079 6.3163596 .003968254 253 64009 16194277 15.9059737 6.3247035 .003952569 254 64516 16387064 15.9373775 6.3330256 .003937008 255 65025 16581375 15.9687194 6.3413257 .003921569 256 65536 16777216 16.0000000 6.3496042 .003906250 257 66049 16974593 16.0312195 6.3578611 .003891051 258 66564 17173512 16.0623784 6.3660968 .003875969 259 67081 17373979 16.0934769 6.3743111 .003861004 260 67600 17576000 16.1245155 6.3825043 .003846154 261 68121 17779581 16.1554944 6.3906765 .003831418 262 68644 17984728 16.1864141 6.3988279 .003816794 263 69169 18191447 16.2172747 6.4069585 .003802281 264 69696 18399744 16.2480768 6.4150687 .003787879- 265 70225 18609625 16.2788206 6.4231583 .003773585 266 70756 18821096 16.3095064 6.4312276 .003759398 267 71289 19034163 16.3401346 6.4392767 .003745318 268 71824 19248832 16.3707055 6.4473057 .003731343 269 72361 19465109 16.4012195 6.4553148 .003717472 270 72900 19683000 16.4316767 6.4633041 .003703704 271 73441 19902511 16.4620776 6.4712736 .003690037 272 . 73984 20123648 16.4924225 6.4792236 .003676471 273 74529 20346417 16.5227116 6.4871541 .003663004 274 75076 20570824 16.5529454 6.4950653 .003649635 275 75625 20796875 16.5831240 6.5029572 .003636364 276 76176 21024576 16.6132477 6.5108300 .003623188 277 76729 21253933 16.6433170 6.5186839 .003610108 278 77284 21484952 16.6733320 6.5265189 .003597122 279 77841 21717639 16.7032931 6.5343351 .003584229 280 78400 21952000 16.7332005 6.5421326 .003571429 281 78961 22188041 16.7630546 6.5499116 003558719 282 79524 22425768 16.7928556 6.5576722 .003546099 283 80089 22665187 16.8226038 6.5654144 003533569 284 80656 22906304 16.8522995 6.5731385 .003521127 285 81225 23149125 16.8819430 6.5808443 .003508772 286 81796 23393656 16.9115345 6.5885323 .003496503 287 82369 23639903 16.9410743 6.5962023 .003484321 288 82944 23887872 16.9705627 6.6038545 .003472222 289 83521 24137569 17.0000000 6.6114890 .003460208 290 84100 24389000 17.0293864 6.6191060 .003448276 291 84681 • 24642171 17.0587221 6.6267054 .003436426 292 85264 24897088 17.0880075 6.6342874 .003424658 293 85849 25153757 17.1172428 6.6418522 .003412969 - 294 86436 25412184 17.1464282 6.6493998 .003401361 295 87025 25672375 17.1755640 6.6569302 .003389831 296 87616 25934336 17.2046505 6.6644437 .003378378 297 88209 26198073 17.2336879 6.6719403 .003367003 298 88804 26463592 17.2626765 6.6794200 .003355705 299 89401 26730899 17.2916165 6.6868831 .003344482 538 CAMBBIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Boots. Cube Roots. Reciprocals. 300 90000 27000000 17.3205081 6.6943295 .003333333 301 90601 27270901 17.3493516 6.7017593 .003322259 302 91204 27543608 17.3781472 6.7091729 .003311258 303 91809 27818127 17.4068952 6.7165700 .003300330 304 92416 28094464 17.4355958 6.7239508 .003289474 305 93025 28372625 17.4642492 6.7313155 .003278689 306 93636 28652616 17.4928557 6.7386641 .003267974 307 94249 28934443 17.5214155 6.7459967 .003257329 308 94864 29218112 17.5499288 6.7533134 .003246753 309 95481 . 29503629 17.5783958 6.7606143 .003236246 310 96100 29791000 17.6068169 6.7678995 .003225806 311 96721 30080231 17.6351921 6.7751690 .003215434 312 97344 30371328 17.6635217 6.7824229 .003205128 313 97969 30664297 17.6918060 6.7896613 .003194888 314 98596 30959144 17.7200451 6.7968844 .003184713 315 99225 31255875 17.7482393 6.8040921 .003174603 316 99856 31554496 17.7763888 6.8112847 .003164557 317 100489 31855013 17.8044938 6.8184620 .003154574 318 101124 32157432 17.8325545 6.8256242 .003144654 319 101761 32461759 17.8605711 6.8327714 .003134796 320 102400 32768000 17.8885438 6.8399037 .003125000 321 103041 33076161 17.9164729 6.8470213 .003115265 322 103684 33386248 17.9443584 6.8541240 .003105590 323 104329 33698267 17.9722008 6.8612120 .003095975 "324 104976 34012224 18.0000000 6.8682855 .003086420 325 105625 34328125 18.0277564 6.8753443 .003076923 326 106276 34645976 18.0554701 6.8823888 .003067485 327 106929 34965783 18.0831413 6.8894188 .003058104 328 107584 35287552 18.1107703 6.8964345 .003048780 329 108241 35611289 18.1383571 6.9034359 .003039514 330 108900 35937000 18.1659021 6.9104232 .003030303 331 109561 36264691 18.1934054 6.9173964 .003021148 332 110224 36594368 18.2208672 6.9243556 .003012048 . 333 110889 36926037 18.2482876 6.9313008 .003003003 334 111556 37259704 18.2756669 6.9382321 .002994012 335 112225 37595375 18.3030052 6.9451496 .002985075 336 112896 37933056 18.3303028 6.9520533 .002976190 337 113569 38272753 18.3575598 6.9589434 .002967359 338 114244 38614472 18.3847763 6.9658198 .002958580 339 114921 38958219 18.4119526 6.9726826 .002949853 340 115600 39304000 18.4390889 6.9795321 .002941176 341 116281 39651821 18.4661853 6.9863681 .002932551 342 116964 40001688 18.4932420 6.9931906 .002923977 343 117649 40353607 18.5202592 7.0000000 .002915452 344 118336 40707584 18.5472370 7.0067962 .002906977 345 119025 41063625 18.5741758 7.0135791 .002898551 346 119716 41421736 18.6010752 7.0203490 .002890173 347 120409 41781923 18.6279360 7.0271058 .002881844 848 121104 42144192 18.6547581 7.0338497 .002873563 349 121801 42508549 18.6815417 7.0405806 .002865330 350 122500 42875000 18.7082869 7.0472987 .002857143 351 123201 43243551 18.7349940 7.0540041 .002849003 352 123904 43614208 18.7616630 7.0606967 .002840909 353 124609 43986977 18.7882942 7.0673767 .002832861 354 125316 44361864 18.8148877 7.0740440 .002824859 355 126025 44738875 18.8414437 7.0806988 .002816901 356 126736 45118016 18.8679623 7.0873411 .002808989 357 127449 45499293 18.8944436 7.0939709 .002801120 358 128164 45882712 18.9208879 7.1005885 .002793296 359 128881 46268279 18.9472953 7.1071937 .002785515 CAMBBIA STEEL. 529 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 360 129600 46656000 18.9736660 7.1137866 .002777778 361 130321 47045881 19.0000000 7.1203674 .002770083 362 131044 47437928 19.0262976 7.1269360 .002762431 363 131769 47832147 19.0525589 7.1334925 .002754821 364 132496 48228544 19.0787840 7.1400370 .002747253 365 133225 4862V125 19.1049732 7.1465695 .002739726 366 133956 49027896 19.1311265 7.1530901 .002732240' 367 134689 49430863 19.1572441 7.1595988 .002724796 368 135424 49836032 19.1833261 7.1660957 .002717391 369 136161 50243409 19.2093727 7.1725809 .002710027 370 136900 50653000 19.2353841 7.1790544 .002702703 371 137641 51064811 19.2613603 7.1855162 .002695418 372 138384 51478848 19.2873015 7.1919663 .002688172 373 139129 51895117 19.3132079 7.1984050 .002680965 374 139876 52313624 19.3390796 7.2048322 .002673797 375 140625 52734375 19.3649167 7.2112479 .002666667 376 141376 53157376 19.3907194 7.2176522 .002659574 377 142129 53582633 19.4164878 7.22410450 .002652520 378 142884 54010152 19.4422221 7.2304268 .002645503 379 143641 54439939 19.4679223 7.2367972 .002638522 380 144400 54872000 49.4935887 7.2431565 .002631579 381 145161 55306341 19.5192213 7.2495045 .002624672 382 145924 55742968 19.5448203 7.2558415 .002617801 383 146689 56181887 19.5703858 7.2621675 .002610966 384 147456 56623104 19.5959179 7.2684824 .002604167 385 148225 57066625 19.6214169 7.2747864 .002597403 386 148996 57512456 19.6468827 7.2810794 .002590674 ' 387 . 149769 57960603 19.6723156 72873617 .002583979 388 150544 58411072 19.6977156 7.2936330 .002577320 389 151321 58863869 19.7230829 7.2998936 .002570694 390 152100 59319000 19.7484177 7.3061436 .002564103 391 152881 59776471 19.7737199 7.3123828 .002557545 392 153664 60236288 19.7989899 7.3186114 .002551020 393 154449 60698457 19.8242276 7.3248295 .002544529 394 155236 61162984 19.8494332 7.3310369 .002538071 395 156025 61629875 19.8746069 7.3372339 .002531646 396 156816 62099136 19.8997487 7.3434205 .002525253 397 157609 62570773 19.9248588 7.3495966 .002518892 398 158404 63044792 19.9499373 7.3557624 .002512563 399 159201 63521199 19.9749844 7.3619178 .002506266 400 160000 64000000 20.0000000 7.3680630 .002500000 401 160801 64481201 20.0249844 7.3741979 .002493766 402 161604 64964808 20.0499377 7.3803227 .002487562 403 162409 65450827 20.0748599 7.3864373 .002481390 404 163216 65939264 20.0997512 7.3925418 .002475248 405 164025 66430125 , 20.1246118 7.3986363 .002469136 406 164836 66923416 20.1494417 7.4047206 .002463054 407 165649 67419143 20.1742410 7.4107950 .002457002 408 166464 67917312 20.1990099 7.4168595 .002450980 409 167281 68417929 20.2237484 7.4229142 .002444988 410 168100 68921000 20.2484567 7.4289589 .002439024 411 168921 69426531 20.2731349 7.4349938 .002433090 412 169744 69934528 20.2977831 7.4410189 .002427184 413 170569 70444997 20.3224014 7.4470342 .002421308 414 171396 70957944 20.3469899 7.4530399 .002415459 415 172225 71473375 20.3715488 7.4590359 .002409639 416 173056 71991296 20.3960781 7.4650223 .002403846 417 173889 72511713 20.4205779 7.4709991 .002398082 418 174724 73034632 20.4450483 7.4769664 .002392344 419 175561 73560059 20.4694895 7.4829242 .002386635 530 CAMBRIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Spares. Cubes. Square Roots. Cube Roots. Reciprocals. 420 176400 74088000 20.4939015 7.4888724 .002380952 421 177241 74618461 20.5182845 7.4948113 .002375297 422 178084 75151448 20.5426386 7.5007406 .002369668 423 178929 75686967 20.5669638 7.5066607 .002364066 424 179776 76225024 20.5912603 7.5125715 .002358491 425 180625 76765625 20.6155281 7.5184730 .002352941 426 181476 77308776 20.6397674 7.5243652 .002347418 427 182329 77854483 20.6639783 7.5302482 .002341920 428 183184 78402752 20.6881609 7.5361221 .002336449 429 184041 78953589 20.7123152 7.5419867 .002331002 430 184900 79507000 20.7364414 7.5478423 .002325581 431 tS5761 80062991 20.7605395 7.5536888 .002320186 432 186624 80621568 20.7846097 7.5595263 .002314815 433' 187489 81182737 20.8086520 7.5653548 .002309469 434 188356 81746504 20.8326667 7.5711743 .002304147 435 189225 82312875 20.8566536 7.5769849 .002298851 436 190096 82881856 20.8806130 7.5827865 .002293578 437 190969 83453453 20.9045450 7.5885793 .002288330 •438 191844 84027672 20.9284495 7.5943633 .002283105 439 192721 84604519 20.9523268 7.6001385 .002277904 440 193600 85184000 20.9761770 7.6059049 .002272727 441 194481 85766121 21.0000000 7.6116626 .002267574 442 195364 86350888 21.0237960 7.6174116 .002262443 443 196249 86938307 21.0475652 7.6231519 .002257336 444 197136 87528384 21.0713075 7.6288837 .002252252 445 198025 88121125 21.0950231 7.6346067 .002247191 446 198916 88716536 21.1187121 7.6403213 .002242152 447 199809 89314623 21.1423745 7.6460272 .002237136 448 200704 89915392 21.1660105 7.6517247 .002232143 449 201601 90518849 21.1896201 7.6574138 .002227171 450 202500 91125000 21.2132034 7.6630943 .002222222 451 203401 91733851 21.2367606 7.6687665 .002217295 452 204304 92345408 21.2602916 7.6744303 .002212389 453 205209 92959677 21.2837967 7.6800857 .002207506 454 206116 93576664 21.3072758 7.6857328 .002202643 455 207025 94196375 21.3307290 7.6913717 .002197802 456 207936 94818816 21.3541565 7.6970023 ,002192982 457 208849 95443993 21.3775583 7.7026246 .002188184 458 209764 96071912 21.4009346 7.7082388 .002183406 459 210681 96702579 21.4242853 7.7138448 .002178649 460 211600 97336000 21.4476106 7.7194426 .002173913 461 212521 97972181 ' 21.4709106 7.7250325 .002169197 462 213444 98611128 21.4941853 7.7306141 .002164502 463 214369 99252847 21.5174348 7.7361877 .002159827 464 215296 99897344 21.5406592 7.7417532 .002155172 465 216225 100544625 21.5638587 7.7473109 .002150538 466 217156 101194696 21.5870331 7.7528606 .002145923 467 218089 101847563 21.6101828 7.7584023 .002141328 468 219024 102503232 21.6333077 7.7639361 .002136752 469 219961 103161709 21.6564078 7.7694620 .002132196 470 220900 103823000 21.6794834 7.7749801 .002127660 471 221841 104487111 21.7025344 7.7804904 .002123142 472 222784 105154048 21.7255610 7.7859928 .002118644 473 223729 105823817 21.7485632 7.7914875 .002114165 474 224676 106496424 21.7715411 7.7969745 .002109705 475 225625 107171875 21.7944947 7.8024538 .002105263 476 226576 107850176 21.8174242 7.8079254 .002100840 477 227529 108531333 21.8403297 7.8133892 .002096436 478 228484 109215352 21.8632111 7.8188456 .002092050 479 229441 109902239 21.8860686 7.8242942 .002087683 CAMBRIA STEEL. 531 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 480 230400 110592000 21.9089023 7.8297353 .002083333 481 231361 111284641 21.9317122 7.8351688 .002079002 482 232324 111980168 21.9544984 7.8405949 .002074689 483 233289 112678587 21.9772610 7.8460134 .002070393 484 234256 113379904 22.0000000 7.8514244 .002066116 485 235225 114084125 22.0227155 7.8568281 .002061856 486 236196 114791256 22.0454077 7.8622242 .002057613 487 237169 115501303 22.0680765 7.8676130 .002053388 488 238144 116214272 22.0607220 7.8729944 .002049180 489 239121 116930169 22.1133444 7.8783684 .002044990 490 240100 117649000 22.1359436 7.8837352 .002040816 491 241081 118370771 22.1585198 7.8890948 .002036660 492 242064 119095488 22.1810730 7.8944468 .002032520 493 243049 119823157 22.2036033 7.8997917 .002028398 - 494 244036 120553784 22.2261108 7.9051294 .002024291 495 245025 121287375 22.2485955 7.9104599 .002020202 496 246016 122023936 22.2710575 7.9157832 .002016129 497 247009 122763473 22.2934968 7.9210994 .002012072 498 248004 123505992 22.3159136 7.9264085 .002008032 499 249001 124251499 22.3383079 7.9317104 .002004008 500 250000 125000000 22.3606798 7.9370053 .002000000 501 251001 125751501 22.3830293 7.9422931 .001996008 502 252004 126506008 22.4053565 7.9475739 .001992032 503 253009 127263527 22.4276615 7.9528477 .001988072 504 254016 128024064 22.4499443 7.9581144 .001984127 505 255025 128787625 22.4722051 7.9633743 .001980198 506 256036 129554216 22.4944438 7.9686271 .001976285 507 257049 130323843 22.5166605 7.9738731 .001972387 508 258064 131096512 22.5388553 7.9791122 .001968504 509 259081 131872229 22.5610283 7.9843444 .001964637 510 260100 132651000 22.5331796 7.9895697 .001960784 511 261121 133432831 22.6053091 7.9947883 .001956947 512 262144 134217728 22.6274170 8.0000000 .001953125 513 263169 135005697 22.6495033 8.0052049 .001949318 514 264196 135796744 22.6715681 8.0104032 .001945525 515 265225 136590875 22.6936114 8.0155946 .001941748 516 266256 137388096 22.7156334 8.0207794 .001937984 517 267289 138188413 22.7376340 8.0259574 .001934236 518 268324 138991832 22.7596134 8.0311287 .001930502 519 269361 139798359 22.7815715 8.0362935 .001926782 520 270400 140608000 22.8035085 8.0414515 .001923077 521 271441 141420761 22.8254244 8.0466030 .001919386 522 272484 142236648 22.8473193 8.0517479 .001915709 523 273529 143055667 22.8691933 8.0568862 .001912046 524 274576 143877824 22.8910463 8.0620180 .001908397 525 275625 144703125 22.9128785 8.0671432 .001904762 526 276676 145531576 22.9346899 8.0722620 .001901141 527 277729 146363183 22.9564806 8.0773743 .001897533 528 278784 147197952 22.9782506 8.0824800 .001893939 529 279841 148035889 23.0000000 8.0875794 .001890359 530 280900 148877000 23.0217289 8.0926723 .001886792 531 281961 149721291 23.0434372 8.0977589 .001883239 532 283024 150568768 23.0651252 8.1028390 .001879699 533 284089 151419437 23.0867928 8.1079128 .001876173 534 285156 152273304 23.1084400 8.1129803 .001872659 535 286225 153130375 23.1300670 8.1180414 .001869159 536 287296 153990656 23.1516738 8.1230962 .001865672 537 288369 154854153 23.1732605 8.1281447 .001862197 538 289444 155720872 23.1948270 8.1331870 .001858736 539 290521 156590819 23.2163735 8.1382230 .001855288 532 CAMBKIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. Ho. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 540 291600 157464000 23.2379001 8.1432529 .001851852 541 292681 158340421 23.2594067 8.1482765 .001848429 542 293764 159220088 23.2808935 8.1532939 .001845018 543 294849 160103007 23.3023604 8.1583051 .001841621 544 295936 160989184 23.3238076 8.1633102 .001838235 545 297025 161878625 23.3452351 8.1683092 .001834862 546 298116 162771336 23.3666429 8.1733020 .001831502 547 299209 163667323 23.3880311 8.1782888 .001828154 548 300304 164566592 23.4093998 8.1832695 .001824818 549 301401 165469149 23.4307490 8.1882441 .001821494 550 302500 166375000 23.4520788 8.1932127 .001818182 551 303601 167284151 23.4733892 8.1981753 .001814882 552 304704 168196608 23.4946802 8.2031319 ' .001811594 553 305809 169112377 23.5159520 8.2080825 .001808318 554 306916 170031464 23.5372046 8.2130271 .001805054 555 308025 170953875 23.5584380 8.2179657 .001801802 556 309136 171879616 23.5796522 8.2228985 .001798561 557 310249 172808693 23.6008474 8.2278254 .001795332 558 311364 173741112 23.6220236 8.2327463 .001792115 559 312481 174676879 23.6431808 8.2376614 .001788909 560 313600 175616000 23.6643191 8.2425706 .001785714 561 314721 176558481 23.6854386 8.2474740 .001782531 562 315844 177504328 23.7065392 8.2523715 .001779359 563 316869 178453547 23.7276210 8.2572633 .001776199 564 318096 179406144 23.7486842 8.2621492 .001773050 565 319225 180362125 23.7697286 8.2670294 .001769912 566 320356 181321496 23.7907545 8.2719039 .001766784 567 321489 182284263 23.8117618 8.2767726 .001763668 568 322624 183250432 23.8327506 8.2816355 .001760563 569 323761 184220009 23.8537209 8.2864928 .001757469 570 324900 185193000 23.8746728 8.2913444 .001754386 571 326011 186169411 23.8956063 8.2961903 .001751313 572 327184 187149248 23.9165215 8.3010304 .001748252 573 328329 188132517 23.9374184 8.3058651 .001745201 574 329476 189119224 23.9582971 8.3106941 .001742160 575 330625 190109375 23.9791576 8.3155175 .001739130 576 331776 191102976 24.0000000 8.3203353 .001736111 577 332929 192100033 24.0208243 8.3251475 .001733102 578 334084 193100552 24.0416306 8.3299542 .001730104 579 335241 194104539 1 24.0624188 8.3347553 .001727116 580 336400 195112000 24.0831891 8.3395509 .001724138 581 337581 196122941 24.1039416 8.3443410 ' .001721170 582 338724 197137368 24.1246762 8.3491256 .001718213 583 339889 198155287 24.1453929 8.3539047 .001715266 584 341056 199176704 24.1660919 8.3586784 .001712329 585 342225 200201625 24.1867732 8.3634466 .001709402 586 343396 201230056 24.2074369 8.3682095 .001706485 587 344569 202262003 24.2280829 8.3729668 .001703578 588 345744 203297472 24.2487113 8.3777188 .001700680 589 346921 204336469 24.2693222 8.3824653 .001697793 590 348100 205379000 24.2899156 8.3872065 .001694915 •591 349281 206425071 24.3104916 8.3919423 .001692047 592 350464 207474688 24.3310501 8.3966729 .001689189 593 351649 208527857 24.3515913 8.4013981 .001686341 594 352836 209584584 24.3721152 8.4061180 .001683502 595 354025 210644875 24.3926218 8.4108326 .001680672 596 355216 211708736 24.4131112 8.4155419 .001677852 597 356409 212776173 24.4335834 8.4202460 .001675042 598 357604 213847192 24.4540385 8.4249448 .001672241 599 358801 214921799 24.4744765 8.4296383 .001669449 CAMBRIA STEEL. 533 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 600 360000 216000000 24.4948974 8.4343267 .001666667 601 361201 217081801 24.5153013 8.4390098. .001663894 602 362404 218167208 24.5356883 8.4436877 .001661130 603 363609 219256227 24.5560583 8.4483605 .001658375 604 364816 220348864 24.5764115 8.4530281 .001655629 605 366025 221445125 24.5967478 8.4576906 .001652893 606 367236 222545016 24.6170673 8.4623479 .001650165 607 368449 223648543 24.6373700 8.4670001 .001647446 608 369664 224755712 24.6576560 8.4716471 .001644737 609 370881 225866529 24.6779254 8.4762892 .001642036 610 372100 226981000 24.6981781 8.4809261 .001639344 611 373321 228099131 24.7184142 8.4855579 .001636661 612 374544 229220928 24.7386338 8.4901848 .001633987 613 375769 230346397 24.7588368 8.4948065 .001631321 614 376996 231475544 24.7790234 8.4994233 .001628664 615 378225 232608375 24.7991935 8.5040350 .001626016 616 379456 233744896 24.8193473 8.5086417 .001623377 617 380689 234885113 24.8394847 8.5132435 .001620746 618 381924 236029032 24.8596058 8.5178403 .001618123 619 383161 237176659 24.8797106 8.5224321 .001615509 620 384400 238328000 ,24.8997992 8.5270189 .001612903 621 385641 239483061 24.9198716 8.6316009 .001610306 622 386884 240641848 24.9399278 8.5361780 .001607717 623 388129 241804367 24.9599679 8.5407501 .001605136 624 389376 242970624 24.9799920 8.5453173 .001602564 625 390625 244140625 25.0000000 8.5498797 .001600000 626 391876 245314376 25.0199920 8.5544372 .001597444 . 