THE UNIVERSITY OF ILLINOIS LIBRARY C \4rc\C) ■ r- I - mining ENGINeIrinS Digitized by the Internet Archive in 2017 with funding from University of Illinois Urbana-Champaign Alternates https://archive.org/details/cambriasteelhand00camb_1 < ONE MILE > BLAST FURNACES 1-4 ROLL SHOP AXLE SHOP BLAST FURNACES 5 AND 6 FOUNDRY MACHINE SHOP RAIL AND SHAPE MILLS BLOOMING. BILLET AND BEAM MILLS PAINT. CAR REPAIR AND PATTERN SHOPS COAL STORAGE BESSEMER STEEL WORKS 0. H. STEEL WORKS COAL BRIDGE CAMBRIA STEEL COMPANY'S WORKS JOHNSTOWN. PA. CAMBRIA PLANT GAUTIER PLANT FRANKLIN PLANT GENERAL OFFICES AND WORKS, JOHNSTOWN, PA. CAMBRIA STEEL A HANDBOOK OF INFORMATION RELATING TO STRUCTURAL STEEL MANUFACTURED BY THE Cambria Steel Co. CONTAINING USEFUL TABLES, RULES, DATA, AND FORMUL/E FOR TyE USE OF Engineers, architects, Builders and mechanics PREPARED AND COMPILED BY George E. Thackray, C.E. Speciau Engineer, Cambria Steel Co. General Office and Works: Johnstown. Pa. 19 13 Copyright, 1912, by Cambria Steel Company Price, $1.25 (L \'^2- PREFACE TO TENTH EDITION. The tenth edition of Cambria Steel comprises most of the matter of the previous edition, corrected and rewritten, where necessary, and with various additions made thereto in order to conform to modern practice and present condi- tions. The lists of angles are now rearranged and slight revisions in the weights and areas of the smaller sizes have been made in conformity with the standard rules recently adopted for this purpose by the Association of American Steel Manu- facturers. Z-bars, T-bars and several odd sections of angles have been omitted, due to their greatly restricted use and the decreased demand for these sections for structural purposes, resulting from the approved practice of more satisfactory substitutions. Among the additions are: — tables and data relating to reinforced concrete floor slabs; fireproofing; new tables of bearing plates and beam separators; weights and safe loads for chains; weights of various roof coverings; new tables of areas and circumferences of circles, diameters ^ to 100, varying by |, which are particularly useful for mechanical work. Two new ship channel sections — 8-in.-23.8 lbs. arid 10-in.-27.2 lbs. have been added, and considerable new tabular matter deemed pertinent to present structural practice, has been introduced. IV CAMBKIA STEEL. CONTENTS. PAGE General Information VI-X Sections of I-Beams 2-8 “ Channels 9-13 “ Angles 14-16 ** Bulb Beams, Bulb Angle, Top Guard Angle and Crane Rail 17 Method of Increasing Sectional Areas 17 Diagram for Minimum Standard Beams and Channels .... 18, 19 Proportions of Standard Beams and Channels 20 Car Forgings 21 Sizes of Squares, Rounds and Ingots 22 Sizes of Flats and Special Steel Billets 23 Sizes of Billets, Blooms and Slabs 24, 25 Square Billets and Sheet and Tin Bars 26 Sizes of Edged Plates and Thin Sheared Sheets 27 Sizes of Sheared Plates 28, 29 Weights and Dimensions of I-Beams 30, 31 ** “ Channels 32, 33 •• “ Angles 34-37 “ “ Bulb Beams, Bulb Angle and Top Guard Angle 37 “ Beam Tables, etc., Live Loads for Floors 38 Standard Construction Details 39-51 Materials and Construction for Fireproof Floors . 52-61 Notes on Lateral Strength of Beams 62-67 Approximate Weights of Various Roof Coverings 68 Reinforced Concrete Floor Slabs 69-71 Limiting Spans and Maximum Loads of Beams and Channels 7 2-7 5 Coefficients of Deflection of Beams 76, 77 Explanation of Tables of Safe Loads 78-83 Tables of Safe Loads for I-Beams 84-94 “ “ Channels 95-100 ** Spacing of I-Beams 101-111 “ Maximum Bending Moments for I-Beams and Chan- nels 112,113 Safe Loads for Angles 114-135 General Formulae for Flexure and Bending Moments. ....... 136-141 Formulae for Moments of Inertia of Standard Sections. ..... 142, 143 Properties of Various Sections. 144-151 Explanation of Tables of Properties of Rolled Sections 152-156 ** “ “ Compound Sections. . 167 Tables of Properties of I-Beams 158-16L “ “ Channels 162-165 ** “ Bulb Beams 164, 165 ** “ Angles 166-177 Moments of Inertia of Rectangles 178, 179 Properties of Standard T-Rails 180 Radii of Gyration for two Angles placed Back to Back 181-183 OAMBEIA STEEL. V PAGE Strength of Steel Columns or Struts 184-187 Example of the Use of Tables on pages 181-183 and 184-187 188 Explanations of Tables Relating to Steel Columns 188, 189 Dimensions of Plate and Angle Columns 190, 191 Properties “ “ “ 192-194 Spacing of Channels for Equal Moments of Inertia 195 Dimensions of Latticed Channel Columns 196 Properties “ “ “ 197 Dimensions of Plate and “ “ 198-201 Properties “ “ “ 202-208 Typical Details of Plate Girders, Column Bases, and Steel Columns 209 Safe Loads for I-Beam Columns 210-213 Safe Loads for Plate and Angle Columns 214-233 Safe Loads for Latticed Channel Columns. 234-237 Lattice Bars and Stay Plates for Latticed Channel Columns. 236, 237 Safe Loads for Channel and Plate Columns 238-265 Cast Iron Columns 266-268 Explanations of Safe Loads for Beam Box Girders and Plate Girders 269 Safe Loads for Beam Box Girders 270-279 Safe Loads for Plate Girders 280-284 Grillage Beams 285 Allowable Unit Stresses and Loads in Accordance with Building Laws of Various Cities 286-289 Tables and Information Pertaining to Rivets and Pins 290-301 Weights and Dimensions of Bolts and N uts 302-3 1 1 Upset Screw Ends, Eye Bars and Turn Buckles. . 312-318 Right and Left Nuts and Clevises 319, 320 Dimensions of Rivet Heads after Driving 320 Weights, Dimensions and Safe Loads of Chains 321 Bridge Pins, Nuts and Pilot Nuts, and Lateral Pins. ...... 322, 323 Counter and Lateral Rods 323-325 Nails, Spikes and Wrought Iron Pipe 326-330 Standard Specifications 331-338 Notes and Tables on Wooden Beams and Columns 339-355 Specific Gravity and Weight of Various Substances 356-359 Standard Gauges 360, 361 Weights of Sheets and Plates of Various Metals 362, 363 Decimal Parts of Foot and Inch 364-368 Weights and Areas of Square and Round Bars. 369-381 Areas of Flat Rolled Steel Bars . . 382-387 Weights of Flat Rolled Strips and Bars 388-398 Areas and Circumferences of Circles. 399-421 Logarithms of Numbers . 422, 423 Trigonometrical Functions, Natural 424-430 Squares, Cubes, Reciprocals, Square and Cube Roots 431-447 Mensuration. . 448, 449 Weights and Measures 450-453 Metric Conversion Tables 454-459 {For complete detail of Contents ^ see Index.) VI CAMBRIA STEEIi. GENERAL INFORMATION. Our product is exclusively 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 18 and 19. The standard proportions of beams and channels are further shown on page 20. The principal structural angles now made, are limited in num- ber to conform to the American Standards, as revised May 21st, 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 14 and 15 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 16. The weights of angles, now given, are those adopted as Ameri- can Standards in May, 1910. The method of increasing the sectional area of shapes from the minimum or base sizes to intermediate and maximum sizes, is shown approximately on page 17. 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. CAMBBIA STEEL. VII 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 17, 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 17 inclusive, show the minimum or base sizes of the various shapes. 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 for angles and plates should specify either the thickness or the weight, but not both. All weights are stated in pounds per lineal foot of section, except in the table of rails on page 180, 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 properties of I-Beams, Channels, and Angles for the lists and tables herewith, the fillets and smaller rounded corners were not considered. Structural material, unless otherwise ordered, will be cut to length with variation not to exceed | inch more or less than that specified. For cutting to exact lengths, or with less variation than I inch, an extra price will be charged. All sections shown herein are steel. VIII CAMBBIA STEEL. OFFICES FOR SALE OF CAMBRIA STEEL COMPANY PRODUCTS . GENERAL OFFICE: JOHNSTOWN, PA. Philadelphia Morris Building, 1411 to 1423 Chestnut Street. New York City Investing Building, 165 Broadway. Chicago McCormick Building, Corner of Michigan Avenue and Van Buren Street. Cincinnati Union Trust Building, Corner of Fourth and Walnut Streets. St. Louis Chemical Building, Corner of Eighth and Olive Streets. Cleveland Citizens Building, 190 Euclid Avenue. Detroit Ford Building, Corner of Congress and Griswold Streets. - Boston Paddock Building, 101 Tremont Street. Pittsburgh. ...... .Oliver Building, SmithfieLd Street. Atlanta Atlanta National Bank Building, Corner of Whitehall and Alabama Streets. Tacoma Fidelity Building, Corner of Eleventh and C Streets. San Francisco Balboa Building, Second and Market Streets. Los Angeles 1. W. Heilman Building, Corner of Fourth and Main Streets. Montreal, Canada . A. Gordon Macpherson, 12 1 Constine Bldg., Canadian Railroad Materials. WORKS AT JOHNSTOWN, PA. CAMBBIA STEEL, IX STRUCTURAL STEEL WORK. 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, etc., Underframes and Trucks. STEEL RAILS. Steel T-Rails, 12 lbs. to 150 lbs. per yard. Angle, Plain, Reinforced Angle and 100% 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. Crank Pins and Piston Rods made to any requirement. MACHINE BOLTS, NUTS, RIVETS, AND PIPE OR TANK BANDS WITH ROLLED THREADS. FORGINGS. Axles, Crank Pins, Piston Rods and Forgings will in general be furnished of carbon steel and are annealed, or treated by our Coffin toughening process (patented) as specified. Particular attention is called to our Coffin Process of treatment for toughening Axles, Crank Pins, Piston Rods and other forgings. Crank Pins and Piston Rods are also furnished oil- tempered and annealed; other small Forgings will be, if desired See special catalogues for description and specifications of our various classes of steel forgings, and for small car forgings see list on page 21 herein. X CAMBKIA STEEL. MERCHANT BAR STEEL, Including Tire, Toe Calk, Machinery, Automobile Spring, Carriage Spring, Baby Carriage Spring, Railroad Spring, Hoe, Rake, Fork, Forging, Bolt, Rivet, etc. Special Sections. 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 Pemot), 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 281" diameter dished for Plows. 8" to 24" 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. Coppered or Liquored Finish, Market and Stone Wire. Galvanized Market and Stone Wire. Barbed Wire, Galvanized or Painted. Wire Nails, Bright, Galvanized or Cement Coated. Hexagonal Mesh Poultry Netting. Bale Ties — Cross Head or Single Loop. For products not listed herein, see special catalogues. SECTIONS OF Structural Steel Shapes MANUFACTURED BY CAMBRIA STEEL COMPANY 2 CAMBRIA STEEL. STANDARD BEAMS. B. 5 B. 13 WT. 9.75, 12.25 AND 14.75 LBS. 4 CAMBRIA STEEL. BEAMS. SPECJIAL 12"bEAM:. CAMBKIA STEEL. 5 SPECIAL BEAMS. 6 CAMBRIA STEEL. STANDARD BEAMS. CAMBRIA STEEL. 7 BEAMSo SPECIAL 20"bEAM 8 CAMBKIA STEEL. STANDARD BEAMS. CAMBRIA STEEL. 9 STANDARD CHANNELS. 0.5 WT. 4. 5 AND 6 LBS. 10 CAMBRIA STEEL. .33" STANDARD CHANNELS, C. 29 WT. 13.25. 15. 20 AND 25 LBS. .23" -1.34" 24" K 0. 41 WT. 20.5. 25. 30. 35 AND 40 LBS. E- gL ^ 0. 33 WT. 15. 20. 25. 30 AND 35 LBS. > }<->i ■yvie" - -I- A r \ I SPECIAL CHANNEL / \ 1 C. 95 V / I WT. 32. 35, 37, 40. 45, 50 AND 55 LBS. O O / \ f / V-’.-so" ! Vy .375" 1 1 'f -13'^-- CAMBKIA STEEL. 11 CHANNELS SPECIAL IS^'CHANNEL STANDARD 15"CHANNEL 12 CAMBKIA STEEL. SHIP CHANNELS. r->1.34" lO 0. 86 WT. 16.2 LBS. a-as" .35'' ..f/ • 41> A 1 k- 1 30'^— -T" I lO I I -t- H.46" CD lO ? I I I ±. 0. 88 WT, 19 AND 21.6 LBS. . 30 '/^ -6-- Cp I I !^. 48 " CAMBRIA STEEL. 13 SHIP CHANNELS. -^> 1 . 48 " -I 0 lO cd 1 I 0. 101 WT. 2L5LBS. •30 .53y -t. KH.41" OAMBKIA STEEL. METHOD OF INCREASING SECTIONAL AREA. 20 CAMBRIA STEEIi. STANDARD BEAMS AND CHANNELS. The following data are common to all Standard I-Beams and Channels, with the exceptions stated: Minimum Web. C = Minimum Web + 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 16| % = 90 _ 27' - 44" = 2" per foot. CAMBRIA STEEL. 21 FORGINGS FOR CAR WORK AND OTHER SMALL FORGINGS. 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. Column Bolt Nut Lock. Corner Bands. Coupler Yokes. Coupling Links. Coupling Pins. Cylinder Levers Connecting Rod. Cylinder Lever Fulcrum. Door Chain U-Bolt. Door Hinge. Door Hinge Pins. Door Operating Lever. Door Safety Chain Eye-Bolt. Door Safety Chain, Hook and Links. 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. 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 Hanger. Tie Bars with Upset Ends or Plain. Top Body Tie Angle. Top Side Bearing. 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. 22 CAMBKIA STEEL. TABLES OF SQUARES AND ROUNDS. STEEL SQUARES. All sizes from to 2 i" increasing by All sizes from 2§" to 3|" increasing by 3 ^" All sizes from 3J" to 5J" increasing by J" STEEL HAND ROUNDS. All sizes from f" to 3^" increasing by 3 ^" All sizes from 3J" to 7j" increasing by All sizes from to 8 " increasing by i" STEEL GUIDE ROUNDS. All sizes from to 1" increasing by All sizes from 1" to IJ" increasing by All sizes from 1§" to 1|" increasing by 3 ^" All sizes from IJ" to 2 " increasing by STEEL INGOTS. DIMENSIONS OF MOLD. Ingot Weight. GRADE. Top. Butt. Height. Inches. Inches. Inches. Pounds. 20 ^ X 16J 23i X 20 74 7100 Open H. or B. 24| X m 28J X 22 J 74 9950 u u u 29 x22i 30 x25i 74 11100 open Hearth m X 22 J 36 x25i 74 14100 u u 38^x221 40 x25f 74 15200 u u 5Ux23 53 x26 74 20350 U (( 54i X 23 56 X 26 74 24300 u a 28 x28 30 x30 74 15100 U (( 28 J X 28f 30i X 301 96 19500 u u 34 x28 38 x32 96 23700 a u 46 x28 50 x32 96 1 30000 u u Sizes of hot or cold ingots will vary slightly from the above dimensions. CAMBRIA STEEL. 23 REGULAR FLATS. WIDTH. THICKNESS. WIDTH. THICKNESS. Inches. Inches. Inches. Inches. 1 4 3 16 to 1 4 1 16 to 2i 8 8 “ 8 21 1^ /C 4 1 2 1 16 u 1 2 3 _1_ 16 u 2f 5 8 1 1 6 a 5 8 1 16 (( 21- 3 4 1 16 u 3 4 A u 2| 7 1 u 7 1 u 2i 8 1 1 6 1 16 a l" 4 1 6 1 16 u 2i li 1 16 u u 4i 1 16 u 2i If 1 16 (( u 1 16 a 2| If U 1 16 (( ^8 6 1 16 (( 2i T6 n- 5^ 2| If 1 16 u 6 1 16 u 2f If Te li 16 2f If 1 16 u 1 16 (C 2f 2 JL 16 u 2 7 1 16 (( 2| 2i 1 16 2i 71 ‘ 2 1 16 u 2i Variation for intermediate widths less than 1" = Variation for intermediate widths over 1" = or less by special arrangement. THIN FLATS OR LIGHT BANDS. WIDTH. THICKNESS. i" to 6" increasing by iV" .065" to .135" STEEL BILLETS. MininniTn, Maximum. Increasing by Round Corner Billets. . . 3V „ 3ff 4^4 6" X 6" r and V 24 CAMBRIA STEEL. MAXIMUM LENGTHS OF WIDTH IN INCHES. Thickness in Inches. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 LENGTH IN FEET. 2 1 10 10 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 2i lo'so 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 30 30 30 30 30 30 30 30 30 30 30 30 30 30 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 ^2 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 30 30 30 30 30 30 30 30 30 5i 30 30 30 30 30 30 30 30 30 30 30 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 20 11 10 10 10 Minimum Length for sizes included by heavy lines = 1| feet. Minimum Length other sizes = 3 feet. Under certain conditions other sizes than those listed CAMBKIA STEEL. 25 BILLETS, BLOOMS AND SLABS. WIDTH IN INCHES. Thickness in Inches. 24 25 26 27 28 29 30 31 32 33 34 35 36 37 45 46 47 48 49 1 50 51 52 LENGTH IN FEET. 30 30 30 30 30 2 30 30 30 30 30 30 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 30 30 30 30 30 30 28 27 27 26 25 30 25 24 24 30 30 25 25 24 24 28 27 4 30 30 30 30 30 25 24 24 23 22 30 22 22 21 30 30 22 22 21 21 25 24 4i 30 30 30 30 30 23 22 21 20 20 30 20 19 19 30 30 20 19 19 19 22 22 5 30 30 30 30 29 21 20 19 19 18 30 18 18 17 28 28 18 18 17 17 20 20 30 30 29 28 27 19 18 18 17 16 27 17 16 16 26 25 16 16 16 16 18 18 6 27 26 25 24 23 16 15 15 14 14 23 14 14 13 22 21 14 14 13 13 16 15 7 24 23 22 21 20 14 13 13 13 12 20 12 12 12 19 19 12 12 12 12 14 13 8 21 20 19 19 18 12 12 11 11 11 18 11 11 18 17 17 11 11 10 10 12 12 9 19 18 17 17 16 11 11 10 10 10 16 10 9 9 15 15 10 10 9 9 11 11 10 17 16 16 15 15 10 10 9 9 9 14 9 9 8 14 14 9 9 8 8 10 10 11 15 15 14 14 13 9 9 9 8 8 13 8 8 8 13 12 8 8 8 8 9 9 12 14 13 13 13 12 8 8 8 8 7 12 7 7 7 12 11 7 7 7 7 8 8 13 13 13 12 12 11 8 8 7 7 7 11 7 7 6 11 11 7 7 6 6 8 7 14 12 12 11 11 11 7 7 7 7 6 11 6 6 6 10 10 6 6 6 6 7 7 15 12 11 11 10 10 16 11 11 10 9 9 17 10 10 9 9 9 18 10 10 9 8 8 19 9 9 8 8 8 20 Minimum Length = 3 feet. herein might be furnished by special arrangement. 26 CAMBRIA STEEIi. SQUARE BILLETS. WITH ROUND CORNERS. Size. Maiinmm Length. Minimum Length. Inches. Feet. Feet. Ifxlf 30 24 2 x2 30 24 2ix2i 30 24 2^x21 30 24 3 x3 30 3ix3§ 16 n 4 X 4 16 li 4U4J 16 H 5 X 5 16 M 5i X 16 li 6x6 16 n SHEET AND TIN BARS. Weight per Maiimum Minimum Width. Foot Length. Length. Length. Inches. Pounds. Feet. Feet. 8 7i 30 25 8 8 30 25 8 9 30 25 8 10 30 25 8 11 30 20i 8 12 30 20J 8 13 30 20i 8 14 30 16i 8 15 30 m 8 16 30 m 8 17 30 m 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 9§ 8 25 30 n 8 25-40 16 n CAMBRIA STEEL. 27 EDGED PLATES. Width in THICKNESS IN INCHES. A i A I A i A f 3 4 i 1 H li n 2 Inches. LENGTH IN FEET. 8-27 75 85 85 85 85 85 85 85 85 85 85 68 56 48 42 28 85 85 85 85 85 85 85 85 85 84 67 56 48 42 29 85 85 85 85 85 85 85 85 85 81 64 54 46 40 30 85 85 85 85 85 85 85 85 85 78 62 52 44 39 31 85 85 85 85 85 85 85 85 85 75 60 50 43 37 32 85 85 85 85 85 85 85 85 84 73 58 49 42 36 33 85 85 85 85 85 85 85 85 81 71 57 47 40 35 34 85 85 85 85 85 85 85 85 79 69 55 46 39 34 35 85 85 85 85 85 85 85 85 76 67 53 44 38 33 36 85 85 85 85 85 85 85 85 74 65 52 43 37 32 THIN SHEARED SHEETS. Width in Inches. THICKNESS IN INCHES. .065 .070 .075 .080 .085 .090 .095 .100 .110 .125 .135 .150 .165 LENGTH IN FEET. 8-13 20 20 20 24 24 26 26 26 26 26 26 26 26 14-16 20 20 20 20 20 24 26 26 26 26 26 26 26 17-19 18 18 18 20 20 24 26 26 26 26 26 26 26 20-23 16 16 16 18 18 22 24 24 26 26 26 26 26 24-26 14 14 14 16 16 20 22 22 24 24 26 26 26 27-28 14 14 14 16 16 18 20 20 24 24 24 26 26 29-30 12 12 12 14 16 18 18 18 20 20 24 26 26 31-34 10 10 10 14 16 18 18 18 20 20 22 24 24 28 CAMBKIA STEEL. SHEARED PLATES. THICKNESS IN INCHES. Width in A i A i A A f Inches. MAXIMUM LENGTH IN INCHES. 24- 29 400 525 575 600 600 600 600 600 575 30- 35 375 525 550 600 600 625 625 600 575 35- 41 375 475 525 550 550 575 575 575 575 42- 47 400 525 550 575 600 600 600 575 575 48- 53 400 525 575 600 600 600 600 600 575 54- 59 400 525 550 600 600 625 625 600 575 60- 65 375 525 550 600 600 625 625 600 575 66- 71 350 475 500 575 575 600 600 600 575 72- 77 325 425 450 525 550 575 575 575 575 78- 83 400 425 475 500 525 525 525 525 84- 89 375 400 425 450 475 475 475 475 90- 95 325 350 375 400 425 425 425 425 96-101 300 325 350 375 400 400 400 400 102-107 275 300 325 350 375 375 375 375 108-113 250 275 300 325 350 350 350 350 114-119 175 200 225 250 275 275 275 275 120-125 175 200 225 250 250 250 250 126 175 175 Diam. of Heads. 72 115 117 124 124 127 127 127 127 Minimum Diameter of Heads = 30 inches. CAMBRIA STEEL. 29 SHEARED PLATES • THICKNESS IN INCHES. Width i 13. 16 i a 1 li li li li 2 in Inches. MAXIMUM LENGTH IN INCHES. 575 660 550 525 525 500 450 425 375 350 24r- 29 575 660 500 475 475 450 450 400 375 350 30- 35 660 525 500 475 475 450 425 400 375 350 36- 41 575 525 500 500 500 475 425 400 375 350 42- 47 575 550 550 525 626 500 450 400 375 350 48- 53 575 550 550 525 525 500 450 400 375 350 54- 59 575 550 550 525 525 475 425 400 350 325 60- 65 575 550 550 525 525 475 425 375 350 325 66- 71 575 550 525 500 500 475 425 375 350 300 72- 77 525 500 475 450 450 425 375 325 300 275 78- 83 475 450 450 425 425 375 350 300 275 250 84- 89 425 400 400 375 375 350 325 280 260 250 90- 95 400 375 375 350 325 300 275 260 250 225 96-101 375 350 350 325 300 275 250 240 220 220 10^-107 350 325 325 300 275 250 250 225 200 175 108-113 300 275 275 250 250 225 200 175 160 150 114-119 275 250 250 225 225 200 200 175 160 150 120-125 200 200 200 175 175 160 160 150 144 144 126 127 127 127 127 127 127 127 127 127 127 Diam. of Heads. Minimum Diameter of Heads = 30 inches. 30 CAMBKIA STEEL. WEIGHTS AND DIMENSIONS OF STANDARD 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. B5 3 5.5 1.63 .17 2.33 2 a u 6.5 1.91 .26 2.42 u u u 7.5 2.21 .36 2.52 u B9 4 7.5 2.21 .19 2.66 2 a a 8.5 2.50 .26 2.73 u u u 9.5 2.79 .34 2.81 u u a 10.5 3.09 .41 2.88 u B 13 5 9.75 2.87 .21 3.00 2 u a 12.25 3.60 .36 3.15 u u u 14.75 4.34 .50 3.29 u B 17 6 12.25 3.61 .23 3.33 2 u u 14.75 4.34 .35 3.45 u u u 17.25 5.07 .47 3.57 u B21 7 15.0 4.42 .25 3.66 2 u a 17.5 5.15 .35 3.76 u a u 20.0 5.88 .46 3.87 u B25 8 18.0 5.33 .27 4.00 3 u u 20.25 5.96 .35 4.08 u u u 22.75 6.69 .44 4.17 u u u 25.25 7.43 .53 4.26 u B29 9 21.0 6.31 .29 4.33 3 U u 25.0 7.35 .41 4.45 u u u 30.0 8.82 .57 4.61 u u u 35.0 10.29 .73 4.77 u B 33 10 25.0 7.37 .31 4.66 3 u u 30.0 8.82 .45 4.80 u u u 35.0 10.29 .60 4.95 u u (C 40.0 11.76 .75 5.10 u B41 12 31.5 9.26 .35 5.00 3 u u 35.0 10.29 .44 5.09 u u u 40.0 11.76 .56 5.21 a B53 15 42.0 12.48 .41 5.50 4 u i( 45.0 13.24 .46 5.55 u (( u 50.0 14.71 .56 5.65 u u u 55.0 16.18 .66 5.75 u u (C 60.0 17.65 .75 5.84 u CAMBRIA STEEL. 81 WEIGHTS AND DIMENSIONS OF STANDARD I-BEAMS. Depth Weight Area Thickness Width Section of per of of of Page Number. Beam. B^oot. Section. Web. Flange. Number of Section. Inches. Pounds. Sq. In. Inch. Inches. B 65 18 55.0 15.93 .46 6.00 6 u u 60.0 17.65 .56 6.10 u it u 65.0 19.12 .64 6.18 u u u 70.0 20.59 .72 6.26 a B 73 20 65.0 19.08 .50 6.25 7 u u 70.0 20.59 .58 6.33 u u a 75.0 22.06 .65 6.40 (( B 89 24 80.0 23.32 .50 7.00 8 U u 85.0 25.00 .57 7.07 u a u 90.0 26.47 .63 7.13 u u u 95.0 27.94 .69 7.19 li u u 100.0 29.41 .75 7.25 u WEIGHTS AND DIMENSIONS OF SPECIAL I-BEAMS. Section Depth of Weight per Area of Thickness of Width of Page Number. Beam. Foot. Section. Web. Flange. Number of Section. Inches. Pounds. Sq. In. Inch. Inches. B 105 12 40,0 11.84 .46 5.25 4 . u 45.0 13.24 .58 5.37 a a a 50.0 14.71 .70 5.49 u (( u 55.0 16.18 .82 5.61 u B 109 15 60.0 17.67 .59 6.00 5 u a 65.0 19.12 .69 6.10 u i( u 70.0 20.59 .78 6.19 (( u u 75.0 22.06 .88 6.29 u (( u 80.0 23.53 .98 6.39 u B 113 15 80.0 23.57 .80 6.40 5 a u 85.0 25.00 .90 6.50 u ii u 90.0 26.47 .99 6.59 u u u 95.0 27.94 1.09 6.69 u u u 100.0 29.41 1.19 6.79 u B 121 20 80.0 23.73 .60 7.00 7 u u 85.0 25.00 .66 7.06 u (( u 90.0 26.47 .74 7.14 u u a 95.0 27.94 .81 7.21 u u u 100.0 29.41 .88 7.28 u 32 CAMBRIA STEEL. WEIGHTS AND DIMENSIONS OF STANDARD CHANNELS. Section Number. Depth of Channel. Weight per Foot. Area of Section. Thickness of Web. Width of Flange. Page Number of Section. Inches. Pounds. Sq. In. Inch. Inches. C5 3 4.0 1.19 .17 1.41 9 u a 5.0 1.47 .26 1.50 it u it 6.0 1.76 .36 1.60 u C9 4 5.25 1.55 .18 1.58 9 u a 6.25 1.84 .25 1.65 a u u 7.25 2.13 .33 1.73 it C 13 5 6.50 1.95 .19 1.75 9 u u 9.00 2.65 .33 1.89 a u it 11.50 3.38 .48 2.04 a C17 6 8.00 2.38 .20 1.92 9 u a 10.50 3.09 .32 2.04 a u a 13.00 3.82 .44 2.16 a u a 15.50 4.56 .56 2.28 a C21 7 9.75 2.85 .21 2.09 9 u a 12.25 3.60 .32 2.20 a u a 14.75 4.34 .42 2.30 it u it 17.25 5.07 .53 2.41 it u a 19.75 5.81 .63 2.51 a C25 8 11.25 3.35 .22 2.26 9 u a 13.75 4.04 .31 2.35 it u a 16.25 4.78 .40 2.44 it u it 18.75 5.51 .49 2.53 u u u 21.25 6.25, .58 2.62 it C29 9 13.25 3.89 .23 2.43 10 u a 15.00 4.41 .29 2.49 a i( it 20.00 5.88 .45 2.65 a u it 25.00 7.35 .61 2.81 it C33 10 15.0 4.46 .24 2.60 10 u a 20.0 5.88 .38 2.74 a it a 25.0 7.35 .53 2.89 it it it 30.0 8.82 .68 3.04 a it a 35.0 10.29 .82 3.18 a C41 12 20.5 6.03 .28 2.94 10 a a 25.0 7.35 .39 3.05 it a it 30.0 8.82 .51 3.17 it it it 35.0 10.29 .64 3.30 it u a 40.0 11.76 .76 3.42 it CAMBRIA STEEL. 33 WEIGHTS AND DIMENSIONS OF STANDARD CHANNELS. Section Number. Depth of Channel. Weight per Foot, irea of Section. Thickness of Web. Width of Flange. Page Number of Section. Inches. Pounds. Sq. Ins, Inch. Inches. C53 15 33 9.90 .40 3.40 11 u u 35 10.29 .43 3.43 u u (( 40 11.76 .52 3.52 u u u 45 13.24 .62 3.62 a i( u 50 14.71 .72 3.72 u u u 55 16.18 .82 3.82 u WEIGHTS AND DIMENSIONS OF SPECIAL CHANNELS. 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. C86 6 15.2 4.46 .35 3.50 .049 12 C88 6 19.0 5.58 .41 3.56 .049 12 U a 21.6 6.36 .54 3.69 u u C89 7 20.9 6.15 .45 3.45 .042 12 C 101 8 21.5 6.30 .40 3.50 .037 13 C103 8 23.8 7.00 .50 3.50 .037 13 COO 10 21.7 6.38 .38 3.38 .029 13 C92 10 27.2 8.00 .54 3.50 .029 13 C95 13 32 9.30 .38 4.00 .023 10 a u 35 10.29 .45 4.08 u u u i( 37 10.88 .50 4.12 a u u u 40 11.76 .56 4.19 it a u u 45 13.24 .68 4.30 a u a u 50 14.71 .79 4.42 u u u u 55 16.18 .90 4.53 i<2^>l<-2^>H2^>l^!ll > e'k 4 'x i"ANGLE- 10 'L 0 NG =*= ■I 'r 1 2 fM< 2 ^>j< 2 ^>K 2 ^>t<- 2 ^>r^l^' FOR 20 BEAMS FOR 24 BEAMS • • 4 4 > > .S? .4 -•— ♦-- 4 - 1 ^ 4 'x 4 X |-"aNGLE- 15 "lONG . 3 — 4t- 11, o L^Lo A^ o J 1 1 3 i«-^2|i2 2-f 2|»|<^2|>j<2|>l<^2^>|^>jl 3 4'^X 4 'k f"ANGLE- 18 "L 0 NG ALL RIVETS OR BOLTS TO BE ~ DIAMETER ALL OPEN HOLES TO BE DIAMETER 40 CAMBKIA STEEL. LOCATION OF CONNECTION ANGLES FOR BEAMS OF THE SAME OR DIFFERENT SIZES FRAMING OPPOSITE, BOT- TOMS OR TOPS FLUSHo — 1 1 9 rx/i \ --x- o o: o ^ ■ — jvp >G--- yo-~- ^ 6 i-J- —i— DEPTH OF BEAMS. E Inches. A B C D Main Beam. Opposite Beam. Inches. Inches. Inches. Inches. Inches. 3 8 VA 13-2 4 3 1 V 2 234 lA ** 4 2 2 2 6 4 2 3 2 tt 6 234 2 ^ 234 6 4 2 4 2 n 6 II II 8 II 6 3 8 8 7 4 2 H a 2 13^ 1 134 6 II 234 0 0 II 6 II 334 1 II 7 2 M 2H 2H 8 4 23^ 3 134 1 134 6 234 0 0 6 <1 334 1 II 7 it II 2 2 II 8 2 ^ 2H 2 M 9 5 23^ 4 234 0 0 “ 6 II 334 1 II 7 ii II 2 II 8 i i 8 II 9 3Ji 8H 334 10 6 23^ n 5 334 1 II 7 II 2 2 ** 8 ii II 8 3 II 9 ii II 4 4 II 10 8H 8H 3M For cases where D is zero or E is 1" or zero, cut beam back 3^", or cope flanges back 3^" to clear rivet head. CAMBRIA STEEL. 41 LOCATION OF CONNECTION ANGLES FOR BEAMS OF THE SAME OR DIFFERENT SIZES FRAMING OPPOSITE, BOT- TOMS OR TOPS FLUSH. — G-^ O ^ — >— ■ -i. DEPTH OP BEAMS. B E Indies. A C D Main Beam. Opposite Beam. Inches. Inches. Inches. Inches. Inches. 12 8 QK 8H ii 234 34 234 9 334 34 ** 10 it ii 434 134 (( 12 33^ sy2 334 15 8 m 43€ 234 34 234 H 9 it 44 334 134 34 a 10 ** it 434 34 134 a 12 44 “ 334 134 15 m 33^ 334 18 8 33^ 44 4H 234 34 234 <( 9 334 134 34 it 10 it ii 434 34 134 it 12 “ ii 334 434 134 134 it 15 44 ii 134 it 18 4 4 4 20 8 33€ ii 434 ii 234 34 234 li 9 334 134 34 ii 10 ii ii 434 34 134 ** 12 ii it 334 434 134 134 ii 15 it ii 34 134 it 18 ii ii 434 234 ii 20 SH 334 334 24 (( 8 33€ 44 534 234 34 234 9 it 334 134 H (( 10 44 44 434 34 134 it 12 44 it 334 134 134 15 44 44 434 34 134 it 18 44 44 434 34 234 ** 20 44 44 434 134 41 24 4:}i 434 43^ For cases where D is or %” or E is %*' or IM". cut beam back W* or cope flanges back 3^" to dear rivet head. 42 CAMBKIA STEEL. STANDARD CONNECTION ANGLES FOR I-BEAMS AND CHANNELS. Standard connection angles for all sizes of beams and channels are shown on page 39. These are of sufficient strength for all usual connections of the various sizes shown, figured on the basis of 10 000 pounds per square inch, as the allowable unit stress for single shear of rivets or bolts, and 20 000 pounds per square inch as the allowable unit stress for double shear and bearing value of the parts connected by the rivets. When beams of very short spans are loaded to their full capacity 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 STANDARD CHANNELS FOR WHICH STANDARD CONNECTION ANGLES MAY BE SAFELY USED WITH CHANNELS UNI- FORMLY LOADED TO THEIR FULL CAPACITY, IN ACCORDANCE WITH TABLES OF SAFE LOADS, FOR FIBRE STRESS OF 16 000 LBS. PER SQUARE INCH. Section Depth of Weight Mini- mum Section Depth of Weight Mini- mum Section Depth of Weight Mini- mum Num- Chan- nel. per Foot. Safe Span. Num- Chan- nel. per Foot. Safe Span. Num- Chan- nel. per Foot. Safe Span. ber, Inches. Pounds. Feet. ber. Inches. Pounds. Feet. ber, Inches. Pounds. Feet. C 6 3 4.0 1.1 C21 7 12.25 2.6 C33 10 25.0 6.5 u u 5.0 0.8 U u 14.75 2.3 a u 30.0 6.2 u u 6.0 0.8 u u 17.25 2.6 u u 35.0 7.0 u u 19.75 2.9 C 9 4 6.25 1.9 t( u 6.25 1.5 C25 8 11.25 4.4 C41 12 20.5 5.4 u u 7.25 1.4 u a 13.75 3.4 U u 25.0 4.8 u (( 16.25 3.0 u u 30.0 5.4 C13 5 6.5 2.8 u a 18.75 3.3 u a 35.0 6.0 i( u 9.0 2.1 u u 21.25 3.6 u u 40.0 6.6 u u 11.5 2.5 C29 9 13.25 5.4 C17 6 8.0 3.9 u u 15.00 4.6 C53 15 33.0 7.4 a » 10.5 3.0 u u 20.00 4.1 ti a 35.0 7.1 u u 13.0 3.5 u u 25.00 4.7 u u 40.0 7.0 u u 15.5 3.9 (( u 45.0 7.5 C33 10 15.0 6.6 u a 50.0 8.1 C21 7 9.75 3.4 a u 20.0 4.9 u u 55.0 8.7 CAMBRIA STEEL. 43 MINIMUM SPANS OF I-BEAMS FOR WHICH : STAND- ARD CONNECTION ANGLES MAY BE SAFELY USED WITH I-BEAMS UNIFORMLY LOADED TO THEIR FULL CAPACITY, IN ACCORDANCE WITH TABLES OF SAFE LOADS, FOR FIBRE STRESS OF 16 000 LBS. PER SQUARE INCH. Depth Weight Mini- Depth Weight Mini- Depth Weight Mini- Section • of per mum Section of per mum Safe Section of per mum Safe Num- ber. Beam. Foot. Span. Num- her. Beam. Foot. Span. Num- ber. Beam. Foot. Span. Inches. Pounds. Feet. Inches. Pounds. Feet. Inches. Pounds. Feet. B 5 3 5.5 1.7 B 29 9 30.0 6.8 B 113 15 80.0 15.9 a u 6.5 1.2 U u 35.0 7.5 u u 85.0 16.4 a u 7.5 1.2 a u 90.0 17.0 B 33 10 25.0 9.3 a u 95.0 17.5 B 9 4 7.5 2.8 u u 30.0 8.1 u a 100.0 18.1 (C a 8.5 2.2 u u 35.0 8.8 u t( u u 9.5 10.5 2.0 2.2 u B 41 u 12 40.0 31.5 9.6 7.3 B 65 a a 18 u u 55.0 60.0 65.0 13.7 11.9 11.8 12.4 B 13 5 9.75 4.1 u u 35.0 7.7 (( u U (( 12.25 3.3 u u 40.0 8.2 70.0 (( (( 14.75 3.7 B 105 12 40.0 9.0 B 73 20 65.0 13.9 B 17 6 12.25 5.6 (( u 45.0 9.6 (( u 70.0 12.5 u (( 14.75 4.8 a u 50.0 10.2 u u 75.0 12.8 a u 17.25 5.3 u u 55.0 10.8 B 21 7 15.00 4,9 B 53 15 42.0 10.2 B 121 U 20 u 80.0 85.0 90.0 95.0 100.0 14.8 15.2 15.7 16.2 16.7 u (( 17.50 3.8 u u 45.0 9.4 (( (( u B 25 u 8 20.00 18.00 3.6 6.2 u a u u <( u 50.0 55.0 60.0 9.7 10.3 10.8 u u a u li u 20.25 5.1 a u 22.75 4.8 B 109 15 60.0 12.3 B 89 24 80.0 17.7 u u 25.25 5.1 u a 65.0 12.8 U u 85.0 16.1 u a 70.0 13.4 u u 90.0 16.1 B 29 9 21.0 7.7 u u 75.0 13.9 u u 95.0 16.6 u u 25.0 6.2 u u 80.0 14.5 (( u 100.0 17.1 44 CAMBBIA STEEL. STANDARD SPACING OF RIVET AND BOLT HOLES THROUGH FLANGES AND CONNECTION ANGLES OF I-BEAMS, AND TANGENT DISTANCES BE- TWEEN FILLETS MEASURED ALONG THE WEB. Depth Weight. Depth Weight. of n e q T of n e q T Beam. Beam. Inches. Lbs.perFt. Inches. Inches. In. Inches. Inches. Lbs.perFt. Ins. Inches. Inch. Inches. 8 6.5 li^ It 4fi IH 12 55.0 3 5A ii 9^ <1 6.6 434 tt tt 7.5 tt 43 ^ <1 << 15 42.0 3 4f| 123 ^ 4 << 7.5 8.5 m tt 4H 4^ 2ii tt tt tt 45.0 50.0 tt 4fi 6A << tt J II It 9.5 tt 4H A tt ** 55.0 5^ ** tt It 10.5 tt 4M tt 60.0 tt 6M If 5 9.76 IH 4M A 3^ 15 60.0 3K 5^ 11^ 12.25 4K H 65.0 5A 14.75 5 “ tt 70.0 tt 5if ft tt 6 tt 12.25 14.75 2 It 4ff 4f^ tt 75.0 80.0 It It tt tt 17.25 II 4M << 15 80.0 3^ tt tt 5^ 1^ lOii 7 tt tt 15.00 17.50 20.00 4^ 4fJ 4f^ Yf tt 534 tt tt tt tt 85.0 90.0 95.0 100.0 5if 5M 5if 5ii <( 1* tt tt 8 tt 18.00 tt 4ff if 6 20.25 4!^ tt 18 55.0 3M 4fi H 15^ tt tt 22.76 tt 4M << tt 60.0 5^ “ tt 25.25 tt 5^ tt tt tt 65.0 tt 5K •If tt 70.0 tt 5^ tt 9 21.0 2H 4ff lE 7^ 25.0 tt tt 20 65.0 3H 5 If ion 30.0 5i^ ft 70.0 5^ tt tt 35.0 5^ It 75.0 tt 5A tt 10 tt tt tt 25.0 30.0 35.0 40.0 2^ tt tt tt 411 41f 5A 5M if 3^ tt if 7H << (< 20 tt tt 80.0 85.0 90.0 95.0 4 It tt tt 5^ 5* 5i^ 5A ft <1 tt 16i^ tt tt 12 tt 31.5 2H tt 4ii if 9^ tt 100.0 tt 5^ lA 16 tt 35.0 40.0 4H 5i^ 24 80.0 4 5 If 20H tt tt tt 85.0 5* tt 12 H 40.0 3 411 21 T 2 tt 9A <( 90.0 tt 53^ Vs It 45.0 tt 5A “ 95.0 tt 5i^ tt It 60.0 tt 5i^ tt “ ** 100.0 tt 5M ** ** CAMBBIA STEEL. 45 STANDARD SPACING OF RIVET AND BOLT HOLES IN FLANGES AND CONNECTION ANGLES OF CHANNELS, AND TANGENT DISTANCES BE- TWEEN FILLETS MEASURED ALONG THE WEB. Depth Depth of Weight. m e q T of Weight. m e q T Channel Channel Inches. Lb8.perFt. Inches. Inches. In. Inches. Inches. Lbs.perFt. Inches. Inches. In. Inches. 3 4.0 H 411 IH 8 21.25 1^ 5^ 6A 5.0 4^ it ii it 6.0 n 4K ii 9 13.26 m 4:H It :: 4 H 5.25 6.25 1 ii 411 4^ T2 it SH ii ii ii 15.00 20.00 lins 1t^ 411 411 7.25 ii 4fl A ii 25.00 IM 53^ 5 6.5 1 411 A BH 10 ii it 15.0 13^ 4:H 8^ ii ii 9.0 11.5 IM ii 4fl 411 fs - 20.0 25.0 IVs IH 411 5^ it Vs 30.0 IH 5A H ii • 6 8.0 411 H 4H 35.0 2A 5^ 1^ << “ 10.5 lA 411 “ a 13.0 lA 411 (( it 15.5 ll^ 5A <( 12 20.5 IH 4fl If 911 ii 26.0 IVs 41g 3^ ii 30.0 2 5 If (< 7 9.75 ll^ 411 411 H 5^ ii 35.0 23^ 53^ i i 12.25 ll^ H 40.0 2H 5M Hj tt 14.75 ll^ 4.29. “32 ii ii 17.25 IM 5^ 19.75 53^ <1 “ 15 33.0 IVs 4.29 “33 H 12% ii 35.0 IM 411 ii 8 11.25 VA 411 6A ii 40.0 2 St’s- H it “ 13.75 1-h 411 H it 45.0 23^ 53^ tt “ 16.25 1% 4.^ “32 “ ii 50.0 2A 5^ fl tt “ 18.75 IVz 5 H << ii 56.0 2A 5^ tt 46 CAMBRIA STEEL. MAXIMUM SIZE OF RIVETS IN FLANGES OF BEAMS AND CHANNELS. I-BEAMS. CHANNELS. Depth Diameter Depth Diameter Depth Diameter of Weight. of of Weight. of of Weight. of Beam. Rivets. Beam. Rivets. Channel. Rivets. Inches, Lbs.perFt. Inch. Inches. Lbs.perFt. Inch. Inches. Lbs.perFt. Inch. 8 5.50 Vs 15 42.0 H ii 8 4.00 Vs 4 7.50 Y? 15 60.0 4 5.25 Y? 6 9.75 15 80.0 Vs 5 6.50 6 12.25 H 18 55.0 <( 6 8.00 Vs 7 15.00 20 65.0 1 7 9.75 ii 8 18.00 H i€ 20 80.0 ii 8 11.25 H 9 21.00 24 80.0 ii 9 18.25 tt 10 25.00 a 10 15.00 12 81.50 12 20.50 it 12 40.00 15 88.00 ii STANDARD SPACING OF RIVET AND BOLT HOLES IN ANGLES, WITH MAXIMUM SIZE OF RIVETS TO BE USED. 1 ANGLES. Length Leg. m Diameter of Rivet. Length Leg. m Diameter of Rivet Length Leg. m Diameter of Rivet. Inches. Inch. Inch. Inches. Inch. Inch. Inches. Inches. Inch. H 2 IVs % sy2 1 1 A 2\i % 4 ^ og.S 03 , re3 bfj IV ii V 2^ oT "S 1% % 2% 2% 1% IV 5 6 lU i Vs 8 1% % 7 8 i ^ S-® §.2 ii ii CAMBKIA STEEL. 47 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 49, 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 48 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 = .866a-b) 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 84 to 100 inclusive. p = allowable stress in pounds per square inch on extreme fibre of plate. b'_= width of plate in the direction of the axis of the beam or channel; i. e., bearing on wall in inches. If p = 16 000 lbs. for steel we have t=. 00685 (1-b) 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 87 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 49, 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 lb. standard beam is 5.10 inches. Substituting these values in the formula for thickness gives t = .00685 (10 - 5.10) = .562 The nearest commercial size above this is 3^ 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) -x = .323 \ 8x8 and the nearest commercial size above this is which is the thickness required. 48 CAMBRIA STEEL. STANDARD BEARINGS AND BEARING PLATES. Size Bearing Plate. of Beams and Bearing. Channels. Dimensions. Area. Inches. Inches. Inches. Sq. Inches. 3 6 6 X 6 X f 36 4 6 6x 6x| 36 5 6 6 X 6 X f 36 6 6 6 X 6 X I 36 7 8 8 X 8 X § 64 8 8 8 X 8 X i 64 9 8 8 X 8 X J 64 10 12 12 X 12 X J 144 12 12 12 X 12 X f 144 15 12 12 X 15 X 1 180 18 15 15 X 15 X 1 225 20 15 15 X 18 X 1 270 24 15 15 X 18 X 1 270 SAFE BEARING VALUES OF WALL PLATES FOR VARIOUS STYLES OF MASONRY. Material. Pounds per Sq. In. Tons per Sq. Ft. 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 Concrete 1:2:4 600 43.2 “ “ 1:2:5 500 36.0 CAMBKIA STEEL. 49 BEARING PLATES FOR I-BEAMS AND CHANNELS. Safe Bearing Value of Plate in 1000 Pounds. Bearing on ¥aU. Size of Plate. Rubble in Cement Mortar. Brick in Cement Mortar. Sand- stone. Lime- stone. Granite. Concrete. 1;2:4. Concrete. 1:2:5. 250 lbs. per sq. in. 300 lbs. per sq. in. 400 lbs. per sq. in. 500 lbs. per sq. in. 600 lbs. per sq. in. 600 lbs. per sq. in. 500 lbs. per sq. in. Ins. Ins. 4 4 x 4 4.0 4.8 6.4 8.0 9.6 9.6 8.0 4 4 x 6 6.0 7.2 9.6 12.0 14.4 14.4 12.0 4 4 x 8 8.0 9.6 12.8 16.0 19.2 19.2 16.0 6 6 x 6 9.0 10.8 14.4 18.0 21.6 21.6 18.0 6 6 x 8 12.0 14.4 19.2 24.0 28.8 28.8 24.0 6 6 x 10 15.0 18.0 24.0 30.0 36.0 36.0 30.0 8 8 x 8 16.0 19.2 25.6 32.0 38.4 38.4 32.0 8 8 x 10 20.0 24.0 32.0 40.0 48.0 48.0 40.0 8 8 x 12 24.0 28.8 38.4 48.0 57.6 57.6 48.0 10 10 x 10 25.0 30.0 40.0 50.0 60.0 60.0 50.0 10 10 x 12 30.0 36.0 48.0 60.0 72.0 72.0 60.0 10 10 x 14 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 12 x 16 48.0 57.6 76.8 96.0 115.2 115.2 96.0 12 12 x 18 54.0 64.8 86.4 108.0 129.6 129.6 108.0 14 14 x 14 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 14 x 20 70.0 84.0 112.0 140.0 168.0 168.0 140.0 16 16 x 16 64.0 76.8 102.4 128.0 153.6 153.6 128.0 16 16 x 18 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 16 x 22 88.0 105.6 139.8 176.0 211.2 211.2 176.0 18 18 x 18 81.0 97.2 129.6 162.0 194.4 194.4 162.0 18 18 x 20 90.0 108.0 144.0 180.0 216.0 216.0 180.0 18 18 x 22 99.0 118.8 158.4 198.0 237.6 237.6 198.0 18 18 x 24 108.0 129.6 172.8 216.0 259.2 259.2 216.0 20 20 x 20 100.0 120.0 160.0 200.0 240.0 240.0 200.0 20 20 x 22 110.0 132.0 176.0 220.0 264.0 264.0 220.0 20 20 x 24 120.0 144.0 192.0 240.0 288.0 288.0 240.0 20 20 x 26 130.0 156.0 208.0 260.0 312.0 312.0 260.0 Safe Bearing Value of Plate = Area of Plate (in square inches) X Allowable Safe Bearing Value (per square inch) on the Masonry. 60 CAMBRIA STEEL. STANDARD CAST IRON SEPARATORS FOR I-BEAMS. Beams. Separators. Bolts, Square Heads and Hex. Nuts. Section Num- ber Depth. Weight per Foot. Out to Out of Flanges of Beams. Center to Cen- ter of Beams. Thickness. Weight. Increase of Weight for each inch additional spread of Beams. Diameter. Center to Cen- ter of Bolts. g Weight of Bolts and Nuts. 2^ I l-S'S o g ® n Weight per Foot. Out to Out of Flanges of Beams. Center to Cen- ter of Beams. 1 ’J3 E-H Weight. Increase of Weight for each inch additional spread of Beams. A Center to Cen- ter of Bolts. .xi t Weight of Bolts and Nuts. Increase of Weight of Bolts for each in. addi- tional spread of Beams. d A B t C E Ins. Pounds. Inches. Inches. In. Pounds. Pounds. In. Ins. Ins. Pounds. Pound. SEPARATORS WITH ONE BOLT. B 5 3 5.5 5A 3 3 8 1.1 .29 3 4 4 .95 .123 B 9 4 7.5 5| 3i U 1.6 .38 U a 1.01 u B 13 6 9.75 6i U 2.0 .49 u 4f 1.04 u B 17 6 12.25 7* 4 1 2 3.3 .78 il 5| 1.11 u B 21 7 15.0 71 4i U 3.9 .92 u 5| 1.14 u B 25 8 18.0 U 4.7 1.06 u 5| 1.17 u B 29 9 21.0 9A 5 U 5.9 1.20 a 6i 1.23 u B 33 10 25.0 9| 5i U 6.8 1.33 u 6^ 1.26 u B 41 12 31.5 lOJ 5f U 8.8 1.61 u 7 1.32 a B105 12 40.0 111 6 u 8.9 1.58 u 7i 1.38 u SEPARATORS WITH TWO BOLTS. B 41 12 31.5 lOf 5f 1 2 9.5 1.61 3 4 7 2.64 .246 B 105 12 40.0 lU 6 u 9.5 1.58 U a 7i 2.76 a B 53 15 42.0 Ilf u 12.5 2.02 U 7 7i 2.82 iC B 109 15 60.0 12f 6i u 13.0 1.97 u u 8i 2.95 u B 113 15 80.0 131 7i (C 13.2 1.91 a u 9 3.13 u B 65 18 55.0 12f 6f 5 19.8 2.41 u 9 8i 2.95 (( B 73 20 65.0 13i 7 ({ 22.9 3.37 u 10 8^ 3.01 u B 121 20 80.0 14f 71 u 24.6 3.34 u u 9i 3.19 u B 89 24 80.0 14f 7f u 30.3 4.07 u 12 n 3.19 il Lengths and weights of separator bolts in above table are for girders composed of two beams of minimum section as showm. 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. 52 CAMBBIA 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. CAMBKIA STEEL. 58 WEIGHTS OF HOLLOW TILE FLOOR ARCHES AND FIREPROOF MATERIALS. END CONSTRUCTION, FLAT ARCH. Width of Span between Beams. Depth of Arch. Weight per Square Foot. 5 feet to 6 feet. g « 7 « 7 “ 8 « 8 " 9 « 8 inches. 9 « 10 12 « 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 « Q « 5 « 6 « 6 " 0 " g « 0 « 6 " 6 " 6 « 6 « 7 « Q « 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 u u u u u u a u u a 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 87, or 14 020 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. 65 The actual vertical load on the beam under consideration is as follows : |x 18 X 125 = 5 625 lbs., which is less than the allowable amount, 6 730 lbs., as figured above, so that a smaller beam may suffice. Therefore, assume a 9-inch beam, weighing 21 lbs. 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. 158, to be 5.16. In this case v.' A oo vx cr not 2 X 5.16 Substituting this in the formula for p we have p = 16 000 — 10 370 = 5 630 lbs. per sq. in. 5 630 Therefore the safe vertical load will be or approximately , 710 X 4.33 X 5.S P = .35 of the tabular vsafe load. The safe vertical load for a 9" 21 lb. beam, 18 feet long, for a fibre stress of 16 000 lbs. per square inch is 11 180 lbs., as given in the Table of Safe Loads, on page 87, and .35 of this, after deduct- ing weight of the beam, is 3 781 lbs., which is less than the actual amount, 5 625 lbs., as calculated above, so that the 9" 21 lb. 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 lbs. per foot, is reduced to .74 of its tabular value of 8 430 lbs., or 6 328 lbs., and as this amount is greater than the actual load as above, namely, 5 625 lbs., 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 80, the safe load for the allowable limit of deflection is _ 9 480 X 16^ 182 = 7 491 lbs., which is greater than the actual amount, 5 625 lbs., 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. 66 CAMBKIA 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 84 to 111, 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 P J2 ^ 30001^2 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 = 19.37, from which it may be seen that the compression b 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; CAMBKIA STEEL. 67 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 Lateral Supports to Flange Width. Allowable Unit Stress for Direct Flexure in Extreme Fibre. Proportion of Tabular Safe Load to be Used. Ratio of Span or Distance between Lateral Supports to Flange Width. Allowable Unit Stress for Direct Flexure in Extreme Fibre. Proportion of Tabular Safe Load to be Used.- . 1 b P 1 b P 19.37 16000 1.0 65 7474 20 15882 .99 70 6835 #•39 25 14897 .93 75 6261 30 13846 .87 80 5281 .^ 7 ^ .36 35 12781 .80 85 ,33 40 11739 .73 90 4865 ' .30 45 10746 .67 95 4451 .28 50 9818 .61 100 ' U 154 .26 55 8963 .56 105 3850 .24 ,60 8182 .51 no 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 84 to 100 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 = 65. b 0.0 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 89, 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. 68 CAMBRIA STEEL. APPROXIMATE WEIGHTS OF VARIOUS ROOF COVERINGS. In Pounds per Square Foot. Copper Sheeting, B. W. G. No. 22 Corrugated Iron, B. W. G. Nos. 26 to 16 Felt, two Layers Felt and Asphalt Felt and Gravel, % inch thick Galvanized Iron, B. W. G. Nos. 26 to 16 Lath and Plaster Ceiling, Ordinary Sheathing, 1 inch thick. Hemlock “ “ “ White Pine or Spruce. “ “ “ Yellow Pine Shingles, 16 inch, laid 5^ inch to weather. . . . Skylight Glass, A to H inch thick Slates, H to inch thick, 3 inch double lap Slag Roofing, 4-ply, with cement and sand. . . Tiles. See Page 53 Tin Zinc, B. W. G. No. 20 1-3M 2 63 ^ 1-3 6-8 2 2H 4 2 2>^-7 4-7 4 8-20 M-1 1 )^ 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 lbs. per horizontal square foot of roof for all slopes up to 20°, reduced 1 lb. 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 of Roof. Angle of Slope ( a ) with Horizontal. Rise of Roof per Foot. Normal Wind Pressure. Degrees, , Minutes. Inches. Pounds per S(i. Ft. 1 6 18 - 25 4 8.4 1 4 26 - 33 6 11.9 1 3 33 - 41 8 14.6 1 2 45 - 0 12 18.1 2 3 53 - 7 16 19.4 3 4 56 - 20 18 19.7 1 63 - 27 24 20.0 CAMBKIA STEEL. 69 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 povsition 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 li 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 70 and 71, 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 rem.ains 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. 70 CAMBRIA STEEL. REINFORCED CONCRETE FLOOR SLABS. k — 12-— >1 •T* Neutral i Axis NOTATION. w== Total weight in lbs. 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 -J* 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 -f- d. j = “ between centers of stress -h d. V = Maximum Shear, 12" width of slab. V = Unit shear. u = Unit bond stress. 2o = Sum of perimeters of bars (in 12" width of slab). FORMULAE. M = 1.5 wL^ — ^for slabs freely supported. = 1.2 wL^ — " ‘‘ continuous over supports. C^r 2S(Cr + S) _ Sp /2Cr+3S\ ^ 3 \ Cr + S / : = rp(^'l+ A_i) i = 1 - ■ M 12 K V Steel Area (12" width of slab) = 12 dp V = (not to exceed GO lbs. for stone or 25 lbs. for cinder concrete). V u = (not to exceed 60 lbs. for stone or 30 lbs. for cinder concrete). For Square and Round Bars, refer to pages 369-375. 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. CAMBRIA STEEL. 71 REINFORCED CONCRETE FLOOR SLABS. Values deduced from formulae, page 70, using unit stresses based on modern safe practice. Concrete. Weight per cu. ft. Pounds. C s Es’iEc P K X 3 Stone. 1:2:4. 150 500 16000 15 .0050 71.5 .320 .893 Cinder. 1:2:4. no 185 16000 30 .0015 21.8 .258 .914 THICKNESS OP CONCRETE BELOW STEEL. 4i 9 13 19 Depth of Slab “d” (inches). to to to to to Above 4 12 18 20 20 Concrete below Steel Surface (inches). 3 4 1 u If 2 SPACING OP REINFORCING BARS. The lateral spacing of parallel bars should not be less than two and one-half diameters, center to center, nor greater than 23^ 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 (M'O 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 Ji_ ’’ l* + 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. 72 CAMBKIA 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 138 to 141 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. CAMBKIA STEEL. 73 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 2c^. Substituting this value for 1^ in the formula for long columns 12000 P — p ^ 3000 we have 12000 P ^ 1 j r — ^ 1500 1 ^ 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. 74 CAMBRIA 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. Section Depth of Weight per Foot. Maximum Safe Mini- mum Section Depth of Weight per Foot. Maximum Safe Mini- mum Num- ber. Beam. Load. Span. Num- ber. Beam Load. Span. Inches. Pounds. Pounds. Feet. Inches. Pounds. Pounds. Feet. B 5 3 5.5 10900 1.7 B105 12 50 176250 3.2 6.5 17790 1.1 55 213760 2.8 7.5 25230 .9 B 53 15 42 86530 7.3 B 9 4 7.5 15330 2.1 45 106100 6.2 8.5 22670 1.6 50 146260 4.8 9.5 30820 1.2 55 186740 4.0 10.5 37820 1.1 60 222970 3.6 B 13 5 9.75 20050 2.6 B109 15 60 160940 5.5 12.25 39730 1.5 65 201330 4.6 14.75 57400 1.2 70 237380 4.1 B 17 6 12.25 14.75 25130 44320 3.1 2.0 75 80 276990 316160 3.7 3.4 17.25 62890 1.6 B113 15 80 247900 4.6 B 21 7 15 17.5 20 30510 49320 69540 3.7 2.5 1.9 85 90 95 100 287290 322350 361780 399220 4.2 3.9 3.6 3.4 B 25 8 18 20.25 22.75 25.25 36310 53560 72760 91590 4.2 3.1 2.4 2.1 B 65 18 55 60 65 70 109040 155580 194040 232870 8.8 6.6 5.5 4.9 B 29 9 21 25 30 35 42450 71530 109620 146670 4.8 3.1 2.3 1.9 B 73 20 65 70 75 129150 169980 206910 9.6 7.3 6.7 B 33 10 25 30 35 40 48960 86630 126460 165320 5.4 3.4 2.6 2.2 B121 20 80 85 90 95 100 182710 214600 257610 295400 333150 8.7 7.7 6.6 6.0 5.5 B 41 12 31.5 35 40 62890 91730 130540 6.2 4.5 3.5 B 89 24 80 85 90 127540 166820 202450 14.7 11.8 10.1 B105 12 40 99380 4.9 95 239330 8.8 45 138110 3.8 100 277070 7.9 CAMBBIA STEEL. 75 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. Section Num- ber. Depth of Channel Weight per Foot. MaTiTniiTn Safe Load. Mini- mum Span. Section Num- ber. Depth of Channel Weight per Foot. Maximum Safe Load. Mini- mum Span. Inches. Pounds. Pounds. Feet. Inches. Pounds. Pounds. Feet. C 5 3 4 10970 1.1 C25 8 18.75 83150 1.5 5 17830 0.8 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 1.4 13 58300 1.1 C41 12 20.5 41390 5.5 15.5 76540 1.0 25 75440 3.5 30 114230 2.6 C21 7 9.75 22950 2.8 35 156000 2.1 12.25 43660 1.7 40 193920 1.9 14.75 62200 1.4 17.25 82110 1.2 C53 15 33 83430 5.4 19.75 99880 1.1 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 76 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 lbs. per Square Incn. Coefficient for Fibre Stress of 12500 lbs. per Square Incn. Distance between Supports in Feet. Coefficient for Fibre Stress of 16 000 lbs. per Square Incn. Coefficient for Fibre Stress of 12500 lbs. per Square Incn. 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 22 7.299 8.011 5.703 6.259 40 26.483 20.690 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. 77 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. Xi = distances in inches from neutral axis to most remote fibre for unsymmetrical sections. For Symmetrical Sections. For fibre stress of 16 000 pounds per square inch D = For fibre stress of 12 500 pounds per square inch D = For Unsymmetrical Sections. For fibre stress of 16 000 pounds per square inch D = For fibre stress of 12 500 pounds per square inch D = 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 87. Case II. — To find the deflection of a 6" X 4" X i" 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 175 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 Xj 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 Xj, 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 136 to 141 inclusive. H T H' d" H W 2xi 78 CAMBRIA STEEL. TABLES OF SAFE LOADS FOR CAMBRIA SEC- TIONS USED AS BEAMS, AND SPACING FOR CAMBRIA I-BEAMS. Pages 84 to 135 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 53, 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. 38. 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 CAMBKIA STEEL. 79 amount of this reduction can de determined by reference to the explanations and tables therefor on pages 66 and 67. 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 62 to 65 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 3^^ 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 ^ Ws X L» Li^ 80 CAMBRIA STEEIi. in which W = safe load in pounds for the limit of deflection for plastered ceilings = 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 Wg 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 76 and 77. TABLES OF SAFE LOADS FOR 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 84 to 100 inclusive. TABLES FOR 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 36 feet, are given on pages 101 to 111 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 STEEIi. 81 TABLES OF SAFE LOADS FOR ANGLES. Tables of uniformly distributed safe loads for the usual sizes of angles, are given on pages 114 to 135. 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 89, 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 90, 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- pourd beam should be ordered if prompt delivery is wanted. It may also be found from page 92, 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 1 1. 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? 82 CAMBKIA STEEL. From the Tables of Safe Loads, page 86, 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 79, we have ^ Ws XL2^9 480 X 162 Li2 202 = 6 067 pounds. 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 105, 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 100 150 = 6.4 feet. 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 -jr- X 22 X 150 = 66 000 pounds. CAMBRIA STEEL. 