627 393129 246491883 25.0399681 8.5589899 .001594896 628 394384 247673152 25.0599282 8.5635377 .001592357 629 395641 248858189 25.0798724 8.5680807 .001589825 630 396900 250047000 25.0898008 8.5726189 .001587302 631 398161 251239591 25.1197134 8.5771523 .001584786 632 399424 252435968 25.1396102 8.5816809 .001582278 633 400689 253636137 25.1594913 8.5862047 .001579779 634 401956 254840104 25.1793566 8.5907238 .001577287 635 403225 256047875 25.1992063 8.5952380 .001574803 636 404496 25JL259456 25.2190404 8.5997476 .001572327 637 405769 258474853 25.2388589 8.6042525 .001569859 638 407044 259694072 25.2586619 8.6087526 .001567398 639 408321 260917119 25.2784493 8.6132480 .001564945 640 409600 262144000 • 25.2982213 8.6177388 .001562500 641 410881 263374721 25.3179778 8.6222248 .001560062 642 412164 264609288 25.3377189 8.6267063 .001557632 643 413449 265847707 25.3574447 8.6311830 .001555210 644 414736 267089984 25.3771551 8.6356551 .001552795 645 416025 268336125 25.3968502 8.6401226 .001550388 646 417316 •269586136 25.4165301 8.6445855 .001547988 647 418609 270840023 25.4361947 8.6490437 .001545595 648 419904 272097792 25.4558441 8.6534974 .001543210 649 421201 273359449 25.4754784 8.6579465 .001540832 650 422500 274625000 25.4950976 8.6623911 .001538462 651 423801 275894451 25.5147016 8.6668310 .001536098 652 425104 277167808 25.5342907 8.6712665 .001533742 653 426409 278445077 25.5538647 8.6756974 .001531394 654 427716 279726264 25.5734237 8.6801237 .001529052 655 429025 281011375 25.5929678 8.6845456 .001526718 656 430336 282300416 25.6124969 8.6889630 .001524390 657 431649 283593393 25.6320112 8.6933759 .001522070 658 432964 284890312 25.6515107 8.6977843 .001519757 659 434281 286191179 25.6709953 8.7021882 .001517451 534 CAMBKIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 660 435600 287496000 25.6904652 8.7065877 .001515152 661 438921 288804781 25.7099203 8.7109827 .001512859 662 438244 290117528 25.7293607 8.7153734 .001510574 663 439569 291434247 25.7487864 8.7197596 .001508296 664 440896 292754944 25.7681975 8.7241414 .001506024 665 442225 294079625 25.7875939 8.7285187 .001503759 666 443556 295408296 25.8069758 8.7328918 .001501502 667 444889 296740963 25.8263431 8.7372604 .001499250 668 446224 298077632 25.8456960 8.7416246 .001497006 669 447561 299418309 25.8650343 8.7459846 .001494768 670 448900 300763000 25.8843582 8.7503401 .001492537 671 450241 302111711 25.9036677 8.7546913 .001490313 672 451584 303464448 25.9229628 8.7590383 .001488095 673 452929 304821217 25.9422435 8.7633809 .001485884 674 454276 306182024 25.9615100 8.7677192 .001483680 675 455625 307546875 25.9807621 8.7720532 .001481481 676 456976 308915776 26.0000000 8.7763830 .001479290 677 458329 310288733 26.0192237 8.7807084 .001477105 678 459684 311665752 26.0384331 8.7850293 .001474926 679 461041 313046839 26.0576284 8.7893465 .001472754 680 462400 314432000 26.0768096 8.7936593 001470588 681 463761 315821241 26.0959767 8.7979679 .001468429 682 465124 317214568 26.1151297 8.8022721 .001466276 683 466489 318611987 26.1342687 8.8065722 .001464129 684 467856 320013504 26.1533937 8.8108681 .001461988 685 469225 321419125 26.1725047 8.8151598 .001459854 686 470596 322828856 26.1916017 8.8194474 .001457726 687 471969 324242703 26.2106848 8.8237307 .001455604 • 688 473344 325660672 26.2297541 8.8280099 .001453488 689 474721 327082769 26.2488095 8.8322850 .001451379 690 476100 328509000 26.2678511 8.8365559 .001449275 691 477481 329939371 26.2868789 8.8408227 .001447178 692 478864 331373888 26.3058929 8.8450854 .001445087 693 480249 332812557 26.3248932 8.8493440 .001443001 694 481636 334255384 26.3438797 8.8535985 .001440922 395 483025 335702375 26.3628527 8.8578489 .001438849 696 484416 337153536 26.3818119 8.8620952 .001436782 697 485809 338608873 26.4007576 8.8663375 .001434720 698 487204 340068392 26.4196896 8.8705757 .001432665 699 488601 341532099 26.4386081 8.8748099 .001430615 700 490000 343000000 26.4575131 8.8790400 .001428571 701 491401 344472101 26.4764046 8.8832661 .001426534 702 492804 345948408 26.4952826 8.8874882 .001424501 703 494209 347428927 26.5141472 8.8917063 .001422475 704 495616 348913664 26.5329983 8.8959204 .001420455 705 497025 350402625 26.5518361 8.9001304 .001418440 706 498436 351895816 26.5706605 8.9043366 .001416431 707 499849 353393243 26.5894716 8.9085387 .001414427 708 501264 354894912 26.6082694 8.9127369 .001412429 709 502681 356400829 26.6270539 8.9169311 .001410437 710 504100 357911000 26.6458252 8.9211214 .001408451 711 505521 359425431 26.6645833 8.9253078 .001406470 712 506944 360944128 26.6833281 8.9294902 .001404494 713 508369 362467097 26.7020598 8.9336687 .001402525 714 509796 363994344 26.7207784 8.9378433 .001400560 715 511225 365525875 26.7394839 8.9420140 .001398601 716 512656 367061696 26.7581763 8.9461809 .001396648 717 514089 368601813 26.7768557 8.9503438 .001394700 718 515524 370146232 26.7955220 8.9545029 .001392758 719 516961 371694959 26.8141754 8.9586581 .001390821 CAMBBIA STEEL. 535 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocak 720 518400 373248000 26.8328157 8.9628095 .001388889 721 519841 374805361 26.8514432 8.9669570 .001386963 722 521284 376367048 26.8700577 8.9711007 .001385042 723 522729 377933067 26.8886593 8.9752406 .001383126J 724 524176 379503424 26.9072481 8.9793766 .001381215 725 525625 381078125 26.9258240 8.9835089 .001379310 726 527076 382657176 26.9443872 8.9876373 .001377410 727 528529 384240583 26.9629375 8.9917620 .001375516 728 529984 385828352 26.9814751 8.9958829 .001373626 729 531441 387420489 27.0000000 9.0000000 .001371742 730 532900 389017000 27.0185122 9.0041134 .001369863 731 534361 390617891 27.0370117 9.0082229 .001367989 732 535824 392223168 27.0554985 9.0123288 .001366120 733 537289 393832837 27.0739727 9.0164309 .001364256 734 538756 395446904 27.0924344 9.0205293 .001362398 735 540225 397065375 27.1108834 9.0246239 .001360544 736 541696 398688256 27.1293199 9.0287149 .001358696 737 543169 400315553 27.1477439 9.0328021 .001356852 738 544644 401947272 27.1661554 9.0368857 .001355014 739 546121 403583419 27.1845544 9.0409655 .001353180 740 547600 405224000 ' 27.2029410 9.0450417 .001351351 741 549081 406869021 27.2213152 9.0491142 .001349528 742 550564 408518488 27.2396769 9.0531831 .001347709 743 552049 410172407 27.2580263 9.0572482 .001345895 744 553536 411830784 27.2763634 9.0613098 .001344086 745 555025 413493625 27.2946881 9.0653677 .001342282 746 556516 415160936 27.3130006 9.0694220 .001340483 747 558009 416832723 27.3313007 9.0734726 .001338688 748 559504 418508992 27.3495887 9.0775197 .001336898 749 561001 420189749 27.3678644 9.0815631 .001335113 750 562500 421875000 27.3861279 9.0856030 .001333333 751 564001 423564751 27.4043792 9.0896392 .001331558 752 565504 425259008 27.4226184 9.0936719 .001329787 753 567009 426957777 27.4408455 9.0977010 .001328021 754 568516 428661064 27.4590604 9.1017265 .001326260 755 570025 430368875 27.4772633 9.1057485 .001324503 756 571536 432081216 27.4954542 9.1097669 .001322751 757 573049 433798093 27 5136330 9.1137818 .001321004 758 574564 435519512 27.5317998 9.1177931 .001319261 759 576081 437245479 27.5499546 9.1218010 .001317523 760 577600 438976000 27.5680975 9.1258053 .001315789 761 579121 440711081 27.5862284 9.1298061 ,001314060 762 580644 442450728 27.6043475 9.1338034 .001312336 763 582169 444194947 27.6224546 9.1377971 .001310616 764 583696 445943744 27.6405499 9.1417874 .001308901 765 585225 447697125 27.6586334 9.1457742 .001307190 766 586756 449455096 27.6767050 9.1497576 .001305483 767 588289 451217663 27.6947648 9.1537375 .001303781 768 589824 452984832 27.7128129 9.1577139 .001302083 769 591361 454756609 27.7308492 9.1616869 .001300390 770 592900 456533000 27.7488739 9.1656565 .001298701 771 594441 458314011 27.7668868 9.1696225 .001297017 772 595984 460099648 27.7848880 9.1735852 .001295337 773 597529 461889917 27.8028775 9.1775445 .001293661 774 599076 463684824 27.8208555 9.1815003 .001291990 775 600625 465484375 27.8388218 9.1854527 .001290323 776 602176 467288576 27.8567766 9.1894018 .001288660 777 603729 469097433 27.8747197 9.1933474 .001287001 778 605284 470910952 27.8926514 9.1972897 .001285347 779 606841 472729139 27.9105715 9.2012286 .001283697 536 CAMBKIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 780 608400 474552000 27.9284801 9.2051641 .001282051 781 609961 476379541 27.9463772 9.2090962 .00 12804 JO 782 611524 478211768 27.9642629 9.2130250 .001278772 783 613089 480048687 27.9821372 9.2169505 .001277139 784 614656 481890304 28.0000000 9.2208726 .001275510 785 616225 483736625 28.0178515 9.2247914 .001273885 786 617796 485587656 28.0356915 9.2287068 .001272265 787 619369 487443403 28.0535203 9.2326189 .001270648 788 620944 489303872 28.0713377 9.2365277 .001269036 789 622521 491169069 28.0891438 9.2404333 .001267427 790 624100 493039000 28.1069386 9.2443355 .001265823 791 625681 494913671 28.1247222 9.2482344 .001264223 792 627264 496793088 28.1424946 9.2521300 .001262626 793 628849 498677257 28.1602557 9.2560224 .001261034 794 630436 500566184 28.1780056 9.2599114 .001259446 795 632025 502459875 28.1957444 9.2637973 .001257862 796 633616 504358336 28.2134720 9.2676798 .001256281 797 635209 506261573 28.2311884 9.2715592 .001254705 798 636804 508169592 28.2488938 9.2754352 .001253133 799 638401 510082399 28.2665881 9.2793081 .001251564 800 640000 512000000 28.2842712 9.2831777 .001250000 801 641601 513922401 28.3019434 9.2870440 .001248439 802 643204 515849608 28.3196045 9.2909072 .001246883 803 644809 517781627 28.3372546 9.2947671 .001245330 804 646416 519718464 28.3548938 9.2986239 .001243781 805 648025 521660125 28.3725219 9.3024775 .001242236 806 649636 523606616 28.3901391 9.3063278 .001240695 807 651249 525557943 28.4077454 9.3101750 .001239157 808 652864 527514112 28.4253408 9.3140190 .001237624 809 654481 529475129 28.4429253 9.3178599 .001236094 810 656100 531441000 28.4604989 9.3216975 .001234568 811 657721 533411731 28.4780617 9.3255320 .001233046 812 659344 535387328 28.4956137 9.3293634 .001231527 813 660969 537367797 28.5131549 9.3331916 .001230012 814 662596 539353144 28.5306852 9.3370167 .001228501 815 664225 541343375 28.5482048 9.3408386 .001226994 816 665856 543338496 28.5657137 9.3446575 .001225490 817 667489 545338513 28.5832119 9.3484731 .001223990 818 669124 547343432 28.6006993 9.3522857 .001222494 819 670761 549353259 28.6181760 9.3560952 .001221001 820 672400 551368000 28.6356421 9.3599016 .001219512 821 674041 553387661 28.6530976 9.3637049 .001218027 822 675684 555412248 28.6705424 9.3675051 .001216545 823 677329 557441767 28.6879766 9.3713022 .001215067 824 678976 559476224 28.7054002 9.3750963 .001213592 825 680625 561515625 28.7228132 9.3788873 .001212121 826 682276 563559976 28.7402157 9.3826752 .001210654 827 683929 565609283 28.7576077 9.3864600 .001209190 828 685584 567663552 28.7749891 9.3902419 .001207729 829 687241 569722789 28.7923601 9.3940206 .001206273 830 688900 571787000 28.8097206 9.3977964 .001204819 831 690561 573856191 28.8270706 9.4015691 .001203369 832 692224 575930368 28.8444102 9.4053387 .001201923 833 693889 578009537 28.8617394 9.4091054 .001200480 834 695556 580093704 28.8790582 9.4128690 .001199041 835 697225 582182875 28.8963666 9.4166297 .001197605 836 698896 584277058 28.9136646 9.4203873 .001196172 837 700569 586376253 28.9309523 9.4241420 .001194743 838 702244 588480472 28.9482297 9.4278936 .001193317 839 703921 590589719 28.9654967 9.4316423 .001191895 CAMBRIA STEEL. 537 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 840 705600 592704000 28.9827535 9.4353880 .001190476 841 707281 594823321 29.0000000 9.4391307 .001189061 842 708964 596947688 29.0172363 9.4428704 .001187648 843 710649 599077107 29.0344623 9.4466072 .001186240 844 712336 601211584 29.0516781 9.4503410 .001184834 845 714025 603351125 29.0688837 9.4540719 .001183432 846 715716 605495736 29.0860791 9.4577999 .001182033 847 717409 607645423 29.1032644 9.4615249 .001180638 848 719104 609800192 29.1204396 9.4652470 .001179245 849 720801 611960049 29.1376046 9.4689661 .001177856 850 722500 614125000 29.1547595 9.4726824 .001176471 851 724201 616295051 29.1719043 9.4763957 .001175088 852 725904 618470208 29.1890390 9.4801061 .001173709 853 727609 620650477 29.2061637 9.4838136 .001172333 854 729316 622835864 29.2232784 9.4875182 .001170960 855 731025 625026375 29.2403830 9.4912200 .001169591 856 732736 627222016 29.2574777 9.4949188 .001168224 857 734449 629422793 29.2745623 9.4986147 .001166861 858 736164 631828712 29.2916370 9.5023078 .001165501 859 737881 633839779 29.3087018 9.5059980 .001164144 860 739600 636056000 29.3257566 9.5096854 .001162791 861 741321 638277381 29.3428015 9.5133699 .001161440 862 743044 640503928 29.3598365 9.5170515 .001160093 863 744769 642735647 29.3768616 9.5207303 .001158749 864 746496 644972544 29.3938769 9.5244063 .001157407 865 748225 647214625 29.4108823 9.5280794 .001156069 866 749956 649461896 29.4278779 9.5317497 .001154734 867 751689 651714363 29.4448637 9.5354172 .001153403 868 753424 653972032 29.4618397 9.5390818 .001152074 869 755161 656234909 29.4788059 9.5427437 .001150748 870 756900 658503000 29.4957624 9.5464027 .001149425 871 758641 660776311 29.5127091 9.5500589 .001148106 872 760384 663054848 29.5296461 9.5537123 .001146789 873 762129 C65338617 29.5465734 9.5573630 .001145475 874 763876 667627624 29.5634910 9.5610108 .001144165 875 765625 669921875 29.5803989 9.5646559 .001142857 876 767376 672221376 29.5972972 9.5682982 .001141553 877 769129 674526133 29.6141858 9.5719377 .001140251 ' 878 770884 676836152 29.6310648 9.5755745 .001138952 879 772641 679151439 29.6479342 9.5792085 .001137656 880 774400 681472000 29.6647939 9.5828397 .001136364 881 776161 683797841 29.6816442 9.5864682 .001135074 882 777924 686128968 29.6984848 9.5900939 .001133787 883 779689 688465387 29.7153159 9.5937169 .001132503 884 781456 690807104 29.7321375 9.5973373 .001131222 885 783225 693154125 29.7489496 9.6009548 .001129944 886 784996 695506456 29.7657521 9.6045696 .001128668 887 786769 697864103 29.7825452 9.6081817 .001127396 888 788544 700227072 29.7993289 9.6117911 .001126126 889 790321 702595369 29.81,61030 9.6153977 .001124859 890 792100 704969000 29.8328678 9.6190017 .001123596 891 793881 707347971 29.8496231 9.6226030 .001122334 892 795664 709732288 29.8663690 9.6262016 .001121076 893 797449 712121957 29.8831056 9.6297975 .001119821 894 799236 714516984 29.8998328 9.6333907 .001118568 895 801025 716917375 29 9165506 9.6369812 .001117318 896 802816 719323136 29.9332591 9.6405690 .001116071 897 804609 721734273 29.9499583 9.6441542 .001114827 898 806404 724150792 29.9666481 9.6477367 .001113586 899 808201 726572699 29.9833287 9.6513166 .001112347 538 CAMBBIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 900 810000 729000000 30.0000000 9.6548938 .001111111 901 811801 731432701 30.0166620 9.6584684 .001109878 902 813604 733870808 30.0333148 9.6620403 .001108647 903 815409 736314327 30.0499584 9.6656096 .001107420 904 817216 738763264 30.0665928 9.6691762 .001106195 905 819025 741217625 30.0832179 9.6727403 .001104972 906 820836 743677416 30.0998339 9.6763017 .001103753 907 822649 746142643 30.1164407 9.6798604 .001102536 908 824464 748613312 30.1330383 9.6834166 .001101322 909 826281 751089429 30.1496269 9.6869701 .001100110 910 828100 753571000 30.1662063 9.6905211 .001098901 911 829921 756058031 30.1827765 9.6940694 .001097695 912 831744 758550528 30.1993377 9.6976151 .001096491 913 833569 761048497 30.2158899 9.7011583 .001095290 914 835396 763551944 30.2324329 9.7046989 .001094092 915 837225 768060875 30.2489669 9.7082369 .001092896 916 839056 768575296 30.2654919 9.7117723 .001091703 917 840889 771095213 30.2820079 9.7153051 .001090513 918 842724 773620632 30.2985148 9.7188354 .001089325 919 844561 776151559 30.3150128 9.7223631 .001088139 920 846400 778688000 30.3315018 9.7258883 .001086957 921 848241 781229961 30.3479818 9.7294109 .001085776 922 850084 783777448 30.3644529 9.7329309 .001084599 923 851929 786330467 30.3809151 9.7364484 .001083424 924 853776 788889024 30.3973683 9 7399634 .001082251 925 855625 791453125 30.4138127 9.7434758 .001081081 926 857476 794022776 30.4302481 9.7469857 .001079914 927 859329 796597983 30.4466747 9.7504930 .001078749 928 861184 799178752 30.4630924 9.7539979 .001077588 929 863041 801765089 30.4795013 9.7575002 .001076426 930 864900 804357000 30.4959014 9.7610001 .001075269 931 866761 806954491 30.5122926 9.7644974 .001074114 932 868624 809557568 30.5286750 9.7679922 .001072961 933 870489 812166237 30.5450487 9.7714845 .001071811 934 872356 814780504 30.5614136 9.7749743 .001070664 935 874225 817400375 30.5777697 9.7784616 .001069519 936 876096 820025856 30.5941171 9.7819466 .001068376 937 877969 822656953 30.6104557 9.7854288 .001067236 938 879844 825293672 30.6267857 9.7889087 .001066098 939 881721 827936019 30.6431069 9.7923861 .001064963 940 883600 830584000 30.6594194 9.7958611 .001063830 941 885481 833237621 30.6757233 9.7993336 .001062699 942 887364 835896888 30.6920185 9.8028036 .001061571 943 889249 838561807 30.7083051 9.8062711 .001060445 944 891136 841232384 30.7245830 9.8097362 .001059322 945 893025 843908625 30.7408523 9.8131989 .001058201 946 894916 846590536 30.7571130 9.8166591 .001057082 947 896809 849278123 30.7733651 9.8201169 .001055966 948 898704 851971392 30.7896086 9.8235723 .001054852 949 900601 854670349 30.8058436 9.8270252 .001053741 950 902500 857375000 30.8220700 9.8304757 .001052632 951 904401 860085351 30.8382879 9.8339238 .001051525 952 906304 862801408 30.8544972 9.8373695 .001050420 953 908209 865523177 30.8706981 9.8408127 .001049318 954 910116 868250664 30.8868904 9.8442536 .001048218 955 912025 870983875 30.9030743 9.8476920 .001047120 956 913936 873722816 30.9192497 9.8511280 .001046025 957 915849 876467493 30.9354166 9.8545617 .001044932 958 917764 879217912 30.9515751 9.8579929 .001043841 959 919681 881974079 30.9677251 9.8614218 .001042753 CAMBBIA STEEL. 539 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 960 921600 884736000 30.9838668 9.8648483 .001041667 961 923521 887503681 31.0000000 9.8682724 .001040583 962 925444 890277128 31.0161248 9.8716941 .001039501 963 927369 893056347 31.0322413 9.8751135 .001038422 964 929296 895841344 31.0483494 9.8785305 .001037344 965 931225 898632125 31.0644491 9.8819451 .001036269 966 933156 901428696 31.0805405 9.8853574 .001035197 967 935089 904231063 31.0966236 9.8887673 .001034126 968 937024 907039232 31.1126984 9.8921749 .001033058 969 938961 909853209 31.1287648 9.8955801 .001031992 970 940900 912673000 31.1448230 9.8989830 .001030928 971 942841 915498611 31.1608729 9.9023835 .001029866 972 944784 918330048 31.1769145 9.9057817 .001028807 973 946729 921167317 31.1929479 9.9091776 .001027749 974 948676 924010424 31.2089731 9.9125712 .001026694 975 950625 926859375 31.2249900 9.9159624 .001025641 976 952576 929714176 31.2409987 9.9193513 .001024590 977 954529 932574833 31.2569992 9.9227379 .001023541 978 956484 935441352 31.2729915 9.9261222 .001022495 979 958441 938313739 31.2889757 9.9295042 .001021450 980 960400 941192000 ' 31.3049517 9.9328839 .001020408 981 962361 944076141 31.3209195 9.9362613 .001019363 982 964324 946966168 31.3368792 9.9396363 .001018330 983 966289 949862087 31.3528308 9.9430092 .001017294 984 968256 952763904 31.3687743 9.9463797 .001016260 985 970225 955671625 31.3847097 9.9497479 .001015228 986 972196 958585256 31.4006369 9.9531138 .001014199 987 974169 961504803 31.4165561 9.9564775 .001013171 988 976144 964430272 31.4324673 9.9598389 .001012146 989 978121 967361669 31.4483704 9.9631981 .001011122 990 980100 970299000 31.4642654 9.9665549 .001010101 991 982081 973242271 31.4801525 9.9699095 .001009082 992 984064 976191488 31.4960315 9.9732619 .001008065 993 986049 979146657 31.5119025 9.9766120 .001007049 994 988036 982107784 31.5277655 9.9799599 .001006036 995 990025 985074875 31.5436206 9.9833055 .001005025 996 992016 988047936 31.5594677 9.9866488 .001004016 997 994009 991026973 31.5753068 9.9899900 .001003009 998 996004 994011992 31.5911380 9.9933289 .001002004 999 998001 997002999 31.6069613 9.9966656 .001001001 1000 1000000 1000000000 31.6227766 10.0000000 .001000000 1001 1002001 1003003001 31.6385840 10.0033322 .0009990010 1002 1004004 1006012008 31.6543836 10.0066622 .0009980040 1003 1006009 1009027027 31.6701752 10.0099899 .0009970090 1004 1008016 1012048064 31.6859590 10.0133155 .0009960159 1005 1010025 1015075125 31.7017349 10.0166389 .0009950249 1006 1012036 1018108216 31.7175030 10.0199601 .0009940358 1007 1014049 1021147343 31.7332633 10.0232791 .0009930487 1008 1016064 1024192512 31.7490157 10.0265958 .0009920635 1009 1018081 1027243729 31.7647603 10.0299104 .0009910803 1010 1020100 1030301000 31.7804972 10.0332228 .0009900990 1011 1022121 1033364331 31.7962262 10.0365330 .0009891197 1012 1024144 1036433728 31.8119474 10.0398410 .0009881423 1013 1026169 1039509197 31.8276609 10.0431469 .0009871668 1014 1028196 1042590744 31.8433666 10.0464506 .0009861933 1015 1030225 1045678375 31.8590646 10.0497521 .0009852217 1016 1032256 1048772096 31.8747549 10.0530514 .0009842520 1017 1034289 1051871913 31.8904374 10.0563485 .0009832842 1018 1036324 1054977832 31.9061123 10.0596435 .0009823183 1019 1038361 1058089859 31.9217794 10.0629364 .0009813543 540 CAMBRIA STEEL. . SQUARES OF NUMBERS AND FRACTIONAL INTERVALS. Fraction 0 1 2 3 4 5 0 i* .000000 .000241 .000977 .002197 1.00000 1.03149 1.06318 1.09595 4.00000 4.06274 4.1259S 4.18370 9.00000 8.0S399 S!283l5 16.00000 16.12524 16.25098 16.37720 25.00000 ?.5. 15649 25.31348 25.47095 H .003906 .006104 .008789 .011963 1.12891 1.16235 1.19629 123071 4.25391 4.31860 4.38379 4.44946 9.37891 9.47185 9.57129 9.GG821 16.50391 16.63110 16.75879 16.88398 25.62891 25.78735 25.94629 28 10571 11 .015625 .019775 .024414 .029541 1.26563 1.30103 1.33691 1.37329 4.51563 4.58228 4.64941 4.71704 9.76563 9.86353 9.96191 10.0S079 17.01563 17.14478 17.27441 17.40154 2G.265G3 26.42603 26.58691 26.74829 it .035156 .041260 .047852 .054932 1.41016 1.44751 1.48535 1.623G8 4.78516 4.85376 4.92285 4.99243 10.16016 10.26001 10.36035 10.46118 17.53516 17.6S626 17.79785 17.92993 26.91016 27.07251 27.23535 27.39868 8* .062500 .070557 .079102 .088135 1.06250 1.60131 1.64160 i.esiss 5.06250 5.13306 5.2G410 5.27SG3 10.56250 10.66431 10.76660 10.86938 13.06250 18.19556 18.32910 13.46313 27.56250 27.72681 27.89160 28.05688 ** H * .097656 .107666 .118164 .129150 1.72266 1.76392 1.80566 1.84790 5.3476S 5.42017 5.49316 5.56S65 10.97266 11.07642 11.18066 11.28540 18.59766 13.73267 18.86816 19.C0415 28.22266 28.38892 28.55566 28.72290 is .140625 .152588 .165039 .177979 1.89063 1.93384 1.97754 2.02173 5.C40S3 5.71509 5.79004 586548 11.39063 11.49634 11.60254 11.70923 19.14063 19.27759 19.41504 13.5529S 28.89063 29.05881 29.22754 29.39673 Si A I H .191406 .205322 .219727 .234619 2.06641 2.11157 2.15723 2.20337 5.94141 6.01782 6.09473 6.17212 11.81641 11.92407 12.03223 12.14087 19.69141 19.83032 13.96973 20.10962 29.56641 29.73667 29.90723 30.07837 1 « .250000 ,265869 .282227 .299072 2.25000 2.29712 2.344=73 2.39282 6.25000 6.32837 6.40723 6.48657 12.25000 12.35982 12.46973 I2.E8032 20.25000 20.39087 20.53223 20.67407 30.25000 30.42212 30.59473 30.76782 it .316406 .334229 .352539 .371338 2.44141 2.49C48 2.54004 2.59009 6.56641 6.64673 6.72754 6.80884 12.69141 12.80298 12.91504 13.02759 20.81641 20.95923 21.10254 21.24634 30.94141 31.11548 31.29004 31.46509 it ^ .390625 .410400 .430864 .451416 2.64063 2.69165 2.74316 2.79517 6.83063 6.97290 7.05566 7.13892 13.14063 13.25415 13.36816 13.48267 21.39063 21.53540 21,68066 21.82642 31.64063 31.81665 31.99316 32.17017 iir ^ .472656 .494385 .516602 .539307 2.84766 2.90063 2.95410 3.00806 7.22266 7.30688 7.39160 7.47681 13.53768 13.71313 13.82910 13.94556 21.97266 22.11938 22.26660 22.41431 32.34766 32.52663 32.70410 32.88306 CAMBRIA STEEL. 541 SQUARES OF NUMBERS AND FRACTIONAL INTERVALS. Fraction 6 7 8 9 10 11 0 S* 3G.09000 36.18774 36.37598 35.66470 49.00000 49.21899 43.43848 49.65845 64.00000 64.25024 64.50098 64.75220 81.00000 81.28143 81.56348 81.84595 100.00000 100.31274 100.62533 100.93970 121.00000 121.34399 121.68848 122.03345 Si 36.70351 38.94360 37.13370 37.32146 49.S7891 59.09985 50.32129 50.54321 65.00391 65.25610 65.50879 65.76196 82.12331 82.41235 82.69629 82.98071 101.25391 101.568SO 101.88373 102.19946 122.37891 122.72485 123.07129 123.41821 ss 37.51563 37.70728 37.89941 38.03204 50.76563 50.28853 51.21191 51.43579 66.01563 66.26978 66.52441 66.77954 83.26563 83.55103 83.83691 84.12329 102.51583 102.83228 103.14941 103.46704 123.76563 124.11353 124.46191 124.81079 8* 38.28516 38.47876 33.67285 38.86743 51.66016 51.88501 52.11035 52.33618 67.03516 67.29126 67.54785 67.80493 84.41016 84.69751 84.98535 85.27368 103.78516 104.10376 104.42285 104.74243 125.16016 125.51001 125.86035 128.21118 ii X 64 V « ?. 39.06250 39.25806 39.45410 39.650S3 52.56250 52.78931 53.01660 53.24438 68.06250 68.32056 68.57910 6883813 85.56250 85.85181 86.14160 86.43188 105.06250 105.38308 105.70410 106.02563 125.56250 126.91431 127.266SO 127.61938 ii * ii •• 39.847G6 40.04517 40.24316 40.44165 53.47266 53.70142 53.93063 54.16040 69.09766 69.35767 69.61816 69.87915 88.72266 87.01392 87.30568 87.59790 106.34766 106.67017 106.99316 107.31665 127.97266 128.32642 128.68066 129.03540 si 40.64063 40.84009 41.04004 41.24048 54.39083 54.62134 54.85254 55.08423 70.140S3 70.40259 70.66504 7092798 87.89063 88.18384 88.47754 88.77173 107.64063 107.96509 108.29004 108.61548 129.39063 129.74634 130.10254 130.45923 si 41.44141 41.64282 41.84473 42.04712 55.31641 55.54907 55.78223 56.01587 71.19141 71.45532 71.71973 71.98462 89.06641 89.36157 89.65723 89.95337 108.94141 109.26782 109.59473 109.92212 130.81641 131.17407 131.53223 131.89087 n 42.25000 42.45337 42.65723 42.86157 58.25000 56.48462 56.71973 56.95532 72.25000 72.51587 72.78223 73.04907 90.25000 90.54712 90.84473 91.14282 110.25000 110.57837 110.90723 111.23657 132.25000 132.60962 132.96973 133.33032 si 43.06641 43.27173 43.47754 43.68384 57.19141 57.42798 57.66504 57.90259 73.31641 73.58423 73.85254 74.12134 91.44141 91.74048 92.04004 92.34009 111.66641 111.89673 112.22754 112.55884 133.69141 134.05298 134.41504 134.77759 8,? 43.89063 44.09790 44.30566 44.51392 58.14063 58.37915 58.61816 58.85767 74.39063 74.66040 74.93066 75.20142 92.64063 92.94165 93.24316 93.54517 112.89063 113.22290 113.55566 113.88892 135.14063 135.50415 135.86815 136.23267 it » s* 44.722G6 44.93188 45.14100 45.35181 59.09766 59.33813 59.57910 59.82056 75.47266 75.74438 76.01660 76.23931 93.84766 94.15063 94.45410 94.75806 114.22266 114.55688 114.89160 115.22681 13S. 59768 136.96313 137.32910 137.69556 642 CAMBRIA STEEL. SQUARES OF NUMBERS AND FRACTIONAL INTERVALS. Fraction IT 0 1 2 3 4 5 .562500 .586182 .610352 .635010 3.06250 3.11743 3.17285 3.22876 7.56250 7.64868 7.73535 7.82251 14.06250 14.17993 14.29785 14.41626 22.56250 22.71118 22.88035 23.01001 33.06250 33.24243 33.42285 33.60376 6* 27 li s .660156 .685791 .711914 .738525 3.28516 3.34204 3.39941 3.45728 7.91016 7,99829 8.08691 8.17603 14.53516 14.65454 14.77441 14.89478 23.16016 23.31079 23.46191 23.61353 33.78516 33.96704 34.14941 34.33228 lift .765625 .793213 .821289 .849854 3.51563 3.57446 3.63379 3.69360 8.26563 8.35571 8.44629 8.53735 15.01563 15.1369S 15.25879 15.38110 23.76563 23.91821 24.07129 24.22485 34.51563 34.69946 34.88379 35.06860 II % .8VS906 .908447 .938477 .968994 3.75391 3.81470 3.87598 3.93774 8.62891 8.72095 8.81348 8.90649 15.50391 15.62720 15.75038 15.87524 24.37891 24.53345 24.68848 24.84399 35.25391 35.43970 35.62598 35.81274 Fraction 12 13 14 15 16 17 0 I* 144.0000 144.7510 145.5039 146.2588 169.0000 169.8135 170.6289 171.4463 196.0000 196.8760 197.7539 198.6338 225.0900 225.9385 226.8789 227.8213 256.0000 257.0010 258.0039 259.0088 289.0000 290.0635 291.1289 292.1963 X * 147.0156 147.7744 148.5352 149.2979 172.2656 173.0869 173.9102 174.7354 199.5156 200.3994 201.2852 202.1725 228.7658 223.7119 230.6602 231.6104 260.0156 261.0244 262.0352 263.0479 293.2656 294.3369 295.4102 296.4854 1 $ 150.0625 150.8291 151.5977 152.3682 175.5625 176.3916 177.2227 178.0557 203.0625 203.9541 204.8477 205.7432 232.5625 233.5166 234.4727 235.4307 264.0625 265.0791 266.0977 287.1182 297.5625 298.6416 299.7227 300.8057 » ? tt s 153.1406 153.9150 154.6914 155.4697 178.8906 179.7275 180.5664 181.4072 206.640GT 207.5400 208.4414 209.3447 236.3906 237.3525 238.3164 239.2822 268.1406 269.1650 270.1914 271.2197 301.8906 302.9775 304.0664 305.1572 I $ 156.2500 157.0322 157.8164 158.6025 182.2500 183.0947 183.9414 184.7900 210.2500 211.1572 212.0664 212.9775 240.2500 241.2197 242.1914 243.1650 272.2500 273.2822 274.3164 275.3525 306.2500 307.3447 308.4414 309.5400 ii f? it ™ 159.3906 160.1807 160.9727 161.7666 185.6406 186.4932 187.3477 188.2041 213.8906 214.8057 215.7227 216.6416 244.1406 245.1182 246.0977 247.0791 276.3906 277.4307 278.4727 279.5166 310.6406 311.7432 312.8477 313.9541 1 i 162.5625 163.3604 164.1602 164.9619 189.0625 189.9229 190.7852 191.6494 217.5625 218.4854 219.4102 220.3369 248.0625 249.0479 250.0352 251.0244 280.5625 281.6104 232.6602 283.7119 315.0625 316.1729 317.2852 318.3994 S ^ 165.7656 168.5713 167.3789 168.1885 192.5156 193.3838 194.2539 195.1260 221.2656 222.1963 223.1289 224.063d 252.0156 253.0088 254.0039 255.0010 284.7656 285.8213 286.8789 287.9385 319.5156 320.6338 321.7539 322.8760 CAMBRIA STEEL. 543 SQUARES OF NUMBERS AND FRACTIONAL INTERVALS. Fraction 6 7 8 9 10 11 M X ii •• 45.56250 45.77368 45.98535 46.19751 60.06250 60.30493 60.54785 60.79126 76.56250 76.83618 77.11035 77.38501 05.06250 95.36743 95.67285 95.97876 115.56250 115.89868 116.23535 116.57251 138.06250 138.42993 138.79785 139.16626 4i 2 46.41016 46.62329 46.83691 47.05103 61.03516 61.27954 61.52441 61.76978 77.66016 77.93579 78.21191 78.48853 96.28516 96.59204 96.89941 97.20728 116.91016 117.24829 117.58691 117.92603 139.53516 139.90454 140.27441 140.64478 Ii X Ii " 47.26563 47.48071 47.69629 47.91235 62.01563 62.26196 62.50879 62.75610 78.76563 79.04321 79.32129 79.59985 97.51563 97.82446 98.13379 98.44360 118.26563 118.60571 118.94629 119.28735 141.01663 141.38696 141.75879 142.13110 1 i 48.12891 48.34595 48.56348 48.78149 63.00391 63.25220 63.50098 63.75024 79.87891 80.15845 80.43848 80.71899 98.75391 99.06470 99.37598 99.68774 119.62891 119.97095 120.31348 120.65649 142.50391 142.87720 143.25098 143.62524 Fraction 18 19 20 21 22 23 .. 0 1 * 324.0000 325.1260 326.2539 327.3838 361.0000 362.1885 363.3789 364.5713 400.0000 401.2510 402.5039 403.7588 441.0000 442.3135 443.6289 444.9463 484.0000 485.3760 486.7539 488.1338 529.0000 530.4385 531.8789 633.3213 X $ 328.5156 329.6494 330.7852 331.9229 365.7656 366.9619 368.1602 369.3604 405.0156 406.2744 407.5352 408.7979 446.2656 447.5869 448.9102 450.2364 489.6156 490.8994 492.2852 493.6729 534.7656 536.2119 537.6602 539.1104 ft £ 333.0625 334.2041 335.3477 336.4932 370.5625 371.7666 372.9727 374.1807 410.0625 411.3291 412.5977 413.8682 451.5625 452.8916 454.2227 455.6557 495.0625 496.4541 497.8477 499.2432 540.6625 542.0166 643.4727 544.9307 M ^ If 16 337.6406 338.7900 339.9414 341.0947 375.3906 376.6025 377.8164 379.0322 415.1406 416.4150 417.6914 418.9697 456.8906 458.2275 459.5664 460.9072 500.6406 502.0400 503.4414 604.8447 646.3906 647.8525 649.3164 550.7822 il ^ 342.2500 343.4072 344.5664 346.7275 380.2500 381.4697 382.6914 383.9150 420.2500 421.5322 422.8164 424.1025 462.2500 463.5947 464.9414 466.2900 506.2500 507.6572 509.0664 610.4775 652.2500 553.7197 555.1914 656.6650 li tt 346.8906 348.0557 349.2227 360.3916 385.1406 386.3682 387.5977 388.8291 425.3906 426.6807 427.9727 429.2666 467.6406 468.9932 470.3477 471.7041 511.8906 613.3057 514.7227 516.1416 558.1406 559.6182 661.0977 662.5791 & X & •• 351.5625 352.7354 353.9102 355.0869 390.0625 391.2979 392.5352 393.7744 430.5625 431.8604 433.1602 434.4619 473.0625 474.4229 475.7852 477.1494 617.5625 518.9854 520.4102 521.8369 564.0625 565.5479 567.0352 668.5244 t 2 356.2656 357.4463 358.6289 359.8135 395.0156 396.2588 397.5039 398.7510 435.7656 437.0713 438.3789 439.6885 478.5156 479.8838 481.2539 482.6260 623.2656 624.6963 526.1289 527.5635 570.0156 571.5088 573.0039 574.5010 544 CAMBRIA STEEL. SQUARES OF NUMBERS AND FRACTIONAL INTERVALS. 1 0 H X H H H ZA % 24 25 576 625 582.0156 631.2656 588.0625 637.5625 594.1406 643.8906 600.25 650.25 606.3906 656.6406 612.5625 663.0625 618.7656 669.5156 26 27 28 29 30 676 729 784 841 900 682.5156 735.7656 791.0156 848.2656 907.5156 689.0625 742.5625 798.0625 855.5625 915.0625 695.6406 749.3906 805.1406 882.8906 922.6406 702.25 756.25 812.25 870.25 930.25 708.8906 763.1406 819.3906 877.6406 937.8906 715.5625 770.0625 826.5625 885.0625 945.5625 722.2656 777.0156 833.7656 892.5156 953.2656 31 32 33 34 35 961 1024 1089 1156 1225 968.7656 1032.0156 1097.2656 1164.5156 1233.7656 976.5625 1040.0625 1105.5625 1173.0625 1242.5625 934.3S06 1048.1408 1113.8906 1181.6406 1251.3906 992.25 1056.25 1122.25 1190.25 1260.25 1000.1406 1064.3906 1130.6406 1198.89C6 1269.1406 1008.0625 1072.5625 1139.0825 1207.5625 1278.0625 1016.0156 1080.7656 1147.5156 1216.2656 1287.0156 36 37 38 39 40 1296 1369 1444 1521 1600 1305.0156 1378.2656 1453.5156 1530.7656 1610.0156 1314.0625 1387.5625 1463.0625 1540.5625 1620.0625 1323.1406 1386.8906 1472.6406 1550.3906 1630.1406 1332.25 1406.25 1482.25 1560.25 •1640.25 1341.3906 1415.6406 1491.8906 1570.1406 1650.39C6 1350.5625 1425.0625 1501.5625 1580.0625 1660.5625 1359.7656 1434.5156 1511 2656 1590.0156 1670.7656 41 42 43 44 45 1681 1764 1849 1936 2025 1691.2656 1774.5156 1859.7656 1947.0156 2036.2656 1701.5625 1785.0625 1870.5625 1958.0625 2047.5625 1711.8906 1795.6406 1881.3906 1969.1406 2058.8906 1722.25 1806.25 1892.25 1980.25 2070.25 1732.6406 1816.8906 1903.1 406 1991.3906 2081.6406 1743.0625 1827.5625 1914.0625 2002.5626 2093.0625 1753.5156 1838.2656 1925.0156 2013.7656 2104.5156 46 47 48 49 50 2116 2209 2304 2401 2500 2127.5156 2220.7656 2316.0156 2413.2656 2512.5156 2139.0625 2232.5625 2328.0625 2425.5625 2525.0625 2150.6406 2244.3906 2340.1406 2437.8906 2537.6406 216i25 2256.25 2352.25 2450.25 2550.25 2173.8906 2268.1406 2364.3906 2462.6406 2562.8906 2185.5625 2280.0625 2376.5625 2475.0625 2575.5625 2197.2656 2292.0156 2388.7656 2487.5156 2588.2656 51 52 53 54 55 2601 2704 2809 2916 3025 2613.7656 2717.0156 2822.2656 2929.5156 3038.7656 2626.5625 2730.0625 2835.5625 2943.0625 3052.5625 2639.3906 2743.1406 2848.8906 2956.6406 3066.3906 2652.25 2756.25 2862.25 2970.25 3080.25 2665.1 4C8 2769.3906 2875.6406 2983.8906 3094.1406 2678.0625 2782.5625 2889.0625 2997.5625 3108.0625 2691.0156 2795.7656 2902.5156 3011.2656 3122.0156 56 57 58 59 .60 3136 3249 3364 3481 3600 3150.0156 3263.2656 3378.5156 3495.7656 3615.0156 3164.0625 3277.5625 3393.0625 3510.5625 3630.0625 3178.1406 3291.8906 3407.6406 3525.3906 3645.1406 3192.25 3306.25 3422.25 3540.25 3660.25 3206.3906 3320.6406 3436.8906 3555.1406 3675.3906 3220.5625 3335.0625 3451.5625 3570.0625 3690.5625 3234.7656 3349.5156 3466.2656 3585.0156 3705.7656 61 62 63 64 65 3721 3844 3969 4096 4225 3736.2656 3859.5156 3984.7656 4112.0156 4241.2656 3751.5625 3875.0625 4000.5625 4128.0625 4257.5625 3766.8906 3890.6406 4016.3906 4144.1406 4273.8906 3782.25 3906.25 4032.25 4160.25 4290.25 3797.6406 3921.8906 4048.1406 4176.3906 4306.6406 3813.0625 3937.5625 4064.0625 4192.5625 4323.0625 3828.5156 3953.2656 4080.0156 4208.7656 4339.5156 66 67 68 69 70 4356 4489 4624 4761 4900 4372.5156 4505.7656 4641.0156 4778.2656 4917.5156 4389.0625 4522.5625 4658.0625 4795.5625 4935.0625 4405.6406 4539.3906 4675.1406 4812.8906 491)2.6406 4422.25 4556.25 4692.25 4830.25 4970.25 4438.8906 4573.1406 4709.3906 4847.6406 4987.8906 4455.5625 4590.0625 4726.5625 4865.0625 5005.5625 4472.2656 4607.0156 4743.7656 4882.5156 5023.2656 CAMBRIA STEEL. 545 CUBES OF NUMBERS AND FRACTIONAL INTERVALS. Fraction 0 1 2 3 4 5 *; T2 16 .04305i8 .03 24414 .03 82397 1.000000 1.096710 1.199463 1.308441 8.000000 8.380890 8.773682 9.178558 27.00000 27.85257 28.72290 29.61118 64.00000 65.51175 67.04712 68.60629 125.00000 127.35843 129.74634 132.16391 £* .0019531 .0038147 .0065918 .0104675 1.423828 1.545807 1.674561 1.810272 9.595703 10.025299 10.467529 10.922577 30.51758 31.44229 32.38550 33.34738 70.18945 71.79678 73.42847 75.08469 134.61133 137.08878 139.59644 142.13449 »$ .0156250 .0222473 .0305176 .0406189 1.953125 2.103302 2.260386 2.426351 11.390625 11.871857 12.366455 12.874603 34.32813 35.32791 36.34692 37.38535 76.76563 78.47147 80.20239 81.95859 144.70313 147.30252 149.93286 152.59433 13 2^5 32 y if ^ .0527344 .0670471 .0837402 .1029968 .1250000 2.599609 2.780914 2.970453 3.168427 3.375000 13.396484 13.932281 14.482178 15.045358 15.625000 38.44336 39.52115 40.61890 41.73679 42.87500 83.74023 85.54752 87.380S2 89.23972 91.12500 155.28711 158.01138 160.76733 163.55515 166.37500 8* .1499329 .1779785 .2093201 3.590363 3.814697 4.048187 16.218292 16.825416 17.449554 44.03372 45.21313 46.41342 93.03665 94.97485 96.93979 169.22708 172.11157 175.02866 ii X »« .2441406 .2826233 .3249512 .3713074 4.291016 4.543365 4.805429 5.077362 18.087891 18.741608 19.410889 20.095917 47.63477 48.87735 50.14136 51.42697 98.93164 100.9505"9 102.99683 105.07053 177.97852 180.98133 183.97729 187.02658 27 ri 1^ •• .4218750 .4768372 .5363770 .6006775 5.359375 5.651642 5.954346 6.267670 20.796875 21.513947 22.247314 22.997162 52.73438 54.06375 55.41528 56.78915 107.17188 109.30106 111.45825 113.64365 190.10938 193.22586 196.37622 199.56064 - 29 ^5 Sj .6699219 .7442932 .8239745 .9091492 6.591797 6.926910 7.273193 7.630829 23.763672 24.547028 25.347412 26.165009 58.18555 59.60464 61.04663 62.51169 115.85742 118.09976 120.37085 122.67087 202.77930 206.03238 209.32007 212.64255 Fraction 6 7 8 9 10 11 .. 0 216.00000 219.39261 222.82056 226.28403 343.00000 347.61429 352.26978 356.96664 512.00000 518.02347 524.09399 530.21176 729.0000 736.6201 744.2932 752.0194 1000.0000 1009.4043 1018.8674 1028.3895 1331.0000 1342.3760 1353.8167 1365.3221 |A 229.78320 233.31827 236.88940 240.49680 361.70508 366.48526 371.30737 376.17160 536.37695 542.58975 548.85034 555.15891 759.7988 767.6317 775.5183 783.4587 1037.9707 1047.6112 1057.3113 1067.0710 1376.8926 1388.5282 1400.2292 1411.9958 H A 244.14063 247.82103 251.53833 255.29257 381.07813 386.02713 391.01880 396.05331 561.51563 567.92068 574.37427 580.87656 791.4531 799.5017 807.6047 815.7623 1076.8906 1086.7703 1096.7102 1106.7105 1423.8281 1435.7263 1447.6907 1459.7213 H - 259.03393 262.91275 266.77905 270.68307 401.13C86 406.25152 411.41577 416.62350 587.42773 594.02798 600.67749 607.37643 823.9746 832.2418 840.5642 848.9419 1116.7715 1126.8232 1137.0759 1147.3198 1471.8184 1483.9821 1496.2126 1508.5102 546 CAMBRIA STEEL. CUBES OF NUMBERS AND FRACTIONAL INTERVALS. Fraction 6 7 8 9 10 11 ff 274.62500 278.60501 282.62329 286.68002 421.87500 427.17044 432.51001 437.89389 614.12500 620.92337 627.77173 634.67026 857.3750 865.8638 874.4084 883.0091 1157.6250 1167.9917 1178.4202 1188.9105 1520.8750 1533.3072 1545.8069 1558.3774 »^ 290.77539 294.90958 299.08276 303.29514 443.32227 448.79532 454.31323 459.87619 641.61914 648.61856 655.66870 662.76974 891.6660 900.3793 909.1491 917.9758 1199.4629 1210.0776 1220.7546 1231.4943 1571.0093 1583.7133 1595.4851 1609.3254 tti 307.54688 311.83817 316.16919 320.54013 465.48438 471.13797 476.83716 482.58212 669.92188 677.12527 684.38013 691.68661 926.8594 935.8001 944.7981 953.8536 1242.2969 1253.1624 1264.0911 1275.0831 1622.2344 1635.2122 1648.2590 1661.3761 f i 324.95117 329.40250 333.89429 338.42673 488.37305 494.21011 500.09351 506.02341 699.04492 706.45523 713.91772 721.43259 962.9668 972.1378 981.3669 990.6543 1286.1387 1297.2580 1308.4412 1319.6884 1674.5605 1687.3156 1701.1404 1714.5351 Fraction 12 13 14 15 16 17 . 0 A ^ A •• 1728.0000 1765.1409 1782.5645 1810.2722 2197.0000 2228.8401 2260.9863 2293.4402 2744.0000 2780.9143 2818.1582 2855.7332 3375.0000 3417.3635 3460.0801 3503.1511 4096.0000 4144.1877 4192.7520 4241.6941 4913.0000 4967.3870 5022.1738 5077.3621 A^ 1838.2656 1866.5461 1895.1152 1923.9744 2326.2031 2359.2766 2392.6621 2426.3611 2893.6406 2931.8821 2970.4590 3009.3728 3546.5781 3590.3625 3634.5059 3679.0095 4291.0156 4340.7180 4390.8027 4441.2712 5132.9531 5138.9485 6245.3496 5302.1580 ft : > ii5^ 1953.1250 1982.5686 2012.3066 2042.3406 2460.3750 2494.7053 2529.3535 2564.3210 3048.6250 3088.2170 3123.1604 3168.4265 3723.8750 3769.1038 3814.6973 3860.6570 4492.1250 4543.3855 4594.9941 4647.0125 5359.3750 5417.0022 6475.0410 6533.4929 j'S 2072.6719 2103.3020 2134.2324 2165.4546 2599.6094 2635.2200 2671.1543 2707.4138 3209.0469 3250.0129 3291.3262 3332.9880 3906.9844 3953.6809 4000.7480 4043.1873 4699.4219 4752.2239 4805.4199 4859.0115 6592.3694 5651.6418 5711.3418 5771.4607 Fraction 18 19 20 21 22 23 .. 0 6832.0000 5892.9612 5954.3457 6016.1550 6859.0000 6926.9104 6995.2676 7064.0730 8000.0000 8075.2346 8150.9395 8227.1160 9261.000 9343.934 9427.361 9511.284 10648.000 10739.008 10830.533 10922.577 12167.000 12266.457 12366.465 12466.995 S^ 6078.3906 6141.0540 6204.1465 6267.6697 7133.3281 7203.0344 7273.1934 7343.8064 8303.7656 8380.8899 8458.4902 8536.5681 9595.703 9680.620 9766.037 9851.955 11015.141 11108.226 11201.834 11295.987 12568.078 12669.706 12771.881 12874.603 s^ 6331.6250 6396.0139 6460.8379 6526.0984 7414.8750 7486.4006 7558.3848 7630.8289 8615.1250 8694.1624 8773.6816 8853.6843 9938.375 10025.299 10112.729 10200.665 11390.625 11485.811 11581.525 11677.770 12977.875 13081.698 13186.072 13291.001 ff •• 6591,7969 6S57.9348 6724.5137 $791.5349 7703.7344 7777.1028 7850.9355 7925.2341 8934.1719 9015.1458 909S.6074 9178.6583 10289.109 10378.064 10467.529 10557.508 11774.547 11371.857 11969.701 12068.082 13396.484 13502.625 13609.123 13716.281 CAMBRIA STEEL. 547 CUBES OP NUMBERS AND FRACTIONAL INTERVALS. o 0 H 1A H H H H ys 24 25 13824 15625 14041.127 15860.549 14260.516 16098.453 14482.178 16338.725 14706.125 16581.375 14932.369 16826.416 15160.922 17073.859 15391.796 17323.717 26 27 28 29 30 17576 19683 21952 24389 27000 17830.721 19957.643 22247.315 24705.736 27338.908 18087.891 20234.828 22545.266 25025.203 27680.641 18347.521 20514.568 22845.865 25347.412" 28025.209 18609.625 20796.875 23149.125 25672.375 28372.625 18874.213 21081.760 23455.057 26000.104 28/22.900 19141.297 21369.234 23763.672 26330.609 29076.047 19410.889 21659.311 24074.982 26663.904 29432.076 31 32 33 34 35 29791 32768 35937 39304 42875 30152.830 33153.502 36346.924 39739.096 43336.018 30517.578 33542.016 36759.953 40177.391 43800.328 30885.256 33933.553 37176.100 40618.896 44267.943 31255.875 34328.125 37595.375 41063.625 44738.875 31629.447 34725.744 38017.791 41511.588 45213.135 32005.984 35126.422 38443.359 41962.797 45690.734 32385.498 35530.170 38872.092 42417.264 46171.686 36 37 38 39 40 46656 50653 54872 59319 64000 47143.689 51168.111 55415.283 59891.205 64601.877 47634.766 51686.703 55962.141 60467.078 65207.516 48129.240 52208.787 56512.584 61046.631 65816.928 48627.125 52734.375 57066.625 61629.875 66430.125 49128.432 53263.479 57624.275 62216.822 67047.119 49633.172 53796.109 58185.547 62807.484 67667,922 50141.357 54332.279 58750.451 63401.873 68292.545 41 42 43 44 45 68921 74088 79507 85184 91125 '69553.299 74751.471 80202.393 85912.065 91886.486 70189.453 75418.891 80901.828 86644.266 92652.203 70829.475 76090.272 81605.318 87380.615 93422.162 71473.375 76765.625 82312.875 88121.125 94196.375 72121.166 77444.963 83024.510 88865.807 94974.854 72772.859 78128.297 83740.234 89614.672 95757.609 73428.467 78815.639 84460.061 90367.732 96544.654 46 47 48 49 50 97336 103823 110592 117649 125000 98131.658 104653.58 111458.25 118551.67 125939.85 98931.641 105488.58 112329.02 119458.95 126884.39 99735.959 106328.01 113204.30 120370.85 127833.65 100544.63 107171.87 114084.12 121287.37 128787.62 101357.65 108020.20 114968.49 122208.54 129746.34 102175.05 108872.98 115857.42 123134.36 130709.80 102996.83 109730.25 116750.92 124064.84 131678.01 51 52 53 £4 55 132651 140608 148877 157464 166375 133628.77 141624.44 149932.86 158560.03 167511.96 134611.33 142645.77 150993.70 159661.14 168654.08 135598.69 143671.99 152059.54 160767.33 169801.38 136590.87 144703.12 153130.37 161878.62 170953.87 137587.88 145739.18 154206.23 162995.03 172111.57 138589.73 146780.17 155287.11 164116.55 173274.48 139596.44 147826.11 56373.03 65243.20 74442.62 56 57 58 59 60 175616 185193 196112 205379 216000 176794.63 186414.05 196376.22 206687.14 217352.81 177978.52 187640.45 197645.89 208000.83 218711.27 179167.68 188872.22 198921.02 209320.07 220075.37 180362.12 190109.37 200201.62 210644.87 221445.12 181561.87 191351.92 201487.71 211975.26 222820.56 182766.92 192599.86 202779.30 213311.23 224201.67 83977.29 93853.22 204076.39 214652.81 225588.48 61 62 63 64 65 226981 228379.24 238328239772.41 250047251538.33 262144263683.00 274625276212.42 229783.20 241222.64 253035.58 265228.02 277805.95 231192.91 242678.71 254538.76 266779.05 279405.60 232608.38 244140.63 256047.88 268336.13 281011.38 234029.60 245608.40 257562.95 269899.24 282623.29 235456.61 247082.05 259083.98 271468.42 284241.36 236889.40 248561.58 260611.00 273043.67 285865.59 66'287496!289132.60 67,300763302449.52 68314432316169.19 69328509330297.61 70i343000|344840.78 290775.39 304142.33 317912.77 332092.70 346688.14 292424.40 305841.44 319662.74 333894.29 348542.08 294079.63 307546.88 321419.13 335702.37 350402.61 295741.09 309258.63 323181.93 337516.98 352269.77 297408.80 310976.73 324951.17 339338.11 354143.55 299082.76 312701.19 326726.86 341165.78 356023.95 548 CAMBRIA STEEL. VALUES FOR COMBINATIONS OF 7T (*• = 3.14159265359). Combination. Values for n. 1 2 3 4 5 nx 3.141593 .785398 .523599 .392699 .196350 .098175 .049087 3.141593 .318310 .034907 28.647890 3.141593 .318310 3.141593 .318310 9.869604 .101321 1.772454 .564190 1.772454 .564190 31.006277 .032252 1.464592 .682784 1.464592 .6827841 97.409091 .0102660 1.331335 .751126 6.283185 1.570796 1.047196 .785398 .392699 .196350 .098175 1.570796 .636620 .017453 57.295780 9.869604 .101321 1.772454 ,564190 19.739209 .202642 2.506628 .797885 3.544908 1.128379 62.012553 .064503 1.845270 .860254 2.929184 1.3655681 194.81818 .0205320 1.583233 .893244 9.424778 2.356194 1.570796 1.178097 .589049 .294524 .147262 1.047198 .954930 .011636 85.943670 31.006277 .032252 1.464592 .682784 29.G08813 .303963 3.069980 .977205 5.317362 1.692569 93.018830 .096755 2.112469 .984745 4.393776 2.0483522 292.22727 .0307979 1.752136 .988537 12.566371 3.141593 2.094395 1.570796 .785398 .392699 .196350 .785398 1.273240 .008727 114.59156 97.409091 .010268 1.331335 .751126 39.478418 .405284 3.544908 1.128379 7.089815 2.256785 124.02511 .129006 2.324895 1.086351 5.858368 2.7311363 389.63636 .0410639 1.882793 1.062252 15.707963 3.926991 2.617994 1.963495 .981748 .490874 .245437 .628319 1.591549 .006981 143.239450 306.01979 .003268 1.257274 .795371 49.348022 .506605 3.963328 1.261566 8.862269 2.820948 155.03138 .161258 2.504417 1.167544 7.322959 3.4139203 487.04545 .0513299 1.990811 1.123195 nx 4 •"• nx 6 nx 8 nx 16 nx nx 32 64 X n n „•* =**" X xn .... 