83 From the Table of Safe Loads, page 89, 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 spacingthe floor beams equally, the arrangement outlined above would reduce their distances to 22 -j- = 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 104, 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. 4 ^ TABLES OF MAXIMUM BENDING MOMENTS> The Tables of Maximum Bending Moments for beams and channels given on pages 112 and 113 are useful in deterfiiining the proper section required to support one or more irregufarly located concentrated loads or various arrangements of loa^^ to which the tables of safe loads uniformly distributed will ngjt Apply. The method used consists in computing the ^jitSiximum bending moment in foot pounds resulting from the specified loading, the proper section corresponding to a fibre stress of 16 000 or 12 500 lbs. per square inch, being taken directly from the tables without further computation. 84 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 supports 3 Inch No. B 5. 4 Inch No. B 9. in feet 5.5 6.5 7.5 7.5 8.5 9.5 10.5 lbs. lbs. lbs. lbs. lbs. lbs. lbs. 4 4410 4780 5180 7950 8470 9000 9520 5 3530 3830 4140 6360 6780 7200 7610 6 2940 3190 3450 5300 5650 6000 6350 7 2520 2730 2960 4540 4840 5140 5440 8 2210 2390 2590 3980 4240 4500 4760 9 1960 2130 2300 3530 3770 4000 4230 12- 1770 1910 2070 3180 3390 3600 3810 11 1600 1740 1880 2890 3080 3270 3460 12 1470 1590 1730 ' 2650 2820 3000 3170 13 1360 1470 1590 2450 2610 2770 2930 14 1260 1370 1480 2270 2420 2570 2720 15 1180 1280 1380 2120 2260 2400 2540 16 1100 1200 1290 1990 2120 2250 2380 17 1040 1130 1220 1870 1990 2120 2240 18 980 1060 1150 1770 1880 2000 2120 19 930 1010 1090 1670 1780 1890 2000 20 880 960 1040 1590 1690 1800 1900 21 840 910 990 1510 1 1610 1710 1810 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = span. CAMBRIA STEEL. 85 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 STANDARD I-BEAMS. 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 lbs. lbs. lbs. lbs. lbs. lbs. 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 29 2670 2940 3210 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = span. 86 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 7 Inch No. B 21. 8 Inch No. B 25. supports in feet. 15 17.5 20 18.00 20.25 ] 22.75 25.25 lbs. lbs. lbs. lbs. lbs. lbs. lbs. 4 27600 29850 32140 37920 40130 42740 45360 5 22080 23880 25710 30330 32100 34190 36290 6 18400 19900 21430 25280 26750 28500 30240 7 15770 17060 18370 21670 22930 24420 25920 8 13800 14930 16070 18960 20060 21370 22680 9 12270 13270 14280 16850 17830 19000 20160 10 11040 11940 12860 15170 16050 17100 18140 11 10040 10860 11690 13790 14590 15540 16490 12 9200 9950 10710 12640 13380 14250 15120 13 8490 9190 9890 11670 12350 13150 13960 14 7890 8530 9180 10830 11470 12210 12960 15 ' 7360 7960 8570 10110 10700 11400 12100 16 6900 7460 8030 9480 10030 10690 11340 17 6490 7020 7560 8920 9440 10060 10670 18 6130 6630 7140 8430 8920 9500 10080 19 5810 6280 6770 7980 8450 9000 9550 20 5520 5970 6430 7580 8030 8550 9070 21 5260 5690 6120 7220 7640 8140 8640 22 5020 5430 5840 6890 7300 7770 8250 23 4800 5190 5590 6590 6980 7430 7890 24 4600 4980 5360 6320 6690 7120 7560 25 4420 4780 5140 6070 6420 6840 7260 26 4250 4590 4940 5830 6170 6580 6980 27 4090 4420 4760 5620 5940 6330 6720 28 3940 4260 4590 5420 5730 6110 6480 29 3810 4120 4430 5230 5530 5900 6260 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = 3 ^^ span. The safe load above dotted line is greater than the safe load for crippling of web, as explained and shown on pages 72 to 74 inclusive. CAMBRIA STEEL. 87 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 STANDARD > I-BEAMS. between 9 Inch No. B 29. 10 Inch No. B 33. supports in feet. 21 25 30 35 25 30 35 40 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 8 25160 27240 30180 33120 9 22370 24210 26830 29440 10 20130 21790 24150 26500 26050 28620 31240 33850 11 18300 19810 21950 24090 23680 26020 28400 30780 12 16770 18160 20120 22080 21710 23850 26030 28210 13 15480 16760 18570 20380 20040 22020 24030 26040 14 14380 15570 17250 18930 18610 20450 22310 24180 15 13420 14530 16100 17670 17360 19080 20830 22570 16 12580 13620 15090 16560 16280 17890 19520 21160 17 11840 12820 14200 16590 15320 16840 18380 19910 18 11180 12110 13410 14720 14470 15900 17350 18810 19 10590 11470 12710 13950 13710 15070 16440 17820 20 10064 10900 12070 13250 13020 14310 15620 16930 21 9590 10380 11500 12620 12400 13630 14880 16120 22 9150 9910 10980 12050 11840 13010 14200 15390 23 8750 9480 10500 11520 11320 12450 13580 14720 24 8390 9080 10060 11040 10850 11930 13020 14110 25 8050 8720 9660 10600 10420 11450 12500 13540 26 7740 8380 9290 10190 10020 11010 12020 13020 27 7460 8070 8940 9810 9650 10600 11570 12540 28 7190 7780 8620 9460 9300 10220 11160 12090 29 6940 7510 8330 9140 8980 9870 10770 11670 30 6710 7260 8050 8830 8680 9540 10410 11280 31 6490 7030 7790 8550 8400 9230 10080 10920 32 8140 8950 9760 10580 33 7890 8670 9470 10260 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = span. 88 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. Distance between STANDARD I-BEAMS. SPECIAL I-BEAMS. supports 12 Inch No. B 41. 12 Inch No. B 105. in feet. 31.B 85 40 40 45 50 55 lbs. lbs. lbs. lbs. lbs. lbs. lbs. 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 36 10660 11270 12140 13280 14110 14980 15850 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = span. CAMBRIA STEEL. 89 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. in feet. 42 lbs. 45 lbs. 60 lbs. 55 lbs. 60 lbs. 10 62830 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 J9270 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 28560 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 36 17450 18010 19100 20190 21280 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = 3 Jcy span. 90 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. Distance SPECIAL I-BEAM. 16 Inch No. B 109. in feet. 60 lbs. 65 lbs. 70 lbs. 75 lbs. 80 lbs. 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 36 24060 25130 26220 27310 28400 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = 3^0 span. CAMBRIA STEEL. 91 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. in feet. 80 lbs. 85 lbs. 90 lbs. 95 lbs. 100 lbs. 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 36 31170 32230 33320 34410 35500 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = 3 span. 92 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. Distance STANDARD I-BEAMS. between 18 Inch No. B 65. 20 Inch No. B73. supports 65 60 65 70 65 70 75 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 10 94290 99770 104470 109180 124750 130110 135340 11 85720 90700 94980 99250 113410 118280 123040 12 78570 83140 87060 90980 103960 108430 112780 13 72530 76740 80360 83980 95960 100090 104110 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 49630 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 28 33670 35630 37310 38990 44550 46470 48340 29 32510 34400 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 CAMBKIA STEEL. 93 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 between supports 20 Inch No. B 121. in feet. 80 85 90 95 100 lbs. lbs. lbs. lbs. lbs. 10 156410 160910 166140 171370 176600 11 142190 146280 151040 155790 160540 12 130340 134090 138450 142810 147160 13 120310 123780 127800 131820 135840 14 111720 114940 118670 122410 126140 15 104270 107270 110760 114250 117730 16 97750 100570 103840 107100 110370 17 92000 94650 97730 100800 103880 18 86890 89390 92300 95200 98110 19 82320 84690 87440 90190 92950 20 78200 80460 83070 85680 88300 21 74480 76620 79110 81600 84090 22 71090 73140 75520 77890 80270 23 68000 69960 72230 74510 76780 24 65170 67050 69220 71400 73580 25 62560 64360 66460 68550 70640 26 60160 61890 63900 65910 67920 27 57930 59600 61530 63470 65410 28 55860 57470 59340 61200 63070 29 53930 55490 57290 59090 60900 30 52140 53640 55380 57120 58870 31 50450 51910 53590 55280 56970 32 48880 50280 51920 53550 55190 33 47400 48760 50350 51930 53510 34 46000 47330 48860 50400 51940 35 44690 45970 47470 48980 50460 36 43450 44700 46150 47600 49050 94 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-BEAM. Distance between supports 24 Inch. No. B 89. in feet. 80 lbs. 85 lbs. 90 lbs. 95 lbs. 100 lbs. 10 185530 192700 198970 205240 211520 11 168660 175180 180880 186590 192290 12 154610 160580 165810 171040 176270 13 142720 148230 153050 157880 162710 14 132520 137640 142120 146600 151080 15 123690 128460 132650 136830 141010 16 115960 120430 124360 128280 132200 17 109140 113350 117040 120730 124420 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 84610 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 Safe loads above dotted line are greater than safe loads for web crippling, as explained and shown on pages 72 to 74 inclusive. CAMBRIA STEEL. 95 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 3InchNo.C5. 4 Inch No. C9. 5 Inch No. CIS. supports in feet. 4 5 6 6.S5 6.25 7.25 6.5 9 11.5 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 4 2910 3290 3680 5060 5570 6090 7910 9460 11100 5 2330 2630 2940 4050 4450 4870 6330 7570 8880 6 1940 2190 2450 3370 3710 4060 5270 6310 7400 7 1660 1880 2100 2890 3180 3480 4520 5410 6340 8 1450 1640 1840 2530 2780 3050 3960 4730 5550 9 1290 1460 1630 2250 2470 2710 3520 4210 4930 10 1160 1310 1470 2020 2230 2440 3160 3790 4440 11 1060 1190 1340 1840 2020 2210 2880 3440 4040 12 970 1100 1230 1690 1860 2030 2640 3150 3700 13 890 1010 1130 1560 1710 1870 2430 2910 3410 14 830 940 1050 1440 1590 1740 2260 2700 3170 15 780 880 980 1350 1480 1620 2110 2520 2960 16 730 820 920 1260 1390 1520 1980 2370 2770 17 680 770 870 1190 1310 1430 1860 2230 2610 18 650 730 820 1120 1240 1350 1760 2100 2470 19 610 690 770 1060 1170 1280 1670 1990 2340 20 580 660 740 1010 1110 1220 1580 1890 2220 21 550 630 700 960 1060 1160 1510 1800 2110 22 530 600 670 920 1010 1110 1440 1720 2020 23 510 570 640 880 970 1060 1380 1650 1930 24 480 550 610 840 930 1020 1320 1580 1850 25 470 530 590 810 890 970 1270 1510 1780 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = span. 96 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. STANDARD CHANNELS. Distance between 6 Inch No. C 17. 7 Inch No. C21. supports in feet. 8 10.5 13 16.6 9.75 12.26 14.75 17.26 19.75 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 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 4000 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 = 3 span. CAMBRIA STEEL. 97 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 8 Inch No. C26. 9 Inch No. C 29. supports in feet. 11.25 18.75 16.25 18.75 21.25 13.25 15 20 25 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 4 21530 24000 26610 29230 31840 28040 30130 36020 41900 5 17230 19200 21290 23380 25470 22430 24110 28810 33520 6 14360 16000 17740 19480 21230 18690 20090 24010 27930 7 12310 13710 15210 16700 18200 16020 17220 20580 23940 8 10770 12000 13310 14610 15920 14020 15070 18010 20950 9 9570 10670 11830 12990 14150 12460 13390 16010 18620 10 8610 9600 10650 11690 12740 11220 12050 14410 16760 11 7830 8730 9680 10630 11580 10200 10960 13100 15240 12 7180 8000 8870 9740 10610 9350 10040 12010 13970 13 6630 7380 8190 8990 9800 8630 9270 11080 12890 14 6150 6860 7600 8350 9100 8010 8610 10290 11970 15 5740 6400 7100 7790 8490 7480 8040 9600 11170 16 5380 6000 6650 7310 7960 7010 7530 9000 10470 17 5070 5650 6260 6880 7490 6600 7090 8470 9860 18 4790 5330 5910 6490 7080 6230 6700 8000 9310 19 4530 5050 5600 6150 6700 5900 6340 7580 8820 20 4310 4800 5320 5850 6370 5610 6030 7200 8380 21 4100 4570 5070 5570 6070 5340 5740 6860 7980 22 3920 4360 4840 5310 5790 5100 5480 6550 7620 23 3750 4170 4630 5080 5540 4880 5240 6260 7290 24 3590 4000 4440 4870 5310 4670 5020 6000 6980 25 3450 3840 4260 4680 5090 4490 4820 5760 6700 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = 3 Jq span. 98 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. STANDARD CHANNEL. Distance 10 Inch No. C 33. between supports in feet. 15 lbs. 20 lbs. 25 lbs. 30 lbs. 35 lbs. 10 14270 16790 19410 22020 24640 11 12970 15270 17640 20020 22400 12 11890 14000 16170 18350 20530 13 10980 12920 14930 16940 18950 14 10190 12000 13860 15730 17600 15 9510 11200 12940 14680 16430 16 8920 10500 12130 13760 15400 17 8390 9880 11420 12950 14490 18 7930 9330 10780 12240 13690 19 7510 8840 10220 11590 12970 20 7130 8400 9700 11010 12320 21 6790 8000 9240 10490 11730 22 6490 7630 8820 10010 11200 23 6200 7300 8440 9580 10710 24 5940 7000 8090 9180 10270 25 5710 6720 7760 8810 9860 26 5490 6460 7460 8470 9480 27 5280 6220 7190 8160 9130 28 5100 6000 6930 7870 8800 29 4920 5790 6690 7590 8500 30 4760 5600 6470 7340 8210 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = span. CAMBRIA STEEL. 99 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 CHANNEL. Distance , , , 12 Inch No. C 41. between supports in feet. 20.5 lbs. 25 lbs. 30 lbs. 85 lbs. 40 lbs. 10 22780 25600 28740 31870 35010 11 20700 23270 26120 28980 31830 12 18980 21330 23950 26560 29180 13 17520 19690 22110 24520 26930 14 16270 18290 20530 22770 25010 15 15180 17070 19160 21250 23340 16 14230 16000 17960 19920 21880 17 13400 15060 16900 18750 20600 18 12650 14220 15970 17710 19450 19 11990 13470 15120 16780 18430 20 11390 12800 14370 15940 17510 21 10850 12190 13680 15180 16670 22 10350 11640 13060 14490 15910 23 9900 11130 12490 13860 15220 24 9490 10670 11970 13280 14590 25 9110 10240 11490 12750 14000 26 8760 9850 11050 . 12260 13470 27 8440 9480 10640 11810 12970 28 8130 9140 10260 11380 12500 29 7850 . 8830 9910 10990 12070 30 7590 8530 9580 10620 11670 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = ^ span. 100 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. STANDARD CHANNEL. Distance — between 16 Inch No. C 63. in feet. 33 lbs. 35 lbs. 40 lbs. 45 lbs. 50 lbs. 55 lbs. 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 20520 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 CAMBRIA STEEL. 101 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 STANDARD I -BEAMS. 3 Inch No. B 5. 4 Inch No. B 9. in feet. 5.5 6.5 7.5 7.5 8.5 9.5 10.5 lbs. lbs. lbs. lbs. lbs. lbs. lbs. 4 11.0 12.0 12.9 19.9 21.2 22.5 23.8 5 7.1 7.7 8.3 12.7 13.6 14.4 15.2 6 4.9 5.3 5.8 8.8 9.4 10.0 10.6 7 3.6 3.9 4.2 6.5 6.9 7.3 7.8 8 2.8 3.0 3.2 5.0 5.3 5.6 5.9 9 2.2 2.4 2.6 3.9 4.2 4.4 4.7 10 1.8 1.9 2.1 3.2 3.4 3.6 3.8 11 1.5 1.6 1.7 2.6 2.8 3.0 3.1 12 1.2 1.3 1.4 2.2 2.4 2.5 2.6 13 1.0 1.1 1.2 1.9 2.0 2.1 2.3 14 1.0 1.1 1.6 1.7 1.8 1.9 15 1.4 1.5 1.6 1.7 16 1.2 1.3 1.4 1.5 17 1.1 1.2 1.2 1.3 18 1.0 1,0 1.1 1.2 19 1.0 1.1 20 1.0 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 in tables as follows: ^ , . Intensity of loading from table_ ^ ^ Required spacmg= New intensity of loadin i~>< Computed spacing from table. 102 CAMBKIA 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-BEAMS. between 6 Inch No. B 13. 6 Inch No. B 17. supports in feet. 9.75 12.25 14.75 12.25 14.75 17.25 lbs. lbs. lbs. lbs. lbs. lbs. 4 32.2 36.3 40.4 48.4 53.3 58.2 5 20.6 23.2 25.9 31.0 34.1 37.2 6 14.3 16.1 18.0 21.5 23.7 25.9 7 10.5 11.9 13.2 15.8 17.4 19.0 8 8.1 9.1 10.1 12.1 13.3 14.5 9 6.4 7.2 8.0 9.6 10.5 11.5 10 5.2 5.8 6.5 7.7 8.5 9.3 11 4.3 4.8 5.3 6.4 7.0 7.7 12 3.6 4.0 4.5 5.4 5.9 6.5 13 3.1 3.4 3.8 4.6 5.0 5.5 14 2.6 3.0 3.3 4.0 4.4 4.8 15 2.3 2.6 2.9 3.4 3.8 4.1 16 2.0 2.3 2.5 3.0 3.3 3.6 17 1.8 2.0 2.2 2.7 3.0 3.2 18 1.6 1.8 2.0 2.4 2.6 2.9 19 1.4 1.6 1.8 2.1 2.4 2.6 20 1.3 1.5 1.6 1.9 2.1 2.3 21 1.2 1.3 1.5 1.8 1.9 2.1 22 1.1 1.2 1.3 1.6 1.8 1.9 23 1.0 1.1 1.2 1.5 1.6 1.8 24 1.0 1.1 1.3 1.5 1.6 25 1.0 1.2 1.4 1.5 26 1.0 1.1 1.3 1.4 27 1.1 1.2 1.3 28 1.0 1.1 1.2 29 1.0 1.1 For spacings below the heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. Spacings tor other intensities of loading may be obtained from those in tables as follows: _ . . . Intensity of loading from table^^ _ ^ , . . ... Required spacing X Computed spacing from table. CAMBKIA STEEIi. 103 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 1- •BEAMS. between 7 Inch No. B 21. 8 Inch No. B 25. supports 15 17.5 20 18.00 20.25 22.75 25.25 lbs. lbs. lbs. lbs. lbs. lbs. lbs. 4 69.0 74.6 80.3 94.8 100.3 106.9 113.4 5 44.2 47.8 51.4 "eo'T 64.2 68.4 72.6 6 30.7 33.2 35.7 42.1 44.6 47.5 50.4 7 22.5 24.4 26.2 31.0 32.8 34.9 37.0 8 17.3 18.7 20.1 23.7 25.1 26.7 28.3 9 13.6 14.7 15.9 18.7 19.8 21.1 22.4 10 11.0 11.9 12.9 15.2 16.1 17.1 18.1 11 9.1 9.9 10.6 12.5 13.3 14.1 15.0 12 7.7 8.3 8.9 10.5 11.1 11.9 12.6 13 6.5 7.1 7.6 9.0 9.5 10.1 10.7 14 5.6 6.1 6.6 7.7 8.2 8.7 9.3 15 4.9 5.3 5.7 6.7 7.1 7.6 8.1 16 4.3 4.7 5.0 5.9 6.3 6.7 7.1 17 3.8 4.1 4.4 5.2 5.6 5.9 6.3 18 e3.4 3.7 4.0 4.7 5.0 5.3 5.6 19 3.1 3.3 3.6 4.2 4.4 4.7 5.0 20 2.8 3.0 3.2 3.8 4.0 4.3 4.5 21 2.5 2.7 2.9 3.4 3.6 3.9 4.1 22 2.3 2.5 2.7 3.1 3.3 3.5 3.7 23 2.1 2.3 2.4 2.9 3.0 3.2 3.4 24 1.9 2.1 2.2 2.6 2.8 3.0 3.1 25 1.8 1.9 2.1 2.4 2.6 2.7 2.9 26 1.6 1.8 1.9 2.2 2.4 2.5 2.7 27 1.5 1.6 1.8 2.1 2.2 2.3 2.5 28 1.4 1.5 1.6 1.9 2.0 2.2 2.3 29 1.3 1.4 1.5 1.8 1.9 2.0 2.2 For spacing above the dotted line the safe load for bending is greater than the safe load for web crippling, as explained and shown on pages 72 to 74 inclusive. 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 in tables as follows: Required spacing = Intensity of loading from table New intensity of loading X Computed spacing from table. 104 CAMBKIA 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-BEAMS. between 9 Inch No. B 29. 10 Inch No. B 33. supports 21 25 30 85 25 30 35 40 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 8 31.5 34.1 37.7 41.4 9 24.9 26.9 29.8 32.7 10 20.1 21.8 24.1 26.5 26.0 28.6 31.2 33.9 11 16.6 18.0 20.0 21.9 21.5 23.7 25.8 28.0 12 14.0 15.1 16.8 18.4 18.1 19.9 21.7 23.5 13 11.9 12.9 14.3 15.7 15.4 16.9 18.5 20.0 14 10.3 11.1 12.3 13.5 13.3 14.6 15.9 17.3 15 8.9 9.7 10.7 11.8 11.6 12.7 13.9 15.0 16 7.9 8.5 9.4 10.4 10.2 11.2 12.2 13.2 17 7.0 7.5 8.4 9.2 9.0 9.9 10.8 11.7 18 6.2 6.7 7.5 8.2 8.0 8.8 9.6 10.4 19 5.6 6.0 6.7 7.3 7.2 7.9 8.7 9.4 20 5.0 5.4 6.0 6.6 6.5 7.2 7.8 8.5 21 4.6 4.9 5.5 6.0 5.9 6.5 7.1 7.7 22 4.2 4.5 5.0 5.5 5.4 5.9 6.5 7.0 23 3.8 4.1 4.6 5.0 4.9 5.4 5.9 6.4 24 3.5 3.8 4.2 4.6 4.5 5.0 5.4 5.9 25 3.2 3.5 3.9 4.2 4.2 4.6 5.0 5.4 26 3.0 3.2 3.6 3.9 3.9 4.2 4.6 5.0 27 2.8 3.0 3.3 3.6 3.6 3.9 4.3 4.6 28 2.6 2.8 3.1 3.4 3.3 3.7 4.0 4.3 29 2.4 2.6 2.9 3.2 3.1 3.4 3.7 4.0 30 2.2 2.4 2.7 2.9 2.9 3.2 3.5 3.8 31 2.1 2.3 2.5 2.8 2.7 3.0 3.3 3.5 32 2.5 2.8 3.1 3.3 33 2.4 2.6 2.9 3.1 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 in tables as follows: Required ofloadingfrom Computed spacing from table. New intensity of loading CAMBRIA STEEL. 105 SPACING OP CAMBRIA I-BEAMS FOR UNI- FORM LOAD OF 100 LBS. PER SQUARE FOOT. Proper distance in feet, center to center of Beams. Distance STANDARD I-BEAM. SPECIAL I-BEAM. supports 12 Inch No. B 41. 12 Inch No. B 105. in feet. 31.5 35 40 40 45 50 55 lbs. lbs. lbs. lbs. lbs. lbs. lbs. 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 36 3.0 3.1 3.4 3.7 3.9 4.2 4.4 X opauiiiso uciuw tiie neavy lines tne aeflections will be greater than the allowable limit for plastered ceilings = span. as follow? intensities of loading may be obtained from those in tables ■RpnnirAM from table ^ equired spacing intensity of loading Computed spacing from table. 106 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 between supports in feet. STANDARD I- -BEAM. 16 Inch No. B 63. 42 lbs. 45 lbs. 60 lbs. 55 lbs. 60 lbs. 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 36 4.8 5.0 5.3 5.6 5.9 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 in tables as follows: ^ , . Intensity of loading from table ^ . , , , Required spacing = — .tj : ^ — - y . X Computed spacing from table. CAMBRIA STEEL. 107 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. SPECIAL I-BEAM. between supports in feet. 15 Inch No. B 109. 60 lbs. 65 lbs. 70 lbs. 75 lbs. 80 lbs. 10 86.6 90.5 94.4 98.3 102.2 11 71.6 74.8 78.0 81.2 84.5 12 60.1 62.8 65.5 68.3 71.0 13 51.3 53.5 55.9 58.2 60.5 14 44.2 46.2 48.2 50.2 52.2 15 38.5 40.2 41.9 43.7 45.4 16 33.8 35.3 36.9 38.4 39.9 17 30.0 31.3 32.7 34.0 35.4 18 26.7 27.9 29.1 30.3 31.6 19 24.0 25.1 26.1 27.2 28.3 20 21.7 22.6 23.6 24.6 25.6 21 19.6 20.5 21.4 22.3 23.2 22 17.9 18.7 19.5 20.3 21.1 23 16.4 17.1 17.8 18.6 19.3 24 15.0 15.7 16.4 17.1 17.7 25 13.9 14.5 15.1 15.7 16.4 26 12.8 13.4 14.0 14.5 15.1 27 11.9 12.4 12.9 13.5 14.0 28 11.0 11.5 12.0 12.5 13.0 29 10.3 10.8 11.2 11.7 12.2 30 9.6 10.1 10.5 10.9 11.4 31 9.0 9.4 9.8 10.2 10.6 32 8.5 8.8 9.2 9.6 10.0 33 8.0 8.3 8.7 9.0 9.4 34 7.5 7.8 8.2 8.5 8.8 35 7.1 7.4 7.7 8.0 8.3 36 6.7 7.0 7.3 7.6 7.9 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 in tables as follows: Required spacing = Intensity of loading from table New intensity of loading X Computed spacing from table. 108 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. SPECIAL I-BEAM. between supports in feet. 15 Inch No. B 113. 80 lbs. 85 lbs. 90 lbs. 95 lbs. 100 lbs. 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 36 8.7 9.0 9.3 9.6 9.9 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 in tables as follows: _ . , . Intensity of loading from table^ ^ _ , , . . ^ Required spacing= — = 2=1 — X Computed spacing from table. New intensity of loading CAMBKIA STEEL. 109 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 -BEAMS. between 18 Inch No. B 65. 20 Inch No. B 73. supports 55 60 65 70 65 70 75 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 10 94.3 99.8 104.5 109.2 124.7 130.1 135.3 11 77.9 82.5 86.3 90.2 103.1 107.5 111.9 12 65.5 69.3 72.6 75.8 86.6 90.4 94.0 13 55.8 59.0 61.8 64.6 73.8 77.0 80.1 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 16.4 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 Spacings for other intensities of loading may be obtained from those in tables as follows: n - j, . iHiciisiiyoi loaaiiigiromiaDje ^ „ Required spacing New intensity of loading. C°“P“ted spacing from table. 110 CAMBKIA 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 SPECIAL I-BEAM. between 20 Inch No. B 121. supports in feet. 80 lbs. 85 lbs. 90 lbs. 95 lbs. 100 lbs. 10 156.4 160.9 166.1 171.4 176.6 11 129.3 133.0 137.3 141.6 145.9 12 108.6 111.7 115.4 119.0 122.6 13 92.5 95.2 98.3 101.4 104.5 14 79.8 82.1 84.8 87.4 90.1 15 69.5 71.5 73.8 76.2 78.5 16 61.1 62.9 64.9 66.9 69.0 17 54.1 55.7 57.5 59.3 61.1 18 48.3 49.7 51.3 52.9 54.5 19 43.3 44.6 46.0 47.5 48.9 20 39.1 40.2 41.5 42.8 44.1 21 35.5 36.5 37.7 38.9 40.0 22 32.3 33.2 34.3 35.4 36.5 23 29.6 30.4 31.4 32.4 33.4 24 27.2 27.9 28.8 29.8 30.7 25 25.0 25.7 26.6 27.4 28.3 26 23.1 23.8 24.6 25.4 26.1 27 21.5 22.1 22.8 23.5 24.2 28 19.9 20.5 21.2 21.9 22.5 29 18.6 19.1 19.8 20.4 21.0 30 17.4 17.9 18.5 19.0 19.6 31 16.3 16.7 17.3 17.8 18.4 32 15.3 15.7 16.2 16.7 17.2 33 14.4 14.8 15.3 15.7 16.2 34 13.5 13.9 14.4 14.8 15.3 35 12.8 13.1 13.6 14.0 14.4 36 12.1 12.4 12.8 13.2 13.6 Spacings for other intensities of loading may be obtained from those in tables as follows: Required spacing = Intensity of loading from table New intensity of loading X Computed spacing from table. CAMBRIA STEEL. m 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 - B E A M[. 24 Inch No. B 89. supports in feet. 80 lbs. 85 lbs. 90 lbs. 95 lbs. 100 lbs. 10 185.5 192.7 199.0 205.2 211.5 11 153.3 159.3 164.4 169.6 174.8 12 128.8 133.8 138.2 142.5 146.9 13 109.8 114.0 117.7 121.4 125.2 14 94.7 98.3 101.5 104.7 107.9 15 82.5 85.6 88.4 91.2 94.0 16 72.5 75.3 77.7 80.2 82.6 17 64.2 66.7 68.8 71.0 73.2 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 For spacings above the dotted lines the safe loads for bending are greater than the safe loads for web crippling, as explained and shown on pages G4 to 66 inclusive. Spacmgs for other intensities of loading may be obtained from those in tables as follows: Required spacing = Intensity of loading from table ~New intensity of loading ^ Computed spacing from table. 112 CAMBBIA STEEL. MAXIMUM BENDING MOMENTS IN FOOT POUNDS FOR CAMBRIA I-BEAMS. Maiimam Bending Maximum Bending Section Depth of Weight per Moment. Section Depth Weight per Foot. Moment. Num- Foot Pounds. Num- of Foot Pounds. ber. Beam. Foot. Fibre Fibre ber. Beam. Fibre Fibre . Stress Stress Stress Stress 16 000 lbs. 12500 lbs. 16 000 lbs. 12 500 lbs. Inches. Pounds. per Sq. In. per Sq. In. Inches. Pounds. per Sq. In. per Sq. In. B 6 3 5.5 2270 1770 B105 12 50 67470 52710 u u 6.5 2400 1880 li il 55 71330 55730 il il 7.5 2530 1980 B 53 15 42 78530 61350 B 9 4 7.5 4000 3130 il a 45 81070 63330 u il 8.5 4270 3330 il il 50 86000 67190 u u 9.5 4530 3540 il il 55 90800 70940 u il 10.5 4800 3750 il li 60 95730 74790 B 13 5 9.75 6400 5000 B109 15 60 108270 84580 il il 12.25 7200 5630 il li 65 113070 88330 U il 14.75 8130 6350 il il 70 118000 92190 B 17 12.25 u il 75 122930 96040 6 9730 7600 il il 80 127730 99790 u a 14.75 10670 8330 u u 17.25 11600 9060 B113 15 80 140270 109580 B 21 15 13870 10830 li II 85 145070 113330 7 il il 90 150000 117190 a il 17.5 14930 11670 il il 95 154800 120940 it il 20 16130 12600 li il 100 159730 124790 B 25 8 18 18930 14790 B 65 18 55 117870 92080 u il 20.25 20000 15630 li il 60 124670 97400 u il 22.75 21330 16670 il II 65 130530 101980 u il 25.25 22670 17710 it il 70 136530 106670 B 29 9 21 25200 19690 B 73 20 65 156000 121880 U il 25 27200 21250 il II 70 162670 127080 u il 30 30130 23540 a il 75 169200 132190 u il 35 33070 25830 B 33 a u u 10 a il il 25 30 35 40 32530 35730 39070 42270 25420 27920 30520 33020 B121 il il il II 20 II il il il 80 85 90 95 100 195470 201200 207730 214270 220800 152710 157190 162290 167400 172500 B 41 12 31.5 48000 37500 B 89 24 80 231870 181150 a il 35 50670 39580 u il 40 54670 42710 il a 85 240930 188230 il ii 90 248670 194270 B105 12 40 59730 46670 II il 95 256530 200420 a u 45 63470 49580 li ii 100 264400 206560 CAMBRIA STEEL. 113 MAXIMUM BENDING MOMENTS IN FOOT POUNDS FOR CAMBRIA CHANNELS. Section Num- ber. Depth of Chan- nel. Weight per Foot. Maximum Bending Moment. Section Num- ber. Depth of Chan- nel. Weight per Foot. Maximum Bending Moment. Foot Pounds. Foot Pounds. Fibre Stress 16 000 lbs. per Sq. In. Fibre Stress 12 500 lbs. per Sq. In. Fibre Stress 16 000 lbs. per Sq. In. Fibre Stress 12500 lbs. per Sq. In. Inches. Pounds. Inches. Pounds. C 5 3 4 1470 1150 C29 9 13.25 14000 10940 u tt 5 1600 1250 a a 15 15070 11770 (( it 6 1870 1460 a a 20 18000 14060 ti a 25 20930 16350 C 9 4 5.25 2530 1980 a it 6.25 2800 2190 C33 10 15 17870 13960 u it 7.25 3070 2400 ti a 20 20930 16350 ti a 25 24270 18960 C13 5 6.5 4000 3130 ti a 30 27470 21460 u ti 9 4670 3650 a a 35 30800 24060 ti ti 11.5 5600 4380 C41 12 20.5 28530 22290 C17 6 8 5730 4480 ti ti 25 32000 25000 u a 10.5 6670 5210 ti ti 30 35870 28020 u a 13 7730 6040 a a 35 39870 31150 ti ti 15.5 8670 6770 ti a 40 43730 34170 C21 7 9.75 8000 6250 C53 15 33 55600 43440 u ti 12.25 9200 7190 a a 35 56930 44480 ti a 14.75 10400 8130 ti a 40 61730 48230 it ti 17.25 11470 8960 a a 45 66670 52080 ti a 19.75 12670 9900 ti a 50 71600 55940 a a 55 76530 59790 C25 8 11.25 10800 8440 u a 13.75 12000 9380 C65 18 45 86530 67600 u a 16.25 13330 10420 ti a 50 92310 72130 it a 18.75 14670 11460 u ti 55 98070 76620 (t a 21.25 15870 12400 a ti 60 104190 81410 114 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. EQUAL LEGS. n AYTS P ARAT.T.FT. TO PTTTTPP. T.F.a L , 1 bate loads below are lieured tor nbre stress oi lb uuu Dounds f 1 per square inch and include weight of angle. Distance between Section No. A 11. : IV supports in i" A" i" A" ¥' A" feet. 1.23 lbs. 1.80 lbs. 2.34 lbs. 2.86 lbs. 3.86 lbs. 3.82 lbs. per ft. per ft. per ft. per ft. per ft. per ft. 2 390 560 720 860 1010 1140 8 260 370 480 580 670 760 4 190 280 360 430 500 570 5 150 220 290 350 400 460 6 130 190 240 290 340 380 7 110 160 200 250 290 330 8 100 140 180 220 250 290 9 90 120 160 190 220 250 Distance between Section No. A 40. If" X If" supports in A" 1" A" i" A" ¥' feet. 2.12 lbs. 2.77 lbs. 3.39 lbs. 3.99 lbs. 4.6 lbs. 5.1 lbs. per ft. per ft. per ft. per ft. per ft. per ft. 2 770 990 1200 1400 1600 1780 3 510 660 800 940 1060 1190 4 380 500 600 700 800 890 5 310 400 480 560 640 710 6 260 330 400 470 530 590 7 220 280 340 400 460 510 8 190 250 300 350 400 450 9 170 220 270 310 350 400 10 150 200 240 280 320 360 Distance between Section No. A 15. 2"? c2" supports in A" i" A" ¥' A" ¥' feet. 2.44 lbs. 3.19 lbs. 3.92 lbs. 4.7 lbs. 6.3 lbs. 6.0 lbs. per ft. per ft. per ft. per ft. per ft. per ft. 2 1020 1320 1600 1870 2130 2380 3 680 880 1070 1250 1420 1590 4 510 660 800 940 1070 1190 5 410 530 640 750 850 950 6 340 440 530 620 710 790 7 290 380 460 540 610 680 8 250 330 400 470 530 600 9 230 290 360 420 470 530 10 200 260 320 370 430 480 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings — 3 SU span. CAMBRIA STEEL. 115 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. EQUAL LEGS. NEUTRAL AXIS PARALLEL TO EITHER LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 41. Distance between supports in feet. 2i" X 2i" 16 i" A" f" A" 2.75 lbs. per ft. 3.62 lbs. per ft. 4.5 lbs. per ft. 5.3 lbs. per ft. 6.1 lbs. per ft. 2 1300 1690 2060 2410 2750 8 870 1120 1370 1610 1830 4 650 840 1030 1210 1380 5 520 670 820 960 1100 6 430 560 690 800 920 7 370 480 590 690 790 8 320 420 510 600 690 9 290 380 460 540 610 10 260 340 410 480 550 11 240 310 370 440 500 12 220 280 340 400 460 Distance Section No. A 17. between 2 V' X 2J" supports 3 // T6 r A" f" JZ_" 16 V' 9 // 16 in feet. 3.07 lbs. 4.1 lbs. 5.0 lbs. 5.9 lbs. 6.8 lbs. 7.7 lbs. 8.5 lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 1610 2100 2570 3020 3450 3860 4260 3 1080 1400 1710 2010 2300 2580 2840 4 810 1050 1290 1510 1720 1930 2130 5 650 840 1030 1210 1380 1550 1710 6 540 700 860 1010 1150 1290 1420 7 460 600 730 860 990 1100 1220 8 400 530 640 760 860 970 1070 9 360 470 570 670 770 860 950 10 320 420 510 600 690 770 850 11 290 380 470 550 630 700 780 12 270 350 430 500 580 640 710 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = 5^0 span. 116 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. EQUAL LEGS. NEUTRAL AXIS PARALLEL TO EITHER LEQ. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 43. Distance between feet. A" i" A" i" A" i" 8.39 lbs. per ft. 4.5 lbs. per ft. 5.6 lbs. per ft. 6.6 lbs. per ft. 7.6 lbs. per ft. 8.5 lbs. per ft. 2 1970 2570 3140 3700 4230 4740 8 1310 1710 2090 2460 2820 3160 4 980 1280 1570 1850 2110 2370 5 790 1030 1260 1480 1690 1900 6 660 860 1050 1230 1410 1580 7 560 730 900 1060 1210 1360 8 490 640 790 920 1060 1190 9 440 570 700 820 940 1050 10 390 510 630 740 850 950 11 360 470 570 670 770 860 12 330 430 520 620 710 790 Section No. A 19. between 3" X 3" supports i" _ 5 _// 16 A" i" A" i" in feet. 4.9 6.1 7.2 8.8 9.4 10.4 11.5 12.5 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 3080 3770 4440 5090 5720 6320 6910 7480 8 2050 2510 2960 3390 3810 4210 4610 4990 4 1540 1890 2220 2540 2860 3160 3450 3740 5 1230 1510 1780 2040 2290 2530 2760 2990 6 1030 1260 1480 1700 1910 2110 2300 2490 7 880 1080 1270 1450 1630 1810 1970 2140 8 770 940 1110 1270 1430 1580 1730 1870 9 680 840 990 1130 1270 1410 1540 1660 10 620 750 890 1020 1140 1260 1380 1500 11 560 690 810 930 1040 1150 1260 1360 12 510 630 740 850 950 1050 1150 1250 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = 3 ^^ span. CAMBRIA STEEL. 117 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES . EQUAL LEGS. n ■WF.TTTTJ.AT. AVTR P AU. AT.T.FT. TO F.TTTTFP. T-Ffi j Safe loads below are figured tor tibre stress of lb UUU oounds I per square inch and include weight of angle. Section No. A 21. Distance between supports 34" X 34" ft" i" ft" i" ft" 11" 16 i" 13// 16 7// S 7.2 8.5 9.8 11.1 12.4 13.6 14.8 16.0 17.1 18.3 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 5200 6140 7050 7940 8800 9630 10440 11230 12010 12760 8 3470 4100 4700 5290 5860 6420 6960 7490 8000 8510 4 2600 3070 3530 3970 4400 4810 5220 5620 6000 6380 5 2080 2460 2820 3180 3520 3850 4180 4490 4800 5110 6 1730 2050 2350 2650 2930 3210 3480 3740 4000 4250 7 1490 1760 2020 2270 2510 2750 2980 3210 3430 3650 8 1300 1540 1760 1980 2200 2410 2610 2810 3000 3190 9 1160 1370 1570 1760 1950 2140 2320 2500 2670 2840 10 1040 1230 1410 1590 1760 1930 2090 2250 2400 2550 11 950 1120 1280 1440 1600 1750 1900 2040 2180 2320 12 870 1020 1180 1320 1470 1600 1740 1870 2000 2130 13 800 950 1090 1220 1350 1480 1610 1730 1850 1960 14 740 880 1010 1130 1260 1380 1490 1610 1720 1820 15 690 820 940 1060 1170 1280 1390 1500 1600, , 1700 16 650 770 880 990 1100 1200 1310 1400 1500 / 1600 Section No. A 23. Distance between supports in feet. 4" X 4" ft" I" ft" i" ft" 1" 11// T6 m" ¥' 8.2 9.8 11.3 12.8 14.3 15.7 17.1 18S- 19.9 21.2 lbs. lbs. lbs. lbs. lbs. lbs. ‘ lbs. lbs>- lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. p^lft. per ft. per ft. 2 6870 8120 9340 10530 11690 12810 13910 ^4980 1^030 17060 8 4580 5420 6230 7020 7790 8540 927a >9990 lTr690 11370 4 3430 4060 4670 5270 5840 6410 696r 7490 8020 8530 5 2750 3250 3740 4210 4670 5130 55&a 5990 6410 6820 6 2290 2710 3120 3510 3900 4270 4640 4990 5340 5690 7 1960 2320 2670 3010 3340 3660 3970 4280 4580 4870 8 1720 2030 2340 2630 2920 3200 3480 3740 4010 4260 9 1530 1810 2080 2340 2600 2850 3090 3330 3560 3790 10 1370 1620 1870 2110 2340 2560 2780 3000 3210 3410 11 1250 1480 1700 1910 2130 2330 2530 2720 2910 3100 12 1140 1350 1560 1760 1950 2140 2320 2500 2670 2840 13 1060 1250 1440 1620 1800 1970 2140 2300 2470 2620 14 980 1160 1340 1500 1670 1830 1990 2140 2290 2440 15 920 1080 1250 1400 1560 1710 1860 2000 2140 2270 16 860 1020 1170 1320 1460 1600 1740 1870 2000 2130 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. 118 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. EQUAL LEGS. NEUTRAL AXIS PARALLEL TO EITHER LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 47. Distance between supports in feet. 5" X 5" t" A" i" A" ¥’ W' 12.3 lbs. per ft. 14.3 lbs. per ft. 16.2 lbs. per ft. 18.1 lbs. per ft. 20.0 lbs. per ft. 21.8 lbs. per ft. 2 12910 14900 16830 18720 20570 22380 3 8610 9930 11220 12480 13710 14920 4 6460 7450 8410 9360 10280 11190 5 5170 5960 6730 7490 8230 8950 6 4310 4960 5610 6240 6860 7460 7 3690 4260 4810 5350 5880 6390 8 3230 3720 4210 4680 5140 5600 9 2870 3310 3740 4160 4570 4970 10 2580 2980 3370 3740 4110 4480 11 2350 2710 3060 3400 3740 4070 12 2150 2480 2800 3120 3430 3730 13 1990 2290 2590 2880 3160 3440 14 1850 2130 2400 2670 2940 3200 15 1720 1990 2240 2500 2740 2980 16 1610 1860 2100 2340 2570 2800 17 1520 1750 1980 2200 2420 2630 18 1440 1660 1870 2080 2290 2490 Section No. A 27. Distance 6" X 6" sup- ¥' A" 4" A" ¥' 11// 1" W' ¥' W 1" ports 14.9 17.2 19.6 21.9 24.2 26.5 28.7 31.0 33.1 35.3 37.4 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 18820 21720 24610 27420 30170 32880 35540 38150 40720 43240 45720 3 12550 14480 16400 18280 20120 21920 23690 25430 27150 28830 30480 4 9410 10860 12300 13710 15090 16440 17770 19080 20360 21620 22860 5 7530 8690 9840 10970 12070 13150 14220 15260 16290 17300 18290 6 6270 7240 8200 9140 10060 10960 11850 12720 13570 14410 15240 7 5380 6210 7030 7830 8620 9390 10150 10900 11630 12360 13060 8 4700 5430 6150 6850 7540 8220 8890 9540 10180 10810 11430 9 4180 4830 5470 6090 6710 7310 7900 8480 9050 9610 10160 10 3760 4340 4920 5480 6030 6580 7110 7630 8140 8650 9140 11 3420 3950 4470 4990 5490 5980 6460 6940 7400 7860 8310 12 3140 3620 4100 4570 5030 5480 5920 6360 6790 7210 7620 13 2900 3340 3790 4220 4640 5060 5470 5870 6260 6650 7030 14 2690 3100 3520 3920 4310 4700 5080 5450 5820 6180 6530 15 2510 2900 3280 3660 4020 4380 4740 5090 5430 5770 6100 16 2350 2720 3080 3430 3770 4110 4440 4770 5090 5410 5720 17 2210 2560 2900 3230 3550 3870 4180 4490 4790 5090 5380 18 2090 2410 2730 3050 3350 3650 3950 4240 4520 4810 5080 19 1980 2290 2590 2890 3180 3460 3740 4020 4290 4550 4810 20 1880 2170 2460 2740 3020 3290 3550 3820 4070 4320 4570 21 1790 2070 2340 2610 2870 3130 3390 3630 3880 4120 4350 22 1710 1970 2240 2490 2740 2990 3230 3470 3700 3930 4160 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = gity span. CAMBSIA STEEL. 119 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. EQUAL LEGS. NEUTRAL AXIS PARALLEL TO EITHER LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 35. li" 56.9 lbs. per ft. 46750 37400 31160 26710 23370 20780 18700 17000 15580 14380 13360 12470 11690 11000 10390 9840 9350 8900 8500 8130 7790 7480 7190 6930 6680 6450 6230 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. Distance between 8" X 8" sup- ports ¥' 16 ¥' 11'/ T6 f" 11'/ 16 i" W 1" w in feet. 26.4 29.6 32.7 35.8 38.9 4S.0 45.0 48.1 51.0 54.0 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 4 22310 24910 27470 30000 32490 34950 37370 39760 42120 44450 5 17850 19920 21980 24000 25990 27960 29900 31810 33700 35560 6 14880 16600 18310 20000 21660 23300 24920 26510 28080 29630 7 12750 14230 15700 17140 18570 19970 21360 22720 24070 25400 8 11160 12450 13740 15000 16250 17480 18690 19880 21060 22220 9 9920 11070 12210 13330 14440 15530 16610 17670 18720 19760 10 8930 9960 10990 12000 13000 13980 14950 15910 16850 17780 11 8110 9060 9990 10910 11820 12710 13590 14460 15320 16160 12 7440 8300 9160 10000 10830 11650 12460 13250 14040 14820 13 6870 7660 8450 9230 10000 10750 11500 12240 12960 13680 14 6380 7120 7850 8570 9280 9990 10680 11360 12030 12700 15 5950 6640 7330 8000 8660 9320 9970 10600 11230 11850 16 5580 6230 6870 7500 8120 8740 9340 9940 10530 11110 17 5250 5860 6460 7060 7650 8220 8790 9360 9910 10460 18 4960 5530 6100 6670 7220 7770 8310 8840 9360 9880 19 4700 5240 5780 6320 6840 7360 7870 8370 8870 9360 20 4460 4980 5490 6000 6500 6990 7470 7950 8420 8890 21 4250 4740 5230 5710 6190 6660 7120 7570 8020 8470 22 4060 4530 4990 5450 5910 6350 6800 7230 7660 8080 23 3880 4330 4780 5220 5650 6080 6500 6920 7330 7730 24 3720 4150 4580 5000 5420 5830 6230 6630 7020 7410 25 3570 3980 4400 4800 5200 5590 5980 6360 6740 7110 26 3430 3830 4230 4620 5000 5380 5750 6120 6480 6840 27 3310 3690 4070 4440 4810 5180 5540 5890 6240 6500 28 3190 3560 3920 4290 4640 4990 5340 5680 6020 6350 29 3080 3440 3790 4140 4480 4820 5160 5480 5810 6130 30 2980 3320 3660 4000 4330 4660 4980 5300 5620 5930 120 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO LONG LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. L Distance Section No. A 91. 2i" X 2" between A" i" A" I" A" ¥' ft" ft" i" ft" 1" ft" supports 2.75 3.62 4.5 5.3 6.1 6.8 7.6 3.07 4.1 5.0 5.9 6.8 7.7 in feet. lbs. lbs. lbs. lbs. ll:». lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per foot. per foot. per foot. per foot. per foot. per foot. per foot. per foot. per foot. per foot. per foot. per foot. per foot. 2 1050 1360 1650 1930 2200 2460 2720 1070 1390 1690 1980 2260 2530 8 700 900 1100 1290 1470 1640 1810 710 920 1120 1320 1510 1690 4 520 680 830 970 1100 1230 1360 530 690 840 990 1130 1260 5 420 540 660 770 880 990 1090 430 550 670 790 900 1010 6 350 450 550 640 730 820 910 360 460 560 660 750 840 7 300 390 470 550 630 700 780 310 400 480 570 650 720 8 260 340 410 480 550 620 680 270 350 420 500 560 630 9 230 290 360 420 480 540 600 240 310 370 440 500 560 10 210 260 330 380 430 490 540 210 280 340 400 450 510 11 190 240 300 340 390 440 490 190 250 310 360 410 460 12 170 220 270 320 360 400 450 180 230 280 330 380 420 Section No. A 129. 3" X 2" Distance Section No. A 93. between 3" X 2i" supports i" ft" 1" ft" 4" ft" f" in feet. 4.5 lbs. 5.6 lbs. 6.6 lbs. 7.6 lbs. 8.5 lbs. 9.5 lbs. 10.4 lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 2160 2640 3100 3540 3970 4380 4780 3 1440 1760 2060 2360 2650 2920 3190 4 1080 1320 1550 1770 1980 2190 2390 5 860 1050 1240 1420 1590 1750 1910 6 720 880 1030 1180 1320 1460 1590 7 620 750 880 1010 1130 1250 1370 8 540 660 770 890 990 1100 1200 9 480 590 690 790 880 970 1060 10 430 530 620 710 790 880 960 11 390 480 560 640 720 800 870 12 360 440 520 590 660 730 800 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = g|(y span. CAMBRIA STEEL. 121 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO LONG LEG. Safe loads below are figured for fibre stress of 16 000 pounds . per square inch and include weight of angle. ' — ' Distance Section No. A 95. between 3i" X 2 ] supports i" A" 1" A" i" JL" 16 f" W' i" 4.9 6.1 7.2 8.3 9.4 10.4 11.5 12.5 13.4 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 2200 2690 3160 3610 4050 4480 4890 5300 5700 3 1460 1790 2110 2410 2700 2990 3260 3530 3800 4 1100 1340 1580 1810 2030 2240 2450 2650 2850 5 880 1080 1260 1450 1620 1790 1960 2120 2280 6 730 900 1050 1200 1350 1490 1630 1770 1900 7 630 770 900 1030 1160 1280 1400 1510 1630 8 550 670 790 900 1010 1120 1220 1320 1420 9 490 600 700 800 900 1000 1090 1180 1270 10 440 540 630 720 810 900 980 1060 1140 11 400 490 570 660 740 810 890 960 1040 12 370 450 530 600 680 750 820 880 950 Section No. A 97. supports 5 ff re 1" 7 n re 4" A" 11'/ re f" 13// le i" 6.6 7.9 9.1 10.2 11.4 12.5 13.6 14.7 15.8 16.8 in feet, lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 3850 4540 5200 5840 6460 7070 7660 8230 8790 9350 3 2570 3030 3470 3900 4310 4710 5110 5490 5860 6230 4 1930 2270 2600 2920 3230 3530 3830 4120 4400 4670 5 1540 1820 2080 2340 2590 2830 3060 3290 3520 3740 6 1280 1510 1730 1950 2150 2360 2550 2740 2930 3120 7 1100 1300 1490 1670 1850 2020 2190 2350 2510 2670 8 960 1130 1300 1460 1620 1770 1910 2060 2200 2340 9 860 1010 1160 1300 1440 1570 1700 1830 1950 2080 10 770 910 1040 1170 1290 1410 1530 1650 1760 1870 11 700 830 950 1060 1180 1290 1390 1500 1600 1700 12 640 760 870 970 1080 1180 1280 1370 1470 1560 13 590 700 800 900 990 1090 1180 1270 1350 1440 14 550 650 740 830 920 1010 1090 1180 1260 1340 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. 122 CAMBKIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO LONG LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 99. Distance 4" X 3" supports in feet. A" r A" i" A" 1" W' i" i" 7.2 lbs. per ft. 8.5 lbs. per ft. 9.8 lbs. per ft. 11.1 lbs. per ft. 12.4 lbs. per ft. 13.6 lbs. per ft. 14.8 lbs. per ft. 16.0 lbs. per ft. 17.1 lbs. per ft. 18.3 lbs. per ft. 2 3920 4620 5290 5950 6580 7200 7810 8400 8980 9550 3 2610 3080 3530 3960 4390 4800 5200 5600 5980 6360 4 1960 2310 2650 2970 3290 3600 3900 4200 4490 4770 5 1570 1850 2120 2380 2630 2880 3120 3360 3590 3820 6 1310 1540 1760 1980 2190 2400 2600 2800 2990 3180 7 1120 1320 1510 1700 1880 2060 2230 2400 2560 2730 8 980 1150 1320 1490 1650 1800 1950 2100 2240 2390 9 870 1030 1180 1320 1460 1600 1730 1870 1990 2120 10 780 920 1060 1190 1320 1440 1560 1680 1800 1910 11 710 840 960 1080 1200 1310 1420 1530 1630 1740 12 650 770 880 990 1100 1200 1300 1400 1500 1590 13 600 710 810 910 1010 1110 1200 1290 1380 1470 14 560 660 760 850 940 1030 1120 1200 1280 1360 Distance Section No. A 131. between CO supports in feet. A" t" A" i" A" 1" 11" 16 7.7 lbs. 9.1 lbs. 10.6 lbs. 11.9 lbs. 13.3 lbs. 14.7 lbs. 16.0 lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 5300 6260 7190 8090 8970 9760 10650 3 3530 4170 4790 5390 5980 6510 7100 4 2650 3130 3590 4040 4480 4880 5320 5 2120 2500 2870 3240 3590 3900 4260 6 1770 2090 2400 2700 2990 3250 3550 7 1510 1790 2050 2310 2560 2790 3040 8 1320 1560 1800 2020 2240 2440 2660 9 1180 1390 1600 1800 1990 2170 2370 10 1060 1250 1440 1620 1790 1950 2130 11 960 1140 1310 1470 1630 1770 1940 12 880 1040 1200 1350 1490 1630 1770 13 820 960 1110 1240 1380 1500 1640 14 760 890 1030 1160 1280 1390 1520 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. CAMBRIA STEEL. 123 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO LONG LEG. w Satp lnari5? helow are tiffiiren tor tinre stress ot Ih (HHJnoimns 1 r 1 IXC Ui C ingic. Section No. A 101. Distance 5"x3" between supports A" i" j_n 16 i" A" r 11" 16 i" w 8.2 9.8 11.3 12.8 14.3 15.7 17.1 18.5 19.9 21.2 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 4020 4740 5430 6110 6770 7410 8040 8660 9270 9870 8 2680 3160 3620 4070 4510 4940 5360 5770 6180 6580 4 2010 2370 2720 3060 3380 3710 4020 4330 4630 4940 5 1610 1900 2170 2440 2710 2960 3220 3460 3710 3950 6 1340 * 1580 1810 2040 2260 2470 2680 2890 3090 3290 7 1150 1350 1550 1750 1930 2120 2300 2470 2650 2820 8 1000 1180 1360 1530 1690 1850 2010 2160 2320 2470 9 890 1050 1210 1360 1500 1650 1790 1920 2060 2190 10 800 950 1090 1220 1350 1480 1610 1730 1850 1970 11 730 860 990 1110 1230 1350 1460 1570 1690 1790 12 670 790 910 1020 1130 1240 1340 1440 1540 1650 13 620 730 840 940 1040 1140 1240 1330 1430 1520 14 570 680 780 870 970 1060 1150 1240 1320 1410 Distance between Section No. A 103. 5" X 3J" sup- _5_r/ 16 f" JL" 16 i" A" f" 11" 16 i" 13" 16 1" 15/' 16 ports 8.7 10.4 12.0 13.6 15.2 16.8 18.3 19.8 21.3 22.7 24.2 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 5450 6430 7400 8320 9230 10110 10980 11820 12650 13450 14270 8 3630 4290 4930 5550 6150 6740 7320 7880 8430 8970 9510 4 2720 3220 3700 4160 4610 5060 5490 5910 6330 6730 7130 5 2180 2570 2960 3330 3690 4050 4390 4730 5060 5380 5710 6 1820 2140 2470 2770 3080 3370 3660 3940 4220 4490 4760 7 1560 1840 2110 2380 2640 2890 3140 3380 3610 3850 4080 8 1360 1610 1850 2080 2310 2530 2740 2960 3160 3370 3570 9 1210 1430 1640 1850 . 2050 2250 2440 2630 2810 2990 3170 10 1090 1290 1480 1660 1850 2020 2200 2360 2530 2690 2850 11 990 1170 1340 1510 1680 1840 2000 2150 2300 2450 2590 12 910 1070 1230 1390 1540 1690 1830 1970 2110 2240 2380 13 840 990 1140 1280 1420 1560 1690 1820 1950 2070 2190 14 780 920 1060 1190 1320 1440 1570 1690 1810 1920 2040 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. 124 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS-. TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO LONG LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 135. Distance between 5" X 4" supports in f" A" i" A" f" feet. 11.0 12.8 14.5 16.2 17.8 19.5 lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. 2 8370 9630 10860 12050 13220 14360 8 5580 6420 7240 8030 8810 9570 4 4180 4810 5430 6030 6610 7180 5 3350 3850 4340 4820 5290 5740 6 2790 3210 3620 4020 4410 4790 7 2390 2750 3100 3440 3780 4100 8 2090 2410 2710 3010 3300 3590 9 1860 2140 2410 2680 2940 3190 10 1670 1930 2170 2410 2640 2870 11 1520 1750 1970 2190 2400 2610 12 1390 1600 1810 2010 2200 2390 13 1290 1480 1670 1850 2030 2210 14 1200 1380 1550 1720 1890 2050 16 1120 1280 1450 1610 1760 1910 16 1050 1200 1360 1510 1650 1790 Section No. A 105. sup- 1" 7 n T6 i" A" 1" w i" w i" W' 1" ports 11.7 13.5 15.3 17.1 18.9 20.6 22.4 24.0 25.7 27.3 28.9 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 6570 7550 8500 9430 10340 11230 12100 12960 13800 14640 15470 3 4380 5030 5670 6290 6890 7480 8070 8640 9200 9760 10310 4 3280 3770 4250 4720 5170 5610 6050 6480 6900 7320 7730 5 2630 3020 3400 3770 4140 4490 4840 5180 5520 5850 6190 6 2190 2520 2830 3140 3450 3740 4030 4320 4600 4880 5160 7 1880 2160 2430 2690 2950 3210 3460 3700 3940 4180 4420 8 1640 1890 2120 2360 2580 2810 3020 3240 3450 3660 3870 9 1460 1680 1890 2100 2300 2490 2690 2880 3070 3250 3440 10 1310 1510 1700 1890 2070 2250 2420 2590 2760 2930 3090 11 1190 1370 1550 1710 1880 2040 2200 2360 2510 2660 2810 12 1090 1260 1420 1570 1720 1870 2020 2160 2300 2440 2580 13 1010 1160 1310 1450 1590 1730 1860 1990 2120 2250 2380 14 940 1080 1210 1350 1480 1600 1730 1850 1970 2090 2210 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. CAMBRIA STEEL, 125 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. n NEUTRAL AXIS PARALLEL TO LONG LEG. -ii- ' I Safe loads below are nerured for fibre stress of 16 000 oounds f 1 per square inch and include weight of angle. Distance Section No. A 107. 6 " X 4 tf between sup- ¥' Iff T6 Iff A" 5ff 8 w ¥' 13// 16 ¥' 15// T6 1" ports 12.3 14.3 16.2 18.1 20.0 21.8 23.6 25.4 27.2 28.9 30.6 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 8550 9840 11100 12320 13520 14690 15840 16970 18070 19160 20230 8 5700 6560 7400 8220 9020 9800 10560 11310 12050 12770 13490 4 4280 4920 5550 6160 6760 7350 7920 8480 9040 9580 10120 5 3420 3940 4440 4930 5410 5880 6340 6790 7230 7660 8090 6 2850 3280 3700 4110 4510 4900 5280 5660 6020 6390 6740 7 2440 2810 3170 3520 3860 4200 4530 4850 5760 5470 5780 8 2140 2460 2770 3080 3380 3670 3960 4240 4520 4790 5060 9 1900 2190 2470 2740 3010 3270 3520 3770 4020 4260 4500 10 1710 1970 2220 2460 2700 2940 3170 3390 3610 3830 4050 11 1550 1790 2020 2240 2460 2670 2880 3080 3290 3480 3680 12 1430 1640 1850 2050 2250 2450 2640 2830 3010 3190 3370 13 1320 1510 1710 1900 2080 2260 2440 2610 2780 2950 3110 14 1220 1410 1590 1760 1930 2100 2260 2420 2580 2740 2890 15 1140 1310 1480 1640 1800 1960 2110 2260 2410 2550 2700 16 1070 1230 1390 1540 1690 1840 1980 2120 2260 2400 2530 Section No. A 109. Distance between supports in feet. 7" X :3r A" ¥' _9_// 16 ¥' f" w ¥' 15// 16 1" 15.0 17.0 19.1 21.0 23.0 24.9 26.8 28.7 30.5 32.3 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 7670 8640 9590 10520 11430 12320 13210 14090 14950 15810 8 5110 5760 6390 7010 7620 8220 8810 9390 9960 10540 1 3840 4320 4790 5260 5710 6160 6600 7040 7470 7900 5 3070 3460 3840 4210 4570 4930 5280 5630 5980 6320 6 2560 2880 3200 3510 3810 4110 4400 4700 4980 5270 1 7 2190 2470 2740 3010 3270 3520 3770 4020 4270 4520 8 1920 2160 2400 2630 2880 3080 3300 3520 3740 3950 9 1700 1920 2130 2340 2540 2740 2940 3130 3320 3510 10 1530 1730 1920 2100 2290 2460 2640 2820 2990 3160 11 1390 1570 1740 1910 2080 2240 2400 2560 2720 2870 12 1280 1440 1600 1750 1900 2050 2200 2350 2490 2630 13 1180 1330 1480 1620 1760 1900 2030 2170 2300 2430 14 1100 1230 1370 1500 1630 1760 1890 2010 2140 2260 15 1020 1150 1280 1400 1520 1640 1760 1880 1990 2110 16 960 1080 1200 1320 1430 1540 1650 1760 1870 1980 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = 5 UU span. 126 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO LONG LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 112. Distance g// ^ between supports in feet. y JL" 16 .V' 8 il" f" 1 . 3 ." 16 ¥' w 1" 23.0 lbs. per ft. 25.7 lbs. per ft. 28.5 lbs. per ft. 31.2 lbs. per ft. 33.8 lbs. per ft. 36.5 lbs. per ft. 39.1 lbs. per ft. 41.7 lbs. per ft. 44.S lbs. per ft. 4 12770 14230 15670 17080 18460 19830 21170 22490 23790 5 10210 11380 12530 13660 14770 15860 16930 17990 19030 6 8510 9480 10440 11380 12310 13220 14110 14990 15860 7 7290 8130 8950 9760 10550 11330 12090 12850 13590 8 6380 7110 7830 8540 9230 9910 10580 11240 11890 9 5670 6320 6960 7590 8200 8810 9400 9990 10570 10 5100 5690 6260 6830 7380 7930 8460 8990 9510 11 4640 5170 5690 6210 6710 7210 7690 8170 8650 12 4250 4740 5220 5690 6150 6610 7050 7490 7930 13 3920 4370 4820 5250 5680 6100 6510 6920 7320 14 3640 4060 4470 4880 5270 5660 6040 6420 6790 15 3400 3790 4170 4550 4920 5280 5640 5990 6340 16 3190 3550 3910 4270 4610 4950 5290 5620 5940 17 3000 3340 3680 4010 4340 4660 4980 5290 5590 18 2830 3160 3480 3790 4100 4400 4700 4990 5280 19 2680 2990 3290 3590 3880 4170 4450 4730 5000 20 2550 2840 3130 3410 3690 3960 4230 4490 4750 21 2430 2710 2980 3250 3510 3770 4030 4280 4530 22 2320 2580 2840 3100 3350 3600 3840 4090 4320 23 2220 2470 2720 2970 3210 3440 3680 3910 4130 24 2120 2370 2610 2840 3070 3300 3520 3740 3960 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. CAMBRIA STEEL. 