1 TfH," , V-' ** "*::. n x2 JJ_' ' •\/n ! \ y i£ I PRISM Lateral Surf ace =h XBase Perimeter Total Surface = Lateral Surface + (2 X Base Area) Volume = h X Base Area A: PYRAMID Lateral Surf ace =| XBase Perimeter Total Surface = Lateral Surface +Base Area Volume =| XBase Area h Center of Gravity =7, above base Ct\j FRUSTUM OF PYRAMID Lateral Surface = s(Top + Base Perimeters) -r- 2 If a=top area and A = base area, Total Surf ace = Lateral Surface +(a+A) Volume = h(a+A+VaA) + 3 Center of Gravity _h/3a+A+2 VaA\ above base 4^ a+A+V"iA / 4X111^-*- i ? CONE Convex Surface =£ds =~ Vd*+4h* 2 4 _,j2 Total Surface = Convex Surface -f— 7- Volume =-7,d2h =7rrd1 V4s2— d2 4 H Center of Gravity above base =— ^-T FRUSTUM OF CONE Suffice =T(d+d/) =J V4h2 + (d Total Surface =y (d +d') +^(d2+d'«) Volume =^(d2+dd'+d'2) Center of Gravity above base— +3d") 1 ^s^—. ^.1. 1*~— d *1 4(d2 -{"dd7 +d'2) /«. • //*-«-, /r -.--/. ? KiL 33 WEDGE Surface =Sum of surfaces of bounding Volume= — r(l +m +n) planes 1 1 c 3AMBRIA STEEL. 655 SURFACES i ^ND VOLUMES OF SOLIDS. K- — ci — *j SPHERE Surf ace =ird2=4*-r2 ., , ird» 4 , Volume =-^- =oirr O 0 Side of an equal cube = diameter of sphere X 0.806 v_7 Length of an equal cylinder = diameter of sphere X 0.6667 Center of Gravity of Half Sphere = %r above spherical center r — c"~:::i SPHERICAL SECTOR TIT Total Surface =—(4h + c) 2 xx^:x Volume = ^n-r'h = %*r*( r -Vrn- -2\ Center of Gravity _ a// h \ above center of sphere /*\ 2/ SPHERIfAI. SFOMFNT 1 c Spherical Surface =2*-rh — 7r(c2+4h2)-^-4 Total Surf ace = Spherical Surf ace + (ire2 ^-4) Volume =7rh2(3r-h)-h3 = irh(3c2+4h2)-r- 24 **>--.,--~f* = h(4r-h)^-4(3r-h) *-— c-— H SPHERICAL ZONE Convex Surface =2*-rh r~^? Total Surface =2»-rh-f-(c2+c'2) 4 irh ; Volume =— (3c2+3c'z +4h2) ELLIPSOID (I. Revolution about transverse axis) r /sin-ie\l ^nrf-irr Oirr 1 r 1 Rl 11 U- D >J 4 L V e J\ ,i.L j d Volume =-irRr2 3 ELLIPSOID (II. Revolution about conju- gate axis) <— - R-^! [2.302rz /l+e\l 2R2H log.l 11 4 VR2-r2 Volume ~ irR2r Where c 3 R 7^\| Convex Surface =^2 1 (r2 +4h2)% -r3J Total Surface = Convex Surface +7rr2 *-r2h h !<---r-- J 2 3 556 CAMBRIA STEEL. SURFACES AND VOLUMES OF SOLIDS !*— D— *! CIRCULAR RING (TORUS) D & R=Mean Diameter and Mean Radius, respectively, of Ring d & r = Mean Diameter and Mean Radius, respectively, of Section Surface =7r2Dd =47r2Rr Volume * PRISMOID End faces are in parallel planes. Volume =-(A+A'+4M), where 6 1 = perpendicular distance between ends A, A' =areas of ends M =area of mid section, parallel to ends UNQULAS FROM RIGHT CIRCULAR CYLINDER (As formed by cutting plane oblique to base) I. Base, abc, less than semicircle; Convex Surface =h(2re - (d Xlength arc abc))^- (r -d) Volume=h(^e»-(dXareabaseabc))-+-(r-d) II. Base, abc, = semicircle; Convex Surface = 2rh Volume = %r2h III. Base, abc, greater than semicircle (figure); Convex Surface = h(2re + (d Xlength arc abc))-^-(r+d) Volume =h(He3 + (d Xarea base abc))-r-(r+d) IV. Base, abc, =circle, oblique plane touching circumference. Convex Surface = *rh Volume = H «r2h V. Base, abc,=circle, oblique plane entirely above (figure). Convex Surf ace = 2?rr X>i(h, minimum-f H, maximum) Volume = u-r2 X H (h, minimum +H, maximum) ANY SOLID OP REVOLUTION Let abed represent the generating section about axis A-A of solid abef . Let g at distance h from A-A be the center of gravity of abed. Let a° be the angular amount of generating revolution. Then Total Surface of solid abef = (27rha-7-360) X perimeter abed Volume of solid abef =( 2irha -4-360) Xarea abed For complete revolution(27rha-i-360) =2*rh CAMBRIA STEEL. 567 MINUTES AND SECONDS EXPRESSED AS DECIMALS OF A DEGREE Minutes 0 10 20 30 40 50 0 1 2 3 4 5 6 7 8 9 16667 .33333 .35000 .36667 .38333 .40000 .41667 .43333 .45000 .46667 .48333 .50000 .51667 .53333 .55000 .56667 .58333 !63333 .65000 .66667 .68333 .70000 .71667 .73333 .75000 .76667 .78333 .80000 .81667 .83333 .85000 .86667 .88333 .90000 .91667 .93333 .95000 .96667 .98333 .01667 .03333 .05000 .06667 .08333 .10000 .11667 .13333 .15000 .18333 .20000 .21667 .23333 .25000 .28667 .28333 .30000 .31667 Seconds 0 10 20 30 40 50 0 2 3 4 6 6 7 8 9 .00278 .00306 .00333 .00361 .00389 .00417 .00444 .00472 .00500 .00528 .00556 .00583 .00611 .00639 .00667 .00694 .00722 .00750 .00778 .00806 .00833 .00861 .00889 .00917 .00944 .00972 .01000 .01028 .01056 .01083 .01111 .01139 .01167 .01194 .01222 .01250 .01278 .01306 .01333 .01361 .01389 .01417 .01444 .01472 .01500 .01528 .01556 .01583 .01611 .01639 .00028 .00056 .00083 .00111 .00139 .00167 .00194 .00222 .00250 DECIMALS OF A DEGREE EXPRESSED AS MINUTES OR SECONDS Degree .00 Min. (Sec.) .10 Min. (Sec.) .20 Min. (Sec.) .30 Min. (Sec.) .40 Min. (Sec.) '.03 .04 .05 .06 .07 .08 .09 6.0(360) 6.6(396) 7.2(432) 7.8(468) 8.4(504) 9.0(540) 9.6(576) 10.2(612) 10.8(648) 11.4(684) 12. 0( 720) 12.6 ( 756) 13.2 ( 792) 13.8 ( 828) 14 .4 ( 864) 15 .0( 900) 15 .6 ( 936) 16.2 ( 972) 16.8(1008) 17.4(1044) 18.0(1080) 18.6(1116) 19.2(1152) 19.8(1188) 20.4(1224) 21.0(1260) 21.6(1296) 22.2(1332) 22.8(1368) 23.4(1404) 24.0(1440) 24.6(1476) 25.2(1512) 25.8(1548) 26.4(1584) 27.0(1620) 27.6(1656) 28.2(1692) 28.8(1728) 29.4(1764) .6( 36) 1.2 ( 72) 1.8(108) 2.4(144) 3.0(180) 3.6(216) 4.2(252) 4.8(288) 5.4(324) Degree .50 Min. (Sec.) .60 Min. (Sec.) .70 Min. (Sec.) .80 Min. (Sec.) .90 Min. (Sec.) .00 .01 .02 .03 .04 ios .09 30.0(1800) 30.6(1836) 31.2(1872) 31.8(1908) 32.4(1944) 33.0(1980) 33.6(2016) 34.2(2052) 34.8(2088) 35.4(2124) 36.0(2160) 36.6(2196) 37.2(2232) 37.8(2268) 38.4(2304) 39.0(2340) 39.6(2376) 40.2(2412) 40.8(2448) 41.4(2484) 42.0(2520) 42.6(2556) 43.2(2592) 43.8(2628) 44.4(2684) 45.0(2700) 45.6(2736) 46.2(2772) 46.8(2808) 47.4(2844) 48.0(2880) 48.6(2916) 49.2(2952) 49.8(2988) 50.4(3024) 51.0(3060) 51.6(3096) 52.2(3132) 52.8(3168) 53.4(3204) 54.0(3240) 54.6(3276) 55.2(3312) 55.8(3348) 56.4(3384) 57.0(3420) 57.6(3456) 58.2(3492) 58.8(3528) 59.4(3564) 558 CAMBKIA STEEL. WEIGHTS AND MEASURES. AVOIRDUPOIS WEIGHT. United States and British. Grains. Drams. Ounces. Pounds. Hundred- weight Gross Tons. 1. .03657 .002286 .000143 .00000128 .000000064 27.34375 1. .0625 .003906 .00003488 .000001744 437.5 16. .0625 .00055804 .00002790 7000. 256. 16. 1. .0089286 .0004464 784000. 28672. 1792. 112. 1. .05 15680000. 573440. 35840. 2240. 20. 1. 1 pound avoirdupois = 1.215278 pounds troy. 1 net ton = 2000 pounds = .892857 gross ton. TROY WEIGHT. United States and British. Grains. Pennyweight IBM Pounds. 1 .041667 .0020833 ' .0001736 24 .05 .0041667 480 20. 1. .0833333 5760 240. 12. 1. 1 pound troy = .822857 pound avoirdupois. 175 ounces troy = 192 ounces avoirdupois. APOTHECARIES' WEIGHT. United States and British. Grains. Scruples. Drams. Ounces. Pounds. 1 .05 .016667 .0020833 .000173611 20 1. .333333 .0416667 .0034722 60 3. .125 .0104167 480 24. 8. 1. .0833333 5760 288. 96. 12. 1. The pound, ounce and grain are the same as in troy weight. The avoirdupois grain = troy grain = apothecaries' grain. CAMBRIA STEEL. 559 WEIGHTS AND MEASURES— Continued. LINEAR MEASURE. United States and British. Inches. Feet Yards. Rods. Furlongs. Miles. 1 .08333 .02778 .0050505 .00012626 .00001578 12 1. .33333 .0606061 .« )151515 .00018939 36 3. L .1818182 .(X )454545 .00056818 198 16.5 5.5 1. .0! 25 .003125 7920 660. 220. 40. 1. .125 63360 5280. 1760. 320. 8. L ROPE AND CABLE MEASURE. 1 inch - .111111 span = .013889 fathom = .0001157 cable's length. 1 span = 9 inches = .125 fathom = .00104167 cable's length. 1 fathom = 6 feet = 8 sj >ans = 72 jnches = .008333 cable's length. 1 cable's length = 120 fathoms = 720 feet = 960 spans = 8640 inches. NAUTICAL MEASURE. 1 nautical mile, as adopted by the United States Coast and Geodetic Survey, equals the length of one minute of arc of a great circle of a sphere whose surface equals that of the earth == 6080.204 feet = 1.1516 statute miles. 1 league = 3 nautical miles - 18240.613 feet. QUNTER'S CHAIN. 1 link = 7.92 inches « .01 chain =• .000125 mile. 1 chain = = 100 links =• 66 feet = 4 rods - .0125 mile. 1 mile = 80 chains - 8000 links. SQUARE OR LAND MEASURE. United States and British. Square laches. Square Feet Square Yards. Square Rods. Acres. Square Miles. 1 .006944 .0007716 144 1. .11 1111 1296 9.0 .03306 .000206 8 .. 39204 272.25 30!2B 1 .00625 .00000977 6272640 43560. 4840. 160 1. .0015625 27878400. 3097600. 102400 640. 1. 1 square rood =•= 40 square rods. 1 acre = 4 square roods. 1 square acre = 208.71 feet square. 560 CAMBRIA STEEL. WEIGHTS AND MEASURES— Continued. CUBIC OB SOLID MEASURE. United States and British. 1 cubic inch = .0005787 cubic foot = .000021433 cubic yard. 1 cubic foot = 1728 cubic inches = .03703704 cubic yard. 1 cubic yard = 27 cubic feet = 46656 cubic inches. 1 cord of wood = 128 cubic feet = 4 feet by 4 feet by 8 feet. 1 perch of masonry = 24.75 cubic feet = 16.5 feet by 1.5 feet by 1 foot. It is usually taken as 25 cubic feet. DRY MEASURE. United States only. Pints. Quarts. Gallons. Pecks. Bushels Cubic Inches. 1 .50 .125 .0625 .015625 33.6003125 2 1. .25 .125 .03125 67.200625 8 4. 1. .05 .125 268.8025 16 8. 2. 1. .25 537.605 64 32. 8. 4. 1. 2150.42 1 heaped bushel = 1.25 struck bushel, and the cone must be not less than 6 inches high. LIQUID MEASURE. United States only. Gills. Pints. Quarts. Gallons. Barrels. Cubic Inches. 1 .25 .125 .03125 .000992 7.21875 4 1. .5 .125 .003968 28.875 8 2. 1. .25 .007937 57.75 32 8. 4. 1. .031746 231. 1008 252. 126. 31.5 7276.5 The British imperial gallon = 277.410 cubic inches or 10 pounds avoirdupois of pure water at 62° F. and barometer at 30 inches. The British imperial gallon = 1.20091 United States gallons. 1 fluid drachm = 60 minims = .125 fluid ounce = .0078125 pint. 1 fluid ounce = 480 minims = 8 drachms = .0625 pint: CAMBRIA STEEL. 561 WEIGHTS AND MEASURES— Concluded. METRIC SYSTEM. Measures of Length, Capacity and Weight. LENGTH. Kilometre. Hecto- metre. Decametre. Metre. Decimetre. Centimetre. Millimetre. CAPACITY. Kilolitre or Store. Hectolitre or Decistere. Decalitre or Centistere. Litre or Millistere. Decilitre. Centilitre. Millilitre. WEIGHT. Kilo- gramme. Hecto- gramme. Deca- gramme. Gramme. Deci- gramme. Centi- gramme. Milli- gramme. 1 10 1 100 10 1 1000 100 10 1 .1 .01 .001 10000 1000 100 10 .1 .01 100000 10000 1000 100 10 1 .1 1000000 100000 10000 1000 100 10 1 1 myriametre = 10 kilometres = 10000 metres. 1 tonne = 1000 kilogrammes = 100 quintals = 10 myriagrammes. 1 gramme = weight of 1 cubic centimetre of distilled water at its maximum density at sea level in latitude of Paris and barometer at 760 millimetres. 1 litre = 1 cubic decimetre. METRIC SYSTEM. Square or Surface Measure. Square Kilometre. Square Hectometre or Hectare. Square Decametre or Are. Square MVtreor Centiare. Square Decimetre. Square Centimetre. Square MMmetre. j 100 10000 1000000 J 100 10000 1000000 .01 1 100 10000 1000000 .0001 .01 1 100 10000 1000000 .000001 .0001 .01 1 100 10000 .000001 .0001 .01 1 100 .000001 .0001 .01 1 1 square myriametre = 100 square kilometres = 100 000 000 square metres. METRIC SYSTEM. Cubic Measure. Cubic Decametre. Cubic Metre. Cubic Decimetre. Cubic Centimetre. Cubio Millimetre. ! 1000 1000000 1000000000 .001 1 1000 1000000 1000000000 .000001 .001 1 1000 1000000 .000000001 .000001 .001 1 1000 .000000001 .000001 .001 1 1 cubic metre = 1 kilolitre = 1 stere. 662 CAMBRIA STEEL. TABLES FOR CONVERTING UNITED STATES WEIGHTS AND MEASURES. CUSTOMARY TO METRIC. Weights. See Page 590 Grains Troy Ounces Avoirdupois Avoirdupois Net Tons Gross Tons No. to to Ounces Pounds to of 2000 Pounds of 2240 Pounds Milligrammes. Grammes. to Grammes. Kilogrammes. to Tonnes. to Tonnes. Page 582 1 64.79892 31.10348 28.34953 .45359 .90718 1.01605 2 129.59784 62.20696 56.69905 .90718 1.81437 2.03209 3 194.39675 93.31044 85.04858 1.36078 2.72155 3.04814 4 259.19567 124.41392 113.39811 1.81437 3.62874 4.06419 5 323.99459 155.51740 141.74763 2.26796 4.53592 5.08024 6 388.79351 186.62088 170.09716 2.72155 5.44311 6.09628 7 453.59243 217.72437 198.44669 3.17515 6.35029 7.11233 8 518.39135 248.82785 226.79621 3.62874 7.25748 8.12838 9 583.19026 279.93133 255.14574 4.08233 8.16466 9.14442 1 Avoirdupois Pound = 453.5924277 Grammes. Linear Measure. 64ths of an Inches Feet Yards Statute Miles Nautieal Miles No. Inch to to to to to to Millimetres. Centimetres. Metres. Metres. Kilometres. Kilometres. Page 450 Page 568 Page 574 1 .39688 2.54001 .304801 .914402 1.60935 1.85325 2 .79375 5.08001 .609601 1.828804 3.21869 3.70650 3 1.19063 7.62002 .914402 2.743205 4.82804 5.55975 4 1.58750 10.16002 1.219202 3.657607 6.43739 7.41300 5 1.98438 12.70003 1.524003 4.572009 8.04674 9.26625 6 2.38125 15.24003 1.828804 5.486411 9.65608 11.11950 7 2.77813 17.78004 2.133604 6.400813 11.26543 12.97275 8 3.17501 20.32004 2.438405 7.315215 12.87478 14.82600 9 3.57188 22.86005 2.743205 8.229616 14.48412 16.67925 1 Nautical Mile = 1853.25 Metres. 1 Gunter's Chain = 20.1168 Metres. 1 Fathom = 1.829 Metres. CAMBRIA STEEL. 563 TABLES FOR CONVERTING UNITED STATES WEIGHTS AND MEASURES. METRIC TO CUSTOMARY. Weights. See Page 590 Milligrammes Grammes Grammes Kilogrammes Tonnes Tonnes No. to to to Avoirdupois to Avoirdupois to Net Tons of to Gross Tons of Grains. Troy Ounces. Ounces. Pounds. 2000 Pounds. 2240 Pounds. Page 586 1 .01543 .03215 .03527 2.20462 1.10231 .98421 2 .03086 .06430 .07055 4.40924 2.20462 1.96841 3 .04630 .09645 .10582 6.61387 3.30693 2.95262 4 .06173 .12860 .14110 8.81849 4.40924 3.93682 5 .07716 .16075 .17637 11.02311 5.51156 4.92103 6 .09259 .19290 .21164 13.22773 6.61387 5.90524 7 .10803 .22506 .24692 15.43236 7.71618 6.88944 8 .12346 .25721 .28219 17.63698 8.81849 7.87365 9 .13889 .28936 .31747 19.84160 9.92080 8.85785 1 Kilogramme = 15432.35639 Grains. Linear Measure. Millimetres Centimetres Metres Metres Kilometres Kilometres No. to 64ths of an to to to to to Inch. Inches. feet Yards. Statute Miles. Nautical Miles. Page 570 Page 578 1 2.51968 .39370 3.280833 1.093611 .62137 .53959 2 5.03936 .78740 6.561667 2.187222 1.24274 1.07919 3 7.55904 1.18110 9.842500 3.280833 1.86411 1.61878 4 10.07872 1.57480 13.123333 4.374444 2.48548 2.15837 5 12.59840 1.96850 16.404167 5.468056 3.10685 2.69796 6 15.11808 2.36220 19.685000 6.561667 3.72822 3.23756 7 17.63776 2.75590 22.965833 7.655278 4.34959 3.77715 8 20.15744 3.14960 26.246667 8.748889 4.97096 4.31674 9 22.67712 3.54330 29.527500 9.842500 5.59233 4.85633 564 CAMBRIA STEEL. TABLES FOE CONVERTING UNITED STATES WEIGHTS AND MEASURES. CUSTOMARY TO METRIC. Square Measure. Square Inches Square Feet Square Yards Acres Square Miles No. to Square to to to to Square Centimetres. Square Metres. Square Metres. Hectares. Kilometres. 1 ' 6.45163 .09290 .83613 .40470 2.59000 2 12.90325 .18581 1.67226 .80939 5.18000 3 ' 19.35488 .27871 2.50839 1.21409 7.77000 4 25.80650 .37161 3.34452 1.61879 10.35999 5 32.25813 .4645$ 4.18065 2.02349 12.94999 6 38.70975 .55742 5.01679 2.42818 15.53999 7 45.16138 .65032 5.85292 2.83288 18.12999 8 51.61300 .74323 6.68905 3.23758 20.71999 9 58.06463 .83613 7.52518 3.64228 23.30999 1 Square Statute Mile = 259.00 Hectares. Cubic Measure No. Cubic Inches to Cubic Centimetres. Cubic Inches to Cubic Decimetres. Cubic Feet to Cubic Metres. Cubic Yards to Cubic Metres. 1 2 3 4 5 6 7 8 9 16.38716 32.77432 49.16148 65.54864 81.93580 98.32296 114.71013 131.09729 147.48445 .01639 .03277 .04916 .06555 .08194 .09832 .11471 .13110 .14748 .02832 .05663 .08495 ' .11327 .14159 .16990 .19822 .22654 .25485 .76456 1.52912 2.29368 3.05824 3.82280 4.58736 5.35192 6.11648 6.88104 CAMBRIA STEEL. 565 TABLES FOR CONVEETING UNITED STATES WEIGHTS AND MEASURES. METRIC TO CUSTOMARY. Square Measure. Square Centi- Square Metres Square Metres Hectares Square Kilo- No. metres to to to to metres to Spare Inches. Square Feet. Square Yards. Acres. Square Miles. 1 .15500 10.76387 1.19599 2.47104 .38610 2 .31000 21.52773 2.39197 4.94209 ..77220 3 .46500 32.29160 3.58796 7.41313 1.15830 4 .62000 43.05547 4.78394 9.88418 1.54440 5 .77500 53.81934 5.97993 12.35522 1.93050 6 .93000 • 64.58320 7.17591 14.82626 2.31660 7 1.08500 75.34707 8.37190 17.29731 2.70270 8 1.24000 86.11094 9.56788 19.76835 3.08880 9 1.39500 96.87481 10.76387 22.23940 3.47490 1 Hectare = .003861 Square Statute Mile. Cubic Measure ' No. Cubic Centimetres to Cubic Inches. Cubic Decimetres to Cubic Inches. Cubic Metres to Cubic Feet. Cubic Metres to Cubic Yards. 1 2 3 4 5 6 7 8 9 .06102 .12205 • .18307 .24409 .30512 .36614 .42716 .48819 .54921 61.02338 122.04676 183.07013 244.09351 305.11689 366.14027 427.16365 488.18702 549.21040 35.31445 70.62891 105.94336 141.25782 176.57227 211.88673 247.20118 282.51564 317.83009 1.30794 2.61589 3.92383 5.23177 6.53971 7.84766 9.15560 10.46354 11.77149 566 CAMBBIA STEEL. TABLES FOR CONVERTING UNITED STATES WEIGHTS AND MEASURES. CUSTOMARY TO METRIC. Capacity Measures. Fluid Drachms Fluid Ounces Liquid Quarts Gallons Gallons Bushels to Millilitres to Millilitres No. to to to to or Cubio or Cubio Litres. Litres. Cubic Metre.. Hectolitres. Centimetres. Centimetres. 1 .94636 3.78543 .00379 .35239 3.69671 29.57370 2 1.89272 7.57087 .00757 .70479 7.39343 59.14741 3 2.83908 11.35630 .01136 1.05718 11.09014 88.72111 4 3.78543 15.14174 .01514 1.40957 14.78685 118.29482 5 4.73179 18.92717 .01893 1.76196 18.48357 147.86852 6 5.67815 22.71260 .02271 2.11436 22.18028 177.44222 7 6.62451 26.49804 .02650 2.46675 25.87699 207.01593 8 7.57087 30.28347 .03028 2.81914 29.57370 236.58963 9 8.51723 34.06891 .03407 3.17154 33.27042 266.16334 Miscellaneous. Pounds per Pounds per Pounds per Pounds per Foot-Pounds United States Lineal Foot to Square Inch to Square Foot to Cubic Foot to to Horsepower No. Kilogrammes Kilogrammes Kilogrammes Kilogrammes Kilogramme- to Metric per Lineal per Square per Square per Cubic Metres Horsepower. Metre. Centimetre. Metre. Metre. 1 1.48816 .07031 4.88241 16.01837 .13826 1.01387 2 2.97632 .14061 9.76482 32.03674 .27651 2.02775 3 4.46448 .21092 14.64723 48.05510 .41477 3.04162 4 5.95264 .28123 19.52963 64.07348 .55302 4.05549 5 7.44081 .35153 24.41204 80.09185 .69128 5.06937 6 8.92897 .42184 29.29445 96.11021 .82953 6.08324 7 10.41713 .49215 34.17686 112.12858 .96779 7.09711 8 11.90529 .56245 39.05927 128.14695 1.10604 8.11098 9 13.39345 .63276 43.94168 144.16532 1.24430 9.12486 CAMBRIA STEEL. 567 TABLES FOR CONVERTING UNITED STATES WEIGHTS AND MEASURES. METRIC TO CUSTOMARY. Capacity Measures. Mi'Jililres or Millilitres or Litres Litres Cubic Metres Hectolitres Cubic Centi- Cubic Centi- No. to to to to metres to metres to Fluid Quarts. Gallons. Gallons. Bushels. Fluid Drachms. Fluid Ounces. 1 1.05668 .26417 264.17047 2.83774 .27051 .03381 2 2.11336 .52834 528.34093 5.67548 .54102 .06763 3 3.17005 .79251 792.51140 8.51323 .81153 .10144 4 4.22673 1.05668 1056.68187 11.35097 1.08204 .13526 5 5.28341 1.32085 1320.85234 14.18871 1.35255 .16907 6 6.34009 1.58502 1585.02280 17.02645 1.62306 .20288 7 7.39677 1.84919 1849.19327 . 19.86420 1.89357 .23670 8 8.45345 2.11336 2113.36374 22.70194 2.16408 .27051 9 9.51014 2.37753 2377.53420 25.53968 2.43460 .30432 Miscellaneous. Kilogrammes Kilogrammes Kilogrammes Kilogrammes Kilogramme- Metric per Lineal per Square per Square per Cubic Metres Horsepower to No. Metre to Centimetre to Metre to Metre to • to United States Pounds per Pounds per Pounds per Pounds per Foot-Pounds. Horsepower. Lineal Foot. Square Inch. Square Foot. Cubic Foot. 1 .67197 14.22340 .20482 .06243 7.23300 .98632 2 1.34393 28.44680 .40963 .12486 14.46600 1.97264 3 2.01590 42.67020 .61445 .18728 21.69899 2.95895 4 2.68787 56.89359 .81927 .24971 28.93199 3.94527 5 3.35984 71.11699 1.02408 .31214 36.16499 4.93159 6 4.03180 85.34039 1.22890 .37457 43.39799 5.91791 7 4.70377 99.56379 1.43372 .43700 50.63098 6.90423 8 5.37574 113.78719 1.63854 .49943 57.86398 7.89054 9 6.04770 128.01059 1.84335 .56185 65.09698 8.87686 568 CAMBRIA STEEL. EQUIVALENTS OF INCHES IN MILLIMETRES. FRACTIONS OF AN INCH ADVANCING BY 32nds. Page 450 shows values for each Vi to 1 inch. Conversion Factor: 1 inch =25.40005 millimetres. Inches 0" 1" 2" 3" 4" 5" 0 25 .400 50.800 76.200 101 .600 127.000 A v .794 26.194 51.594 76.994 102.394 127.794 1.588 26.988 52.388 77.788 103.188 128.588 & *6 '•'. 2.381 27.781 53.181 78.581 103.981 129.382 y% 3.175 28.575 53.975 79.375 104.775 130.175 A '.' .- 3.969 29.369 54.769 80.169 105.569 130.969 A 4.763 30.163 55.563 80.963 106.363 131.763 A 5.556 30.956 56.356 81.756 107.156 132.557 .. -. K 6.350 31.750 57.150 82.550 107.950 133.350 T2" 7.144 32.544 57.944 83.344 108.744 134.144 TS 7.938 33.338 58.738 84.138 109.538 134.938 B -. -. 8.731 34.131 59.531 84.931 110.331 135.732 M 9.525 34.925 60.325 85.725 111.125 136.525 M v 10.319 35.719 61.119 86.519 111.919 137.319 11.118 36.513 61.913 87.313 112.713 138.113 if *° '' 11.906 37.306 62.706 88.106 113.506 138.907 14 12.700 38.100 63.500 88.900 114.300 139.700 if 13.494 38.894 64.294 89.694 115.094 140.494 .. A I! 14.288 39.688 65.088 90.488 115.888 141.288 i* •• •• 15.081 40.481 65.881 91.281 116.681 142.082 ^8 15.875 41 .275 66.675 92.075 117.475 142 .875 Ff 16.669 42.069 67.469 92.869 118.269 143.669 •• ii .. 17.463 42.863 68.263 93.663 119.063 144.463 18.256 43 .656 69.056 94.456 119.856 145.257 & 19.050 44.450 69.850 95 .250 120.650 146.050 if '•' .. 19.844 45.244 70.644 96.044 121.444 146.844 ft .. 20.638 46.038 71 .438 96.838 122.238 147.638 H .- .- 21.431 46.831 72.231 97.631 123.031 148.432 ^ 22.225 47.625 73.025 98.425 123.825 149.225 if " •• 23.019 48.419 73.819 99.219 124.619 150.019 if 23.813 49.213 74.613 100.013 125.413 150.813 li •- -- 24.606 50.006 75.406 100.806 126 -20e 151.607 12 Inches =304.8006 Millimetres. CAMBRIA STEEL. 569 EQUIVALENTS OF INCHES IN MILLIMETRES. (Continued) Inches 6" 7" 8" 9" 10" 11" .... 0 **:: 152.400 153.194 153.988 154.782 177.800 178.594 179.388 180.182 203.200 203.994 204.788 205.582 228.601 229.394 230.188 230.982 254.001 254.794 255.588 256.382 279.401 280.194 280.988 281.782 * :: * .. A •• A -. -- 155.575 156.369 157.163 157.957 180.975 181.769 182.563 183.357 206.375 207.169 207.963 208.757 231.775 232 .569 233 .363 234.157 257.176 257.969 258.763 259 .557 282.576 283.369 284.163 284.957 .. .. % I * :: 158.750 159.544 160.338 161.132 184.150 184.944 185.738 186.532 209.550 210.344 211.138 211.932 234.950 235 .744 236.538 237.332 260.351 261.144 261.938 262.732 285.751 286.544 287.338 288.132 .. .. 14 H ,. .. H " :: 161.925 162.719 163.513 164.307 187.325 188.119 188.913 189.707 212.725 213.519 214.313 215.107 238.125 238.919 239.713 240.507 263.526 264.319 265.113 265.907 288.926 289.719 290.513 291.307 m 165.100 165 .894 166.688 167.482 190.500 191.294 192.088 192.882 215.900 216.694 217.488 218.282 241 .300 242.094 242.888 243.682 266.701 267.494 268.288 269.082 292.101 292.894 293.688 294.482 » :: H «tt :: 168.275 169.069 169.863 170.657 193.675 194.469 195 .263 196.057 219.075 219.869 220.663 221.457 244.475 245 .269 246.063 246.857 269.876 270.669 271 .463 272.257 295.276 296.069 296.863 297.657 .. .. x I*": 171.450 172.244 173.038 173.832 196.850 197.644 198.438 199.232 222.250 223.044 223.838 224.632 247.650 248.444 249.238 250.032 273.051 273.844 274.638 275 .432 298.451 299.244 300.038 300.832 .. .. x l« 174.625 175 .419 176.213 177.007 200.025 200.819 201.613 202 .407 225 .425 226.219 227.013 227.807 250.825 251.619 252.413 253 .207 276.226 277.019 277.813 278.607 301.626 302.419 303.213 304.007 12 Inches= 304.8006 Millimetres. 570 CAMBRIA STEEL. EQUIVALENTS OF MILLIMETRES IN INCHES. Conversion Factor: 1 millimetre =.03937 inch. Millimetres 0 100 200 300 400 0 .000 3.937 7.874 11.811 15.748 1 .039 3.976 7.913 15.788 2 .079 4.016 7.953 11 .890 15.827 3 .118 4.055 7.992 11^929 15.866 4 .157 4.095 8.032 11.969 15 .906 5 .197 4.134 8.071 12.008 15 .945 6 .236 4.173 8.110 12.047 15 .984 7 .276 4.213 8.150 12.087 16.024 8 .315 4.252 8.189 12.126 16.063 9 .354 4.291 8.228 12.165 16.103 10 .394 4.331 8.268 12.205 16.142 11 .433 4.37O 8.307 12.244 16.181 12 .472 4.409 8.347 12.284 16.221 13 .512 4 449 8 *o8o 12.323 16.260 14 .551 4.488 8.425 12.362 16.299 15 .591 4.528 8.465 12.402 16.339 16 .630 4.567 8.504 12.441 16.378 17 .669 4.606 8.543 12.480 16.417 18 .709 4.646 8.583 12.520 16.457 19 .748 4.685 8.622 12.559 16.496 20 .787 4.724 8.661 12.599 16.536 21 .827 4.764 8.701 12.638 16.575 22 .866 4.803 8.740 12.677 16.614 23 .906 4.843 8.780 . 12.717 16.654 24 .945 4.882 8.819 12.756 16.693 25 .984 4.921 8.858 12.795 16.732 26 1.024 4.961 8.898 12.835 16.772 27 1.063 5.000 8.937 12.874 16.811 28 1.102 5.039 8.976 12.913 16.851 29 1.142 5.079 9.016 12.953 16.890 30 1.181 5.118 9.055 12.992 16.929 31 1.220 5.158 9.095 13.032 16.969 32 33 1.260 1.299 5.197 5.236 9.134 9.173 13.071 13.110 17.008 17.047 34 1.339 5.276 9.213 13.160 17.087 35 1.378 5.315 9.252 13.189 17.126 36 1.417 5.354 9.291 13.228 17.166 37 1.457 5.394 9.331 13.268 17.205 38 1.496 5.433 9.370 13.307 17.244 39 1.535 5.472 9.410 13.347 17.284 40 1.575 5.512 9.449 13.386 17.323 41 1.614 5.551 9.488 13 .425 17.362 42 1.654 5.591 9.528 13.465 17.402 43 1.693 5 .630 9.567 13.504 17.441 44 1.732 5.669 9.606 13.543 17.48O 45 1.772 5.709 S.646 13.583 17.520 46 1.811 5.748 9.685 13.622 17.569 47 1.850 5.787 9.724 13.662 17.599 48 5.827 9.764 13.701 17.638 49 1.929 5.866 9.803 13.740 17.677 CAMBRIA STEEL. 671 EQUIVALENTS OF MILLIMETRES IN INCHES. (Continued) Millimetres 0 100 200 300 400 60 51 52 63 54 . 1.969 2.008 2.047 2.087 2.126 5.906 5.945 5 .984 6.024 6.063 9.843 9.882 9.921 9.961 10.000 13.780 13.819 13.858 13.898 13.937 17.717 17.756 17.795 17.835 17.874 55 56 67 68 59 2.165 2 -205 2.244 2.283 2.323 6.102 6.142 6.181 6.221 6.260 10.039 10.079 10.118 10.158 10.197 13 .977 14.016 14.055 14.095 14.134 17.914 17.953 17.992 18.032 18.071 60 61 62 63 64 2.362 Q AA"\ 2^480 2.520 6.299 6.339 6.378 6.417 6.457 10.236 10.276 10.315 10.354 10.394 14.173 14.213 14.252 14.291 14.331 18.110 18.150 18.189 18.229 18.268 65 P 68 69 2.559 2.598 2.638 2.677 2.717 6.496 6.535 6.575 6-614 6.654 10.433 10.473 10.512 10.551 10.591 14.370 14.410 14.449 14.488 14.528 18.307 18.347 18.386 18.425 18.465 70 71 72 73 74 2.766 2.795 2.835 2-874 2.913 6.693 6.732 6.772 6.811 6.850 10.630 10.669 10.709 10.748 10.787 14.567 14.606 14.646 14.685 14.725 18.504 18.543 18.583 18.622 18.662 75 76 77 78 79 2.953 2.992 3.032 3.071 3.110 6.890 6.929 6.969 7.008 7.047 10.827 10.866 10.906 10-945 10.984 14.764 14.803 14.843 14.882 14.921 18.701 18.74O 18.780 18.819 18.858 80 81 §2 3 84 3.160 till 3.268 3.307 7.087 7.126 7.165 7.205 7.244 11.024 11.063 11.102 11.142 11.181 14.961 15 .000 15 .040 15 .079 15.118 18.898 18.937 18.977 19 .016 19.055 85 86 87 88 89 3.346 e.ooo .425 3.465 3.504 7.284 7.323 7.362 7.402 7.441 11.221 11.260 11.299 11.339 11.378 15.158 15.197 15.236 15 .276 15.315 19.095 19.134 19.173 19.213 19.252 90 91 92 93 94 3.543 3.583 3.622 3.661 3.701 7.480 7.520 7.559 7.598 7.638 11.417 11.457 11.496 11.536 11.575 15 .354 15 .394 15 .433 16 .473 15.512 19.292 19.331 19.370 19.410 19.449 95 96 97 98 99 3.740 3.780 3.819 3.858 3.898 7.677 7.717 7.756 7.795 7.835 11.614 11.654 11.693 11.782 11.772 15.551 15.591 15.630 15 .669 15 .709 19.488 19.528 572 CAMBRIA STEEL. EQUIVALENTS OF MILLIMETRES IN INCHES. (Continued) Millimetres 500 600 700 800 900 0 1 2 19.685 19.725 19 .764 19.803 19.843 23.622 23.662 23.701 23.740 23.780 27.559 27.599 27.638 27.677 27.717 31.496 31.536 31.575 31.614 31.654 35 .433 35 .473 35.512 35.552 35.591 5 6 7 8 9 19.882 19.921 19.961 20 .000 20.040 23.819 23.858 23.898 23.937 23.977 27.756 27.796 27.835 27.874 27.914 31.693 31.733 31.772 31.811 31.851 35.630 35.670 35 .709 35.748 35.788 10 11 12 13 14 20.079 20.118 20.158 20.197 20.236 24.016 24.055 24.095 24.134 24.173 27.953 27.992 28.032 28.071 28.110 31.890 31.929 31.969 32.008 32.048 35.827 35.866 35 .906 35 .945 35 .985 15 16 17 18 19 20.276 20.315 20.355 20.394 20.433 24.213 24.252 24.292 24.331 24.370 28.150 28.189 28.229 28.268 28.307 32.087 32.126 32.166 32.205 32.244 36.024 36.063 36.103 36.142 36.181 20 21 22 23 24 20.473 20.512 20.551 20.591 20.630 24.410 24.449 24.488 24.528 24.567 28.347 28.386 28.425 28.465 28.504 32.284 32.323 32.362 32.402 32.441 36.221 36.260 36.300 36.339 36.378 25 26 27 28 29 20.669 20.709 20.748 20.788 20.827 24.607 24.646 24.685 24.725 24.764 28.544 28.583 28.622 28.662 28.701 32.481 32.520 32.559 32.599 32.638 36.418 38.457 36.496 36.536 36.575 30 31 32 33 34 20.866 20.906 20.945 20.984 21.024 24.803 24.843 24.882 24.921 24.961 28.740 28.780 28.819 28.859 28.898 32.677 32.717 32.756 32.796 32.835 36.615 36.654 36.693 36.733 36.772 35 36 37 38 39 21.063 21.103 21.142 21.181 21.221 25 .000 25 .040 25 .079 25.118 25.158 28.937 28.977 29.016 29.055 29.095 32.874 32.914 32.953 32.992 33.032 36.811 36.851 36.890 36.929 36.969 40 41 42 43 44 21.260 21.299 21.339 21.378 21.418 25.197 25.236 25.276 25.315 25.355 29.134 29.173 29.213 29 .252 29.292 33.071 33.111 33.150 33.189 33.229 37.008 37.048 37.087 37.126 37.166 45 46 47 48 49 21.457 21.496 21.536 21.575 21.614 25 .394 25 .433 25 .473 25.512 25.551 29.331 29.370 29.410 29.449 29.488 33.268 33.307 33.347 33.386 33.425 37.205 37.244 37.284 37.323 37.363 CAMBRIA STEEL. 573 EQUIVALENTS OF MILLIMETRES IN INCHES. (Continued) Millimetres 500 600 700 800 900 50 51 52 53 54 21.654 21.693 21.732 21.772 21.811 25.591 25 .630 25 .670 25 .709 25.748 29.528 29 .567 29.607 29.646 29.685 33.465 33.504 33.544 33.583 33.622 37.402 37.441 37.481 37.520 37.559 65 56 57 58 '59 21.851 21.890 21.929 21.969 22.008 25.788 25.827 25 .866 25 .906 25 .945 29.725 29.764 29 .803 29 .843 29.882 33.662 33.701 33.740 33.780 33.819 37.599 37.638 37.677 37.717 37.756 60 61 62 63 64 22.047 22 .087 22.126 22.166 22.205 25 .984 26.024 26.063 26.103 26.142 29 .922 29.961 30.000 30.040 3O.079 33.859 33.898 33.937 33.977 34.016 37.796 37.835 37.874 37.914 37.953 65 66 67 22.244 22 .284 22.323 22.362 22.402 26.181 26.221 26.260 26.299 26.339 30.118 30.158 30.197 30.236 30.276 34.055 34.095 34.134 34.174 34.213 37.992 38.032 38.071 38.111 38.150 70 71 72 73 74 22.441 22.481 22.520 22.559 22.599 26.378 26.418 26.457 26.496 26.536 30.315 30.355 30.394 30.433 30.473 34.252 34.292 34.331 34.370 34.410 38.189 §8.229 8.268 38.307 38.347 75 76 77 78 79 22.638 22.677 22.717 22.756 22.795 26.575 26.614 26.654 26.693 26.733 30.512 30.551 30.591 30.630 30.670 34.449 34.488 34.528 34.567 34.607 38.386 38.426 38.465 38.504 38.544 80 81 82 83 84 22.835 22.874 22.914 22.953 22.992 26.772 26.811 26.851 30.709 30.748 30.788 80.827 30.866 34.646 34.685 34.725 34.764 34.803 38.583 38.622 §8.662 8.701 38.741 85 86 87 88 89 23.032 23.071 23.110 23.15O 23.189 26.969 27.008 27.047 27.087 27.126 30.906 30.945 §0.985 1.024 31.063 34.843 34.882 34.922 34.961 35.000 38.780 38.819 38.859 38.937 90 91 92 93 94 23.229 23.268 23.307 23.347 23.385 27.166 27.205 27.244 27.284 27.323 31.103 31.142 31.181 31.221 31.260 35 .040 35 .079 35.118 35.158 35.197 38.977 39.016 39 .055 39 .095 39.134 95 96 23.424 23.464 23.503 23.543 23.582 27.362 27.402 27.441 27.481 27.520 31.299 31.339 31.378 31.418 31.457 35.237 35.276 35.315 35.355 35 .394 39.174 39.213 39 .252 39.292 39.331 574 CAMBRIA STEEL. EQUIVALENTS OF FEET IN METRES. Conversion Factor: 1 foot = 0.3048006096 metre. Feet 0 100 200 300 400 0 1 2 3 4 .30480 .60960 .91440 1.21920 30.48006 30.78488 31.08966 31.39446 31.69926 60.96012 61.26492 61.56972 61.87452 62.17932 91.44018 91.74498 92.04978 92.35453 92.65939 121.92024 122.22504 122.52985 122.83465 123.13945 1.52400 1,82880 2.13360 2.43840 2.74321 32.00406 32.30886 32.61367 32.91347 33.22327 62.48412 62.78893 63.09373 63.39853 63.70333 92.96419 93.26899 93.57379 93.87859 94.18339 123.44425 123.74905 124.05385 121.35865 124.66345 10 11 12 13 14 3.04801 3.35281 3.65761 3.96241 4.26721 33.52807 33.83287 34.13767 34.44247 34.74727 64.00813 64.31293 64.61773 64.92253 65.22733 94.48819 94.79299 95.09779 95.40259 95.70739 124.96825 125.27305 125.57785 125.88265 126.18745 15 16 17 18 19 4.57201 4.87681 5.18161 5.48641 5.79121 35.05207 35.35687 35.66167 35.96647 36.27127 65.53213 65.83893 66.14173 66.44653 66.75133 96.01219 96.31699 96.62179 96.92659 97.23139 126.49225 126.79705 127.10185 127.40665 127.71146 20 21 22 23 24 6.09601 6.40081 6.70561 7.01041 7.31521 36.57607 36.88087 37.18567 37.49047 37.79528 67.05813 67.36093 67.66574 67.97054 68.27534 97.53620 97.84100 98.14580 98.45060 93.75540 128.01626 128.32106 128.62586 128.93066 129.23546 25 26 27 28 29 7.62002 7.92482 8.22962 8.53442 8.83922 38.10008 38.40488 38.70968 39.01448 39.31928 68.53014 68.88494 69.18974 69.49454 69.79934 99.08020 99.36500 99.66980 99.97460 100.27940 129.54026 129.84506 130.14986 130.45466 130.75946 30 31 32 33 34 9.14402 9.44882 9.75362 10.05842 10.36322 39.62408 39.92888 40.23368 40.53848 40.84328 70.10414 70.40894 70.71374 71.01854 71.32334 100.58420 100.88900 101.19380 101.49860 101.80340 131.06426 131.36906 131.67386 131.97866 132.28346 35 36 37 38 39 10.66802 10.97282 11.27762 11.58242 11.88722 41.14808 41.45288 41.75768 42.06248 . 42.36728 71.62814 71.93294 72.23774 72.54255 72.84735 102.10820 102.41300 102.71781 103.02261 103.32741 132.58827 132.89307 133.19787 133.50267 133.80747 40 41 42 43 44 12.19202 12.49682 12.80163 13.10643 13.41123 42.67209 42.97689 43.28169 43.58649 43.89129 73.15215 73.45695 73.76175 74.06655 74.37135 103.63221 103.93701 104.24181 104.54661 104.85141 134.11227 134.41707 134.72187 135.02667 135.33147 45 46 47 48 49 13.71603 14.02083 14.32563 14.63043 14.93523 44.19609 44.50089 44.80569 45.11049 45.41529 74.67615 74.98095 75.28575 75.59055 75.89535 105.15621 105.46101 105.76581 106.07061 106.37541 135.63627 135.94107 136.24587 136.55067 136.85547 1 inch = .02540 metre. 2 inches = .0">OSO metre. 3 inches = .07620 metre. CAMBRIA STEEL. 575 EQUIVALENTS OF FEET IN METRES. (Continued) Feet 0 100 200 300 400 50 51 52 53 54 15.24003 15.54483 15.84963 16.15443 16.45923 45.72009 46.02489 46.32969 46.63449 46.93929 76.20015 76.50495 76.80975 77.11455 77.41935 106.68021 106.98501 107.28981 107.59462 107.89942 137.16027 137.46507 137.76988 138.07468 138.37948 55 56 57 63 59 16.76403 17.06833 17.37363 17.67844 17.98324 47.24409 47.54890 47.85370 48.15850 48.46330 77.72416 78.02396 78.33376 78.63856 78.94336 108.20422 108.50902 108.81382 109.11862 109.42342 138.68428 138.98908 139.29388 139.59868 139.90348 SO 61 62 63 64 18.28804 18.59284 18.89764 19.20244 19.50724 48.76810 49.07290 49.37770 49.68250 49.98730 79.24816 79.55296 79.85776 80.16256 80.46736 109.72822 110.03302 110.33782 110.64262 110.94742 140.20828 140.51308 140.81788 141.12268 141.42748 65 66 67 68 69 19.81204 20.11684 20.42164 20.72644 21.03124 50.29210 50.59690 50.90170 51.20650 51.51130 80.77216 81.07696 81.38176 81.68656 81.99136 111.25222 111.55702 111.86182 112.16662 112.47142 141.73228 142.03708 142.34188 142.64669 142.95149 70 71 72 73 74 21.33604 21.64084 21.94564 22.25044 22.55525 51.81610 52.12090 52.42570 52.73051 53.03531 82.29616 82.60097 82.90577 83.21057 83.51537 112.77623 113.08103 113.38583 113.69063 113.99543 143.25629 143.56109 143.86589 144.17069 144.47549 75 76 77 78 79 22.86005 23.16485 23.46965 23.77445 24.07925 53.34011 53.64491 53.94971 54.25451 54.55931 83.82017 84.12497 84.42977 84.73457 85.03937 114.30023 114.60503 114.90983 115.21463 115.51943 144.78029 145.08509 145.38989 145.69469 145.99949 80 81 82 83 84 24.38405 24.68885 24.99365 25.29845 25.60325 54.86411 55.16891 55.47371 55.77851 56.08331 . 85.34417 85.64897 85.95377 86.25857 86.56337 115.82423 116.12903 116.43383 116.73853 117.04343 146.30429 146.60909 146.91389 147.21869 147.52350 85 86 87 88 89 25.90805 26.21285 26.51765 26.82245 27.12725 66.38811 56.69291 56.99771 57.30251 57.60732 86.86817 87.17297 87.47777 87.78258 88.08738 117.34823 117.65304 117.95784 118.26264 118.56744 147.82830 148.13310 148.43790 148.74270 149.04750 90 91 92 93 94 27.43205 27.73686 28.04166 28.34646 28.65126 67.91212 58.21692 58.52172 58.82652 59.13132 88.39218 88.69698 89.00178 89.30658 89.61138 118.87224 119.17704 119.48184 119.78664 120.09144 149.35230 149.65710 149.96190 150.26670 150.57150 95 96 97 98 99 28.95606 29.26086 29.56566 29.87046 30.17526 69.43612 59.74092 60.04572 60.35052 60.65532 89.91618 90.22098 90.52578 90.83058 91.13538 120.39624 120.70104 121.00584 121.31064 121.61544 150.87630 151.18110 151.48590 151.79070 152.09550 4 inches=. 10160 metre. 5 inches = .12700 metre. 6 inches=. 15240 metre. 576 CAMBRIA STEEL. EQUIVALENTS OF FEET IN METRES. (Continued) Feet 500 600 700 800 900 0 1 2 3 4 152.40030 152.70511 153.00991 153.31471 153.61951 182.88037 183.18517 183.48997 183.79477 184.09957 213.36043 213.66523 213.97003 214.27483 214.57963 243.84049 244.14523 244.45009 244.75489 245.05969 274.32055 274.62535 274.93015 275.23495 275.53975 5 6 7 8 9 153.92431 154.22911 154.53391 154.83871 155.14351 184.40437 184.70917 185.01397 185.31877 185.62357 214.88443 215.18923 215.49403 215.79883 216.10363 245.36449 245.68929 245.97409 246.27889 246.58369 275.84455 276.14935 276.45415 276.75895 277.06375 10 11 12 13 14 155.44831 155.75311 156.05791 156.36271 156.66751 185.92837 186.23317 186.53797 186.84277 187.14757 216.40843 216.71323 217.01803 217.32283 217.62764 246.88849 247.19329 247.49809 247.80290 248.10770 277.36855 277.67336 277.97816 278.28296 278.58776 15 16 17 18 19 156.97231 157.27711 157.58192 157.88672 158.19152 187.45237 187.75718 188.06198 188.36678 188.67158 217.93244 218.23724 218.54204 218.84684 219.15164 248.41250 248.71730 249.02210 249.32690 249.63170 278.89256 279.19736 279.5021G 279.80696 280.11176 20 21 22 23 24 158.49632 158.80112 159.10592 159.41072 159.71552 188.97638 189.28118 189.58598 189.89078 190.19558 219.45644 219.76124 220.06604 220.37084 220.67564 249.93650 250.24130 250.54610 250.85090 251.15570 280.41656 280.72136 281.02616 281.33096 281.63576 25 26 27 28 29 160.02032 160.32512 160.62992 160.93472 161.23952 190.50033 190.80518 191.10998 191.41478 191.71958 220.98044 221.28524 221.59004 221.89484 222.19964 251.46050 251.76530 252.07010 252.37490 252.67971 281.94056 282.24536 282.55017 282.85497 283.15977 30 31 32 33 34 161.54432 161.84912 162.15392 162.45872 162.76353 192.02438 192.32918 192.63399 192.93879 193.24359 222.50445 222.80925 223.11405 223.41885 223.72365 252.98451 253.28931 253.59411 253.89891 254.20371 283.46457 283.76937 284.07417 284.37897 284.68377 35 36 37 38 39 167.06833 163.37313 163.67793 163.98273 164.28753 193.54839 193.85319 194.15799 194.46279 194.76759 224.02845 224.33325 224.63805 224.94285 225.24765 254.50851 254.81331 255.11811 255.42291 255.72771 284.98857 285.29337 285.59817 285.90297 286.20777 40 41 42 43 44 164.59233 164.89713 165.20193 165.50673 165.81153 195.07239 195.37719 195.68199 195.98679 196.29159 225.55245 225.85725 226.16205 226.46685 226.77165 256.03251 256.33731 256.64211 256.94691 257.25171 286.51257 286.81737 287.12217 287.42697 287.73178 45 46 47 48 49 166.11633 166.42113 166.72593 167.03073 167.3355S 198.59839 196.90119 197.20599 197.51030 197.81560 227.07645 227.38125 227.68S06 227.99086 228.29568 257.55652 257.86132 258.16612 258.47092 258.77572 288.03658 288.34138 288.64618 288.95098 289.25578 7 inches=. 17780 metre. 8 inches = .20320 metre. 9 inches = .22S60 metre. CAMBRIA STEEL. 577 EQUIVALENTS OF FEET IN METRES. (Continued) Feet 500 600 700 800 900 50 51 52 53 54 167.64034 167.94514 168.24994 168.55474 168.85954 198.12040 198.42520 198.73000 199.03480 199.33960 228.60046 228.90526 229.21006 229.51486 229.81966 259.08052 259.38532 259.69012 259.99492 260.29972 289.56058 289.86538 290.17018 290.47498 290.77978 55 56 57 58 59 169.16434 169.46914 169.77394 170.07874 170.38354 199.64440 199.94920 200.25400 200.55880 200.86360 230.12446 230.42926 230.73406 231.03886 231.34366 260.60452 260.90932 261.21412 261.51892 261.82372 291.08458 291.38938 291.69418 291.99898 292.30378 60 61 62 63 64 170.68834 170.99314 171.29794 171.60274 171.90754 201.16840 201.47320 201.77800 202.08280 202.38760 231.64846 231.95326 232.25806 232.56287 232.86767 262.12852 262.43332 262.73813 263.04293 263.34773 292.60859 292.91339 293.21819 293.52299 293.82779 65 66 67 68 69 172.21234 172.51715 172.82195 173.12675 173.43155 202.69241 202.99721 203.30201 203.60681 203.91161 233.17247 233.47727 233.78207 234.08687 234.39167 263.65253 263.95733 264.26213 264.56693 264.87173 294.13259 294.43739 294.74219 295.04699 295.35179 70 71 72 73 74 173.73635 174.04115 174.34595 174.65075 174.95555 204.21641 204.52121 204.82601 205.13081 205.43561 234.69647 235.00127 235.30607 235.61087 235.91567 265.17653 265.48133 265.78613 266.09093 266.39573 295.65659 295.96139 296.26619 296.57099 296.87579 75 76 77 78 79 175.26035 175.56515 175.86995 176.17475 176.47955 205.74041 206.04521 206.35001 206.65481 206.95961 236.22047 236.52527 236.83007 237.13487 237.43967 266.70053 267.00533 267.31013 267.61494 267.91974 297.18059 297.48539 297.79020 298.09500 298.39980 80 81 82 83 84 176.78435 177.08915 177.39395 177.69876 178.00356 207.26441 207.56922 207.87402 208.17882 208.48362 237.74448 238.04928 238.35408 238.65888 238.96368 268.22454 268.52934 268.83414 269.13894 269.44374 298.70460 299.00940 299.31420 299.61900 299.92380 85 86 87 88 89 178.30836 178.61316 178.91796 179.22276 179.52756 208.78842 209.09322 209.39802 209.70282 210.00762 239.26848 239.57328 239.87808 240.18288 240.48768 269.74854 270.05334 270.35814 270.66294 270.96774 300.22860 300.53340 300.83820 301.14300 301.44780 90 91 92 93 94 179.83236 180.13716 180.44196 180.74676 181.05156 210.31242 210.61722 210.92202 211.22682 211.53162 240.79248 241.09728 241.40208 241.70688 242.01168 271.27254 271.57734 271.88214 272.18694 272.49174 301.75260 302.05740 302.36220 302.66701 302.97181 95 96 97 98 99 181.35636 181.66116 181.96596 182.27076 182.57557 211.83642 212.14122 212.44602 212.75083 213.05563 242.31648 242.62129 242.92609 243.23089 243.53569 272.79655 273.10135 273.40615 273.71095 274.01575 303.27661 303.58141 303.88621 304.19101 304.49581 10 inches = .25400 metre. 11 inches = .27940 metre. 12 inches =.30480 metre. 578 CAMBRIA STEEL. EQUIVALENTS OF METRES IN FEET. Conversion factor: 1 metre = 3.280833333 feet. Metres 0 100 200 300 400 0 1 2 3 4 3.28083 6.56167 9.84250 13.12333 328.08333 331.36417 334.64500 337.92583 341.20667 656.16667 659.44750 662.72833 666.00917 669.29000 984.25000 987.53083 990.81167 994.09250 997.37333 1,312.33333 1,315.61417 1,318.89500 1,322.17583 1,325.45667 5 6 7 8 9 16.40417 19.68500 22.96533 26.24667 29.52750 344.48750 347.76833 351.04917 354.33000 357.61083 672.57083 675.85167 679.13250 682.41333 685.69417 1,000.65417 1,003.93500 1,007.21583 1,010.49667 1,013.77750 1,328.73750 1,332.01833 1,335.29917 1,338.58000 1,341.86083 10 11 12 13 14 32.80833 36.08917 39.37000 42.65083 45.93167 360.89167 364.17250 367.45333 370.73417 374.01500 688.97500 692.25583 695.53667 698.81750 702.09833 1,017.05833 1,020.33917 1,023.62000 1,026.90083 1,030.18167 1,345.14167 1,348.42250 1,351.70333 1,354.98417 1,358.26500 15 16 17 18 19 49.21250 52.49333 55.77417 59.05500 62.33583 377.29583 380.57667 383.85750 387.13833 390.41917 705.37917 708.66000 711.94083 715.22167 718.50250 ,033.45250 ,036.74333 ,040.02417 ,043.30500 ,046.58583 1,361.54583 1,364.82667 1,368.10750 1,371.38833 1,374.66917 20 21 22 23 24 65.61667 68.89750 72.17833 75.45917 78.74000 393.70000 396.98083 400.26167 403.54250 406.82333 721.78333 725.06417 728.34500 731.62583 734.90667 ,049.86667 ,053.14750 ,056.42833 ,059.70917 ,062.99000 1,377.95000 1,381.23083 1,384.51167 1,387.79250 1,391.07333 25 26 27 28 29 82.02083 85.30167 88.58250 91.86333 95.14417 410.10417 413.38500 416.66583 419.94667 423.22750 738.18750 741.46833 744.74917 748.03000 751.31083 ,066.27083 ,069.55167 ,072.83250 ,076.11333 ,079.39417 1,394.35417 1,397.63500 1,400.91583 1,404.19667 1,407.47750 30 31 32 33 34 98.42500 101.70583 104.98667 108.26750 111.54833 426.50833 429.78917 433.07000 436.35083 439.63167 754.59167 757.87250 761.15333 764.43417 767.71500 ,082.67500 ,085.95583 ,039.23667 ,092.51750 ,095.79833 1,410.75833 1,414.03917 1,417.32000 1,420.60083 1,423.88167 35 36 37 38 39 114.82917 118.11000 121.39083 124.67167 127.95250 442.91250 448.19333 449.47417 452.75500 456.03583 770.99583 774.27667 777.55750 780.83833 784.11917 ,039.07917 ,102.36000 ,105.64083 ,108.92167 ,112.20250 1,427.16250 1,430.44333 1,433.72417 1,437.00500 1,440.28583 40 41 42 43 44 131.23333 134.51417 137.79500 141.07583 144.35667 459.31567 462.59750 465.87833 469.15917 472.44000 787.40000 790.68083 793.96167 797.24250 800.52333 ,115.48333 ,118.76417 ,122.04500 ,125.32583 ,128.60667 1,443.56667 1,446.84750 1,450.12833 1,453.40917 1,456.69000 45 46 47 48 49 147.63750 150.91833 154.19917 157.48000 160.76083 475.72083 479.00167 482.28250 485.56333 488.84417 803.80417 807.08500 810.36583 813.64667 816.92750 ,131.88750 ,135.16833 ,138.44917 ,141.73000 ,145.01083 1,459.97083 1,463.25167 1,466.53250 1,469.81333 1,473.09417 CAMBRIA STEEL. 