127 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO SHORT LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 91. Distance between 2Y' X 2" supports in feet. A" i" A" f" j_/r 16 4" _ 9 _" 16 2.75 lbs. per ft. 8.62 lbs. per ft. 4.5 lbs. per ft. 5.8 lbs. per ft. 6.1 lbs. per ft. 6.8 lbs. per ft. 7.6 lbs. per ft. 2 1560 2030 2490 2920 3330 3730 4110 8 1040 1360 1660 1940 2220 2480 2740 4 780 1020 1240 1460 1660 1860 2050 5 620 810 990 1170 1330 1490 1640 6 520 680 830 970 1110 1240 1370 7 450 580 710 830 950 1070 1170 8 390 510 620 730 830 930 1030 9 350 450 550 650 740 830 910 10 310 410 500 580 670 750 820 11 280 370 450 530 610 680 750 12 260 340 410 490 560 620 690 Section No. A 129. Distance between 3" X 2" supports in feet. _ 3 _" 16 i" A" f" 7 // 16 4" 3.07 lbs. per ft. 4.1 lbs. per ft. 5.0 lbs. per ft. 5.9 lbs. per ft. 6.8 lbs. per ft. 7.7 lbs. per ft. 2 2210 2890 3540 4170 4770 5350 8 1470 1930 2360 2780 3180 3570 4 1110 1440 1770 2080 2380 2670 5 880 1160 1420 1670 1910 2140 6 740 960 1180 1390 1590 1780 7 630 830 1010 1190 1360 1530 8 550 720 890 1040 1190 1340 9 490 640 790 930 1060 1190 10 440 580 710 830 950 1070 11 400 530 640 760 870 970 12 370 480 590 690 800 890 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. 128 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO SHORT LEG. Safe loads below are figured for fibre stress of 16 000 pounds | — per square inch and include weight of angle. Section No. A 93. Distance between 3" X 2i" supports in i" A" i" A" i" A" i" feet. 4.5 5.6 6.6 7.6 8.5 9.5 10.4 lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 2990 3670 4320 4950 5560 6140 6710 3 2000 2450 2880 3300 3700 4090 4470 4 1500 1840 2160 2470 2780 3070 3350 5 1200 1470 1730 1980 2220 2460 2680 6 1000 1220 1440 1650 1850 2050 2240 7 860 1050 1230 1410 1590 1760 1920 8 750 920 1080 1240 1390 1540 1680 670 820 960 1100 1230 1360 1490 10 600 730 860 990 1110 1230 1340 11 540 670 790 900 1010 1120 1220 12 500 610 720 820 930 1020 1120 13 460 560 660 760 850 940 1030 14 430 520 620 710 790 880 960 Distance Section No. A 95. between 3 y' X 2i" supports i" A" i" A" i" A" f" i" 4.9 6.1 7.2 8.3 9.4 10.4 11.5 12.5 13.4 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 4020 4940 5830 6690 7530 8330 9120 9880 10620 8 2680 3300 3890 4460 5020 5560 6080 6580 7080 4 2010 2470 2920 3350 3760 4170 4560 4940 5310 5 1610 1980 2330 2680 3010 3330 3650 3950 4250 6 1340 1650 1940 2230 2510 2780 3040 3290 3540 7 1150 1410 1670 1910 2150 2380 2600 2820 3030 8 1010 1240 1460 1670 1880 2080 2280 2470 2650 9 890 1100 1300 1490 1670 1850 2030 2190 2360 10 800 990 1170 1340 1510 1670 1820 1980 2120 11 730 900 1060 1220 1370 1520 1660 1800 1930 12 670 820 970 1120 1250 1390 1520 1650 1770 13 620 760 900 1030 1160 1280 1400 1520 1630 14 570 710 830 960 1080 1190 1300 1410 1520 15 540 660 780 890 1000 1110 1220 1320 1420 16 500 620 730 840 940 1040 1140 1230 1330 For safe loads below the heavy lines, the deflections will be greater than the allowable limit for plastered ceilings = span. CAMBRIA STEEL. 129 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO SHORT LEG. Safe loads below are figured for fibre stress of 16 000 pounds npr .<5niiarf» inch and inrliide wpie-ht of ane^le. Section No. A 97. Distance 3J" x3" between supports in feet. A" i" A" h" A" f" 11" 16 3// 4 7// ¥ 6.6 7.9 9.1 10.2 11.4 12.5 13.6 14.7 15.8 16.8 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 5090 6010 6890 7750 8590 9400 10190 10960 11710 12440 8 3390 4000 4600 5170 5730 6270 6790 7300 7800 8290 4 2540 3000 3450 3880 4290 4700 5090 5480 5850 6220 5 2040 2400 2760 3100 3440 3760 4080 4380 4680 4980 6 1700 2000 2300 2580 2860 3130 3400 3650 3900 4150 7 1450 1720 1970 2220 2450 2690 2910 3130 3340 3550 8 1270 1500 1720 1940 2150 2350 2550 2740 2930 3110 9 1130 1330 1530 1720 1910 2090 2260 2430 2600 2760 10 1020 1200 1380 1550 1720 1880 2040 2190 2340 2490 11 930 1090 1250 1410 1560 1710 1850 1990 2130 2260 12 850 1000 1150 1290 1430 1570 1700 1830 1950 2070 13 780 920 1060 1190 1320 1450 1570 1690 1800 1910 14 730 860 980 1110 1230 1340 1460 1570 1670 1780 15 680 800 920 1030 1150 1250 1360 1460 1560 1660 16 640 750 860 970 1070 1180 1270 1370 1460 1550 Section No. A 99. Distance between supports 4" X 3" A" f" j_n \n A" 1" 11// T6 f" 1^// 16 i n 7.2 8.5 9.8 11.1 12.4 13.6 14.8 16.0 17.1 18.3 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 6580 7780 8940 10070 11170 12240 13280 14300 15290 16260 8 4390 5180 5960 6710 7450 8160 8860 9530 10190 10840 4 3290 3890 4470 5040 5590 6120 6640 7150 7650 8130 5 2630 3110 3580 4030 4470 4900 5310 5720 6120 6500 6 2190 2590 2980 3360 37?0 4080 4430 4770 5100 5420 7 1880 2220 2550 2880 3190 3500 3800 4090 4370 4650 8 1640 1940 2240 2520 2790 3060 3320 3580 3820 4060 9 1460 1730 1990 2240 2480 2720 2950 3180 3400 3610 10 1320 1560 1790 2010 2230 2450 2660 2860 3060 3250 11 1200 1410 1630 1830 2030 2230 2420 2600 2780 2960 12 1100 1300 1490 1680 1860 2040 2210 2380 2550 2710 13 1010 1200 1380 1550 1720 1880 2040 2200 2350 2500 14 940 1110 1280 1440 1600 17.50 1900 2040 2180 2320 16 880 1040 1190 1340 1490 1630 1770 1910 2040 2170 16 820 970 1120 1260 1400 1530 1660 1790 1910 2030 _ For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = 35 (T span. 130 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO SHORT LEG. — Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 131. Distance between 4" X 3i" supports in feet. A" i" A" i" A" f" w 7.7 lbs. per ft. 9.1 lbs. per ft. 10.6 lbs. per ft. 11.9 lbs. per ft. 13.3 lbs. per ft. 14.7 lbs. per ft. 16.0 lbs. per ft. 2 6740 7970 9160 10320 11450 12550 13630 8 4490 5310 6110 6880 7640 8370 9080 4 3370 3980 4580 5160 5730 6280 6810 5 2690 3190 3660 4130 4580 5020 5450 6 2250 2660 3050 3440 3820 4180 4540 7 1920 2280 2620 2950 3270 3590 3890 8 1680 1990 2290 2580 2860 3140 3410 9 1500 1770 2040 2290 2550 2790 3030 10 1350 1590 1830 2060 2290 2510 2730 11 1220 1450 1670 1880 2080 2280 2480 12 1120 1330 1530 1720 1910 2090 2270 13 1040 1230 1410 1590 1760 1930 2100 14 960 1140 1310 1470 1640 1790 1950 15 900 1060 1220 1380 1530 1670 1820 16 840 1000 1150 1290 1430 1570 1700 Distance Section No. A 101. 5"x3" between supports in feet. A" 8.2 lbs. per ft. i" 9.8 lbs. per ft. A" ¥' JL" 16 i" 15.7 lbs. per ft. W' i" 19.9 lbs. per ft. i" 21.2 lbs. per ft. 11.3 lbs. per ft. 12.8 lbs. per ft. 14.3 lbs. per ft. 17.1 lbs. per ft. 18.5 lbs. per ft. 2 10060 11920 13740 15510 17240 18930 20580 22190 23770 25310 3 6710 7950 9160 10340 11490 12620 13720 14790 15850 16870 4 5030 5960 6870 7760 8620 9470 10290 11100 11880 12660 5 4020 4770 5500 6210 6900 7570 8230 8880 9510 10120 6 3350 3970 4580 5170 5750 6310 6860 7400 7920 8440 7 2870 3410 3930 4430 4930 5410 5880 6340 6790 7230 8 2520 2980 3440 3880 4310 4730 5140 5550 5940 6330 9 2240 2650 3050 3450 3830 4210 4570 4930 5280 5620 10 2010 2380 2750 3100 3450 3790 4120 4440 4750 5060 11 1830 2170 2500 2820 3130 3440 3740 4030 4320 4600 12 1680 1990 2290 2590 2870 3160 3430 3700 3960 4220 13 1550 1830 2110 2390 2650 2910 3170 3410 3660 3890 14 1440 1700 1960 2220 2460 2700 2940 3170 3400 3620 15 1340 1590 1830 2070 2300 2520 2740 2960 3170 3370 16 1260 1490 1720 1940 2160 2370 2570 2770 2970 3160 17 1180 1400 1620 1830 2030 2230 2420 2610 2800 2980 18 1120 1330 1530 1720 1920 2100 2290 2470 2640 2810 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. CAMBRIA STEEL. 131 [ SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO SHORT LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. f Distance between Section No. A 103. 5" X 3i" sup- 16 f" JZ_" 16 i" A" f" i" w i" w ports 8.7 10.4 12.0 13.6 15.2 16.8 18.3 19.8 21.3 22.7 24.2 in feet. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 10320 12240 14100 15930 17710 19450 21150 22810 24440 26030 27590 3 6880 8160 9400 10620 11810 12970 14100 15210 16290 17350 18400 4 5160 6120 7050 7960 8850 9720 10570 11410 12220 13020 13800 5 4130 4890 5640 6370 7080 7780 8460 9120 9780 10410 11040 6 3440 4080 4700 5310 5900 6480 7050 7600 8150 8680 9200 7 2950 3500 4030 4550 5060 5560 6040 6520 6980 7440 f7880 8 2580 3060 3530 3980 4430 4860 5290 5700 6110 6510 6900 9 2290 2720 3130 3540 3940 4320 4700 5070 5430 5780 6130 10 2060 2450 2820 3190 3540 3890 4230 4560 4890 5210 5520 11 1880 2220 2560 2900 3220 3540 3850 4150 4440 4730 5020 12 1720 2040 2350 2650 2950 3240 3520 3800 4070 4340 4600 13 1590 1880 2170 2450 2720 2990 3250 3510 3760 4000 4240 14 1470 1750 2010 2280 2530 2780 3020 3260 3490 3720 3940 15 1380 1630 1880 2120 2360 2590 2820 3040 3260 3470 3680 16 1290 1530 1760 1990 2210 2430 2840 2850 3050 3250 3450 17 1210 1440 1660 1870 2080 2290 2490 2680 2880 3060 3250 18 1150 1360 1570 1770 1970 2160 2350 2530 2720 2890 3070 Section No. A 135. Distance between 5" X 4" supports in feet. i" JL" 16 ¥' A" 5ff 8 11" 16 11.0 lbs. per ft. 12.8 lbs. per ft. 14.5 lbs. per ft. 16.2 lbs. per ft. 17.8 lbs. per ft. 19.5 lbs. per ft. 2 12500 14410 16280 18100 19880 21620 3 8330 9610 10850 12070 13250 14420 4 6250 7200 8140 9050 9940 10810 5 5000 5760 6510 7240 7950 8650 6 4170 4800 5430 6030 6630 7210 7 3570 4120 4650 5170 5680 6180 8 3120 3600 4070 4520 4970 5410 9 2780 3200 3620 4020 4420 4810 10 2500 2880 3260 3620 3980 4320 11 2270 2620 2960 3290 3610 3930 12 2080 2400 2710 3020 3310 3600 13 1920 2220 2500 2780 3060 3330 14 1790 2060 2330 2590 2840 3090 15 1670 1920 2170 2410 2650 2880 16 1560 1800 2030 2260 2490 2700 17 1470 1700 1910 2130 2340 2540 18 1390 1600 1810 2010 2210 2400 For safe loads below heavy lines the , deflections will be greater than the allowable limit for plastered ceilings = span. 132 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO SHORT LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 106. Distance 3 j„ between sup- ports 1" A" i" A" 1" W i" U" i" W' 1" in feet. 11.7 13.5 15.3 17.1 18.9 20.6 22.4 24.0 25.7 27.8 28.9 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 17300 19980 22600 25160 27670 30130 32550 34910 37230 39510 41630 3 11540 13320 15060 16770 18450 20090 21700 23270 24820 26340 27750 4 8650 9990 11300 12580 13840 15070 16270 17460 18620 19760 20810 5 6920 7990 9040 10060 11070 12050 13020 13960 14890 15800 16650 6 5770 6660 7530 8390 9220 10040 10850 11640 12410 13170 13880 7 4940 5710 6460 7190 7910 8610 9300 9970 10640 11290 11890 8 4330 4990 5650 6290 6920 7530 8140 8730 9310 9880 10410 9 3850 4440 5020 5590 6150 6700 7230 7760 8270 8780 9250 10 3460 4000 4520 5030 5530 6030 6510 6980 7450 7900 8330 11 3150 3630 4110 4570 5030 5480 5920 6350 6770 7180 7570 12 2880 3330 3770 4190 4610 5020 5420 5820 6210 6590 6940 13 2660 3070 3480 3870 4260 4640 5010 5370 5730 6080 6400 14 2470 2850 3230 3590 3950 4300 4650 4990 5320 5640 5950 15 2310 2660 3010 3350 3690 4020 4340 4650 4960 5270 5550 16 2160 2500 2820 3150 3460 3770 4070 4360 4650 4940 5200 17 2040 2350 2660 2960 3260 3550 3830 4110 4380 4650 4900 18 1920 2220 2510 2800 3070 3350 3620 3880 4140 4390 4630 19 1820 2100 2380 2650 2910 3170 3430 3680 3920 4160 4380 20 1730 2000 2260 2520 2770 3010 3250 3490 3720 3950 4160 21 1650 1900 2150 2400 2640 2870 3100 3320 3550 3760 3960 22 1570 1810 2050 2290 2520 2740 2960 3170 3380 3590 3780 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceijings = span. CAMBRIA STEEL. 133 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO SHORT LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 107. Distance between 6 " X 4 tt sup- ports 1" A" ¥' A" r U" i" W 1" in feet. 12.3 14.3 16.2 18.1 20.0 21.8 23.6 25.4 27.2 28.9 30.6 lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 2 17700 20430 23120 25750 28320 30850 33330 35760 38140 40480 42780 3 11800 13620 15410 17160 18880 20570 22220 23840 25430 26990 28520 4 8850 10230 11560 12870 14160 15420 16660 17880 19070 20240 21390 5 7080 8170 9250 10300 11330 12340 13330 14300 15260 16190 17110 6 5900 6810 7710 8580 9440 10280 11110 11920 12710 13490 14260 7 5060 5840 6600 7360 8090 8810 9520 10220 10900 11570 12220 8 4420 5110 5780 6440 7080 7710 8330 8940 9540 10120 10700 9 3930 4540 5140 5720 6290 6860 7410 7950 8480 9000 9510 10 3540 4090 4620 5150 5660 6170 6670 7150 7630 8100 8560 11 3220 3720 4200 4680 5150 5610 6060 6500 6930 7360 7780 12 2950 3410 3850 4290 4720 5140 5550 5960 6360 6750 7130 13 2720 3140 3560 3960 4360 4750 5130 5500 5870 6230 6580 14 2530 2920 3300 3680 4050 4410 4760 5110 5450 5780 6110 15 2360 2720 3080 3430 3780 4110 4440 4770 5090 5400 5700 16 2210 2550 2890 3220 3540 3860 4170 4470 4770 5060 5350 17 2080 2400 2720 3030 3330 3630 3920 4210 4490 4760 5030 18 1970 2270 2570 2860 3150 3430 3700 3970 4240 4500 4750 19 1860 2150 2430 2710 2980 3250 3510 3760 4020 4260 4500 20 1770 2040 2310 2570 2830 3080 3330 3580 3810 4050 4280 21 1690 1950 2200 2450 2700 2940 3170 3400 3630 3860 4070 22 1610 1860 2100 2340 2570 2800 3030 3250 3470 3680 3890 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. 184 CAMBRIA STEEL. SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO SHORT LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 109. Distance 7" X 3i" between supports in feet. A" i" A" f" W' i" W i" if" 1" 16.0 lbs. per ft. 17.0 lbs. per ft. 19.1 lbs. per ft. 21.0 lbs. per ft. 23.0 lbs. per ft. 24.9 lbs. per ft. 26.8 lbs. per ft. 28.7 lbs. per ft. 30.5 lbs. per ft. 32.3 lbs. per ft. 4 13360 15140 16900 18570 20260 21910 23530 25110 26670 28210 5 10690 12120 13520 14850 16210 17530 18830 20090 21340 22560 6 8910 10100 11270 12380 13510 14600 15690 16740 17780 18800 7 7640 8650 9660 10610 11580 12520 13450 14350 15240 16120 8 6680 7570 8450 9280 10130 10950 11770 12560 13340 14100 9 5940 6730 7510 8250 9010 9740 10460 11160 11850 12540 10 5340 6060 6760 7430 8100 8760 9410 10050 10670 11280 11 4860 5510 6150 6750 7370 7970 8560 9130 9700 10260 12 4450 5050 5630 6190 6750 7300 7840 8370 8890 9400 13 4110 4660 5200 5710 6230 6740 7240 7730 8210 8680 14 3820 4330 4830 5310 5790 6260 6720 7180 7620 8060 15 3560 4040 4510 4950 5400 5840 6280 6700 7110 7520 16 3340 3790 4230 4640 5070 5480 5880 6280 6670 7050 17 3140 3560 3980 4370 4770 5150 5540 5910 6280 6640 18 2970 3370 3760 4130 4500 4870 5230 5580 5930 6270 19 2810 3190 3560 3910 4270 4610 4950 5290 5620 5940 20 2670 3030 3380 3710 4050 4380 4710 5020 5330 5640 21 2550 2880 3220 3540 3860 4170 4480 4780 5080 5370 22 2430 2750 3070 3380 3680 3980 4280 4570 4850 5130 23 2320 2630 2940 3230 3520 3810 4090 4370 4640 4910 24 2230 2520 2820 3090 3380 3650 3920 4190 4450 4700 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. CAMBRIA STEEL. 135 SAFE LOADS IN POUNDS UNIFORMLY DIS- TRIBUTED FOR CAMBRIA ANGLES. UNEQUAL LEGS. NEUTRAL AXIS PARALLEL TO SHORT LEG. Safe loads below are figured for fibre stress of 16 000 pounds per square inch and include weight of angle. Section No. A 112. Distance 8" X 6" between supports in feet. i" A" f" U" i" U" V' 15'/ 16 1 " 23.0 25.7 28.5 31.2 33.8 36.5 39.1 41.7 44.3 * lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. per ft. 4 21370 23860 26310 28730 31110 33450 35770 38040 40290 5 17090 19090 21050 22980 24890 26760 28610 30430 32230 6 14250 15900 17540 19150 20740 22300 23840 25360 26860 7 12210 13630 15040 16410 17770 19110 20440 21740 23020 8 10680 11930 13150 14360 15550 16720 17880 19020 20140 9 9500 10600 11690 12770 13820 14860 15890 16900 17900 10 8550 9540 10520 11490 12440 13380 14300 15210 16110 11 7770 8670 9570 10440 11310 12160 13000 13830 14650 12 7120 7950 8770 9570 10370 11150 11920 12680 13430 18 6570 7340 8090 8840 9570 10290 11000 11700 12390 14 6100 6810 7510 8200 8880 9550 10220 10870 11510 15 5700 6360 7010 7660 8290 8920 9540 10140 10740 16 5340 5960 6570 7180 7770 8360 8940 9510 10070 17 5020 5610 6190 6760 7320 7870 8410 8950 9480 18 4750 5300 5840 6380 6910 7430 7950 8450 8950 19 4500 5020 5540 6040 6550 7040 7530 8010 8480 20 4270 4770 5260 5740 6220 6690 7150 7600 8050 21 4070 4540 5010 5470 5920 6370 6810 7240 7670 22 3880 4330 4780 5220 5650 6080 6500 6910 7320 23 3710 4150 4570 4990 5410 5S10 6220 6610 7000 24 3560 3970 4380 4780 5180 5570 5960 6340 6710 25 3420 3810 4210 4590 4970 5350 5720 6080 6440 26 3280 3670 4040 4420 4780 5140 5500 5850 6190 27 3160 3530 3890 4250 4600 4950 5300 5630 5960 28 3050 3410 3760 4100 4440 4780 5110 5430 5750 For safe loads below heavy lines the deflections will be greater than the allowable limit for plastered ceilings = span. 136 CAMBKIA STEEL. GENERAL FORMULA FOR FLEXURE OF BEAMS. NOTATION. A = Area of Section in square inches. d = Depth of Cross Section in inches. 1 = Length of Span in inches. L = Length of Span in feet. p = Stress in extreme fibre of section in pounds per square inch. Xi = Distance of Center of Gravity of Section from extreme fibre in inches. W = Total Load, in pounds, Uniformly Distributed, including the Weight of Beam. Wi = Total Superimposed or Live Load, in pounds. Uniformly Distributed. W 2 = Total Weight of Beam, in pounds. Uniformly Distributed. Wg = Total Safe Load, in pounds. Uniformly Distributed. P = Load, in pounds, concentrated at any point. F = Coefficient of Strength of the Tables of Properties = Safe Load, in pounds, for a fibre stress of 16 000 pounds per square inch for a span of one foot. F' = Coefficient of Strength of the Tables of Properties = Safe Load, in pounds, for a fibre stress of 12 500 pounds per square inch for a span of one foot. D = Total Deflection of Beam, in inches, due to weight W. Dwi and Dp = Deflections of Beams, in inches, due to the weights Wi and P respectively. N = Coefficient of Deflection of the Tables of Properties = Deflection, in inches, due to a total load of 1 000 pounds uniformly distributed for a span of one foot. N' = Coefficient of Deflection of the Tables of Properties = Deflection, in inches, due to a superimposed load of 1 000 pounds, concentrated at the middle of a Beam with a span of one foot. H = Coefficient of Deflection, in inches, for fibre stress of 16 000 pounds per square inch, for any section used as a Beam subjected to its safe load Uniformly Distributed. (See table, page 76.) H' = Coefficient of Deflection, in inches, for fibre stress of 12 500 pounds per square inch for any section used as a Beam subjected to its safe load Uniformly Distributed. (See table, page 76.) M = Total Bending Moment, in inch pounds, due to the Weight of Beam and Superimposed Load. I = Moment of Inertia, in inches^. Axis through Center of Gravity. Ii = Moment of Inertia, in inches*. Axis parallel to above but not through Center of Gravity. V = Distance, in inches, between these Axes. S = Section Modulus in inches^. r = Radius of Gyration in inches. E = Modulus of Elasticity, in pounds, per square inch (Steel = 29 000 000). S = GENERAL FORMULiE. Ij = I+Av2 MXi M Or for Symmetrical Section M = M p S p j g For Beam supported at both ends and Uniformly Loaded: 2pl 8 8 SAFE LOADS. 1 1X1 8pS 1 F = where p = 16 000 pounds and 1 = 12" therefore F = -^ 16 000 S F' = - 3 = where p = 12 500 pounds and 1 = 12" therefore F'= 12 500 S To obtain the Safe Load for any span in feet, for fibre stress of 16 000 pounds per square inch: ^ r T . Axr 2 16000 S F Safe Load = Wg = — — = — To obtain the Safe Load for any span in feet, for fibre stress of 12 500 pounds per square inch: o r T ^ 2 12500 S F' Safe Load = Wa= — = -jj CAMBRIA STEEL. 137 GENERAL FORMULA FOR FLEXURE OF BEAMS. (continued.) DEFLECTIONS. (1) Beam supported at both ends and Uniformly Loaded: ^ ^ , r ^ r. 5 W13 5 (Wi + W2)13 Deflection for Total Load = D = ^ ^ = 384 ET 5 Wil3 Deflection for Superimposed Load = Dw^ = (2) Beam supported at both ends with load concentrated at the middle: P13 5 W 2 I 3 Deflection for Total Load = D = ^ Deflection for Superimposed Load = Dp = P13 48EI (3) Beam fixed at one end, unsupported at the other, and Uniformly Loaded: W13 (Wi + W 2 ) 13 Deflection for Total Load = D = 8EI 8EI Wll3 Deflection for Superimposed Load = Dw, = ^ 8E1 (4) Beam fixed at one end, and unsupported at the other, with load concen- trated at the unsupported end: P13 W 2 I 3 Deflection for Total Load = D = Deflection for Superimposed Load = Dp = P13 3EI 384 El 1 = 12 " 5 (Wi + W 2 ) 13 384 El P13 where W = (W^ + = 1 000 pounds and N' = - p ^ -3, where P = 1 000 pounds and 1 = 12" 48 hiL Total Deflection, in inches, due to a Beam Uniformly Loaded for any span in . , ^ NWL3 N(Wi + W2)L3 ^ 1 000 1 000 Total Deflection, in inches, due to a Superimposed Load P and the Weight of N'PL3 NW 2 L 3 Beam for any span in feet = D = ^ qqq - H = ^ “' = 232 ^ FOR SYMMETRICAL SECTIONS. Total Deflection, in inches, for a fibre stress of 16 000 lbs. per square inch = - = f Total Deflection, in inches, for a fibre stress of 12 500 lbs. per square inch = ^ = f FOR UNSYMMETRICAL SECTIONS. Total Deflection, in inches, for a fibre stress of 16 000 pounds per square inch ^ ^ Total Deflection, in inches, for a fibre stress of 12 500 pounds per square inch = D 2 X 1 188 CAMBRIA STEEL. BENDING MOMENTS AND DEFLECTIONS FOR BEAMS OF UNIFORM SECTION. W = Total Load, in lbs., uniformly distributed, including the weight of beam. Wi = Total Superimposed or Live Load, in lbs., uniformly distributed. W2 = Total Weight of Beam or Dead Load, in lbs., uniformly dis- tributed. P, Pi, P2, Pa = Loads, in lbs., con- centrated at any points. M =Total BendingMoment.in inch-lbs. Mwi,Mp=BendingMoments, in inch-lbs., due to Weights Wi and P respectively. I = Moment of Inertia, in inches^. 1 = Length of Span, in inches. E= Modulus of Elasticity, in lbs. per square inch =29 000 000 for steel. Wg = Total Safe Load, in lbs., uni- formly distributed, including 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. (1) Beam Supported at both ends and Uniformly Loaded. Diagram for Total Load: — WI Draw parabola having M = — O of beam = M = • Safe Superimposed Load, in lbs., uni- formly distributed, W'g =W8--W2. Maximum Bending Moment at middle WI ^ (Wi -f W2)l 8 8 Maximum Shear at points of support W W 1 + W 2 2 2 5 WP Maximum deflection = - ^ _ = Oo4: El 5 (Wl+W 2)P 384 El (2) Beam Supported at both ends with Load Concentrated at the Middle. Diagram for Superimposed Load : — PI Draw triangle having Mp = — Diagram, Dead Load, similar to Case(l) Safe Superimposed Load, in lbs., con- . . . r. Wg - W2 centrated, Pg = ^ Maximum Bending Moment at middle PI W2I of beam = M = ^ + Maximum Shear at points of support = P -1-W2 PP 5 W2P Max. Deflection = + 3^ ■ (8) Beam fixed at one 3nd,Unsup- ^ ported at the other and Uniformly Loaded. Diagram for Total Load:- Draw Parabola having M = Safe Superimposed Load, in lbs., uni- Wa formly distributed, W'g = -^ W2. Maximum Bending Moment at point of ^ WI (W]+W2)l support = = 2 — " — Maximum Shear at point of support = W = Wi + W2. WI Max. Deflection = WP (Wi-}-W2)P 8EI 8EI CAMBRIA STEEL. 139 BENDING MOMENTS AND DEFLECTIONS FOR BEAMS OF UNIFORM SECTION. M =Total Bending Moment, in inch-lbs. Mwi,Mp= BendingMoments.in inch-lbs. , duetoWeights Wi and P respectively. I = Moment of Inertia, in inches^. 1 = Length of Span, in inches. E = Modulus of Elasticity, in lbs. per square inch = 29 000 000 for steel. Wg = Total Safe Load, in lbs., uni- formly distributed, including 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 W 2 in formulae equal to zero. W = Total Load, in lbs., uniformly distributed, including the weight of beam. Wi = Total Superimposed or Live Load, in lbs., uniformly distributed. W 2 = Total Weight of Beam or Dead Load, in lbs., uniformly dis- tributed. P, Pi, P 2 , Ps = Loads, in lbs., con- centrated at any points. (4) Beam fixed at one end, and Diagram for Superimposed Load : — Draw triangle having Mp = PL Diagram. Dead Load,similartoCase(3) Safe Superimposed Load, in lbs., con- centrated, Pg = — ^ - O Maximum Bending Moment at point of ^ 01 1 W2I support = PI -1 Maximum Shear at point of support = P +W 2 . P13 Wop Maximum Deflection = -f oEl oEl (5) Beam Supported at both ends with Load Concentrated at any point. Safe Superimposed Load, in lbs., con- Wg 12 - 4a W 2 (1 - a) centrated, Pg = Sab Maximum Bending Moment under load ^ a(2Pb -f-W 2 l - W 2 a) c. * Pb , W 2 Max. Shear at Sup. near a = -y* + * Max. Shear at Sup. near b = ^ -L • Deflection at distance x from left sup- 1 pal - a 2 -] f 3EI1 L 3 J port Diagram for Superimposed Load: — Pab 1 Diagram, Dead Load,similarto Case(l) [pb+^’ Draw triangle having Mp = -V 2 al-a 2 2 al - a 2 = Distance, from left support, of point of maximum deflection for superimposed load. ( 6) Beam Supported at both ends with two Symmetrical Loads. Mpj i mX ‘ : c |p ! , ^ Diagram for Superimposed Load : — Draw trapezoid having Mp = Pa. Diagram, Dead Load , similar to Case(l) Safe Superimposed Load, in lbs., con- , , , u T> Wgl - W 2 I centrated, each, P = • 3 8 a Maximum Bending Moment at center W 2 I of beam = Pa + Maximum Shear at points of support = 2P -fW2 2 Maximum Deflection = 24 El 384 El 140 CAMBKIA STEEL. BENDING MOMENTS AND DEFLECTIONS FOR BEAMS OF UNIFORM SECTION. W = Total Load, in lbs., uniformly distributed, including! the weight of beam. Wi = Total Superimposed or Live Load, in lbs., uniformly distributed. W2 = Total Weight of Beam or Dead Load, in lbs., uniformly dis- tributed. P, Pi, P2, P3 = Loads, in lbs., con- centrated at any points. M = Total Bending Moment, in inch-lbs. Mwi,Mp= BendingMoments,in inch-lbs., duetoWeights Wi and P respectively. I = Moment of Inertia, in inches^. 1 = Length of Span, in inches. E = Modulus of Elasticity, in lbs., per square inch = 29 000 000 for steel. Wg = Total Safe Load, in lbs., 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. 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. (7) Beam Supported at both ends with Loads Concentrated at various Points. 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 ). Let R = Reaction at Left Support. Bending Moment at P = Bending Moment at Pi = Mp, i Rai - + P (ai - a)] • Bending Moment at P2 = Mp2 = Ra2 — P21— + (^2 - a.) + P (a, - a)] ■ Shear or Reaction at Left Support = P2 b2 + Pi bi + Pb W2 1 2 * Shear or Reaction at Right Support = P2 a2 + Pi ai + 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 + IC + 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. CAMBRIA STEEL. 141 BENDING MOMENTS AND DEFLECTIONS FOR BEAMS OF UNIFORM SECTION. W = Total Ivoad, in lbs., uniformly- distributed, including the weight of beam. Wi = Total Superimposed or Live Load, in lbs., uniformly distributed. W 2 = Total Weight of Beam or Dead Load, in lbs., uniformly dis- tributed. P, Pi, P 2 , P3 = Loads, in lbs., con- centrated at any points. M =Total Bending Moment in inch-lbs. Mwi,Mp= BendingMoments,in inch-lbs. , due toWeights Wi and P respectively. I = Moment of Inertia, in inches^. 1 = Length of Span, in inches. E = Modulus of Elasticity, in lbs., per square inch = 29 000 000 for steel. Wg = Total Safe Load, in lbs., 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 W 2 in formulae equal to zero. (8) Beam 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' = r • The Vertical distances Safe Superimposed Load, in lbs., uni- formly distributed, W'g = f Wg — W 2 . Distance of points of contra-flexure from supports = .21131. Maximum Bending Moment at points WI (Wi + W2) 1 of support = 12 12 Bending Moment at middle of beam = WI ^ (Wi + W2) 1 24 24 ■ Maximum Shear at points of support = Wi +W2 2 Maximum Deflection WP 384EI between the parabola and line A A' are the moments for corresponding points on beam. (9) Beam Fixed at both ends with Load Concentrated at the Middle. Diagram for Superimposed Load : — Draw triangle having M = — • Also 4 A A' parallel to base and at a distance PI M' = — • The Vertical distances be- (Wl +W 2 )P 384EI Safe Superimposed Load, in lbs., con- centrated, Pg = Wg — § W2. Distance of points of contra-flexure from supports = 5 I. Maximum Bending Moment at points r ^ PI , W 2 I of support = -g + Bending Moment at middle of beam = PI W 2 I 8 24 ‘ Maximum Shear at points of support = P +W2 2 tween the triangle and line A A' are the moments f orcorresponding points on beam. Diagram for Dead Load similar to Case ( 8 ). Maximum Deflection = W 2 P. 384EI* CAMBRIA STEEL. 145 PROPERTIES OF VARIOUS SECTIONS. Moment of Inertia. I Section Modulus. s = Xi Radius of Gyration. Si* 12 a3 6 = .289a 12 Si* 3 a3 3 —1= = .577a t/ 3 Si* — ai^ Si* — ai* 1 a2 + ai2 12 6a \ 12 a* — iiSa^ ^ _ opn^ 12 6 l/ 2 — V 12 bd3 12 bd2 6 = .289d l/ 12 bd3 3 bd2 . 3 -^4= = .577d V 3 bd3 - bidi3 12 bd3 — bidi3 6d 1 bd3 - bidi3 \ 12(bd-bidi) bW b2d2 bd 6 (b2 + d2) 6 |/b2 + d2 l/6 (b2 + d2) CAMBRIA STEEL. 147 PROPERTIES OF VARIOUS SECTIONS. Moment of Inertia. I Section Modulus. S = — XI Radius of Gyration. rr ■■ (d2 cos2 a + b2 sin2 a) db /d^cos^a + b2sin2a\ 6 \ dcosa + bsina / 1 d2cos2a + b2sin2a \ 12 bd3 36 bd2 24 — ^ = .236d V 18 bd3 12 bd2 12 = .408d V 6 ~ = .019d* 64 d 4 =.049(d<-dd) 64 77 (d4-dd) (d4-dl4) 32 d d l/d2+dl2 4 977-2^^4 007d^ v''9rr!:-64 115277 192 (377 - 4) ^ ^ 12^ • b2+4bbl + bl2 36(b + br) b2 + 4bbi + bi2 12 (bi + 2b) d /2(b2+4bbi+bi2) 6(b+bi)\ 148 CAMBBIA STEEL. PROPERTIES OF VARIOUS SECTIONS. Sections. Area of Section. A Distance from Neutral Axis to Extremities of Section. X and xi 1 1 ~ d2 tan. 30" = .866d2 d \ ] -|d2 tan. 30"=.866d2 ^ K'T'TJ ^ 1 N'_. ‘ “ 2 cos 30° d J X, 2d2 tan. 22^° = .828 d2 d *'= 2 — = .785 bd 4 II t0|p. -n'xr f i55 i.El _j: ' js'* t '-i- i-i ~\~hd td + 2b' (s + n') d *‘= 2 1 — > “■/T" — t) t sU — >;n W iff fe'i d ^ il<— X, A td + 2b' (s + n') b “ = 2 fd X,; " -jJLAi. 4r J- -^1- n' Hb>l td + b' (s + n') d *‘=2 ■1-7^7 Xil) "t- te%- d— td + b' (s + n') x = [b2s + ^ + -|(b-t)2 (b + 2t) ] ^ A XI = b — X CAMBRIA STEEL. 149 PROPERTIES OF VARIOUS SECTIONS. Moment of Inertia. I Section Modulus. S = — XI Radius of Gyration. Ard2 (l + 2cos2 30°)1 A rd('l+2cos230°^"I d /1 + 2 cos230° 12 L 4cos2 30° -1 = .06d* 4cos30°\ 3 = .264d A rd2(l + 2cos2 30°)-| 12 L 4cos2 30® J = .06d4 A rd (1 + 2 cos2 30°)“| 6 L 4 cos 30° -I = .104d3 d' /l + 2cos2 30° 4 cos 30° \ 3 = .264d A rd2a + 2cos2 22F)“] 12 L 4cos2 22i° J = .055d^ A rd (l + 2cos2 22i°)“| 6 L 4cos22i° J = .109d3 d ll + 2cos2 22i° 4cos22i°\ 3 = .257d = .049bd3 64 ^’=.098bd3 d 4 21 d j^[b5(d-h) + ly + -| (b* - t<)] 21 b '=Vi ^[bd3-l(b.-w] 21 d [2sb3+lt3+-|(b*-t*)] - Ax3 I b — X "VT CAMBRIA STEEL. 151 PROPERTIES OF VARIOUS SECTIONS. Moment of Inertia. I Section Modulus. S = — XI Radius of Gyration. bd3 - h3 (b - t) bd3 — n3 (b — t) 1 bd3-h3(b-t) 12 6d \ 12[bd-h(b-t)] 2sb3 + ht3 12 2sb3 + ht3 6b I 2sb3 + ht3 \ 12[bd-h(b-t)] bd3 - h3 (b - t) bd3 — h3 (b -- t) / bd3-h3(b-t) 12 6d \ 12[bd-h(b-t)] 2sb3 + ht3 I b — X td3 + s3 (b - t) td3 + S3 (b - t) 1 td3 + s3(b~t) 12 6d \ 'I2[td + s(b-t)] tXl3 + bx3 — (b — t) (x — s)3 I 1 tXl3 + bx3 — (b — t) (x— s)3 \ 3(bs + ht) 3 d — X bx3 + blXl3 — (b — t) (x — s)3 I d — X rbx3 + blXl3 — (b — t) (x — s)3 1 CO L 3(bs + ht + bis) (bi-t)(x,-s)3T4 3 3(bs+ht+bis) -I 4bs3+hH3t+tO I d — X 41 152 CAMBKIA 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 158 to 161 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,= |X 16 000 XS F' = I X 12 500 X S in which S is the section modulus. CAMBRIA STEEL. 153 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: N = WP 76.8EI N' PP 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 162 to 165 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. r In this case the Section Modulus S' = — the notation being as given at the heads of the columns. 154 CAMBBIA STEEL. PROPERTIES OF ANGLES. The values in the Tables of Properties of Standard and Special Angles, with Equal Legs, pages 166 to 171, are these stated in the headings, and those in the Tables of Properties of Standard and Special Angles, with Unequal Legs, on pages 172 to 177, 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 142 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 142. MOMENTS OF INERTIA OF RECTANGLES. A Table of Moments of Inertia of Rectangles, about a trans- verse axis through the center of gravity, is added on pages 178 and 179 for convenience in calculating the Moments of Inertia, Section Moduli, and Radii of Gyration for compound shapes in which plates are used. GENERAL FORMULA FOR PROPERTIES AND FLEXURE. Formulae for obtaining the Properties of Standard Sections are given on pages 142 and 143, and for various usual sections on pages 144 to 151 inclusive. General formulae for Flexure of Beams, Bending Moments, and Deflections for various cases of loading are given on pages 136 to 141 inclusive. CAMBRIA STEEL. 155 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 = 1750 000. From the Table of Properties of Standard I-Beams, page 161, 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 158 to 161 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 253 X = .328 inch. 1 000 156 CAMBRIA 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 163, 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 -i- 15 = 4487 pounds, and, as the channel itself weighs 169 pounds, the net superimposed load which it 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 Wil W 2 I _ 1 500 X 72 8.2 X 6 X 72 4 8 4 8 = 27 443 inch pounds. Referring to the Table of Properties of Standard Angles, Unequal Legs, on page 175, 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 1.89 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. CAMBRIA STEEL. 157 PROPERTIES OP 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 144 to 151 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. 168 CAMBRIA STEEL. PROPERTIES OF STANDARD I-BEAMS. A ;t / T ' < 6 1 1 \ u < 1 \ 3 A ►1 1 2 3 4 5 6 7 8 9 10 11 Radius Radius Depth Weight Area Thick- Width Moment Section of Gyra- tion Moment of of Gyra- tion Section of Beam. per of ness of of of Inertia Modulus Inertia Foot Section. Web. Flange. Axis 1-t Axis 1-1. Axis Axis 2-2. Axis Number. 1-1. 2-2. d A t b 1 S r I' r' Inches. Pounds. Sq. Ins. Inch. Inches. Inches* Inches.3 Inches. Inches.* Inch. B 6 3 5.50 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 .53 .52 ** 7.50 2.21 .36 2.52 2.9 1.9 1.15 .60 .52 B 9 4 7.50 2.21 .19 2.66 6.0 3.0 1.64 .77 .59 (< tt 8.50 2.50 .26 2.73 6.4 3.2 1.59 .85 .58 ** 9.50 2.79 .34 2.81 6.7 3.4 1.54 .93 .58 10.50 3.09 .41 2.88 7.1 3.6 1.52 1.01 .57 B13 6 9.75 2.87 .21 3.00 12.1 4.8 2.05 1.23 .65 ti tt 12.25 3.60 .36 3.15 13.6 5.4 1.94 1.45 .63 ** tt 14.75 4.34 .50 3.29 15.1 6.1 1.87 1.70 .63 B17 6 12.25 3.61 .23 3.33 21.8 7.3 2.46 1.85 .72 it tt 14.75 4.34 .35 3.45 24.0 8.0 2.35 2.09 .69 it tt 17.25 5.07 .47 3.57 26.2 8.7 2.27 2.36 .68 B21 ti 7 15.00 4.42 .25 3.66 36.2 10.4 2.86 2.67 .78 “ 17.50 5.15 .35 3.76 39.2 11.2 2.76 2.94 .76 tt 20.00 5.88 .46 3.87 42.2 12.1 2.68 3.24 .74 B25 it 8 18.00 5.33 .27 4.00 56.9 14.2 3.27 3.78 .84 20.25 5.96 .35 4.08 60.2 15.0 3.18 4.04 .82 tt tt 22.75 6.69 .44 4.17 64.1 16.0 3.10 4.36 .81 ** tt 25.25 7.43 .53 4.26 68.0 17.0 3.03 4.71 .80 B29 9 21.00 6.31 .29 4.33 84.9 18.9 3.67 5.16 .90 25.00 7.35 .41 4.45 91.9 20.4 3.54 5.65 .88 (< (( 30.00 8.82 .57 4.61 101.9 22.6 3.40 6.42 .85 ** tt 35.00 10.29 .73 4.77. 111.8 24.8 3.30 7.31 .84 B33 10 tt 25.00 7.37 .31 4.66 122.1 24.4 4.07 6.89 .97 “ 30.00 8.82 .45 4.80 134.2 26.8 3.90 7.65 .93 tt tt 35.00 10.29 .60 4.95 146.4 29.3 3.77 8.52 .91 it (( 40.00 11.76 .75 5.10 158.7 31.7 3.67 9.50 .90 B41 tt 12 tt 31.50 9.26 .35 5.00 215.8 36.0 4.83 9.50 1.01 35.00 10.29 .44 5.09 228.3 38.0 4.71 10.07 .99 i t 40.00 11.76 .56 5.21 245.9 41.0 4.57. mas. ^.a B53 15 42.00 12.48 .41 5.50 441.8 58.9 5.95 14.62 1.08 <( 45.00 13.24 .46 5.55 455.8 60.8 5.87 15.09 107 a << 50.00 14.71 .56 5.65 483.4 645 5.73 16.04 ** tt 55.00 16.18 .66 5.75 511.0 68.1 5.62 17.06 1.03 tt tt 60 00 17.65 .75 5.84 538.6 71.8 5.52 18.17 1.01 CAMBKIA STEEL. 159 PROPERTIES OF STANDARD I-BEAMS. ‘ /I T ! < a < f ...d- . ■ ^ 1 H i 12 18 14 15 1 16 1 Increase of Coefficient of Strength. Coefficient of Deflection. Thickness of Web for each Ponnd Increase in Weight. For Fibre Stress of 16 000 Pounds per Square Inch for Buildings. For Fibre Stress of 12500 Pounds per Scmare Inch for Bridges. Uniform Load. Center Load. Section Number. f F F' N N' .098 17650 19140 20710 13790 14950 16180 .00031253 .00028827 .00026644 .00050006 .00046124 .00042630 B 5 ii a .074 81810 33890 35980 88070 24850 26480 28110 29750 .00013009 .00012209 .00011500 .00010868 .00020815 .00019535 .00018400 .00017389 B 9 ii ii .059 51590 58100 64630 40300 45390 50490 .00006417 .00005698 .00005122 .00010267 .00009117 .00008195 B13 it it .049 77460 85270 93110 60520 66610 72740 .00003561 .00003235 .00002963 .00005698 .00005177 .00004741 B17 ■it .042 110410 119400 128560 86260 93290 100430 .00002142 .00001980 .00001839 .00003427 .00003168 .00002943 B21 ii ii .037 151660 160510 170970 181430 118490 125400 133570 141740 .00001364 .00001289 .00001210 .00001140 .00002183 .00002062 .00001936 .00001825 B25 it it .083 201300 217930 241460 264990 157260 170260 188640 207020 .00000914 .00000844 .00000762 .00000694 .00001462 .00001350 .00001219 .00001110 B29 ii ii .029 260470 286250 312390 338530 203500 223630 244050 264480 .00000635 .00000578 .00000530 .00000489 .00001017 .00000925 .00000848 .00000782 B33 ii ii .025 383670 405800 437170 299740 317030 341540 .00000360 .00000340 .00000316 .00000575 .00000544 .00000505 B41 i i ii .020 628270 648310 687530 726740 765960 490840 506490 537130 567770 598410 .00000176 .00000170 .00000161 .00000152 .00000144 .00000281 .00000272 .00000257 .00000243 .00000231 B53 ii ii 160 CAMBRIA STEEL. PROPERTIES OF STANDARD I-BEAMS. 1 |t / j -** i 1 ' \ a- » 1 1 2 3 4 5 6 7 8 9 10 11 Radius Radius Depth Weight Area Thick- Width Moment Section of Gvra- Moment of of Gyra- Section of per of ness of of of Inertia Modulus Ujfia tion Inertia tion Beam. Foot. Section. Web. Flange. Axis 1-1. Axis 1-1. Axis Axis 2-2. Axis Number. ' 1-1. 2-2. d A t b I S r r r' Inches. Pounds. Sq. Ins. Inch. Inches. Inches.* Inches.3 Inches. Inches.* Inch. B 65 18 1 1 55.0 15.93 .46 6.00 795.6 88.4 7.07 21.19 1.15 (( 60.0 17.65 .56 6.10 841.8 93.5 6.91 22.38 1.13 ii <( 65.0 19.12 .64 6.18 881.5 97.9 6.79 23.47 1.11 “ II 70.0 20.59 .72 6.26 921.2 102.4 6.69 24.62 1.09 B 73 20 <( 65.0 19.08 .50 6.25 1169.5 117.0 7.83 27.86 1.21 II 70.0 20.59 .58 6.33 1219.8 122.0 7.70 29.04 1.19 75.0 22.06 .65 6.40 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 II (1 85.0 25.00 .57 7.07 2167.8 180.7 9.31 44.35 1.33 (( 90.0 26.47 .63 7.13 2238.4 186.5 9.20 45.70 1.31 II II 95.0 27.94 .69 7.19 2309.0 192.4 9.09 47.10 1.30 II II 100.0 29.41 .75 7.25 2379.6 198.3 8.99 48.55 1.28 PROPERTIES OF SPECIAL I-BEAMS • Blp5 12 II 40X) 11.84 .46 5.25 268.9 44.8 4.77 13.81 1.08 45.0 13.24 .58 5.37 285.7 47.6 4.65 14.89 1.06 1 1 II 50.0 14.71 .70 5.49 303.4, 50.6 4.54 16.12 1.05 II ** 55.0 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 II II 65.0 19.12 .69 6.10 636.1 84.8 5.77 27.42 1.20 II II 70.0 20.59 .78 6.19 663.7 88.5 5.68 29.00 1.19 II II 75.0 22.06 .88 6.29 691.2 92.2 5.60 30.68 1.18 II II 80.0 23.53 .98 6.39 718.8 95.8 5.53 32.46 1.17 B113 1 1 15 80.0 23.57 .80 6.40 789.1 105.2 5.79 41.31 1.32 “ 85.0 25.00 .90 6.50 815.9 108.8 5.71 43.46 1.32 II “ 90.0 26.47 .99 6.59 843.4 112.5 5.64 45.79 1.32 II II 95.0 27.94 1.09 6.69 871.0 116.1 5.58 48.25 1.31 II “ 100.0 29.41 1.19 6.79 898.6 119.8 5.53 50.84 1.31 B121 20 80.0 23.73 .60 7.00 1466.3 146.6 7.86 45.81 1.39 ( < 85.0 25.00 .66 7.06 1508.5 150.9 7.77 47.25 1.37 (( 90.0 26.47 .74 7.14 1557.5 155.8 7.67 48.98 1.36 (( II 95.0 27.94 .81 7.21 1606.6 160.7 7.58 50.78 1.35 II 100.0 29.41 .88 7.28 1655.6 165.6 7.50 52.65 1.34 CAMBRIA STEEIi. 161 PROPERTIES OF STANDARD I-BEAMS. it /i T ! ( r ” — H i 1 1 12 13 14 15 1 16 1 Increase of Coefficient of Strength. Coefficient of Deflection. Thickness of Web for fta r.h PrniTiH For Fibre Stress of 16 000 Pounds For Fibre Stress of 12500 Pounds Uniform Center Section Increase in Weight. per Square Inch for Buildings. per Square Inch for Bridges. Load. Load. Number. f F F' N N' .016 942880 736620 .00000098 .00000156 B 65 997680 779440 .00000092 .00000148 <( 1044740 816200 .00000088 .00000141 (( 1091800 852970 .00000084 .00000135 (( .015 1247490 974600 .00000066 .00000106 B 73 a 1301110 1016490 .00000064 .00000102 1353400 1057340 .00000061 .00000098 .0128 1855310 1449460 .00000037 .00000060 B 89 (( 1926950 1505430 .00000036 .00000057 1989700 1554450 .00000035 .00000056 << 2052440 1603470 .00000034 .00000054 n 2115190 1652490 .00000033 .00000052 PROPERTIES OP SPECIAL I-BEAMS. .026 478130 873540 .00000288 .00000462 B105 507930 396820 .00000272 .00000435 (( 539300 421320 .00000256 .00000409 it 570670 445830 .00000242 .00000387 ** .020 866130 676670 .00000127 .00000204 Bip9 904660 706770 .00000122 .00000195 943870 737400 .00000117 .00000187 983090 768040 .00000112 .00000180 << 1022800 798670 .00000108 .00000173 it .020 1122290 876790 .00000098 .00000157 B113 1160340 906520 .00000095 .00000152 tt 1199550 937150 .00000092 .00000147 1238770 967790 .00000089 .00000143 $€ 1277980 998420 .00000086 .00000138 .015 1564060 1221920 .00000053 .00000085 B121 1609100 1257110 .00000051 .00000082 “ 1661390 1297960 .00000050 .00000080 it 1713670 1338810 .00000048 .00000077 a 1765960 1879660 .00000047 .00000075 162 CAMBRIA STEEL. PROPERTIES OF STANDARD CHANNELS. 1 2 3 4 5 6 7 8 9 10 11 12 Section Num- Depth of Chan- nel. Weight per foot. Area of Section. Thick- ness of Web. Width of Flange. Moment of Inertia Axis 1-1. Section Mod- ulus Axis 1-1. Badius of Gyra- tion Axis 1-1. Moment of Inertia Axis 2-2. Section Mod- ulus Axis 2-2. Radius of Gyra- tion Axis 2-2. ber. d A t b I S r I' S' r' Inches. Pounds. Sq, Ins. Inch. Inches. Inches.4 Ins3 Inches. Inches.^ Ins3 Inch. C 5 3 4.00 1.19 .17 1.41 1.6 1.1 1.17 .20 .21 .41 “ it 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 .32 .29 .45 “ 6.25 1.84 .25 1.65 4.2 2.1 1.51 .38 .32 .45 tt it 7.25 2.13 .33 1.73 4.6 2.3 1.46 .44 .35 .46 C13 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 ti 11.50 3.38 .48 2.04 10.4 4.2 1.75 .82 .54 .49 C17 a 6 8.00 2.38 .20 1.92 13.0 4.3 2.34 .70 .50 .54 (( 10.50 3.09 .32 2.04 15.1 5.0 2.21 .88 .57 .53 it it 13.00 3.82 .44 2.16 17.3 5.8 2.13 1.07 .65 .53 it it 15.50 4,56 .56 2.28 19.5 6.5 2.07 1.28 .74 .53 C21 7 9.75 2.85 .21 2.09 21.1 6.0 2.72 .98 .63 .59 “ “ 12.25 3,60 .32 2.20 24.2 6.9 2.59 1.19 .71 .57 “ it 14.75 4.34 .42 2.30 27.2 7.8 2.50 1.40 .79 .57 <( it 17.25 5.07 .53 2.41 30.2 8.6 2.44 1.62 .87 .56 “ 19.75 5.81 .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 .87 .62 it “ 16.25 4.78 .40 2.44 39.9 10.0 2.89 1.78 .95 .61 “ tt 18.75 5.51 .49 2.53 43.8 11.0 2.82 2.01 1.02 .60 it 21.25 6.25 .58 2.62 47.8 11.9 2.76 2.25 1.11 .60 C29 ( ( 9 13.25 3.89 .23 2.43 47.3 10.5 3.49 1.77 .97 .67 tt 15.00 4.41 .29 2.49 50.9 11.3 3.40 1.95 1.03 .66 it tt 20.00 5.88 .45 2.65 60.8 13.5 3.21 2.45 1.19 .65 it tt 25.00 7.35 .61 2.81 70.7 15.7 3.10 2.98 1.36 .64 C33 10 15.00 4.46 .24 2.60 66.9 13.4 3.87 2.30 1.17 .72 “ it 20.00 5.88 .38^ 2.74 78.7 15.7 3.66 2.85 1.34 .70 it 25.00 7.35 .53 2.89 91.0 18.2 3.52 3.40 1.50 .68 it it 30.00 8.82 .68 3.04 103.2 20.6 3.42 3.99 1.67 .67 it it 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 tt 25.00 7.35 .39 3.05 144.0 24.0 4.43 4.53 1.91 .78 “ tt 30.00 8.82 .51 3.17 161.6 26.9 4.28 5.21 2.09 .77 (< tt 35.00 10.29 .64 3.30 179.3 29.9 4.17 5.90 2.27 .76 “ tt 40.00 11.76 .76 3.42 196.9 32.8 4.09 6.63 2.46 .75 C53 15 33.00 9.90 .40 3.40 312.6 41.7 5.62 8.23 3.16 .91 1 1 35.00 10.29 .43 3.43 319.9 42.7 5.57 8.48 3.22 .91 it it 40.00 11.76 .52 3.52 347.5 46.3 5.44 9.39 3.43 .89 “ it 45.00 13.24 .62 3.62 375.1 50.0 5.32 10.29 3.63 .88 a it 50,00 14.71 .72 3.72 402.7 53.7 5.23 11.22 3.85 .87 a 55.00 16.18 .82 3.82 430.2 57.4 5.16 12.19 4.07 .87 CAMBRIA STEEL. 163 PROPERTIES OF STANDARD CHANNELS. 13 14 15 16 17 ! 18 1 Distance of Center Increase of Thickness of Coef. of Strength. Coef. of Deflection. of Gravity Web for Fibre Stress Fibre Stress Uniform Center from each Pound 16000 Pounds 12500 Pounds Section Outside of Increase per Sq. Inch per Sq.Inch Load. Load. Web. in Weight. for Buildings. for Bridges. Number. X f F F' N N' Inch. Inches. .44 .098 11630 9090 .0004743 .0007589 C 5 1 1 .44 13140 10270 .0004199 .0006718 .46 14710 11490 .0003751 .0006001 ii .46 .074 20230 15800 .0002046 .0003273 C 9 .46 22270 17400 .0001858 .0002973 .46 24360 19030 .0001698 .0002717 ti .49 .059 31640 24720 .0001046 .0001674 C13 .48 37860 29570 .0000875 .0001399 .51 44390 34680 .0000746 .0001193 << .52 .049 46210 36100 .0000597 .0000855 C17 .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 ii .56 95990 75000 .0000216 .0000345 .56 106450 83170 .0000194 .0000311 ii .57 1169^10 91340 .0000177 .0000283 i i .59 127370 99510 .0000162 .0000260 ii .61 .033 112170 87630 .0000164 .0000262 C29 .59 120540 94170 .0000153 .0000244 .58 144070 112550 .0000128 .0000204 ii .62 167590 130930 .0000110 .0000176 .64 .029 142680 111470 .0000116 .0000186 C33 .61 167940 131210 .0000099 .0000158 ii .62 194090 151630 .0000085 .0000136 .65 220230 172060 .0000075 .0000120 it .69 246380 192480 .0000067 .0000107 .70 .025 227750 177930 .0000061 .0000097 C41 .68 256000 200000 .0000054 .0000086 .68 287370 224510 .0000048 .0000077 ii .69 318750 249020 .0000043 .0000069 ii .72 350120 273530 .0000039 .0000063 it .79 .020 444520 347280 .0000025 .0000040 C53 ( ( .79 455030 355500 .0000024 .0000039 .78 494250 386130 .0000022 .0000036 .79 533470 416770 .0000021 .0000033 ** .80 572680 447410 .0000019 .0000031 ft .82 611900 478050 .0000018 .0000029 ti 164 CAMBRIA STEEL. PROPERTIES OF SPECIAL CHANNELS. 1 2 3 4 5 6 7 8 9 10 11 12 13 'i *8 *s Moment Section Radius of Moment Section W’gbt Area Width CD S g ho of Mod- Gyra- of Mod- Section *0 per of fl ® of 0 Inertia ulus tion Inertia ulus Foot. Section. Flange. S. Axis 1-1. Axis AtIs Axis 2-2. Axis Number. o E-< E-< 1-1. 1-1. 2-2. d A t b s e 1 S r I' Ins. Lbs. Sq.Ins. Inch. Inches. Inch. Inches.^ Ins.3 Inches. Inches.4 Ins.3 C 86 6 15.2 4.46 .35 3.50 .34 .02 25.0 8.3 2.37 5.19 2.14 C 88 6 19.0 5.58 .41 3.56 .46 .02 31.1 10.4 2.36 6.79 2.85 ii 6 21.6 6.36 .54 3.69 II II 33.4 11.1 2.29 7.85 3.10 C 89 7 20.9 6.15 .45 3.45 .48 .02 44.6 12.7 2.69 6.74 2.81 ClOl 8 21.5 6.30 .40 3.50 .48 .02 60.7 15.2 3.01 7.20 2.94 C103 8 23.8 7.00 .50 3.50 .48 .02 63.6 15.7 3.01 7.42 2.96 C 90 10 21.7 6.38 .38 3.38 .41 .02 91.3 18.3 3.78 6.22 2.48 C 92 10 27.2 8.00 .54 3.50 .41 .02 104.6 20.9 3.62 7.20 2.70 C 95 13 32.0 9.30 .38 4.00 .34 .15 237.5 36.5 5.05 11.54 3.86 It It 35.0 10.29 .45 4.08 “ “ 251.5 38.7 4.94 12.54 4.06 It It 37.0 10.88 .50 4.12 <1 It 259.8 40.0 4.89 13.10 4.17 It 40.0 11.76 .56 4.19 “ “ 272.2 41.9 4.81 13.94 4.33 It <1 45.0 13.24 .68 4.30 “ It 292.9 45.1 4.70 15.32 4.59 “ 50.0 14.71 .79 4.42 It It 313.7 48.3 4.62 16.71 4.86 It 55.0|16.18 .90 4.53 It It 334.4 51.4 4.55 18.14 5.14 C 65 18 45.01 13.25 .47 3.77 .45 .17 584.3 64.9 6.64 12.89 4.40 It (( 50.0 14.71 .55 3.85 11 It 623.1 69.2 6.51 13.90 4.61 It ** 55.0|16.18 .63 3.93 ** “ 662.0 73.6 6.40 14.93 4.82 It It 6O.01 17.65 .72 4.02 It It 703.3 78.1 6.31 15.96 5.03 PROPERTIES OF BULB BEAMS. 1 2 3 4 5 6 7 8 9 Section Number. Depth of Beam. Weight j)er Foot. Area of Section. Thickness of Web. Width of Flange. Moment of Inertia Axis 1-1. Section Modulus Axis 1-1. Radius of Gyration Axis 1-1. d A t b 1 S r Inches. Pounds. Sq. Ins. Inch. Inches. Inches.* Inches.3 Inches. B173 It It 6 ii ii 14.0 15.3 18.4 4.11 4.48 5.42 4H 4^ 4H 21.52 22.73 25.72 6.12 6.55 ' 7.59 2.29 2.25 2.18 CAMBRIA STEEL. 165 PROPERTIES OF SPECIAL CHANNELS. 14 15 16 17 18 19 1 1 20 1 Radius of Gyration Axis 2-2. Distance of Center of Gravity from Outside of Web. Increase of Thickness of Web for each Lb. Increase inWeight. Coef. of Strengrth. Coef. of Deflection. Section Number. Fibre Stress 16000 Lbs. per Sq. Inch for Buildings. Fibre Stress 12.500 Lbs. per Sq. Inch for Bridges. Uniform Load. Center Load. r' X f P F' N N' Inch. Inch. Inch. 1.08 1.08 .049 88920 69470 .0000310 .0000496 C 86 1.10 1.18 .049 110450 86290 .0000250 .0000400 C 88 1.11 1.16 n 118770 92790 .0000232 .0000372 < i 1.05 1.05 .042 135950 106210 .0000174 .0000278 C 89 1.07 1.05 .037 161930 126510 .0000128 .0000204 ClOl 1.03 .99 .037 167470 130830 .0000122 .0000195 C103 .99 .87 .029 194750 152150 .0000085 .0000136 C 90 .95 .83 .029 222930 174170 .0000074 .0000119 C 92 1.11 1.01 .023 389710 304460 .0000033 .0000052 C 95 1.10 .99 412750 322460 .0000031 .0000049 (< 1.10 .98 tt 426340 333080 .0000030 .0000048 ft 1.09 .97 tt 446740 349010 .0000029 .0000046 “ 1.08 .97 480720 375560 .0000027 .0000042 it 1.07 .98 “ 514710 402120 .0000025 .0000040 a 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 il PROPERTIES OF BULB BEAMS. 10 11 12 1 13 14 1 15 1 Distance of Center of Gravity from Outside of Flange. Increase of Thickness of Web for each Lb. Increase in Weight. Coef. of Strength. Coef. of Deflection. Section Number. Fibre Stress 16 000 Pounds per Sq.Inch for Buildings. Fibre Stress 12500 Pounds per Sq. Inch for Bridges. Uniform Load. Center Load. X f F F' N N' Inches. 2.49 2.53 2.61 .049. it it 65320 69860 80930 51030 54580 63230 .0000361 .0000341 .0000302 .0000577 .0000546 .0000483 B173 H ii 166 CAMBI^IA STEEL. PROPERTIES OF STANDARD ANGLES. EQUAL LEGS. 1 2 8 4 5 6 7 8 Weight Area Distance of Center of Moment Section Dimensions. Thickness. per of Gravity from of Inertia Modulus Section Foot. Section. Back of Leg. Axis 1-1. Axis 1-1. Number. a z a t A z I S Inches. Inch. Pounds. Sq. Ins. Inch. Inches.'* Inches.3 All VAxVA H 1.23 .36 .42 .08 .072 H A 1.80 .53 .44 .11 .104 ii tt 2.34 .69 .47 .14 .134 ii tt TS 2.86 .84 .49 .16 .162 it tt Vs 3.35 .98 .51 .19 .188 ii tt xE 3.82 1.12 .53 .21 .214 A15 2 x2 A 2.44 .72^ .57 .27 .19 (< ii 3.19 .94/ .59 .35 .25 <( ii 3.92 1.15 .61 .42 .30 tt ii % 4.7 1.36 .64 .48 .35 it ii 5.3 1.56 .66 .54 .40 tt ii y2 6.0 1.75 .68 .59 .45 A17 2Ax2A 3.07 .90 .69 .55 .30 tt tt 4.1 1.19 .72 .70 .39 tt tt TF 5.0 1.47 .74 .85 .48 tt tt H 5.9 1.73 .76 .98 .57^ tt tt 6.8 2.00 .78 1.11 .65 K tt tt ^ . 7.7 2.25 .81 1.23 .72 tt tt 8.5 2.50 .83 1.84 .80 A19 3 x8 4.9 1.44 .84 1.24 .58 ii tt A 6.1 1.78 .87 1.51 .71 i i tt % 7.2 2.11 .89 1.76 .83 ii 1 1 IT 8.3 2.43 .91 1.99 .95 ii tt 9.4 2.75 .93 2.22 1.07 ii tt 10.4 3.06 .95 2.48 1.19 ii tt . % 11.5 3.36 .98 2.62 1.80 ii tt ii 12.5 3.65 1.00 2.81 1.40 CAMBBIA STEEL. 167 PROPERTIES OF STANDARD ANGLES. EQUAL LEGS. 9 10 11 12 13 1 Radius of Gyration Aiis 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 r X" I" S" r" Number. Inch, Inches. Inches.4 Inches.3 Inch. .47 .60 .031 .053 .30 All n .46 .63 .045 .072 .29 .45 .66 .058 .088 .29 << .44 .69 .070 .101 .29 (( .44 .72 .082 .114 .29 it .43 .75 .094 .126 .29 tt ,62 .80 .11 .14 .39 A 15 tt .61 .84 .14 .17 .39 _ .60 .87 .17 .20 .39 tt .59 .90 .20 .22 .39 tt .59 .93 .23 .25 .38 tt .58 .96 .26 .27 .38 tt .78 .98 .22 .22 .49 . A 17 tt .77 1.01 .29 .28 .49 i .76 1.05 .35 .33 .49 tt .75 1.08 .41 .38 .48 tt .75 loll .46 .42 .48 tt .74 1.14 .52 .46 .48 tt .73 1.17 .58 .49 .48 tt .93 1.19 .50 .42 .59 A 19 .92 1.22 .61 .50 .59 tt .91 1.26 .72 .57 .58 tt .91 1.29 .82 .64 .58 tt .90 1.32 .92 .70 .58 tt .89 1.35 1.02 .76 .58 tt .88 1.38 L 12 .81 .58 tt .88 1.41 1.22 .86 .58 tt 168 CAMBRIA STEEL. PROPERTIES OF STANDARD ANGLES. EQUAL LEGS. 1 2 3 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 Axis 1-1. a X a t A X I S Inches. Inch. Pounds. Sq. Ins. Inches. Inches.