579 EQUIVALENTS OF METRES IN FEET. (Continued) Metres 0 100 200 300 400 50 51 52 53 54 164.04167 167.32250 170.60333 173.88417 177.16500 492.12500 495.40583 498.68S67 501.96750 505.24833 820.20833 823.45917 826.77000 830.05083 833.33167 1,148.29167 1,151.57250 1,154.85333 1,158.13417 1,161.41500 1,476.37500 1,479.65583 1,432.93667 1,486.21750 1,489.49833 55 56 57 58 59 180.44583 183.72667 187.00750 190.28833 193.56917 508.52917 511.81000 515.0S083 518.37167 521.65250 836.61250 839.89333 843.17417 846.45500 849.73583 1,164.69583 1,167.97667 1,171.25750 1,174.53833 1,177.81917 1,492.77917 1,496.06000 1,499.34083 1,502.62167 1,505.90250 60 61 62 63 64 196.85000 200.13083 203.41167 206.69250 209.97333 524.93333 528.21417 531.49500 534.77583 538.05667 853.01667 856.29750 859.57333 862.85917 868.14000 1,181.10000 1,184.38083 1,187.66167 1,190.94250 1,194.22333 1,509.18333 1,512.46417 1,515.74500 1,519.02583 1,522.30667 65 66 67 68 69 213.25417 216.53500 219.81583 223.09667 226.37750 541.33750 544.61833 547.89917 551.18000 554.46083 869.42083 872.70167 875.98250 879.26333 882.54417 1,197.50417 1,200.78500 1,204.06583 1,207.34667 1,210.62750 1.525.58750 1,528.86833 1,532.14917 1,535.43000 1,538.71083 70 71 72 73 74 229.65833 232.93917 236.22000 239.50083 242.78167 557.74167 561.02250 564.30333 567.58417 570.86500 885.82500 889.10583 892.38667 895.66750 898.94833 1,213.90833 1,217.18917 1,220.47000 1,223.75083 1,227.03167 1,541.99167 1,545.27250 1,548.55333 1,551.83417 1,555.11500 75 76 77 78 79 246.06250 249.34333 252.62417 255.90500 259.18583 574.14583 577.42667 580.70750 583.98S33 587.26917 902.22917 905.51000 908.79083 912.07167 915.35250 1,230.31250 1,233.59333 1,236.87417 1,240.15500 1,243.43583 1,558.39583 1,561.67667 1,564.95750 1,568.23833 1,571.51917 80 81 82 83 84 262.46667 265.74750 269.02333 272.30917 275.59000 590.55000 593.83083 597.11167 600.39250 603.67333 918.63333 921.91417 925.19500 928.47583 931.75667 1,246.71667 1,249.99750 1,253.27833 1,256.55917 1,259.84000 1,574.80000 1,578.03083 1,581.36167 1,584.64250 1,587.92333 85 86 87 88 89 278.87083 282.15167 235.43250 288.71333 291.99417 606.95417 610.23500 613.51583 616.79667 620.07750 935.03750 938.31833 941.59917 944.88000 948.16083 1,263.12083 1,286.40167 1,269.68250 1,272.96333 1,276.24417 1,591.20417 1,594.48500 1,597.76583 1,601.04667 1,604.32750 90 91 92 93 94 295.27500 298.55583 301.83667 305.11750 308.39833 623.35833 626.63917 629.92000 633.20083 636.48167 951.44167 954.72250 958.00333 961.28417 964.56500 1,279.52500 1,282.80583 1,286.08667 1,289.36750 1,292.64833 1,607.60833 1,610.88917 1,614.17000 1,617.45083 1,620.73167 95 96 97 98 99 311.67917 314.96000 318.24083 321.52167 324.80250 639.76250 643.04333 646.32417 649.60500 652.88583 967.84583 971.12667 974.40750 977.63833 980.96917 1,295.92917 1,299.21000 1,302.49083 1,305.77167 1,309.05250 1,624.01250 1,627.29333 1,630.57417 1,633.85500 1,637.13583 580 CAMBRIA STEEL. EQUIVALENTS OF METRES IN FEET. (Continued) Metres 500 600 700 800 900 0 1 2 3 4 1,640.41667 1,643.69750 1,646.97833 1,650.25917 1,653.54000 ,968.50000 ,971.78083 ,975-06167 ,978.34250 ,981.62333 2,296.58333 2,299.86417 2,303.14500 2,306.42583 2,309.70667 2,624.66667 2,627.94750 2,631.22833 2,634.50917 2,637.79000 2,952.75000 2,956.03083 2,959.31167 2,962.59250 2,965.87333 5 6 7 8 9 1,656.82083 1,660.10167 1,663.38250 1,666.66333 1,669.94417 ,984.90417 ,938.13500 1,991.46533 ,994.74867 1,998.02750 2,312.98750 2,316.26833 2,319.54917 2,322.83000 2,326.11083 2,641.07083 2,644.35167 2,647.63250 2,650.91333 2,654.19417 2,969.15417 2,972.43500 2,975.71583 2,978.99667 2,982.27750 10 11 12 13 14 1,673.22500 1,676.50583 1,679.78667 1,683.06750 1,686.34833 2,001.30833 2,004.53917 2,007.87000 2,011.15033 2,014.43167 2,329.39167 2,332.67250 2,335.95333 2,339.23417 2,342.51500 2,657.47500 2,660.75583 2,664.03667 2,667.31750 2,670.59833 2,985.55833 2,988.83917 2,992.12000 2,995.40083 2,998.68167 15 16 17 18 19 1,689.62917 1,692.91000 1,696.19033 1,699.47167 1,702.75250 2,017.71250 2,020.99333 2,024.27417 2,027.55500 2,030.83583 2,345.79583 2,349.07667 2,352.35750 2,355.63833 2,358.91917 2,673.87917 2,677.16000 2,680.44083 2,683.72167 2,687.00250 3,001.96250 3,005.24333 3,008.52417 3,011.80500 3,015.08583 20 21 22 23 24 1,706.03333 1,709.31417 1,712.59500 1,715.87583 1,719.15667 2,034.11667 2,037.39750 2,040.67833 2,043.95917 2,047.24000 2,362.20000 2,365.48083 2,368.76167 2,372.04250 2,375.32333 2,690.28333 2,693.56417 2,696.84500 2,700.12583 2,703.40667 3,018.36667 3,021.64750 3,024.92833 3,028.20917 3,031.49000 25 26 27 28 29 1,722.43750 1,725.71833 1,728.99917 1,732.28000 1,735.56083 2,050.52083 2,053.80167 2,057.08250 2,050.36333 2,063.64417 2,378.60417 2,381.88500 2,385.16583 2,388.44607 2,391.72750 2,706.68750 2,709.96833 2,713.24917 2,716.53000 2,719.81083 3,034.77083 3,038.05167 3,041.33250 3,044.61333 3,047.89417 30 31 32 33 34 1,738.84167 1,742.12250 1,745.40333 1,748.68417 1,751.96500 2,066.92500 2,070.20583 2,073.48667 2,076.76750 2,080.04833 2,395.00833 2,398.28917 2,401.57000 2,404.85083 2,408.13167 2,723.09167 2,726.37250 2,729.65333 2,732.93417 2,736.21500 3,051.17500 3,054.45583 3,057.73667 3,061.01750 3,064.29833 35 36 37 38 39 1,755.24583 1,758.52667 1,761.80750 1,765.08833 1,768.36917 2,083.32917 2,086.61000 2,089.89083 2,093.17167 2,096.45250 2,411.41250 2,414.69333 2,417.97417 2,421.25500 2,424.53583 2,739.49583 2,742.77667 2,746.05750 2,749.33833 2,752.61917 3,067.57917 3,070.86000 3,074.14083 3,077.42167 3,080.70250 40 41 42 43 44 1,771.65000 1,774.93083 1,778.21167 1,781.49250 1,784.77333 2,099.73333 2,103.01417 2,106.29500 2,109.57583 2,112.85667 2,427.81667 2,431.09750 2,434.37833 2,437.65917 2,440.94000 2,755.90000 2,759.18083 2,762.46167 2,765.74250 2,769.02333 3,083.98333 3,087.26417 3,090.54500 3,093.82583 3,097.10667 45 46 47 48 49 1,788.05417 1,791.33500 1,794.61583 1,797.89667 1,801.17750 2,116.13750 2,119.41833 2,122.69917 2,125.98000 2,129.26083 2,444.22083 2,447.50167 2,450.78250 2,454.06333 2,457.34417 2,772.30417 2,775.58500 2,778.86583 2,782.14667 2,785.42750 3,100.38750 3,103.66833 3,106.94917 3,110.23000 3,113.51083 CAMBRIA STEEL. 581 EQUIVALENTS OF METRES IN FEET. (Continued) Metres 500 600 700 800 900 50 51 52 53 54 1,804.45833 1,807.73917 1,811.02000 1,814.30083 1,817.58167 2,132.54167 2,135.82250 2,139.10333 2,142.38417 2,145.66500 2,460.62500 2,463.90583 2,467.18667 2,470.46750 2,473.74833 2,788.70833 2,791.98917 2,735.27000 2,798.55083 2,301.83167 3,116.79167 3,120.07250 3,123.35333 3,126.63417 3,129.91500 55 56 57 58 59 1,820.86250 1,824.14333 1,827.42417 1,830.70500 1,833.98583 2,148.94583 2,152.22667 2,155.50750 2,158.78833 2,162.06917 2,477.02917 2,480.31000 2,483.59083 2,486.87167 2,490.15250 2,805.11250 2,808.39333 2,811.67417 2,814.95500 2,818.23583 3,133.19583 3,136.47667 3,139.75750 3.143.03833 3,146.31917 60 61 62 63 64 1,837.26667 1,840.54750 1,843.82833 1,847.10917 1,850.39000 2,165.35000 2,168.63083 2,171.91167 2,175.19250 2,178.47333 2,493.43333 2,496.71417 2,499.99500 2,503.27583 2,506.55667 2,821.51667 2,824.79750 2,828.07833 2,831.35917 2,834.64000 3,149.60000 3,152.88083 3,156.16167 3,159.44250 3,162.72333 65 66 67 68 69 1,853.67083 1,856.95167 1,860.23250 1,863.51333 1,866.79417 2,181.75417 2,185.03500 2,188.31583 2,191.59667 2,194.87750 2,509.83750 2,513.11833 2,516.39917 2,519.68000 2,522.96083 2,837.92083 2,841.20167 2,844.43250 2,847.76333 2,851.04417 3,166.00417 3,169.28500 3,172.56583 3,175.84667 3,179.12750 70 71 72 73 74 1,870.07500 1,873.35583 1,876.63667 1,879.91750 1,883.19833 2,198.15833 2,201.43917 2,204.72000 2,208.00083 2,211.28167 2,526.24167 2,529.52250 2,532.80333 2,536.08417 2,539.36500 2,854.32500 2,857.60583 2,860.88667 2,864.16750 2,867.44833 3,182.40833 3,185.68917 3,188.97000 3,192.25083 3,195.53167 75 76 77 78 79 1,886.47917 1,889.76000 1,893.04083 1,896.32167 1,899.60250 2,214.56250 2,217.84333 2,221.12417 2,224.40500 2,227.68583 2,542.64583 2,545.92667 2,549.20750 2,552.48833 2,555.76917 2,870.72917 2,874.01000 2,877.29083 2,880.57167 2,883.85250 3,198.81250 3,202.09333 3,205.37417 3,208.65500 3,211.93583 80 81 82 83 84 1,902.88333 1,906.16417 1,909.44500 1,912.72583 1,916.00667 2,230.96667 2.234.24750 2,237.52833 2,240.80917 2,244.09000 2,559.05000 2,562.33083 2,565.61167 2,568.89250 2,572.17333 2,837.13333 2,890.41417 2,893.69500 2,896.97583 2,900.25667 3,215.21667 3,218.49750 3,221.77833 3,225.05917 3,228.34000 86 86 87 88 89 1,919.28750 1,922.56833 1,925.84917 1,929.13000 1,932.41083 2,247.37083 2,250.65167 2,253.93250 2,257.21333 2,260.49417 2,575.45417 2,578.73500 2,582.01583 2,585.29667 2,588.57750 2,903.53750 2,906.8)833 2,910.09917 2,913.38000 2,916.66083 3,231.62083 3,234.90167 3,238.18250 3,241.46333 3,244.74417 90 91 92 93 94 1,935.69167 1,938.97250 1,942.25333 1,945.53417 1,948.81500 2,263.77500 2,267.05583 2,270.33667 2,273.61750 2,276.89833 2,591.85833 2,595.13917 2,598.42000 2,601.70083 2,604.98167 2,919.94167 2,923.22250 2,926.50333 2,929.78417 2,933.06500 3,248.02500 3,251.30583 3,254.58667 3,257.86750 3,261.14833 95 96 97 98 99 1,952.09583 1,955.37667 1,958.65750 1,961.93833 1,965.21917 2,280.17917 2,283.46000 2,286.74083 2,290.02167 2,293.30250 2,608.26250 2,611.54333 2,614.82417 2,618 10500 2,621.38583 2,936.34583 2,939.62667 2,942.90750 2,946.18833 2,949.46917 3,264.42917 3,267.71000 3,270.99083 3,274.27167 3,277.55250 582 CAMBRIA STEEL. EQUIVALENTS OF AVOIRDUPOIS POUNDS IN KILOGRAMS. Conversion Factor: 1 avoirdupois pound =0.4535924277 kilogram. Pounds 0 100 200 300 400 45.35924 90.71849 136.07773 181.43697 .45359 45.81284 91.17208 136.53132 181.89056 .90718 46.26643 91.62567 136.98491 182.34416 1.36078 46.72002 92.07926 137.43851 182.79775 1.81437 47.17361 92.53286 137.89210 183.25134 2.26796 47.62720 92.98845 138.34569 183.70493 2.72155 48.08080 93.44004 138.79928 184.15853 3.17515 48.53439 93.89363 139.25283 184.61212 3.62874 48.98798 94.34722 139.70647 185.06571 4.08233 49.44157 94.80082 140.16006 185.51930 10 4.53592 49.89517 95.25441 140.61365 185.97290 11 4.98952 50.34876 95.70800 141.06725 186.42649 12 5.44311 50.80235 96.16159 141.52084 186.88008 13 5.89670 51.25594 96.61519 141.97443 187.33367 14 6.35029 51.70954 97.06878 142.42802 187.78727 15 6.80389 52.16313 97.52237 142.88161 188.24086 16 7.25748 52.61672 97.97596 143.33521 188.69445 17 7.71107 53.07031 98.42956 143.78880 189.14804 18 8.16466 53.52391 98.88315 144.24239 189.60183 19 8.61826 53.97750 99.33674 144.69598 190.05523 20 9.07185 54.43109 99.79033 145.14958 190.50382 21 9.52544 54.88468 100.24393 145.60317 190.96241 22 9.97903 55.33823 100.69752 146.05676 191.41600 23 10.43263 55.79187 101.15111 146.51035 191.86960 24 10.88622 56.24546 101.60470 146.96395 192.32319 25 11.33981 56.69905 102.05830 147.41754 192.77678 26 11.79340 57.15265 102.51189 147.87113 193.23037 27 12.24700 57.60624 102.96548 148.32472 193.68397 28 12.70059 58.05983 103.41907 148.77832 194.13756 29 13.15418 58.51342 103.87267 149.23191 194.59115 30 13.60777 58.96702 104.32626 149.68550 195.04474 31 14.06137 59.42061 104.77985 150.13909 195.49834 32 14.51496 59.87420 105.23344 150.59269 195.95193 33 14.96855 60.32779 105.68704 151.04628 196.40552 34 15.42214 60.78139 106.14063 151.49987 196.85911 35 15.87573 61.23498 106.59422 151.95346 197.31271 36 16.32933 61.68857 107.04781 152.40706 197.76630 37 16.78292 62.14216 107.50141 152.86065 198.21989 38 17.23651 62.59576 107.95500 153.31424 198.67348 39 17.69010 63.04935 108.40859 153.76783 199.12708 40 18.14370 63.50294 108.86218 154.22143 199.58067 41 18.59729 63.95653 109.31578 154.67502 200.03426 42 19.05088 64.41012 109.76937 155.12861 200.48785 43 19.50447 64.86372 110.22296 155.58220 200.94145 44 19.95807 65.31731 110.67655 156.03580 201.39504 45 20.41166 65.77090 111.13014 156.48939 201.84863 46 20.86525 68.22449 111.58374 156.94293 202.30222 47 21.31884 66.67809 112.03733 157.39657 202.75582 48 21.77244 67.13168 112.49092 157.85016 203.20941 49 22.22603 67.58527 112.94451 158.30376 203.66300 1 oz. = . 028350 kg. 2 oz. = . 056699 kg. 3 oz. = . 085049 kg. 4 oz.-. 11 3398 kg. CAMBRIA STEEL. 583 EQUIVALENTS OF AVOIRDUPOIS POUNDS IN KILOGRAMS. (Continued) Pounds 0 100 200 300 400 50 22.67962 68.03886 113.39811 158.75735 204.11659 51 23.13321 68.49246 113.85170 159.21094 204.57018 52 23.58681 68.94605 114.30529 159.66453 205.02378 53 24.04040 69.39964 114.75888 160.11813 205.47737 54 24.49399 69.85323 115.21248 160.57172 205.93096 55 24.94758 70.30683 115.66607 161.02531 206.38455 56 25.40118 70.76042 116.11966 161.47890 206.83815 57 25.85477 71.21401 116.57325 161.93250 207.29174 58 26.30836 71.66760 117.02685 162.38609 207.74533 59 26.76195 72.12120 117.48044 162.83968 208.19892 60 27.21555 72.57479 117.93403 163.29327 208.65252 61 27.66914 73.02838 118.38762 163.74687 209.10611 62 28.12273 73.48197 118.84122 164.20046 209.55970 63 28.57632 73.93557 119.29481 164.65405 210.01329 64 29.02992 74.38916 119.74840 165.10764 210.46689 65 29.48351 74.84275 120.20199 165.56124 210.92048 66 29.93710 75.29634 120.65559 166.01483 211.37407 67 30.39069 75.74994 121.10918 166.46842 211.82766 68 30.84429 76.20353 121.56277 166.92201 212.28126 69 31.29788 76.65712 122.01636 167.37561 212.73485 70 31.75147 77.11071 122.46996 167.82920 213.18844 71 32.20506 77.56431 122.92355 168.28279 213.64203 72 32.65865 78.01790 123.37714 168.73638 214.09563 73 33.11225 78.47149 123.83073 169.18998 214.54922 74 33.56584 78.92509 124.28433 169.64357 215.00281 75 34.01943 79.37867 124.73792 170.09716 215.45640 76 34.47302 79.83227 125.19151 170.55075 215.91000 77 34.92662 80.28586 125.64510 171.00435 216.36359 78 35.38021 80.73945 126.09869 171.45794 216.81718 79 35.83380 81.19304 126.55229 171.91153 217.27077 80 36.28739 81.64664 127.00588 172.36512 217.72437 81 36.74099 82.10023 127.45947 172.81871 218.17796 82 37.19458 82.55382 127.91306 173.27231 218.63155 83 37.64817 83.00741 128.36666 173.72590 219.08514 84 38.10176 83.46101 128.82025 174.17949 219.53874 85 38.55536 83.91460 129.27384 174.63308 219.99233 86 39.00895 84.36819 129.72743 175.08668 220.44592 87 39.46254 84.82178 130.18103 175.54027 220.89951 88 39.91613 85.27538 130.63462 175.99386 221.35310 89 40.36973 85.72897 131.08821 176.44745 221.80670 90 40.82332 86.18256 131.54180 176.90105 222.26029 91 41.27691 86.63615 131.99540 177.35464 222.71388 92 41.73050 87.08975 132.44899 177.80823 223.16747 93 42.18410 87.54334 132.90253 178.26182 223.62107 94 42.63769 87.99693 133.35617 178.71542 224.07466 95 43.09128 88.45052 133.80377 179.16901 224.52825 96 43.54487 88.90412 134.2S336 179.62260 224.98184 97 43.99847 89.35771 134.71695 180.07619 225.43544 98 44.45206 89.81130 135.17054 180.52979 225.88903 99 44.90565 90.26439 135.62414 180.98338 226.34262 5 oz. = . 141748kg. 0 oz.-. 170097 kg. 7 oz. = .198447 kg. 8 oz. = .226796 kg. 584 CAMBRIA STEEL. EQUIVALENTS OF AVOIRDUPOIS POUNDS IN KILOGRAMS. (Continued) Pounds 500 600 700 800 900 0 226.79621 272.15546 317.51470 362.87394 408.23318 1 227.24981 272.60905 317.96829 363.32753 408.68678 2 227.70340 273.06264 318.42183 363.78113 409.14037 3 228.15699 273.51623 318.87548 364.23472 409.59396 4 228.61058 273.96983 319.32907 364.68831 410.04755 5 223.06418 274.42342 319.78266 365.14190 410.50115 6 229.51777 274.87701 320.23625 365.59550 410.95474 7 229.9713S 275.33060 320.68985 366.04909 411.40833 8 230.42495 275.78420 321.14344 366.50268 411.86192 9 230.87855 276.23779 321.59703 366.95627 412.31552 10 231.33214 276.69138 322.05062 367.40987 412.76911 11 231.78573 277.14497 322.50422 367.86346 413.22270 12 232.23932 277.59857 322.95781 368.31705 413.67629 13 232.69292 278.05216 323.41140 368.77064 414.12989 14 233.14651 278.50575 323.86499 369.22424 414.58348 15 233.60010 278.95934 324.31859 369.67783 415.03707 16 234.05369 279.41294 324.77218 370.13142 415.49066 17 234.50729 279.86653 325.22577 370.58501 415.94426 18 234.96088 280.32012 325.67936 371.03861 416.39785 19 235.41447 280.77371 326.13296 371.49220 416.85144 20 235.86806 281.22731 326.58655 371.94579 417.30503 21 238.32165 281.68090 327.04014 372.39938 417.75863 22 236.77525 282.13449 327.49373 372.85298 418.21222 23 237.22884 282.58808 327.94733 373.30657 418.66581 24 237.68243 283.04167 328.40092 373.76016 419.11940 25 238.13602 283.49527 328.85451 374.21375 419.57300 26 238.58962 283.94886 329.30810 374.66735 420.02659 27 239.04321 284.40245 329.76169 375.12094 420.48018 28 239.49689 284.85604 330.21529 375.57453 420.93377 29 239.95039 285.30964 330.66888 376.02812 421.38737 30 240.40399 285.76323 331.12247 376.48171 421.84096 31 240.85758 286.21682 331.57606 376.93531 422.29455 32 241.31117 286.67041 332.02966 377.38890 422.74814 33 241.76476 287.12401 332.48325 377.84249 423.20174 34 242.21836 287.57760 332.93684 378.29608 423.65533 35 242.67195 288.03119 333.39043 378.74968 424.10892 36 243.12554 288.48478 333.84403 379.20327 424.56251 37 243.57913 288.93838 334.29762 379.65686 425.01610 38 244.03273 289.39197 334.75121 380.11045 425.46970 39 244.48632 289.84556 335.20480 380.56405 425.92329 40 244.93991 290.29915 335.65840 381.01764 426.37688 41 245.39350 290.75275 336.11199 381.47123 426.83047 42 245.84710 291.20634 336.56558 381.92482 427.28407 43 246.30069 291.65993 337.01917 382.37842 427.73766 44 246.75428 292.11352 337.47277 382.83201 428.19125 45 247.20787 292.56712 337.92636 383.28560 428.64484 46 247.66147 293.02071 338.37995 383.73919 429.09844 47 248.11506 293.47430 338.83354 384.19279 429.55203 48 248.56865 293.92789 339.28714 384.64638 430.00562 49 249.02224 294.38149 339.74073 385.09997 430.45921 9 oz. = . 255146kg. 10 oz. = . 283495 kg. 11 oz. = .311845kg. 12oz. = .340194kg. CAMBRIA STEEL. 585 EQUIVALENTS OF AVOIRDUPOIS POUNDS IN KILOGRAMS. (Continued) Pounds 500 600 700 800 900 50 249.47584 294.83508 340.19432 385.55356 430.91281 51 249.92943 295.28867 340.64791 386.00716 431.36640 52 250.38302 295.74226 341.10151 386.46075 431.81939 53 250.83661 296.19586 341.55510 386.91434 432.27358 54 251.29020 296.64945 342.00869 387.36793 432.72718 55 251.74380 297.10304 342.46228 387.82153 433.18077 56 252.19739 297.55663 342.91588 388.27512 433.63436 57 252.65098 298.01022 343.36947 388.72871 434.08735 58 253.10457 298.46382 343.8230S 333.18230 434.54155 59 253.55817 238.91741 344.27665 389.63590 434.99514 60 254.01176 299.37100 344.73025 390.08949 435.44873 61 254.46535 299.82459 345.18384 390.54308 435.90232 62 254.91894 300.27819 345.63743 390.99667 436.35592 63 255.37254 300.73178 346.09102 391.45027 436.80951 64 255.82613 301.18537 346.54461 391.90386 437.26310 65 256.27972 301.63896 346.99821 392.35745 437.71669 66 256.73331 302.09256 347.45180 392.81104 438.17029 67 257.18691 302.54615 347.90539 393.26463 438.62388 68 257.64050 302.99974 343.35898 393.71823 439.07747 69 258.09409 303.45333 348.81253 394.17182 439.53105 70 258.54768 303.90693 349.26617 394.62541 439.98465 71 259.00128 304.36052 349.71970 335.07900 440.43825 72 259.45487 304.81411 350.17335 395.53260 440.89184 73 259.90846 305.26770 350.62695 395.98619 441.34543 74 260.36205 305.72130 351.08054 396.43978 441.79902 75 260.81565 306.17489 351.53413 396.89337 442.25262 76 261.26924 306.62848 351.98772 397.34697 442.70621 77 261.72283 307.08207 352.44132 397.80056 443.15980 78 262.17642 307.53567 352.89491 398.25415 443.61339 79 262.63002 307.98926 353.34850 398.70774 444.06699 80 263.08361 308.44285 353.80203 399.16134 444.52058 81 263.53720 308.89644 354.25569 399.61493 444.97417 82 263.99079 309.35004 354.70928 400.06852 445.42776 83 264.44439 309.80363 355.16287 400.52211 445.88136 84 264.89798 310.25722 355.61646 400.97571 446.33495 85 265.35157 310.71081 356.07006 401.42930 446.78854 86 265.80516 311.16441 356.52365 401.88289 447.24213 87 266.25876 311.61800 356.97724 402.33648 447.69573 88 266.71235 312.07159 357.43083 402.79008 448.14932 89 267.16594 312.52518 357.88443 403.24367 448.60291 90 267.61953 312.97878 358.33802 403.69726 449.05650 91 268.07312 313.43237 358.79161 404.15085 449.51010 92 268.52672 313.88596 359.24520 404.60445 449.96369 93 268.98031 314.33955 359.69880 405.05804 450.41728 94 269.43390 314.79314 360.15239 405.51163 450.87087 95 268.88749 315.24674 360.60598 405.96522 451.32447 96 270.34109 315.70033 361.05957 406.41882 451.77806 97 270.79468 316.15392 361.51316 406.87241 452.23165 98 271.24827 316.60751 361.96676 407.32600 452.68524 99 271.70186 317.06111 362.42035 407.77959 453.13884 13oz.=.368544kg. 14 oz. = . 396893 kg. 15 oz. =.425243 kg. 16 oz. = . 