^ Inches.3 A21 ii 3Hx3H i i A 7.2 2.09 .99 2.45 .98 Vs 8.5 2.48 1.01 2.87 1.15 i i i i 9.8 2.87 1.04 3.26 1.32 < i << 11.1 3.25 1.06 3.64 1.49 i i ( i A 12.4 3.62 1.08 3.99 1.65 i i i i Vs 13.6 3.98 1.10 4.33 1.81 << ii H 14.8 4.34 1.12 4.65 1.96 < i i i H 16.0 4.69 1.15 4.96 2.11 ii i i 17.1 5.03 1.17 5.25 2.25 ii ii Vs 18.3 5.36 1.19 5.53 2.39 A2S ti 4 x4 A 8.2 2.40 1.12 3.71 1.29 ii Vs 9.8 2.86 1.14 4.36 1.52 ii ii 11.3 3.31 1.16 4.97 1.75 ii i i y2 12.8 3.75 1.18 5.56 1.97 i i ii 14.3 4.18 1.21 6.12 2.19 ii ii Vs 15.7 4.61 1.23 6.66 2.40 ii ii H 17.1 5.03 1.25 7.17 2.61 ii ii H 18.5 5.44 1.27 7.66 2.81 ii ii il 19.9 5.84 1.29 8.14 3.01 ii ii Vs 21.2 6.23 1.31 8.59 3.20 A27 6 x6 Vs 14.9 4.36 1.64 15.39 3.53 ii 1 i 17.2 5.06 1.66 17.68 4.07 ii ii y2 19.6 5.75 1.68 19.91 4.61 ii ii 21.9 6.43 1.71 22.07 5.14 ii Vs 24.2 7.11 1.73 24.16 5.66 ii ii 26.5 7.78 1.75 26.19 6.17 . ii ii H 28.7 8.44 1.78 28.15 6.66 i i 31.0 9.09 1.80 30.06 7.15 ii ii Vs 33.1 9.73 1.82 31.92 7.63 ii ii if 35.3 10.37 1.84 33.72 8.11 ii ii 1 37.4 11.00 1.86 35.46 8.57 A35 00 X 00 26.4 7.75 2.19 48.65 8.37 i i 29.6 8.68 2.21 54.09 9.34 ( ( ii Vs 32.7 9.61 2.23 59.43 10.30 “ i i H 35.8 10.53 2.25 64.64, 11.25 <( it V 38.9 11.44 2.28 69.74 12.18 <( i i 42.0 12.34 2.30 74.72 13.11 i t Vs 45.0 13.23 2.32 79.58 14.02 “ i t if 48.1 14.12 2.34 84.34 14.91 <( ii 1 51.0 15.00 2.37 88.98 15.80 << ii 54.0 15.87 2.39 93.53 16.67 n ii IVs 56.9 16.73 2.41 97.97 17.53 CAMBRIA STEEL. 169 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. 1.08 1.40 .99 .71 .69 A21 1.07 1.43 1.16 .81 .68 n 1.07 1.46 1.33 .91 .68 1.06 1.50 1.50 1.00 .68 <( 1.05 1.53 1.66 1.09 .68 <( 1.04 1.56 1.82 1.17 .68 (( 1.04 1.59 1.97 1.24 .67 it 1.03 1.62 2.13 1.31 .67 It 1.02 1.65 2.28 1.38 .67 tt 1.02 1.68 2.43 1.45 .67 tt 1.24 1.58 1.50 .95 .79 A23 1.23 1.61 1.77 1.10 .79 it 1.23 1.64 2.02 1.23 .78 it 1.22 1.67 2.28 1.36 .78 tt 1.21 1.71 2.52 1.48 .78 tt 1.20 1.74 2.76 1.59 .77 tt 1.19 1.77 3.00 1.70 .77 1.19 1.80 3.23 1.80 .77 tt . 1.18 1.83 3.46 1.89 .77 1.17 1.86 3.69 1.99 .77 Ay 1.88 2.32 6.19 2.67 1.19 /^A27 1.87 2.34 7.13 3.04 1.19 tt 1.86 2.38 8.04 3.37 1.18 tt 1.85 2.41 8.94 3.70 1.18 . (( 1.84 2.45 9.81 4.01 1.17 ^ tt 1.83 2.48 10.67 4.31 I.IT tt 1.83 2.51 11.52 4.59 tt 1.82 2.54 12.35 4.86 il7 tt 1.81 2.57 13.17 5.12 1.16 tt 1.80 2.60 13.98 5.37 1.16 tt 1.80 2.64 14.78 5.61 1.16 tt 2.51 3.09 19.56 6.33 1.59 A35 2.50 3.12 21.79 6.98 1.58 tt 2.49 3.16 23.97 7.60 1.58 tt 2.48 3.19 26.13 8.20 1.58 tt - 2.47 3.22 28.24 8.77 1.57 tt 2.46 3.25 30.33 9.33 1.57 tt 2.45 3.28 32.38 9.86 1.56 tt 2.44 3.32 34.40 10.38 1.56 tt 2.44 3.35 36.40 10.88 1.56 tt 2.43 3.38 38.38 11.36 1.56 tt 2.42 3.41 40.33 11.83 1.55 tt 170 CAMBBIA STEEL. PROPERTIES OF SPECIAL ANGLES. EQUAL LEGS. 1 2 3 4 5 6 7 8 Seotion NmnlDer. Dimensions. Thickness Weight per Foot. Area of Section. Distance of Center of GraYity from Back of Leg. Moment of Inertia Axis 1-1. S'ection Modulus Axis 1-1. a X a t A X 1 S Inches. Inch. Pounds. Sq. Ins, . Inch. Inches.* Inches.3 A 36 ii Mx H Vs .59 .17 .23 .009 .017 A .84 .25 .25 .012 .024 A 37 1 X 1 tt Vs .80 .23 .30 .022 .031 < i A 1.16 .34 .32 .030 .044 II tt 1.49 .44 .34 .037 .056 A 38 VAxlH Vs 1.01 .30 .36 .044 .049 tt tt 1.48 .43 .38 .061 .071 tt H 1.92 .56 .40 .077 .091 tt TS 2.33 .68 .42 .090 .109 A 40 2.12 .62 .51 .18 .14 it tt H 2.77 .81 .53 .23 .19 it . tt A 3.39 1.00 .55 .27 .23 tt tt Vs 3.99 1.17 .57 .31 .26 tt tt ik 4.6 1.34 .59 .35 .30 ** tt 3^ 5.1 1.50 .61 .38 .33 A 41 SKxSK 2.75 .81 .63 .39 .24 “ II H 3.62 1.06 .65 .50 .32 II II 4.5 1.31 .68 .61 .39 II II Vs 5.3 1.55 .70 .70 .45 II II 6.1 1.78 .72 .79 .52 A 43 < ( 2Hx2H A 3.39 1.00 .76 .73 .37 tt 4.5 1.31 .78 .95 .48 A 5.6 1.62 .80 1.15 .59 tt 6.6 1.92 .82 1.33 .69 (1 ** 7.6 2.22 .85 1.51 .79 tt (( 8.5 2.50 .87 1.67 .89 A 47 5 x 5 H 12.3 3.61 1.39 8.74 2.42 tt 14.3 4.18 1.41 10.02 2.79 tt tt H 16.2 4.75 1.43 11.25 3.16 tt ** ire 18.1 5.31 1.46 12.44 3.51 t* tt Vs 20.0 5.86 1.48 13.58 3.86 tt . U 21.8 6.40 1.50 14.68 4.20 CAMBKIA STEEL. 171 PROPERTIES OF SPECIAL ANGLES. EQUAL LEGS. 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. t Section Number. r X" I " S " r " Inch. Inch. Inches.* Inches.3 Inch. .22 .33 .004 .011 .14 A 36 .22 .36 .005 .014 .14 li .30 .42 .009 .021 .19 A 37 .80 .45 .013 .028 .19 <( .29 .48 .016 .034 .19 it .88 .51 .018 .035 .24 A 38 .88 .54 .025 .047 .24 .87 .57 .033 .057 .24 ii .86 .60 .040 .066 .24 a .54 .72 .073 .10 .34 A 40 .53 .75 .094 .13 .34 < ( .52 .78 .113 .15 .34 (< .51 .81 .133 .16 .34 (C .51 .84 .152 .18 .34 i ( .50 .87 .171 .20 .34 €i .70 .89 .16 .18 .44 A 41 .69 .92 .21 .22 .44 it .68 .96 .25 .26 .44 it .67 .99 .29 .30 .43 it .67 1.02 .33 .33 .43 it .86 1.07 .30 .28 .54 A 43 .85 1.10 .38 .35 .54 it .84 1.13 .47 .41 .54 it .83 1.17 .55 .47 .53 it .83 1.20 .63 .52 .53 it .82 1.23 .70 .57 .53 ii 1.56 1.96 3.53 1.79 .99 A 47 1.55 2.00 4.05 2.03 .98 1.54 2.03 4.56 2.25 .98 it 1.53 2.06 5.06 2.46 .98 ** 1.52 2.09 5.55 2.66 .97 a 1.51 2.12 6.03 2.84 .97 it 172 CAMBKIA STEEL. 3 1 2 3 4 5 6 7 8 Weight Area Distance of Center of Gravity Moment Section Section Dimensions. Thickness. per of from Back of of Inertia Modulus Number. Foot. Section. Longer Leg. Axis 1-1. Axis 1-1. b X a t A X I S Inches. Inch. Pounds. Sq. Ins. Inch. Inches.4 Inches.* A91 2^x2 ■A 2.75 .81 .51 .29 .20 << ii K 3.62 1.06 .54 .37 .25 ** tt A 4.5 1.31 .56 .45 .31 it Vs 5.3 1.55 .58 .51 .36 a tt 6.1 1.78 .60 .58 .41 it 6.8 2.00 .63 .64 .46 tt 7.6 2.22 .65 .69 .51 A93 3 x2H 4.5 1.31 .66 .74 .40 << tt A 5.6 1.62 .68 .90 .49 tt tt Vs 6.6 1.92 .71 1.04 .58 it tt 7.6 2.22 .73 1.18 .66 it tt 8.5 2.50 .75 1.30 .74 tt A 9.5 2.78 .77 1.42 .82 ii tt Vs 10.4 3.05 .79 1.53 .90 A95 3Hx2H H 4.9 1.44 .61 .78 .41 it A 6.1 1.78 .64 .94 .50 it tt Vs 7.2 2.11 .66 1.09 .59 ** tt A 8.3 2.43 .68 1.23 .68 it tt 34 9.4 2.75 .70 1.36 .76 it tt A 10.4 3.06 .73 1.49 .84 tt tt Vs 11.5 3.36 .75 1.61 .92 tt tt H 12.5 3.65 .77 1.72 .99 tt tt H 13.4 3.94 .79 1.83 1.07 A97 3Hx3 A 6.6 1.93 .81 1.58 .72 tt Vs 7.9 2.30 .83 1.85 .85 tt tt 9.1 2.65 .85 2.09 .98 tt 34 10.2 3.00 .88 2.33 1.10 tt tt 11.4 3.34 .90 2.55 1.21 tt tt 12.5 3.67 .92 2.76 1.33 tt ii 13.6 4.00 .94 2.96 1.44 ** tt H 14.7 4.31 .96 3.15 1.54 tt tt 15.8 4.62 .98 3.33 1.65 tt tt Vs 16.8 4.92 1.00 3.50 1.75 A99 CO A 7.2 2.09 .76 1.65 .73 tt Vs 8.5 2.48 .78 1.92 .87 ** tt 9.8 2.87 .80 2.18 .99 (( tt 34 11.1 3.25 .83 2.42 1.12 << tt A 12.4 3.62 .85 2.66 1.23 tt tt 54 13.6 3.98 .87 2.87 1.35 tt tt ii 14.8 4.34 .89 3.08 1.46 tt tt 54 16.0 4.69 .92 3.28 1.57 tt tt if 17.1 5.03 .94 3.47 1.68 tt tt 54 18.3 5.36 .96 3.66 1.79 PROPERTIES OF STANDARD ANGLES. UNEQUAL LEGS. CAMBRIA STEEL. 175 9 10 11 12 13 14 15 1 Radius Distance of Center Moment of Section Radius of Tangent Least Radius Gyration from Back'^of Inertia Modulus Gyration of of Gyration Section Axis 1-^. Shorter Leg. Axis 2-2. Axis 2-2. Axis 2-2. Angle. Axis 3-3. Number. r x ' I ' S ' r ' a r " Inch. Inches. Inches.4 Inches.3 Inch. Inch. .85 il .68 6.26 1.89 1.61 .368 .66 AlOl tc .84 1.70 7.37 2.24 1.61 .364 .65 .84 1.73 8.43 2.58 1.60 .361 .65 tt .83 1.75 9.45 2.91 1.59 .357 .65 n .82 1.77 10.43 3.23 1.58 .353 .65 ** .82 1.80 11.37 3.55 1.57 .349 .64 .81 1.82 12.28 3.86 1.56 .345 .64 tt .80 1.84 13.15 4.16 1.55 .340 .64 tt .80 1.86 13.98 4.46 1.55 .336 .64 .79 1.88 14.78 4.75 1.54 .331 .64 ** 1.03 1.59 6.60 1.94 1.61 .489 .77 A 103 1.02 1.61 7.78 2.29 1.60 .485 .76 tt 1.01 1.63 8.90 2.64 1.59 .482 .76 1.01 1.66 9.99 2.99 1.58 _ .479 .75 tt 1.00 1.68 11.03 3.32 1.57 .476 .75 tt .99 1.70 12.03 3.65 1.56 .472 .75 tt .98 1.72 12.99 3.97 1.56 .468 .75 tt .98 1.75 13.92 4.28 1.55 .464 .75 tt .97 1.77 14.81 4.58 1.54 .460 .75 tt .96 1.79 15.67 4.88 1.53 .455 .75 tt .96 1.81 16.49 5.17 1.53 .451 .75 tt .99 2.04 12.86 3.24 1.94 .350 .77 A 105 .98 2.06 14.76 3.75 1.93 .347 .76 t6 .97 2.08 16.59 4.24 1.92 .344 .76 tt .96 2.11 18.37 4.72 1.91 .341 .75 tt .96 2.13 20.08 5.19 1.90 .338 .75 tt .95 2.15 21.74 5.65 1.89 .334 .75 tt .94 2.18 23.34 6.10 1.89 .331 .75 tt .94 2.20 24.89 6.55 1.88 .327 .75 tt .93 2.22 26.39 6.98 1.87 .323 .75 tt .93 2.24 27.84 7.41 1.86 .320 .75 tt .92 2.26 29.15 7.80 1.85 .317 .75 tt 1.17 1.94 13.47 3.32 1.93 .446 .88 Aip 7 1.16 1.96 15.46 3.83 1.92 .443 .87 1.15 1.99 17.40 4.33 1.91 .440 .87 tt 1.14 2.01 19.26 4.83 1.90 .438 .87 tt 1.13 2.03 21.07 5.31 1.90 .434 .86 tt 1.13 2.06 22.82 5.78 1.89 f .431 .86 tt 1.12 2.08 24.61 6.25 1.88 .428 .86 tt 1.11 2.10 26.15 6.70 1.87 .425 .86 tt 1.11 2.12 27.73 7.15 1.86 .421 .86 tt 1.10 2.14 29.26 7.59 1.86 .418 .86 tt 1.09 2.17 30.75 8.02 1.85 .414 .86 it 178 CAMBKIA STEEL. MOMENTS OF INERTIA OF RECTANGLES. Neutral H Axis I Depth Width of Rectangle in Inches. in Inches. 1 6 3 _7_ 1 9 A 4 1 6 8 1 6 2 1 6 8 2 .17 .21 .25 .29 .33 .38 .42 3 .56 .70 .84 .98 1.13 1.27 1.41 4 1.33 1.67 2.00 2.33 2.67 3.00 3.33 5 2.60 3.26 3.91 4.56 5.21 5.86 6.51 6 4.50 5.63 6.75 7.88 9.00 10.13 11.25 7 7.15 8.93 10.72 12.51 14.29 16.08 17.86 8 10.67 13.33 16.00 18.67 21.33 24.00 26.67 9 15.19 18.98 22.78 26.58 30.38 34.17 37.97 10 20.83 26.04 31.25 36.46 41.67 46.87 52.08 11 27.73 34.66 41.59 48.53 55.46 62.39 69.32 12 36.00 45.00 54.00 63.00 72.00 81.00 90.00 13 45.77 57.21 68.66 80.10 91.54 102.98 114.43 14 57.17 71.46 85.75 100.04 114.33 128.63 142.92 15 70.31 87.89 105.47 123.05 140.63 158.20 175.78 16 85.33 106.67 128.00 149.33 170.67 192.00 213.33 17 102.35 127.94 153.53 179.12 204.71 230.30 255.89 18 121.50 151.88 182.25 212.63 243.00 273.38 303.75 19 142.90 178.62 214.34 250.07 285.79 321.52 357.24 20 166.67 208.33 250.00 291.67 333.33 375.00 416.67 21 192.94 241.17 289.41 337.64 385.88 434.11 482.34 22 221.83 277.29 332.75 388.21 443.67 499.13 554.58 23 253.48 316.85 380.22 443.59 506.96 570.33 633.70 24 288.00 360.00 432.00 504.00 576.00 648.00 720.00 25 325.52 406.90 488.28 569.66 651.04 732.42 813.80 26 366.17 457.71 549.25 640.79 732.33 823.88 915.42 27 410.06 512.58 615.09 717.61 820.13 922.64 1025.16 28 457.33 571.67 686.00 800.33 914.67 1029.00 1143.33 29 508.10 635.13 762.16 889.18 1016.21 1143.23 1270.26 30 562.50 703.13 843.75 984.38 1125.00 1265.63 1406.25 32 682.67 853.33 1024.00 1194.67 1365.33 1536.00 1706.67 34 818.83 1023.54 1228.25 143‘>.96 1637.67 1842.38 2047.08 36 972.00 1215.00 1458.00 1701.00 1944.00 2187.00 2430.00 38 1143.17 1428.96 1714.75 2000.54 2286.33 2572.13 2857.92 40 1333.33 1666.67 2000.00 2333.33 2666.67 3000.00 3333.33 42 1543.50 1929.38 2315.25 2701.13 3087.00 3472.88 3858.75 44 1774.67 2218.33 2662.00 3105.67 3549.33 3993.00 4436.67 46 2027.83 2534.79 3041.75 3548.71 4055.67 4562.63 5069.58 48 2304.00 2880.00 3456.00 4032.00 4608.00 5184.00 5760.00 50 2604.17 3255.21 3906.25 4557.29 5208.33 5859.38 6510.42 52 2929.33 3661.67 4394.00 5126.33 5858.67 6591.00 7323.33 54 3280.50 4100.63 4920.75 5740.88 6561.00 7381.13 8201.25 56 3658.67 4573.33 5488.00 6402.67 7317.33 8232.00 9146.67 58 4064.83 5081.04 6097.25 7113.46 8129.67 9145.87 10162.08 60 4500.00 5625.00 6750.00 7875.00 9000.00 10125.00 11250.00 CAMBRIA STEEL. 179 MOMENTS OF INERTIA OP RECTANGLES. Neutral ^ Axis Width of Rectangle in Inches. Depth in Inches. 1 1 3 1 3 7 1 5 1 1 6 4 1 6 8 1 6 .46 .50 .54 .58 .63 .67 2 1.55 1.69 1.83 1.97 2.11 2.25 8 3.67 4.00 4.33 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 15 234.67 256.00 277.33 298.67 320.00 341.33 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 2251.79 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 ^ 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 13720.00 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 60 180 CAMBKIA STEEL. PROPERTIES AND PRINCIPAL DIMENSIONS OF STANDARD T-RAILS. Section Humber. 580 679 578 577 576 575 545 549 542 537 533 534 532 529 530 531 535 550 536 539 All sections from 40 lbs. to 100 lbs. both inclusive are Am. Soc. C. E. Standard. For detail dimensions of Section No. 539, see page 17. Weight per Yard. Area. b d k t z Axis 1-1. Moment of Inertia. Section Modulus. Pounds. Sq. Ins. Inches. Inches. Inches. Inch. Inches. I S 12 1.18 2 2 1 A 0.92 0.55 0.58 16 1.57 2^ Ihl A 1.1 1.1 0.95 20 2.00 2H 2^ IH M 1.2 1.7 1.3 25 2.5 2H 2^ VA 1.3 2.6 1.8 30 2.9 SVa QVs IH M 1.4 3.6 2.3 35 3.4 3^ 3^ IM li 1.6 4.9 2.9 40 3.9 3H 3H VA if 1.7 6.6 3.6 45 4.4 3H 3H 2 1.8 8.1 4.2 50 4.9 s% BVa 2H 1.9 9.8 4.9 55 5.4 4i^ 4* 2H 2.0 12.2 5.9 60 5.9 4K 4^ 2ys 11 2.1 14.7 6.7 65 6.4 4:^ 4^ 2.2 17.0 7.4 70 6.9 4^ 4^ 2^ if 2.2 20.0 8.4 75 7.4 4if 411 21f 2.3 23.0 9.1 80 7.8 5 5 2y2 if 2.4 26.7 10.1 85 8.3 5^ 5* 2^ 2.5 30.5 11.2 90 8.8 5^ 5^ 2H 2.6 34.4 12.3 95 9.3 5A 5^ 2H 2.7 38.6 13.3 100 9.8 5M 2H 2.8 43.4 14.7 150 14.7 6 6 4M 1 3.0 69.3 23.1 CAMBRIA STEEL. 181 RADII OF GYRATION FOR TWO ANGLES PLACED BACK TO BACK. ANGLES WITH EQUAL LEGS. Radii of gyration correspond to directions indicated by arrowheads. Section Number. Dimensions. Thickness. Area of Two Angles. Radii of Gyration. To ri ^2 r4 r5 Inches. Inch. Sq. Ins. All xlH 1.06 0.46 0.64 0.73 0.78 0.83 0.94 << 1.96 0.44 0.67 0.77 0.82 0.88 0.99 ♦A40 ii m xl^ 1.24 0.54 0.74 0.83 0.88 0.93 1.03 << IT 2.68 0.51 0.78 0.88 0.93 0.98 1.09 A15 n 2 x2 A 1.44 0.62 0.84 0.93 0.98 1.03 1.13 ii A 2.30 0.60 0.86 0.95 1.00 1.05 1.16 ** it IT 3.12 0.59 0.88 0.98 1.03 1.08 1.19 ♦A41 2 % x2M 1.62 0.70 0.94 1.03 1.08 1.12 1.22 n i i Vs 3.10 0.67 0.97 1.06 1.11 1.16 1.27 A17 i t 2M x2H 2.38 0.77 1.05 1.14 1.19 1.24 1.34 ii 3.46 0.75 1.07 1.16 1.21 1.26 1.36 4.50 0.74 1.09 1.19 1.24 1.29 1.39 ♦A43 2 % x2^ 2.00 0.86 1.14 1.23 1.28 1.32 1.42 A 3.24 0.84 1.16 1.25 1.30 1.35 1.45 (( it IT 4.44 0.83 1.18 1.28 1.32 1.37 1.47 A19 3 x3 2.88 0.93 1.26 1.34 1.39 1.43 1.53 <1 TS 4.86 0.91 1.28 1.37 1.42 1.47 1.57 << ii Vs 6.72 0.88 1.32 1.41 1.46 1.51 1.61 A21 m x33^ H 4.96 1.07 1.48 1.56 1.61 1.66 1.75 “ % 7.96 1.04 1.52 1.61 1.66 1.71 1.81 it if 10.06 1.02 1.55 1.65 1.70 1.75 1.85 A23 4 x4 A 4.80 1.24 1.67 1.76 1.80 1.85 1.94 “ IT 8.36 1.21 1.71 1.80 1.85 1.89 1.99 (( << if 11.68 1.18 1.75 1.85 1.89 1.94 2.04 ♦A47 ii 5 X 5 Vs 7.22 1.56 2.09 2.17 2.22 2.26 2.35 34 9.50 1.54 2.10 2.19 2.24 2.28 2.38 <( 54 11.72 1.52 2.12 2.21 2.26 2.30 2.40 A27 6 X 6 rV 10.12 1.87 2.50 2.58 2.63 2.67 2.76 ** 54 14.22 1.84 2.53 2.62 2.66 2.71 2.80 34 19.46 1.81 2.57 2.66 2.70 2.75 2.85 A35 8 X 8 34 15.50 2.51 3.32 3.41 3.45 3.49 3.58 it 19.22 2.49 3.34 3.43 3.47 3.51 3.60 “ “ 22.88 2.47 3.36 3.44 3.49 3.53 3.62 “ it 34 26.46 2.45 3.38 3.46 3.51 3.55 3.64 “ it 1 30.00 2.44 3.40 3.48 3.53 3.57 3.67 “ 134 33.46 2.42 3.42 3.51 3.55 3.60 3.69 Angles marked * are special sections. 182 CAMBRIA 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 Dimensions. Thickness Area of Two Radii of Gyration. Number. Angles. to ti tz Inches. IncL Sq. Ins. ^4 tb A91 23^x2 A 1.62 0.79 0.79 0.88 0.92 0.97 1.07 ii ii 3.10 0.77 0.82 0.91 0.96 1.01 1.12 tt tt 4.00 0.75 0.84 0.94 0.99 1.04 1.15 ♦A129 3 x2 "is 1.80 0.97 0.76 0.83 0.88 0.93 1.03 it tt "is 2.94 0.95 0.76 0.86 0.90 0.95 1.05 ** tt xE 4.00 0.98 0.79 0.88 0.93 0.98 1.09 A93 3 x2)^ 2.62^ 0.95 1.00 1.09 1.13 1.18 1.28 ** tt 3.84 0.93 1.02 1.11 1.16 1.21 1.31 <( tt A 5.66 0.91 1.05 1.15 1.20 1.25 1.85 A95 3^x234 2.88 1.12 0.96 1.04 1.09 1.13 1.23 tt 34 5.50 1.09 1.00 1.09 1.14 1.19 1.29 tt tt 7.30 1.06 1.08 1.18 1.18 1.23 1.33 A97 3Hx3 1 3.86 1.10 1.21 1.80 1.35 1.39 1.49 ** ii 6.68 1.07 1.25 1.84 1.39 1.44 1.54 tt ii n 9.24 1.04 1.30 1.40 1.45 1.50 1.60 A99 4 x3 4.18 1.27 1.17 1.25 1.30 1.34 1.44 H tt 7.24 1.24 1.21 1.30 1.34 1.39 1-49 ii ** if 10.06 1.21 1.26 1.35 1.40 1.45 1.55 *A131 4 x3i^ 4.50 1.26 1.42 1.50 1.55 1.59 1.69 ii tt 34 7.00 1.23 1.44 1.53 1.58 1.68 1.72 ii tt 8.60 1.22 1.46 1.55 1.60 1.65 1.75 AlOl 5 x3 4.80 1.61 1.09 1.17 1.22 1.26 1.86 tt ** 8.36 1.58 1.13 1.22 1.26 1.31 1.41 tt tt if 11.68 1.55 1.17 1.27 1.32 1.37 1.47 A103 5 x3^ 6.10 1.60 1.34 1.42 146 1.51 1.60 ** 9.84 1.56 1.37 1.46 1.51 1.56 1.66 tt tt 13.34 1.53 1.42 1.51 1.56 1.61 1.71 ♦A135 5 x4 H 6.46 1.59 1.58 1.66 1.71 1.75 1.85 ** y2 8.50 1.57 1.60 1.68 1.73 1.78 1.87 tt tt Vs 10.46 1.55 1.62 1.71 1.75 1.80 1.90 A105 6 x3^ 6.84 1.94 1.26 1.34 1.39 1.43 1.53 ii (( Vs 11.10 1.90 1.30 1.89 1.43 1.48 1.58 ii tt Vs 15.10 1.87 1.84 1.44 1.49 1.53 1.64 A107 6 x4 H 7.22 1-98 1.50 1.58 1.62 1.67 1.76 ** tt tt Vs 11.72 1.90 1.53 1.62 1.67 1.71 1.81 tt Vs 15.96 1.86 1.58 1.67 1.71 1.76 1.86 ♦A109 7 8.80 2.26 1.16 1.29 1.33 1.38 1.47 tt tt 34 10.00 2.25 1.22 1.30 1.85 1.39 1.48 tt tt Vs 12.84 2.24 1.24 1.32 1.37 1.42 1.51 tt tt if 15.74 2.21 1.27 1.86 1.41 1.46 1.66 tt tt 1 19.00 2.19 1.31 1.40 1.46 1.50 1.60 Angles marked * are special sections. CAMBRIA STEEL. 183 RADII OF GYRATION FOR TWO ANGLES PLACED BACK TO BACK. ANGLES WITH UNEQUAL LEGS. Radii of gyration correspond to directions indicated by arrowheads. Section Dimensions. Thickness. Area of Two Radii of Gyration. Number. Angles. To T2 rs rs Inches. Inch, Sq. Ins. Tl ^4 A91 1.62 0.60 1.10 1.19 1.24 1.29 1.39 <( tt Vs 3.10 0.58 1.13 1.23 1.28 1.33 1.43 «« tt y2 4.00 0.56 1.15 1.25 1.30 1.35 1.46 *A129 ti 3 xS * 1.80 0.58 1.37 1.46 1.51 1.56 1.66 tt A 2.94 0.57 1.39 1.48 1.53 1.58 1.68 tt tt 4.00 0.55 1.41 1.51 1.56 1.61 1.71 A93 ii 3 x234 ii 2.62 0.75 1.31 1.40 1.45 1.50 1.60 H 3.84 0.74 1.33 1.42 1.47 1.52 1.63 tt tt 5.56 0.72 1.37 1.46 1.51 1.56 1.66 A95 SKx2l4 y 2.88 0.74 1.58 1.67 1.72 1.76 1.86 tt a 34 5.50 0.70 1.62 1.72 1.77 1.81 1.92 tt ii ii 7.30 0.69 1.66 1.75 1.80 1.86 1.96 A97 334x3 3.86 0.90 1.52 1.61 1.66 1.71 1.80 tt ** ire 6.68 0.87 1.57 1.66 1.71 1.76 1.86 tt tt ii 9.24 0.85 1.61 1.71 1.76 1.81 1.91 A99 4 x3 4.18 0.89 1.79 1.88 1.93 1.97 2.07 tt ** 7.24 0.86 1.83 1.93 1.97 2.02 2.12 tt tt if 10.06 0.83 1.88 1.97 2.02 2.08 2.18 *A131 4 x334 4.50 1.07 1.73 1.81 1.86 1.91 2.00 7.00 1.04 1.76 1.85 1.89 1.94 2.04 tt tt Vs 8.60 1.02 1.78 1.87 1.92 1.97 2.07 AlOl 5 x3 tt "is 4.80 0.85 2.33 2.42 2.47 2.52 2.61 tt 8.36 0.82 2.37 2.47 2.52 2.57 2.67 tt tt ii 11.68 0.80 2.42 2.52 2.57 2.62 2.72 A103 5 x334 6.10 1.02 2.27 2.36 2.41 2.45 2.55 tt Vs 9.84 0.99 2.31 2.40 2.45 2.50 2 60 «( tt Vs 13.34 0.96 2.36 2.45 2.50 2.55 2.65 •A135 5 x4 H 6.46 1.20 2.20 2.29 2.34 2.38 2.48 tt ii y2 8.50 1.18 2.22 2.31 2.36 2.41 2.50 ** ii Vs 10.46 1.17 2.24 2.33 2.38 2.43 2.53 A105 tt 6 x334 H 6.84 0.99 2.81 2.90 2.95 3.00 3.09 Vs 11.10 0.96 2.86 2.95 3.00 3.05 3.15 tt tt % 15.10 0.93 2.90 3.00 3.05 8.10 8.20 A107 $i 6 x4 Vb 7.22 1.17 2.74 2.83 2.87 2.92 3.02 tt % 11.72 1,13 2.78 2.87 2.92 2.97 8.06 Ci % 15.96 1.11 2.82 2.92 2.97 3.02 8.12 *A109 7 x334 8.80 0.95 3.37 3.47 3.52 3.56 3.66 ** 34 10.00 0.94 3.39 3.48 8.53 3.58 3.67 tt tt Vs 12.34 0.93 3.40 3.50 3.55 3.60 3.70 ' • tt tt ii 15.74 0.91 3.45 3.54 8.59 3.64 3.74 tt tt 1 19.00 0.89 3.48 3.58 3.63 3.68 8.78 Angles marked * are special sections. 184 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 lbs. per square inch. FOR SOFT STEEL. Square bearing Pin and square bearing Pin bearing 45 000 45 000 45 000 . , (12 L)^ ^ . 1 (12 L)^ ^ . . (12 L)^ ■^36 000r2 ■^24 000r2 "^18 000r2 To obtain safe unit stress: For quiescent loads, as in buildings, divide by 4. For moving loads, as in bridges, divide by 5. L r Ultimate Strength in lbs. per Square Inch. L r Ultimate Strength in lbs. 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 CAMBRIA STEEL. 185 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 lbs. per square inch. FOR SOFT STEEL. Pin and square bearing Pin bearing 45 000 45 000 1 4 _ 1 . (12 L)^ 24000 r2 18000 r2 To obtain safe unit stress: For quiescent loads, as in buildings, divide by 4. For moving loads, as in bridges, divide by 5. L r Ultimate Strength in lbs. per Square Inch. L r Ultimate Strength in lbs. 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 Square bearing 45 000 1 1 (12L)2 "^SOOOOr^ 186 CAMBKIA 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 lbs. per square inch. FOR MEDIUM STEEL. Square bearing Pin and square bearing Pin bearing 50 000 _ 50 000 50 000 (12 LP ^ (12L)2 ^ (12L)2 ■^36 000r2 ■^24 000r2 18000 r2 To obtain safe unit stress: For quiescent loads, as in buildings, divide by 4. For moving loads, as in bridges, divide by 5. L r Ultimate Strength in lbs. per Square Inch. L r Ultimate Strength in lbs. per Square Inch. Square. Pin and Square. Pin. Square. Pin and 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 37345 33160 29813 9.4 36943 32676 29293 5.0 45455 43478 41667 9.6 36533 32197 28781 5.2 45120 43119 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 34504 29866 26331 6.2 43337 40629 38240 10.8 34093 29415 25865 6.4 42961 40136 37660 6.6 42581 39640 37079 11.0 33693 28969 25407 6.8 42196 39132 36499 11.2 33294 28528 24956 11.4 32898 28094 24514 7.0 41796 38640 35920 11.6 32497 27665 24079 7.2 41413 38138 35343 11.8 32114 27241 23653 7.4 41016 37635 34769 CAMBKIA STEEL. 187 STRENGTH OF STEEL COLUMNS OR STRUTS. For various values of — in which L = length in feet and r = radius of ^ration in inches. P = ultimate strength in lbs. per square inch. FOR MEDIUM STEEL. Square bearing Pin and square bearing Pin bearing 50 000 50 000 _ 50 000 . , (12 L)^ ^ . , (12L)^1 ^ (12 LP 36000 r2 ■^24000r2 18000 r^ To obtain safe unit stress: For quiescent loads, as in buildings, divide by 4. For moving loads, as in bridges, divide by 5. L r Ultimate Strength in lbs. per Square Inch. L r Ultimate Strength in lbs. 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 15093 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 29471 24450 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 21501 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 20464 15798 12865 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 188 CAMBKIA STEEL. EXAMPLE OF THE USE OP THE TABLES OF RADII OF GYRATION FOR TWO ANGLES PLACED BACK TO BACK AND THE TABLES OF STRENGTH OF STEEL COLUMNS OR STRUTS. Pages 181 to 187 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 %" thick? Assume for trial two 4" x 3" x A" angles with the long legs together. Referring to page 182, the least Radius of Gyration, comparing values in columns r© and 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 186, 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- r 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 190 to 265 Inclusive Tables of Dimensions for Plate and Angle Columns are given on pages 190 and 191, the Moments of Inertia and Section Moduli about two rectangular axes are given on pages 192 to 194 and the Safe Loads for various lengths, calculated for the Radius of Gyration about each of the two rectangular axes, are given on pages 214 to 233 inclusive. Tables of Dimensions for Latticed Channel Columns are given on page 196, the Moments of Inertia and Section Moduli about two rect- angular axes are given on page 197, the Safe Loads for various lengths. CAMBKIA STEEL. 189 based upon the Least Radius of Gyration, are given on pages 234 to 237, and data relating to the proper sizes of lattice bars and stay-plates to be used with these columns are given on pages 236 and 237. On pages 198 and 199 are given the Principal Dimensions of Plate and Channel Columns with comparatively narrow plates called, for convenience of reference. Series A, and on pages 200 and 201 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 202 to 208 inclusive, and the Safe Loads for different lengths, based upon the Least Radius of Gyration, are given on pages 238 to 265 inclusive. Safe Loads for I-Beams used as Columns or Struts are given on pages 210 to 213, and the dimensions of these sections can be obtained from the tables on pages 158 to 161 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 210 to 265 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 195 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 r , 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 209. 190 CAMBRIA STEEL. DIMENSIONS FOR PLATE AND ANGLE COLUMNS. Size of Angles. Size of Plates. Weight of Column. Area of Column Section. b c m m' k H Inches. Inches. Lbs.perFt. Sq. Ins. Inches. Inches. Inches. Inches. Inches. Inches. 3 x2^x^ “ “ Vs 6xH 23.1 64.4 6.74 15.95 SH IVs 2A IH 13^ SV2 ii 8H 9V8 8 x23^xM “ “ Vs 8xM “ ^ 24.8 58.6 7.24 17.20 4H IVs 2A 1^ IH 6^ lOVs 10^ 8 x2Hx^ “ “ Vs lOx^ “ Vs 26.5 62.9 7.74 18.45 bVs a IVs 2A 1^ IH 7H ii 12 12^ 3 x2HxM “ “ Vs 12xH “ Vs 28.2 67.1 8.24 19.70 evs IVs 2* 1^ IH 914 i i 13^ 13H 3Hx2HxM “ “ H 7x^ “ M 25.6 71.5 7.51 21.01 SVs a 2V8 2Vs IVs 2H 4H ii 10^ 10^ 8Hx2Hx^ “ - ^ 8x^ “ M 26.4 74.0 7.76 21.76 4^ 2V8 2Vs IVs 2H 5H 11 11^ 3Hx2HxM “ “ H lOxM 28.1 79.1 8.26 23.26 &ys 2V8 2Vs 1V8 2H 7H (( 12^ 12J^ 3Hx2Hx^ “ “ H 12xK - % 29.8 84.2 8.76 24.76 evs ti 2V8 2Vs IVs 2H 9^ ii 14^ 1434 4 x3 x^ “ “ Vs 8 X ire “ Vs 37.3 97.0 10.86 28.44 4H 2^ 2H IH tt 2H ii 4M tt IIH 12H 4 x3 x^ “ - % lOx^ “ Vs 39.4 103.0 11.49 30.19 5H 2^ 2^ IH 2H n 6H ii 13i^ 13^ 4 X 3 x*^ ‘‘ “ Vs 12xA “ Vs 41.6 108.9 12.11 31.94 evs ii 2^ 2H IH 2H tt 8 M 14i| 1534 4 x3 X A “ - K 14xA “ Vs 43.7 114.9 12.74 33.69 7H fK^E> a I - 1 SERIES A. Depth of Channel and Section Weight per Foot. Size of Plates. t b d H c E A m Width. Thick- ness t' No. Pounds. Inches. Inch. Inch. Inches. Inches. Inches. Inches. Inches. Inches. Inches. 8.0 ti 8 H .20 4 3^ lOA 2V8 i.t* S lA ii i i % ii ii SVs lOM it it 10.5 1 ( .32 i i ii m lOA “ itt it lA it 6" ii it Vs ii QVs lOH it ii “ C17 13.0 “ .44 ii m lOA it lA it lA l« <{ H ii ii QVs lOM it it it 15.5 a << .56 ii 3^ lOA it \¥ lA it Vs ii i i m lOH it it it 9.75 i i 9 M .21 4H 1 i 8H IIH SH S^A SH ii lA “ Vs ^Vs 12A tt 12.25 1 ( H .32 ii SH 11^ it IH i t ii lA ** it H ii 43^ 12A tt ii 7" 14.75 it H .42 i i SH 11^ it lA C21 li it Vs i i it 4J^ 12A tt ii 17.25 it H .53 ii SH IIH it IH IH “ “ Vs it ii 4H ISA tt it ii 19.75 ii “ M .63 ii SH IIM tt IVs ii ii IVs (1 Vs (( i i 4M ISA i i 11.25 <( 10 < ( .22 it 5 4K ISVs SVs tt 2Vs SH *< IH Vs a 4:Vs ISVs ii 13.75 (( .31 it 4H ISVs tt SA i i ii lA “ Vs (C it 4:H ISVs tt ii “ 8" 16.25 << “ K .40 it 4H ISVs tt 2H it ii IH C25 it Vs n it 4H ISVs tt i i 18.75 it .49 ii it 4H ISVs tt SH i i IH it Vs it 4Vs ISVs i i “ 21.25 it H .58 ii it 4H ISVs tt SA lA n it Vs it 4Vs ISVs tt 13.25 ii 11 .23 < < 5V2 it 4H 14H 4ys tt 2H 3 IH 1 1 Vs bVs 15A “ 15.00 it .29 it 4H 14^ ** SH ii lA 9" ii 1 1 Vs it 5ys 15A tt “ C29 20.00 H .45 it 4H 143^ “ SA 1 A <( Vs it bVs 15A tt i i “ 25.00 it H .61 it 4H 14H ** 2Vs “ IH “ Vs (< it bVs 15A tt CAMBBIA STEEL. 199 DIMENSIONS FOR PLATE AND CHANNEL COLUMNS. k-G->k— G— >I ! . 1 . 1 1 1 ! Vi -A-4<-A-: 1 d m 1 K d L j. 1 ^ SERIES A. Depth Size of Plates. Weight of Channel per Thick- t b d H c E A and Foot. Width. ness Section t' No. Pounds. Inches. Inch. Inch. Inches. Inches. Inches. Inches. Inches. Inches. Inches. 15.0 12 .24 6 5k 1511 4H 8 Sk VA n it “ 5Vs 16i^ €t 20.0 ii .88 i i 5k 1511 2V8 IVs Vs 5Vs 16i^ 25.0 H .53 5k 151f 2k Ik ii C88 ii Vs “ 5Vs 16i^ 30.0 H .68 5k 1511 2^ in ii “ Vs i i 5Vs 16^ i i 35.0 ii .82 5k 1511 2^ 2^A Vs ii 5Vs 16A 20.5 i i 14 H .28 7 6k 18k 5Vs SVs (< Ik ii Vs 6Vs 19i^ 25.0 H .39 6k 18k Sk m ii Vs ii 6V8 19A 12" 30.0 H .51 6k 18M SVs 2 C41 (( Ys “ 6Vs 19^ <( ii 35.0 k .64 6k 18^ Sk 21^ ii 40.0 ii Vs “ 6Vs 19^ k .76 6k 18k s^ 2k Ys 6Vs 19A 33.0 ii 17 Vs .40 8H 7% 23,^ 6k 4K 5k IVs H ii 8k 2311 35.0 Vs .43 <( IVs 23A 4^ in H 8k 2311 15" 40.0 Vs .52 7K 23i^ ii 2^ C53 ii H <( 8k 2311 45.0 Vs .62 i i 7K 23A 4^ << 2k “ H 8k 23H it 50.0 i i Vs .72 7y8 23^ 4^ H ii 8k 2311 <( 55.0 .1 Vs k .82 7% 8k 23A 2311 gfi 200 CAMBBIA STEEL. DIMENSIONS FOR PLATE AND CHANNEL COLUMNS. }< — G — — C — ^ N V • 1 — 1 — v! -A-4^A-: 1 ”4 <-t i d a I u i ' j<- _ -1)— >j<— SERIES B. Depth of Channel and Section Weight per Foot. Size of Plates. t b d H c E A m Width. Thick- ness t' No. Pounds. Inches. Inch. Inch. Inches. Inches. Inches. Inches. Inches. Inches. Inches. 8.0 ii 9 .20 4^ 3^ IIH 3H tt 2A 2^ i t llV ii “ % ii i i 11^ 10.5 (( .32 It m IIH tt 2A tt 6" <( Vs It 11^ 1 1 tt i i C17 13.0 <( H .44 “ 3 ^ IIH tt 2^ tt Ifi Vs ** It 3 ^ 11^ tt tt “ 15.5 i < <1 H .56 It It 3 ^ IIH tt If 1^ Vs It 3 ^ 11^ tt tt ii 9.75 11 .21 5H It 3 ^ 13A 4K tt 3A SH “ Vs 4H 13^ ii 12.25 ii .32 “ 3M 13i^ tt 2M tt lA « i ii Ks 4H 13^ tt tt 7" 14.75 i i H .42 i i It 3^ 13A tt 0 13 <0T6 tt Ip C21 “ i i Vs It 4^ 133/i tt tt 17.25 ii H .53 It 3^ 13A It tt 13^ i t Vs ** 4K 13M ** ii tt “ 19.75 < i i i H .63 It 3M 13A tt 2% tt IVs Vs ii It 4:Vs 13M tt tt 11.25 12 H .22 6 4K 14H 4^ Sfe SH VA % “ It 4^ 153^ ** 13.75 It M .31 4^ 14H 1 1 3A 1 1 \¥ 8" It Vs It 4^ 15H ii tt C25 16.25 It H .40 It 4^ 14H tt 3^ ii tt IVs <( Vs < ( ** 45^ 15H “ 18.75 It }4 .49 11 4^ 14H tt m iy2 It Vs “ It 45^ 15H tt 21.25 ii It H .58 ** 4M 14H tt 3A tt \fs It Va ii tt 4^ 153^ ** ii tt 13.25 ii 13 H .23 6H 4M 163^ 5H m 4 IVs ii Vs “ 5^ 16^ “ 9" 15.00 i i H .29 It 4^ 163^ tt SH ** C29 it i i Vs ii ** 51^ 16^ tt ii 20.00 ii M .45 tt 16H 3^ ii ii 1^ ** ii ii tt bVs 16^ “ ii 25.00 H .61 tt 4^ 163^ tt SVs ii IH % “ tt 5^ 16^ ** tt ii ii CAMBRIA STEEL. 201 DIMENSIONS FOR PLATE AND CHANNEL COLUMNS. k- -G->k-G- i ! 1 ^ ” t' 1 irt ^ d -a-4<-a-^ “i T d d — K- I u i [<-— 1)-— >{<— SERIES B. Depth of Weight Size of Plates. Channel per Thick- t b d H c E A m and Foot. Width. ness. Section t' Pounds. Inches. Inch. Inch. Inches. Inches. Inches. Inches. Inches. Inches. Inches. 15.0 (( 15 .24 7^ 534 18^ 6 434 (t 434 134 44 5^ 1834 a 20.0 .38 5M 18^ 4% 134 ii ii 5^ 1834 10" 25.0 .53 534 18^ 434 ly C33 ii 44 5^ 1834 a it 30.0 H .68 534 18A 1* “ Vs 5^ 1834 it 35.0 H .82 534 18A 8« ii 2* ys 534 1834 it 20.5 16 H .28 8 634 20A 634 434 it 534 134 Vs 44 634 2034 25.0 .39 634 20* 434 134 12" ti Vs it 63^ 2034 ii ii C41 30.0 H .51 634 20* 434 it 2 Vs 44 634 2034 it 35.0 ii H .64 634 20* 434 234 ii Vs it 634 2034 i i 40.0 n .76 ii 634 20* 4^ 234 it y 634 2034 33.0 ii 20 Vs .40 10 7K 25* 834 GH 634 1% H “ 834 25* 35.0 ii Vs .43 734 25* 6* 1* ii H 834 25* i i 15" 40.0 Vs .52 734 25* 634 2 C53 14 y 834 25* it ** 45.0 Vs .62 734 25* GH 234 ii “ M 4 4 834 25* 50.0 .72 734 25* 6* 234 ii “ H 4 4 834 25* it 55.0 Vs .82 4 4 734 25* 5* it 2* H 834 25* <( 202 CAMBRIA STEEL. MOMENTS OF INERTIA AND SECTION MODULI FOR PLATE AND CHAN- NEL COLUMNS. 2 1 r -1 1 j. 2 De^th Chan- nel and Section Num- ber. Weight per Foot. SERIES A. SERIES B. Width of Plate. 1 Thickness of Plate. Axis 1-1. Axis 2-2. Width of Plato. 1 Thickness of Plate. Axis 1-1, Axis 2-2. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Lbs. In. In. Ins.4 Ins.3 Ins.4 Ins.3 In. In. Ins.4 Ins.3 Ins.4 In8.3 8.00 8 65.1 20.0 48.4 12.1 9 70.0 21.5 69.6 15.5 a A 75.9 22.9 53.7 13.4 A 82.1 24.8 77.2 17.2 87.0 25.8 59.0 14.8 a Vs 94.7 28.1 84.8 18.9 6 u 1^ 98.6 28.7 64.4 16.1 a tV 107.8 31.4 92.4 20.5 C 17 a u 110.7 31.6 69.7 17.4 121.3 34.6 100.0 22.2 a 123.1 34.6 75.0 18.8 135.3 38.0 107.6 23.9 136.1 37.5 80.4 20.1 Vs 149.8 41.3 115.2 25.6 10.50 8 69.3 21.3 52.5 13.1 9 74.2 22.8 76.5 17.0 80.1 24.2 57.8 14.5 ■A 86.3 26.1 84.1 18.7 u 91.2 27.0 63.1 15.8 a Vs 98.9 29.3 91.7 20.4 6 u IT 102.8 29.9 68.5 17.1 IT 112.0 32.6 99.3 22.1 C 17 114.9 32.8 73.8 18.5 « Vi, 125.5 35.8 106.9 23.8 « u 127.3 35.7 79.1 19.8 u 139.5 39.2 114.5 25.4 u 140.3 38.7 84.5 21.1 u 154.0 42.5 122.1 27.1 13.00 8 73.7 22.7 56.5 14.1 9 H 78.6 24.2 83.4 18.5 A 84.5 25.5 61.9 15.5 IT 90.7 27.4 91.0 20.2 Vs 95.6 28.3 67.2 16.8 103.3 30.6 98.6 21.9 6 u IT 107.2 31.2 72.5 18.1 116.4 33.9 106.2 23.6 C 17 a 34 119.3 34.1 77.9 19.5 u 34 129.9 37.1 113.7 25.3 131.7 37.0 83.2 20.8 143.9 40.4 121.3 27.0 u 144.7 39.9 88.5 22.1 158.4 43.7 128.9 28.7 15.50 8 78.1 24.0 60.0 15.0 9 H 83.0 25.5 89.5 19.9 u u IT 88.9 26.8 65.4 16.3 IT 95.1 28.7 97.1 21.6 Vs 100.0 29.6 70.7 17.7 U 107.7 31.9 104.7 23.3 6 u IT 111.6 32.5 76.0 19.0 a IT 120.8 35.1 112.3 25.0 C 17 a « 34 123.7 35.3 81.4 20.3 134.3 38.4 119.9 26.6 u 136.1 38.2 86.7 21.7 u 148.3 41.6 127.4 28.3 u « 149.1 41.1 92.0 23.0 162.8 44.9 135.0 30.0 CAMBKIA STEEL. 203 MOMENTS OF INERTIA AND SECTION MODULI FOR PLATE AND CHAN- NEL COLUMNS. Depth of Chan- nel and Section Num- ber. Weight per Foot. SERIES A. SERIES B. "el O 'TJ 1 Pi 1 Axis 1-1. Axis 2-2. 1 Pi “S I 'i Axis 1-1. Axis 2-2. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Lbs. In. In. Ins.4 Ins.3 lns.4 Ins.3 In. In. Ins.4 Ins.3 Ins.4 Ins.3 9.75 9 H 101.4 27.0 70.6 15.7 11 M 114.5 30.5 130.9 23.8 a 117.4 30.8 78.1 17.4 5 16 134.2 35.2 144.7 26.3 Vs 134.1 34.6 85.8 19.1 U Vs 154.5 39.9 158.6 28.8 yyrf u 151.3 38.4 93.4 20.8 ire 175.5 44.6 172.5 31.4 C21 a y2 169.0 42.2 101.0 22.4 u 197.1 49.3 186.3 33.9 187.2 46.1 108.5 24.1 u 219.5 54.0 200.2 36.4 u Vs 206.2 50.0 116.1 25.8 242.5 58.8 214.1 38.9 225.6 53.9 123.8 27.5 a ii 266.3 63.6 227.9 41.4 H 245.5 57.8 131.3 29.2 u K 290.7 68.4 241.8 44.0 12.25 9 y 107.6 28.7 76.3 17.0 11 K 120.7 32.2 144.0 26.2 u A' 123.6 32.4 83.9 18.6 140.4 36.8 157.9 28.7 U u Vs 140.3 36.2 91.5 20.3 u Vs 160.7 41.5 171.8 31.2 rjf// U u 157.5 40.0 99.1 22.0 Te 181.7 46.1 185.6 33.8 C21 175.2 43.8 106.7 23.7 203.3 50.8 199.5 36.3 a 1^ 193.4 47.6 114.3 25.4 « A 225.7 55.6 213.4 38.8 u u Vs 212.4 51.5 121.9 27.1 « 248.7 60.3 227.2 41.3 u u 231.8 55.4 129.5 28.8 xi 272.5 65.1 241.1 43.8 u “ 251.7 59.2 137.1 30.5 296.9 69.9 255.0 46.4 14.75 9 113.6 30.3 81.5 18.1 11 ¥ 126.7 33.8 156.3 28.4 129.6 34.0 89.1 19.8 !re 146.4 38.4 170.1 30.9 a % 146.3 37.7 96.7 21.5 « 166.7 43.0 184.0 33.5 a _2_ 163.5 41.5 104.3 23.2 u ire 187.7 47.7 197.8 36.0 C 21 u u 181.2 45.3 111.9 24.9 34 209.3 52.3 211.7 38.5 u “ 199.4 49.1 119.5 26.5 A 231.7 57.0 225.6 41.0 a Vs 218.4 53.0 127.1 28.2 254.7 61.8 239.4 43.5 u H 237.8 56.8 134.7 29.9 u 278.5 66.5 253.3 46.1 « u K 257.7 60.6 142.3 31.6 H 302.9 71.3 267.2 48.6 17.25 9 H 119.6 31.9 85.9 19.1 11 ¥ 132.7 35.4 167.1 30.4 “ 135.6 35.6 93.4 20.8 A 152.4 40.0 181.0 32.9 Vs 152.3 39.3 101.1 22.5 172.7 44.6 194.9 35.4 ryu u 169.5 43.1 108.7 24.2 7 16 193.7 49.2 208.7 38.0 C 21 u u 187.2 46.8 116.2 25.8 34 215.3 53.8 222.6 40.5 u 205.4 50.6 123.8 27.5 a ire 237.7 58.5 236.5 43.0 224.4 54.4 131.4 29.2 u 54 260.7 63.2 250.3 45.5 u « H 243.8 58.2 139.1 30.9 a 284.5 67.9 264.2 48.0 u « K 263.7 62.1 146.6 32.6 H 308.9 72.7 278.1 50.6 19.75 9 125.6 33.5 90.3 20.1 11 H 138.7 37.0 178.2 32.4 « ire 141.6 37.1 97.9 21.8 u A 158.4 41.5 192.0 34.9 158.3 40.8 105.5 23.4 Vs 178.7 46.1 205.9 37.4 7" “ 175.5 44.6 113.1 25.1 u ijy 199.7 50.7 219.7 40.0 C 21 u 193.2 48.3 120.7 26.8 u K 221.3 55.3 233.6 42.5 u “ 211.4 52.0 128.3 28.5 ire 243.7 60.0 247.5 45.0 u Vs 230.4 55.9 135.9 30.2 a Vs 266.7 64.7 2613 47.5 H 249.8 59.7 143.5 31.9 H 290.5 69.4 275.2 50.0 H 269.7 63.5 151.1 33.6 M 314.9 74.1 289.1 52.6 204 CAMBRIA STEEL. MOMENTS OF INERTIA AND SECTION MODULI FOR PLATE AND CHAN- NEL COLUMNS. 2 4 > rs 1 r 1 1 2 Depth SERIES A. SERIES B. of Chan- Weight J 1 Axis 1-1. Axis 2-2. 1 3 Axis 1-1. Axis 2-2. nel and ner Foot. *o CO Mo- ment Section Mo- ment Section o pca 1 Mo- ment Section Mo- ment Section Section of Mod- Mod- of Mod- of Mod- Num- ber. ? s Inertia. ulus. Inertia. ulus. i Inertia. ulus. Inertia. ulus. Lbs. In. In. Ins.4 Ins.3 Ins.4 Ins.3 In. In. Ins.4 Ins.3 Ins.4 Ins.3 11.25 10 149.7 35.2 104.0 20.8 12 K 166.7 39.2 181.1 30.2 U A 172.6 40.0 114.4 22.9 194.2 45.0 199.1 33.2 U a H 196.2 44.9 124.9 25.0 U Vs 222.5 50.9 217.1 36.2 8" C25 “ 220.5 49.7 135.3 27.1 251.7 56.7 235.1 39.2 “ a 245.4 54.5 145.7 29.1 a 281.6 62.6 253.1 42.2 a a iV 271.1 59.4 156.1 31.2 a A 312.4 68.5 271.1 45.2 297.5 64.3 166.5 33.3 Vs 344.1 74.4 289.1 48.2 “ H 324.6 69.2 176.9 35.4 H 376.6 80.3 307.1 51.2 u a % 352.4 74.2 187.4 37.5 a H 410.0 86.3 325.1 54.2 13.75 10 157.1 37.0 111.6 22.3 12 174.1 41.0 196.4 32.7 A 180.0 41.7 122.0 24.4 A 201.6 46.8 214.4 35.7 203.6 46.5 132.4 26.5 Vs 229.9 52.6 232.4 38.7 8" C25 u iV 227.9 51.4 142.8 28.6 259.1 58.4 250.4 41.7 252.8 56.2 153.2 30.6 289.0 64.2 268.4 44.7 “ A 278.5 61.0 163.6 32.7 u 319.8 70.1 286.4 47.7 a “ 304.9 65.9 174.1 34.8 « Vs 351.5 76.0 304.4 50.7 u 332 0 70.8 184.5 36.9 IX 384.0 81.9 322.4 53.7 “ “ 359.8 75.8 194.9 39.0 y 417.4 87.9 340.4 56.7 16.25 10 164.9 38.8 119.4 23.9 12 H 181.9 42.8 212.5 35.4 u A 187.8 43.6 129.8 26.0 u A 209.4 48.6 230.5 38.4 u u 211.4 48.3 140.2 28.0 Vs 237.7 54.3 248.5 41.4 8" C25 u 235.7 53.1 150.6 30.1 iV 266.9 60.1 266.5 44.4 u H 260.6 57.9 161.0 32.2 u 296.8 66.0 284.5 47.4 u “ 286.3 62.8 171.5 34.3 “ 327.6 71.8 302.5 50.4 u ys 312.7 67.6 181.9 36.4 Vs 359.3 77.7 320.5 53.4 u H 339.8 72.5 192.3 38.5 XL 391.8 83.6 338.5 56.4 a “ H 367.6 77.4 202.7 40.5 H 425.2 89.5 356.5 59.4 18.75 10 K 172.7 40.6 126.3 25.3 12 H 189.7 44.6 227.3 37.9 “i “ 195.6 45.4 136.7 27.4 A Vs 217.2 50.4 245.3 40.9 Vs 219.2 50.1 147.2 29.4 u 245.5 56.1 263.3 43.9 8" C25 u IT 243.5 54.9 157.6 31.5 u 274.7 61.9 281.3 46.9 u u 268.4 59.7 168.0 33.6 304.6 67.7 299.3 49.9 u 294.1 64.5 178.4 35.7 a ire 335.4 73.5 317.3 52.9 u “ Vs 320.5 69.3 188.8 37.8 Vs 367.1 79.4 335.3 55.9 u a 347.6 74.2 199.2 39.9 H 399.6 85.2 353.3 58.9 “ a % 375.4 79.0 209.7 41.9 u % 433.0 91.2 371.3 61.9 21.25 10 180.7 42.5 133.0 26.6 12 M 197.7 46.5 241.7 40.3 “ "ie 203.6 47.2 143.4 28.7 225.2 52.2 259.7 43.3 u Vs 227.2 51.9 153.8 30.8 Vs 253.5 58.0 277.7 46.3 8" C25 u 251.5 56.7 164.2 32.8 7 16 282.7 63.7 295.7 49.3 a “ 276.4 61.4 174.6 34.9 u 312.6 69.5 313.7 52.3 u a 302.1 66.2 185.0 37.0 ire 343.4 75.3 331.7 55.3 u u 328.5 71.0 195.5 39.1 Vs 375.1 81.1 349.7 58.3 “ u H 355.6 75.9 205.9 41.2 a 407.6 87.0 367.7 61.3 u u 383.4 80.7 216.3 43.3 a H 441.0 92.8 385.7 64.3 CAMBRIA STEEL. 205 MOMENTS OF INERTIA AND SECTION MODULI FOR PLATE AND CHAN- NEL COLUMNS. . r\ Ol-. 1 ■ - r L — A A. Depth of Chan- nel and Section Num- ber. Weight per Foot. SERIES A. SERIES B. 1 Width of Plate. | Thickness of Plate. | Axis 1-1. Axis 2-2. Width of Plate. Thickness of Plate. Axis 1-1. Axis 2-2. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Lbs. In. In. Ins.4 Ins.3 Ins.< Ins.3 In. In. Ins.^ Ins.3 Ins.'* Ins.3 13.25 11 K 212.3 44.7 147.9 26.9 13 V 233.7 49.2 244.3 37.6 a 243.8 50.7 161.8 29.4 IT 270.8 56.3 267.2 41.1 u ^8 276.0 56.6 175.6 31.9 u 308.9 63.4 290.1 44.6 9" a 309.0 62.6 189.4 34.4 7 16 348.1 70.5 313.0 48.2 C29 u 343.0 68.6 203.3 37.0 3^ 388.2 77.6 335.9 51.7 a a 377.9 74.7 217.3 39.5 IT 429.3 84.8 358.8 55.2 “ a Vs 413.5 80.7 231.1 42.0 Vs 471.5 92.0 381.6 58.7 a H 449.9 86.7 244.9 44.5 u 11 1 6 514.7 99.2 404.5 62.2 a a 487.5 92.9 258.8 47.1 558.9 106.5 427.4 65.8 15.00 11 219.5 46.2 155.4 28.3 13 34 240.9 50.7 258.5 39.8 u 251.0 52.2 169.3 30.8 _5_ 278.0 57.8 281.4 43.3 « « 283.2 58.1 183.1 33.3 Vs 316.1 64.9 304.3 46.8 9" u 316.2 64.0 197.0 35.8 u IT 355.3 72.0 327.2 50.3 C29 u 350.2 70.0 210.9 38.3 u 34 395.4 79.1 350.1 53.9 a a IT 385.1 76.1 224.8 40.9 436.5 86.2 373.0 57.4 “ u 420.7 82.1 238.6 43.4 « 478.7 93.4 395.8 60.9 u “ 457.1 88.1 252.4 45.9 u UL 521.9 100.6 418.7 64.4 u a H 494.7 94.2 266.3 48.4 H 566.1 107.8 441.6 67.9 20.00 11 239.3 50.4 175.6 31.9 13 H 260.7 54.9 297.0 45.7 u 270.8 56.3 189.5 34.5 u IT 297.8 61.9 319.9 49.2 u a Vs 303.0 62.2 203.3 37.0 u 335.9 68.9 342.8 52.7 9" a u IT 336.0 68.0 217.1 39.5 375.1 76.0 365.7 56.3 C29 370.0 74.0 231.0 42.0 3^2 415.2 83.0 388.6 59.8 u u 404.9 80.0 244.9 44.5 u 9 16 456.3 90.1 411.5 63.3 a 440.5 86.0 258.8 47.1 498.5 97.3 434.3 66.8 a a 476.9 91.9 272.6 49.6 541.7 104.4 457.2 70.3 a u H 514.5 98.0 286.5 52.1 « H 585.9 111.6 480.1 73.9 25.00 11 H 259.1 54.5 194.6 35.4 13 280.5 59.1 333.9 51.4 a u A 290.6 60.4 208.5 37.9 317.6 66.0 356.8 54.9 u 322.8 66.2 222.3 40.4 Vs 355.7 73.0 379.7 58.4 9" u 355.8 72.1 236.1 42.9 a IT 394.9 80.0 402.5 61.9 C29 u “ 389.8 78.0 250.1 45.5 34 435.0 87.0 425.4 65.5 u u 424.7 83.9 264.0 48.0 476.1 94.1 448.3 69.0 a u Vs 460.3 89.8 277.8 50.5 a Vs 518.3 101.1 471.2 72.5 u tt 496.7 95.8 291.6 53.0 « H 561.5 108.2 494.1 76.0 “ H 534.3 101.8 305.5 55.6 H 605.7 115.4 517.0 79.5 206 CAMBRIA STEEL. 2 MOMENTS OF INERTIA AND Q-, SECTION MODULI FOR *1 r 1 PLATE AND CHAN- NEL COLUMNS. — 2 Depth of Chan- nel and Section Num- ber. Weight per Foot, SERIES A. SERIES B. 1 Width of Plate. ThicknessPlate. Axis 1-1. Axis 2-2. Width of Plate. ThicknessPlate. Axis 1-1. Axis 2-2. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Lbs. In. In. Ins.< Ins.3 In8.4 Ins.3 In. “In. Ins.4 Ins.3 Ins.4 Ins.3 15.0 12 291.4 55.5 195.4 32.6 15 Va 330.8 63.0 381.8 50.9 -A- 333.3 62.7 213.4 35.6 A 383.3 72.1 417.0 55.6 « 376.1 70.0 231.4 38.6 % 436.7 81.2 452.1 60.3 10 " « 419.9 77.2 249.4 41.6 u A 491.6 90.4 487.3 65.0 C33 « 464.8 84.5 267.4 44.6 547.6 99.6 522.4 69.7 « U 510.7 91.8 285.4 47.6 u TO 605.1 108.8 557.6 74.3 « 557.6 99.1 303.4 50.6 a 663.6 118.0 592.7 79.0 U JJL 605.6 106.5 321.4 53.6 H 723.7 127.3 627.9 83.7 a “ 654.7 113.9 339.4 56.6 a 784.9 136.5 663.1 88.4 20.0 12 H 315.0 60.0 220.1 36.7 15 Va 354.4 67.5 438.0 58.4 « 356.9 67.2 238.1 39.7 _5_ 406.9 76.6 473.1 63.1 u 399.7 74.4 256.1 42.7 % 460.3 85.6 508.3 67.8 10 " « u 443.5 81.6 274.1 45.7 u A 515.2 94.8 543.4 72.5 C33 488.4 88.8 292.1 48.7 u 3^ 571.2 103.9 578.6 77.2 u u 534.3 96.1 310.1 51.7 9 1 6 628.7 113.0 613.8 81.8 u 581.2 103.3 328.1 54.7 % 687.2 122.2 648.9 86.5 629.2 110.6 346.1 57.7 747.3 131.4 684.1 91.2 u “ 678.3 118.0 364.1 60-7 808.5 140.6 719.2 95.9 25.0 12 339.6 64.7 242.8 40.5 15 379.0 72.2 491.8 65.6 u _5_ 381.5 71.8 260.8 43.5 _5_ 431.5 81.2 526.9 70.3 u % 424.3 78.9 278.8 46.5 a % 484.9 90.2 562.1 75.0 10 " u _L 468.1 86.1 296.8 49.5 “ 539.8 99.3 597.3 79.6 C33 u 513.0 93.3 314.8 52.5 595.8 108.3 632.4 84.3 u 558.9 100.5 332.8 55.5 u A 653.3 117.4 667.6 89.0 u a % 605.8 107.7 350.8 58.5 u 711.8 126.5 702.7 93.7 « 11 653.8 115.0 368.8 61.5 771.9 135.7 737.9 98.4 u “ % 702.9 122.2 386.8 64.5 u 833.1 144.9 773.0 103.1 30.0 12 364.0 69.3 262.9 43.8 15 403.4 76.8 541.6 72.2 -5_ 405.9 76.4 280.9 46.8 TO 455.9 85.8 576.8 76.9 a « % 448.7 83.5 298.9 49.8 u % 509.3 94.8 611.9 81.6 10 " a A 492.5 90.6 316.9 52.8 564.2 103.8 647.1 86.3 C33 537.4 97.7 334.9 55.8 u 620.2 112.8 682.2 91.0 u 583.3 104.9 352.9 58.8 a TO 677.7 121.8 717.4 95.7 « 630.2 112.0 370.9 61.8 a 736.2 130.9 752.5 100.3 a H 678.2 119.3 388.9 64.8 « 796.3 140.0 787.7 105.0 a “ 727.3 126.5 406.9 67.8 « H 857.5 149.1 822.9 109.7 35.0 12 388.6 74.0 281.7 46.9 15 428.0 81.5 589.2 78.6 a « A 430.5 81.0 299.7 49.9 a _5_ 480.5 90.4 624.4 83.3 “ 473.3 88.1 317.7 52.9 u Vs 533.9 99.3 659.5 87.9 10 " 517.1 95.1 335.7 55.9 TO 588.8 108.3 694.7 92.6 C 33 a ¥ 562.0 102.2 353.7 58.9 644.8 117.2 729.8 97.3 a TO 607.9 109.3 371.7 61.9 u 702.3 126.3 765.0 102.0 654.8 116.4 389.7 64.9 % 760.8 135.3 800.2 106.7 a 702.8 123.6 407.7 67.9 u H 820.9 144.3 835.3 111.4 u % 751.9 130.8 425.7 70.9 H 882.1 153.4 870.5 116.1 CAMBRIA STEEL. 207 2 MOMENTS OF INERTIA AND SECTION MODULI FOR r PLATE AND CHAN- NEL COLUMNS. 2 Depth SERIES A. SERIEi S B. ot Chan- Weight 1 1 Axis 1-1. Axis 2-2. Axis 1-1. Axis 2-2. nel and Section per Foot. "o 1 Mo- ment of Section Mod- Mo- ment of Section Mod- o 1 Mo- ment of Section Mod- Mo- ment of Section Mod- Nnm- her. S Inertia. ulus. Inertia. ulus. 1 Inertia. ulus. Inertia. ulus. Lbs. In. In. Ins.< Ins.3 Ins.4 Ins.3 In. In. Ins.4 Ins.3 Ins.4 Ins.3 20.5 14 K 518.9 83.0 371.3 53.0 16 556.4 89.0 549.3 68.7 587.9 93.1 399.9 57.1 635.3 100.6 592.0 74.0 U U Vs 658.3 103.3 428.4 61.2 Vs 715.8 112.3 634.6 79.3 12 " a iV 730.1 113.4 457.0 65.3 “ 797.8 123.9 677.3 84.7 C41 ii 803.4 123.6 485.6 69.4 a 881.5 135.6 720.C 90.0 “ 878.0 133.8 514.2 73.5 966.9 147.3 762.6 95.3 u 954.1 144.0 542.8 77.5 « V 1053.8 159.1 805.3 100.7 “ a H 1031.6 154.3 571.4 81.6 « T6 1142.4 170.8 848.0 106.0 u u H 1110.6 134.5 599.9 85.7 H 1232.7 182.6 890.6 111.3 25.0 14 550.7 88.1 409.9 58.6 16 H 588.2 94.1 610.8 76.4 u A 619.7 98.2 438.5 62.7 « A 667.1 105.7 653.4 81.7 “ 690.1 108.3 467.1 66.7 Vs 747.6 117.3 696.1 87.0 12 " a u 761.9 118.4 495.7 70.8 a 829.6 128.9 738.8 92.4 C41 u “ 835.2 128.5 524.3 74.9 913.3 140.5 781.4 97.7 u tt 909.8 138.6 552.9 79.0 a 998.7 152.2 824.1 103.0 a u 985.9 148.8 581.4 83.1 a Vs 1085.6 163.9 868.8 108.4 u u H 1063.4 159.0 610.0 87.2 a 11 1174.2 175.6 909.4 113.7 u u 1142.4 169.3 638.6 91.2 a V 1264.5 187.3 952.1 119.0 30.0 14 M 585.9 93.7 450.2 64.3 16 623.4 99.7 675.7 84.5 u M 654.9 103.7 478.8 68.4 _5_ 702.3 111.3 718.3 89.S u U 725.3 113.8 507.3 72.5 a V 782.8 122.8 761.0 95.1 12 " “ tV 797.1 123.8 535.9 76.6 JL. 864.8 134.3 803.7 100.5 C41 u « 870.4 133.9 564.5 80.6 (( 984.5 145.9 846.3 105.8 M 945.0 144.0 593.1 84.7 a 1033.9 157.5 889.0 111.1 1021.1 154.1 621.7 88.8 u 1120.8 169.2 931.6 116.5 u “ H 1098.6 164.3 650.3 92.9 u 11 1209.4 180.9 974.3 121.8 “ H 1177.6 174.5 678.8 97.0 u H 1299.7 192.6 1017.0 127.1 35.0 14 621.3 99.4 484.9 69.3 16 H 658.8 105.4 733.6 91.7 “ h 690.3 109.4 513.4 73.4 u !%■ 737.7 116.9 776.3 97.0 a a Vs 760.7 119.3 542.0 77.4 u Vs 818.2 128.3 818.9 102.4 IS" u “ 832.5 129.3 570.6 81.5 u A’ 900.2 139.8 861.6 107.7 C41 u a 905.8 139.4 599.2 85.6 K 983.9 151.4 904.3 113.0 a « A 980.4 149.4 627.8 89.7 u A 1069.3 162.9 946.9 118.4 “ a 1056.5 159.5 656.4 93.8 u Vs 1156.2 174.5 989.6 123.7 u « H 1134.0 169.6 684.9 97.9 u 1244.8 186.1 1032.3 129.0 “ H 1213.0 179.7 713.5 101.9 u M 1335.1 197.8 1074.9 134.4 40.0 14 H 656.5 105.0 520.1 74.3 16 694.0 111.0 792.1 99.0 “ 725.5 114.9 548.7 78.4 _5_ 772.9 122.4 834.8 104.3 u Vs 795.9 124.9 577.2 82.5 Vs 853.4 133.9 877.4 109.7 12" “ 867.7 134.8 605.8 86.6 935.4 145.3 920.1 115.0 C41 “ 941.0 144.8 634.4 90.6 y2 1019.1 156.8 962.8 120.3 “ 1015.6 154.8 663.0 94.7 1104.5 168.3 1005.4 125.7 1091.7 164.8 691.6 98.8 u Vs 1191.4 179.8 1048.1 131.0 “ a H 1169.2 174.8 720.2 102.9 H 1280.0 191.4 1090.8 136.3 * « 1248.2 184.9 748.7 107.0 u H 1370.3 203.0 1133.4 141.7 208 CAMBRIA STEEL. MOMENTS OF INERTIA AND SECTION MODULI FOR PLATE AND CHAN- NEL COLUMNS. 2 4 4 r 1 2 SERIES A. SERIES B. Depth of Chan- nel and Section Num- ber. Weight per i^oot. Width of Plato. | Thickness of Plate. | Axis 1-1. Axis 2-2. 1 Width of Plate. Thickness of Plate. Axis 1-1. Axis 2-2. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Mo- ment of Inertia. Section Mod- ulus. Lbs. In. In. Ins.4 Ins.3 Ins.4 Ins.3 In. In. Ins.4 Ins.3 Ins.4 Ins.3 33.0 17 Vs 1378.9 175.1 953.4 112.2 20 Vs 1511.8 192.0 1525.9 152.6 1512.0 190.5 1004.7 118.2 1668.1 210.2 1609.2 160.9 15" U 1646.6 205.8 1055.7 124.2 y2 1826.9 228.4 1692.5 169.3 C 53 “ A 1783.4 221.2 1106.8 130.2 1988.1 246.6 1775.9 177.6 Vs 1922.9 236.7 1158.1 136.2 u 2151.9 264.9 1859.2 185.9 a H 2064.6 252.2 1209.4 142.3 u 2318.2 283.1 1942.5 194.3 a a H 2207.8 267.6 1260.4 148.3 “ 2487.1 301.5 2025.9 202.6 35.0 17 Vh 1393.5 177.0 971.7 114.3 20 Vs 1526.4 193.8 1557.3 155.7 1526.6 192.3 1023.0 120.4 1682.7 212.0 1640.7 164.1 15" u 1661.2 207.7 1074.1 126.4 y 1841.5 230.2 1724.0 172.4 C 53 u A 1798.0 223.0 1125.1 132.4 u A 2002.7 248.4 1807.3 180.7 Vs 1937.5 238.5 1176.4 138.4 2166.5 266.6 1890.7 189.1 2079.2 254.0 1227.7 144.4 H 2332.8 284.9 1974.0 197.4 2222.4 269.4 1278.8 150.4 u 2501.7 303.2 2057.3 205.7 40.0 17 Vs 1448.7 184.0 1039.9 122.3 20 % 1581.6 200.8 1674.6 167.5 « 1581.8 199.3 1091.2 128.4 u 1737.9 219.0 1757.9 175.8 1716.4 214.6 1142.3 134.4 u 1896.7 237.1 1841.2 184.1 15 1853.2 229.9 1193.3 140.4 A 2057.9 255.3 1924.6 192.5 C 53 u « Vs 1992 7 245.3 1244.6 146.4 Vs 2221.7 273.4 2007.9 200.8 IX 2134.4 260.7 1295.9 152.5 u 2388.0 291.7 2091.2 209.1 % 2277.6 276.1 1347.0 158.5 2556.9 309.9 2174.6 217.5 45.0 17 Vs 1503.9 191.0 1105.4 130.1 20 Vs 1636.8 207.9 1788.6 178.9 1637.0 206.2 1156.8 136.1 IT 1793.1 225.9 1871.9 187.2 15" 1771.6 221.5 1207.9 142.1 u 1951.9 244.0 1955.3 195.5 C 53 A 1908.4 236.7 1258.9 148.1 u 2113.1 262.1 2038.6 203.9 u Vs 2047.9 252.0 1310.2 154.2 u 2276.9 280.2 2121.9 212.2 “ « xi 2189.6 267.4 1361.5 160.2 u JJL 16 2443.2 298.4 2205.3 220.5 u M 2332.8 282.8 1412.6 166.2 u 2612.1 316.6 2288.6 228.9 50.0 17 Vs 1559.1 198.0 1165.3 137.1 20 Vs 1692.0 214.9 1894.9 189.5 “ 1692.2 213.2 1216.6 143.1 « 7 16 1848.3 232.9 1978.2 197.8 1826.8 228.4 1267.7 149.1 2007.1 250.9 2061.5 206.2 15 u A 1963.6 243.5 1318.7 155.1 u A 2168.3 268.9 2144.9 214.5 C 53 2103.1 258.8 1370.0 161.2 2332.1 287.0 2228.2 222.8 H 2244.8 274.2 1421.3 167.2 H 2498.4 305.2 2311.5 231.2 u 2388.0 289.5 1472.4 173.2 u H 2667.3 323.3 2394.9 239.5 55.0 17 Vs 1614.1 205.0 1223.4 143.9 20 H 1747.0 221.9 1998.8 199.9 1747.2 220.1 1274.7 150.0 IT 1903.3 239.8 2082.1 208.2 u 1881.8 235.2 1325.7 156.0 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 53 u 2158.1 265.6 1428.1 168.0 Vs 2387.1 293.8 2332.1 233.2 a 2299.8 280.9 1479.4 174.0 u 2553.4 311.9 2415.5 241.6 a H 2443.0 296.1 1530.4 180.1 u H 2722.3 330.0 2498.8 249.9 CAMBEIA STEEL. 209 TYPICAL DETAILS OF PLATE GIRDERS, COLUMN BASES AND STEEL COLUMNS. 210 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR I-BEAMS USED AS COLUMNS WITH SQUARE ENDS. Based on Gordon’s Formula, P = - • Safety factor 4. 1-L J - -r ^36 000 r2 Septh of Beam and Section Weight per Foot. Area of Section. Least Radius of Gyration. Length in Feet. Number. Pounds. Sq. Ins. Inch. 2 3 4 5 6 7 8 3" 5.5 1.63 .53 19 18 17 15 13 12 11 B5 6.5 1.91 .52 23 21 19 17 16 14 12 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 5" B 13 9.75 2.87 .65 35 33 31 29 27 24 22 12.25 3.60 .63 43 41 39 36 33 30 27 14.75 4.34 .63 52 50 47 43 40 36 33 6' B 17 12.25 3.61 .72 44 42 40 38 35 33 30 14.75 4.34 .69 52 51 48 45 42 39 35 17.25 5.07 .68 61 59 56 52 48 44 41 lyn 15.0 4.42 .78 54 52 50 47 45 42 39 B21 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 B33 35.0 10.29 .91 126 123 119 115 110 104 98 40.0 11.76 .90 144 141 136 131 125 118 112 12" B41 31.5 9.26 1.01 114 112 109 105 102 97 93 35.0 10.29 .99 127 124 121 117 112 107 102 40.0 11.76 .96 144 142 137 133 127 121 115 CAMBBIA STEEL. 211 SAFE LOADS IN THOUSANDS OF POUNDS FOR I-BEAMS USED AS COLUMNS WITH SQUARE ENDS. Based on Gordon’s Formula, P = . . Safety factor 4. ■^36 000 r2 Length in Feet. Weight per Foot. Depth of Beam and Section Numher. 9 10 11 12 13 14 15 16 17 Pounds. 9 5.5 3’’ K. 11 6.5 xS O 13 7.5 14 13 7.5 16 14 8.5 4" 18 16 9.5 B9 19 17 10.5 20 18 17 9.75 5" i o 25 22 20 12.25 30 27 24 14.75 O lo 28 25 23 21 12.25 6" T> 1 FS 32 29 27 25 14.75 37 34 31 28 17.25 B 17 36 33 31 28 26 15.0 ly/f 41 38 35 32 30 17.5 7 46 43 39 36 33 20.0 B 21 46 43 40 37 34 31 18.00 50 47 43 40 37 34 20.25 8" 56 52 48 45 41 38 22.75 B25 61 57 53 49 45 42 25.25 56 53 49 46 43 40 37 21.0 65 60 57 63 49 46 43 25.0 9" 76 71 66 61 57 53 49 30.0 B 29 88 82 76 71 66 61 56 35.0 68 65 61 57 54 50 47 44 25.0 80 75 71 66 62 58 54 50 30.0 10" 92 87 81 76 71 66 62 57 35.0 B33 105 98 92 86 80 74 69 65 40.0 88 83 78 74 69 65 61 58 54 31.5 12" 97 91 86 81 76 72 67 63 59 35.0 B 41 109 103 96 90 85 79 74 69 65 40.0 212 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR I-BEAMS USED AS COLUMNS WITH SQUARE ENDS. Based on Gordon’s Formula, P = 50 000 1 +; (12 L)2 36 000 r2 Safety factor 4. Depth of Beam and Section Weight per Foot. Area of Section. Least Radius of Gjrra- tion Length in Feet. Number. Pounds. Sc[. Ins. Inches. 