453593 kg. 586 CAMBRIA STEEL. EQUIVALENTS OF KILOGRAMS IN AVOIRDUPOIS POUNDS. Conversion factor: 1 kilogram =2.204622341 avoirdupois pounds. Kilos O 100 200 300 400 0 1 2 3 4 2.2046 4.4092 6.6139 8.8185 220.4622 222.6669 224.8715 227.0761 229.2807 440.9245 443.1291 445.3337 447.5383 - 449.7430 661.3867 663.5913 665.7959 668.0006 670.2052 881.8489 884.0536 886.2582 888.4628 890.6674 5 6 7 8 9 11.0231 13.2277 15.4324 17.6370 19.8416 231.4853 233.6900 235.8946 238.0992 240.3038 451.9476 454.1522 456.3568 458.5614 460.7661 672.4038 674.6144 676.8191 679.0237 681.2283 892.8720 895.0767 897.2813 899.4859 901.6905 10 11 12 13 14 22.0462 24.2508 26.4555 28.6601 30.8647 242.5085 244.7131 246.9177 249.1223 251.3269 462.9707 465.1753 467.3799 469.5846 471.7892 683.4329 685.6375 687.8422 690.0468 692.2514 903.8952 906.0998 908.3044 910.5090 912.7136 15 16 17 18 19 33.0693 35.2740 37.4786 39.6832 41.8878 253.5316 255.7362 257.9408 260.1454 262.3501 473.9938 476.1984 478.4030 480.6077 482.8123 694.4560 696.6607 698.8653 701.0699 703.2745 914.9183 917.1229 919.3275 921.5321 923.7368 20 21 22 23 24 44.0924 46.2971 48.5017 50.7063 52.9109 264.5547 266.7593 268.9639 271.1685 273.3732 485.0169 487.2215 489.4262 491.6308 493.8354 705.4791 707.6838 709.8884 712.0930 714.2976 925.9414 928.1460 930.3506 932.5553 934.7599 25 26 27 28 29 55.1156 57.3202 59.5248 61.7294 63.9340 275.5778 277.7824 279.9870 282.1917 284.3963 496.0400 498.2446 500.4493 502.6539 504.8585 716.5023 718.7069 720.9115 723.1161 725.3208 936.9645 939.1691 941.3737 943.5784 945.7830 30 31 32 33 34 66.1387 68.3433 70.5479 72.7525 74.9572 286.6009 288.8055 291.0101 293.2148 295.4194 507.0631 509.2678 511.4724 513.6770 515.8816 727.5254 729.7300 731.9346 734.1392 736.3439 947.9876 950.1922 952.3969 954.6015 956.8061 35 36 37 38 39 77.1618 79.3664 81.5710 83.7756 85.9803 297.6240 299.8286 302.0333 304.2379 306.4425 518.0863 520.2909 522.4955 524.7001 526.9047 738.5485 740.7531 742.9577 745.1624 747.3670 959.0107 961.2153 963.4200 965.6246 967.8292 40 41 42 43 44 88.1849 90.3895 92.5941 94.7988 97.0034 308.6471 310.8518 313.0564 315.2610 317.4656 529.1094 531.3140 533.5186 535.7232 537.9279 749.5716 751.7762 753.9808 756.1855 758.3901 970.0338 972.2385 974.4431 . 976.6477 978.8523 45 46 47 48 49 99.2080 101.4126 103.6173 105.8219 108.0265 319.6702 321.8749 324.0795 326.2841 328.4887 540.1325 542.3371 544.5417 546.7463 648.9510 760.5947 762.7993 765.0040 767.2086 769.4132 981.0569 983.2616 985.4662 987.6708 989.8754 CAMBRIA STEEL. 587 EQUIVALENTS OF KILOGRAMS IN AVOIRDUPOIS POUNDS. (Continued) Kilos 0 100 200 , 300 400 50 51 52 53 54 110.2311 112.4357 114.6404 116.8450 119.0496 330.6934 332.8980 335.1026 337.3072 339.5118 551.1556 553.3602 555.5648 557.7695 559.9741 771.6178 773.8224 776.0271 778.2317 780.4363 992.0801 994.2847 996.4893 998.6939 1,000.8985 55 56 57 58 59 121.2542 123.4589 125.6635 127.8681 130.0727 341.7165 343.9211 346.1257 348.3303 350.5350 562.1787 564.3833 566.5879 568.7926 570.9972 782.6409 784.8456 787.0502 789.2548 791.4594 1,003.1032 1,005.3078 1,007.5124 1,009.7170 1,011.9217 60 61 62 63 64 132.3773 134.4820 136.6866 138.8912 141.0958 352.7396 354.9442 357.1488 359.3534 361.5581 573.2018 575.4064 577.6111 579.8157 582.0203 793.6640 795.8687 798.0733 800.2779 802.4825 1,014.1263 1,016.3309 1,018.5355 1,020.7401 1,022.9448 65 66 67 68 69 143.3005 145.5051 147.7097 149.9143 152.1189 363.7627 365.9873 368.1719 370.3766 371.5812 584.2249 586.4295 588.6342 590.8388 593.0434 804.6872 806.8918 809.0964 811.3010 813.5056 1,025.1494 1,027.3540 1,029.5586 1,031.7633 1,033.9679 70 71 •72 73 74 154.3236 156.5282 158.7328 160.9374 163.1421 374.7858 376.9904 379.1950 381.3997 383.6043 595.2480 597.4527 599.6573 601.8619 604.0665 815.7103 817.9149 820.1195 822.3241 824.5288 1,036.1725 1,038.3771 1,040.5817 1,042.7864 1,044.9910 75 76 77 78 79 165.3467 167.5513 169.7559 171.9605 174.1652 385.8089 388.0135 390.2182 392.4228 394.6274 606.2711 608.475S 610.6804 612.8850 615.0896 826.7334 828.9380 831.1426 833.3472 835.5519 1,047.1956 1,049.4002 1,051.6049 1,053.8095 1,056.0141 80 81 82 83 84 176.3698 178.5744 180.7790 182.9837 185.1883 396.8320 399.0366 401.2413 403.4459 405.6505 617.2943 619.4989 621.7035 623.9081 626.1127 837.7565 839.9611 842.1657 844.3704 846.5750 1,058.2187 1,060.4233 1,062.6280 1,064.8326 1,067.0372 85 86 87 88 89 187.3929 189.5975 191.8021 194.0068 196.2114 407.8551 410.0598 412.2644 414.4690 416.6736 628.3174 630.5220 632.7266 634.9312 637.1359 848.7796 850.9842 853.1888 855.3935 857.5981 1,069.2418 1,071.4465 1,073.6511 1,075.8557 1,078.0603 90 91 92 93 94 198.4160 200.6206 202.8253 205.0299 207.2345 418.8782 421.0829 423.2875 425.4921 427.6967 639.3405 641.5451 643.7497 645.9543 648.1590 859.8027 862.0073 864.2120 866.4166 868.6212 1,080.2649 1,082.4696 1,084.6742 1,086.8788 1,089.0834 95 96 97 98 99 209.4391 211.6437 213.8484 216.0530 218.2576 429.9014 432.1060 434.3106 436.5152 438.7198 650.3636 652.5682 654.7728 656.9775 659.1821 870.8258 873.0304 875.2351 877.4397 879.6443 1,091.2881 1,093.4927 1,095.6973 1,097.9019 1,100.1065 588 CAMBRIA STEEL. EQUIVALENTS OF KILOGRAMS IN AVOIRDUPOIS POUNDS. (Continued) Kilos 500 600 700 800 900 0 1 2 3 4 1,102.3112 1,104.5158 1,106.7204 1,108.9250 1,111.1297 1,322.7734 1,324.9780 1,327.1826 1,329.3873 1,331.5919 1,543.2356 1,545.4403 1,547.6449 1,549.8495 1,552.0541 1,763.6979 1,765.9025 1,768.1071 1,770.3117 1,172.5164 1,984.1601 ,986.3647 ,988.5694 ,990.7740 ,992.9786 ! 5 6 f 7 j 8 t 9 1,113.3343 1,115.5389 1,117.7435 1,119.9481 1,122.1528 1,333.7965 1,336.0011 1,338.2058 1,340.4104 1,342.6150 1,554.2588 1,556.4634 1,558.6680 1,560.8726 1,563.0772 1,774.7210 1,776.9256 1,779.1302 1,781.3343 1,783.5395 ,995.1832 ,997.3878 1,999.5925 2,001.7971 2,004.0017 10 11 12 13 14 1,124.3574 1,126.5620 1,128.7666 1,130.9713 1,133.1759 1,344.8196 1,347.0243 1,349.2289 1,351.4335 1,353.6381 1,565.2819 1,567.4865 1,569.6911 1,571.8957 1,574.1004 1,785.7441 1,787.9487 1,790.1533 1,792.3580 1,794.5626 2,006.2063 2,008.4110 2,010.6156 2,012.8202 2,015.0248 15 16 17 18 19 1,135.3805 1,137.5851 1,139.7898 1,141.9944 1,144.1990 1,355.8427 1,358.0474 1,360.2520 1,362.4566 1,364.6612 1,576.3050 1,578.5096 1,580.7142 1,582.9188 1,585.1235 1,796.7672 1,798.9718 1,801.1765 1,803.3811 1,805.5857 2,017.2294 2,019.4341 2,021.6387 2,023.8433 2,026.0479 20 21 22 23 24 1,146.4036 1,148.6082 1,150.8129 1,153.0175 1,155.2221 1,366.8659 1,369.0705 1,371.2751 1,373.4797 1,375.6843 1,587.3281 1,589.5327 1,591.7373 1,593.9420 1,596.1466 1,807.7903 1,809.9949 1,812.1996 1,814.4042 1,816.6088 2,028.2526 2,030.4572 2,032.6618 2,034.8664 2,037.0710 25 26 27 28 29 1,157.4267 1,159.6314 1,161.8360 1,164.0406 1,166.2452 1,377.8890 1,380.0936 1,382.2982 1,384.5028 1,386.7075 1,598.3512 1,600.5558 1,602.7604 1,604.9651 1,607.1697 1,818.8134 1,821.0181 1,823.2227 1,825.4273 1,827.6319 2,039.2757 2,041.4803 2,043.6849 2,045.8895 2,048.0942 30 31 32 33 34 1,168.4498 1,170.6545 1,172.8591 1,175.0637 1,177.2683 1,388.9121 1,391.1167 1,393.3213 1,395.5259 1,397.7306 1,609.3743 1,611.5789 1,613.7836 1,615.9882 1,618.1928 1,829.8365 1,832.0412 1,834.2458 1,836.4504 1,838.6550 2,050.2988 2,052.5034 2,054.7080 2,056.9126 2,059.1173 35 36 37 38 39 1,179.4730 1,181.6776 1,183.8822 1,186.0868 1,188.2914 1,399.9352 1,402.1398 1,404.3444 1,406.5491 1,408.7537 1,620.3974 1,622.6020 1,624.8067 1,627.0113 1,629.2159 1,840.8597 1,843.0643 1,845.2689 1,847.4735 1,849.6781 2,061.3219 2,063.5265 2,065.7311 2,067.9358 2,070.1404 40 41 42 43 44 1,190.4961 1,192.7007 1,194.9053 1,197.1099 1,199.3146 1,410.9583 1,413.1629 1,415.3675 1,417.5722 1,419.7768 1,631.4205 1,633.6252 1,635.8298 1,638.0344 1,640.2390 1,851.8828 1,854.0874 1,856.2920 1,858.4966 1,860.7013 2,072.3450 2,074.5496 2,076.7542 2,078.9589 2,081.1635 45 46 47 48 49 1,201.5192 1,203.7238 1,205.9284 1,208.1330 1,210.3377 1,421.9814 1,424.1860 1,426.3907 1,428.5953 1,430.7999 1,642.4436 1,644.6483 1,646.8529 1,649.0575 1,651.2621 1,862.9059 1,865.1105 1,867.3151 1,869.5197 1,871.7244 2,083.3681 2,085.5727 2,087.7774 2,089.9820 2,092.1866 CAMBRIA STEEL. 589 EQUIVALENTS OF KILOGRAMS IN AVOIRDUPOIS POUNDS. (Continued) Kilos 500 600 700 800 900 50 51 52 53 54 1,212.5423 1,214.7469 1,216.9515 1,219.1562 1,221.3603 1,433.0045 1,435.2091 1,437.4138 1,439.6184 1,441.8230 1,653.4668 1,655.6714 1,657.8760 1,660.0806 1,662.2852 1,873.9290 1,876.1336 1,878.3382 1,880.5429 1,882.7475 2,094.3912 2,096.5958 2,098.8005 2,101.0051 2,103.2097 55 56 57 58 59 1,223.5654 1,225.7700 1,227.9746 1,230.1793 1,232.3839 1,444.0276 1,446.2323 1,448.4369 1,450.6415 1,452.8461 1,664.4899 1,666.6945 1,668.8991 1,671.1037 1,673.3084 1,884.9521 1,887.1567 1,889.3613 1,891.5660 1,893.7706 2,105.4143 2,107.6190 2,109.8236 2,112.0282 2,114.2328 60 61 62 63 64 1,234.5885 1,236.7931 1,238.9978 1,241.2024 1,243.4070 1,455.0507 1,457.2554 1,459.4600 1,461.6646 1,463.8692 ,675.5130 ,677.7176 ,679.9222 ,682.1268 ,684.3315 1,895.9762 1,898.1798 1,900.3845 1,902.5891 1,904.7937 2,116.4374 2,118.6421 2,120.8467 2,123.0513 2,125.2559 65 66 67 68 69 1,245.6116 1,247.8162 1,250.0209 1,252.2255 1,254.4301 1,466.0739 1,468.2785 1,470.4831 1,472.6877 1,474.8923 ,686.5361 ,688.7407 ,690.9453 ,693.1500 1,695.3546 1,906.9983 1,909.2029 1,911.4076 1,913.6122 1,915.8168 2,127.4606 2,129.6652 2,131.8698 2,134.0744 2,136.2790 70 71 72 73 74 1,256.6347 1,258.8394 1,261.0440 1,263.2486 1,265.4532 1,477.0970 1,479.3016 1,481.5062 1,483.7108 1,485.9155 1,697.5592 1,699.7638 1,701.9684 1,704.1731 1,706.3777 1,918.0214 1,920.2261 1,922.4307 1,924.6353 1,926.8399 2,138.4837 2,140.6883 2,142.8929 2,145.0975 2,147.3022 75 76 77 78 79 1,267.6578 1,269.8625 1,272.0671 1,274.2717 1,276.4763 1,488.1201 1,490.3247 1,492.5293 1,494.7339 1,496.9386 1,708.5823 1,710.7869 1,712.9916 1,715.1962 1,717.4008 1,929.0445 1,931.2492 1,933.4538 1,935.6584 1,937.8630 2,149.5068 2,151.7114 2,153.9160 2,156.1206 2,158.3253 80 81 82 83 84 1,278.6810 1,280.8856 1,283.0902 1,285.2948 1,287.4994 ,499.1432 ,501.3478 ,503.5524 ,505.7571 ,507.9617 1,719.6054 1,721.8100 1,724.0147 1,726.2193 1,728.4239 1,940.0677 1,942.2723 1,944.4769 1,946.6815 1,948.8861 2,160.5299 2,162.7345 2,164.9391 2,167.1438 2,169.3484 85 86 87 88 89 1,289.7041 1,291.9087 1,294.1133 1,296.3179 1,298.5226 ,510.1663 ,512.3709 ,514.5755 ,516.7802 ,518.9848 1,730.6285 1,732.8332 1,735.0378 1,737.2424 1,739.4470 1,951.0908 1,953.2954 1,955.5000 1,957.7046 1,959.9093 2,171.5530 2,173.7576 2,175.9623 2,178.1669 2,180.3715 90 91 92 93 94 1,300.7272 1,302.9318 1,305.1364 1,307.3410 1,309.5457 ,521.1894 ,523.3940 ,525.5987 ,527.8033 1,530.0079 1,741.6516 1,743.8563 1,746.0609 1,748.2655 1,750.4701 1,962.1139 1,964.3185 1,966.5231 1,968.7278 1,970.9324 2,182.5761 2,184.7807 2,186.9854 2,189.1900 2,191.3946 95 96 97 98 99 1,311.7503 1,313.9549 1,316.1595 1,318.3642 1,320.5688 1,532.2125 1,534.4171 1,536.6218 1,538.8264 1,541.0310 ,752.6748 ,754.8794 ,757.0840 ,759.2886 ,761.4933 1,973.1370 1,975.3416 1,977.5462 1,979.7509 1,981.9555 2,193.5992 2,195.8039 2,198.0085 2,200.2131 2,202.4177 590 CAMBRIA STEEL. COMPARISON OF THE VARIOUS TONS AND POUNDS IN USE IN THE UNITED STATES. (See Pages 562, 563, 582, 586) Troy Pounds Avoirdupois Pounds Kilograms Short Tons long Tons Metric Tons 1 .822 857 .373 24 .000 411 43 .000 367 35 .000 373 24 1.645 71 .746 48 .000 822 88 .000 734 69 .000 746 48 3 2.468 57 1.119 73 .001 234 29 .001 102 04 .001 119 73 4 3.291 43 1.492 97 .001 645 71 .001 469 39 .001 492 97 ej 4.114 29 1.866 21 .002 057 14 .001 836 73 .001 866 21 a 4.937 14 2.239 45 .002 468 57 .002 204 08 .002 239 45 17 5.760 00 2.612 69 .002 830 00 .002 571 43 .002 612 69 g 6.582 86 2.985 93 .003 291 43 .002 938 78 .002 985 93 9 7.405 71 3.359 18 .003 702 86 .003 306 12 .003 359 18 1.215 23 1 .453 59 .0005 .000 446 43 .000 453 59 2.430 56 2 .907 18 .0010 .000 892 86 .000 907 18 3.645 83 3 1.360 78 .0015 .001 339 29 .001 360 78 4.861 11 i 1.814 37 .0020 .001 785 71 .001 814 37 6.076 39 5 2.267 96 .0025 .002 232 14 .002 267 96 7.291 67 6 2.721 55 .0030 .002 678 57 .002 721 55 8.506 94 7 3.175 15 .0035 .003 125 00 .003 175 15 9.722 22 3.62874 .0040 .003 571 43 .003 628 74 10.937 50 9 4.082 33 .0045 .004 017 86 .004 082 33 2.679 23 2.204 62 1 .001 102 31 .000 984 21 .001 5.358 46 4.409 24 .002 204 62 .001 968 41 .002 8.037 69 6.613 87 3 .003 306 93 .002 952 62 .003 10.716 91 8.818 49 4 .004 409 24 .003 936 83 .004 13.937 50 11.023 11 g .005 511 56 .004 921 03 .005 16.075 37 13.227 73 (5 .006 613 87 .005 905 24 .006 18.754 60 15.432 36 ij' .007 716 18 .006 889 44 .007 21.433 83 17.636 98 g .008 818 49 .007 873 65 .008 24.113 06 19.841,60 9 .009 920 80 .008 857 86 .009 2430.56 2000 907.18 1 .892 87 .907 18 4861.11 4000 1814.37 2.032 09 8166.67 6720 3048.14 3.36 g 3.048 14 10 888.89 8960 4064.19 4.48 4 4.064 19 13 611.11 11200 5080.24 5.60 5.080 24 16 333.33 13440 6096.28 6.72 6.096 28 19 055.56 15 680 7112.32 7.84 7 7.112 32 21 777.78 17920 8128.33 8.96 8 8.128 38 24 500.00 20 160 9144.42 10.08 9 9.144 42 2679.23 2204.62 1000 1.10231 .984 21 1 5358.46 4409.24 2000 2.204 62 1.96841 8037.69 6613.87 3000 3.306 93 2.952 62 3 10 716.91 8818.49 4000 4.409 24 3.936 83 4 13 937.50 11 023.11 5000 5.511 56 4.921 03 5 16 075.37 13 227.73 6000 6.613 87 5.905 24 6 18 754.60 15 432.36 7000 7.716 18 6.889 44 7 21 433.83 17 636.98 8000 8.818 49 7.873 65 8 24 113.06 19 841.60 9000 9.920 80 8.857 86 9 CAMBRIA STEEL. 591 INDEX. PAGE ANGLES, bulb, cuts of sections of 20-23 ' properties of 192-195 4 weights and dimensions of 45, 46 connection, for I-beams and channels, cuts of " notes on 52, 56 tables of 54-61 location of 54, 55 cuts of sections of special, equal and unequal legs standard, equal legs unequal legs 18 bulb and top guard angles 20, 23 explanation of tables of properties of maximum sizes of rivets, and spacing of rivet and bolt holes in 62, 356 properties of special, equal legs 202, 203 unequal legs 208, 209 standard, equal legs 198-201 unequal legs 204-207 radii of gyration for two, back to back 215-217 tables of safe loads for, used as beams 138-159 notes on 95-103 weights and dimensions of special, equal legs 50 " unequal legs 51 standard, equal legs 48 " unequal legs 49, 50 APOTHECARIES' weight 558 ARCHES, notes and tables for spacing tie rods for tile 76, 77 " of floor, end construction * of material for fireproof floor 68, 69 8 on thrust of 75, 78-81 " " tie rods to withstand thrust of terra-cotta floor, explanation of tables of " flat and segmental, tables of 71-73 tests and breaking loads for hollow tile floor 74 weights of hollow brick and tile floor 69 segmental floor 69 AREAS in mensuration 551 method of increasing sectional 26 of circles 487-509 " for diameters greater than one hundred 499 flat rolled steel bars 468-473 hollow cast iron columns 302, 303 rivet holes, to be deducted to obtain net areas of plates . . . 356, 357 square and round bars 451, 457 various sections, formulae for 168-175 for standard sections 166, 167 ATLANTA, extracts from building laws of 328-349 AVOIRDUPOIS pounds equivalents in kilograms 582 weight 558 BALTIMORE, extracts from building laws of 328-349 BAND or hoop steel, table of weights of 474 BANDS, light, dimensions of 33 BARS, eye . * flat, dimensions of upset screw ends for 376 • rolled steel.areasof 468-473 " notes on areas of 473 " " weights of 486 * weights of 475-486 lattice, sizes of and rivet spacing in, for latticed channel columns 272, 273 round and square, dimensions of upset screw ends for 372-375 " weights, areas and circumferences of 451-457 sheet and tin 36 592 CAMBRIA STEEL. PAGE BASES, typical details of column 243 BEAM box girders, explanations of tables of safe loads for 305 tables of safe loads for 306-316 BEAMS, notes on bearing plates for shapes used as 63 coefficients for deflection of 98, 99 general formulae for flexure of 160,161 girders, notes on f>2 grillage, notes on, for foundations 327 I section, cast iron separators for 66, 67 cuts of sections of special 4, 5, 7, 9 standard 2-4, 6-8 standard connection angles for explanation of tables of properties of 176, 177 diagram of sections of minimum standard 28 location of connection angles for. 54, 55 maximum bending moments in foot pounds for. ... 136 size of rivets in 54, 356 minimum spans for, with standard connection angles notes on lateral strength of 78-83 without lateral support 82 " safe loads for '.' 100-105 spacing for 102-105 proportions of sections of standard spacing of rivet and bolt holes in flanges and con- nection angles of 60 spans limiting and maximum safe loads due to crip- pling of web : . . . . 96 tables of bearing plates for 66 properties of special : 184, 185 standard 182-185 safe loads for 106-117 used as columns ; . . . 244-247 spacing for 124-135 tangent distances between fillets 60 weights and dimensions of special 41 standard 40, 41 reduction in safe loads and fibre stress, due to lateral flexure of. of uniform section, bending moments and deflections for. ... 162-165 safe superimposed loads and shears for. . . . 162-165 wooden, notes on bearing at points of support . 406 " notes on safe loads for 403-406 " tables of safe loads for 416^21 REARING plates for I-beams and channels, tables of sizes of 64, 65 " for shapes used as beams, notes on 63 values of pin plates, tables of 359 " wall plates, safe unit 64 " rivets and plates 352, 353 of wooden beams at points of support, notes on 406 BEARINGS and bearing plates, standard, tables of sizes of BENDING moments for beams of uniform section 162—165 " for I-beams and channels, tables of maximum. ... 136, 137 " for pins, tables of maximum SCO, 361 BILLETS, dimensions of square and round cornered steel. 34-36 BIRMINGHAM wire gauge (B. W. G . ) 435 new standard sheet and hoop gauge (B. G) 435 BLOOMS, dimensions of steel , . 34, 35 BOLSTERS for column bases, typical details of 243 BOLT and rivet holes, spacing of, through connection angles 60, 61 " heads, weights and dimensions of, Manufacturers' standard .... BOLTS and nuts. Franklin Institute standard 362-365 for standard and special cast iron beam separators 66, 67 weights of round headed, without nuts 368 " with square heads and nuts, Manufacturers' standard 366, 367 BOSTON, extracts from building laws of 328-349 Box girders, beam, tables of safe loads of 306-316 CAMBRIA STEEL. 593 PAGE Box girders, beam, tables of safe loads of, explanation of BRACKETS for riveted columns, typical details of BRASS, weights of sheets and plates of 436, 437 BREAKING unit stresses, tables of, for timber 410-415 BRICK, hollow, for partitions and arches, weights of BRIDGE pins and nuts, dimensions of 382 BUCKLE plates, dimensions of 90 BUFFALO, extracts from building laws of 328-349 BUILDING laws of various cities, extracts fron: 328-349 BULB angles, cuts of sections of 20-23 properties of . . 192-195 " weights and dimensions cf 45, 46 CABLE and rope measure -559 CAR forgings and pressed steel parts 30, 31 CAR side stakes, cut of section of properties of . 194, 195 " weights and dimer.fions of 46 CAST iron columns, tables of safe loads for hollow, round 302, 303 " " strength of hollow, round and rectangular 304 bases for columns, typical details of 243 separators, standard and special, for I-beams 66, 67 CEILINGS, weights of porous terra-cotta for CENTER of gravity, formulae for location of, in Cambria secticrs 166, 167 " location of, in various sections 168-175 of solids , 554-556 CHAINS, dimensions and weights of, safe loads for CHANNEL and plate columns, tables of dimensions cf . . 232-235 safe loads for, series A 274-287 « « « series B 288-301 columns, latticed, diameter of rivets for . . 273 spacing of rivets for lacing bars 272 " " tables of dimensions of 230 safe loads for 268-271 CHANNELS, bearing plates for, tables of 65 " (standard) for, tables of 64 cuts of sections of special 12-16 standard 10-12 " standard connection angles for diagram of sections of minimum standard explanation of properties of standard and special 177 limiting spans and maximum safe loads due to web crip- pling 97 maximum bending moments in foot pounds for " size of rivets for 62, 356 minimum spans for, with standard connection angles .... proportions of sections of standard 27 safe loads for, tables of 118-123 * . * ," notes on 1CO-1C5 spacing of rivet and bolt holes in flanges and connection angles of tables of properties of special 188-191 standard 186, 187 tangent distances between fillets 61 weights and dimensions of special 43-45 standard 42, 43 CHICAGO, extracts from building laws of 328-349 CINCINNATI, extracts from building laws of 328-349 CIRCLES, areas and circumferences of, for diameters greater than ICO. 499 tables of 487-509 CIRCULAR plates, limiting sizes of 38, 39 weights of 464-467 segments, relations in 552, 553 CIRCUMFERENCES of circles 487-509 " for diameters greater than 100 499 " round bars. . , . . 451-457 594 CAMBRIA STEEL. PAGE CITIES, extracts from building laws of various 328-349 CLEVELAND, extracts from building laws of 328-349 CLEVISES, dimensions of ' 380 COEFFICIENTS of deflection for beams, explanation of tables of 177 " shapes used as beams 98 " strength, explanation of tables of, for I-beams 176 COLUMNS, bases for, typical details of 243 cast iron, hollow, round and rectangular, strength of 304 " tables of safe loads for 302, 303 I-beams used as, tables of safe loads for 244, 247 latticed channel, diameter of rivets for 255 lattice bars and stay plates for 272, 273 tables of dimensions of 230 " tables of safe loads for 268 pla e and channel, tables of dimensions of 232-235 " " a u gaf e ioa(js for> series A 274-287 " " " « « « B. 288-301 ste 1, examples of the use of the tables of strength of 222 explanation of tables of dimensions and safe loads for . 222, 223 medium, tables of strength of 220, 221 soft « 218, 219 wooden, notes on 403 " tables of strength of 422, 423 COMPOUND shapes, properties of, notes on 181 CONCRETE, reinforced, for floor slabs, notes on 91 " " formulae for and tables of 92, 93 CONNECTION angles for I-beams and channels, cuts of notes on 52, 56 " spacing of rivet and bolt holes in 60,61 " beams, location of 54, 55 " " notes on 52 CONVERSION tables, U. S. weights and measures to metric and vice versa 5G2-590 COPPER, weights of sheets and plates of 436, 437 COUNTER rods, loop-welded eyes, dimensions of. 384, 385 " with solid or upset eyes, dimensions of 383 CRANE rail, cut of section of 26 " weight, dimensions and properties of 214 CRIPPLING of webs of I-beams and channels, notes and taoles on .... 94-97 CUBE roots of fractions 444 CUBES and cube roots, tables of 523-539 of numbers and fractional intervals 515-547 CUBIC or solid measure 560 CUSTOMARY weights and dimensions converted to metric 562-590 CUT nails, tables of - 388 CUTS of sections of angles, special, equal and unequal legs standard, equal legs .,..., unequal legs • bulb 20, 23 beams, special 1 4, 5, 7, 9 " standard 1 2-4, 6-8 channels, special and ship 12-16 a standard 10-12 connection angles, standard crane rail 26 typical details for steel columns, column bases and plate girders DECIMAL gauge, standard, table of 434 parts of a foot for each A of an inch, tables of 446-449 " an inch 450 DECIMALS for non-binary fractions 444, 445 of a degree expressed as minutes and seconds 557 DEFLECTION, coefficient of, for beams, explanation of tables of 177 * shapes used as beams, tables of 98,99 of beams, formulae for 160-165 CAMBRIA STEEL. 