2 8 4 6 6 7 8 9 40.0 11.84 1.08 146 144 140 136 132 127 121 116 12" 45.0 13.24 1.06 163 160 156 152 146 141 135 128 B105 50.0 14.71 1.05 181 178 174 168 163 156 149 142 55.0 16.18 1.04 199 196 191 185 178 171 163 155 42.0 12.48 1.08 154 151 148 144 139 133 128 122 15" 45.0 13.24 1.07 163 160 157 152 147 142 135 129 B53 50.0 14.71 1.04 181 178 174 168 162 156 149 141 55.0 16.18 1.03 199 196 191 185 178 171 163 155 60.0 17.65 1.01 217 213 207 201 194 185 177 167 60.0 17.67 1.21 218 215 212 207 201 195 188 181 1.5" 65.0 19.12 1.20 236 233 229 223 217 211 203 195 B109 70.0 20.59 1.19 254 251 246 240 234 226 218 209 75.0 22.06 1.18 273 269 264 258 250 242 233 224 80.0 23.53 1.17 291 286 281 274 266 257 248 238 80.C 23.57 1.32 292 289 284 279 273 265 256 249 15" 85.0 25.00 1.32 309 306 302 295 289 281 272 264 B 113 90.0 26.47 1.32 328 324 319 313 306 297 288 279 95.0 27.94 1.31 346 342 336 330 322 314 304 293 100.0 29.41 1.31 364 360 354 348 339 330 320 309 55.0 15.93 1.15 197 194 190 185 180 173 166 160 18" 60.0 17.65 1.13 218 214 210 205 198 191 184 176 B65 65.0 19.12 1.11 236 232 227 221 214 206 198 189 70.0 20.59 1.09 254 250 244 237 230 221 212 202 20" 65.0 19.08 1.21 236 233 229 223 217 210 203 196 B 73 70.0 20.59 1.19 254 251 246 240 234 226 218 209 75.0 22.06 1.17 273 268 264 257 250 241 233 223 80.0 23.73 1.39 294 291 287 282 276 270 261 254 20" 85.0 25.00 1.37 309 307 302 297 290 283 275 266 B 121 90.0 26.47 1.36 328 325 320 314 307 300 290 282 95.0 27.94 1.35 346 343 337 331 324 315 307 296 100.0 29.41 1.34 364 361 355 349 340 332 321 312 80.0 23.32 1.36 289 286 282 276 271 264 256 248 24" 85.0 25.00 1.33 309 306 302 295 289 281 273 264 B 89 90.0 26.47 1.31 328 324 319 313 305 297 288 278 95.0 27.94 1.30 346 342 336 330 322 313 303 293 100.0 29.41 1.28 364 360 354 347 338 328 317 307 CAMBKIA STEEL. 213 SAFE LOADS IN THOUSANDS OF POUNDS FOR I-BEAMS USED AS COLUMNS WITH SQUARE ENDS. Based on Gordon’s Formula, P = 50 000 1 +; (12 L )2 36 000 r 2 Safety factor 4. Length in Feet. Weight per Foot. Depth of Beam and Section 10 11 12 18 14 15 16 17 18 19 Pounds. Number. 110 105 99 94 88 83 79 75 70 40.0 122 116 no 103 98 92 87 82 77 45.0 12 " 135 128 121 114 108 101 96 90 85 50.0 B105 148 140 132 124 117 111 104 98 92 55.0 116 110 105 99 93 88 83 79 74 42.0 123 116 110 104 98 93 87 82 78 45.0 1 * 5 " 134 127 120 113 106 101 94 89 84 50.0 J.O ■R 147 139 131 124 116 109 103 97 91 55.0 158 150 141 132 124 117 110 104 97 60.0 173 166 159 152 144 137 130 124 117 111 60.0 187 179 171 163 154 147 140 132 126 120 65.0 16 " 201 192 183 174 165 157 150 142 135 127 70.0 B109 214 205 195 186 176 168 158 151 142 135 75.0 228 217 206 197 187 178 168 160 151 143 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 1 269 259 249 239 228 218 209 199 190 181 90.0 XO ■R 1 1 R 284 272 261 251 240 228 219 208 199 190 95.0 A X xo 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 no 65.0 B65 192 183 173 164 155 146 138 130 123 116 70.0 187 179 171 184 155 148 141 134 126 120 65.0 20" 201 192 183 174 165 157 150 142 135 127 70.0 B 73 214 204 194 185 175 167 158 150 142 135 75.0 246 237 229 219 211 202 194 186 177 169 80.0 258 249 239 230 221 212 202 194 185 176 85.0 PH" 271 262 253 241 232 223 213 204 195 185 90.0 ■R 1 PI 286 277 265 255 244 234 223 214 205 195 95.0 300 290 278 267 257 245 235 223 214 203 100.0 239 231 223 213 205 196 187 179 172 163 80.0 255 245 236 226 217 207 198 189 181 172 85.0 24 " 269 258 247 238 227 216 207 197 189 180 90.0 B89 282 271 261 249 239 228 218 207 198 188 95.0 296 284 272 260 249 238 226 215 205 196 100.0 . 214 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF GYRA- TION, AXIS 1-1. Based on Gordon’s Formula, P Safety factor 4. 50 000 . , (12 L )2 • “*■36 000 r2 Size of Angles. Size of Plates. 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.per Ft. Sq. Ins. Inches. Inches. 2 4 6 8 x2H ii xM 6 xM 23.1 6.74 1.24 2.41 84 81 77 tV 14 28.8 8.36 1.27 2.39 103 100 96 €i % tt Vs 34.1 9.93 1.30 2.37 123 120 114 it tt A tt iV 39.3 11.51 1.33 2.35 142 139 133 it tt ii 44.2 13.00 1.36 2.33 161 157 151 tt ii ii 49.5 14.50 1.39 2.31 180 175 169 (< % tt Vs 54.4 15.95 1.43 2.29 198 193 186 SV 2 x2^ ii X 14 7 xM 25.6 7.51 1.46 2.88 93 91 88 i iV 31.8 9.31 1.49 2.86 115 113 109 it ii % <4 Vs 37.7 11.07 1.52 2.84 137 135 130 it ii 43.6 12.78 1.55 2.82 ' 159 156 151 € Kz 49.5 14.50 1.58 2.80 180 177 171 it ii ii A 55.0 16.18 1.61 2.78 201 197 192 ii % ii Vs 60.9 17.82 1.65 2.76 221 218 212 << i i H i i ii 66.4 19.41 1.68 2.74 241 237 231 it % ii Va 71.5 21.01 1.71 2.72 261 257 250 4 x3 Xi^ 8 X A 37.3 10.86 1.67 3.25 133 129 tt % 44 44.2 12.92 1.70 3.23 158 154 tt 44 IV 51.1 14.98 1.73 3.21 183 179 “ y2 44 58.0 17.00 1.76 3.18 208 203 “ (( 44 64.9 18.98 1.79 3.16 233 227 (( tt Vs 44 Vs 71.4 20.92 1.82 3.14 257 251 tt tt H 44 ii 77.9 22.86 1.85 3.12 281 274 tt tt H 44 H 84.4 24.76 1.89 3.10 304 297 tt tt 4 4 it 90.5 26.62 1.92 3.08 327 320 tt tt Vs 4 4 Vs 97.0 28.44 1.95 3.06 350 343 5 xSH X 10 Xl^ 45.4 13.37 2.08 4.10 165 162 <1 Vs i 4 Vs 54.4 15.95 2.10 4.08 196 193 ii 44 IT 62.9 18.50 2.13 4.06 228 224 ii 44 K 71.4 21.00 2.16 4.04 259 255 tt ii A 44 A 79.9 23.51 2.19 4.02 290 285 tt 4 4 88.5 25.93 2.22 4.00 320 315 tt ii 44 ii 96.6 28.36 2.25 3.98 350 345 tt ii V 44 H 104.7 30.74 2.29 3.96 380 374 tt ii 44 it 112.8 33.13 2.32 3.93 409 403 << Vs 44 Vs 120.6 35.43 2.35 3.91 438 432 tt ii it 44 15 16 128.7 37.74 2.38 3.89 466 460 6 x3^ X^8 12 X H 62.1 18.18 2.56 5.01 225 222 tt tt ( ( iT 71.9 21.13 2.59 4.99 261 258 tt tt tt 34 81.6 24.00 2.62 4.97 297 294 tt tt T& 1 1 A 91.4 26.87 2.65 4.95 333 329 tt tt Vs tt Vs 101.1 29.70 2.68 4.93 368 364 tt tt ii tt ii 110.5 32.49 2.71 4.91 402 398 tt tt Va it tt 120.2 35.24 2.74 4.88 437 432 tt tt tt it 129.2 37.99 2.77 4.86 471 466 tt tt Vs tt Vs 138.5 40.70 2.80 4.84 505 499 ** lA. 1 1 it 147.5 43.37 2.83 4.82 538 532 ** 1 tt 1 156.4 46.00 2.86 4.80 571 565 CAMBKIA STEEL. 215 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF GYRA- TION, AXIS 1-1. Based on Gordon’s Formula, P Safety factor 4. 50 000 1 + (12 L)2 36 000 r2 Length in Feet. 8 10 12 14 16 18 20 22 24 26 28 30 82 34 72 67 61 56 51 90 84 77 70 64 108 100 93 85 77 125 117 108 99 91 143 134 124 114 105 160 150 140 129 119 177 166 155 144 132 84 79 74 69 63 58 54 104 99 92 86 80 73 68 125 118 111 103 96 89 82 145 137 129 121 112 104 96 164 156 147 138 129 119 111 184 175 166 155 145 135 125 204 194 184 173 162 151 140 223 213 202 190 178 166 155 241 231 219 207 195 182 170 124 119 113 106 99 93 86 80 74 149 142 135 127 119 112 104 97 90 172 165 157 148 139 131 122 114 106 196 188 179 170 160 150 140 131 122 220 211 201 191 180 169 158 148 138 243 234 223 212 200 188 177 165 155 266 256 245 233 220 208 195 183 171 289 278 266 254 240 227 213 200 188 311 300 288 274 260 246 232 218 205 333 322 309 295 280 265 250 236 222 158 153 147 141 135 128 122 115 109 103 97 188 183 176 169 162 154 146 139 131 124 117 219 212 205 197 189 180 171 162 153 145 137 249 242 234 225 215 206 196 186 176 166 157 279 271 262 252 242 231 220 209 198 188 178 308 300 290 280 269 257 245 233 221 210 198 337 329 318 307 295 282 270 257 244 231 219 366 357 346 334 321 308 294 280 267 253 240 395 385 374 381 348 333 319 304 290 275 261 423 413 401 388 374 359 343 328 313 297 283 451 441 428 414 400 384 368 352 336 320 304 219 214 209 203 197 190 183 176 168 161 154 147 140 133 254 249 243 236 229 221 213 205 196 188 180 172 164 156 289 283 277 269 261 252 243 234 225 215 206 197 188 179 324 318 310 302 293 283 273 263 253 242 232 222 212 202 358 352 344 335 325 314 303 292 281 269 258 247 236 226 392 385 376 367 356 345 333 321 309 297 284 272 261 249 426 418 409 399 388 376 363 350 337 324 311 298 285 273 459 451 442 431 419 406 393 379 365 351 337 323 310 296 493 484 474 462 450 437 423 408 398 378 363 349 334 320 525 516 506 494 481 467 452 437 421 405 390 374 359 344 558 548 537 525 511 497 481 465 449 432 416 400 384 368 216 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF GYRA- TION, AXIS 1-1. Based on Gordon’s Formula, P Safety factor 4. 50 000 ^36 000 r2 Size of Angles. Size of Plates. 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.per Ft. Sq. Ins. Inches. Inches. 2 4 6 3 x2H 44 X H 8 24.8 7.24 1.19 3.25 90 87 82 <( 44 TS 30.9 8.98 1.22 3.23 111 108 102 ti it tt Vs 36.6 10.68 1.25 3.21 132 128 122 << it -h it 42.3 12.38 1.28 3.19 153 149 142 (i it y?. 44 47.6 14.00 1.31 3.17 173 169 161 K it tt ire 53.3 15.62 1.34 3.15 193 188 181 <( it H tt Vs 58.6 17.20 1.37 3.13 213 208 200 3Hx2H xi^ 8: 26.4 7.76 1.44 3.31 96 94 91 1 i 44 A 44 ire 32.9 9.62 1.47 3.28 119 117 113 it it % <( Vs 39.0 11.44 1.50 3.26 142 139 134 ti it ti A 45.1 13.22 1.53 3.24 164 161 156 (( it y 44 ^2 51.2 15.00 1.56 3.22 186 183 177 4 4 it 44 56.9 16.74 1.59 3.20 208 204 198 44 it % 63.0 18.44 1.62 3.18 229 225 218 44 it 44 if 68.7 20.10 1.65 3.16 250 246 239 44 ti H 44 H 74.0 21.76 1.68 3.14 270 266 259 4 X 8 X A 10: X A 39.4 11.49 1.62 4.09 140 136 ( ( it ¥ Vs 46.8 13.67 1.65 4.07 167 163 it it Tff tt ire 54.1 15.86 1.68 4.04 194 189 ti ti tt 3^ 61.4 18.00 1.71 4.02 220 214 it it A tt ire 68.7 20.11 1.74 4.00 246 240 it tt Vs tt 75.7 22.17 1.77 3.98 272 265 it it tt if 82.6 24.24 1.80 3.96 297 290 it tt H tt V 89.5 26.26 1.83 3.94 322 315 it tt tt if 96.0 28.25 1.86 3.92 347 339 it it Vs tt Vs 103.0 30.19 1.90 3.90 371 363 5 xSH: X A 12xA 47.6 13.99 2.03 4.95 172 169 ( ( 1 1 it Vs 56.9 16.70 2.06 4.92 206 202 it it iT tt ire 65.9 19.37 2.08 4.90 238 234 it tt tt K 74.8 22.00 2.11 4.88 271 266 it it tt A 83.8 24.63 2.14 4.86 303 298 it it Vs tt 92.7 27.18 2.17 4.84 335 330 it it H tt if 101.3 29.73 2.20 4.82 367 361 it it H tt H if 109.8 32.24 2.23 4.80 398 392 it it if tt 118.4 34.75 2.26 4.78 429 422 if tt Vs tt Vs 126.5 37.18 2.29 4.76 459 452 it it tt if 135.1 39.61 2.33 4.74 489 482 6 x3^: it x^ 14: X^ 64.7 18.93 2.51 5.85 234 231 ti 1^6 ire 74.8 22.01 2.54 5.83 272 269 it tt it 85.0 25.00 2.57 5.81 309 306 it it tt ire 95.2 28.00 2.59 5.79 347 343 it tt Vs tt Vs 105.3 30.95 2.62 5.77 383 379 it tt if tt if 115.1 33.87 2.65 5.74 419 415 it tt H tt H 125.3 36.74 2.68 5.72 455 450 it tt if ti 4 134.7 39.62 2.71 5.70 491 486 it tt Vs tt Vs 144.5 42.45 2.74 5.68 526 521 it tt M tt if 153.8 45.25 2.77 5.66 561 555 it tt 1 it 1 163.2 48.00 2.81 5.64 595 589 CAMBRIA STEEL. 217 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF GYRA- TION, AXIS 1-1. Based on Gordon’s Formula, P Safety factor 4. 50 000 1 +; (12 L )2 36 000 r2 Length in Feet. 8 10 12 14 16 18 20 22 24 26 28 ^ 30 32 34 77 71 65 58 53 96 89 81 74 67 115 106 98 89 81 134 124 114 105 95 152 142 131 120 no 171 160 148 136 124 189 177 165 152 139 86 81 76 70 65 60 55 107 101 95 88 81 75 69 128 121 114 106 98 91 83 149 141 133 124 115 106 98 170 161 151 142 132 122 113 190 180 170 159 149 138 128 210 200 189 177 166 154 143 230 219 208 195 183 170 158 249 238 226 213 200 187 174 131 125 118 111 103 96 89 83 77 156 149 141 133 124 116 108 100 93 182 174 165 155 145 136 127 118 109 207 198 188 177 167 156 145 135 126 232 222 211 200 188 176 164 153 143 256 246 234 222 209 196 184 171 160 281 270 257 244 . 230 216 203 190 177 305 293 280 266 251 237 222 208 195 329 317 303 288 273 257 242 227 212 352 340 325 310 294 277 261 245 230 165 159 153 147 140 133 126 119 112 105 99 197 191 184 176 168 160 151 143 135 127 120 229 222 214 205 196 186 177 167 158 149 141 260 252 244 234 224 213 202 192 181 171 162 291 283 273 263 251 240 228 216 205 194 183 322 313 303 291 279 267 254 241 228 216 204 353 343 332 320 307 293 279 266 252 239 226 383 373 361 348 334 320 305 290 276 261 247 413 403 390 376 362 346 331 315 299 284 269 443 432 419 405 389 373 357 340 323 307 291 473 461 447 432 416 399 382 365 347 330 313 228 223 217 211 204 196 189 181 173 166 158 151 143 136 264 259 252 245 237 229 220 211 202 194 185 176 168 160 301 295 287 279 270 261 251 241 231 221 212 202 193 184 337 330 322 313 304 293 283 272 261 250 239 228 217 207 373 366 357 347 337 325 314 302 290 278 266 254 242 231 408 400 391 381 369 357 345 332 319 306 293 280 268 255 444 435 425 414 402 389 376 362 348 334 320 308 293 280 478 470 459 447 435 421 407 392 377 362 347 333 318 304 513 504 493 480 467 453 438 422 406 390 375 359 344 329 547 538 526 513 499 484 468 452 435 419 402 385 369 353 581 571 559 546 531 515 499 482 464 447 429 412 395 378 218 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF GYRA- TION, AXIS 1-1. Based on Gordon's Formula, P Safety factor 4. 50 000 1 + (12 L )2 36 000 r2 Size of Angles. Size of Plates. 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.per Ft. Sq. Ins. Inches. Inches. 2 4 6 3 x2^ II xM 10 X y 26.5 7.74 1.16 4.07 96 92 87 (< “ iV 33.0 9.61 1.18 4.05 119 115 109 II % “ 39.2 11.43 1.21 4.03 141 137 130 << II 45.3 13.26 1.24 4.01 164 159 151 II V?, €i 51.0 15.00 1.27 3.99 186 180 172 If If A A 57.1 16.75 1.30 3.96 207 202 193 If 11 % 62.9 18.45 1.33 3.94 228 222 213 CO X^ 10 x^ 28.1 8.26 1.39 4.13 102 100 96 II If A a A 35.0 10.25 1.42 4.11 127 124 119 If If “ 41.6 12.19 1.45 4.09 151 148 143 II II 48.1 14.10 1.48 4.07 175 171 165 If II II 54.6 16.00 1.51 4.05 199 195 188 II II A II A 60.7 17.87 1.54 4.03 222 217 210 II II % If 67.3 19.69 1.57 4.01 245 240 232 II If H “ if 73.4 21.48 1.60 3.99 267 262 254 II If H ** 79.1 23.26 1.63 3.97 289 284 276 4 x3 X A 12 X A 41.6 12.11 1.58 4.91 148 143 II II Vs “ 49.3 14.42 1.61 4.89 176 171 II If “ 57.1 16.73 1.64 4.87 204 198 If If y2 “ 64.8 19.00 1.66 4.85 232 226 If II “ i^r 72.6 21.23 1.69 4.83 260 253 If II Vs II % 79.9 23.42 1.72 4.81 287 279 II II H “ if 87.3 25.61 1.75 4.79 314 306 II II H ** 94.6 27.76 1.78 4.77 340 332 II II H II if 101.6 29.87 1.81 4.74 366 358 If If Vs II % 108.9 31.94 1.84 4.72 392 383 5 x3H xA 14 X ^ 49.7 14.62 1.98 5.77 180 176 i( II “ 59.5 17.45 2.01 5.75 215 211 1 1 II it 68.8 20.25 2.04 5.73 249 245 If II 78.2 23.00 2.07 5.71 283 278 If If A “ 87.6 25.76 2.09 5.69 317 312 If If % 96.9 28.43 2.12 5.67 351 345 II II H H 105.9 31.11 2.15 5.64 384 377 II II % 114.9 33.74 2.18 5.62 416 410 If II if II if 123.9 36.38 2.21 5.60 449 442 II If K II % 132.5 38.93 2.24 5.58 481 473 It II H “ if 141.4 41.49 2.27 5.56 512 505 6 CO X^ 16 X % 67.2 19.68 2.46 6.68 244 240 II it 1 1 iV 77.8 22.88 2.49 6.66 283 279 II II “ 88.4 26.00 2.52 6.64 322 318 II II it A’ 99.0 29.12 2.54 6.61 360 356 II If 109.6 32.20 2.57 6.59 399 394 II it if ** u 119.8 35.24 2.60 6.57 436 431 II If H ** H 130.4 38.24 2.63 6.55 474 468 If II if II if 140.2 41.24 2.66 6.53 511 505 If II ** % 150.4 44.20 2.69 6.51 548 542 If II if if 160.2 47.12 2.72 6.48 584 578 II it 1 ** 1 170.0 50.00 2.75 6.46 620 613 CAMBRIA STEEL. 219 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF GYRA- TION, AXIS 1-1. Based on Gordon’s Formula, P Safety factor 4. 50 000 l+i (12 L)2 36 000 r2 Length in Feet. 8 10 12 14 16 18 20 22 24 26 28 80 32 84 81 75 68 61 55 102 93 85 77 69 122 112 103 93 84 142 131 120 109 99 162 150 138 126 114 182 169 156 143 130 201 188 174 159 146 91 86 80 73 68 62 57 114 107 100 92 85 78 71 136 128 120 111 102 94 86 158 149 140 130 120 111 102 180 170 160 149 138 127 117 201 191 179 168 156 144 133 223 212 199 187 174 161 149 244 232 219 205 192 178 165 265 253 239 224 210 195 181 137 131 123 115 107 100 92 85 79 164 156 148 139 129 120 112 103 95 191 182 172 162 151 141 131 121 112 217 208 197 185 173 162 151 140 130 244 233 221 208 196 183 170 158 147 270 258 245 232 218 204 190 177 165 296 283 270 255 240 225 210 196 183 321 308 294 278 262 246 231 216 201 346 333 318 301 285 268 251 235 220 371 357 341 324 307 289 272 254 238 171 166 159 152 145 137 130 122 115 108 102 205 198 191 183 174 165 156 147 139 131 123 238 231 222 213 203 193 183 173 163 153 144 271 263 253 243 232 221 209 198 187 176 166 304 295 284 273 261 248 236 223 211 199 188 336 327 315 303 290 276 262 249 235 222 210 369 358 346 333 319 304 289 274 260 246 232 400 389 376 362 347 332 316 300 284 269 254 432 420 407 392 376 359 343 326 309 293 277 463 451 437 421 404 387 369 351 334 317 300 494 481 467 450 433 415 396 377 359 340 323 236 231 225 218 211 203 195 187 178 170 162 154 147 140 274 268 261 254 245 236 227 218 208 199 190 181 172 164 312 306 298 289 280 270 259 249 238 228 217 207 197 188 350 343 334 325 314 303 292 280 268 257 245 234 223 212 387 379 370 360 348 336 324 311 298 286 273 261 249 237 424 416 406 395 382 370 356 342 329 315 301 287 274 262 461 452 441 429 416 403 388 374 359 344 329 314 300 287 497 488 477 464 450 436 420 405 389 373 357 342 326 312 533 523 512 498 484 468 452 436 419 402 385 369 353 337 569 559 546 532 517 501 484 467 449 431 414 396 379 362 605 594 581 566 550 534 516 498 479 460 442 423 405 388 220 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF GYRA- TION, AXIS 1-1. Based on Gordon’s Formula, P Safety factor 4. 50 000 14-; (12 L)2 36 000 r2 Size of ingles. Size of Plates. Weight Column. irea of Column Section. Least Radius of Gyration iiis 1-1. Radius of Gyration Axis 2-2. Length in Feet. Inches. Inches. Lbs.per Ft. Sq. Ins. Inches. Inches. 2 4 1 6 8 x2H II kH 12 z 28.2 8.24 1.12 4.87 102 98 92 41 'A II A 35.2 10.23 1.15 4.85 126 122 115 II 4 4 Vs II 41.7 12.18 1.17 4.83 151 146 138 II II 4 4 A 48.3 14.13 1.20 4.81 174 169 160 II II y? II 54.4 16.00 1.23 4.78 198 192 183 II II II A 61.0 17.87 1.26 4.76 221 215 205 II II ys II 67.1 19.70 1.28 4.74 244 237 226 3Hx2H 12 X 29.8 8.76 1.35 4.94 108 106 101 II II A 44 37.2 10.87 1.38 4.92 135 131 126 II II y II 44.1 12.94 1.41 4.90 160 157 151 II II tV II 51.1 14.97 1.43 4.88 186 182 175 II II V?. II 58.0 17.00 1.46 4.85 211 206 199 II II A 44 A 64.6 18.99 1.49 4.83 236 231 223 II II Vs 44 71.5 20.94 1.52 4.81 260 255 246 II II H 44 H 78.1 22.85 1.55 4.79 284 278 270 II II H 44 84.2 24.76 1.58 4.77 307 302 292 4 X 3 s A 14 X A 43.7 12.74 1.54 5.72 155 150 II II Vs 1 1 51.9 15.17 1.57 5.70 185 179 II II II tV 60.0 17.61 1.60 5.68 215 208 II II II 68.2 20.00 1.62 5.66 244 237 II II II 76.4 22.36 1.65 5.63 273 265 II II Vs II Vs 84.1 24.67 1.68 5.61 302 294 II II H II H 91.9 26.99 1.71 5.59 330 322 II II H II 99.7 29.26 1.74 5.57 358 349 II II H II ii 16 107.1 31.50 1.77 5.55 386 376 II II Vs II Vs 114.9 33.69 1.80 5.53 413 403 5 x3H: K A’f 16x A 51.8 15.24 1.94 6.59 187 183 II II Vs II 62.0 18.20 1.97 6.57 224 219 II II II 7 IG 71.8 21.12 2.00 6.54 260 255 II II II 81.6 24.00 2.02 6.52 295 290 II II A II TT 91.4 26.88 2.05 6.50 331 325 II II Vs II 101.2 29.68 2.08 6.48 366 359 II II H II if 110.6 32.48 2.11 6.46 400 393 II II y II if 120.0 35.24 2.14 6.44 435 427 II II H II 129.4 38.00 2.17 6.41 468 461 II II Vs II Vs 138.4 40.68 2.19 6.39 502 494 II II n II if 147.8 43.36 2.22 6.37 535 527 6 x3^: 18 X Vs 69.8 20.43 2.42 7.49 253 249 II II 7 16 II 80.8 23.76 2.44 7.47 294 290 II II II M 91.8 27.00 2.47 7.45 334 330 II II A II tV 102.8 30.25 2.50 7.42 374 369 II II Vs II 113.9 33.45 2.52 7.40 414 409 II II H II if 124.5 36.62 2.55 7.38 453 448 II II y if II ^4 135.5 39.74 2.58 7.36 492 486 II II II if 145.7 42.87 2.61 7.34 531 525 II II Vs II Vs 156.4 45.95 2.64 7.32 569 563 II II if II if 166.6 49.00 2.67 7.29 607 600 41 II 1 II 1 176.8 52.00 2.70 7.27 644 637 CAMBRIA STEEL. 221 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OP GYRA- TION, AXIS 1-1. Based on Gordon’s Formula, P Safety factor 4. 50 000 , (12L)2 • ' 36 000 r2 Length in Feet. 8 10 12 14 16 18 20 22 24 26 28 80 82 84 86 78 71 63 57 107 98 89 80 72 128 118 107 97 87 150 138 126 114 103 171 158 145 131 119 192 178 164 149 135 213 198 182 167 152 96 90 83 77 70 64 58 120 112 104 96 88 81 74 143 135 125 116 107 98 89 167 157 146 136 125 115 105 190 179 167 156 144 132 122 213 201 188 175 162 150 138 236 223 210 195 181 168 155 258 245 230 215 200 186 171 281 267 251 235 219 204 188 144 136 128 120 111 103 95 88 81 172 163 154 144 134 124 115 106 98 200 190 180 168 157 146 135 125 116 228 217 205 193 180 168 156 144 133 255 244 231 217 203 189 176 163 151 283 270 256 241 226 211 197 183 170 310 297 282 266 250 234 218 203 188 337 323 307 290 273 256 239 223 207 364 349 332 315 296 278 260 243 226 390 375 357 339 320 301 282 263 246 178 172 165 158 150 142 134 126 118 111 104 213 206 198 189 180 170 161 152 143 134 126 248 240 231 220 210 199 188 178 167 157 148 282 273 263 252 240 228 216 204 192 181 170 316 307 295 283 270 257 243 230 217 204 192 350 340 327 314 300 286 271 256 242 228 215 384 372 359 345 330 314 298 283 267 252 238 417 405 391 376 360 343 326 309 293 277 261 450 437 423 407 390 372 354 336 318 301 284 483 470 454 437 419 401 382 363 344 326 308 515 501 485 468 449 430 410 390 370 350 332 245 239 233 225 217 209 201 192 183 175 166 158 150 143 285 278 271 262 253 244 234 224 214 204 194 185 176 167 324 317 308 299 289 278 267 256 245 234 223 212 202 192 363 355 346 336 325 313 301 288 276 264 251 240 228 217 402 393 383 372 360 347 334 321 307 293 280 267 254 242 440 431 420 408 395 382 367 353 338 323 309 295 281 268 478 469 457 445 431 416 401 385 369 353 338 323 308 293 516 506 494 480 466 450 434 417 400 383 367 350 334 319 554 543 530 516 501 484 467 449 431 414 396 378 362 345 591 580 567 552 535 518 500 481 463 444 425 407 389 371 628 616 602 587 570 552 533 513 494 474 454 435 416 397 222 CAMBKIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF GYRA- TION, AXIS 1-1. Based on Gordon’s Formula, P = Safety factor 4. 50 000 1 +. (12 L )2 36 000 r2 Size of Angles. Size of Plates. 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.perPt. Sq. Ins. Inches. Inches. 6 8 10 7 x3y2x^ 14X3^ “ 80.8 23.73 3.05 5.92 292 289 285 < 1 91.8 27.00 3.08 5.90 332 329 324 <( “ ^ 103.2 30.24 3.11 5.87 372 368 363 II “ H “ ^8 113.7 33.43 3.13 5.85 412 407 402 II “ JJL “ H 124.7 36.63 3.17 5.83 451 446 440 II “ h “ H 135.3 39.74 3.20 5.81 490 485 478 II “ H it ii 145.9 42.86 3.23 5.79 528 523 516 II “ Vs “ Vs 156.5 45.93 3.26 5.76 567 561 553 II “ M “ if 166.6 49.01 3.29 5.74 604 598 591 II “ 1 “ 1 176.8 52.00 3.32 5.72 642 635 627 7 16X3^ “ 3^ 83.8 24.60 3.00 6.75 303 299 294 41 “ M 95.2 28.00 3.02 6.73 345 340 335 44 “ A “ ^ 107.0 31.36 3.06 6.71 386 382 376 44 “ ^ “ Vs 118.0 34.68 3.08 6.69 427 422 416 44 “ H “ H 129.4 38.00 3.11 6.67 468 463 456 44 “ “ H 140.4 41.24 3.14 6.64 508 503 496 44 “ k it 13 16 151.4 44.48 3.17 6.62 548 542 535 “ Vs “ K 162.4 47.68 3.20 6.60 588 582 574 44 “ H “ H 173.0 50.88 3.23 6.58 627 621 612 44 “ 1 “ 1 183.6 54.00 3.26 6.56 666 659 651 7 xSyx^ “ 18X3^ “ M 86.8 25.48 2.94 7.58 313 309 305 44 98.6 29.00 2.97 7.55 357 352 347 44 “ ^ 110.8 32.49 3.00 7.53 400 395 389 44 “ ^ 122.3 35.93 3.02 7.51 442 437 430 44 “ ii 134.1 39.38 3.06 7.49 485 479 472 44 H “ H 145.5 42.74 3.08 7.47 526 520 513 44 44 i3 I 6 it JJL 16 156.9 46.11 3.11 7.44 568 562 554 44 “ Vs “ Vs 168.4 49.43 3.14 7.42 609 602 594 44 “ H “ tI 179.4 52.76 3.17 7.40 650 643 634 44 “ 1 “ 1 190.4 56.00 3.20 7.38 690 683 674 7 20xi^ 89.8 26.35 2.89 8.39 324 320 314 44 “ 3^ 102.0 30.00 2.92 8.37 369 364 358 44 “ A II 9 16 114.7 33.61 2.95 8.34 413 408 402 44 “ ^ “ 126.5 37.18 2.97 8.32 457 452 445 44 “ H 138.7 40.75 3.00 8.30 501 495 488 44 “ M “ M 150.6 44.24 3.03 8.28 545 538 530 44 44 13. “ H 162.5 47.73 3.06 8.25 588 581 572 4 4 “ % “ Vs 174.3 51.18 3.09 8.23 630 623 614 44 “ if 185.8 54.63 3.12 8.21 673 665 656 44 “ 1 “ 1 197.2 58.00 3.15 8.19 715 707 697 CAMBBIA STEEL. 223 SAFE LOADS IN THOUSANDS OP POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR LEAST RADIUS OF GYRA- TION, AXIS 1-1. Based on Gordon’s Formula, P = Safety factor 4. 50 000 1 +, (12 L) 2 36 000 r2 Length in Feet. 12 14 16 18 20 22 24 26 28 30 82 34 36 38 40 279 274 267 260 253 246 238 230 222 214 206 198 191 183 176 318 312 305 297 289 280 271 263 254 245 236 227 218 210 201 357 350 342 333 324 315 305 295 286 276 266 256 246 237 228 395 387 379 369 359 349 339 328 317 306 295 284 274 263 253 433 424 415 405 395 384 372 360 349 337 325 313 302 290 279 470 462 452 441 430 418 406 393 380 368 355 342 330 318 306 508 498 488 477 465 452 439 425 412 398 385 371 358 345 332 545 535 524 512 499 486 472 458 443 429 415 400 386 372 358 581 571 559 547 534 520 505 490 475 460 444 429 414 399 385 618 607 595 582 568 553 538 522 506 490 474 458 442 427 412 289 283 276 269 261 253 245 236 228 220 211 203 195 187 180 329 322 315 307 298 289 280 270 261 251 242 232 223 214 206 369 362 353 344 335 325 314 304 293 283 272 262 252 242 233 409 400 391 381 371 360 349 337 326 314 303 291 280 269 259 448 439 429 419 407 396 383 371 359 346 334 321 309 297 286 487 478 467 456 444 431 418 405 391 378 364 351 338 325 313 526 516 505 493 480 466 452 438 424 409 395 381 367 353 340 564 554 542 529 516 501 487 472 456 441 426 411 396 381 367 603 591 579 566 551 536 521 505 489 473 457 441 425 409 394 640 629 616 602 587 571 555 538 521 504 487 471 454 437 421 299 292 285 277 269 260 252 243 234 255 216 208 199 191 340 333 325 316 307 297 287 277 267 257 248 238 228 219 382 374 365 355 345 334 323 312 301 290 279 268 258 247 423 414 404 393 382 371 359 347 335 322 310 298 287 275 463 454 443 432 420 407 395 382 368 355 342 329 316 304 504 494 483 470 457 444 430 416 402 388 374 360 346 333 544 533 521 508 495 481 466 451 436 420 405 390 376 361 584 573 560 546 532 517 501 485 469 453 437 421 405 390 624 612 598 584 569 553 536 520 503 486 469 452 435 419 663 650 636 622 606 589 572 554 536 518 500 483 465 448 308 301 294 285 277 268 258 249 240 230 221 212 204 195 351 343 335 326 316 306 295 285 274 264 253 243 233 224 394 385 376 366 355 344 332 321 309 297 286 274 263 253 436 427 417 405 394 381 369 356 343 330 318 305 293 281 479 468 457 445 432 419 406 392 378 364 350 337 323 310 521 510 498 485 471 457 442 427 412 397 383 368 354 340 562 551 538 524 510 495 479 463 447 431 415 400 384 369 603 591 578 563 548 532 515 499 482 465 448 431 415 399 644 632 618 602 586 569 552 534 516 498 480 463 445 428 685 672 657 641 624 607 588 570 551 532 513 494 476 458 224 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OP GYRATION, AXIS 2-2. Based on Gordon’s Formula, P = Safety factor 4. 50 000 1 +, (12 L )2 36 000 r2 Size of Angles Size of Plates. Weight of 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. 4 6 8 3 x23^^x 4 4 14 6x 23.1 6.74 1.24 2.41 83 82 81 < t 44 1 ^ 28.8 8.36 1.27 2.39 103 102 100 i i it Vh 44 Vs 34.1 9.93 1.30 2.37 123 121 119 < < 4 4 iV 4 4 39.3 11.51 1.33 2.35 142 140 137 1 c <1 H ({ 44.2 13.00 1.36 2.33 161 158 155 << <( (( 49.5 14.50 1.39 2.31 179 176 173 i < it Vs 4 4 54.4 15.95 1.43 2.29 197 194 190 3Hx2V^x H 7x k 25.6 7.51 1.46 2.88 93 92 91 << 44 4 4 31.8 9.31 1.49 2.86 115 114 113 (< it H 4 4 Vs 37.7 11.07 1.52 2.84 137 136 134 1 < it 4 4 IT 43.6 12.78 1.55 2.82 159 157 155 < < 4 4 It 49.5 14.50 1.58 2.80 180 178 176 1 ( 4 4 A it 55.0 16.18 1.61 2.78 200 198 196 it 44 Vs 4 4 Vs 60.9 17.82 1.65 2.76 221 219 216 it 4 4 4 4 H 66.4 19.41 1.68 2.74 241 238 235 it 4 4 H 4 4 H 71.5 21.01 1.71 2.72 260 257 254 4 X 3 X A 8 X A 37.3 10.86 1.67 3.25 134 133 44 4 4 Vs 4 4 Vs 44.2 12.92 1.70 3.23 160 158 44 4 4 1 ^ 4 4 iT 51.1 14.98 1.73 3.21 185 183 4 4 44 44 58.0 17.00 1.76 3.18 210 207 4 4 4 4 44 64.9 18.98 1.79 3.16 234 231 4 4 4 4 4 4 71.4 20.92 1.82 3.14 258 255 44 4 4 H 4 4 77.9 22.86 1.85 3.12 282 278 4 4 4 4 44 84.4 24.76 1.89 3.10 305 301 4 4 4 4 44 90.5 26.62 1.92 3.08 328 324 4 4 4 4 Vs 4 4 Vs 97.0 28.44 1.95 3.06 350 346 5 x33^x I'e 10 X ire 45.4 13.37 2.08 4.10 166 165 4 4 <( 4 4 54.4 15.95 2.10 4.08 198 196 44 (( 4 4 ire 62.9 18.50 2.13 4.06 229 228 44 <( 44 71.4 21.00 2.16 4.04 260 258 4 4 ( ( 44 79.9 23.51 2.19 4.02 291 289 44 ( ( 44 88.5 25.93 2.22 4.00 321 319 44 <( 4 4 96.6 28.36 2.25 3.98 351 349 4 4 << 4 4 104.7 30.74 2.29 3.96 381 378 4 4 ( ( il 44 H 112.8 33.13 2.32 3.93 410 407 44 <( Vs 4 4 Vs 120.6 35.43 2.35 3.91 439 436 44 <( 44 15 . 16 128.7 37.74 2.38 3.89 467 464 6 x33^x 12 X 62.1 18.18 2.56 5.01 225 44 44 A 4 4 ire 71.9 21.13 2.59 4.99 261 44 44 4 4 81.6 24.00 2.62 4.97 297 44 44 A 4 4 9 16 91.4 26.87 2.65 4.95 332 4 4 4 4 4 4 101.1 29.70 2.68 4.93 367 4 4 44 H 110.5 32.49 2.71 4.91 402 44 4 4 4 4 H 120.2 35.24 2.74 4.88 436 44 4 4 4 4 129.2 37.99 2.77 4.86 470 44 44 44 Vs 138.5 40.70 2.80 4.84 503 44 44 ii 44 15 . 1 6 147.5 43,37 2.83 4.82 536 44 44 1 44 1 156.4 46.00 2.86 4.80 569 CAMBRIA STEEL. 225 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, AXIS 2-2. Based on Gordon’s Formula, P= Safety factor 4. 50 000 1 +; (12 L)2 36 000 r2 1 'j 1 . r h 1 Length in Feet. 10 12 14 16 18 20 22 24 26 28 30 82 34 36 38 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 87 151 147 142 137 131 126 120 114 108 103 98 169 163 158 152 146 139 133 127 120 114 108 185 180 173 167 160 153 146 138 132 125 118 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 71 132 129 126 123 119 115 112 108 104 100 96 92 88 84 152 149 146 142 137 133 129 124 119 115 110 106 101 97 172 169 165 160 156 151 145 140 135 129 124 119 114 109 192 188 183 178 173 167 162 156 150 144 138 132 126 121 212 207 202 196 190 184 178 171 164 158 151 145 139 132 230 225 220 214 207 200 193 186 178 171 164 157 150 144 249 244 237 231 223 216 208 200 192 184 177 169 161 154 131 129 126 124 121 118 115 111 108 105 101 98 94 91 88 85 156 153 150 147 144 140 136 132 128 124 120 116 112 108 104 100 180 177 174 170 166 162 158 153 148 143 139 134 129 124 120 115 204 201 197 193 188 184 178 173 168 162 157 151 146 141 135 130 228 224 220 215 210 205 199 193 187 181 175 168 162 156 150 145 252 247 243 237 231 225 219 212 206 199 192 185 178 172 165 159 274 270 264 259 252 245 238 231 224 216 209 201 194 187 179 173 297 292 286 280 273 265 258 250 242 233 225 217 209 201 193 186 319 314 307 300 293 285 276 268 259 250 241 232 224 215 207 199 341 335 328 321 312 304 295 285 276 266 257 248 238 229 220 211 163 161 160 157 155 153 150 147 144 141 138 134 131 128 124 121 195 193 190 188 185 182 179 175 171 168 164 160 156 152 148 144 226 223 221 218 214 211 207 203 199 194 190 185 181 176 171 166 256 254 250 247 243 239 235 230 225 220 215 210 205 199 194 189 287 284 280 276 272 267 262 257 251 246 240 234 228 222 216 210 316 313 309 305 300 295 289 283 277 271 265 258 251 245 238 232 346 342 338 333 328 322 316 309 303 296 289 282 274 267 260 252 375 371 366 361 355 349 342 335 328 320 312 305 297 289 281 273 403 399 394 388 382 375 368 360 352 344 336 327 319 310 301 293 432 427 421 415 408 401 393 385 377 368 359 350 340 331 322 313 460 454 449 442 435 427 418 410 400 391 381 371 362 352 342 332 224 ^22 221 218 216 214 211 208 205 202 199 196 192 189 185 181 260 258 256 253 251 248 245 242 238 234 231 227 223 218 214 210 295 293 291 288 285 282 278 274 270 266 262 257 253 248 243 238 330 328 325 322 319 315 311 307 302 298 293 288 282 277 272 266 365 363 360 356 352 348 344 339 334 329 323 318 312 306 300 294 399 397 393 389 385 381 376 371 365 359 353 347 341 334 327 321 433 430 427 422 418 413 408 402 396 389 383 376 369 362 355 347 467 463 460 455 450 445 439 433 426 419 412 405 397 389 382 374 500 496 492 487 482 476 470 463 456 449 441 433 425 417 408 400 533 529 524 519 513 507 500 493 486 478 469 461 452 443 434 425 565 561 556 551 544 538 530 523 515 506 497 488 479 469 460 450 226 CAMBKIA STEEL. SAFE LOADS IN THOUSANDS OP POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOB RADIUS OF GYRATION, AXIS 2-2. Based on Gordon’s Formula, P = — « Safety factor 4 . "^36 000 r* Size of Angles. Size of Plates. Weight Column. Area of Column Section. Least Radius of Gyration Axis 1-1. Radius of Gyration Axis Z-Z. Length in Feet. Inches. Inches. Lbs. per ?t. Sq. Ins. Inches. Inches. 4 6 8 3 x2H <4 X M 8x Va 24.8 7.24 1.19 3.25 90 89 88 (< A 44 A 30.9 8.98 1.22 3.23 112 111 110 It II % II Vb 36.6 10.68 1.25 3.21 133 132 130 i( II A II tV 42.3 12.38 1.28 3.19 154 152 151 II II II 47.6 14.00 1.31 3.17 174 173 171 II II ■^5’ 44 ■h 53.3 15.62 1.34 3.15 194 192 190 II II % II Yb 58.6 17.20 1.37 3.13 213 212 209 x^ 8 X Va 26.4 7.76 1.44 3.31 96 95 II 14 A II A 32.9 9.62 1.47 3.28 119 117 II II »/8 44 Vb 39.0 11.44 1.50 3.26 141 140 II II iV II tV 45.1 13.22 1.53 3.24 163 161 II II II 51.2 15.00 1.56 3.22 185 183 II II II A 56.9 16.74 1.59 3.20 206 204 II II % II Yb 63.0 18.44 1.62 3.18 227 225 II II H II if 68.7 20.10 1.65 3.16 248 245 II II II Ya 74.0 21.76 1.68 3.14 268 265 4 x3 Xl^ 10 X 39.4 11.49 1.62 4.09 142 141 II II Vs II Yb 46.8 13.67 1.65 4.07 170 169 II II II tV 54.1 15.86 1.68 4.04 197 195 II II V2 II 61.4 18.00 1.71 4.02 223 222 II II A II A 68.7 20.11 1.74 4.00 249 247 II II Vs II 75.7 22.17 1.77 3.98 275 273 II II II if 82.6 24.24 1.80 3.96 300 298 II II H II Ya 89.5 26.26 1.83 3.94 325 323 II II H II if 96.0 28.25 1.86 3.92 350 347 II II Vs II Yb 103.0 30.19 1.90 3.90 374 371 6 x3^ X A 12 X 47.6 13.99 2.03 4.95 173 II II Vb II Yb 56.9 16.70 2.06 4.92 206 II II II 65.9 19.37 2.08 4.90 239 II II II 74.8 22.00 Mi 4.88' 272 II II II 9 16 83.8 24.63 'f?TT 4.86 304 II II Vs II Yb 92.7 27.18 2.17 4.84 336 II II H II if 101.3 29.73 2.20 4.82 368 II II H II Ya 109.8 32.24 2.23 4.80 399 II II H II if 118.4 34.75 2.26 4.78 429 II II Vs II Vb 126.5 37.18 2.29 4.76 460 II II if II if 135.1 39.61 2.33 4.74 490 6 x3H XH 14 X ■Yb 64.7 18.93 2.51 5.85 II II II 74.8 22.01 2.54 5.83 II II II M 85.0 25.00 2.57 5.81 II II II luf 95.2 28.00 2.59 5.79 II II Vs II Yb 105.3 30.95 2.62 5.77 II II H II if 115.1 33.87 2.65 5.74 II II H II Ya 125.3 36.74 2.68 5.72 II II H II if 134.7 39.62 2.71 5.70 II II Vs II Vb 144.5 42.45 2.74 5.68 II II if II if 153.8 45.25 2.77 5.66 II II 1 II 1 163.2 48.00 2.81 5.64 CAMBRIA STEEL. 227 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OP GYRATION, AXIS 2-2. Based on Gordon’s Formula, P = Safety factor 4. 50 000 1 +; (12 L)2 36 000 r2 Length in Feet. 10 12 14 16 18 20 22 24 26 28 30 321 \m 86 88 40 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 88 78 75 72 70 129 127 124 122 119 116 112 109 106 102 ^ 96 92 89 86 82 149 146 143 140 137 133 130 126 122 118 m 110 106 102 99 95 168 166 162 159 155 151 147 142 138 133 129 124 120 115 111 107 188 184 181 177 173 168 163 158 153 148 143 138 133 128 123 119 206 203 199 195 190 185 179 174 168 163 157 151 146 140 135 130 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 81 78 75 138 136 133 130 127 124 121 118 114 no 107 103 100 96 93 89 159 157 154 151 147 144 140 136 132 127 123 119 115 111 107 103 181 178 174 171 167 162 158 153 149 144 139 134 130 125 120 116 201 198 194 190 186 181 176 171 165 160 155 149 144 139 134 129 222 218 214 209 204 199 193 188 182 176 170 164 158 152 147 141 242 238 233 228 222 217 211 204 198 191 185 178 172 165 159 153 261 257 252 246 240 234 227 220 213 206 199 192 185 178 171 165 140 139 137 135 133 131 129 126 124 121 118 115 112 no 107 104 167 165 163 161 159 156 153 150 147 144 141 137 134 130 127 123 194 192 189 187 184 181 177 174 170 166 162 159 155 151 147 143 220 217 215 212 208 205 201 197 193 189 184 180 175 170 166 161 245 243 240 236 233 229 224 220 215 210 205 200 195 190 185 180 271 268 264 261 256 252 247 242 237 232 226 220 215 209 203 198 295 292 289 284 280 275 270 264 258 253 246 240 234 228 222 215 320 316 312 308 303 298 292 286 280 273 266 260 253 246 239 232 344 340 336 331 326 320 314 307 300 293 286 279 271 264 257 249 368 364 359 354 348 342 335 328 320 313 305 297 289 282 274 266 172 171 169 168 166 164 162 160 157 155 152 150 147 144 141 139 205 204 202 200 198 196 193 191 188 185 182 178 175 172 168 165 238 236 234 232 230 227 224 221 218 214 210 207 203 199 195 191 270 269 266 264 261 258 254 251 247 243 239 235 230 226 221 217 303 300 298 295 292 288 284 280 276 272 267 262 257 252 247 242 334 332 329 326 322 318 314 309 305 300 295 289 284 278 273 267 365 363 359 356 352 348 343 338 333 327 322 316 310 304 298 291 396 393 390 386 382 377 372 366 361 355 349 342 336 329 322 315 427 423 420 415 411 406 400 394 388 382 375 368 361 354 346 339 457 453 449 445 440 434 428 422 415 408 401 394 386 378 370 362 486 483 478 474 468 462 456 449 442 434 427 419 410 402 394 385 234 233 231 230 228 226 224 222 219 217 214 211 209 206 203 199 272 270 269 267 265 263 260 257 255 252 249 245 242 239 235 231 309 307 305 303 301 298 296 293 289 286 282 279 275 271 267 263 346 344 342 340 337 334 331 327 324 320 316 312 307 303 298 294 382 380 378 375 372 369 365 362 358 353 349 344 340 335 330 324 418 416 413 411 407 404 400 396 391 387 382 377 371 366 360 355 454 451 449 445 442 438 434 429 424 419 414 408 403 397 391 384 489 487 483 480 476 472 467 462 457 452 446 440 433 427 420 414 524 521 518 514 510 505 500 495 490 484 477 471 464 457 450 443 559 556 552 548 544 539 533 528 521 515 508 501 494 487 479 471 593 589 586 581 677 571 566 559 553 546 539 1 533 524 516 508 500 228 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, AXIS 2-2. « ^ ^ j « 50 000 Based on Gordon’s Formula, P = , . l+JMirlL Safety factor 4. 36 000 r2 Size of Angles. Size of Plates. 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. Sq. Ins. Inches Inches. 6 8 10 3 x23^ i i xM 10 X K 26.5 7.74 1.16 4.07 96 95 95 <( “ 33.0 9.61 1.18 4.05 119 118 117 1 ii Vs 44 3/8 39.2 11.43 1.21 4.03 142 141 140 H 44 44 iV 45.3 13.26 1.24 4.01 164 163 161 it i i ii 51.0 15.00 1.27 3.99 186 185 183 <( i i A “ ire 57.1 16.75 1.30 3.96 207 206 204 it 44 “ /8 62.9 18.45 1.33 3.94 228 227 225 <( x2y2 xK 10 X 28.1 8.26 1.39 4.13 102 102 101 i i “ 35.0 10.25 1.42 4.11 127 126 125 < i i ti 3/ 41.6 12.19 1.45 4.09 151 150 149 1 i i IT ** IT 48.1 14.10 1.48 4.07 175 174 172 < 1 i i i i 54.6 16.00 1.51 4.05 198 197 195 < 4 4 4 4 1^ 60.7 17.87 1.54 4.03 221 220 218 << it 44 67.3 19.69 1.57 4.01 244 242 240 < < 4 4 44 ii 73.4 21.48 1.60 3.99 266 264 262 < i 44 “ 3/ 79.1 23.26 1.63 3.97 288 286 283 4 X 3 x^ 12 X :ire 41.6 12.11 1.58 4.91 150 149 (( 44 Vs “ 49.3 14.42 1.61 4.89 179 178 it 44 ire “ ire 57.1 16.73 1.64 4.87 207 206 t i 44 H 44 64.8 19,00 1.66 4.85 235 234 ti 44 A 72.6 21.23 1.69- 4.83 262 261 ti 44 4 4 79.9 23.42 1.72 4.81 290 288 f < 4 4 ii it ii 87.3 25.61 1.75 4.79 317 315 4 4 4 4 it H 94.6 27.76 1.78 4.77 343 341 44 4 4 44 if 101.6 29.87 1.81 4.74 369 367 4 4 4 4 K 4 4 Vs 108.9 31.94 1.84 4.72 395 392 5 x3H 44 Xl^ 14 X 49.7 14.62 1.98 5.77 180 1 < “ 59.5 17.45 2.01 5.75 215 44 TT 44 IT 68.8 20.25 2.04 5.73 250 < i 44 3^ 44 K 78.2 23.00 2.07 5.71 284 i i 4 4 IT 44 tT 87.6 25.76 2.09 5.69 318 <1 44 It 96.9 28.43 2.12 5.67 351 i l 4 4 H ti ii 105.9 31.11 2.15 5.64 384 i i 44 M it H 114.9 33.74 2.18 5.62 417 ii 44 if it if 123.9 36.38 2.21 5.60 449 1 1 44 if ti Vs 132.5 38.93 2.24 5.58 481 it 44 44 if 141.4 41.49 2.27 5.56 512 6 x3H 16x :3^ 67.2 19.68 2.46 6.68 i l 44 16 ire 77.8 22.88 2.49 6.66 t i 44 44 88.4 26.00 2.52 6.64 109.6 32.20 2.57 6.59 ii 4 4 ii iii 119.8 35.24 2.60 6.57 t i 44 3/ /4 130.4 38.24 2.63 6.55 ii 13 16 44 . 16 140.2 41.24 2.66 6.53 4 4 . Vs it 3^ 150.4 44.20 2.69 6.51 ii 15. 16 it 15 TT 160,2 47.12 2.72 6.48 it 44 1 44 1 i7o:o 50.00 2.75 6;46 CAMBRIA STEEL. 229 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION AXIS 2-2. Based on Gordon’s Formula, P Safety factor 4. 50 000 1 + (12 L)2 36 000 r2 Length in Feet. 12 14 16 18 20 22 24 26 28 30 82 34 36 38 40 94 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 86 138 136 135 132 130 128 125 123 120 117 114 111 108 105 103 160 158 156 153 150 148 145 142 138 135 132 128 125 122 118 181 179 176 173 170 167 164 160 157 153 149 145 141 138 134 202 199 196 193 190 186 183 179 174 170 166 162 157 153 149 222 219 216 213 209 205 201 196 192 187 182 178 173 168 163 100 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 no 170 168 166 164 161 158 155 152 148 145 141 138 134 131 127 193 191 188 185 182 179 175 172 168 164 160 156 152 148 144 216 213 210 207 203 199 195 191 187 183 178 174 169 165 160 238 235 231 228 224 220 215 211 206 201 196 191 186 181 176 259 256 252 248 244 239 235 230 224 219 214 208 203 197 191 280 277 273 268 264 259 253 248 242 236 231 225 219 213 207 148 147 145 144 142 140 138 136 134 132 129 127 125 122 120 176 175 173 171 169 167 165 162 160 157 154 151 148 145 142 204 202 200 198 196 193 191 188 185 182 178 175 172 168 165 232 230 228 225 222 219 216 213 210 206 202 198 195 191 187 259 257 254 251 248 245 242 238 234 230 226 221 217 213 208 286 283 281 277 274 270 266 262 258 254 249 244 239 234 229 312 310 306 303 299 295 291 286 282 277 272 266 261 256 250 338 335 332 328 324 320 315 310 305 299 294 288 282 277 271 364 361 357 353 348 344 339 333 328 322 316 310 303 297 291 389 386 382 277 373 367 362 356 350 344 337 331 324 317 310 180 178 177 176 174 173 171 169 167 165 163 160 158 156 153 214 213 211 210 208 206 204 202 199 197 194 191 188 186 183 249 247 245 243 241 239 236 234 231 228 225 222 218 215 212 283 281 279 277 274 271 269 265 262 259 255 252 248 244 240 316 314 312 309 307 304 300 297 293 290 286 281 277 273 269 349 347 345 342 339 335 332 328 324 320 315 311 306 301 296 382 380 377 374 370 367 363 358 354 349 345 340 334 329 324 414 412 409 405 402 398 393 389 384 379 373 368 362 357 351 446 443 440 436 432 428 423 418 413 408 402 396 390 384 378 478 475 471 467 463 458 453 448 442 436 430 424 417 411 404 509 506 502 498 493 488 483 477 471 465 458 451 444 437 430 243 242 241 239 238 236 234 232 230 228 225 223 221 218 215 282 281 279 278 276 274 272 269 267 264 262 259 256 253 250 321 319 318 316 314 311 309 306 303 300 297 294 291 287 284 359 357 356 353 351 348 346 343 340 336 333 329 325 321 317 397 395 393 391 388 385 382 379 375 372 368 364 359 355 351 435 433 430 428 425 421 418 414 411 406 402 398 393 388 384 472 470 467 464 461 457 454 450 446 441 436 432 427 421 416 509 506 503 500 497 493 489 485 480 475 470 465 459 454 448 545 542 539 536 532 528 524 519 514 509 504 498 492 486 480 581 578 575 571 567 563 558 553 548 542 537 531 524 518 511 617 613 610 606 602 597 592 587 581 575 569 563 556 549 542 280 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OP POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, “ ^ AXIS 2-2. « ^ j , -B in 50 000 l- Based on Gordon’s Formula, P = Safety factor 4. 1 +; (12 L)2 36 000 r2 Size of ingles. Size of Plates. Weight Column. Area of Column Section. Least Radius of Gyration Axis 1-1. Radius of Gyration Axis 2-2. Length in Feet. Inches. Inches. Lbaperlt Sq. Ins. Inches. Inches. 6 8 10 8 x2J^ 44 12 Xj^ 28.2 8.24 1.12 4.87 103 102 101 << ** 35.2 10.23 1.15 4.85 127 126 126 it 44 44 Vb 41.7 12.18 1.17 4.83 151 151 150 tt 44 A ii T(Z 48.3 14.13 1.20 4.81 175 174 173 It 44 ** 54.4 16.00 1.23 4.78 199 198 197 (( 44 A 44 A 61.0 17.87 1.26 4.76 222 221 219 44 44 5f 67.1 19.70 1.28 4.74 245 243 242 8^x2H 12 x^ 29.8 8.76 1.35 4.94 108 108 44 37.2 10.87 1.38 4.92 134 134 44 % 44 44.1 12.94 1.41 4.90 160 159 44 it 51.1 14.97 1.43 4.88 185 184 44 3^ 58.0 17.00 1.46 4.85 210 209 A ii 64.6 18.99 1.49 4.83 235 233 (< 44 ii 5^ 71.5 20.94 1.52 4.81 259 257 <( 44 H ii H 78.1 22.85 1.55 4.79 283 281 44 ii 5< 84.2 24.76 1.58 4.77 306 304 4 X 8 xifir 14 Xl^ 43.7 12.74 1.54 5.72 158 157 < i 44 % 4 4 5^ 51.9 15.17 1.57 5.70 188 188 44 44 4 4 tV 60.0 17.61 1.60 5.68 218 217 44 44 y2 “ 34 68.2 20.00 1.62 5.66 248 247 44 44 ■h 44 76.4 22.36 1.65 5.63 277 276 4 4 4 4 % 44 54 84.1 24.67 1.68 5.61 306 305 44 H 44 if 91.9 26.99 1.71 5.59 335 333 4 4 4 4 % 44 54 99.7 29.26 1.74 5.57 363 361 44 44 if 44 H 107.1 31.50 1.77 5.55 390 389 44 44 Vs 44 % 114.9 33.69 1.80 5.53 418 416 5 x8^ X^ 16 X^ 51.8 15.24 1.94 6.59 189 44 44 Yb 44 62.0 18.20 1.97 6.57 225 44 44 ire 71.8 21.12 2.00 6.54 261 44 44 34 44 54 81.6 24.00 2.02 6.52 297 - 4 4 44 ** 91.4 26.88 2.05 6.50 333 44 44 54 ** 54 101.2 29.68 2.08 6.48 368 44 44 if ** if 110.6 32.48 2.11 6.46 402 44 44 44 54 120.0 35.24 2.14 6.44 436 44 44 if 44 if 129.4 38.00 2.17 6.41 470 44 44 44 34 138.4 40.68 2.19 6.39 504 44 44 if 44 if 147.8 43.36 2.22 6.37 537 6 x8H x54 18 x54 69.8 20.43 2.42 7.49 (i 44 44 80.8 23.76 2.44 7.47 44 34 44 54 91.8 27.00 2.47 7.45 4 ( 44 44 -h 102.8 30.25 2.50 7.42 <( 44 54 44 54 113.9 33.45 2.52 7.40 (( 44 if 44 if 124.5 36.62 2.55 7.38 <( 44 54 44 54 135.5 39.74 2.58 7.36 << 44 if 44 if 145.7 42.87 2.61 7.34 <4 44 % % 156.4 45.95 2.64 7.32 44 44 if ** if 166.6 49.00 2.67 7.29 44 <( 1 44 1 176.8 52.00 2.70 7.27 CAMBKIA STEEL. 281 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, AXIS 2-2. Based on Gordon’s Formula, P = ^ . (12 L )2 Safety factor 4. ^36 000 Length in Feet. 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 101 100 99 98 97 95 94 93 91 90 88 86 85 83 81 125 124 123 121 120 118 116 115 113 111 109 107 105 103 101 149 147 146 144 143 141 139 137 134 132 130 127 125 122 120 172 171 169 167 165 163 160 158 155 153 150 147 144 141 138 195 193 191 189 187 184 182 179 176 173 170 166 163 160 156 218 216 214 211 209 206 203 199 196 193 189 185 182 178 174 240 238 235 233 230 227 223 220 216 212 208 204 200 196 192 107 106 105 104 103 101 100 98 97 95 94 92 90 88 87 133 131 130 129 127 126 124 122 120 118 116 114 112 110 107 158 157 155 153 152 150 148 145 143 141 138 136 133 130 128 183 181 180 178 175 173 171 168 165 163 160 157 154 151 148 207 206 204 201 199 196 194 191 188 184 181 178 174 171 167 232 230 227 225 222 219 216 213 209 206 202 198 194 190 186 255 253 251 248 245 242 238 234 231 227 222 218 214 210 205 279 276 274 270 267 264 260 256 251 247 242 238 233 228 223 302 299 296 293 289 285 281 277 272 267 262 257 252 247 241 156 156 154 153 152 150 149 147 145 143 142 140 137 135 133 187 185 184 183 181 179 177 175 173 171 169 166 164 161 159 216 215 213 212 210 208 205 203 201 198 195 193 190 187 184 246 244 242 240 238 236 233 231 228 225 222 218 215 212 208 275 273 271 269 266 263 261 258 254 251 248 244 240 236 233 303 301 299 296 294 291 288 284 281 277 273 269 265 261 257 331 329 327 324 321 318 314 311 307 303 298 294 289 285 280 359 357 354 351 348 344 340 336 332 328 323 318 313 308 303 386 384 381 378 374 370 366 362 357 352 347 342 337 331 326 413 411 407 404 400 396 392 387 382 377 371 366 360 354 348 188 187 186 185 184 182 181 179 178 176 174 172 170 168 166 224 223 222 221 219 218 216 214 212 210 208 205 203 201 198 260 259 258 256 254 252 250 248 246 243 241 238 235 233 230 296 295 293 291 289 287 285 282 279 277 274 271 267 264 261 331 330 328 326 324 321 318 316 313 309 306 303 299 295 292 366 364 362 360 357 355 352 349 345 342 338 334 330 326 322 400 399 396 394 391 388 385 381 378 374 370 365 361 357 352 435 432 430 427 424 421 417 414 410 405 401 396 392 387 382 468 466 463 460 457 453 450 445 441 437 432 427 422 416 411 502 499 496 493 489 486 481 477 472 467 462 457 451 446 440 534 532 529 525 521 517 513 508 503 498 492 487 481 475 468 253 252 251 250 248 247 245 244 242 240 238 236 234 232 229 294 293 291 290 288 287 285 283 281 279 276 274 272 269 266 334 333 331 330 328 326 324 322 319 317 314 312 309 306 303 374 373 371 369 367 365 363 360 358 355 352 349 346 342 339 414 412 410 408 406 404 401 398 395 392 389 385 382 378 374 453 451 449 447 445 442 439 436 433 429 426 422 418 414 410 492 490 488 485 483 480 477 473 470 466 462 458 453 449 444 530 528 526 523 520 517 514 510 506 502 498 493 489 484 479 568 566 563 561 558 554 551 547 542 538 533 529 524 518 513 606 603 601 598 595 591 587 583 578 574 569 563 558 552 547 643 641 638 634 631 627 623 618 614 609 603 598 592 586 580 282 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, AXIS 2-2. Based on Gordon’s Formula, P Safety factor 4. 50 000 1 + (12 L)2 36 000 r2 -1 Size of Angles. Size of Plates. ¥ei|^ht Column. Area of Column Section. Least Radius of Gyration Axis 1-1. Radius of Gyration Axis 2-2. Length in Feet. Inches. Inches. Lbs.per Ft. Sq. Ins. Inches. Inches. 10 12 7x3HxA 14x,^ “ 80.8 23.73 3.05 5.92 293 292 <1 4< 91.8 27.00 3.08 5.90 334 332 <( (( tV “ ^ 103.2 30.24 3.11 5.87 374 372 ii ii Vh “ ys 113.7 33.43 3.13 5.85 413 411 ii << H “ H 124.7 36.63 3.17 5.83 452 450 14 44 ^4 “ y 135.3 39.74 3.20 5.81 491 489 4 4 4 4 H “ il 145.9 42.86 3.23 5.79 529 527 4 4 4 4 Vs “ Vs 156.5 45.93 3.26 5.76 567 564 4 4 4 4 “ H 166.6 49.01 3.29 5.74 605 602 4 4 44 1 “ 1 176.8 52.00 3.32 5.72 642 639 7x3Hx 4 4 4 4 ire 16X3^ 83.8 24.60 3.00 6.75 304 “ M 95.2 28.00 3.02 6.73 346 4 4 4 4 ire “ iV 107.0 31.36 3.06 6.71 387 4 4 4 4 ys “ ys 118.0 34.68 3.08 6.69 428 4 4 4 4 H “ H 129.4 38.00 3.11 6.67 469 4 4 4 4 y “ y 140.4 41.24 3.14 6.64 509 4 4 4 4 H “ H 151.4 44.48 3.17 6.62 549 4 4 4 4 Vs “ Vs 162.4 47.68 3.20 6.60 588 4 4 4 4 H “ H 173.0 50.88 3.23 6.58 627 If 44 1 “ 1 183.6 54.00 3.26 6.56 666 7x3Hx* 18X3^ “ 86.8 25.48 2.94 7.58 315 4 4 4 4 3^ 98.6 29.00 2.97 7.55 359 4 4 4 4 * 110.8 32.49 3.00 7.53 402 4 4 4 4 ys “ ys 122.3 35.93 3.02 7.51 445 4 4 4 4 H “ ii 134.1 39.38 3.06 7.49 487 4 4 4 4 H “ y 145.5 42.74 3.08 7.47 529 4 4 4 4 il “ if 156.9 46.11 3.11 7.44 570 4 4 4 4 Vs “ Vs 168.4 49.43 3.14 7.42 612 4 4 4 4 H “ if 179.4 52.76 3.17 7.40 652 4 4 4 4 1 “ 1 190.4 56.00 3.20 7.38 693 7x3Kx 1^ 20x3^ 89.8 26.35 2.89 8.39 it it “ 3^ 102.0 30.00 2.92 8.37 it it “ A 114.7 33.61 2.95 8.34 it a “ 126.5 37.18 2.97 8.32 Ii it ii “ if 138.7 40.75 3.00 8.30 a it “ y 150.6 44.24 3.03 8.28 it it ii “ if 162.5 47.73 3.06 8.25 it it 14 “ Vs 174.3 51.18 3.09 8.23 II II H “ ii 185.8 54.63 3.12 8.21 II II 1 “ 1 197.2 58.00 3.15 8.19 CAMBRIA STEEL. 283 SAFE LOADS IN THOUSANDS OF POUNDS FOR PLATE AND ANGLE COLUMNS. SQUARE ENDS. CALCULATED FOR RADIUS OF GYRATION, AXIS 2-2. Based on Gordon’s Formula, P Safety factor 4. 50 000 1 +, (12 L)2 36 000 r2 Length in Feet. 14 16 18 20 22 24 26 28 30 82 34 36 88 40 290 288 286 284 281 278 275 272 269 266 262 258 255 251 330 328 325 323 320 317 313 310 306 302 298 294 289 285 370 367 364 361 358 354 351 347 342 338 333 329 324 319 409 406 403 399 396 392 387 383 378 373 368 363 358 352 447 444 441 437 433 429 424 419 414 408 403 397 391 385 486 482 478 474 470 465 460 455 449 443 437 431 424 418 523 520 516 511 506 501 496 490 484 477 471 464 457 450 561 557 553 548 543 537 531 525 518 511 504 497 489 482 598 594 589 584 578 572 566 559 552 545 537 529 521 513 635 630 625 620 614 607 600 593 586 578 570 561 553 544 302 301 299 297 295 293 290 288 285 282 279 276 273 270 344 342 340 338 336 333 330 327 324 321 318 314 310 307 385 383 381 379 376 373 370 366 363 359 355 352 347 343 426 424 421 419 416 412 409 405 401 397 393 389 384 379 467 464 461 458 455 451 448 443 439 435 430 425 420 415 507 504 501 498 494 490 486 481 477 472 467 461 456 450 546 543 540 536 532 528 524 519 514 509 503 497 491 485 586 582 579 575 571 566 561 556 551 545 539 533 526 520 624 621 617 613 609 604 598 593 587 581 574 568 561 554 663 659 655 651 646 641 635 629 623 616 609 602 595 588 314 313 312 310 308 306 304 302 300 297 295 292 290 287 358 356 354 353 351 348 346 344 341 338 335 332 329 326 401 399 397 395 393 390 388 385 382 379 376 372 369 365 443 441 439 437 434 432 429 426 422 419 415 411 408 403 485 483 481 478 476 473 469 466 462 459 455 450 446 442 527 525 522 519 516 513 510 506 502 498 493 489 484 479 568 566 563 560 557 553 550 546 541 537 532 527 522 517 609 607 604 601 597 593 589 585 580 575 570 565 559 554 650 647 644 641 637 633 628 624 619 613 608 602 596 590 690 687 684 680 676 672 667 662 657 651 645 639 633 626 326 325 324 322 321 319 317 315 313 311 309 307 305 302 371 370 368 367 365 363 361 359 357 354 352 349 346 344 415 414 412 411 409 407 404 402 399 397 394 391 388 385 460 458 456 454 452 450 447 445 442 439 436 432 429 426 503 502 500 498 495 493 490 487 484 481 477 473 470 466 547 545 543 541 538 535 532 529 526 522 518 514 510 506 590 588 585 583 580 577 574 570 567 563 559 554 550 545 633 630 628 625 622 619 615 612 608 603 599 594 590 585 675 672 670 667 664 660 656 652 648 644 639 634 629 623 717 714 711 708 705 701 697 693 688 683 678 673 667 662 234 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR LATTICED CHANNEL COLUMNS. SQUARE ENDS. Based on Gordon's Formula P = 50 000 1 +; (12 L )2 36 000 r2 Safety factor 4. Depth of 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 8.0 4.76 2.34 59 58 57 55 54 52 << 10.5 6.18 2.21 76 75 73 71 69 67 it 13.0 7.64 2.13 94 93 90 88 85 81 ii 15.5 9.12 2.06 112 no 107 104 100 96 7 9.75 5.70 2.72 71 70 69 68 66 65 i i 12.25 7.20 2.59 89 88 87 85 83 81 it 14.75 8.68 2.50 107 106 104 102 99 96 ii 17.25 10.14 2.44 125 124 121 119 116 112 i i 19.75 11.62 2.39 144 142 139 136 132 128 8 11.25 6.70 3.11 83 83 82 80 79 77 “ 13.75 8.08 2.99 100 99 98 97 95 93 1 i 16.25 9.56 2.89 119 117 116 114 112 109 it 18.75 11.02 2.82 137 135 134 131 128 125 ** 21.25 12.50 2.77 155 153 151 149 145 142 9 13.25 7.78 3.45 96 95 94 93 91 ii 15.00 8.82 3.37 109 108 107 105 103 i i 20.00 11.76 3.20 145 143 142 139 137 25.00 14.70 3.08 181 179 177 173 170 10 15.0 8.92 3.84 no no 109 107 106 “ 20.0 11.76 3.66 146 144 143 141 139 25.0 14.70 3.52 182 180 178 176 173 <( 30.0 17.64 3.41 218 216 213 210 207 ii 35.0 20.58 3.31 254 251 248 245 240 12 20.5 12.06 4.61 149 148 147 146 < ( 25.0 14.70 4.43 181 180 179 177 ( ( 30.0 17.64 4.28 217 216 214 211 (( 35.0 20.58 4.17 254 251 249 246 it 40.0 23.52 4.09 289 287 284 281 15 33.0 19.80 5.59 246 244 243 241 ( t 35.0 20.58 5.56 255 254 252 251 40.0 23.52 5.44 291 290 288 286 “ 45.0 26.48 5.32 328 326 324 322 it 50.0 29.42 5.23 364 363 360 357 it 55.0 32.36 5.16 400 399 396 393 For detail dimensions see page 196. CAMBRIA STEEL. 235 SAFE LOADS IN THOUSANDS OF POUNDS FOR LATTICED CHANNEL COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = ♦ Safety factor 4. ^36 000 r2 Length in Feet. Weight of each GhanneL Depth of Channels. 16 18 20 22 24 26 28 30 Lbs. per Foot. Inches. 50 48 46 44 42 8.0 6 64 61 58 55 52 10.5 n 78 74 71 67 63 13.0 II 92 88 83 78 74 15.5 II 63 61 58 56 54 52 9.75 7 78 76 73 70 67 64 12.25 93 90 86 83 79 76 14.75 a 108 104 100 96 92 87 17.25 a 123 119 113 108 104 98 19.75 it 76 74 72 70 68 65 63 61 11.25 8 90 88 86 83 80 78 75 72 13.75 “ 107 104 100 97 94 90 87 83 16.25 II 122 118 115 111 107 103 99 95 18.75 ** 138 134 129 124 120 115 111 106 21.25 90 88 86 84 82 80 77 75 13.25 9 101 99 97 94 92 90 87 84 15.00 it 134 131 127 124 120 116 113 109 20.00 it 166 162 157 153 149 143 139 134 25.00 it 104 102 101 99 97 95 93 90 15.0 10 136 134 131 128 125 122 119 116 20.0 II 170 166 163 159 155 151 148 143 25.0 ** 203 198 194 189 185 179 174 168 30.0 II 236 230 225 219 213 207 201 194 35.0 ** 144 142 140 138 136 134 131 129 20.5 12 175 172 17C 167 165 161 159 155 25.0 II 209 206 203 200 198 192 187 184 30.0 II 243 240 236 231 227 223 218 213 35.0 II 277 273 268 263 258 253 248 243 40.0 II 240 238 235 233 230 228 225 222 33.0 15 249 247 245 242 240 236 234 230 35.0 It 284 282 279 276 273 269 266 262 40.0 ** 319 316 313 310 306 302 298 294 45.0 II 354 352 348 344 339 334 329 325 50.0 ** 390 386 381 377 372 368 362 357 55.0 II For detail dimensions see page 196. 286 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR LATTICED CHANNEL COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P 50 000 1 +, (12 L)2 36 000 r2 Safety factor 4. Depth of Channels. Weight of each Channel. Area of Column Section. Least Radius of Gyration. Length in Feet. Inches. Lbs. per Foot. Sq. Ins. Inches. 82 84 86 88 40 9 13.25 7.78 3.45 73 71 <( 15.00 8.82 3.37 81 79 << 20.00 11.76 3.20 106 101 tt 25.00 14.70 3.08 129 124 10 15.0 8.92 3.84 87 85 83 <1 20.0 11.76 3.66 113 109 106 it 25.0 14.70 3.52 138 134 130 tt 30.0 17.64 3.41 163 158 153 <« 35.0 20.58 3.31 188 183 176 12 20.5 12.06 4.61 127 124 121 119 116 (( 25.0 14.70 4.43 152 149 146 142 139 ti 30.0 17.64 4.28 180 176 172 167 164 << 35.0 20.58 4.17 208 203 199 193 188 40.0 23.52 4.09 236 231 224 218 212 15 33.0 19.80 5.59 219 215 213 209 206 it 35.0 20.58 5.56 228 224 220 217 213 tt 40.0 23.52 5.44 258 254 250 246 241 45.0 26.48 5.32 289 284 279 275 270 tt 50.0 29.42 5.23 320 315 309 303 299 tt 55.0 32.36 5.16 351 344 338 332 325 For detail dimensions see page 196. SIZE OF LATTICE BARS TO BE USED WITH LATTICED CHANNEL COLUMNS. Depth of Channels. Dimensions of Lattice Bars. Weight of Lattice Bars Center of Hole to End of Bar. (a) Distance Center to Center of Rivets, (d) w Thickness. per Foot. Maximum. Minimum. Inches. Inches. Inch. Pounds. Inch. 6 IH 1.28 IVs O' - 11^" 6^" 7 IH 1.49 IVs r - IM" 7Vs" 8 2 2.12 VA 1'- 3" 8H" 9 2 2.12 IH 1'- 41^" 914" 10 2 Vs 2.55 lA 1'- 614" lOH" 12 2K Vs 2.87 m 1' - 1014" 13" 15 2K Vs 3.19 m 2'- 2A" 15^" CAMBRIA STEEL. 237 SAFE LOADS IN THOUSANDS OF POUNDS FOR LATTICED CHANNEL COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1 +. 4 (12 L)2 36 000 r3 Safety factor 4. Length in Feet. Weight of each Channel. Depth of Channels. 42 _48_ 50 52_ 54 Lbs. per Foot. Inches. 13.25 9 15.00 20.00 << 25.00 ti 15.0 10 20.0 < ( 25.0 tt 30.0 li 35.0 << 113 111 108 20.5 12 135 132 128 25.0 it 159 155 151 30.0 tt 183 178 173 35.0 tt 206 200 196 40.0 tt 202 199 195 192 188 184 181 33.0 15 210 206 203 199 194 191 187 35.0 238 233 228 224 220 215 211 40.0 tt 265 260 255 250 245 239 234 45.0 ** 293 287 281 275 269 264 258 50.0 tt 319 314 307 301 294 287 281 55.0 tt For detail dimensions see page 196. SIZE OF STAY PLATES TO BE USED WITH LATTICED CHANNEL COLUMNS. Minimum size of Stay Plates at Ends of Columns. Weight of Diameter oji i io ¥ 1 Minimum of Oil lo b Thickness. 1 Stay Plates. Rivets. O 1 1 — -b — 1 1 1 1 1 lo i 1 Inches. Inch. Inches. Pounds. Inch. . lo . L SH 7^ 4.38 1 \ ^ 9^ H 10 6.55 ^ 1 10^ A 9 8.37 ( (1 UH •^6 12 11.95 V 1 12 15.62 H 1 UH 15 22.73 H leH 15 25.90 H 288 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 6" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P '50 000 1 +; (12 L)2 36 000 r* 1 P* SERIES A. Safety factor 4. Weight of each Ghaunel. Thickness of Plates. Weight of Column. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs. per Foot. Inch. Lbs.perR Sq. Ins. Inches. 4 6 8 10 8 H 29.6 8.76 2.35 108 107 105 102 ** 33.0 9.76 2.35 121 119 117 114 it 36.4 10.76 2.34 133 131 129 125 39.8 11.76 2.34 145 143 141 137 <( 43.2 12.76 2.34 158 155 152 149 A 46.6 13.76 2.34 170 167 164 160 ** 50.0 14.76 2.33 182 180 176 172 10.5 H 34.6 10.18 2.27 126 124 121 118 38.0 11.18 2.27 138 136 133 130] ys 41.4 12.18 2.28 150 148 145 141 tt 44.8 13.18 2.28 163 160 157 153 i tt 48.2 14.18 2.28 175 173 169 165 tt ire 51.6 15.18 2.28 187 185 181 176 tt ys 55.0 16.18 2.28 200 197 193 188 18 H 39.6 11.64 2.20 144 141 138 135 tt A 43.0 12.64 2.21 156 154 150 146 tt ys 46.4 13.64 2.22 168 166 162 158 tt 49.8 14.64 2.23 181 178 174 169 tt 53.2 15.64 2.23 193 190 186 181 tt 1^ 56.6 16.64 2.24 205 202 198 192 tt 60.0 17.64 2.24 218 214 210 204 15.5 44.6 13.12 2.14 162 159 155 151 A 48.0 14.12 2.15 174 171 167 162 tt ys 51.4 15.12 2.16 186 183 179 174 ** TS 54.8 16.12 2.17 199 195 191 186 tt 58.2 17.12 2.18 211 207 203 197 ** 61.6 18.12 2.19 224 220 215 209 tt ys 65.0 19.12 2.19 236 232 227 220 For detail dimensions see page 198. CAMBRIA STEEL. 239 SAFE LOADS IN THOUSANDS OF POUNDS FOR 6" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1 +: (12 L)2 36 000 r2 SERIES A. Safety factor 4. K— 8-— >! 1 r 4 Length in Feet. Thickness of Plates. Weight of each Channel. 12 14 16 18 20 22 24 Inch. Lbs. per Foot. 99 96 92 89 85 81 77 8 111 107 103 99 95 90 86 tt 122 118 114 109 104 99 94 Vs tt 133 128 124 119 114 109 103 tt 144 139 135 129 124 118 112 y2 tt 156 150 145 139 133 127 121 tt 166 161 155 149 142 136 130 Va tt 114 no 106 102 97 92 88 H 10.5 126 121 117 112 107 102 96 A it 137 133 127 122 116 111 106 Va 148 143 138 132 126 120 114 tt 159 154 148 142 135 130 123 y2 tt 171 165 159 152 144 139 132 tt 182 176 169 162 154 148 140 Va tt 130 125 120 115 109 104 99 • y 13 141 136 131 125 119 113 107 tt 153 147 141 135 129 122 116 Va tt 164 158 152 145 138 131 125 tt 175 169 162 155 148 140 133 y2 ** 186 179 173 166 158 150 143 tt 197 190 183 176 167 159 151 Va 146 140 134 128 122 115 109 K 15.5 157 151 145 138 131 125 118 “ 170 162 155 148 140 133 127 Va ** 180 172 165 158 150 143 135 tt 191 184 176 168 160 152 144 y 202 195 187 178 170 162 153 tt 213 205 197 188 180 171 161 Va tt For detail dimensions see page 198. 240 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 7" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = - 50 000 H- i-Tk. 4 1 +; (12 L)2 36 000 ra SERIES A. Safety factor 4. Weight of each Channel. Thickness of Plates. Weight Column. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs. per Foot. Inch. Lbs.perPt. Sq. Ins. Inches. 4 6 8 10 9.75 H 34.8 10.20 2.63 126 125 123 121 41 A 38.6 11.32 2.63 140 139 137 134 II H 42.5 12.45 2.62 154 152 150 147 iV 46.3 13.58 2.62 168 166 163 160 ** 50.1 14.70 2.62 182 180 177 174 II A' 53.9 15.82 2.62 196 194 190 187 II Vs 57.8 16.95 2.62 210 207 204 200 12.26 H 39.8 11.70 2.55 145 143 141 138 II A 43.6 12.82 2.56 159 157 154 151 II Vs 47.5 13.95 2.56 173 171 168 164 II 51.3 15.08 2.56 187 185 182 178 II 55.1 16.20 2.57 200 198 195 191 II A 58.9 17.32 2.57 214 212 208 204 II Vs 62.8 18.45 2.57 228 226 222 217 14.75 H 44.8 13.18 2.49 163 161 158 155 II 48.6 14.30 2.50 177 175 172 168 II Vs 52.5 15.43 2.50 191 189 185 181 II IT 56.3 16.56 2.51 205 202 199 195 II Vi 60.1 17.68 2.52 219 216 212 208 II 63.9 18.80 2.52 233 230 226 221 II Vs 67.8 19.93 2.53 247 244 239 234 17.25 49.8 14.64 2.42 181 178 175 171 II 53.6 15.76 2.43 195 192 189 185 Vs 57.5 16.89 2.45 209 206 202 198 II TE 61.3 18.02 2.46 223 220 216 211 II Vi 65.1 19.14 2.46 237 234 229 224 II 68.9 20.26 2.47 251 248 243 238 II Vs 72.8 21.39 2.48 265 261 257 251 19.75 H 54.8 16.12 2.37 199 197 193 188 II IT 58.6 17.24 2.38 213 210 206 201 II Vs 62.5 18.37 2.40 227 224 220 214 II A 66.3 19.50 2.41 241 238 234 228 II 70.1 20.62 2.42 255 251 247 242 73.9 21.74 2.43 269 265 260 255 II Vs 77.8 22.87 2.44 283 279 274 268 For detail dimensions see page 198. CAMBRIA STEEL. 241 SAFE LOADS IN THOUSANDS OF POUNDS FOR 7" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P 50 000 1 +. (12 L )2 36 000 r2 SERIES A. Safety factor 4. !«— - 9 --^ ■-Si i l Length in Feet. Thickness of Plates. Weight of each Channel. 12 14 16 18 20 22 24 26 Inch. Lbs.per Ft. 118 115 111 108 104 99 96 92 9.75 130 127 123 119 115 no 106 102 A 143 140 135 131 126 121 116 112 Vs €t 156 153 148 143 138 132 127 122 it 169 165 160 154 149 143 137 132 tt 182 178 172 166 161 154 148 142 tt 195 190 184 178 172 165 158 152 Vs tt 134 130 126 122 118 113 108 103 H 12.25 147 143 139 134 129 124 118 113 TS 160 156 151 146 140 135 129 123 Vs f t 173 168 163 158 152 145 139 133 “ 186 181 176 169 163 156 150 144 (( 199 194 188 181 174 167 161 154 tt 212 207 200 193 185 178 171 164 151 146 142 136 131 126 120 115 14.75 164 159 154 148 142 136 131 125 (( 177 171 166 160 154 147 141 135 Vs tt 190 184 178 171 165 158 151 144 202 196 191 184 177 170 162 155 tt 215 209 203 196 188 180 173 165 tt 229 222 215 207 199 191 183 175 Vs tt 166 161 156 150 143 137 131 126 H 17.25 180 174 168 162 155 148 142 135 ( ( 193 187 181 174 166 159 153 146 ¥ 206 199 193 186 178 171 163 155 218 212 205 197 190 182 173 165 tt 231 224 217 209 201 192 184 176 tt 245 238 229 220 212 203 194 186 tt 183 177 170 164 157 150 143 136 19.75 196 189 183 175 168 161 153 146 _ 5 , tt 209 202 195 187 180 172 164 157 tt 222 215 208 199 191 183 174 166 234 227 220 211 202 194 185 177 y2 (( 248 240 231 223 214 204 195 186 (( 261 253 243 235 225 216 207 196 Vs For detail dimensions see page 198. 242 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 8" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1 +; [<-- 1-^ -lo'-'- r (12 L )2 36 000 r2 SERIES A. Safety factor 4. Weight of each Channel. Thickness of Plates. Weight of Column. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs. per Foot. Inch. Lbs.perR Sq Ins. Inches. 4 6 8 10 12 11.25 H 39.5 11.70 2.98 145 144 142 140 137 A 43.7 12.95 2.97 161 159 157 155 152 ii H 48.0 14.20 2.97 176 175 172 170 167 it iV 52.3 15.45 2.96 192 190 188 185 181 “ 56.5 16.70 2.95 207 205 203 200 196 II IT 60.8 17.95 2.95 223 221 219 214 210 II ys 65.0 19.20 2.95 238 236 233 229 225 13.75 H 44.5 13.08 2.92 162 161 159 156 153 A 48.7 14.33 2.92 178 176 174 171 168 Vs 53.0 15.58 2.92 193 191 189 186 182 it 57.3 16.83 2.91 209 207 204 201 197 it 34 61.5 18.08 2.91 224 222 220 216 212 it A 65.8 19.33 2.91 240 237 235 231 226 ii y 70.0 20.58 2.91 255 253 250 246 241 16.25 H 49.5 14.56 2.86 181 179 176 173 170 IT 53.7 15.81 2.87 196 194 192 188 185 it Vs 58.0 17.06 2.87 212 210 207 203 199 IT 62.3 18.31 2.87 227 225 222 218 214 it 34 66.5 19.56 2.87 243 240 237 233 228 it A 70.8 20.81 2.87 258 256 252 248 243 it 75.0 22.06 2.87 274 271 267 263 258 18.75 54.5 16.02 2.81 199 197 194 190 186 A 58.7 17.27 2.81 214 212 209 205 201 ti 63.0 18.52 2.82 230 227 224 221 216 i t IT 67.3 19.77 2.82 245 243 240 236 230 it 71.5 21.02 2.83 261 258 255 250 245 it 75.8 22.27 2.83 276 274 270 265 260 80.0 23.52 2.83 292 289 285 280 275 21.25 59.5 17.50 2.76 217 215 212 208 204 II A 63.7 18.75 2.77 233 230 227 223 218 II 68.0 20.00 2.77 248 245 242 238 233 II 72.3 21.25 2.78 264 261 257 253 247 II 76.5 22.50 2.79 279 276 272 267 262 “ 80.8 23.75 2.79 295 291 287 282 276 85.0 25.00 2.80 310 307 302 297 291 For detail dimensions see page 198. CAMBRIA STEEL. 243 SAFE LOADS IN THOUSANDS OF POUNDS FOR 8 ' CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P 50 000 1 + (12 L) 2 36 000 r2 SERIES A. Safety factor 4. K— -10---^ Length in Feet. Thickness of Plates. Weight of each Channel. 14 16 18 20 22 24 26 28 30 Inch. Lbs. per Foot. 134 131 128 124 120 116 112 108 104 11.25 149 145 141 137 133 128 124 120 115 163 159 154 150 146 141 136 131 126 Vs (( 177 173 168 163 158 153 147 142 137 192 187 182 176 170 165 159 153 147 206 201 195 189 183 178 171 165 158 tt 221 215 209 203 196 190 183 177 169 ** 150 146 142 138 133 129 124 119 115 13.75 164 160 155 151 146 141 136 131 126 A" (( 178 174 169 164 159 153 148 142 137 Vs “ 193 188 182 177 171 166 160 153 148 ** 207 202 196 190 184 178 172 164 159 221 216 209 203 196 190 183 176 170 ti 236 229 223 216 209 203 195 187 181 Vs It 166 162 157 152 147 142 137 131 126 M 16.25 180 176 171 165 160 154 148 143 137 195 189 184 178 172 166 160 154 148 ti 209 203 198 191 185 178 172 165 159 it 223 217 211 204 198 191 184 177 170 3^ it 237 231 224 217 210 203 195 188 181 it 252 245 238 231 223 215 207 199 191 it 182 177 172 167 161 155 149 143 137 34 18.75 196 191 185 180 174 167 160 154 148 TS 210 205 199 193 186 180 173 166 160 Vs tt 225 219 212 206 199 192 185 178 171 7 16 240 233 226 219 211 204 196 189 181 ( < 254 246 239 232 224 216 208 200 192 TT tt 268 260 253 245 236 228 220 211 203 198 193 187 181 174 168 162 155 148 34 21.25 212 207 200 194 187 180 173 166 159 5 ’’'6 226 220 214 207 200 192 185 178 170 It 241 234 227 220 213 2C5 196 189 181 tV tt 256 249 241 233 225 217 209 201 192 1 1 270 263 254 246 238 229 221 212 202 TS tt 284 277 268 260 250 241 232 223 214 It For detail dimensions see page 198. 244 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 9 " CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P 50 000 1 +. (12 L)2 36 000 ra 1 T 4 SERIES A. Safety factor 4. Weight of each Channel Thick- ness of Plates. Weight of Column. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs. per Ft. Inch. Lbs.perFt. S^. Ins. Inches. 6 8 10 12 14 16 13.25 45.2 13.28 3.34 164 162 160 158 155 152 49.9 14.66 3.32 181 179 177 174 171 168 tt 54.6 16.03 3.31 198 196 193 191 187 183 n 59.2 17.40 3.30 215 213 210 207 203 199 tt y2 63.9 18.78 3.29 232 229 227 223 219 214 68.5 20.16 3.28 249 246 243 239 235 230 tt 73.3 21.53 3.28 266 263 260 255 251 246 15 48.7 14.32 3.29 177 175 173 170 167 163 tt 53.4 15.70 3.28 194 192 189 186 183 179 tt Vs 58.1 17.07 3.28 211 209 206 202 199 195 tt 62.7 18.44 3.27 228 225 222 219 215 210 tt 67.4 19.82 3.26 245 242 239 235 231 226 ** A 72.0 21.20 3.26 262 259 255 251 247 242 Vs 76.8 22.57 3.25 279 275 272 267 263 257 20 58.7 17.26 3.19 213 210 208 204 200 196 ii 63.4 18.64 3.19 230 227 224 220 216 212 a Vs 68.1 20.01 3.19 247 244 241 236 232 227 it ire 72.7 21.38 3.19 263 261 257 253 248 243 it 77.4 22.76 3.19 280 278 274 269 264 259 it A 82.0 24.14 3.19 297 294 291 285 280 274 it 86.8 25.51 3.18 314 311 307 301 296 290 25 68.7 20.20 3.10 249 246 243 238 234 228 tt A 73.4 21.58 3.11 266 263 259 254 250 244 tt Vs 78.1 22.95 3.11 283 279 276 270 265 260 tt ire 82.7 24.32 3.12 300 296 292 287 281 275 tt 87.4 25.70 3.12 317 313 309 304 297 291 ire 92.0 27.08 3.12 334 330 325 320 313 307 Vs 96.8 28.45 3.12 351 346 342 336 329 322 For detail dimensions see page 198. CAMBRIA STEEL. 245 SAFE LOADS IN THOUSANDS OF POUNDS FOR 9" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1 +; (12 L)2 36 000 r2 Safety factor 4. 1 ^ ' SERIES A. Length in Feet. Thickness of Plates. Weight of each Channel. 18 20 22 24 26 28 30 82 84 Inch. Lbs. per Foot. 149 145 141 137 134 129 125 121 117 Va. 13.25 164 160 156 152 147 143 138 134 129 It 179 175 171 165 160 155 150 146 141 Vs ** 194 189 184 179 174 169 163 158 153 It 209 204 199 194 188 182 176 171 165 11 225 219 214 203 202 195 189 182 176 A ** 240 234 228 222 215 209 202 194 188 160 156 152 148 143 139 134 130 126 15 175 171 166 162 157 152 147 142 137 It 190 186 181 176 171 166 160 154 149 H ** 206 201 195 190 184 178 172 167 161 vS It 221 216 210 203 197 191 185 179 173 ¥2 tt 236 231 225 217 211 204 198 191 185 tt 252 245 238 231 225 218 211 204 196 ** 192 186 181 176 170 165 159 154 148 20 207 201 196 190 184 178 172 166 160 1^ It 222 216 210 204 197 191 185 179 172 ** 237 231 224 218 211 204 197 191 183 It 253 246 239 232 224 217 210 203 195 tt 268 260 253 246 238 230 223 216 207 tt 282 275 268 260 251 243 236 226 219 Vs ** 223 216 210 204 197 191 183 177 170 ¥ 25 238 232 224 218 210 204 197 189 183 tt 253 246 239 232 224 217 210 201 194 Vs tt 268 261 253 246 238 230 222 213 206 IT ** 283 276 267 260 252 243 235 226 218 tt 298 291 282 274 265 256 247 238 229 tt 313 306 296 287 279 269 260 250 241 tt For detail dimensions see page 198. 246 CAMBBIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 10 " CHANNEL AND PLATE COLUMNS. SQUARE ENDS. 50 000 Based on Gordon’s Formula P = 1 +: (12 L )2 36 000 r2 Safety factor 4. r A ^ yj SERIES A. Weight of each Channel. Thick- ness of Plates. Weight of Column. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs. per Ft. Inch. Lbs.perFt. Sq. Ins. Inches. 6 8 10 12 14 16 15 50.4 14.92 3.62 184 183 181 179 176 173 ii A 55.5 16.42 3.61 203 201 199 197 193 191 Vs 60.6 17.92 3.59 221 220 217 215 211 207 << IT 65.7 19.42 3.58 240 238 235 232 229 225 it 70.8 20.92 3.58 259 257 254 250 247 242 75.9 22.42 3.57 277 275 272 268 264 259 Vs 81.0 23.92 3.56 296 293 290 286 282 277 20 M 60.4 17.76 3.52 219 217 215 212 209 205 << 65.5 19.26 3.52 238 236 233 230 226 223 it Vs 70.6 20.76 3.51 257 254 252 248 244 239 TT 75.7 22.26 3.51 275 272 270 266 262 257 (( 80.8 23.76 3.51 294 291 288 284 279 274 a A 85.9 25.26 3.50 312 309 305 302 297 291 a 91.0 26.76 3.50 331 328 324 320 314 308 25 70.4 20.70 3.42 255 253 250 247 242 238 it ire 75.5 22.20 3.43 274 272 268 265 260 255 it Vs 80.6 23.70 3.43 293 290 287 282 278 272 "re 85.7 25.20 3.43 311 308 305 300 295 289 (( 90.8 26.70 3.43 330 327 323 318 313 307 it ire 95.9 28.20 3.44 348 345 341 336 330 324 101.0 29.70 3.44 367 364 359 355 348 341 30 80.4 23.64 3.33 292 289 285 281 276 271 it 1^ 85.5 25.14 3.34 310 307 303 299 294 288 it 90.6 26.64 3.35 329 325 321 317 311 305 it ire 957 28.14 3.36 347 344 340 334 329 322 it 100.8 29.64 3.36 366 362 358 352 346 339 it ire 105.9 31.14 3.37 384 380 376 370 364 358 it 111.0 32.64 3.37 403 399 394 388 381 375 35 H 90.4 26.58 3.26 328 324 320 315 309 303 it A 95.5 28.08 3.27 347 343 338 333 327 320 it 100.6 29.58 3.28 365 361 357 351 344 337 it 1^ 105.7 31.08 3.29 384 380 375 369 362 354 it 110.8 32.58 3.29 402 398 393 387 379 372 it ire 115.9 34.08 3.30 421 416 411 405 398 390 it 121.0 35.58 3.31 439 435 429 423 415 407 For detail dimensions see page 199. CAMBBIA STEEL. S47 SAFE LOADS IN THOUSANDS OF POUNDS FOR 10'' CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P 50 000 1 +; (12 L)2 36 000 r2 SERIES A. Safety factor 4. K— 12--- M V d Length in Feet. Thick- ness of Plates. Weight of each Channel. 18 20 22 24 26 28 30 82 34 86 Inch. Lbs.per Ft. 170 166 162 159 154 151 146 142 138 134 15 187 183 179 175 170 165 161 156 152 147 A it 204 199 195 190 186 180 175 170 165 160 tt 221 216 211 206 200 195 189 184 178 172 238 232 228 222 216 210 204 199 192 186 tt 255 249 243 238 231 225 219 212 206 199 it 271 266 259 253 246 239 233 226 218 212 tt 201 196 192 187 182 177 172 167 161 157 20 218 213 208 203 197 192 187 181 175 170 tt 235 230 224 219 213 207 201 195 189 182 Vs tt 252 246 240 235 228 222 216 209 202 195 << 269 263 256 251 244 236 230 223 216 209 y2 tt 286 279 272 265 259 251 244 237 229 222 A 303 296 289 281 274 266 258 251 243 235 tt 233 228 222 216 210 204 198 191 186 180 u 25 250 245 238 232 225 219 213 206 199 193 ■A tt 267 261 255 248 241 233 227 220 213 206 ys 284 278 271 263 256 248 242 234 226 219 tt 301 294 287 279 271 263 256 248 240 232 << 318 311 303 295 286 279 271 262 253 245 A tt 335 327 319 310 302 294 285 276 267 258 ys tt 265 258 252 245 238 230 223 216 209 201 30 281 275 268 260 253 245 237 230 222 214 (( 298 291 284 276 268 260 252 243 237 228 ys 315 307 301 293 284 276 267 258 250 241 ** 332 324 317 308 299 290 281 272 263 254 tt 350 342 333 324 315 305 296 286 276 267 337 358 349 339 330 320 310 300 290 280 ys 296 289 282 273 265 256 248 240 232 224 H 36 313 306 298 289 279 271 262 254 245 237 ire 330 322 313 305 296 287 278 267 258 249 ys tt 347 338 329 320 311 301 292 282 273 263 ** 363 354 345 336 326 316 306 296 286 276 ** 380 371 361 351 341 330 320 310 299 289 A 398 389 379 367 356 345 334 323 312 301 ys For detail dimensions see page 199. 248 CAMBKIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 12" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1+ U- (12 L)2 36 0(K)ra 4 SERIES A. Safety factor 4. Weight of each Channel. Thick- ness of Plates. We^ht Column. Area of Column Section. least Radius of Gyration Length in Feet. Lb8.perFt. Inch. Lbs.per Ft. Sq. Ins. Inches. 8 10 14 16 18 20^ 22 20.5 H 64.8 19.06 4.41 235 233 232 229 227 223 220 217 “ 70.8 20.81 4.38 257 255 253 250 247 244 240 236 Vs 76.7 22.56 4.36 278 276 273 271 267 264 260 256 <1 iV 82.7 24.31 4.34 300 298 295 292 288 285 280 275 a 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 tt Vs 100.5 29.56 4.28 334 362 358 354 350 345 339 335 25 73.8 21.70 4.35 268 266 263 261 257 254 250 246 ft A 79.8 23.45 4.32 289 287 284 282 278 274 270 266 i< H 85.7 25.20 4.31 311 308 305 303 299 294 290 285 (( tV 91.7 26.95 4.29 332 330 327 323 319 315 310 305 ft 97.6 28.70 4.27 354 351 348 344 340 335 330 324 ft 103.6 30.45 4.26 375 373 369 365 360 356 350 343 ft Vs 109.5 32.20 4.25 397 393 390 386 381 376 370 363 80 H 83.8 24.64 4.27 304 302 299 295 292 288 283 278 i i A 89.8 26.39 4.26 325 323 320 316 312 308 303 298 Vs 95.7 28.14 4.25 347 344 341 337 333 329 323 317 iV 101.7 29.89 4.23 368 365 362 358 353 348 343 337 ii 3^ 107.6 31.64 4.22 390 387 383 379 374 368 363 357 i€ 113.6 33.39 4.21 411 408 404 400 395 389 382 377 ii Vs 119.5 35.14 4.21 433 429 425 421 415 409 402 396 85 93.8 27.58 4.19 340 337 334 330 326 321 316 310 ft 99.8 29.33 4.18 361 358 355 351 347 341 336 330 ft Vs 105.7 31.08 4.18 383 380 376 372 367 362 356 349 ft IT 111.7 32.83 4.17 405 401 397 392 388 382 376 369 ft 117.6 34.58 4.16 426 422 418 413 409 402 396 389 ** 123.6 36.33 4.16 448 444 439 434 429 423 416 408 ** Vs 129.5 38.08 4.15 459 465 461 455 449 443 436 428 40 H 103.8 30.52 4.13 376 373 369 365 360 354 349 343 (( 109.8 32.27 4.12 398 394 390 386 380 374 368 363 ft Vs 115.7 34.02 4.12 419 416 411 406 401 395 388 382 ft tV 121.7 35.77 4.12 441 437 433 427 421 415 408 402 ft 3^ 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 199. CAMBBIA STEEL. 249 SAFE LOADS IN THOUSANDS OF POUNDS FOR 12" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P 1 + 50 000 (12L)2 36 000 r2 SERIES A. Safety factor 4. h— 1 p* d Length in Feet. Thick- ness of Plates. Weight of each Channel. 24 26 28 30 32 34 36 38 40 4S 44 Inch. Lbs. per Ft. 213 209 206 201 196 193 188 184 179 175 170 20.5 232 228 223 220 214 209 205 200 195 190 186 A 252 246 242 237 232 227 221 216 211 206 200 Vs “ 271 266 260 255 249 244 238 232 227 223 216 IT i t 289 285 279 274 267 261 255 249 242 237 230 Vi. < 1 309 304 297 291 285 278 271 265 258 251 245 328 322 316 309 302 296 288 281 274 267 259 % it 242 237 233 228 223 218 213 208 203 197 193 K 25 260 256 251 246 240 235 230 224 218 213 207 “ 280 275 269 263 258 252 246 241 234 229 222 < < 299 293 288 282 275 270 263 256 250 243 237 < ( 319 312 306 300 293 286 280 272 265 259 252 34 (< 338 331 324 318 311 303 295 289 281 273 267 IT it 358 350 343 335 329 320 312 306 297 289 281 it 274 268 262 257 251 245 240 234 228 223 216 30 293 287 281 276 269 263 256 250 244 237 232 313 306 300 293 287 280 273 267 260 253 246 y% a 331 325 318 311 304 297 290 282 275 268 261 i i 350 343 337 329 321 313 307 299 291 282 276 it 369 362 354 347 339 331 322 315 307 298 290 IT a 389 381 372 365 357 348 339 332 323 314 305 it 305 299 292 286 280 273 266 259 253 246 239 35 324 318 311 304 296 290 283 275 268 262 254 344 337 329 322 314 308 300 292 284 277 270 % “ 362 356 348 340 332 323 317 308 300 291 283 IT it 381 375 366 358 349 341 332 325 316 307 298 34 it 400 394 385 376 367 358 349 341 332 323 313 “ 420 411 404 394 385 375 365 356 348 338 328 Yz it 336 329 322 314 308 301 293 285 277 269 262 40 356 348 340 333 324 316 310 301 293 285 277 A 375 367 359 351 342 333 326 318 309 300 292 ( ( 394 386 377 369 360 351 343 334 325 316 307 “ 413 405 396 387 377 368 358 350 341 331 322 34 it 433 424 412 405 395 385 375 367 357 347 337 it 452 442 433 423 412 402 391 383 373 362 352 it For detail dimensions see page 199. 250 CAMBKIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 16" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = l;_ 17?— >4 ^1 |,y rS'l -% SERIES A, 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. 12 14 16 18 20 22 24 26 28 33 Vs 109.4 32.55 5 41 399 396 393 390 386 381 378 373 367 116.6 34.68 5.38 425 422 418 415 411 406 401 397 391 II y2 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 << 138.2 41.05 5.31 502 500 495 490 485 481 475 468 461 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 35 113.4 33.33 5.40 409 406 402 399 395 390 387 381 376 ** 120.6 35.46 5.37 435 432 428 424 420 415 410 406 400 it 127.8 37.58 5.35 461 457 453 449 445 440 435 429 424 li 135.0 39.70 5.32 486 483 479 474 469 465 459 453 446 Vs 142.2 41.83 5.30 512 509 505 500 494 488 484 477 470 H 149.4 43.96 5.28 538 534 530 525 520 513 508 501 494 <1 156.7 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 ire 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 a A 145.0 42.64 5.29 522 519 514 509 504 498 493 486 479 a 152.2 44.77 5.27 548 544 540 535 529 523 516 511 503 (( 159.4 46.90 5.26 574 570 566 560 554 548 540 535 527 it 166.7 49.02 5.24 600 595 590 586 579 572 565 557 551 45 H 133.4 39.23 5.31 480 477 473 469 464 459 454 447 441 ire 140.6 41.36 5.29 506 503 499 494 489 483 478 472 465 H 147.8 43.48 5.27 532 528 525 519 514 508 501 496 489 II 155.0 45.60 5.25 558 554 550 545 539 532 525 518 512 Vs 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 II H 176.7 51.98 5.21 636 631 626 619 614 607 599 591 582 50 Vs 143.4 42.17 5.26 516 512 509 504 498 492 486 481 474 li ire 150.6 44.30 5.24 542 538 533 529 524 517 511 503 498 tt 157.8 46.42 5.23 568 564 559 555 549 542 535 528 520 if ire 165.0 48.54 5.21 594 590 584 578 574 567 559 552 543 It 172.2 50.67 5.20 620 615 610 604 599 592 584 576 567 It 179.4 52.80 5.19 646 641 636 629 622 616 608 600 591 It M 186.7 54.92 5.18 672 667 661 654 647 641 633 624 615 55 153.4 45.11 5.21 552 548 543 538 533 527 520 513 505 “ ire 160.6 47.24 5.19 578 574 569 563 557 552 544 537 529 li 167.8 49.36 5.18 604 600 594 588 582 576 569 561 553 175.0 51.48 5.17 630 625 620 613 607 599 593 585 576 It 182.2 53.61 5.16 656 651 645 639 632 624 616 609 600 ire 189.4 55.74 5.15 682 677 671 664 657 649 640 633 624 196.7 57.86 5.14 708 703 696 689 682 673 665 655 648 For detail dimensions see page 199. CAMBRIA STEEL. 261 SAFE LOADS IN THOUSANDS OF POUNDS FOR 15 ' CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1 +; (12 L )2 36 000 r2 SERIES A. Safety factor 4. K — 17"--^ Length in Feet. Thick- ness of Plates. Weight of each 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 Vs 33 385 381 374 368 361 356 349 342 335 329 322 315 A 409 402 397 390 383 376 370 362 355 347 342 334 K it 432 425 418 411 405 397 389 381 375 367 359 351 456 449 441 433 425 419 411 402 394 388 379 371 << 478 472 464 456 447 438 432 423 414 405 397 390 U ti 501 493 484 476 467 460 451 442 432 423 416 407 H it 370 366 360 353 348 342 335 330 323 316 310 304 H 35 394 387 383 376 369 364 357 349 342 337 329 322 417 411 404 398 391 383 376 370 362 355 349 341 ii 441 434 426 419 413 405 397 389 383 375 367 359 ■jre 463 457 449 441 433 427 418 410 401 393 386 378 li 486 478 472 464 455 446 437 431 422 413 404 397 U ti 510 501 493 486 477 468 459 452 442 433 423 414 H it 403 396 390 384 377 370 363 357 350 342 337 329 40 427 420 412 405 399 392 384 376 370 363 355 347 it 450 443 435 427 420 413 405 397 389 383 374 368 K it 472 466 458 450 441 433 427 418 409 400 392 385 A" tt 495 487 479 472 464 455 446 439 430 420 411 402 it 519 510 502 495 486 476 467 457 450 440 431 421 a it 542 533 524 515 505 498 488 478 468 458 450 440 ** 436 429 421 414 406 400 392 384 376 370 362 354 rs 45 458 452 444 436 428 420 414 405 397 388 380 374 481 473 465 459 450 441 433 426 417 408 399 390 <1 504 496 488 479 472 463 454 445 435 428 419 409 528 519 510 501 492 485 475 465 456 446 438 429 it 552 542 533 523 514 506 496 486 476 465 455 448 H it 573 566 556 546 536 525 515 507 496 485 475 464 H 466 459 451 445 437 428 420 411 405 396 387 379 Vs 50 490 482 474 465 456 450 441 432 423 414 407 398 513 505 496 487 478 471 462 453 443 433 424 417 535 528 519 510 500 490 481 473 463 453 443 433 (( 558 549 542 532 522 512 502 491 484 473 463 452 it 582 572 562 554 544 533 523 512 501 493 482 471 U 605 595 585 574 566 555 544 533 521 510 499 490 H 497 491 482 474 465 456 447 440 431 421 412 403 ys 55 520 512 503 496 487 477 468 458 448 441 431 422 “ 544 535 525 516 509 499 489 479 469 458 448 441 it 567 558 548 538 528 520 510 499 489 478 468 457 * it 591 581 571 560 550 539 531 520 509 498 487 476 ys it 614 604 593 582 572 560 549 541 529 518 506 495 H it 638 627 616 605 593 582 570 558 549 537 525 514 For detail dimensions see page 199. 252 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 6" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1 +; (12 LP 36 000 r2 Safety factor 4. 1 T d SERIES B. Weight of each Channel. Thickness of Plates. Weight of Column. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs. per Foot. Inch. Lbs.perPt. Sq. Ins. Inches. 4 6 8 10 12 8 31.3 9.26 2.74 115 114 112 110 107 it * 35.1 10.39 2.73 129 127 126 123 121 II % 39.0 11.51 2.71 142 141 139 136 134 ** 42.8 12.64 2.70 156 155 153 150 147 II 46.6 13.76 2.70 170 169 166 163 160 II A 50.4 14.89 2.69 184 183 180 176 172 II Vs 54.3 16.01 2.68 198 196 193 190 185 10.6 H 36.3 10.68 2.68 132 131 129 126 123 II * 40.1 11.81 2.67 146 145 142 140 137 II H 44.0 12.93 2.66 160 158 156 153 150 II 47.8 14.06 2.66 174 172 170 166 163 51.6 15.18 2.65 188 186 183 179 176 ** 55.4 16.31 2.65 202 200 197 193 189 II % 59.3 17.43 2.65 216 213 210 206 202 13 H 41.3 12.14 2.54 150 148 146 143 139 II "is 45.1 13.27 2.62 164 162 160 157 153 49.0 14.39 2.62 178 176 173 170 164 52.8 15.52 2.62 192 190 187 183 179 II y2 56.6 16.64 2.61 206 204 200 197 192 60.4 17.77 2.61 220 218 214 210 205 II % 64.3 18.89 2.61 234 231 227 223 218 15.5 H 46.3 13.62 2.47 169 166 164 160 155 II A 50.1 14.75 2.54 183 180 178 174 169 II H 54.0 15.87 2.57 196 194 191 187 182 II 57.8 17.00 2.57 210 208 205 200 195 ** y2 61.6 18.12 2.57 224 222 218 214 208 II 65.4 19.25 2.57 238 236 232 227 221 II Vs 69.3 20.37 2.57 252 249 245 240 234 For detail dimensions see page 200, CAMBRIA STEEL. 258 SAFE LOADS IN THOUSANDS OF POUNDS FOR 6" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1 + (12 L )2 36 000 r2 Safety factor 4. SERIES B. H-- 1-^ -9'-'- r 4 Length in Feet. Thickness of Plates. Weight of each Channel. 14 16 18 20 22 24 26 28 Inch. Lbs.perFt. 105 102 99 95 92 88 85 82 H 8 118 114 111 107 103 99 95 91 A <( 130 126 123 118 114 109 105 101 % <( 143 139 134 130 125 120 115 110 tt 155 151 146 141 136 131 126 120 << 168 163 158 153 147 141 135 130 tt 181 175 170 163 158 151 145 140 tt 120 116 113 108 105 100 96 92 H 10.5 133 129 125 121 116 111 107 102 A 145 141 136 132 127 122 117 112 Vs (< 158 154 148 143 138 133 127 122 tt 171 166 160 155 149 143 137 131 tt 183 178 172 166 160 153 147 141 tt 196 190 184 178 171 164 157 151 tt 135 131 126 121 116 112 107 102 H 13 149 144 139 135 129 124 119 114 162 157 151 146 134 134 129 123 Vs it 174 169 163 158 151 145 139 133 it 186 181 175 168 162 155 149 143 it 199 193 187 180 173 166 159 152 it 211 206 198 191 184 176 169 162 151 146 140 135 129 124 118 113 H 15.5 164 159 153 148 142 136 130 124 178 172 166 160 153 147 141 134 Vs tt 190 184 178 171 164 158 151 144 tV tt 203 196 189 182 175 168 161 154 tt 215 209 201 194 186 179 171 163 ire tt 228 221 213 205 196 189 181 173 Vs tt For detail dimensions see page 200. 254 CAMBKIA STEEL. SAFE LOADS IN THOUSANDS OF POUNDS FOR 7" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1 +; (12 L )2 36 000 f2 K- 11---^ d SERIES B. Safety factor 4. Weight of each Ghannei. Thick- ness of Plates. Weight Coluinn. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs. per R Inch. Lbs.perPt. Sq. Ins. Inches. 6 8 10 12 14 16 9.75 H 38.2 11.20 3.20 138 137 135 132 130 127 “ 42.9 12.58 3.27 155 154 151 149 146 143 a Vs 47.6 13.95 3.33 172 170 168 166 163 160 ti 52.2 15.32 3.35 189 187 185 182 179 175 (( 56.9 16.70 3.34 206 204 202 198 195 191 it A 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 H 43.2 12.70 3.08 156 155 153 150 147 143 47.9 14.08 3.16 173 172 169 166 163 159 ** Vs 52.6 15.45 3.22 190 188 186 183 180 176 ** 57.2 16.82 3.29 208 206 203 200 196 192 it 61.9 18.20 3.31 225 222 220 216 213 208 tt 66.5 19.58 3.30 242 239 236 233 229 224 ** Vs 71.3 20.95 3.29 259 256 253 249 244 239 14.75 H 48.2 14.18 2.99 174 172 170 167 163 159 it 52.9 15.56 3.07 191 189 186 183 179 176 tt Vs 57.6 16.93 3.14 209 206 203 200 196 192 ** IT 62.2 18.30 3.20 225 223 220 216 212 208 66.9 19.68 3.26 243 240 237 233 229 224 it 71.5 21.06 3.27 260 257 253 250 245 240 it Vs 76.3 22.43 3.27 277 274 270 266 261 256 17.25 H 53.2 15.64 2.91 192 190 187 183 179 174 57.9 17.02 2.99 209 207 204 200 195 191 ** Vs 62.6 18.39 3.06 226 224 220 217 212 207 it IT 67.2 19.76 3.13 243 240 237 234 228 224 it 71.9 21.14 3.19 260 258 254 250 245 240 A 76.5 22.52 3.24 277 275 271 267 262 257 it 81.3 23.89 3.24 294 291 288 283 278 272 19.75 K 58.2 17.12 2.85 210 207 204 200 195 190 it A 62.9 18.50 2.93 228 225 221 217 212 206 it Vs 67.6 19.87 3.00 244 241 238 233 228 223 it * 72.2 21.24 3.07 261 259 254 250 245 240 76.9 22.62 3.13 279 275 272 267 262 256 ** TS 81.5 24.00 3.19 296 293 289 284 278 273 it Vs 86.3 25.37 3.21 313 309 305 301 294 288 For detail dimensions see page 200. CAMBRIA STEEL. 255 SAFE LOADS IN THOUSANDS OF POUNDS FOR 7" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P 1 50 000 (12L)2 36 000 r2 SERIES B. Safety factor 4. 1 T d Length in Feet. Thickness of Hates. Weight of each Channel. 18 20 22 24 26 28 30 82 84 Inch. Lbs. per Ft. 124 121 118 114 111 107 103 100 97 9.75 140 137 133 130 125 121 117 114 110 A 156 152 148 144 140 136 132 127 123 <( 171 167 163 159 154 149 145 140 136 187 182 178 173 168 163 158 153 147 (( 202 198 192 187 182 178 171 165 160 (< 218 213 207 201 196 190 184 178 172 140 136 132 128 124 119 115 111 107 12.25 156 152 147 143 139 134 129 125 120 5 16 << 172 167 163 158 153 148 143 139 133 1 i 188 183 178 173 168 163 158 153 148 ii 204 199 194 188 182 176 171 165 160 yi 218 213 207 202 196 190 184 178 172 9 16 a 234 228 222 216 210 203 197 190 184 155 150 145 141 136 131 127 122 117 M 14.75 171 166 161 156 151 146 141 136 130 <( 187 182 177 172 166 161 155 149 144 y% 203 198 192 187 181 175 169 163 158 -h <( 219 214 209 202 196 190 184 178 172 Yi (t 235 229 223 217 210 203 197 190 184 (1 250 244 238 231 223 216 209 203 196 % (( 169 164 159 154 148 143 137 132 128 17.25 186 180 175 169 163 157 152 146 140 3^ it 202 197 190 185 178 172 166 160 154 tt 218 212 206 200 194 188 180 174 167 3^ ti 235 228 222 216 208 202 195 189 181 34 250 244 238 231 224 217 209 202 195 "TE <( 265 259 252 245 238 230 222 215 207 % <( 185 179 173 167 161 155 149 143 137 34 19.75 201 195 189 182 176 169 163 157 150 5 i i 217 211 205 198 191 185 177 170 164 y tt 233 227 220 214 206 199 192 185 178 tt 249 243 236 229 222 215 207 200 192 34 267 259 252 245 236 229 222 214 206 tt 282 275 266 259 251 243 236 227 219 % For drtall dimensions see page 200. 256 CAMBRIA STEEL. SAFE LOADS IN THOUSANDS OP POUNDS FOR 8 ' CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 1 + 50 000 (12L)2 * 36 000r2 Safety factor 4. U-- -12'-'- S' d SERIES B. Weight of each Channel. Thick- ness of Plates. Weight Column. Area of Column Section. Least Radius of Gyration. Length in Feet. Lbs.per Ft. Inch. Lbs.perFt. Sq. Ins. Inches. 6 8 10 12 14 16 18 11.25 H 42.9 12.70 3.62 157 156 154 152 150 147 144 A 48.0 14.20 3.70 176 174 172 171 168 165 162 <( H 53.1 15.70 3.72 194 193 191 189 186 183 180 it iV 58.2 17.20 3.70 213 211 209 207 203 200 196 it 34 63.3 18.70 3.68 231 229 227 224 221 218 213 lur 68.4 20.20 3.66 250 248 245 242 239 234 230 <1 H 73.5 21.70 3.65 268 266 264 260 256 252 247 13.75 H 47.9 14.08 3.52 174 172 171 168 165 163 159 (( 53.0 15.58 3.60 193 191 189 187 184 181 177 it Vs 58.1 17.08 3.67 211 209 207 205 202 198 195 it 63.2 18.58 3.67 230 228 226 223 220 216 212 it 34 68.3 20.08 3.66 248 246 244 241 237 233 229 “ A 73.4 21.58 3.64 267 265 262 258 255 250 246 ** 34 78.5 23.08 3.63 285 283 280 276 272 268 262 16.25 H 52.9 15.56 3.42 192 190 188 185 182 179 175 “ A 58.0 17.06 3.50 211 209 206 204 200 197 193 it 34 63.1 18.56 3.58 229 228 225 222 219 215 211 <* * 68.2 20.06 3.64 248 246 244 240 237 233 229 it 34 73.3 21.56 3.63 266 264 261 258 254 250 245 it 78.4 23.06 3.62 285 283 279 276 272 268 262 it 34 83.5 24.56 3.61 303 301 298 294 289 285 279 18.75 34 57.9 17.02 3.34 210 208 205 202 199 195 191 it 63.0 18.52 3.42 229 227 224 221 217 213 208 ** 34 ! 68.1 20.02 3.50 247 245 242 239 235 231 227 it 73.2 21.52 3.57 266 264 261 257 254 249 245 it 34 78.3 23.02 3.61 284 282 279 276 271 267 262 it 83.4 24.52 3.60 303 301 297 294 289 284 279 it 34 88.5 26.02 3.59 322 319 315 312 307 301 296 21.25 34 62.9 18.50 3.27 228 226 223 219 215 211 206 it 68.0 20.00 3.36 247 244 241 238 234 229 224 it 34 73.1 21.50 3.43 266 263 260 256 252 247 243 it 78.2 23.00 3.51 284 282 279 275 270 265 260 it 34 83.3 24.50 3.57 303 300 297 293 289 283 278 a 1 ^ 88.4 26.00 3.57 321 319 315 311 306 301 295 it 34 93.5 27.50 3.57 340 337 333 329 324 318 313 For detail dimensions see page 200. CAMBRIA STEEL. 257 SAFE LOADS IN THOUSANDS OF POUNDS FOR 8" CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 , (12L)2 • ^36 000 r2 Safety factor 4. SERIES B. LJ '* Length in Feet. Thick- ness of Plates. Weight of each Channel. 20 22 24 26 28 30 32 34 36 38 Inch. Lbs.per Ft. 142 138 135 131 128 124 121 117 114 110 H 11.25 1 ( 159 156 152 148 144 141 137 133 129 125 A 176 172 168 164 160 155 151 147 143 139 Vs it 193 189 184 180 175 170 166 161 156 151 it 209 204 200 194 190 184 179 175 169 164 it 225 221 215 210 204 199 194 188 182 176 it 242 237 231 226 219 214 207 202 195 189 it 156 152 149 144 140 137 132 128 124 120 H 13.75 173 170 165 161 157 153 148 144 139 134 A i i 191 187 183 178 173 168 164 159 154 149 it 208 203 199 193 187 183 178 173 168 162 it 224 219 214 209 203 198 193 186 181 175 3^ it 241 236 230 224 218 213 206 200 194 188 it 257 251 246 239 233 226 220 213 207 200 Vs 171 167 163 158 153 149 144 140 135 130 H 16.25 <4 189 184 179 175 170 165 160 155 150 145 A 206 202 197 191 187 181 176 170 165 160 Vs 44 224 219 214 209 203 198 191 186 180 175 44 240 235 230 223 218 211 206 199 194 187 44 257 251 245 239 233 226 220 213 207 200 44 274 267 261 254 247 241 233 227 219 213 44 186 181 176 171 166 161 155 150 145 140 H 18.75 4 4 204 199 194 188 182 177 171 166 161 155 221 216 210 205 199 193 188 182 176 170 Vs 239 233 228 222 216 210 203 198 191 186 44 257 250 245 238 231 226 219 213 206 200 34 4 4 272 267 260 254 247 240 233 226 219 212 4 4 289 283 276 269 262 254 247 239 232 224 Vs 44 201 196 191 184 178 173 167 161 156 150 H 21.25 < ( 219 214 208 202 196 190 184 178 172 165 237 231 225 218 212 206 200 193 187 180 Vs <( 254 248 243 236 229 223 216 209 202 196 T6 <( 272 265 260 252 246 239 231 225 218 211 ¥ “ 289 282 276 268 261 253 . 245 239 231 224 A (( 305 298 291 283 276 268 260 253 244 237 Vs tt For detail dimensions see page 200. 258 CAMBRIA STEEIi. SAFE LOADS IN THOUSANDS OF POUNDS FOR 9 ' CHANNEL AND PLATE COLUMNS, SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1 +: (12 L)2 36 000 r* h— -13A'— >i T d SERIES B. Safety factor 4. Weight of each Channel. Thick- ness of Plates. Weight of Column. ireaof Column Section. Least Radius of Gyration. Length in Feet. Lbs.per Ft. Inch. Lbs.perPt. S^. Ins. Inches. 6 8 10 12 14 16 18 SO 13.25 Ya. 48.6 14.28 4.05 177 176 174 172 170 168 166 163 (< A 54.1 15.90 4.10 197 196 194 192 190 187 184 181 y% 59.7 17.53 4.07 217 216 214 212 209 207 203 200 65.2 19.16 4.04 237 236 234 231 228 225 222 218 (< 70.7 20.78 4.02 257 256 253 251 248 244 240 236 “ ■h 76.2 22.40 4.00 277 276 273 270 267 283 259 255 II 81.7 24.03 3.99 297 296 293 290 286 282 278 273 15.0 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 1 1 4.05 230 228 226 224 221 218 215 212 ii 1 ^ 68.7 20.20 4.03 250 249 246 244 241 237 234 230 74.2 21.82 4.01 270 268 266 263 260 256 252 248 <1 79.7 23.44 3.99 290 288 286 283 279 275 271 266 ii 85.2 25.07 3.97 310 308 306 302 299 295 290 285 20.0 Va 62.1 18.26 3.78 226 224 222 219 216 213 209 205 II 67.6 19.88 3.87 246 244 242 239 236 233 228 224 II ys 73.2 21.51 3.95 266 264 262 260 256 252 248 244 II 78.7 23.14 3.98 286 285 282 279 276 272 268 263 II 3 ^ 84.2 24.76 3.96 306 305 302 299 295 291 286 280 II 89.7 26.39 3.95 327 325 322 318 314 309 304 299 II y 95.2 28.01 3.94 347 345 342 338 333 328 323 317 25.0 Va 72.1 21.20 3.64 262 260 257 254 251 246 242 236 II 77.6 22.82 3.73 282 280 277 274 270 266 261 2.55 II y 83.2 24.45 3.81 303 300 298 294 290 285 281 276 II 88.7 26.08 3.89 323 320 317 314 310 305 301 295 y2 94.2 27.70 3.92 343 341 337 333 329 324 319 314 II 99.7 29.32 3.91 363 361 357 353 348 343 338 332 II ys 105.2 30.95 3.90 383 380 377 373 368 362 357 350 For detail dimensions see page 200. CAMBKIA STEEL. 259 SAFE LOADS IN THOUSANDS OF POUNDS FOR 9 " CHANNEL AND PLATE COLUMNS. SQUARE ENDS. Based on Gordon’s Formula P = 50 000 1 +; (12 L)2 36 000 r2 SERIES B. Safety factor 4. Length in Feet. Thickness of Plates. Weight of each Channel. 22 24 26 28 80 82 84 86 88 40 42 Inch. Lbs. per Ft. 160 157 153 150 146 143 139 136 132 128 125 18.25 178 174 172 168 164 160 156 152 148 144 140 A “ 196 192 188 184 180 175 171 167 163 158 154 Vs II 214 210 206 201 196 192 187 182 177 172 167 II 232 227 222 217 212 207 202 196 191 186 181 II 250 245 240 234 229 223 217 211 206 200 194 II 268 263 257 251 245 239 233 227 221 215 208 ** 171 167 164 159 156 152 148 144 140 136 132 H 15.0 190 186 182 178 174 169 185 161 156 152 148 ire it 208 204 199 195 190 186 181 176 172 167 162 H 225 221 216 212 207 202 197 192 187 181 176 ii 243 238 233 228 223 217 212 206 200 195 189 €i 261 256 251 245 239 233 227 221 215 209 203 ti 280 274 268 261 255 248 242 235 229 223 216 2 15.8 25.2 36.8 50.8 67.6 87.0 109.2 10 16.5 26.3 38.3 52.9 70.3 90.4 113.5 10^ 17.2 27.4 39.9 55.0 73.0 93.9 117.8 11 17.9 28.4 41.4 57.1 75.7 97.3 122.0 iiH 18.5 29.5 42.9 59.2 78.5 100.8 126.3 12 305 44.5 61.3 81.2 104.2 130.5 12^ 31.6 46.0 63.3 83.9 107.7 134.8 13 32.7 47.5 65.4 86.6 111.1 139.1 13>i 33.7 49.1 67.5 89.4 114.6 143 3 14 50.6 69.6 92.1 118.0 147.6 WA 52.1 71.7 94.8 121.5 151.8 15 53.7 73.8 97.5 124.9 156.1 153^ 55.2 75.9 100.3 128.4 160.4 16 77.9 103.0 131.8 164.6 163^ 80.0 105.7 135.3 168.9 17 82.1 108.4 138.7 173.1 173^ 84.2 111.2 142.2 177.4 18 113.9 145.6 181.7 183^ 116.6 149.1 185.9 19 119.3 152.5 190.2 19^ 122.1 156.0 194.4 20 124.8 159.4 198.7 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 i .23 .41 .66 .99 1.42 1.96 2.62 Weight of one Hexagon Nut .0116 .020 .031 .046 .065 .088 .117 Weight of one Hexagon Head .0150 .025 .039 .057 .081 .109 .144 Weight of one Square Nut .0139 .024 .038 .056 .079 .108 .143 Weight of one Square He^d .0173 .029 .045 .066 .093 .126 .167 All weights are approximate. CAMBRIA STEEL. 305 WEIGHTS OF 100 MACHINE BOLTS WITH SQUARE HEADS AND HEXAGON NUTS. Franklin Institute Standard Sizes. Basis— 1 cubic foot Iron = 480 pounds. Diameter of Bolt in Inches. Inches. 1 1 1 li li If li 64.5 95.2 134 182 240 309 390 IH 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 2K 76.8 111.9 156 210 274 350 439 2H 79.8 116.1 161 216 282 360 451 3 82.9 120.2 167 223 291 371 463 3^ 86.0 124.4 172 230 300 381 475 m 89.1 128.6 178 237 308 391 488 3^ 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 53^ 113.6 162.0 221 292 376 474 586 6 119.7 170.3 232 306 393 494 610 125.9 178.7 243 320 410 515 635 7 132.0 187.0 254 334 427 536 659 73^ 138.1 195.4 265 348 444 556 684 8 144.3 203.7 276 361 461 577 709 m 150.4 212.1 287 375 478 597 733 9 156.5 220.4 298 389 495 618 758 934 162.7 228.8 308 402 513 639 782 10 168.8 237.1 319 417 530 659 807 lOH 174.9 245.5 330 430 547 680 831 11 181.1 253.8 341 444 564 701 856 11^ 187.2 262.2 352 458 581 721 880 12 193.3 270.5 363 472 598 742 905 1234 199.5 278.9 374 486 615 762 929 13 205.6 287.2 385 499 632 783 954 1334 211.7 295.6 396 513 649 804 978 14 217.9 303.9 407 527 666 824 1003 1434 224.0 312.3 417 541 683 845 1027 15 230.1 320.6 428 555 700 866 1052 15)4 236.3 329.0 439 568 717 886 1077 16 242.4 337.3 450 582 734 907 1101 16)^ 248.5 345.7 461 596 751 927 1126 17 254.7 354.0 472 610 768 948 1150 1734 260.8 362.4 483 624 785 969 1175 18 266.9 370.7 494 637 802 989 1199 1834 273.1 379.1 505 651 819 1010 1224 19 279.2 387.4 516 665 836 1031 1248 im 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 . . 12727 16.70 21.82 27.61 34.09 41.25 49.09 To obtain Weights with Square) Nuts per 100 : Add j 4.35 6.72 9.81 13.73 18.57 24.42 31.42 Weight of one Hexagon Nut .190 .289 .417 .579 .777 1.016 1.299 Weight of one Hexagon Head .235 .357 .516 .616 .962 1.259 1.611 Weight of one Square Nut .234 .356 .515 .716 .963 1.260 1.614 Weight of one Square Head .271 .412 .596 .827 1.111 1.453 1.860 All weights are approximate. 306 CAMBRIA 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. Inches. Diameter of Bolt in Inches. i A i A Jl 16 8 i 13^ 3.4 6.0 9.2 13.6 19.1 26.0 33.8 55.3 2 4.1 7.1 10.8 15.7 21.8 29.5 38.1 61.5 23^ 4.8 8.2 12.3 17.8 24.6 33.0 42.4 67.7 3 5.5 9.2 13.8 19.9 27.4 36.5 46.7 73.9 6.2 10.3 15.3 21.8 29.8 40.0 51.0 80.1 4 6.9 11.4 16.9 24.0 32.6 43.5 55.4 86.3 43^ 7.5 12.4 18.4 26.1 35.4 46.7 59.3 92.1 5 8.2 13.5 19.9 28.2 38.1 50.2 63.6 98.3 534 8.9 14.6 21.5 30.3 40.9 53.7 67.9 104.5 6 9.6 15.6 23.0 32.4 43.7 57.2 72.3 110.7 634 10.3 16.7 24.6 34.5 46.4 60.7 76.6 116.9 7 11.0 17.8 26.1 36.6 49.2 64.2 80.9 123.1 7^ 11.7 18.9 27.7 38.8 51.9 67.6 85.2 129.4 8 12.4 20.0 29.2 40.9 54.7 71.1 89.5 135.6 9 13.7 22.1 32.4 44.9 60.0 77.8 97.8 147.5 10 15.1 24.3 35.5 49.1 65.5 84.8 106.4 160.0 11 16.5 26.4 38.6 53.4 71.0 91.8 115.1 172.4 12 17.9 28.6 41.7 57.6 76.5 98.8 123.7 148.8 13 19.3 30.7 44.8 61.8 82.0 105.5 132.0 197.2 14 20.6 32.9 47.9 66.0 87.6 112.5 140.6 209.7 15 22.0 35.1 51.0 70.3 93.1 119.5 149.2 222.1 16 23.4 37.2 54.1 74.5 98.6 126.4 157.9 234.5 17 24.8 39.4 57.2 78.7 104.1 133.4 166.5 246.9 18 26.2 41.5 60.3 82.9 109.7 140.4 175.1 259.4 19 27.5 43.7 63.4 87.2 115.2 147.4 183.7 271.8 20 28.9 45.8 66.5 91.4 120.7 154.4 192.4 284.2 21 30.3 48.0 69.6 95.6 126.2 161.4 201.0 296.6 22 31.7 50.2 72.7 99.9 131.7 168.4 209.6 309.1 23 33.1 52.3 75.8 104.1 137.3 175.4 218.3 321.5 24 34.4 54.5 78.9 1C8.3 142.8 182.4 226.9 333.9 25 35.8 56.6 82.1 112.5 148.3 189.3 235.5 346.3 CAMBRIA STEEL. 307 WEIGHTS OF 100 MACHINE BOLTS WITH SQUARE HEADS AND NUTS. WROUGHT IRON. Manufacturers’ Standard Sizes. Basis— Hoopes & Townsend’s List. Length under Head Diameter of Bolt in Inches. Inches. i 1 u li If 1} If 2 83.4 2 91.8 129.0 184.5 2M 99.7 140.1 198.4 264.8 3 108.1 151.1 212.4 282.0 350 470 334 116.6 162.2 226.4 299.3 370 495 4 125.0 173.2 240.4 316.6 390 520 720 434 132.9 182.7 253.3 332.6 410 525 753 5 141.3 193.7 267.3 349.9 430 570 786 1180 5y2 149.8 204.8 281.2 367.1 450 595 820 1225 6 158.2 215.8 295.2 384.4 47C 620 854 1270 634 160.7 226.9 309.2 401.6 490 645 888 1315 7 175.1 237.9 323.2 418.9 510 670 922 1316 734 183.6 248.9 337.2 436.2 530 695 956 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 2800 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 inch to 2 inches, inclusive, are fitted with nuts made to U. S. Standard. 308 CAMBKIA 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. i i f i i 1 li 1 4.7 9.3 16.0 25.2 37.2 52.6 71.3 IH 5.5 10.7 18.1 28.3 41.3 58.0 78.2 iy2 6.2 12.1 20.2 31.3 45.5 63.5 85.1 7.0 13.4 22.4 34.4 49.7 68.9 92.0 2 7.8 14.8 24.5 37.5 53.9 74.4 98.9 8.5 16.2 26.6 40.5 58.0 79.8 105.8 2H 9.3 17.5 28.8 43.6 62.2 85.3 112.7 2M 10.1 18.9 30.9 46.7 66.4 90.7 119.6 3 10.8 20.3 33.0 49.8 70.6 96.2 126.5 3^ 11.6 21.6 35.1 52.8 74.7 101.6 133.4 3H 12.4 23.0 37.3 55.9 78.9 107.1 140.3 3^ 13.1 24.3 39.4 59.0 83.1 112.6 147.2 4 13.9 25.7 41.5 62.0 87.3 118.0 154.1 14.7 27.1 43.7 65.1 91.4 123.5 161.0 43^ 15.4 28.4 45.8 68.2 95.6 128.9 167.9 4M 16.2 29.8 47.9 71.2 99.8 134.4 174.8 5 17.0 31.2 50.1 74.3 104.0 139.8 181.7 5^ 17.7 32.5 52.2 77.4 108.2 145.3 188.6 18.5 33 9 54.3 80.4 112.3 150.7 195.6 19.3 35.3 56.4 83.5 116.5 156.2 202.5 6 20.0 36.6 58.6 86.6 120.7 161.6 209.4 6^ 20.8 38.0 60.7 89.6 124.8 167.1 216.3 16H 21.6 39.3 62.8 92.7 129.0 172.5 223.2 6^ 22.3 40.7 65.0 95.8 133.2 178.0 230.1 7 23.1 421 67.1 98.8 137.4 183.5 237.0 7^ 23.9 43.4 69.2 101.9 141.6 188.9 243.9 73^ 24.6 44.8 71.4 105.0 145.7 1944 250.8 7M 25.4 46.2 73.5 108.0 149.9 199.8 257.7 8 26.2 47.5 75.6 111.1 154.1 205.3 264.6 27.7 50.2 79.9 117.2 162.4 216.2 278.4 9 29.2 53.0 84.1 123.4 170.8 227.1 292.2 30.8 55.7 88.4 129.5 179.1 238.0 306.0 10 32.3 58.4 92.7 135.6 187.5 248.8 319.8 103^ 33.8 61.2 96.9 141.8 195.8 259.8 333.6 11 35.4 63.9 101.2 147.9 204.2 270.7 347.4 113^ 36.9 66.6 105.4 154.1 212.5 281.6 361.2 12 38.4 69.3 109.7 160.2 220.9 292.5 375.0 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 OAMBEIA STEEL. 