595 PAGE DEGREE, decimals of, expressed as minutes and seconds 557 DENVER, extracts from building laws of 328-349 DESIGN of reinforced concrete floor slabs 91-93 DETAILS of plate girders and column bases, steel columns, splices and brackets ~ 243 DETROIT, extracts from building laws of 328-349 DIAGRAM for minimum standard beams 28 " " channels 29 DIMENSIONS and safe loads of steel columns, explanation of tables of 222, 223 of angles, special, equal legs 50 ' unequal legs 51 " standard, equal legs 46 " * * unequal legs 49, 50 " bolt heads and nuts, Manufacturer's standard 369-371 " bolts and nuts, Franklin Institute standard 362 • " bridge pins, nuts and pilot nuts 382 " buckle plates 40 " bulb angles 45, 46 " cast iron separators, standard and special, and bolts for beams 66, 67 " chains, weights of, safe loads for 381 " channels, special and ship 43-45 " " standard 42,43 " clevises 380 " columns, explanation of tables for 222, 223 " counter and lateral rods with loop welded eyes 384, 385 " edged and sheared plates 37-39 " eye bars 377 " flats and thin flats or light bands 33 " I-beams, special 41 • " standard 40,41 " lateral pins and rods " lattice bars to be used with latticed channel columns. 272 " latticed channel columns, tables of 230 " minimum stay plates with latticed channel columns. . 273 " plate and angle columns, tables of 224, 225 " channel columns, tables of, series A and B . 232-235 " right and left nuts 379 " rivet heads after driving 380 " safety floor plate, rolled 90 " standard pipe 390-392 " " T-rails and crane rail 214 " steel billets.. 34-36 " square cornered 34, 35 blooms and slabs 34, 35 guide and hand rounds 33 ingots 32 sheeting, flat and corrugated squares 33 • T-bars , 47 " top guard angles 45 " turnbuckles 378 " upset screw ends for flat bars '. 376 " round and square bars 372-375 DISTANCE from neutral axis to extreme fibre of standard sections 166, 167 DOOR spreader section, cut of 26 properties of 194, 195 DRY measure 560 EDGED plates, dimensions of 37 EXPLANATIONS of tables of properties of angles 178 channels 177 I-beams 176, 177 safe loads for beam box girders and plate girders 305 " terra-cotta floor arches 70 IT 596 CAMBRIA STEEL. PAGE EYE bars, dimensions of 377 FACTORS of safety for various wooden structures . 408 FASTENINGS for steel sheeting 85 FEET equivalents in metres 574 FIBRE stress, allowable, for direct flexure, in extreme fibre 83 FIREPROOF floors and materials, notes and tables for 68-93 FLAT bars, upset screw ends for 376 rolled steel bars, areas of 468-473 " tables of weights of 475-486 FLATS, regular and thin, dimensions of 33 FLEXURE, lateral, reduction of allowable stress in beams due to 83 " strength of beams to resist thrust of arches 78-81 of beams, formula for 160-175 FLOOR arches, tables on end construction of 69 terra-cotta, flat and segmental 70-73 tests and breaking loads for hollow tile 74 plates, rolled safety 90 slabs, reinforced concrete, notes on, design of 91-93 FLOORS, notes and tables for fireproof, and material for 68-93 usual live loads for 52, 328 FOOT, decimals of, fractions of an inch, tables of 446-449 FORCINGS, car 31 FORMULAE for bending moments, shears, safe loads and deflections. . . 162-175 " moments of inertia for Cambria sections 166, 167 " the properties of various sections 168-175 general, for flexure of beams 160, 161 FOUNDATIONS, notes on grillage beams for 327 FRACTIONS of an inch in decimals of a foot 446-449 " an inch 450 non-binary, values of - 444, 445 square and cube roots of 444 FRANKLIN INSTITUTE STANDARD for bolts and nuts. 362-365 FUNCTIONS, natural trigonometrical 516-522 FURRING, weights of porous terra-cotta for 69 GAS, steam and water pipe, sizes of wrought iron welded 390-392 GAUGE, table of American or Brown & Sharpe wire 435 " Screw Co. screw wire 435 Birmingham or Stubs iron wire (B. W. G.) 435 new Birmingham sheet and hoop (B. G.) 435 British Imperial standard wire 435 standard decimal 435 Trenton Iron Co. wire. 435 U. S. standard for iron and steel sheets and plates. . 435 Washburn & Moen Co. and Roebling's Sons Co. wire . 435 GAUGES, wire, combined table of 438-443 GIRDERS, beam box and plate, explanations of tables of safe loads for. . 305 tables of safe loads for 306-316 notes on beams used as plate, stiffener angles and rivet spacing for, notes on 305 " tables of safe loads for 317-326 GRAVITY, specific, for various kinds of timber 408 of various substances, tables of 424-433 GRILLAGE beams for foundations, notes on 327 GRIP of rivets and bolts through flanges of beams and channels 60, 61 lengths required for 354 GUIDE rounds, dimensions of GUNTER'S chain measure 559 GYRATION, radii of, see Radii of gyration. HAND rounds, dimensions of 33 HARTFORD, extracts from building laws of 328-349 HATCH section, Z-Bar, cut of 23 " properties of 190, 191 CAMBRIA STEEL. 597 PAGE HEADS, bolt, weights and dimensions of, Manufacturers' standard . . . 369 or circular plates, limiting sizes of 38, 39 rivet, dimensions of, after driving square and hexagon, weights of, Franklin Institute standard . . 364, 365 HOLLOW brick, weights of, for arches and partitions round and rectangular cast iron columns, strength of 304 HOOP or band steel, tables of weights of 474 INCH, decimals of, for each ^j, tables of 450 a foot for fractions of an 446-449 INCH, equivalents in millimetres 56S INERTIA, moments of, explanations of tables of, for rectangles formulae for various sections 169—175 " for standard sections 166, 167 tables of, for rectangles 210-213 INGOTS, grades, sizes and weights of steel JERSEY CITY, extracts from building laws of 328-349 KILOGRAM equivalents in avoirdupois pounds 586 LAND or square measure 559 LATERAL flexure, reduction of allowable fibre stress due to pins and rods, dimensions of rods, loop welded eyes, dimensions of 384, 385 strength of I-beams 78-83 without lateral support, notes on LATTICE bars to be used with latticed channel columns, rivet spacing for 272 " " ' « « weights and di- mensions of. LATTICED channel columns, spacing of rivets for lacing bars " rivets for, diameter of 273 " tables of dimensions of 230 " " moments of inertia and section moduli of 231 " - " safe loads for 268-271 LAWS, building, of various cities, extracts from 328-349 LINEAR measure 559 LIQUID " 560 LIVE loads for floors 52, 328 LOADS and unit stresses, allowable, from buildine laws of various cities 328-349 safe (see Safe Loads). LOGARITHMS of numbers 510, 511 LOOP welded eyes for counter and lateral rods, dimensions of 384, 385 Los ANGELES, extracts from building laws of 328-349 LOUISVILLE, extracts from building laws of 328-349 MACHINE bolts. Franklin Institute standard 364, 365 " Manufacturers' standard 366, 367 MANUFACTURERS' standard chains 381 machine bolts and bolt heads 366-369 square and hexagon nuts 370, 371 specifications 393-402 " structural and boiler steel 393-402 MASONRY, allowable pressure on 65 MAXIMUM loads for I-beams and channels due to web crippling. . . . 94-97 shear at pointsof support for beams of uniform section. . . 162-165 MEASURES, Metric System, lengfh, capacity and weight 561 square or surface and cubic 561 U. S. and British, linear, rope, chain, nautical and land . . 559 " cubic or solid, dry and liquid 500 MEASURES and weights .- . . 558-561 U. S., tables for converting 562-590 MENSURATION tables 550-556 METRE equivalents in feet . 578 METRIC System, measures of length, capacity, weight, area and volume 561 weights and measures converted to U. S 502—590 MILLIMETRE equivalents in inches 570 MILWAUKEE, extracts from building laws of . . 328-349 598 CAMBRIA STEEL. PAGE MINIMUM spans for beams and channels due to web crippling 94-97 with standard angle connections 58, 59 channels with standard angle connections 56, 57 MINNEAPOLIS, extracts from building laws of 328-349 MINUTES and seconds expressed as decimals of a degree 557 MODULI, Section, for beams, explanation of 176 " latticed channel columns 231 " plate and angle columns 226-228 " channel columns 236-242 " various sections, formulae for 169—175 MOISTURE classification of wooden structures 407, 408 MOMENTS, bending, for beams of uniform section 162-165 of inertia, formula for standard sections 166, 167 " " various sections 169-175 of latticed channel columns, tables of 231 " plate and angle columns, tables of 226-228 " plate and channel columns, tables of 236-242 " rectangles, explanation of tables of 178 tables of 210-213 NAILS, standard cut wire and miscellaneous, tables of 386-389 NATURAL sines, cosecants, tangents, etc 516-522 NAUTICAL measure 559 NEWARK, extracts from building laws of 328-349 NEW HAVEN " « « « « 328-349 NEW ORLEANS," " " "" 328-349 NEW YORK, « « « " . . , . . 328-349 NUTS and bolts 362-367 dimensions of pin and pilot 382 " right and left ,t 379 square and hexagon, Franklin Institute standard 362-365 " Manufacturers' standard 370, 371 PARTITIONS, weights and dimensions of porous terra-cotta and hollow brick for 69 PHILADELPHIA, extracts from building laws of 328-349 Pi, T, numerical combinations of 548, 549 PILES, wooden, safe loads and sizes for PILOT nuts, bridge pins and pin nuts, dimensions of PIN plates, table of bearing values of 359 PINS and rivets, explanation of tables of dimensions of bridge 382 " - ". lateral 383 table of maximum bending moments on 360, 361 PIPE, weights, dimensions and properties of standard 390-392 PITTSBURGH, extracts from building laws of 328-349 PLATE and angle columns, safe loads for, notes on 222 tables of dimensions of 224, 225 " " moments of inertia and section moduli of 226-228 " safe loads for 248-267 channel " " dimensions of 232-235 ". " moments of inertia and section moduli of 236-242 " " safe loads for, series A 274-287 " « « « « B 288-301 girders, explanations of tables of safe loads for 305 safe loads for, tables of 317-326 " stiffener angles and rivet spacing for, notes on 305 PLATES and sheets of steel, iron, copper and brass, weights of 436, 437 bearing, for I-beams and channels, table of " " shapes used as beams, notes on buckle, dimensions of circular, limiting sizes of 36, 37 weights of 464-467 edged, dimensions of 37 pin, table of bearing values of 359 CAMBRIA STEEL. 599 PAGE PLATES, riveted, tables of areas to be deducted to obtain net areas of. 356, 357 " tables of bearing values of 352, 353 rolled steel safety floor 90 sheared, tables of dimensions of 37-39 standard bearing, for I-beams and channels 64 stay, minimum sizes of, used with latticed channel columns. . 273 PORTLAND, extracts from building laws of " 328-349 POUNDS and tons used in the U. S., comparison of 590 avoirdupois, equivalents in kilograms 582 PRESSED steel car parts 30 PROPERTIES, examples of use of tables of, for standard sections 179-180 explanation of tables of, for I-beams 176, 177 " channels 177 " angles 178 of compound shapes, notes on 181 various sections, formulae for 168-175 tables for, angles, special, equal legs 202, 203 unequal legs 208, 209 standard, equal legs 198-201 unequal legs 204-207 channels, special and ship 188, 191 " standard 186, 187 bulb 192, 195 I-beams, special 184, 185 " standard 182-185 pipe, standard 390, 391 T-rails, standard, and crane rail 214 PROPORTIONS of sections of standard I-beams and channels. 27 PROVIDENCE, extracts from building laws of 328-349 RADII of gyration for two angles, back to back, equal legs 215 ' unequal legs 216, 217 " m * m a a u a exarnple of use of tables of 222 " "of various sections, formulae for 169-175 RAIL for cranes, cut of section of 26 " " properties, weights and dimensions of RAILS, T, properties, weights and dimensions of 214 RECIPROCALS, tables of 523-539 RECTANGLES, tables of moments of inertia of 210-213 RECTANGULAR hollow cast iron columns, strength of 304 REINFORCED concrete floor slabs 92, 93 " allowable unit stresses for , 93, 348 RIGHT and left nuts, dimensions of 379 RIVET and bolt grips in flanges of I-beams and channels 60, 61 RIVETED plates, area to be deducted to obtain net area of 356, 357 RIVETING, conventional signs for 351 RIVETS, areas to be deducted to obtain net area of riveted plates .... 356, 357 dimensions of heads after driving for latticed channel columns, lattice bars and stay plates 272, 273 length of, required for different grips spacing of, general rules for 305, 358 " in latticed channel columns " plate girders, notes on tables of maximum sizes of, in angles 62, 356 " " " I-beams and channels 62, 356 " " shearing and bearing values of 352, 353 " " spacing of weight of round headed 368 " " 100, including 100 heads 355 ROCHESTER, extracts from building laws of 328-349 RODS, counter and lateral, with loop welded eyes, dimensions of 384, 385 ' solid or upset eyes, dimensions of ... 383 ROOFING, flat and corrugated steel sheets for 85 materials, weights of 84 weights of porous terra-cotta for 69 600 CAMBRIA STEEL. PAGE ROOF TRUSSES, coefficients and formulae for 86-89 ROOTS, square and cube, of fractions 444 * *.'.'"..'* numbers 523-539 ROPE and cable measure 559 ROUND bars, circumferences, weights and areas of 451-457 upset screw ends for 372, 373 hollow cast iron columns, strength of 304 ROUNDS, dimensions of hand and guide RULES for proportions of bolts and nuts, Franklin Institute standard. 363 " rivet spacing for bridge and structural work 358 SAFE LOADS, explanation of tables of, flat and segmental floor arches. " for box and plate girders 305 '•' " " " " steel columns 222, 223 " *'...":** wooden beams 403-406 for angles used as beams, notes on " I-beams and channels, notes on 100-105 " beams, reduction in, due to lateral flexure " various classes of wooden structures 407 maximum, for I-beams and channels, due to crippling of web 94-97 superimposed for beams of uniform section 162-165 tables of, for angles used as beams 138-159 " beam box girders 306-316 " chains 381 " . channels 118-123 " channel and plate columns, Series A 274-287 • " « B 288-301 " hollow round cast iron columns 302, 303 " I-beams 106-117 " " used as columns 244-247 ' latticed channel columns 268-273 •' plate girders •. . . . 317-326 " terra-cotta floor arches 71-73 " wooden beams 416-421 SAFE unit stresses for timber 409-415 SAFETY factors for obtaining safe loads for wooden structures " used in the safe loads for steel columns SAN FRANCISCO, extracts from building laws of 328-349 SCREW ends, dimensions of upset, for flat bars 376 * . " " " round and square bars 372-375 threads, Franklin Institute standard 362, 363 SCREWS, wood, diameters of SEATTLE, extracts from building laws of 328-349 SECONDS and minutes expressed as decimals of a degree 557 SECTION moduli for beams, explanation of " latticed channel columns " " plate and angle columns 226-228 " " channel columns 236-242 " " various sections, formulas for 169-175 SEGMENTS, circular; relations in 552, 553' SEPARATORS for I-beams, cast iron standard and special 66, 67 SHEAR, maximum, at points of support for beams of uniform section. 162-165 SHEARED plates, dimensions of 37-3! SHEARING values of rivets, tables of 352, 353 SHEET and tin bars metal and wire gauges 434-443 SHEETS and plates of steel, wrought iron, copper and brass, weights of . 436, 437 thin sheared SHEETING, flat and corrugated SHIP channels, cuts of sections of < 13, 16 properties of 188-191 " weights and dimensions of , 43, 44 SIDE stakes for cars, cut of section of " properties of 194, 19.r, " " " weights and dimensions of 46 CAMBRIA STEEL. 601 PAGE SIDING, flat and corrugated steel sheets for 85 SIGNS, conventional, for riveting 351 SLABS, reinforced concrete. 91-93 steel, dimensions of 34, 35 SLEEVE nuts, see Right and left nuts. SOILS, safe bearing capacity of various 338 SOLID or cubic measure 560 SOLIDS, surfaces and volumes of 554-556 SPACING for I-beams and examples of the use of tables of 102-105 tables of 124-133 of channels for equal moments of inertia, notes on 222, 223 " • " " " " tables of 229 " rivet and bolt holes in angles 62 SPACING of rivet and bolt holes in I-beams, channels and connection angles 60, 61 " rivets, rules for bridge and structural work 358 tables of 357 " tie rods for tile arches, notes on and tables of 76, 77 SPANS, limiting, for I-beams and channels, notes and tables 94-97 SPECIFIC gravity tables for various kinds of timber 408 substances 424-433 SPECIFICATION, Manufacturers' standard, structural and boiler steel. . 393-402 SPIKES, cut steel, railroad, square boat, wrought and standard 386-389 SPLICES for riveted columns, typical details of 243 SQUARE bars, dimensions of >. . . 33 " tables of weights and areas of ' 451-463 ' upset ends for 374, 375 or land measure . 559 SQUARE roots of fractions 444 " " numbers 523-539 SQUARES of numbers and fractional intervals 540-544 tables of 523-539 STAKES, car side, cut of section of v 23 * properties of. . 194, 195 " " weights and dimensions of- 46 STANDARD decimal gauge, table of 434 sections, formulae for moments of inertia of 166, 167 separators 66 STAY plates to be used with latticed channel columns 273 STEAM, gas and water pipe, sizes of 390-392 STEEL bars, tables of areas of flat rolled 468-473 " " " weights of flat rolled 475-486 billets 34-36 blooms.. 34, 35 hoop or band, table of weights of 474 ingots . 32 Manufacturers' standard specifications of 393-402 rounds, hand and guide 33 slabs 34, 35 squares, dimensions of 33 weights of sheets and plates of 434, 437 STIFFENER angles for plate girders, notes on '. 305 ST. Louis, extracts from building laws of 328-349 ST. PAUL, " " " " " 328-349 STRENGTH, coefficients of, for beams, explanation of tables of 176 of solid wooden columns, tables of 422, 423 " steel columns, examples of 222 " medium steel 220, 221 " " " soft steel 218,219 ultimate, of hollow round and rectangular cast iron columns 304 STRESS, reduction of, for beams due to lateral flexure 83 safe unit, for timber 409-415 STRIPS, flat rolled, tables of weights of 474 STRUCTURAL steel, Manufacturers' standard specifications 393 SURFACES and volumes of solids 554-556 602 CAMBRIA STEEL. PAGE SYRACUSE, extracts from building laws of 328-349 TANGENT distances between fillets of I-beams and channels 60, 61 T-BARS, cuts of sections of 24, 2n properties of 196, 197 weights and dimensions of TERRA-COTTA floor arches, notes on, tables for 70-73 porous, notes and tables for 69 THRUST of arches, notes on 75, 78-81 TIE rods for arches, notes on " tile arches, notes and tables for spacing of 76, 77 TILE arches, breaking loads and tests for hollow floor 74 " notes and tables for spacing of tie rods for 76, 77 hollow, weights of, for floor arches 69 TIMBER, safe unit stresses for 409-415 table of breaking and working unit stresses for 409-415 " " safe loads for beams 416-421 TIMBER, table of specific gravities and weights per foot 408 " " strength of solid wooden columns 422, 423 TIN bars 36 TONS and pounds used in the U. S., comparison of 590 TOP-GUARD angles, cuts of sections of 20 properties of 192, 193 " weights and dimensions of 45 T-RAILS, properties, weights and dimensions of standard TRIGONOMETRICAL formulae 512-515 functions, natural 516-522 TROY weight 558 TRUSSES, roof, coefficients and formulae for 86-89 TURNBUCKLES, dimensions of 378 ULTIMATE breaking unit stresses, in Ibs. per sq. in., for wood 409-415 strength of hollow, round and rectangular cast iron columns 304 " " steel columns 218-221 UNIT stresses and loads from the building laws of various cities 328-349 UPSET eyes for counter and lateral rods screw ends, dimensions of, for flat bars '. 376 " " * • m round and square bars. ....... 372-375 VOLUMES and surfaces of solids 554-556 WASHINGTON, extracts from building laws of 328-349 WATER, steam and gas pipe, sizes of 390-392 WEB crippling in I-beams and channels 94-97 WEIGHTS and measures 558-561 " " tables for converting 562-590 avoirdupois, troy and apothecaries' 558 of angles, special, equal legs " unequal legs '. 51 standard, equal legs unequal legs 49, 50 bulb angles 45, 46 cast iron separators and bolts for I-beams 66, 67 " " " standard and special 66, 67 chains 381 channels, special and ship 43, 45 standard 42,43 flat arches of hollow brick -. . " rolled steel bars, tables of. 475-486 " " strips, hoop or band steel 474 hollow brick and porous torra-cotta partitions 69 round cast iron columns 302, 303 " tile floor arches and fireproof materials ." I-beams, special standard 40,41 ingots, steel lattice bars to be used with latticed channel columns 272, 273 machine bolts, bolt heads and nuts, Mfrs.' standard .... 306, 367 369, 371 CAMBRIA STEEL. 603 PAGE WEIGHTS of machine bolts, with square heads and hexagon nuts, Franklin Institute standard 364, 365 " minimum stay plates to be used with latticed channel columns 273 porous terra-cotta, furring, roofing and ceiling 69 roofing materials 84 round headed rivets and bolts without nuts 368 rivets and rivet heads 355 sheets and plates of iron, steel, copper and brass 436, 437 square and round bars 451-463 standard pipe 390-392 standard T-rails and crane rail 214 various substances per cubic foot, tables of 424-433 per foot board measure and cubic foot for various kinds of timber 408 WIRE and sheet metal gauges 434-443 WIRE gauges, in combined table 438-443 nails and spikes, standard and miscellaneous sizes 386-389 WOODEN beams, bearing at points of support, notes on 406 explanations of tables of safe loads for 403-406 " tables of safe loads for 416-421 columns, notes on 403, 422 " tables of strength of solid 422, 423 structures, moisture classification 407, 408 proportions of safe loads for 407 safety factors for 408 WOOD screws, diameters of 389 WORCESTER, extracts from building laws of 328-349 WROUGHT iron welded steam, gas and water pipe 392 " weights of sheets and plates of 436, 437 spikes, weights and sizes of 389 Z-BAR, hatch section, cut of 23 properties of 190, 191 PLEASE DO NOT REMOVE CARDS OR SLIPS FROM THIS POCKET UNIVERSITY OF TORONTO LIBRARY ...cxw, A 77 JLNO 'OTNOHOL 1331.8 aaxvanosNoo