309 WEIGHTS AND DIMENSIONS OF BOLT HEADS. MANUFACTURERS’ STANDARD SIZES. Basis — Hoopes & Townsend’s List. Diameter Square. Hexagon. of Bolt. Short Long Thickness. Weight Short Long Thickness. Weight Diameter. Diameter. per 100. Diameter. Diameter. per 100. Inches. Inches Inches. Inch. Pounds. Inches. Inches. Inches. Pounds. 1 4 3 8 .530 3 16 .7 3 8 .433 _ 3 _ 16 .6 5 16 15 32 .664 1 5 6 ? 1.4 15 32 .541 1 5 64 1.2 3 8 9 16 .795 9 32 2.5 9 16 .670 9 32 2.2 7 16 21 32 .928 6 ? 4.0 21 32 .758 21 6 ? 3.4 1 2 3 4 1.061 3 8 5.9 3 4 .866 3 8 5.1 9 16 27 32 1.193 2 7 6 ¥ 8.4 27 32 .974 6 ¥ 7.3 5 8 15 16 1.326 15 32 11.5 15 16 1.083 15 32 10.0 3 4 If 1.591 9 16 19.9 ^8 1.299 9 16 17.3 7 8 lA 1.856 21 32 31.1 lA 1.516 21 32 27.4 1 If 2.122 3 4 47.3 If 1.733 3 4 42.0 n 111 . Il 6 2.386 27 32 67.3 1 i_i •*^16 1.944 27 32 58.3 li If 2.652 15 16 92.3 17 ^8 2.166 15 16 80.0 If 2A 2.917 1 - i - ^32 122.8 2A 2.383 ^32 106.5 ii 2i 3.182 ^8 159.5 2 f 2.599 11 ^8 138.2 If 2A 3.447 ^32 202.7 2A 2.818 ^32 175.7 If 21 3.712 1 _ 5 _ ll 6 253.2 2| 3.032 ^16 219.5 If 913 ^16 3.977 Iff 311.5 913 ^^16 3.349 1 JLi ^32 269.8 2 3 4.243 If 378.0 3 3.464 ^2 327.6 310 CAMBKIA STEEL. WEIGHTS AND DIMENSIONS OF HEXAGON NUTS. MANUFACTURERS’ STANDARD SIZES. Basis — Hoopes & Townsend’s List. Diameter Diameter Plain. Cupped. Short Long of of Diameter. Diameter. Thickness. 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 1 2 .578 1 4 7 32 1.3 7800 1.2 8500 VS 5 8 .722 5 16 9 32 2.3 4440 2.1 4790 3 8 3 4 .866 3 8 11 32 4.3 2330 4.0 2510 JL 16 7 8 1.011 13 32 7.0 1430 6.3 1580 1 2 7 8 1.011 1 2 7 16 7.5 1330 6.9 1440 1 2 1 1.155 1 2 A 9.9 1010 9.2 1090 1 2 1 1.155 9 16 A 10.8 930 10.2 980 9 16 If 1.299 9 16 1 2 13.7 730 12.5 800 5 8 If 1.299 5 8 9 16 15.9 630 15.2 660 5 8 If 1.299 3 4 9 16 17.9 560 17.0 588 5 8 If 1.444 5 8 9 16 19.5 514 18.5 541 5 8 If 1.444 3 4 9 16 23.0 435 21.7 460 3 4 If 1.444 3 4 21 32 22.2 450 20.6 485 3 4 If 1.588 3 4 21 32 26.6 376 25.4 394 3 4 If 1.588 7 8 21 32 30.3 330 28.8 347 3 4 If 1.733 3 4 21 32 34.5 290 32.3 310 3 4 If 1.733 7 8 21 32 40.0 250 37.6 266 7 8 11 1.733 7 8 25 32 37.7 265 35.3 283 7 8 If 1.733 1 25 32 45.9 218 43.5 230 8 If 1.877 7 8 25 32 45.3 221 42.6 235 7 8 1| 1.877 1 25 32 50.8 197 47.6 210 1 If 2.021 1 7 8 57.5 174 53.8 186 1 If 2.021 If 7 8 63.7 157 59.5 168 li 2 2.309 If 15 16 100.0 100 90.9 110 li 2f 2.599 If 138.9 72 126.6 79 If 2f 2.888 If lA 185.2 54 169.5 59 n 2f 3.176 If 1 - 5 _ ^16 243.9 41 222.2 45 If 3 3.464 If ^16 333.3 30 303.0 33 If 3f 3.754 If 1 - 5 - •*^16 408.2 24i 370.4 27 12 3f 4.043 2 111 1 16 493.8 20i 459.8 21J 2 3f 4.043 2 11^ 1 16 487.8 20i 454.5 22 2 3f 4.043 2f 113 lie 512.8 m 487.8 20i CAMBBIA STEEL. 311 WEIGHTS AND DIMENSIONS OF SQUARE NUTS. MANUFACTURERS’ STANDARD SIZES. Basis — Hoopes & Townsend’s List. Diameter Diameter Plain. Cupped. ot Short Diameter. Long Diameter. Thickness. of Bough Weight Number Weight Number Bolt. Hole. per 100. in 100 per 100. in 100 Inches. Inches. Inches. Inches. Inch. Pounds. Pounds. Pounds. Pounds. 1 4 1 2 .707 1 4 7 32 1.5 6750 1.4 7200 5 16 5 8 .884 5 16 9 32 2.8 3540 2.5 4000 3 8 3 4 1.061 3 8 11 32 4.8 2100 4.2 2380 7 16 7 8 1.237 7 16 13 32 7.5 1330 6.8 1460 1 2 7 8 1.237 1 2 7 16 8.9 1120 8.1 1230 1 2 1 1.414 1 2 7 16 11.9 840 10.8 930 9 16 li 1.591 9 16 1 2 15.4 650 14.3 700 5 8 li 1.591 5 8 9 16 17.3 575 16.1 620 5 8 li 1.768 5 8 9 16 23.0 435 21.1 475 3 4 li 1.768 3 4 21 32 27.8 360 25.0 400 3 4 If 1.945 3 4 21 32 31.7 315 29.0 345 3 4 li 2.122 S. 4 21 32 41.0 244 37.0 270 7 8 li 2.122 7 8 25 32 46.5 215 41.7 240 7 8 If 2.298 7 8 25 T2 55.6 180 48.8 205 7 8 ^4 2.475 7 8 25 32 61.3 163 54.6 183 1 11 I4 2.475 1 7 8 70.9 141 64.1 156 1 2 2.828 1 7 8 95.2 105 87.0 115 li 2 2.828 li 15 16 102.0 98 94.3 106 2i 3.182 li 15 16 135.1 74 123.5 81 n 2i 3.182 li 1* 156.3 64 142.9 70 n 2i 3.536 li li^ 192.3 52 175.4 57 If 2i 3.889 If ^16 250.0 40 227.3 44 3 4.243 li 1_5_ ^16 307.7 32i 285.7 35 If 3i 4.597 If ^16 454.5 22 400.0 25 If 3i 4.950 If ^16 555.6 18 500.0 20 ^8 3f 5.303 l| lii 666.7 15 625.0 16 2 4 5.657 2 lit 816.3 12i 784.3 m 312 CAMBKIA STEEL. UPSET SCREW ENDS FOR ROUND BARS. Diameter Area Diameter Length Area Excess of of of of of at Number "Weight Add Area at Root Bar. Body of Bar. Screw. Upset. Root of Thread. of Threads per per Foot of Bar. for Upset of Thread Over that of Body of Bar. A B G Inch. Inch. Sq. Ins. Inches. Inches. Sq. Ins. Pounds. Inches. Per Cent. 1 2 .196 3 I 4 4f .302 10 .668 6J 54 9 TS .249 4f .302 10 .845 4f 21 5 8 .307 7 8 4f .420 9 1.043 5f 37 .371 1 4f .550 8 1.262 6f 48 3 4 .442 1 4f .550 8 1.502 4f 25 13 16 .519 If 4f .694 7 1.763 5f 34 7 8 .601 U 4f .893 7 2.044 6f 49 15 16 .690 If 4f .893 7 2.347 4f 29 1 .785 If 5 1.057 6 2.670 5i 35 .887 If 5 1.057 6 3.014 4i 19 U .994 5 1.295 6 3.379 4f 30 lA 1.108 If 5 1.295 6 3.766 3f 17 U 1.227 If 6i 1.515 4.173 23 1 16 1.353 If 5f 1.744 5 4.600 5 29 If 1.485 If 5i 1.744 5 5.049 4 18 1.623 If 5f 2.048 5 5.518 4f 26 1.767 2 5f 2.302 6.008 5i 30 ^16 1.918 2 5f 2.302 4i 6.520 4i 20 If 2.074 2f 5f 2.650 4i 7.051 5 28 IH 2.237 01 f'S 5f 2.650 7.604 4J 18 n 2.405 2f 5f 3.023 4i 8.178 4i 26 m 2.580 2i 5f 3.023 4i 8.773 4 17 If 2.761 2| 6 3.419 4i 9.388 4§ 24 Iff 2.948 2f 6 3.715 4 10.020 5 26 Lengths of Upset Ends above are best adapted for use with Turnbuckles of standard length, six inches between heads, as shown on page 318, and with Clevises shown on page 320. I^engths of Upset Ends for use with ordinary Right and Left Nuts, shown on page 319 may be one inch shorter than above. 314 CAMBRIA STEEL. UPSET SCREW ENDS FOR SQUARE BARS. Side Area Diameter Length Area Excess of of Square of of at Number Weight Add Area at Root Bar. Body of Screw. Upset. Root of of Threads per Foot of Bar. for Upset. of Thread Over that of A Bar B G Thread. per Inch. Body of Bar. Inch. Sq. Ins. Inches. Inches. Sq. Ins. Pounds. Inches. Per Cent. 1 2 .250 3 4 4i .302 10 .850 4 21 9 16 .316 7 8 4f .420 9 1.076 5 33 I .391 1 4f .550 8 1.328 5i 3i 41 11 16 .473 1 4f .550 8 1.607 17 3 4 .563 u 4i .694 7 1.913 4| 23 13 16 .660 u If 4i .893 7 2.245 5 35 7 8 .766 5 1.057 6 2.603 5f 38 15 16 .879 13 is 5 1.057 6 2.989 4i 20 1 1.000 H 5 1.295 6 3.400 4i 29 1.129 If 51 1.515 3.838 5i 34 u 1.266 If 5i 51 1.515 5i 4.303 4i 20 lA 1.410 li 1.744 5 4.795 4i 24 U 1.563 If H 2.048 5 5.312 5i 31 lA 1.723 If 5f 2.048 5 5.851 4i 19 13 - ■*■8 1.891 2 5f 2.302 6.428 4f 22 lA 2.066 2| 51 2.650 4i 7.026 5i 28 n 2.250 2f 5i 2.650 7.650 4i 18 1-^ •*•16 2.441 2i 5i 3.023 4i 8.300 4f 24 13. ■*^8 2.641 2f 6 3.419 4i 8.978 5 30 lli ll 6 2.848 2f 6 3.419 4i 9.682 4i 20 li 3.063 2i 6 3.715 4 10.410 4f 21 3.285 2f 6i 4.155 4 11.170 5 26 U 3.516 2| 6i 4.155 4 11.950 4i 18 m 3.754 21 6i 4.619 4 12.760 4f 23 Lengths of Upset Ends above are best adapted for use with Turnbuckles of standard length, six inches between heads, as shown on page 318, and with Clevises shown on page 320. Lengths of Upset Ends for use with ordinary Right and Left Nuts, shown on page 319, may be one inch shorter than above. CAMBRIA STEEL. 315 UPSET SCREW ENDS FOR SQUARE BARS. Side of Square Bar. Area of Body of Bar. Diameter of Screw. Length of Upset. Area at Root of Thread. Number of Threads per Inch. Weight per Foot of Bar. Add for Upset. Excess of Area at Root of Thread Over that of Body of Bar. A B G Inches. Sq. Ins. Inches. Inches. Sq. Ins. Pounds. Inches. Per Cent. 2 4.000 2| 6i 5.108 4 13.60 5 28 2* 4.254 2f 61 5.108 4 14.46 4i 20 4.516 3 6i 5.428 3i 15.35 4i 20 2A 4.785 3| 6f 5.957 3i 16.27 5 24 2} 5.063 3i 6| 5.957 3i 17.22 4i 18 2* 5.348 H 6f 6.510 3i 18.19 4f 22 2f 5.641 3f 7 7.087 3i 19.18 Si 26 2]^ 5.941 3| 7 7.087 3i 20.20 4i 19 21 6.250 3i 7 7.548 3i 21.25 4f 21 2* 6.566 3f 7i 8.171 3i 22.33 Si 24 21 6.891 3| 7i 8.171 3i 23.43 4i 19 2tt 7.223 3f 7i 8.641 3 24.56 4f 20 2| 7.563 3| 71 9.305 3 25.71 Si 23 013 ^T6 7.910 3| 7i 9.305 3 26.90 4i 18 2| 8.266 4 7i 9.993 3 28.10 4f 21 915 "16 8.629 4i 7i 10.706 3 29.34 5 24 3 9.000 4i 7f 10.706 3 30.60 4i 19 H 9.766 4| 8 12.087 2| 33.20 Si 24 H 10.563 4^ 8 12.743 2i 35.92 5 21 3| 11.391 4f 8i 13.544 2f 38.73 5 19 31 12.250 4J 8i 15.068 21 41.65 Si 23 31 13.141 5 8i 15.763 2i 44.68 Si 20 3f 14.063 Si 8i 16.658 2i 47.82 5 18 3| 15.016 Si 8i 17.572 2i 51.05 4| 17 4 16.000 Si 9 19.267 2f 54.40 Si 20 Lengths of Upset Ends above are best adapted for use with Turnbuckles of standard length, six inches between heads, as shown on page 318, and with Clevises shown on page 320. Lengths of Upset Ends for use with ordinary Right and Left Nuts, shown on page 319, may be one inch shorter than above. 316 CAMBRIA STEEL. UPSET SCREW ENDS FOR FLAT BARS. Width of Bar. Thickness of Bar. Diameter of Upset. Area of Bar. Area at Root of Thread. Length of Upset. ' Add for Upset. A T B G Inches. Inch. Inches. Sq. Inches. Sq. Inches. Inches. Inches. 2 1 2 2.00 2.30 51 6 3 7 8 2f 2.63 3.023 6i lU 3 1 2f 3.00 3.719 6| lu 3 2f 3.38 4.159 7 lU 3 li 2f 3.75 4.62 7 11 3 If 2f 4.13 4.92 7 10 3 If 3 4.50 5.43 7 10 4 3 4 2f 3.00 3.719 6i I2i 4 7 8 2f 3.50 4.159 7 12 4 1 2f 4.00 4.62 7 11 4 U 3 4.50 5.43 7 11 4 If H 5.00 6.51 71 ' 4 11 4 If 5.50 6.51 7i 11 4 If 3i 6.00 7.54 71 10 4 14 3f 6.50 7.54 71 10 4 13 ^4 31 7.00 8.64 7i 9| 5 3 4 2f 3.75 4.62 7 11 5 7 8 3 4.38 5.43 7 11 5 1 3i 5.00 6.51 7i m 5 If 3f 5.63 6.51 7i m 5 u 3f 6.25 7.55 7f n 5 If 3f 6.88 8.64 7f n 5 •^2 3| 7.50 8.64 7i n 5 If 8.13 9.99 5 If 8.75 9.99 6 H 3| 6.75 8.64 H 10 6 U 3f 7.50 8.64 7f 9 6 If 8.25 9.99 6 H 9.00 9.99 For dimensions of heads corresponding to different-sized pins, see table of Eye Bars on page 317. Shortest length of bar permissible on account of method of manufacture is 6' 0" center to end. The above length is used only for bars having heads 123 ^ 2 ^ diameter or less. When possible lengths of T 0" are preferred. CAMBRIA STEEL. 317 STEEL EYE BARS. As * Area of Excess to form one Head = Plane Area of Head — AX. A. = IT R2 + (4 R2 - ^ j Tan. 9 - .0698 R^S. 2R + ^ _ Log. 7.940848 - 10. COS 0 = 3R G = 5Ab 360 ‘ .0698 = 8.843855 - 10. ■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 Eye Re- quired to Form One Head. A T E D of that G Inches. Inch. Inches. Inches. in Body of Bar. Inches. 2 4i i| 33 % 71 2 2f a 12i 2J 2| u 9| 6i 3| u 131 3 3 4 6^ 2| u 10| 3 3 4 8 4 u 171 3 3 4 9 5 u 221 4 3 4 9f 4| u 171 4 3 4 lOi 5| u 21 4 3 4 111 61 u 271 6 3 4 111 37% 20 5 3 4 12| 5f u 24 5 1 13 6| u 271 5 1 14 71 a 32 6 7 8 13| 51 a 21| 6 7 8 141 61 u 27 6 1 15| 7i u 311 7 H 151 5f 40% 26 7 15 16 17 71 U 32 8 1 17 H <( 251 8 1 18 6f (t 30i 8 1 19 8 (( 35 9 If 19-1 7 u 32| 9 U 21| 9 u 361 9 221 10 10 If 1 24i lOf The size of head given is the size of die. The size of finished head will overrun this about Eye Bars are Hydraulic Forged without the addition of extraneous metal and without buckles or welds. The heads on Eye Bars are fimshed of the same thickness “X” as body of bar. 318 CAMBKIA STEEL. TURNBUCKLES. PRESSED WROUGHT IRON. The Cleveland City Porge and Iron Co. Dimensions of Bar. Diameter of Screw. B Diameter of Bar. Side of Square Bar. L T A E p H G Inches. Inches. Inches. Inches. Inches. Inches. Inches. Inches. Inches. Inches. H 7H A 6 A A lA H lE 7A fi 6 Vs H IH H 7H H 6 Vs H IH H 7if fi 6 if A lA H k 7Vs H 6 if A lA H H Hi and H 8H IH 6 lA ii 2 Vs Vs % A m lA 6 IH Vs 2H 1 1 H a H ^and H 9 IH 6 lA A 2A IH IVs if H 9H lif 6 lA H 2A IH IH % u H if 9H m 6 lA H 2H IH iVs 1 a lA Vs u if lOH 2A 6 IH H 3A IH m IH lA 1 lOH 2H 6 IH 3A IH m IH lA IH lOH 2A 6 2 3H IH IH lA a IH lA ilH 2H 6 2H 3H 2 V/s 1^ IH a lA iiH 2if 6 2A if 3H 2H 2 IH lA IH 12 3 6 2H if 4H 2H 2H IH a IH lA a IH 12H 3A 6 2H 23 32 4H 2H 2H IH a Iff lA 12H 3H 6 2if if 4H 2H 2Vs IH m IH 13H 3A 6 2H if 4H 2H 2^ lit a 2 IH 13H 3H 6 3A U 5H 3 2^ 2iV a 2H lif u IH 13H 3H 6 3H 5A 3 2H 2A m 14H 4H 6 3K if 3H 2% 2H a 2A 2 2A 14H 4A 6 3A lA 6A 3M 3 2% 2H 15 4H 6 3H lA 6H 3H 3K 2A u 2H 2A 15H 4H 6 3H IH 7 4 3M 2if 2H 16H 5H 6 3H lA 7H 4H 3M 3 2H 17H 6 4H lA 8H 5 4 3H 2H 18 6 6 m IVs 9H 5H 4^ 3H 3A 21H 6H 9 5 IH lOH 6 4^ 3H 3H 22^ 6H 9 5H IM lOH 6H 4^ 3H 3H 23H 7H 9 5M 2 IIH 6H 5 4H 3A 24 7H 9 5H 2H 12 6H 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 312 to 315 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. CAMBKIA STEEL. 319 RIGHT AND LEFT NUTS. Diam- eter of Le^th Length of Length of Diam- eter of Weight of Of of One Nut Screw. Upset. Bar. Spare Bar. Nut. Thread. Hex. One Nut. and Two Screw B G A A L T W Ends. Inches. Inches. Inches. Inches. Inches. Inches. Inches. Pounds. Pounds. Ordinary Lengths. 7 8 4i 5 8 9 16 6 lA If If 4i 1 4i 11 16 and J f and a 6 1* If If 4i u 4f 13 16 3 4 6i If 2 3 7i u 4f 7 8 u 15 16 13 16 6i If 2 3 7i n 5 1 u 1* 7 8 u 15 16 7 1^ As 2f 4f Hi H 5 U (( lA 1 7 1^ As 2| 4f Ilf If 5i li 1-i- Ai6 u If 7i 2* 2f 6f 16i li 6i Ai6 i( A8 li^ 7i 2* 2f 6f i6i If 5i 1* li (( 1* 8 2A 3i 9i 23i 2 6i li (( 1-5- Ai6 As 8 2* 2i 3i 9i 281 2f 2i 5f As u m Ai6 (( li 81 3i 12i m 5f A 4 u Iff 1-5- Ai6 8i 2i 3i 12i 21 6 As If {i itt 9 2f 3i 16f 41i 2f 6 Iff u 2 If 9 2f 3f 16f 41i 2| 6i 2* u 2i 113. Ai6 u i| 9i 2if 4i 21i 63i 2f 6i 2A 115 Ai6 9i 015 <^16 4i 2Ii 53i 2f 6i 2i u 2A 2 (t 2* 10 3A 4i, 26i 66i 3 6i 2f 2i 10 8A 4i’ 26i 66i 3| 6f 9-S- ^16 tc 2f 2A lOJ 3f 5 32 81 3i 7 013 <>16 2i 11 3f 6| 38i 97i 3| 7i 3 2t6 2i Hi 013 ^T6 5f 6i 45 116 4 7i 3i 12 53i 138 Extra li 4f 7 S (( 15 16 13 16 Lengths. 2i 2 If 4| 13 16 3 4 8i 1^ As 2 4 9i li 4f 7 8 u 15 16 13. 16 8i 15 As 2 4 9i If 5 1 u 1* 7 S (( 15 16 9 1^ As 2f 6i 15i li 5 li u lA 1 9 1^ As 2f 6i 15i If 5i u lA u li As 9i 9 1 2f 8f 21i If 5i Ai6 u If lA 9i 2A 2f 8f 21i As 6i 1-L Ai6 li u 1_5_ Ai6 10 2A 3i 12i 29i 2 6i A 2 u lA li 10 2A 31 12i 29i For Details of Upset Ends, see pages 312 to 315 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. 320 CAMBBIA STEEL. steel rods of 60000 to 68000 pounds tensile strength per square inch. All clevis nuts with diameter ” 8 inches or larger dimension A.” will be 12 inches. DIMENSIONS OF RIVET HEADS AFTER DRIVING. t" nI - nI' of Rivet + COUNTERSUNK HEADS. Diameter of Countersunk Head same as Button Head. Angle of Countersink = 30°. In figuring Clearances for Rivet Heads allow for Heights as follows: for %" rivets, for rivets. All dimensions in inches. CAMBRIA STEEL. 821 WEIGHTS, DIMENSIONS AND SAFE LOADS OF CHAINS. As given by Standard Manufacturers. Size. Common Coil. Crane. Stud Link. Thickness of Link Bar. Length of Link. Width of Link. Approximate Weight per Foot. Safe Load in Thousand Lbs. Length of Link. Width of Link. Approximate Weight per Foot. Safe Load in Thousand Lbs. Length of Link. Width of Link. Approximate Weight per Foot. j Safe Load in Thousand Lbs. Ins. Ins. Ins. Lbs. Ins. Ins. Lbs. Ins. Ins. Lbs. IK Vb .46 .5 Va IK .75 .8 A IK IK 1.10 1.3 Vs 2K IK 1.55 1.8 16 2K IH 2.00 2.3 Vi 2K IK 2.60 3.3 3 IK 2.3 4.8 2K 2K 3.25 4.0 3K 2 3.0 5.9 3K 2K 4.00 4.8 3K 2K 4.0 6.9 3K 2K 4.0 6.3 ii 4 2K 4.8 8.5 Ya 3K 2H 5.90 6.8 3K 2K 6.3 9.6 4K 2K 5.7 10.1 4K 3 6.7 11.9 Vb 4K 3K 8.0 9.3 4K 2K 8.0 13.5 5 3K 7.3 14.0 tI 5K 3K 8.5 15.8 1 5 3K 10.0 12.0 4K 3K 10.0 17.0 5K 3K 9.8 18.0 IVb 5K 4 13.0 14.5 5K 3K 13.0 21.5 6K 4K 12.5 22.8 6K 4K 15.0 19.5 5K 4K 16.0 27.0 7K 4K 15.2 28.1 IYb 6^ 4]^ 19.0 31.0 7K 4K 18.8 34.0 7K 5 23.0 36.0 8K 5K 22.0 40.5 lY 7K 5K 28.0 41.5 9K 5K 26.0 47.5 1 % 8K 5K 31.0 44.8 10 6K 29.2 55.1 IK 9K 6K 35.0 51.3 lOK 6K 34.2 63.3 2 lOK 6K 40.0 58.3 UK 7K 40.0 72.0 2K lOK 7K 47.0 65.8 12 7K 44.2 81.3 2K UK 7K 53.0 73.7 13 8K 50.0 91.1 2K 12 8 58.5 82.0 13K 8K 54.2 101.5 2K 12K 8K 65.0 90.9 14 9 60.0 112.5 Safe Loads based on one-half Proof Test, or one-fourth of the approximate breaking load of chain. 322 CAMBRIA STEEL. BRIDGE PINS, NUTS AND PILOT NUTS. All Threads 8 per inch. Nominal Diameter of Pin. Turned Diameter of Pin. Diameter of Thread. Short Diameter of Nut. Long Diameter of Nut. Diameter of Holes in Eye Bars. D P A G Inches. Inches. Inches. Inches. Inches. 1^ 2 2^ D + iJ^ IH m 2y2 234 “ 4- jhjs 2 2H 234 2^ m 3 334 “ +ThjS 2V2 2^ 2 3 334 “ H-iSu 2H 2H 2 3H 4^ “ +T§U 3 2H 2 33^ “ +Th 3^ 3^ 2H 4 4H “ +Th 3H 3i^ 2H 4 4H “ 4-T^U 3^ 3H 2H 4H 5^ “ +T^U 4 3H 3 4>^ 5^ “ + r^u 4^ 4A 3H 5 5if “ "I" 4>^ 4tV 3M 5 5il “ +ih 4^ 4H 4 53^ 634 “ +T§U 5 4H 4 53^ 634 5H 5^ 4 6 m “ + tBu 5^ 5i^ 4 6 6H “ + XOU 5^ 5H 4 634 734 “ 6 5H 4 634 734 “ + 6K 6A 4 7 834 “ + I5U 6tV 4 7 834 “ +Tgu 6^ 6H 4 734 8H 7 m 4 734 8ii “ +fh Allow excess for each eye bar packed on the pin. COLD ROLLED STEEL COTTER PINS. Dimensions of Pin in Inches. Diameter of Pin. D 1 2 |2M 234 2m|3 3}4 334 4 Diameter of Reduced Point. P 34 134 134 134 134 2 234 234 234 3 334 334 334 Lengths of Ends. 1 A A A 1 34 34 34 1 34 34 34 34 34 34 34 34 Diameter of Cotter. C A ire 1 ire 1 34 34 34 34 34 34 34 34 34 Diameter of Pin Hole. 1 ‘*1 lire lA IH 2* 2^ 2^ 211 3^ 3^ 3A 1 m 4^ CAMBRIA STEEL. 823 LATERAL PINS. Rough Diameter of Pin. Nominal Diameter of Pin. Finished Diameter of Pin. Reduced Point. Short Diameter of Nut. Long Diameter of Nut. Diameter of Thread. Diameter of Cotter Pin. G N D P T R F C Inches. Inches. Inches. Inches. Inches. Inches. Inches. Inch. IH IM lA 1 IVs m 1 IH m 1^ IH 2 2^ U 2 IH IH 2H 2% m U 2^ 2 m 2H 2Vs iH a 2H 2^ 2 2^ 2% m H 2% 2^ 2i^ 2H 3H 4^ 2 3 2% 2H 2H 3H 4i^ 2 u 3^ 3 2if 2H 3^ 4^ 2 “ 3H 3K 3i^ 3 4H 5A 2y2 u 3^ 3^ 3iV 3M 4H 5^ 2H a 4 3M 3H 3H 4^ 5A 2V2 D P = N-M" COUNTER AND LATERAL RODS. SOLID OR UPSET EYES. BOUND BARS. SQUARE BARS. Diameter of Bar. Diameter of Largest Head. Diameter of Largest Pin. Add for One Head. Side of Square Bar. Diameter of Largest Head. Diameter of Largest Pin. Add for One Head. A E D A E D Inches. Inches. Inches. Inches. Inches. Inches. Inches. Inches. y% 2H IH 9 1 434 234 16 1 2M 18 134 434 2^ 14 VA 4M 2K 16 m 5 2y 1834 1^ 5 2H 20^ 5 2H 1634 5 2H 18^ ly 534 3 18 5y2 3 20 m 534 3 1634 m 5y2 3 18^ m 6 334 18 IH 6 3y 21 m 6 334 1634 6 3H 193^ 2 ey 334 1834 2 6y 3y2 2134 2H 634 334 17 2y8 ey 3y2 20 2H 734 4 2134 2y 7^ 4 2434 2^ 734 4 1934 2^ 7H 4 22M 234 8 4 2234 2y 8 4 25y 2^ 8 4 21 2y8 8 4 24 2H 8 4 1934 2H 8 4 22y 134 534 3^ 23 134 534 3^ 23 ly 5M 3^ 20 jy 6 3^ 20 y 334 234 1^ 434 234 is For details of upset screw ends for round and square bars see pages 312 to 315. 826 CAMBRIA STEEL. STANDARD STEEL WIRE NAILS AND SPIKES. Sizes, Lengths and Approximate Number per Pound. Size. Length. Common. Common Brads. Flooring Brads. Finishing. .s’ J Smooth or Barbed Box. Slating. Shingle. Barbed Car. Diameter. No. per Lb. Heavy. Light. Ins. W.& H.6. Inch. 2d 1 15 .072 876 876 1351 1010 1010 411 3d 1^ 14 .080 568 568 807 635 635 225 568 4d 134 1234 .099 316 316 584 473 473 187 274 165 274 5d IH 123^ .099 271 271 500 406 406 142 235 118 142 6d 2 113^ .113 181 181 157 309 236 236 103 204 103 124 7d 2H 113^ .113 161 161 139 238 210 210 139 76 92 8d 2H lOH .131 106 106 99 189 145 145 125 69 82 9d 2H I03i .131 96 96 90 172 132 132 114 54 62 lOd 3 9 .148 69 69 69 121 94 94 83 50 57 12d 3M 9 .148 63 63 54 113 87 88 42 50 16d 334 8 .162 49 49 43 90 71 71 35 43 20d 4 6 .192 31 31 31 62 52 52 26 31 30d 434 5 .207 24 24 46 46 24 28 40d 5 4 .225 18 18 35 35 18 21 50d 534 3 .244 14 14 15 17 60d 6 2 .263 11 11 13 15 Size. 2d Ex, Fine 2d 3d Ex. Fine 3d 4d 5d 6d 7d 8d 9d lOd 12d 16d 20d 30d 40d 50d 60d Ins. ¥4. % 1 1 IVs IH m IH 2 2H 23^ 2H 3 SH 33^ 4 434 5 6 7 8 9 10 12 Hinge. Fence. Clinch. Fine. Lining. Barbed Roofing. Barrel. Tobacco. Wire Spikes. i w 5 Diameter. No. per Lb. W.& M. G. Inch. 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 Vs Vs 41 38 30 23 17 13 10 8 7 6 5 4 3 2077 1781 714 469 1560 1351 1015 778 710 1558 411 365 251 230 176 151 103 775 700 568 400 357 429 50 82 142 124 92 82 62 50 40 30 23 274 235 157 139 99 90 69 62 49 37 473 38 ■ 36 ” 12 " 11 10 9 62 ‘so’ ‘ 25 ' 23 22 19 CAMBRIA STEEL. 327 MISCELLANEOUS STEEL WIRE NAILS. Approximate Number per Pound. 'Washburn & Moen Gauge. Diameter in Inches. 000 .362 00 .331 0 .307 1 .283 2 .263 3 .244 4 .225 5 .207 6 .192 7 .177 8 .162 9 .148 10 .135 11 .120 12 .105 13 .092 14 .080 15 .072 16 .063 17 .054 18 .047 19 .041 20 .035 21 .032 22 .028 Length in Inches. A i i i f I i 1 U H li 28 23 33 27 38 32 57 50 45 38 65 58 52 44 100 87 76 67 60 50 120 104 90 80 72 60 211 169 141 121 106 94 85 71 247 197 164 141 123 111 99 82 299 239 200 171 149 133 120 100 345 275 229 197 172 153 137 115 414 331 276 236 207 184 165 138 663 496 397 333 283 248 220 198 165 837 628 502 418 359 314 279 251 209 1096 822 658 548 469 411 365 329 274 1429 1072 857 714 613 536 476 429 357 2840 1893 1420 1136 947 811 710 631 568 473 3504 2336 1752 1402 1168 1001 876 778 701 584 4571 3048 2280 1828 1523 1305 1143 1015 913 761 6233 4156 3116 2495 2077 1781 1558 1385 1246 1038 8276 5517 4138 3310 2758 2364 2069 1839 1655 1379 10668 7112 5334 4267 3556 2933 2667 2370 2133 1778 20000 15000 10000 7500 6000 5000 4400 3750 3333 3000 23702 17777 11850 8888 7111 5926 5079 4444 30476 22856 15237 1 11428 9143 7618 Length in Inches. •s® § If 2 24 24 2f 3 34 4 44 5 6 7 8 9 10 000 .362 20 17 16 14 13 12 10 9 8 7 6 5 4^ 4 3H 00 .331 23 20 18 16 15 14 12 10 9 8 7 6 5 4^ 4 0 .307 27 24 21 19 17 16 14 12 10 9 8 7 6 r 4M 1 .283 32 28 25 23 21 19 16 14 13 11 10 8 7 1 5^ 2 .263 37 32 29 26 24 22 19 16 14 13 11 9 8 7 6K 3 .244 43 38 34 30 28 25 22 19 17 15 13 11 10 8 7^ 4 .225 51 45 40 36 33 30 26 23 20 18 15 13 11 10 9 5 .207 60 53 47 42 39 35 30 26 24 21 18 15 6 .192 71 62 55 50 45 41 35 31 28 25 21 18 7 .177 85 75 67 60 54 50 43 37 33 30 25 8 .162 98 86 76 69 62 57 49 43 39 35 29 9 .148 118 103 92 82 75 69 59 52 46 41 10 .135 142 124 no 99 90 83 71 62 55 50 11 .120 179 157 139 125 114 105 90 79 70 w.am 1 0 12 .105 235 204 182 164 149 137 117 103 Gauge. JL 1 13 .092 306 268 238 214 195 178 153 14 .080 406 350 315 284 258 236 000 su 3 15 .072 500 438 389 350 00 3^ 16 .063 653 571 508 0 4H 4 17 .054 890 779 1 5 il4 18 .047 1182 2 6 5^ 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. 328 CAMBKIA 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 1 740 400 1100 3d 460 260 880 4d 280 180 530 420 5d 210 125 350 300 100 6d 2 160 100 300 210 80 7d 2^ 120 80 210 180 60 8d 2^ 88 68 168 130 52 9d 2% 73 52 130 107 38 lOd 3 60 48 104 88 26 12d 3^ 46 40 96 70 20 16d 33^ 33 34 86 52 18 17 20d 4 23 24 76 38 16 14 25d 4^ 20 30d 4H WA 30 11 40d 5 12 26 9 50d 53^ 10 20 7A 60d 6 8 16 6 6^ 5^ 7 5 Sizes. Length. Inches, ■* Barrel. Light Barrel. Slating. Sizes. Length. Inches. Flat Grip. Fine. Edge Grip. Fine. 750 H 1462 H 600 Vs 1300 Vs 500 2d 1 1100 960 2d 1 450 340 3d IK 800 750 IVs 310 400 4d IK 650 600 3d IH 280 304 280 1^ 210 Tobacco. Brads. Shingle. 4d IK 190 224 220 5d IH 180 130 6d 2 97 120 7d 2H 85 94 8d 2K 68 74 90 9d 2H 58 62 72 lOd 3 48 50 60 12d 3K 40 16d 3K 27 CAMBRIA STEEIi. 829 SQUARE BOAT SPIKES. Approximate Number in a Keg of 200 Pounds. Length of Spike — Inches. Inch. 8 4 5 6 7 8 9 10 11 12 14 16 3000 2375 2050 1825 1660 1360 1230 1175 990 880 Vb 1320 1140 940 800 650 600 525 475 600 590 510 400 360 320 230 H 450 375 335 300 275 260 240 Vs 260 240 220 205 190 175 160 RAILROAD SPIKES. Size Measured Under Head. Average Number per Keg Quantity of Spikes per Mile of Single Track. Ties 2 feet c. to c. 4 Spikes per Tie. Rail Used. Weight per Yard. Inches. of 200 Pounds. Pounds. Kegs. Pounds. 300 7040 35| 75 to 100 375 5870 29H 45 “ 75 5 X^ 400 5170 26 40 “ 56 5 XH 450 4660 23^ 35 “ 40 4HXH 530 3960 20 30 « 35 4 xy2 600 3520 17M 25 “ 35 4HX^ 680 3110 15^ 20 “ 30 4 X^ 720 2910 m 20 “ 30 3HX^ 900 2350 11 16 “ 25 4 XVs 1000 2090 10^ 16 “ 25 31^ X^ 1190 1780 9 16 “ 20 3 XVs 1240 1710 83^ 16 “ 20 23^ X^ 1342 1575 VA 8 “ 16 330 CAMBRIA STEEL. WROUGHT-IRON WELDED STEAM, GAS AND WATER PIPE. Table of Standard Sizes and Dimensions by American Tube and Iron Co. Nominal Inside Diameter. Actual Inside Diameter. Actual Outside Diameter. Thickness. Nominal Weight per Foot. CrRCUMFEIlEN CE. LENGTH PER SCIUARE FOOT 0-F SURFACE. Internal. External. Inside. Outside. Inches. Inches. Inohra. Inches. Pounds. Inches. Inches. Feet. Feet. Vs .27 .405 .07 .24 .84 ~n7~ 14.15 9.44 M .36 .54 .08 .42 1.14 1.69 10.50 7.07 Vs .49 .675 .09 .56 1.55 2.12 7.67 5.65 Vt. .62 .84 .10 .84 1.95 2.65 6.13 4.50 Va. .82 1.05 .11 1.12 2.58 3.29 4.63 3.63 1 1.04 1.315 .13 1.67 3.29 4.13 3.67 2.90 1.38 1.66 .14 2.24 4.33 5.21 2.76 2.30 1.61 1.9 .14 2.68 5.06 5.96 2.37 2.01 2 2.06 2.375 .15 3.61 6.49 7.46 1.84 1.61 2H 2.46 2.875 .20 5.74 7.75 9.03 1.54 1.32 3 3.06 3.5 .21 7.54 9.63 10.96 1.24 1.09 3H 3.56 4. .22 9.00 11.14 12.56 1.07 .95 4 4.02 4.5 .23 10.66 12.64 14.13 .94 .84 4.50 5. .24 12.34 14.15 15.70 .84 .76 5 5.04 5.56 .25 14.50 15.84 17.47 .75 .69 6 6.06 6.625 .28 18.76 19.05 20.81 .63 .57 7 7.02 7.625 .30 23.27 22.06 23.95 .54 .50 8 7.98 8.625 .32 28.18 25.07 27.09 .47 .44 9 9.00 9.625 .34 33.70 28.27 30.43 .42 .39 10 10.01 10.75 .36 40.06 31.47 33.77 .38 .35 11 11.00 11.75 .37 45.00 34.55 36.91 .34 .32 12 12.00 12.75 .37 49.00 37.70 40.05 .32 .30 13 13.25 14. .37 54.00 41.62 43.98 .29 .27 14 14.25 15. .37 58.00 44.76 47.12 .27 .25 15 15.40 16. .28 66.00 48.48 50.26 .25 .24 16 16.40 17. .30 70.00 51.52 53.41 .23 .23 17 17.30 18. .34 75.00 54.41 56.55 .22 .21 Nominal Inside Diameter. Internal Area. External Area. Length Con- taining 1 Cubic Foot. No. of Threads per Contents of One Foot in Length. SOCKETS ON PIPE. Outside Diameter. Length. Inches. Sq. Inches. Sq. Inches. Feet. Inch. Gallons. Inches. Inches, Vs .06 .12 2500. 27 .002 .60 .81 H .10 .22 1385. 18 .002 .78 1.00 Vs .19 .35 751.5 18 .005 .91 1.10 V2 .30 .55 472.4 14 .010 1.10 1.31 .53 .86 270. 14 .023 1.34 1.56 1 .86 1.35 166.9 .040 1.66 1.75 1.49 2.16 96.25 IIH .063 2.00 1.94 2.03 2.83 70.65 IIH .091 2.28 2.19 2 3.35 4.43 42.36 1134 .163 2.81 2.31 2H 4.78 6.49 30.11 8 .255 3.28 2.70 3 7.38 9.62 19.49 8 .367 4.02 3.00 3H 9.83 12.56 14.56 8 .500 4.50 3.12 4 12.73 15.90 11.31 8 .652 5.10 3,12 43^ 15.93 19.63 9.03 8 .826 5.53 3.12 5 19.99 24.29 7.20 8 1.02 6.25 3.70 6 28.88 34.47 4 98 8 1.46 7.34 3.70 7 38.73 45.66 3.72 8 2.00 8.34 4.31 8 50.03 58.42 2.88 8 2.61 9.44 4.56 9 63.63 73.71 2.26 8 3.30 10.47 5.75 10 78.83 90.79 1.80 8 4.08 11.50 6.25 11 95.03 108.43 1.50 8 4.93 12 113.09 127.67 1.27 8 5.87 13.78 6.25 13 137.88 153.94 1 04 8 6.89 14 159.48 176.71 .90 8 8.00 15 187.04 201.06 .77 8 9.18 16 211.24 226.98 .68 8 10.44 17 235.61 254.47 .61 8 11.79 CAMBRIA STEEL. MANUFACTURERS^ STANDARD SPECIFICATIONS. Revised to February 6, 1903. 331 STRUCTURAL STEEL. PROCESS OF MANUFACTURE. 1. Steel may be made by either the Open-hearth or Bessemer process. TESTING AND INSPECTION. 2. All tests and inspections shall be made at the place of manu- facture prior to shipment. TEST PIECES. 3. The tensile strength, limit of elasticity and ductility, shall be determined from a standard test piece cut from the finished material. The standard shape of the test piece for sheared plates shall be as shown by the following sketch: About 3" ^ ^ Not less than 9" ^-1- >j<-- Etc. About 18-'- —K About 2'^ — 1 Piece to be the same thickness as the plate. On tests cut from other material the test piece may be either the same as for sheared plates, or it may be planed or turned parallel throughout its entire length, and in all cases where possible, two opposite sides of the test piece shall be the rolled surfaces. The elongation shall be measured on an original length of 8 inches, except as modified in section 12, paragraph c. Rivet rounds and small bars shall be tested of full size as rolled. Two test pieces shall be taken from each melt or blow of finished material, one for tension and one for bending; but in case either test develops flaws, or the tensile test piece breaks outside of the middle third of its gauged length, it may be discarded and another test piece substituted therefor. 332 CAMBKIA STEEL. ANNEALED TEST PIECES. 4. Material which is to be used without annealing or further treatment shall be tested in the condition in which it comes from the rolls. When material is to be annealed or otherwise treated before use, the specimen representing such material shall be similarly treated before testing. MARKING. 5. Every finished piece of steel shall be stamped with the blow or melt number, and steel for pins shall have the blow or melt number stamped on the ends. Rivet and lacing steel, and small pieces for pin plates and stiffeners, may be shipped in bundles securely wired together, with the blow or melt number on a metal tag attached. FINISH. 6. Finished bars shall be free from injurious seams, flaws or cracks, and have a workmanlike finish. CHEMICAL PROPERTIES. 7a. Steel for Buildings, Train Sheds, Highwa^y Bridges and similar structures. 7&. Steel for Railway Bridges. Maximum Phosphorus .10 per cent. I Maximum Phosphorus .08 per cent. PHYSICAL PROPERTIES. 8. Structural Steel shall be of three grades. Rivet, Railway Bridge and Medium. RIVET STEEL. 9. Ultimate strength, 48,000 to 58,000 pounds per square inch. Elastic limit, not less than one-half the ultimate strength. r. . , . 1,400,000 Percentage of elongation, ultimate strengTh Bending test, 180 degrees flat on itself, without fracture on outside of bent portion. CAMBRIA STEEL. 383 STEEL FOR RAILWAY BRIDGES. 10. Ultimate strength, 55,000 to 65,000 pounds per square inch. Elastic limit, not less than one-half the ultimate strength. T. r 1 • 1,400,000 Percentage of elongation, ultimate streiiiih ' Bending test, 180 degrees to a diameter equal to thickness of piece tested, without fracture on outside of bent portion. MEDIUM STEEL. 11. Ultimate strength, 60,000 to 70,000 pounds per square inch. Elastic limit, not less than one-half the ultimate strength. T. . r 1 1,400,000 Percentage of elongation, ultimate strength’ Bending test, 180 degrees to a diameter equal to thickness of piece tested, without fracture on outside of bent portion. MODIFICATIONS IN ELONGATION FOR THIN AND THICK MATERIAL. 12. For material less than -fg inch, and more than f inch in thickness, the following modifications shall be made in the requirements for elongation: a. For each increase of J inch in thickness above f inch, a deduction of 1 per cent, shall be made from the specified elonga- tion, except that the minimum elongation shall be 20 per cent, for eye-bar material and 18 per cent, for other structural material. b. For each decrease of ^ inch in thickness below yq inch, a de- duction of 2| per cent, shall be made from the specified elongation. c. In rounds of f inch or less in diameter, the elongation shall be measured in a length equal to eight times the diameter of section tested. d. For pins made from any of the before-mentioned grades of steel, the required elongation shall be 5 per cent, less than that specified for each grade, as determined on a test piece, the center of which shall be one inch from the surface of the bar. VARIATION IN WEIGHT. 13. The variation in cross-section or weight of more than 2| per cent, from that specified will be sufficient cause for rejection, except in the case of sheared plates which will be covered by the following permissible variations: 334 CAMBRIA STEEL. a. Plates 12| pounds per square foot or heavier, up to 100 inches wide, when ordered to weight, shall not average more than 2^ per cent, variation above or 2f per cent, below the theoretical weight. When 100 inches wide and over, 5 per cent, above or 5 per cent, below the theoretical weight. h. Plates under 12J pounds per square foot when ordered to weight, shall not average a greater variation than the following: Up to 75 inches wide, 2J per cent, above or 2J per cent, below the theoretical weight. 75 inches wide up to 100 inches wide, 5 per cent, above or 3 per cent, below the theoretical weight. When 100 inches wide and over, 10 per cent, above or 3 per cent, below the theoretical weight. c. For all plates ordered to gauge, there will be permitted an average excess of weight over that corresponding to the dimen- sions on the order equal in amount to that specified in the follow- ing table: TABLE OF ALLOWANCES FOR OVERWEIGHT FOR RECTANGULAR PLATES WHEN ORDERED TO GAUGE. Plates will be considered up to gauge if measuring not over inch less than the ordered gauge. The weight of one cubic inch of rolled steel is assumed to be 0.2833 pound. PLATES i" AND OVER IN THICKNESS. THICKNESS OF PLATE. Inch. WIDTH OP PLATE. Up to 75 Inches. Per Cent. 75 to 100 Inches. Per Cent. Over 100 to 115 Ins. Per Cent. Over 115 Inches. Per Cent. 1 4 10 14 18 A 8 12 16 , . 3 8 7 10 13 17 A 6 8 10 13 1 2 5 7 9 12 A 8i 11 5 8 4 6 8 10 Over I 3i 5 6§ 9 PLATES UNDER i" IN THICKNESS. THICKNESS OF PLATE. WIDTH OF PLATE. Inch. Up to 50 Inches. Per Cent. 50 to 70 Inches. Per Cent. Over 70 Inches. Per Cent. 1 up to A _5_ (i ^ 3 2 16 3 << 1 16 4 10 7 1 15 12i \ 10 20 17 15 CAMBRIA STEEL. 335 STRUCTURAL CAST IRON. 1. Except when chilled iron is specified, all castings shall be tough gray iron, free from injurious cold-shuts or blow-holes, true to pattern, and of a workmanlike finish. Sample pieces, one inch square, cast from the same heat of metal in sand moulds, shall be capable of sustaining on a clear span of 4 feet 8 inches, a central load of 500 pounds when tested in the rough bar. SPECIAL OPEN-HEARTH PLATE AND RIVET STEEL. TESTING AND INSPECTION. 1. All tests and inspections shall be made at the place of manufacture prior to shipment. TEST PIECES. 2. The tensile strength, limit of elasticity and ductility, shall be determined from a standard test piece cut from the finished material. The standard shape of the test piece for sheared plates shall be as shown by the following sketch: 0^1^ ParajlelSection Not less than q " V -X- V- Etc. About i 8 ^ Piece to be the same thickness as the plate. --TC About 2" __y. On tests cut from other material the test piece may be either the same as for sheared plates, or it may be planed or turned parallel throughout its entire length, and in all cases where possible, two opposite sides of the test piece shall be the rolled surfaces. The elongation shall be measured on an original length of 8 inches, except as modified in section 12, paragraph c. Rivet rounds and small bars shall be tested of full size as rolled. Four test pieces shall be taken from each melt of finished material, two for tension and two for bending; but in case either test develops flaws, or the tensile test piece breaks outside of the middle third of its gauged length, it may be discarded and another test piece substituted therefor. 336 CAMBRIA STEEL. ANNEALED TEST PIECES. 3. Material which is to be used without annealing or further treatment shall be tested in the condition in which it comes from the rolls. When material is to be annealed or otherwise treated before use, the specimen representing such material shall be similarly treated before testing. MARKING. 4. Every finished piece of steel shall be stamped with the melt number. Rivet steel may be shipped in bundles securely wired together, with the melt number on a metal tag attached. FINISH. 5. All plates shall be free from injurious surface defects and have a workmanlike finish. CHEMICAL PROPERTIES. 6a. Flange or Boiler ) Maximum Phosphorus .06 per cent. Steel. i “ Sulphur .04 66. Extra Soft and \ “ Phosphorus .04 Fire Box Steel. / “ Sulphur .04 PHYSICAL PROPERTIES. 7. Special Open-hearth Plate and Rivet Steel shall be of three grades. Extra Soft, Fire Box and Flange or Boiler Steel. EXTRA SOFT STEEL. 8. Ultimate strength, 45,000 to 55,000 pounds per square inch. Elastic limit, not less than one-half the ultimate strength. Elongation, 28 per cent. Cold and Quench bends, 180 degrees flat on itself, without fracture on outside of bent portion. FIRE BOX STEEL. 9. Ultimate strength, 52,000 to 62,000 pounds per square inch. Elastic limit, not less than one-half the ultimate strength. Elongation, 26 per cent. Cold and Quench bends, 180 degrees flat on itself, without fracture on outside of bent portion. CAMBRIA STEEL. 837 FLANGE OR BOILER STEEL. 10. Ultimate strength, 55,000 to 65,000 pounds per square inch. Elastic limit, not less than one-half the ultimate strength. Elongation, 25 per cent. Cold and Quench bends, 180 degrees flat on itself, without fracture on outside of bent portion. BOILER RIVET STEEL. 11. Steel for boiler rivets shall be made of the extra soft grade specified in paragraph No. 8. MODIFICATIONS IN ELONGATION FOR THIN AND THICK MATERIAL. 12. For material less than ^ inch, and more than f inch in thickness, the following modifications shall be made in the requirements for elongation: a. For each increase of J inch in thickness above f inch, a deduction of 1 per cent, shall be made from the specified elonga- tion. b. For each decrease of ^ inch in thickness below inch, a de- duction of 2 J per cent, shall be made from the specified elongation. c. In rounds of f inch or less in diameter, the elongation shall be measured in a length equal to eight times the diameter of section tested. VARIATION IN WEIGHT. 13. The variation in cross-section or weight of more than 2| per cent, from that specified will be sufficient cause for rejection, except in the case of sheared plates which will be covered by the following permissible variations: a. Plates 12| pounds per square foot or heavier, up to 100 inches wide, when ordered to weight, shall not average more than 2| per cent, variation above or 2J per cent, below the theoretical weight. When 100 inches wide and over, 5 per cent, above or 5 per cent, below the theoretical weight. 338 CAMBRIA STEEL. h. Plates under 12J pounds per square foot, when ordered to weight, shall not average a greater variation than the following: Up to 75 inches wide, per cent, above or per cent, below the theoretical weight. 75 inches wide up to 100 inches wide, 5 per cent, above or 3 per cent, below the theoretical weight. When 100 inches wide and over, 10 per cent, above or 3 per cent, below the theoretical weight. c. For all plates ordered to gauge there will be permitted an average excess of weight over that corresponding to the dimen- sions on the order equal in amount to that specified in the following table: TABLE OF ALLOWANCES FOR OVERWEIGHT FOR RECTANGULAR PLATES WHEN ORDERED TO GAUGE. Plates will be considered up to gauge if measuring not over ^ inch less than the ordered gauge. The weight of 1 cubic inch of rolled steel is assumed to be 0.2833 Pound. Plates J" and Over in Thickness. Thickness of Plate. Inch. Width of Plate. Up to 75 Inches. Per Cent. 75 to 100 Inches. Per Cent Over 100 to 115 Ins. Per Cent. Over 115 Inches. Per Cent. 1 4 10 14 18 5 16 8 12 16 3 8 7 10 13 17 lE 6 8 10 13 1 2 5 7 9 12 A 6| 81 11 5 8 4 6 8 10 Over f 5 9 Plates Under J" in Thickness. Thickness of Plate. Width of Plate. Inch. Up to 50 Inches. 50 to 70 Inches. Over 70 Inches. Per Cent. Per Cent. Per Cent. 1 up to /a 5 << 3 3 2 T6 10 15 20 81 12i 17 ^ « 1 16 4 7 10 15 CAMBRIA STEEL. 339 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. Explanation of the Tables of Safe Loads in Pounds, Uni- formly Distributed for Rectangular Wooden Beams One Inch Thick, Pages 348 to 353 Inclusive. GeneraL For convenience in use, three of these tables have been pre- pared, from which the safe loads of the various species can be obtained, either directly or by proportion as stated in the foot- notes. 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 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 340 CAMBRIA STEEL. 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 3J0 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. 341 the upper dotted line indicates the limit of deflection for the kind of wood for which the deflection coeflicient is given, corresponding to a modulus of elasticity of 500 000 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 -V®- and -V- 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 J 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-leaf 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 342 CAMBRIA STEEL. jIjj 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 neutral 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 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 OF 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 347 and 345, 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. CAMBRIA STEEL. 343 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 348 to 353 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 1.25 344 CAMBRIA STEEL. Safety Factors to be applied to the Values given in the Table of “Strength of Solid Wooden Columns, “ Pages 354 and 355, 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 Class B 0.23 0.22 Class C 0.28 0.24 Class D 0.31 0.25 SPECIFIC GRAVITY AND WEIGHT PER FOOT FOR VARIOUS KINDS OF TIMBER. Name of Wood. Specific Gravity. Weight per Cubic Foot. Weight per Foot^ Board Measure. White Oak 0.80 49.94 4.16 White Pine 0.38 23.72 1.98 Southern Long-leaf or Georgia Yellow Pine 0.61 38.08 3.17 Douglas Fir 0.51 31.84 2.65 Short-leaf Yellow Pine 0.51 31.84 2.65 Red Pine (Norway Pine) 0.50 31.21 2.60 Spruce and Eastern Fir 0.40 24.97 2.08 Hemlock 0.40 24.97 2.08 Cypress 0.46 28.72 2.39 Cedar 0.37 23.10 1.93 Chestnut 0.66 41.20 3.43 California Redwood 0.39 24.16 2.01 California Spruce 0.40 24.97 2.08 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. CAMBRIA STEEL. 345 SAFE UNIT STRESSES FOR TIMBER. Recommended in Bulletin No. 12, U. S. Department of Agriculture, Division of Forestry. Safe Unit Stresses at 18 % Moisture. a> f|l s ^ Species. Modulus 0 Strength at Rui per S(iuare Ii Modulus of Elasticity S(iuare Inc Elastic Resilience p Cubic Inc) Crushing Stre Endwise pt Square Inc bo-*-* ^ .S s Tensile Strength p Square Inc Shearing Strength p Square Inc Lbs. Lbs. Lbs. Lbs. Lbs. Lbs. Lbs. Long-leaf Pine (Pinus palustris) D 1550 720000 1.30 1000 215 12000 125 Short-leaf Pine (Pinus echinata) D 1300 600000 1.30 840 215 9000 100 White Pine (Pinus stro- bus) 880 435000 1.00 700 147 7000 75 Norway Pine (Pinus res- inosa) 1090 566000 760 143 Colorado Pine (Pinus ponderosa) 980 444000 630 180 t Douglas Fir (Pseudot- suga douglasii) 1320 690000 880 167 Redwood (Sequoia sem- pervirens) *1440 t226000 650 115 Red Cedar (Juniperus virginiana) 1000 335000 700 250 Bald Cypress (Taxo- dium distichum) D . . . White Oak (Quercus 1000 450000 1.10 675 120 6000 60 alba) D 1200 550000 1.25 800 400 10000 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.— E d. 346 CAMBRIA STEEL. AVERAGE ULTIMATE BREAKING UNIT Kind of Timber. Tension. With Grain. Across Grain. White Oak 12000 7000 12000 8000 9000 8000 8000 6000 6000 7000 8500 7000 2000 500 600 White Pine Southern Long-leaf or Georgia Yellow Pine 500 500 500 Hemlock Chestnut California Spruce AVERAGE SAFE ALLOWABLE WORKING UNIT Kind of Timber. Tension. With Grain. Across Grain. Factor of Safety. Ten. Ten. White Oak 1200 700 1200 800 900 800 800 600 600 700 850 700 200 50 60 White Pine Southern Long-leaf or Georgia Yellow Pine Douglas Fir Short-leaf Yellow Pine 50 50 50 Red Pine (Norw’^ay Pine) Spruce and Eastern Fir Hemlock Cypress Cedar Chestnut California Redwood California Spruce The above tables are based on those recommended by the committee on intendents of Bridges and Buildings at their Fifth Annual Convention in by later data from various sources. CAMBBIA STEEL. 347 STRESSES, IN POUNDS PER SQUARE INCH. Compression. Transverse. Shear ingr. With Grain. Across Grain. Extreme Fibre Stress. Modulus of Elasticity. With Grain. Across Grain. End Bearing. Columns Tinder 15 Biams. 7000 5500 7000 5700 6000 5000 6000 5000 3500 5000 4500 4500 4000 4000 4000 4000 3500 4000 4000 4000 2000 700 1400 800 1000 800 700 600 700 700 900 600 7000 4000 7000 5000 6000 5000 4000 3500 5000 4000 5000 4500 5000 1500000 1000000 1500000 1400000 1200000 1130000 1200000 900000 900000 700000 1000000 700000 1200000 800 400 600 500 400 4000 2000 5000 4000 400 350 3000 2500 5000 5500 400 600 400 1500 2000 STRESSES, IN POUNDS PER SQUARE INCH. Compression. Transverse. Shearing. With Grain. Across Grain. Extreme Fibre Stress. Modulus of Elasticity. With Grain. Across Grain. End Bearing. Columns Under 15 Biams. Five. Five. Four. Six. Two. Four. Four. 1400 1100 1400 1100 1200 1000 1200 1000 700 1000 900 900 800 800 800 800 700 800 800 800 500 200 350 200 250 200 200 150 200 200 250 150 1200 700 1200 800 1000 800 700 600 800 700 800 750 800 750000 500000 750000 750000 600000 565000 600000 450000 450000 350000 500000 350000 600000 200 100 150 130 100 1000 500 1250 1000 100 100 750 600 1000 1100 100 150 100 400 500 “Strength of Bridge and Trestle Timbers” of the Association of P.ailway Super- October, 1895, but the arrangement and values in many cases are now modified 348 CAMBKIA STEEL. SAFE LOAD IN POUNDS FOR 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 Coefficient for 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 1050 1296 1569 1867 2191 2541 .76 7 178 278 400 544 711 900 nil 1 1344 1600 1878 2178 1.03 8 156 243 350 476 622 788 972 ; 1176 1400 1643 1906 1.34 9 138 216 311 423 553 700 864 1046 1244 1460 1694 1.70 10 124 194 280 381 498 630 778 941 11201 il314 1524 2.10 11 113 177 255 346 1 1 453 573 707 856 1018 nm' 1386 2.54 12 103 162 233 318 1 1 415 525 648 784 933 1095 1270 3.02 13 96 150 1 215 293 ' 383 i i 485 598 724 862 1011 1173 3.55 14 89 139 200 ! 272 356! ! 450 556 672 800 939 1089 4.12 15 83 130 187 254 332 420 i 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 69 108 156 212 277 350 432 523 i : 622 730 847 6.80 19 65 102 147 201 262 332 409 495 589 692 802 7.58 20 97 140 191 249 315 389 471 560 i i 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 1 ! 693 10.16 23 85 122 166 216 274 338 409 487 572' 663 11.11 24 117 159 207 263 324 392 467 548 635 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 CAMBRIA STEEL. 349 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 c — New factoi 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 1944 2212 2498 2800 3120 3457 3811 4183 4571 4978 1.70 10 1750 1991 2248 2520 2808 3111 3430 3764 4114 4480 2.10 11 1601 1810 2044 2291 2552 2828 3118 3422 3740 4073 2.54 12 1458 1659 1873 2100 2340 2593 2858 3137 3428 3733 3.02 13 1346' 1531 1729 1938 2160 2393 2638 2896 3165 3446 3.55 14 1250 1422 1606 1800 2056 2222 2450 2689 2939 3200 4.12 15 1167 1328 1499 1680 1872 2074 2287 2510 2743 2987 4.73 16 1094 1244 1405 1575' 1755 1944 i 2144 2353 2571 2800 5.38 17 1029 1171 1322 1482 1652 1830 ' 2018 1 1 2214 2420 2635 6.07 18 972 1106 1249 1400 1560 1728 1906 2091 1 1 2286 2489 6.80 19 921 1048 1183 1326 1478 1637 1805 1981 2165 ■ 2358 7.58 20 875 996 1124 1260 1404 1556 1715 1882 2057 2240 8.40 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 23 761 866 977 1096 1221 1353 1491 1637 1789 1948 11.11 24 729 i 1 i 830 1 937 1050 1170 1296 1429 1569 1714 1867 12.10 25 7001 1 796 899 1008 1123 1244 1372 1506 1645 1792 13.13 26 673 766 865 969 1080 1197 1319 1448 1582 1723 14.20 27 648 737 833 1 ; 933 1040 1152 1270 1394 1524 1659 15.31 28 625 711 803 1 1 900 1003 nil 1225 1344 1469 1600 16.46 29 603 687 775 8691 ! 968 1073 1183 1298 1419 1545 17.66 30 : 583 664 749 840 ! 1 936 1037 1143 1255 1371 1493 18.90 31 565 642 725 813 906 : 1004 1106 1214 1327 1445 20.18 32 547 622 703 787 877 972 j ; 1072 1176 1286 1400 21.50 33 534 603 681 764 850 943 1 ! 1039 1141 1247 1358 22.87 34 515 586 661 741 826 915 1009 1 1107 1210 1318 24.28 35 500 569 642 720 802 889 980 1076 i 1176 1280 25.73 36 486 553 624 700 780 864 953 1046 1143 1 ! 1244 27.22 37 473 538 608 681 759 841 927 1017 1112 1211 28.75 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 33.60 360 CAMBKIA 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 in Feet. Depth of Beam in Inches. Deflection Coefficient V 4 5 6 7 8 9 10 11 12 13 14 4 444 694 1000 1361 1778 2250 2778 3361 4000 4694 5444 .40 5 356 556 800 1089 1422 1800 2222 2689 3200 3756 4356 .63 6 296 463 667 907 1185 1500 i i 1852 2241 2667 3130 3630 .90 7 254 397 571 778 1016 1286 1 1 1587 ; ; 1921 2286 2683 3111 1.23 8 222 347 500 681 889 1125 1 1389 1 1 1681 2000 1 -■ 2347 2722 1.60 9 198 309 444 605 790 1000 1235 1 1 1494 1778 i 2086 1 1 2420 2.03 10 178 278 400 544 711 900 1 nil 1344 1600 1878 2178 2.50 11 162 253 364 495 646 818 1 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 1 ! 855 1034 1231 1444 1675 4.23 14 127 198 286 389 508 643 794 1 i 960 1143 1341 1556 4.90 15 119 185 267 363 474 600 741 896! i 1067 1262 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 1 I 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 1146 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. 351 UNIFORMLY DISTRIBUTED, BEAMS ONE INCH THICK, YELLOW PINE. Modulus of rupture 6 000 pounds per square inch. New safe load = Safe load from table X i — • New factor Span Depth of Beam in Inches. Deflection Coefficient Feet. 15 16 17 18 19 20 21 22 28 24 V 9 2778 3160 3568 4000 4457 4938 5444 5975 6531 7111 2.03 10 2500 2844 3211 3600 4011 4444 4900 5378 5878 6400 2.50 11 2273 2586 2919 3273 3646 4040 4455 4889 5343 5818 3.03 12 2083 2370 2676 3000 3343 3704 4083 4481 4898 5333 3.60 13 1923 2188 2470 2769 3085 3419 3769 4137 4521 4923 4.23 14 1786 2032 2294 2571 2865 3'l75 ’35o"o‘; 3841 4198 4571 4.90 15 1667 1896 2141 2400 2674 2963 3267 3585 ! 1 3919 4267 5.63 16 1563 1778 2007 2250 2507 2778 3062 3361 ■ 3674 4000 6.40 17 1471 1673 1889 2118 2359 2614 2882 3163 3458 3765 7.23 18 1389 1580 1789 2000 2228 2469 2722 2988 3265 3556 8.10 19 1316 1497 1690 1895 2111 2339 2579 2830 3094 3368 9.03 20 1250i ! 1422 1606 1800 2006 2222 2450 2689 2939 3200 10.00 21 1190! ! 1354 1529 1714 1910 2116 2333 2561 2799 3048 11.03 22 1136 1293 1460 1636 1823 2020 2227 2444 2672 2909 12.10 23 1087 1237 1396 j ! 1565 1744 1932 2130 2338 2556 2783 13.23 24 1042 1185 1338 1500 1 i 1671 1852 2042 2241 2449 2667 14.40 25 1000 1138 1284 1440 1 ! 1604 1778 1960 2131 2351 2560 15.63 26 962 1094 1235 1385 1543 1 1709 1885 2068 2261 2462 16.90 27 926 1053 1189 1333 1486 1646 i 1815 1992 2177 2370 18.23 28 893 1016 1147 1286 1433 1587 1750 j 1 1921 2099 2286 19.60 29 862 981 1107 1241 1383 1533 1690 ! ! 1854 2027 2207 21.03 30 833 948 1070 1200 1337 1481 1633 1793 ! 1959 2133 22.50 31 806 918 1036 1161 1294 1434 1581 1735 1896 1 2065 24.03 32 781 889 1003 1125 1253 1389 1531 1681 1837 2000 25.60 33 758 862 973 1091 1215 1347 1485 1630 1781 1939 27.23 34 735 837 944 1059 1180 1307 1441 1582 1728 1882 28.90 35 714 813 917 1029 1146 1270 1400 1537 1677 1829 30.63 36 694 780 894 1000 1114 1235 1361 1494 1633 1778 32.40 37 676 769 868 973 1084 1201 1324 1453 1589 1730 34.23 38 658 749 845 947 1056 1169 1289 1415 1547 1684 36.10 39 641 729 823 923 1028 1140 1256 1379 1507 1641 38.03 40 625 711 803 900 1003 nil 1225 1344 1469 1600 40.00 Safe loads for beams of California Redwood, % of above. 352 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 Depth of Beam in Inches. Deflection Coefficient. Feet. 4 5 6 7 8 9 10 11 12 13 14 V 4 533 833 1200 1633 2133 2700 3333 4033 4800 5633 6533 .38 5 427 667 960 "1307“ :|l707 2160 1 1 2667 3227 3840 4507 5227 .60 6 "3^ '556 800 1089 1422 ’1800 2222 2689 •I 3200 3756 4356 .86 7 305 476 686 933 1219 1543 1905 I ;|2305 2743 3219 3733 1.18 8 267 417 600 817 1067 1350 1667 2017 i 1 i 2400 1 2817 3267 1.54 9 237 370 533 726 948 1200 1481 1793 21331 1 2504 2904 1.94 10 213 333 480 653 853 1080 1333 1613 1920 2253 2613 2.40 11 194 303 436 594 776 982 1212 1467 1745 2048 2376 2.90 12 178 278 400 544 711 900 nil 1344 1600 1878 2178 3.46 13 164 256 369 503 656 831 1 ! 1026 1241 1477 1733 2010 4.06 14 152 238 343 467 610 771 1 1152 1371 1610 1867 4.70 15 142 222 320 436 569 720 889 i i 1076 1280 1502 1742 5.40 16 133 208 300 408 533 675 833 1008 1 1 1200 1408 1633 6.14 17 125 196 282 384 502 635 784 949 1129 1 1 1325 1537 6.94 18 119 185 267 363 474 600 741 896 1067 1 ! 1252 1452 7.78 19 112 175 253 344 449 568 702 849 1011 11861 1375 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 35 137 187 244 309 381 461 549 644 747 29.40 Safe loads for beams of Douglas Fir, Red Pine (Norway Pine), Cypress, Chestnut and California Spruce, % of above. CAMBKIA STEEL. 353 UNIFORMLY DISTRIBUTED, BEAMS ONE INCH THICK, LONG-LEAF YELLOW PINE. Modulus of rupture 7 200 pounds per square inch. New safe load = Safe load from table X ^ New factor Span in Depth of Beam in Inches. Deflection 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 2727 3103 3503 3927 4376 4848 5355 5867 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' 'ssio'i i 4200 4610 5038 5486 4.70 15 2000 2276 2569 2880 3209 3556 3920 1 1 4302 4702 5120 5.40 16 1875 2133 2408 2700 3008 3333 3675 ' 4033 4433 : : 4800 6.14 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 1429! ! 1625 1835 2057 2292 2540 2800 3073 3359 3657 10.58 22 1364! ! 1552 1752 1964 2188 2424 2678 2933 3206 3491 11.62 23 1304 1484 I ! 1675 1878 2093 2319 2557 2806 3067 3339 12.70 24 1250 1422 1606 ! i' 1800 2006 2222 2450 2689 2939 3200 13.82 25 1200 1365 1541 1728 1 1 1925 2133 2352 2581 2821 3072 15.00 26 1154 1313 1482 1662 ! ! 1851 2051 2262 2482 2713 2954 16.22 27 nil 1264 1427 1600 1783 ; 1975 2178 2390 2612 2844 17.50 28 1071 1219 1376 1543 1719 1905 j \ 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 1 ! 2151 2351 2560 21.60 31 968 1101 1243 1394 1553 1720 1897 2082 1 2275 2477 23.06 32 938 1067 1204 1350 1504 1667 1838 2017 2217 1 ; 2400 24.58 33 909 1034 1168 1309 1459 1616 1785 1956 2137 1 1 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 1909 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, of above. 854 CAMBKIA STEEL. STRENGTH OF SOLID WOODEN COLUMNS OF DIFFERENT KINDS OF TIMBER. For various values of a 1 = length of column in inches, d = least diameter in inches. Based on the Formltla of the U. S. Department of Agri- culture, Division of Forestry. P 700 + 15c 700 + 15c + c2* P = ultimate strength in pounds per square inch. F = ultimate crushing strength of timber. ^ ” d Values of F are those given in table on pages 346 and 347 herein. Ultimate Strength in Pounds per Square Inch. White Oak and Southern Long-leaf or Georgia Yellow Pine. Douglas Fir and Short-leaf Yellow Pine. Red Pine (Norway Pine), Spruce or Eastern Fir, Hemlock, Cypress, Chestnut, Califomia Redwood and Cali- fomia Spmce. White Pine and Cedar. F 5000 4500 4000 3500 1 d 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 V15 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. 344. CAMBBIA STEEL. 355 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 = F V ^ ^ 700 + 15c + c2 P = ultimate strength in pounds per square inch. F = ultimate crushing strength of timber. ^ ~ ^ Values of F are those given in table on pages 346 and 347 herein. Ultimate Strength in Pounds per Square Inch. White Oak and Southern Long-leaf Red Pine (Norway Pine), Douglas Fir and Short-leaf Spruce or Eastern Fir, lemlock. Cypress, Chestnut, Caliiomia White Pine and or Georgia Yellow Pine. Cedar. Yellow Pine. Redwood and Cali- fornia Spruce. F 5000 4500 4000 3500 1 d 20 3571 3214 2857 2500 21 3486 3137 2788 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. 344. 356 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 Specino Gravity. Water = 1. Average Weight of One Cabic Foot Pounds. Air, atmospheric at 60 degrees F., under pres- sure of one atmosphere, or 14.7 pounds per square inch, weighs as much as water Aluminum .00123 2.6 .0765 162 Anthracite, 1.3 to 1.84; of Penna., 1.3 to 1.7 .. . “ broken, of any size, loose 1.5 93.5 52 to 57 ** “ moderately shaken 56 to 60 ** “ heaped bushel, loose, 77 to 83 pounds “ “ a ton loose occupies 40 to 43 cubic feet Antimony, cast 6.70 418 “ native 6.67 416 Ash, perfectly dry (see note p. 359) .752 47 “ American White, dry (see note p. 359) . . . Ashes of soft coal, solidly packed .61 38 40 to 45 Asphaltum, 1 to 1.8 1.4 87.3 Brass (copper and zinc), cast, 7.8 to 8.4 8.1 504 “ rolled 8.4 524 Brick, best pressed 150 common and hard 125 “ soft inferior 100 Brickwork, pressed brick, fine joints 140 “ medium quality 125 “ coarse, inferior, soft 100 ‘‘ at 125 pounds per cubic foot, 1 cubic yard equals 1.507 tons, and 17.92 cubic feet equal 1 ton . Bronze, copper 8, tin 1 (gun metal) 8.5 529 Cement, hydraulic. American, Rosendale, ground and loose 56 “ hydraulic. American, Rosendale, U. S. struck bush., 70 pounds hydraulic. American, Rosendale, Louisville bushel, 62 pounds “ hydraulic. American, Cumberland, ground, loose 65 “ hydraulic. American, Cumberland, ground, thoroughly shaken 85 “ hydraulic. English Portland (U. S. struck bushel, 100 to 128) 81 to 102 CAMBRIA STEEL. 357 SPECIFIC GRAVITIES AND WEIGHTS VARIOUS SUBSTANCES. 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 = 1. Average Weight of One CuMc Foot. Pounds. Cement, hydraulic. English Portland, a barrel, 400 to 430 pounds ** hydraulic. American Portland, loose “ hydraulic. American Portland, thor- oughly shaken 88 110 Charcoal of pines and oaks 15 to 30 Chalk ‘ 2.5 156 Cherry, perfectly dry (see note p. 359) .672 42 Clay, potters’, dry, 1.8 to 2.1 1.9 119 “ dry in lump, loose 63 Coal, bituminous, solid, 1.2 to 1.5 1.35 84 “ bituminous, solid, Cambria Co., Pa., 1.27-1.34 79 to 84 “ bituminous, broken, of any size, loose . . . 47 to 52 “ bituminous, moderately shaken 51 to 56 bituminous, a heaped bushel, loose, 70 to 78 “ bituminous, 1 ton occupies 43 to 48 cubic feet Coke, loose, good quality 23 to 32 “ loose, a heaped bushel, 35 to 42 “ 1 ton occupies 80 to 97 cubic feet Corundum, pure, 3.8 to 4 3.9 Copper, cast, 8.6 to 8.8 8.7 542 “ rolled, 8.8 to 9 8.9 555 Cork, dry (see note p. 359) .24 15 Earth, common loam, perfectly dry, loose. . . . 72 to 80 “ ‘‘ perfectly dry, shaken. . 82 to 92 perfectly dry, rammed slightly moist, loose. . . 90 to 100 70 to 76 more moist, loose 66 to 68 more moist, shaken . . . 75 to 90 ** more moist, packed . . . 90 to 100 ** as soft flowing mud . . . 104 to 112 ‘‘ as soft flowing mud well pressed 110 to 120 Elm, perfectly dry (see note p. 359) .56 35 Flint. 2.6 162 Glass, 2.5 to 3.45 2.98 186 common window 2.52 157 Gneiss, common, 2.62 to 2.76 2.69 168 358 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. Average Specific Gravity. Water = 1. Average Weight of One Cubic Foot. Pounds. Gneiss, in loose piles 96 1204 1217 170 187 141.6 53 57.4 446 450 433 480 709.6 41 to 83 164.4 95 64 75 44 53 35 49 165 154 138 150 125 Gold, cast, pure or 24 karat 19.258 19.5 2.72 3.00 2.27 .85 .92 7.15 7.21 6.94 7.69 11.38 .65-1.33 2.6 1.5 pure, hammered Granite, 2.56 to 2.88 Greenstone, trap, 2.8 to 3.2 Gypsum, plaster of Paris, 2.24 to 2.30 Hickory, perfectly dry (see note p. 359) Ice, .917 to .922 Iron, cast, 6.9 to 7.4 grey foundry, cold molten wrought Lead, commercial Lignumvitae (dry) Limestone and marble Lime, quick quick, ground, well shaken, per struck bushel 80 pounds ‘‘ quick, ground, thoroughly shaken, per struck bushel 93 J pounds Locust, dry (see note p. 359) .71 .85 .56 .79 Mahogany, Spanish, dry (see note p. 359) Honduras, dry (see note p. 359) . . . Maple, dry (see note p. 359) Marble (see Limestone). Masonry of granite or limestone, well-dressed . of granite, well-scabbled mortar rub- ble, about 3 of mass will be mortar of granite, well-scabbled dry rubble. . “ of granite, roughly scabbled mortar rubble, about i to J of mass will be mortar ** of granite, scabbled dry nubble of s?^ndst<^np ^ Ipss than granite Masonry of brickwork (see Brickwork). Mercury, at 32 degrees^ah 13.62 2.93 1.65 849 183 103 80 to 110 110 to 130 104 to 120 Mica, 2'.75 to 3.1 f Mortar, hardened, L4 to L9 Mild, dry, close wet, moderately pressed “ “ fliiiH CAMBBIA STEEL. 869 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. Oak, live, perfectly dry, .88-1.02 (see note below) .95 59.3 Red, Black, perfectly dry 32 to 45 Petroleum .878 54.8 Pitch 1.15 71.7 Poplar, dry (see note below) .47 29 Platinum 21.5 1342 Quartz 2.65 165 Rosin 1.10 68.6 Salt, coarse (per struck bushel, Syracuse, N. Y., 56 pounds) 45 Sand, of pure quartz, perfectly dry and loose . 90 to 106 '' '' '' voids full of water 118 to 129 very large and small grains, dry 117 Sandstone, 2.1 to 2.73, 131 to 171 2.41 151 quarried and piled, 1 measure solid makes If (about) piled .... 86 Snow, fresh fallen 5 to 12 “ moistened, compacted by rain 15 to 50 Sycamore, perfectly dry (see note below) .... Shales, red or black, 2.4 to 2.8 .59 2.6 37 162 Silver 10.5 655 Slate, 2.7 to 2.9 2.8 175 Soapstone, 2.65 to 2.8 2.73 170 Steel 7.85 489.6 Sulphur 2.00 125 Tallow .94 58.6 Tar 1 62.355 Tin, cast, 7.2 to 7.5 7.35 459 Walnut, Black, perfectly dry (see note below) Water, pure rain, distilled, at 32 degrees F., Bar. 30 inches. . .61 38 62.417 “ “ “ at 62 degrees F., Bar. 30 inches. . “ “ “ at 212 degrees F., Bar. 30 inches. . 1 62.355 59.7 “ sea, 1.026 to 1.030. 1.028 64.08 Zinc or spelter, 6.8 to 7.2 7.00 437.5 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 344. 360 CAMBRIA STEEL. STANDARD DECIMAL GAUGE. standard Decimal Gauge in Inches. Thickness in Fractions of an Inch. Approximate Thickness in Millimetres. Weight per Square Foot in Pounds, Avoirdupois. IRON. Basis— 480 Pounds per Cubic Foot. STEEL. Basis— 489.6 Pounds per Cubic Foot. .002 1-500 .05080010 .08 .0816 .004 1-250 .10160020 .16 .1632 .006 3-500 .15240030 .24 .2448 .008 1-125 .20320041 .32 .3264 .010 1-100 .25400051 .40 .4080 .012 3-250 .30480061 .48 .4896 .014 7-500 .35560071 .56 .5712 .016 2 - 125 ( b ^+) .40640081 .64 .6528 .018 9-500 .45720091 .72 .7344 .020 1-50 .50800102 .80 .8160 .022 11-500 .55880112 .88 .8976 .025 1-40 .63500127 1.00 1.0200 .028 7-250 .71120142 1.12 1.1424 .032 4 - 125 (*+) .81280163 1.28 1.3056 .036 9-250 .91440183 1.44 1.4688 .040 1-25 1.01600203 1.60 1.6320 .045 9-200 1.14300229 1.80 1.8360 .050 1-20 1.27000254 2.00 2.0400 .055 11-200 1.39700280 2.20 2.2440 .060 3-50 (fs-) 1.52400305 2.40 2.4480 .065 13-200 1.65100330 2.60 2.6520 .070 7-100 1.77800356 2.80 2.8560 .075 3-40 1.90500381 3.00 3.0600 .080 2-25 2.03200406 3.20 3.2640 .085 17-200 2.15900432 3.40 3.4680 .090 9-100 2 . 286 C 0457 3.60 3.6720 .095 19-200 2.41300483 3.80 3.8760 .100 1-10 2.54000508 4.00 4.0800 .110 11-100 2.79400559 4.40 4.4880 .125 1-8 3.17500630 5.00 5.1000 .135 27-200 3.42900686 5.40 5.5080 .150 3-20 3.81000762 6.00 6.1200 .165 33-200 4.19100838 6.60 6.7320 .180 9-50 4.57200914 7.20 7.3440 .200 1-5 5.08001016 8.00 8.1600 .220 11-50 5.58801118 8.80 8.9760 .240 6-25 6.09601219 9.60 9.7920 .250 1-4 6.35001270 10.00 10.2000 CAMBRIA STEEL. 861 WIRE AND SHEET METAL GAUGES. In Decimals of an Inch. Number of Gauge. Birm- ingham or Stubs Iron Wire Gauge. American or Brown & Sharpe Wire Gauge. United States Standard Gauge for Sheet arid Plate Iron and Steel. Washburn & Moen Manu- facturing Co. and John A. Roebling’s Sons Co. Wire Gauge. Trenton Iron Co. Wire Gauge. American Screw Co. Screw Wire Gauge. British Imperial orEnglish Legal Standard Wire Gauge. 0000000 .5 .500 000000 .46875 .4600 .464 00000 .4375 .4300 .450 .432 0000 .454 .466666 .40625 .3938 .400 .400 000 .425 .409642 .375 .3625 .360 .03 is .372 00 .380 .364796 .34375 .3310 .330 .0447 .348 0 .340 .324861 .3125 .3065 .305 .0578 .324 1 .300 .289297 .28125 .2830 .285 .0710 .300 2 .284 .257627 .265625 .2625 .265 .0842 .276 3 .259 .229423 .25 .2437 .245 .0973 .252 4 .238 .204307 .234375 .2253 .225 .1105 .232 6 .220 .181940 .21875 .2070 .205 .1236 .212 6 .203 .162023 .203125 .1920 .190 .1368 .192 7 .180 .144285 .1875 .1770 .175 .1500 .176 8 .165 .128490 .171875 .1620 .160 .1631 .160 9 .148 .114423 .15625 .1483 .145 .1763 .144 10 .134 .101897 .140625 .1350 .130 .1894 .128 11 .120 .090742 .125 .1205 .1175 .2026 .116 12 .109 .080808 .109375 .1055 .105 .2158 .104 13 .095 .071962 .09375 .0915 .0925 .2289 .092 14 .083 .064084 .078125 .0800 .0806 .2421 .080 15 .072 .057068 .0703125 .0720 .070 .2552 .072 16 .065 .050821 .0625 .0625 .061 .2684 .064 17 .058 .045257 .05625 .0540 .0525 .2816 .056 18 .049 .040303 .05 .0475 .045 .2947 .048 19 .042 .035890 .04375 .0410 .040 .3079 .040 20 .035 .031961 .0375 .0348 .035 .3210 .036 21 .032 .028462 .034375 .03175 .031 .3342 .032 22 .028 .025346 .03125 .0286 .028 .3474 .028 28 .025 .022572 .028125 .0258 .025 .3605 .024 24 .022 .020101 .025 .0230 .0225 .3737 .022 25 .020 .017900 .021875 .0204 .020 .3868 .020 26 .018 .015941 .01875 .0181 .018 .4000 .018 27 .016 .014195 .0171875 .0173 .017 .4132 .0164 28 .014 .012641 .015625 .0162 .016 .4263 .0148 29 .013 .011257 .0140625 .0150 .015 .4395 .0136 30 .012 .010025 .0125 .0140 .014 .4526 .0124 31 .010 .008928 .0109375 .0132 .013 .4658 .0116 32 .009 .007950 .01015625 .0128 .012 .4790 .0108 33 .008 .007080 .009375 .0118 .011 .4921 .0100 34 .007 .006305 .00859375 .0104 .010 .5053 .0092 35 .005 .005615 .0078125 .0095 .0095 .5184 .0084 36 .004 005000 .00703125 .0090 .009 .5316 .0076 37 .004453 .006640625 .0085 .0085 .5448 .0068 38 .003965 .00625 .0080 .008 .5579 .0060 39 .003531 .0075 .0075 .5711 .0052 40 .003144 .0070 .007 .5842 .0048 362 CAMBKIA STEEL. WEIGHTS OF SHEETS AND PLATES OF STEEL, WROUGHT IRON, COPPER AND BRASS. American or Browne & Sharpe Gauge. Number of Gauge. Thickness in Inches. Weight per Square Foot. 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 13.1052 12.3819 2 .257627 10.5112 10.3051 11.6705 11.0264 3 .229423 9.3605 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 3.7023 3.6297 4.1106 3.8838 12 .080808 3.2970 3.2323 3.6606 3.4586 13 .071962 2.9360 2.8785 3.2599 3.0800 14 .064084 2.6146 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 .045257 1.8465 1.8103 2.0501 1.9370 18 .040303 1.6444 1.6121 1.8257 1.7250 19 .035890 1.4643 1.4356 1.6258 1.5361 20 .031961 1.3040 1.2784 1.4478 1.3679 21 .028462 1.1612 1.1385 1.2893 1.2182 22 .025346 1.0341 1.0138 1.1482 1.0848 23 .022572 .92094 .90288 1.0225 .96608 24 .020101 .82012 .80404 .91058 .86032 25 .017900 .73032 .71600 .81087 .76612 26 .015941 .65039 .63764 .72213 .68227 27 .014195 .57916 .56780 .64303 .60755 28 .012641 .51575 .50564 .57264 .54103 29 .011257 .45929 .45028 .50994 .48180 30 .010025 .40902 .40100 .45413 .42907 31 .008928 .36426 .35712 .40444 .38212 32 .007950 .32436 .31800 .36014 .34026 33 .007080 .28886 .28320 .32072 .30302 34 .006305 .25724 .25220 .28562 .26985 35 .005615 .22909 .22460 .25436 .24032 36 .005000 .20400 .20000 .22650 .21400 37 .004453 .18168 .17812 .20172 .19059 38 .003965 .16177 .15860 .17961 .16970 39 .003531 .14406 .14124 .15995 .15113 40 .003144 .12828 .12576 .14242 .13456 For weights of steel plates and over in thickness, see “Table of Weights of Flat Rolled Bars,” pages 3'89 to 398 inclusive. CAMBRIA STEEL. 363 WEIGHTS OF SHEETS AND PLATES OF STEEL, WROUGHT IRON, COPPER AND BRASS. Birmingham Gauge. Number of Gauge. Thickness in Inches. Weight per Square Foot. Steel. Iron. Copper. Brass. 0000 .454 18.5232 18.16 20.5662 19.4312 000 .425 17.3400 17.00 19.2525 18.1900 00 .380 15.5040 15.20 17.2140 16.2640 0 .340 13.8720 13.60 15.4020 14.5520 1 .300 12.2400 12.00 13.5900 12.8400 2 .284 11.5872 11.36 12.8652 12.1552 3 .259 10.5672 10.36 11.7327 11.0852 4 .238 9.7104 9.52 10.7814 10.1864 5 .220 8.9760 8.80 9.966 9.4160 6 •203 8.2824 8.12 9.1959 8.6884 7 .180 7.3440 7.20 8.1540 7.7040 8 .165 6.7320 6.60 7.4745 7.0620 9 .148 6.0384 5.92 6.7044 6.3344 10 .134 5.4672 5.36 6.0702 5.7352 11 .120 4.8960 4.80 5.4360 5.1360 12 .109 4.4472 4.36 4.9377 4.6652 18 .095 3.8760 3.80 4.3035 4.0660 14 .083 3.3864 3.32 3.7599 3.5524 15 .072 2.9376 2.88 3.2616 3.0816 16 .065 2.6520 2.60 2.9445 2.7820 17 .058 2.3664 2.32 2.6274 2.4824 18 .049 1.9992 1.96 2.2197 2.0972 19 .042 1.7136 1.68 1.9026 1.7976 20 .035 1.4280 1.40 1.5855 1.4980 21 .032 1.3056 1.28 1.4496 1.3696 22 .028 1.1424 1.12 1.2684 1.1984 23 .025 1.0200 1.00 1.1325 1.0700 24 .022 .8976 .88 .9966 .9416 25 .020 .8160 .80 .9060 .8560 26 .018 .7344 .72 .8154 .7704 27 .016 .6528 .64 .7248 .6848 28 .014 .5712 .56 .6342 .5992 29 .013 .5304 .52 .5889 .5564 30 .012 .4896 .48 .5436 .5136 31 .010 .4080 .40 .4530 .4280 32 .009 .3672 .36 .4077 .3852 33 .008 .3264 .32 .3624 .3424 34 .007 .2856 .28 .3171 .2996 35 .005 .2040 .20 .2265 .2140 36 .004 .1632 .16 .1812 .1712 ^ecific Gravities 7.85 7-70 8.72 8.24 Weight of a Cubic Foot . . 489.6 480.0 543.6 513.6 “ ‘ ‘ “ Inch . . .2833 .2778 .3146 .2972 364 CAMBKIA STEEL. DECIMALS OF A FOOT FOR EACH * OF AN INCH. Inch . 0 " 1 " 2 " 3 " 4 " 5 " 0 0 .0833 .1667 .2500 .3333 .4167 1 64 .0013 .0846 .1680 .2513 .3346 .4180 1 32 .0026 .0859 .1693 .2526 .3359 .4193 3 64 .0039 .0872 .1706 .2539 .3372 .4206 1 16 .0052 .0885 .1719 .2552 .3385 .4219 _ 5 _ 64 .0065 .0898 .1732 .2565 .3398 .4232 3 32 .0078 .0911 .1745 .2578 .3411 .4245 7 64 .0091 .0924 .1758 .2591 .3424 .4258 1 8 .0104 .0937 .1771 .2604 .3437 .4271 9 64 .0117 .0951 .1784 .2617 .3451 .4284 5 32 .0130 .0964 .1797 .2630 .3464 .4297 11 64 .0143 .0977 .1810 .2643 .3477 .4310 3 16 .0156 .0990 .1823 .2656 .3490 .4323 13 64 .0169 .1003 .1836 .2669 .3503 .4336 7 32 .0182 .1016 .1849 .2682 .3516 .4349 15 64 .0195 .1029 .1862 .2695 .3529 .4362 1 4 .0208 .1042 .1875 .2708 .3542 .4375 17 64 .0221 .1055 .1888 .2721 .3555 .4388 9 32 .0234 .1068 .1901 .2734 .3568 .4401 19 64 .0247 .1081 .1914 .2747 .3581 .4414 16 .0260 .1094 .1927 .2760 .3594 .4427 21 64 .0273 .1107 .1940 .2773 .3607 .4440 11 32 .0286 .1120 .1953 .2786 .3620 .4453 64 .0299 .1133 .1966 .2799 .3633 .4466 3 8 .0312 .1146 .1979 .2812 .3646 .4479 25 64 .0326 .1159 .1992 .2826 .3659 .4492 13 32 .0339 .1172 .2005 .2839 .3672 .4505 21 64 .0352 .1185 .2018 .2852 .3685 .4518 _ 1 _ 16 .0365 .1198 .2031 .2865 .3698 .4531 29 64 .0378 .1211 .2044 .2878 .3711 .4544 15 32 .0391 .1224 .2057 .2891 .3724 .4557 31 64 .0404 .1237 .2070 .2904 .3737 .4570 1 2 .0417 .1250 .2083 .2917 .3750 .4583 CAMBRIA STEEL. 365 DECIMALS OF A FOOT FOR EACH ^ OF AN INCH. Inch. 6" tyf/ 8 " 9 " 10 " 11 " 0 .5000 .5833 .6667 .7500 .8333 .9167 1 64 .5013 .5846 .6680 .7513 .8346 .9180 1 32 .5026 .5859 .6693 .7526 .8359 .9193 3 64 .5039 .5872 .6706 .7539 .8372 .9206 1 16 .5052 .5885 .6719 .7552 .8385 .9219 5 64 .5065 .5898 .6732 .7565 .8398 .9232 3 32 .5078 .5911 .6745 .7578 .8411 .9245 7 64 .5091 .5924 .6758 .7591 .8424 .9258 1 8 .5104 .5937 .6771 .7604 .8437 .9271 9 64 .5117 .5951 .6784 .7617 .8451 .9284 5 32 .5130 .5964 .6797 .7630 .8464 .9297 11 64 .5143 .5977 .6810 .7643 .8477 .9310 3 16 .5156 .5990 .6823 .7656 .8490 .9323 13 64 .5169 .6003 .6836 .7669 .8503 .9336 7 T2 .5182 .6016 .6849 .7682 .8516 .9349 15 64 .5195 .6029 .6862 .7695 .8529 .9362 1 4 .5208 .6042 .6875 .7708 .8542 .9375 17 6 4 .5221 .6055 .6888 .7721 .8555 .9388 9 ¥2 .5234 .6068 .6901 .7734 .8568 .9401 19 64 .5247 .6081 .6914 .7747 .8581 .9414 5 16 .5260 .6094 .6927 .7760 .8594 .9427 21 64 .5273 .6107 .6940 .7773 .8607 .9440 11 32 .5286 .6120 .6953 .7786 .8620 .9453 23 64 .5299 .6133 .6966 .7799 .8633 .9466 3 8 .5312 .6146 .6979 .7812 .8646 .9479 25. 64 .5326 .6159 .6992 .7826 .8659 .9492 13 32 .5339 .6172 .7005 .7839 .8672 .9505 27 64 .5352 .6185 .7018 .7852 .8685 .9518 7 16 .5365 .6198 .7031 .7865 .8698 .9531 29 64 .5378 .6211 .7044 .7878 .8711 .9544 15 32 .5391 .6224 .7057 .7891 .8724 .9557 31 64 .5404 .6237 .7070 .7904 .8737 .9570 1 .5417 .6250 .7083 .7917 .8750 .9583 366 CAMBKIA STEEIi. DECIMALS OF A FOOT FOR EACH * OF AN INCH. Inch. 0 " 1 " 2 " 8 " 4 " 6" M .0430 • 1263 .2096 .2930 .3763 .4596 .0443 .1276 .2109 .2943 .3776 .4609 35. 64 .0456 .1289 .2122 .2956 .3789 .4622 TS .0469 .1302 .2135 .2969 .3802 .4635 a .0482 .1315 .2148 .2982 .3815 .4648 .0495 .1328 .2161 .2995 .3828 .4661 39 64 .0508 .1341 .2174 .3008 .3841 .4674 5 8 .0521 .1354 .2188 .3021 .3854 .4688 a .0534 .1367 .2201 .3034 .3867 .4701 a .0547 .1380 .2214 .3047 .3880 .4714 43 F4 .0560 .1393 .2227 .3060 .3893 .4727 a .0573 .1406 .2240 .3073 .3906 .4740 45 6T .0586 .1419 .2253 .3086 .3919 .4753 .0599 .1432 .2266 .3099 .3932 .4766 47 64 .0612 .1445 .2279 .3112 .3945 .4779 3 4 .0625 .1458 .2292 .3125 .3958 .4792 « .0638 .1471 .2305 .3138 .3971 .4805 25 ■ST .0651 .1484 .2318 .3151 .3984 .4818 6i 64 .0664 .1497 .2331 .3164 .3997 .4831 13. 16 .0677 .1510 .2344 .3177 .4010 .4844 53 64 .0690 .1523 .2357 .3190 .4023 .4857 27 32 .0703 .1536 .2370 .3203 .4036 .4870 5A 64 .0716 .1549 .2383 .3216 .4049 .4883 7 8 .0729 .1562 .2396 .3229 .4062 .4896 5J7 64 .0742 .1576 .2409 .3242 .4076 .4909 29 TT .0755 .1589 .2422 .3255 .4089 .4922 59 64 .0768 .1602 .2435 .3268 .4102 .4935 15 16 .0781 .1615 .2448 .3281 .4115 .4948 61 64 .0794 .1628 .2461 .3294 .4128 .4961 31 32 .0807 .1641 .2474 .3307 .4141 .4974 63 64 1 .0820 .1654 .2487 .3320 .4154 .4987 CAMBRIA STEEL. 867 DECIMALS OF A FOOT FOR EACH ^ OF AN INCH. Inch. 6 " 7 " 8 " 9 " 10 " 11 " 33 64 .5430 .6263 .7096 .7930 .8763 ,9596 17 32 .5443 .6276 .7109 .7943 .8776 .9609 64 .5456 .6289 .7122 .7956 .8789 .9622 9 T6 .5469 .6302 .7135 .7969 .8802 .9635 37 64 .5482 .6315 .7148 .7982 .8815 .9648 19 32 .5495 .6328 .7161 .7995 .8828 .9661 39 6T .5508 .6341 .7174 .8008 .8841 .9674 5 8 .5521 .6354 .7188 .8021 .8854 .9688 41 64 .5534 .6367 .7201 .8034 .8867 .9701 21 , 32 .5547 .6380 .7214 .8047 .8880 .9714 43 64 .5560 .6393 .7227 .8060 .8893 .9727 li 16 .5573 .6406 .7240 .8073 .8906 .9740 45 64 .5586 .6419 .7253 .8086 .8919 .9753 23 32 .5599 .6432 .7266 .8099 .8932 .9766 47 Ti .5612 .6445 .7279 .8112 .8945 .9779 3 4 .5625 .6458 .7292 .8125 .8958 .9792 4 ^ 6 4 .5638 .6471 .7305 .8138 .8971 .9805 25 T2 .5651 .6484 .7318 .8151 .8984 .9818 51 64 .5664 .6497 .7331 .8164 .8997 .9831 13 16 .5677 .6510 .7344 .8177 .9010 .9844 53 Ti .5690 .6523 .7357 .8190 .9023 .9857 11. 32 .5703 .6536 .7370 .8203 .9036 .9870 55 64 .5716 .6549 .7383 .8216 .9049 .9883 7 8 .5729 .6562 .7396 .8229 .9062 .9896 57 64 .5742 .6576 .7409 .8242 .9076 .9909 1± 32 .5755 .6589 .7422 .8255 .9089 .9922 59 64 .5768 .6602 .7435 .8268 .9102 .9935 a .5781 .6615 .7448 .8281 .9115 .9948 .5794 .6628 .7461 .8294 .9128 .9961 31 32 .5807 .6641 .7474 .8307 .9141 .9974 63 64 .5820 .6654 .7487 .8320 .9154 .9987 1 1.0000 368 CAMBKIA STEEL. DECIMALS OF AN INCH FOR EACH Mh. ^ds. Decimal. Fraction. ^ds. Bjths. Decimal. Fraction. 1 .015625 33 .515625 1 2 .03125 17 34 .53125 3 .046875 35 .546875 2 4 .0625 1-16 18 36 .5625 9-16 5 .078125 37 .578125 3 6 .09375 19 38 .59375 7 .109375 39 .609375 4 8 .125 1-8 20 40 .625 5-8 9 .140625 41 .640625 5 10 .15625 21 42 .65625 11 .171875 43 .671875 6 12 .1875 3-16 22 44 .6875 11-16 13 .203125 45 .703125 7 14 .21875 23 46 .71875 15 .234375 47 .734375 8 16 .25 1-4 24 48 .75 3-4 17 .265625 49 .765625 9 18 .28125 25 50 .78125 19 .296875 51 .796875 10 20 .3125 5-16 26 52 .8125 13-16 21 .328125 53 .828125 11 22 .34375 27 54 .84375 23 .359375 55 .859375 12 24 .375 3-8 28 56 .875 7-8 25 .390625 57 .890625 13 26 .40625 29 58 .90625 27 .421875 59 .921875 14 28 .4375 7-16 30 60 .9375 15-16 29 .453125 61 .953125 15 30 .46875 31 62 .96875 31 .484375 63 .984375 16 32 .5 1-2 32 64 1. 1 CAMBRIA STEEL. 369 WEIGHTS AND AREAS OF SQUARE AND ROUND BARS AND CIRCUMFER- ENCES OF ROUND BARS. One cubic foot of steel weighs 489.6 lbs. Thickness Weight Weight Area Area Circnmference or Diameter of Bar of ^ Bar of Bar of @Bar of Bar in Inches. One Foot Long. One Foot Long. in Sq. Inches. in S^. Inches. in Inches. 1 .013 .010 .0039 .0031 .1964 .021 .016 .0061 .0048 .2454 3 .030 .023 .0088 .0069 .2945 A .041 .032 .0120 .0094 .3436 i .053 .042 .0156 .0123 .3927 9 .067 .053 .0198 .0155 .4418 5 32 .083 .065 .0244 .0192 .4909 11 64 .100 .079 .0295 .0232 .5400 A .120 .094 .0352 .0276 .5891 13 64 .140 .110 .0413 .0324 .6381 7 T2 .163 .128 .0479 .0376 .6872 XL 64 .187 .147 .0549 .0431 .7363 1 4 .212 .167 .0625 .0491 .7854 17 64 .240 .188 .0706 .0554 .8345 9 32 .269 .211 .0791 .0621 .8836 19 64 .300 .235 .0881 .0692 .9327 5 16 .332 .261 .0977 .0767 .9818 a .366 .288 .1077 .0846 1.0308 .402 .316 .1182 .0928 1.0799 23 64 .439 .345 .1292 .1014 1.1290 3 8 .478 .376 .1406 .1104 1.1781 25 64 .519 .407 .1526 .1198 1.2272 13 32 .561 .441 .1650 .1296 1.2763 27 64 .605 .475 .1780 .1398 1.3254 7 16 .651 .511 .1914 .1503 1.3745 29 64 .698 .548 .2053 .1613 1.4235 15 32 .747 .587 .2197 .1726 1.4726 31 64 .798 .627 .2346 .1843 1.5217 1 2 .850 .668 .2500 .1963 1.5708 M. 64 .904 .710 .2659 .2088 1.6199 17 32 .960 .754 .2822 .2217 1.6690 35 64 1.017 .799 .2991 .2349 1.7181 370 CAMBKIA STEEL. SQUARE AND ROUND BARS. (continued.) Thickness Weight Weight Area Area Circumference or Diameter of Bar of Bar of Bar of ^ Bar of Bar in Inches. One Foot Long. One Foot Long. in Sq. Inches. in Sq. Inches. in Inches. 9 16 1.076 .845 .3164 .2485 1.7672 37 64 1.136 .893 .3342 .2625 1.8162 19 32 1.199 .941 .3525 .2769 1.8653 39 64 1.263 .992 .3713 .2916 1.9144 5 8 1.328 1.043 .3906 .3068 1.9635 41 64 1.395 1.096 .4104 .3223 2.0126 21 32 1.464 1.150 .4307 .3382 2.0617 43 64 1.535 1.205 .4514 .3545 2.1108 11 16 1.607 1.262 .4727 .3712 2.1599 45 64 1.681 1.320 .4944 .3883 2.2089 23 32 1.756 1.380 .5166 .4057 2.2580 47 64 1.834 1.440 .5393 .4236 2.3071 3 4 1.913 1.502 .5625 .4418 2.3562 13 1 6 2.245 1.763 .6602 .5185 2.5526 7 8 2.603 2.044 .7656 .6013 2.7489 15 16 2.988 2.347 .8789 .6903 2.9453 1 3.400 2.670 1.0000 .7854 3.1416 1 1 6 3.838 3.015 1.1289 .8866 3.3380 1 8 4.303 3.380 1.2656 .9940 3.5343 3 16 4.795 3.766 1.4102 1.1075 3.7306 1 4 5.313 4.172 1.5625 1.2272 3.9270 5 16 5.857 4.600 1.7227 1.3530 4.1234 3 8 6.428 5.049 1.8906 1.4849 4.3197 7 16 7.026 5.518 2.0664 1.6230 4.5161 1 2 7.650 6.008 2.2500 1.7671 4.7124 9 1 6 8.301 6.519 2.4414 1.9175 4.9088 5 8 8.978 7.051 2.6406 2.0739 5.1051 11 16 9.682 7.604 2.8477 2.2365 5.3015 3 4 10.41 8.178 3.0625 2.4053 5.4978 13 11.17 8.773 3.2852 2.5802 5.6942 7 8 11.95 9.388 3.5156 2.7612 5.8905 15 16 12.76 10.02 3.7539 2.9483 6.0869 CAMBRIA STEEL. 371 SQUARE AND ROUND BARS. (continued.) Thickness Weight Weight Area Area Circnmference or Diameter of Bar of Bar of Bar of 0 Bar of Bar in Inches. One Foot Long. One Foot Long. in Sq. Inches. in Sq. Inches. in Inches. 2 13.60 10.68 4.0000 3.1416 6.2832 1 T6 14.46 11.36 4.2539 3.3410 6.4796 1 15.35 12.06 4.5156 3.5466 6.6759 3 16 16.27 12.78 4.7852 3.7583 6.8723 1 4 17.21 13.52 5.0625 3.9761 7.0686 5 16 18.18 14.28 5.3477 4.2000 7.2650 3 8 19.18 15.06 5.6406 4.4301 7.4613 7 16 20.20 15.87 5.9414 4.6664 7.6577 1 2 21.25 16.69 6.2500 4.9087 7.8540 9 16 22.33 17.53 6.5664 5.1573 8.0504 5 8 23.43 18.40 6.8906 5.4119 8.2467 11 16 24.56 19.29 7.2227 5.6727 8.4431 3 4 25.71 20.19 7.5625 5.9396 8.6394 13 16 26.90 21.12 7.9102 6.2126 8.8358 7 8 28.10 22.07 8.2656 6.4918 9.0321 15 16 29.34 23.04 8.6289 6.7771 9.2285 3 30.60 24.03 9.0000 7.0686 9.4248 1 16 31.89 25.05 9.3789 7.3662 9.6212 1 8 33.20 26.08 9.7656 7.6699 9.8175 3 16 34.55 27.13 10.160 7.9798 10.014 1 4 35.92 28.21 10.563 8.2958 10.210 5 16 37.31 29.30 10.973 8.6179 10.407 3 8 38.73 30.42 11.391 8.9462 10.603 7 T6 40.18 31.55 11.816 9.2806 10.799 1 2 41.65 32.71 12.250 9.6211 10.996 "fs 43.15 33.89 12.691 9.9678 11.192 5 8 44.68 35.09 13.141 10.321 11.388 JUL 16 46.23 36.31 13.598 10.680 11.585 3 4 47.82 37.55 14.063 11.045 11.781 13 16 49.42 38.81 14.535 11.416 11.977 7 8 51.05 40.10 15.016 11.793 12.174 1 5 16 52.71 41.40 15.504 12.177 12.370 372 CAMBRIA STEEL. SQUARE AND ROUND BARS. (continued.) Thickness Weight Weight Area Area Circumference or Diameter of Bar of Bar of Bar of ^ Bar of Bar in Inches. One Foot Long. One Foot Long. in Sq. Inches. in Sq. Inches. in Inches. 4 54.40 42.73 16.000 12.566 12.566 1 16 56.11 44.07 16.504 12.962 12.763 1 8 57.85 45.44 17.016 13.364 12.959 3 T6 59.62 46.83 17.535 13.772 13.155 1 4 61.41 48.24 18.063 14.186 13.352 A 63.23 49.66 18.598 14.607 13.548 3 8 65.08 51.11 19.141 15.033 13.745 _v. 16 66.95 52.58 19.691 15.466 13.941 1 2 68.85 54.07 20.250 15.904 14.137 9 1 6 70.78 55.59 20.816 16.349 14.334 5 8 72.73 57.12 21.391 16.800 14.530 11 16 74.71 58.67 21.973 17.257 14.726 3 4 76.71 60.25 22.563 17.721 14.923 13 1 6 78.74 61.85 23.160 18.190 15.119 7 8 80.80 63.46 23.766 18.665 15.315 1 5 T6 82.89 65.10 24.379 19.147 15.512 5 85.00 66.76 25.000 19.635 15.708 1 16 87.14 68.44 25.629 20.129 15.904 1 8 89.30 70.14 26.266 20.629 16.101 3 16 91.49 71.86 26.910 21.135 16.297 1 4 93.71 73.60 27.563 21.648 16.493 5 16 95.96 75.37 28.223 22.166 16.690 3 8 98.23 77.15 28.891 22.691 16.886 7 16 100.5 78.95 29.566 23.221 17.082 1 2 102.9 80.78 30.250 23.758 17.279 9 16 105.2 82.62 30.941 24.301 17.475 5 8 107.6 84.49 31.641 24.851 17.672 11 16 110.0 86.38 32.348 25.406 17.868 3 4 112.4 88.29 33.063 25.967 18.064 13 16 114.9 90,22 33.785 26.535 18.261 7 8 117.4 92.17 34.516 27.109 18.457 15 16 119.9 94.14 35.254 27.688 18.653 CAMBRIA STEEL. 873 SQUARE AND ROUND BARS. (continued.) Thickness "Weight Weight Area Area Circnmference or Diameter of Bar of Bar of Bar of ^Bar of Bar in Inches. One Foot Long. One Foot Long. in Sq. Inches. in Sq. Inches. in Inches. 6 122.4 96.13 36.000 28.274 18.850 1 16 125.0 98.15 36.754 28.867 19.046 1 8 127.6 100.2 37.516 29.465 19.242 3 16 130.2 102.2 38.285 30.069 19.439 1 4 132.8 104.3 39.063 30.680 19.635 5 16 135.5 106.4 39.848 31.296 19.831 3 8 138.2 108.5 40.641 31.919 20.028 7 16 140.9 110.7 41.441 32.548 20.224 1 2 143.7 112.8 42,250 33.183 20.420 9 16 146.5 115.0 43.066 33.824 20.617 5 8 149.2 117.2 43.891 34.472 20.813 11 16 152.1 119.4 44.723 35.125 21.009 3 4 154.9 121.7 45.563 35.785 21.206 13 16 157.8 123.9 46.410 36.451 21.402 7 8 160.7 126.2 47.266 37.122 21.599 15 16 163.6 128.5 48.129 37.800 21.795 7 166.6 130.8 49.000 38.485 21.991 1 16 169.6 133.2 49.879 39.175 22.188 i 172.6 135.6 50.766 39.871 22.384 175.6 138.0 51.660 40.574 22.580 1 4 178.7 140.4 52.563 41.283 22.777 5 T6 181.8 142.8 53.473 41.997 22.973 3 8 184.9 145.2 54.391 42.718 23.169 7 16 188.1 147.7 55.316 43.446 23.366 1 2 191.3 150.2 56.250 44.179 23.562 9 16 194.5 152.7 57.191 44.918 23.758 5 8 197.7 155.3 58.141 45.664 23.955 11 16 200.9 157.8 59.098 46.415 24.151 3 4 204.2 160.4 60.063 47.173 24.347 16 207.5 163.0 61.035 47.937 24.544 7 8 210.9 165.6 62.016 48.707 24.740 15 214.2 168.2 63.004 49.483 24.936 374 CAMBRIA STEEL. SQUARE AND ROUND BARS. (continued.) Thickness Weight Weight Area Area Circumference or Diameter of Bar of Bar of Bar of ^ Bar of Bar in Inches. One Foot Long. One Foot Long. in Sq. Inches. in Sq. Inches. in Inches. 8 217.6 170.9 64.000 50.266 25.133 1 1 6 221.0 173.6 65.004 51.054 25.329 1 8 224.5 176.3 66.016 51.849 25.526 3 16 227.9 179.0 67.035 52.649 25.722 1 4 231.4 181.8 68.063 53.456 25.918 5 16 234.9 184.5 69.098 54.269 26.115 3 8 238.5 187.3 70.141 55.088 26.311 7 16 242.1 190.1 71.191 55.914 26.507 1 2 245.7 192.9 72.250 56.745 26.704 9 16 249.3 195.8 73.316 57.583 26.900 5 8 252.9 198.6 74.391 58.426 27.096 11 16 256.6 201.5 75.473 59.276 27.293 3 4 260.3 204.4 76.563 60.132 27.489 1 3 16 264.0 207.4 77.660 60.994 27.685 7 8 267.8 210.3 78.766 61.863 27.882 1 5 T6 271.6 213.3 79.879 62.737 28.078 9 275.4 216.3 81.000 63.617 28.274 1 16 279.2 219.3 82.129 64.504 28.471 1 8 283.1 222.3 83.266 65.397 28.667 3 16 287.0 225.4 84.410 66.296 28.863 1 4 290.9 228.5 85.563 67.201 29.060 _ 5 _ 1 6 294.9 231.6 86.723 68.112 29.256 3 8 298.8 234.7 87.891 69.029 29.453 _ 7 . 16 302.8 237.8 89.066 69.953 29.649 1 2 306.9 241.0 90.250 70.882 29.845 9 16 310.9 244.2 91.441 71.818 30.042 s 315.0 247.4 92.641 72.760 30.238 11 16 319.1 250.6 93.848 73.708 30.434 3 4 323.2 253.8 95.063 74.662 30.631 13 1 6 327.4 257.1 96.285 75.622 30.827 7 8 331.6 260.4 97.516 76.589 31.023 1 5 16 335.8 263.7 98.754 77.561 31.220 CAMBKIA STEEL. 375 SQUARE AND ROUND BARS. (concluded.) Thicbiess Weight Weight Area Area Circumference or Diameter of Bar of ^ Bar of 1^^ Bar of ^ Bar of Bar in Inches. One Foot Long. One Foot Long. in Sq. Inches. in Sq. Inches. in Inches. 10 340.0 267.0 100.00 78.540 31.416 1 16 344.3 270.4 101.25 79.525 31.612 1 8 348.6 273.8 102.52 80.516 31.809 3 16 352.9 277.1 103.79 81.513 32.005 1 4 357.2 280.6 105.06 82.516 32.201 5 16 361.6 284.0 106.35 83.525 32.398 3 8 366.0 287.4 107.64 84.541 32.594 7 16 370.4 290.9 108.94 85.563 32.790 1 2 374.9 294.4 110.25 86.590 32.987 9 T6 379.3 297.9 111.57 87.624 33.183 5 8 383.8 301.5 112.89 88.664 33.380 11 16 388.4 305.0 114.22 89.710 33.576 3 4 392.9 308.6 115.56 90.763 33.772 i3 16 397.5 312.2 116.91 91.821 33.969 7 8 402.1 315.8 118.27 92.886 34.165 15 16 406.7 319.5 119.63 93.957 34.361 11 411.4 323.1 121.00 95.033 34.558 1 16 416.1 326.8 122.38 96.116 34.754 J 420.8 330.5 123.77 97.206 34.950 A 425.5 334.3 125.16 98.301 35.147 1 4 430.3 338.0 126.56 99.402 35.343 5 16 435.1 341.7 127.97 100.51 35.539 3 8 439.9 345.5 129.39 101.62 35.736 7 16 444.8 349.3 130.82 102.74 35.932" 1 2 449.7 353.2 132.25 103.87 36.128 9 T6 454.6 357.0 133.69 105.00 36.325 5 8 459.5 360.9 135.14 106.14 36.521 11 16 464.4 364.8 136.60 107.28 36.717 3 4 469.4 368.7 138.06 108.43 36.914 13 16 474.4 372.6 139.54 109.59 37.110 . 7 8 479.5 376.6 141.02 110.75 37.307 15 16 484.5 380.5 142.50 111.92 37.503 376 CAMBKIA STEEL. WEIGHTS OF SQUARE AND ROUND BARS PER RUNNING INCH. One cubic inch of steel weighs 0.2833 lb. Thickness or Weight of Weight of Thickness or Weight of Weight of Diameter □ Bar Q Bar Diameter □ Bar O Bar in Inches. One Inch Cong. One Inch long. in Inches. One Inch Long. One Inch Long. 2 1.13 .89 1 16 A 1.21 .95 1 1 1.28 1.01 3 .01 A i 1.36 1.07 1 4 .02 .01 1.43 1.13 A .03 .02 A 1.52 1.19 3 8 .04 .03 3 8 1.60 1.26 A .05 .04 A 1.68 1.32 1 2 .07 .06 2 1.77 1.39 9 16 .09 .07 A 1.86 1.46 5 8 .11 .09 5 8 1.95 1.54 H .13 .11 H 2.05 1.61 3 4 .16 .13 3 4 2.14 1.69 13 16 .19 .15 a 2.24 1.76 7 8 .22 .17 7 8 2.34 1.84 15 16 .25 .20 15 16 2.44 1.92 1 .28 .22 3 2.55 2.01 1 16 .32 .25 1 16 2.66 2.09 1 8 .36 .28 i 2.77 2.18 A .40 .31 A 2.88 2.26 1 4 .44 .35 2.99 2.35 5 16 .49 .38 5 16 3.11 2.44 3 8 .54 .42 3 8 3.23 2.53 7 16 .58 .46 7 16 3.35 2.63 1 2 .64 .50 1 2 3.47 2.73 9 16 .69 .54 9 16 3.60 2.82 5 8 .75 .59 5 8 3.72 2.92 11 16 .81 .63 11 16 3.85 3.03 3 4 .87 .68 3 4 3.98 3.13 13 16 .94 .73 13 16 4.12 3.23 7 8 1.00 .78 7 8 4.25 3.34 15 T6 1.06 .84 15 16 4.39 3.45 CAMBRIA STEEL. 377 SQUARE AND ROUND BARS. (continued.) Thickness or Weight of Weight of Thickness or Weight of Weight of Diameter □ 8“ O Bar Diameter □ Bar O in Inches. One Inch Long. One Inch Long. in Inches. One Inch Long. One Inch Long. 4 4.53 3.57 6 10.20 8.01 1 16 4.68 3.67 1 16 10.41 8.18 1 8 4.82 3.79 1 8 10.63 8.35 A 4.97 3.90 _ 3 _ 16 10.85 8.52 i 5.12 4.02 1 4 11.07 8.69 5 16 5.27 4.14 5 16 11.29 8.87 3 8 5.42 4.26 3 8 11.51 9.04 7 16 5.58 4.38 7 T6 11.74 9.22 1 2 5.74 4.51 1 2 11.97 9.40 9 16 5.90 4.63 9 16 12.20 9.58 5 8 6.06 4.76 5 8 12.43 9.77 11 16 6.23 4.89 11 16 12.67 9.95 3 4 6.39 5.02 3 4 12.91 10.14 13 16 6.56 5.15 13 16 13.15 10.33 7 8 6.73 5.29 7 8 13.39 10.52 15 16 6.91 5.42 15 16 13.64 10.71 5 7.08 5.56 7 13.88 10.90 1 16 7.26 5.70 1 16 14.13 11.10 1 8 7.44 5.84 1 8 14.38 11.30 A 7.62 5.99 3 16 14.64 11.50 1 4 7.81 6.13 1 4 14.89 11.70 A 8.00 6.28 5 16 15.15 11.90 3 8 8.19 6.43 3 8 15.41 12.10 7 T6 8.38 6.58 16 15.67 12.31 1 2 8.57 6.73 1 2 15.94 12.52 9 16 8.77 6.88 9 16 16.20 12.73 5 8 8.96 7.04 5 8 16.47 12.94 11 16 9.16 7.20 11 16 16.74 13.15 3 4 9.37 7,36 3 4 17.02 13.36 13 . 16 9.57 7.52 13 V 8 17.29 13.58 7 8 9.78 7.68 17.57 13.80 15 16 9.99 7.84 15 16 17.85 14.02 378 CAMBKIA STEEL. SQUARE AND ROUND BARS. (continued.) Thickness or Weight of Weight of Thickness or Weight of Weight of Diameter □ Bar O B"’ Diameter □ Bar O Bar in Inches, One Inch Long. One Inch Long. in Inches. One Inch Long. One Inch Long. 8 18.11 14.24 10 28.33 22.25 1 IT 18.42 14.46 1 16 28.69 22.53 i 18.70 14.69 1 8 29.04 22.81 A 18.99 14.92 A 29.41 23.09 i 19.28 15.14 1 4 29.77 23.38 T6 19.58 15.38 5 IT 30.13 23.66 3 8 19.87 15.61 3 8 30.50 23.95 IT 20.17 15.84 7 16 30.87 24.24 1 2 20.47 16.08 1 2 31.24 24.53 9 16 20.77 16.31 9 16 31.61 24.82 5 8 21.08 16.55 5 8 31.98 25.12 H 21.38 16.79 11 16 32.36 25.42 3 4 21.69 17.04 3 4 32.74 25.71 it 22.00 17.28 13 16 33.12 26.01 7 8 22.31 17.53 7 8 33.51 26.32 if 22.63 17.77 15 T6 33.89 26.62 9 22.95 18.02 11 34.28 26.92 1 16 23.27 18.27 1 16 34.67 27.23 i 23.59 18.53 1 8 35.06 27.54 3 16 23.91 18.78 JL 16 35.46 27.85 1 4 24.24 19.04 1 4 35.86 28.16 5 16 24.57 19.30 5 16 36.26 28.48 3 8 24. U 0 19.56 3 8 36.66 28.79 IT 25.23 19.82 7 16 37.06 29.11 i 25.57 20.08 1 2 37.47 29.43 9 16 25.91 20.35 9 16 37.88 29.75 5 8 26.25 20.61 5 8 38.29 30.07 26.59 20.88 11 16 38.70 30.39 3 4 26.93 21.15 3 4 39.12 30.72 27.28 21.42 13 16 39.53 31.04 7 8 27.63 21.70 7 8 39.95 31.38 if 1 27.98 21.97 15 16 40.37 31.71 CAMBRIA STEEL. 379 SQUARE AND ROUND BARS. (continued.) Thickness or Diameter in Inches. Weight of 1 1 Bar One Inch Long. Weight of O One Inch Long. Thickness or Diameter in Inches. Weight of □ Bar One Inch Long. Weight of O One Inch Long. 12 40.80 32.04 16 72.53 56.96 1 8 41.65 32.71 1 8 73.67 57.86 1 4 42.52 33.39 1 4 74.81 58.76 3 8 43.39 34.08 3 8 75.97 59.66 1 2 44.27 34.77 1 2 77.13 60.58 5 8 45.16 35.47 5 8 78.31 61.50 3 4 46.06 36.17 3 4 79.49 62.43 7 8 46.96 36.88 7 8 80.68 63.36 13 47.88 37.60 17 81.88 64.30 1 8 48.81 38.33 1 8 83.09 65.25 1 4 49.74 39.06 1 4 84.30 66.21 3 8 50.68 39.80 3 8 85.53 67.17 1 2 51.63 40.55 1 2 86.77 68.14 5 8 52.59 41.31 5 8 88.01 69.12 3 4 53.56 42.07 3 4 89.26 70.10 7 8 54.54 42.84 7 8 90.52 71.09 14 55.53 43.62 18 91.79 72.09 1 8 56.53 44.39 1 8 93.07 73.10 1 4 57.53 45.18 1 4 94.36 74.11 3 8 58.54 45.98 3 8 95.66 75.13 1 2 59.57 46.78 1 2 96.96 76.15 5 8 60.60 47.59 5 8 98.28 77.19 3 4 61.64 48.41 3 4 99.60 78.22 7 8 62.69 49.23 7 8 100.94 79.27 15 63.75 50.06 19 102.28 80.32 1 8 64.81 50.90 1 8 103.63 81.39 1 4 65.89 51.75 1 4 104.99 82.45 3 8 66.97 52.60 3 8 106.35 83.53 1 2 68.07 53.46 1 2 107.73 84.61 5 8 69.17 54.32 5 8 109.12 85.70 3 4 70.28 55.20 3 4 110.51 86.79 7 8 71.40 56.08 7 8 111.91 87.89 380 CAMBKIA STEEL. SQUARE AND ROUND BARS. (continued.) Thickness or Diameter in Inches. Weight of □ Bar One Inch Long. Weight of O One Inch Long. Thickness or Diameter in Inches. Weight of □ Bar One Inch Long. Weight of O One Inch Long. 20 113.33 89.00 24 163.19 128.16 i 114.75 90.12 i 164.89 129.50 i 4 116.18 91.24 i 166.61 130.85 3 8 117.62 92.37 3 8 168.33 132.20 1 2 119.06 93.51 1 2 170.06 133.57 5 8 120.52 94.65 5 8 171.80 134.93 3 4 121.98 95.80 3 4 173.55 136.30 7 8 123.46 96.96 7 8 175.31 137.68 21 124.94 98.13 25 177.07 139.07 1 126.43 99.30 1 8 178.85 140.46 1 4 127.93 100.48 1 4 180.63 141.86 3 8 129.44 101.66 3 8 182.42 143.27 1 2 130.96 102.85 1 2 184.23 144.68 5 8 132.49 104.05 5 8 186.04 146.11 3 4 134.03 105.26 3 4 187.86 147.54 7 8 135.57 106.47 7 8 189.68 148.97 22 137.12 107.69 26 191.52 150.41 1 8 138.69 108.92 1 193.37 151.86 1 4 140.26 110.15 1 4 195.22 153.32 3 8 141.84 111.40 3 8 197.09 154.78 1 2 143.43 112.64 1 2 198.96 156.25 5 8 145.03 113.90 5 8 200.84 157.73 3 4 146.63 115.16 3 4 202.73 159.22 7 8 148.25 116.43 7 8 204.63 160.71 23 149.88 117.71 27 206.54 162.21 1 8 151.51 118.99 1 8 208.45 163.71 1 4 153.15 120.28 1 4 210.38 165.22 3 8 154.81 121.58 3 8 212.31 166.74 1 2 156.46 122.88 1 2 214.26 168.27 5 8 158.13 124.19 5 8 216.21 169.80 3 4 159.81 125.51 3 4 218.17 171.34 7 8 161.49 126.83 7 8 220.14 172.89 CAMBRIA STEEL. 381 SQUARE AND ROUND BARS. (continued.) Thickness or Diameter in Inches. Weight of 1 1 Bar One Inch Long. Weight of Q Bar One Inch Long. Thickness or Diameter in Inches. Weight of □ Bar One Inch Long. Weight of Q Bar One Inch Long. 28 222.12 174.44 32 290.11 227.85 1 8 224.11 176.01 I 292.39 229.63 1 4 226.10 177.57 i 294.67 231.42 3 8 228.11 179.15 3 8 296.95 233.22 1 2 230.12 180.73 1 2 299.25 235.02 5 8 232.15 182.32 5 8 301.56 236.83 3 4 234.18 183.91 3 4 303.87 238.65 7 8 236.22 185.52 7 8 306.20 240.48 29 238.27 187.13 33 308.53 242.31 1 8 240.33 188.74 1 8 310.87 244.15 1 4 242.39 190.37 1 4 313.22 245.99 3 8 244.47 192.00 3 8 315.58 247.85 1 2 246.56 193.64 1 2 317.95 249.71 5 8 248.65 195.28 5 8 320.33 251.57 3 4 250.75 196.93 3 4 322.71 253.45 7 8 252.86 198.59 7 8 325.11 255.33 30 254.98 200.25 34 327.51 257.22 1 8 257.11 201.93 1 8 329.93 259.11 1 4 259.25 203.61 1 4 332.35 261.01 3 8 261.40 205.29 3 8 334.78 262.92 1 2 263.55 206.99 1 o 337.22 264.84 5 8 265.72 208.69 5 8 339.66 266.76 3 4 267.89 210.39 3 4 342.12 268.69 7 8 270.07 212.11 7 8 344.59 270.63 31 272.27 213.83 35 347.06 272.57 1 8 274.47 215.56 1 8 349.54 274.52 1 4 276.68 217.29 1 4 352.04 276.48 3 8 278.89 219.03 3 8 354.54 278.44 1 2 281.12 220.78 1 2 357.05 280.41 5 8 283.36 222.54 5 8 359.57 282.39 3 4 285.60 224.30 3 4 362.09 284.38 1 8 287.85 226.07 7 8 364.63 286.37 382 CAMBKIA STEEL. AREAS OF FLAT ROLLED STEEL BARS. For Thicknesses from ^ in. to 2 in. and Widths from 1 in. to 12f in. Tliickiiesg in Inches . 1 " If" If" • 13 // ■*•4 2 " 2 i " 2 i " 2 J " 12 " A .063 .078 .094 .109 .125 .141 .156 .172 .750 i .125 .156 .188 .219 .250 .281 .313 .344 1.50 A .188 .234 .281 .328 .375 .422 .469 .516 2.25 i .250 .313 .375 .438 .500 .563 .625 .688 3.00 A .313 .391 .469 .547 .625 .703 .781 .859 3.75 3 8 ,375 .469 .563 .656 .750 .844 .938 1.03 4.50 A .438 .547 .656 .766 .875 .984 1.09 1.20 5.25 1 2 .500 .625 .750 .875 1.00 1.13 1.25 1.38 6.00 9 .563 .703 .844 .984 1.13 1.27 1.41 1.55 6.75 5 8 .625 .781 .938 1.09 1.25 1.41 1.56 1.72 7.50 a .688 .859 1.03 1.20 1.38 1.55 1.72 1.89 8.25 3 4 .750 .938 1.13 1.31 1.50 1.69 1.88 2.06 9.00 13 16 .813 1.02 1.22 1.42 1.63 1.83 2.03 2.23 9.75 7 8 .875 1.09 1.31 1.53 1.75 1.97 2.19 2.41 10.50 15 . 16 .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 ^A 1.06 1.33 1.59 1.86 2.13 2.39 2.66 2.92 12.75 u 1.13 1.41 1.69 1.97 2.25 2.53 2.81 3.09 13.50 lA 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 - 5 - ^16 1.31 1.64 1.97 2.30 2.63 2.95 3.28 3.61 15.75 If 1.38 1.72 2.06 2.41 2.75 3.09 3.44 3.78 16.50 lA 1.44 1.80 2.16 2.52 2.88 3.23 3.59 3.95 17.25 u 1.50 1.88 2.25 2.63 3.00 3.38 3.75 4.13 18.00 1-^ ••■16 1.56 1.95 2.34 2.73 3.13 3.52 3.91 4.30 18.75 If 1.63 2.03 2.44 2.84 3.25 3.66 4.06 4.47 19.50 Iff 1.69 2.11 2.53 2.95 3.38 3.80 4.22 4.64 20.25 If 1.75 2.19 2.63 3.06 3.50 3.94 4.38 4.81 21.00 Iff 1.81 2.27 2.72 3.17 3.63 4.08 4.53 4.98 21.75 If 1.88 2.34 2.81 3.28 3.75 4.22 4.69 5.16 22.50 Iff 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. 383 AREAS OF FLAT ROLLED STEEL BARS. (continued.) Thickness in Inches. 3" 3J" 3|" Ml-.)! CO 4" 41" 4i" 4|" 12" .188 .203 .219 .234 .250 .266 .281 .297 .750 i .375 .406 .438 .469 .500 .531 .563 .594 1.50 3 16 .563 .609 .656 .703 .750 .797 .844 .891 2.25 1 4 .750 .813 .875 .938 1.00 1.06 1.13 1.19 3.00 5 16 .938 1.02 1.09 1.17 1.25 1.33 1.41 1.48 3.75 3 8 1.13 1.22 1.31 1.41 1.50 1.59 1.69 1.78 4.50 7 16 1.31 1.42 1.53 1.64 1.75 1.86 1.97 2.08 5.25 1 2 1.50 1.63 1.75 1.88 2.00 2.13 2.25 2.38 6.00 9 T6 1.69 1.83 1.97 2.11 2.25 2.39 2.53 2.67 6.75 5 8 1.88 2.03 2.19 2.34 2.50 2.66 2.81 2.97 7.50 11 16 2.06 2.23 2.41 2.58 2.75 2.92 3.09 3.27 8.25 3 4 2.25 2.44 2.63 2.81 3.00 3.19 3.38 3.56 9.00 13 16 2.44 2.64 2.84 3.05 3.25 3.45 3.66 3.86 9.75 7 8 2.63 2.84 3.06 3.28 3.50 3.72 3.94 4.16 10.50 15 16 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 3.19 3.45 3.72 3.98 4.25 4.52 4.78 5.05 12.75 U 3.38 3.66 3.94 4.22 4.50 4.78 5.06 5.34 13.50 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 1-5- ^16 3.94 4.27 4.59 4.92 5.25 5.58 5.91 6.23 15.75 1 3 . 1 8 4.13 4.47 4.81 5.16 5.50 5.84 6.19 6.53 16.50 4.31 4.67 5.03 5.39 5.75 6.11 6.47 6.83 17.25 u 4.50 4.88 5.25 5.63 6.00 6.38 6.75 7.13 18.00 1-i- *16 4.69 5.08 5.47 5.86 6.25 6.64 7.03 7.42 18.75 If 4.88 5.28 5.69 6.09 6.50 6.91 7.31 7.72 19.50 IH 5.06 5.48 5.91 6.33 6.75 7.17 7.59 8.02 20.25 If 5.25 5.69 6.13 6.56 7.00 7.44 7.88 8.31 21.00 m 5.44 5.89 6.34 6.80 7.25 7.70 8.16 8.61 21.75 u 5.63 6.09 6.56 7.03 7.50 7.97 8.44 8.91 22.50 Iff 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 24.00 384 CAMBRIA STEEL. AREAS OF FLAT ROLLED STEEL BARS. (continued.) Thickness in Inches. 6" 6i" 6i" 6f" 6" 6i" 6i" 6|" 12 " 1 16 .313 .328 .344 .359 .375 .391 .406 .422 .750 1 8 .625 .656 .688 .719 .750 .781 .813 .844 1.50 - 3 _ 16 .938 .984 1.03 1.08 1.13 1.17 1.22 1.27 2.25 1 4 1.25 1.31 1.38 1.44 1.50 1.56 1.63 1.69 3.00 5 16 1.56 1.64 1.72 1.80 1.88 1.95 2.03 2.11 3.75 3 8 1.88 1.97 2.06 2.16 2.25 2.34 2.44 2.53 4.50 7 16 2.19 2.30 2.41 2.52 2.63 2.73 2.84 2.95 5.25 1 2 2.50 2.63 2.75 2.88 3.00 3.13 3.25 3.38 6.00 9 16 2.81 2.95 3.09 3.23 3.38 3.52 3.66 3.80 6.75 5 8 3.13 3.28 3.44 3.59 3.75 3.91 4.06 4.22 7.50 11 16 3.44 3.61 3.78 3.95 4.13 4.30 4.47 4.64 8.25 3 4 3.75 3.94 4.13 4.31 4.50 4.69 4.88 5.06 9.00 13 16 4.06 4.27 4.47 4.67 4.88 5.08 5.28 5.48 9.75 7 8 4.38 4.59 4.81 5.03 5.25 5.47 5.69 5.91 10.50 15 16 4.69 4.92 5.16 5.39 5.63 5.86 6.09 6.33 11.25 1 5.00 5.25 5.50 5.75 6.00 6.25 6.50 6.75 12.00 lA 5.31 5.58 5.84 6.11 6.38 6.64 6.91 7.17 12.75 ^ 8 5.63 5.91 6.19 6.47 6.75 7.03 7.31 7.59 13.50 ■*^16 5.94 6.23 6.53 6.83 7.13 7.42 7.72 8.02 14.25 A 4 6.25 6.56 6.88 7.19 7.50 7.81 8.13 8.44 15.00 1 -^ ■*•16 6.56 6.89 7.22 7.55 7.88 8.20 8.53 8.86 15.75 ^ 8 6.88 7.22 7.56 7.91 8.25 8.59 8.94 9.28 16.50 lA 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 7.81 8.20 8.59 8.98 9.38 9.77 10.16 10.55 18.75 If 8.13 8.53 8.94 9.34 9.75 10.16 10.56 10.97 19.50 1 li ^16 8.44 8.86 9.28 9.70 10.13 10.55 10.97 11.39 20.25 li 8.75 9.19 9.63 10.06 10.50 10.94 11.38 11.81 21.00 9.06 9.52 9.97 10.42 10.88 11.33 11.78 12.23 21.75 U 9.38 9.84 10.31 10.78 11.25 11.72 12.19 12.66 22.50 itt 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. 385 AREAS OF FLAT ROLLED STEEL BARS. (continued.) Thickness in Inches . 7" 7i" nirr • 2 73 // • 4 8" hItJ) 00 00 00 12" A .438 .453 .469 .484 .500 .516 .531 .547 .750 1 8 .875 .906 .938 .969 1.00 1.03 1.06 1.09 1.50 _3_ 16 1.31 1.36 1.41 1.45 1.50 1.55 1.59 1.64 2.25 1 4 1.75 1.81 1.88 1.94 2.00 2.06 2.13 2.19 3.00 5 16 2.19 2.27 2.34 2.42 2.50 2.58 2.66 2.73 3.75 3 8 2.63 2.72 2.81 2.91 3.00 3.09 3.19 3.28 4.50 JL. 16 3.06 3.17 3.28 3.39 3.50 3.61 3.72 3.83 5.25 1 2 3.50 3.63 3.75 3.88 4.00 4.13 4.25 4.38 6.00 9 16 3.94 4.08 4.22 4.36 4.50 4.64 4.78 4.92 6.75 5 8 4.38 4.53 4.69 4.84 5.00 5.16 5.31 5.47 7.50 11 16 4.81 4.98 5.16 5.33 5.50 5.67 5.84 6.02 8.25 3 4 5.25 5.44 5.63 5.81 6.00 6.19 6.38 6.56 9.00 16 5.69 5.89 6.09 6.30 6.50 6.70 6.91 7.11 9.75 7 8 6.13 6.34 6.56 6.78 7.00 7.22 7.44 7.66 10.50 15 16 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 7.44 7.70 7.97 8.23 8.50 8.77 9.03 9.30 12.75 U 7.88 8.16 8.44 8.72 9.00 9.28 9.56 9.84 13.50 lA 8.31 8.61 8.91 9.20 9.50 9.80 10.09 J 0.39 14.25 1 i i 4 8.75 9.06 9.38 9.69 10.00 10.31 10.63.; 16:94 15.00 1-i- *16 9.19 9.52 9.84 10.17 10.50 10.83 11.16 11.48 15.75 If 9.63 9.97 10.31 10.66 11.00 11.34 11.69 12.03 16,50 lA 10.06 10.42 10.78 11.14 11.50 11.86 12.22 12.58 17.25 U 10.50 10.88 11.25 11.63 12.00 12.38 12.75 13.13 18.00 1T6 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 11.81 12.23 12.66 13.08 13.50 13.92 14.34 14.77 20.25 If 12.25 12.69 13.13 13.56 14.00 14.44 14.88 15.31 21.00 IH 12.69 13.14 13.59 14.05 14.50 14.95 15.41 15.86 21.75 U 13.13 13.59 14.06 14.53 15.00 15.47 15.94 16.41 22.50 Iff 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 17.00 117.50 24.00 386 CAMBRIA STEEL. AREAS OF FLAT ROLLED STEEL BARS. (continued.) Thickness in Inches. 9" 9i" 9i" 9|" 10" lOi" 10|" 10|" 12" 1 16 .563 .578 .594 .609 .625 .641 .656 .672 .750 1 8 1.13 1.16 1.19 1.22 1.25 1.28 1.31 1.34 1.50 _3_ 16 1.69 1.73 1.78 1.83 1.88 1.92 1.97 2.02 2.25 i 4 2.25 2.31 2.38 2.44 2.50 2.56 2.63 2.69 3.00 5 16 2.81 2.89 2.97 3.05 3.13 3.20 3.28 3.36 3.75 3 8 3.38 3.47 3.56 3.66 3.75 3.84 3.94 4.03 4.50 IT 3.94 4.05 4.16 4.27 4.38 4.48 4.59 4.70 5.25 1 2 4.50 4.63 4.75 4.88 5.00 5.13 5.25 5.38 6.00 9 16 5.06 5.20 5.34 5.48 5.63 5.77 5.91 6.05 6.75 5 8 5.63 5.78 5.94 6.09 6.25 6.41 6.56 6.72 7.50 11 16 6.19 6.36 6.53 6.70 6.88 7.05 7.22 7.39 8.25 3 4 6.75 6.94 7.13 7.31 7.50 7.69 7.88 8.06 9.00 13. 16 7.31 7.52 7.72 7.92 8.13 8.33 8.53 8.73 9.75 7 8 7.88 8.09 8.31 8.53 8.75 8.97 9.19 9.41 10.50 15 16 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 9.56 9.83 10.09 10.36 10.63 10.89 11.16 11.42 12.75 U 10.13 10.41 10.69 10.97 11.25 11.53 11.81 12.09 13.50 lA 10.69 10.98 11.28 11.58 11.88 12.17 12.47 12.77 14.25 U 11.25 11.56 11.88 12.19 12.50 12.81 13.13 13.44 15.00 1* 11.81 12.14 12.47 12.80 13.13 13.45 13.78 14.11 15.75 1 3. 1 8 12.38 12.72 13.06 13.41 13.75 14.09 14.44 14.78 16.50 1-^ 1 16 12.94 13.30 13.66 14.02 14.38 14.73 15.09 15.45 17.25 ^ 2 13.50 13.88 14.25 14.63 15.00 15.38 15.75 16.13 18.00 1* 14.06 14.45 14.84 15.23 15.63 16.02 16.41 16.80 18.75 If 14.63 15.03 15.44 15.84 16.25 16.66 17.06 17.47 19.50 lii ■•^16 15.19 15.61 16.03 16.45 16.88 17.30 17.72 18.14 20.25 u 15.75 16.19 16.63 17.06 17.50 17.94 18.38 18.81 21.00 16.31 16.77 17.22 17.67 18.13 18.58 19.03 19.48 21.75 u 16.88 17.34 17.81 18.28 18.75 19.22 19.69 20.16 22.50 III 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 CAMBKIA STEEL. 387 AREAS OF FLAT ROLLED STEEL BARS. (concluded.) Thickness 11" Hi" Hi" Hi" 1 12" 12i" 12i" 121" ^■Sll in Inches. .S|S o ^ ® ,Q\^ 1 T6 .688 .703 .719 .734 .750 .766 .781 .797 ^ CO 1 1.38 1.41 1.44 1.47 1.50 1.53 1.56 1.59 CJ (L» A 2.06 2.11 2.16 2.20 2.25 2.30 2.34 2.39 i 2.75 2.81 2.88 2.94 3.00 3.06 3.13 3.19 a A 3.44 3.52 3.59 3.67 3.75 3.83 3.91 3.98 g-o ° 3 8 4.13 4.22 4.31 4.41 4.50 4.59 4.69 4.78 A 4.81 4.92 5.03 5.14 5.25 5.36 5.47 5.58 1 2 5.50 5.63 5.75 5.88 6.00 6.13 6.25 6.38 cXj A 6.19 6.33 6.47 6.61 6.75 6.89 7.03 7.17 5 8 6.88 7.03 7.19 7.34 7.50 7.66 7.81 7.97 cd 11 16 7.56 7.73 7.91 8.08 8.25 8.42 8.59 8.77 rt O 3 2 O' 3 4 8.25 8.44 8.63 8.81 9.00 9.19 9.38 9.56 « 8.94 9.14 9.34 9.55 9.75 9.95 10.16 10.36 S-C” 7 8 9.63 9.84 10.06 10.28 10.50 10.72 10.94 11.16 15 16 10.31 10.55 10.78 11.02 11.25 11.48 11.72 11.95 So| 1 11.00 11.25 11.50 11.75 12.00 12.25 12.50 12.75 a> .T-t 11.69 11.95 12.22 12.48 12.75 13.02 13.28 13.55 U 12.38 12.66 12.94 13.22 13.50 13.78 14.06 14.34 lA 13.06 13.36 13.66 13.95 14.25 14.55 14.84 15.14 II C I— 1 li 13.75 14.06 14.38 14.69 15.00 15.31 15.63 15.94 o X) ccJV . 1-5- ■*^16 14.44 14.77 15.09 15.42 15.75 16.08 16.41 16.73 o o If 15.13 15,47 15.81 16.16 16.50 16.84 17.19 17.53 lA 15.81 16.17 16.53 16.89 17.25 17.61 17.97 18.33 0) 5 0) CJ M cc £ 2 16.50 16.88 17.25 17.63 18.00 18.38 18.75 19.13 OC 3 1-^ * 16 17.19 17.58 17.97 18.36 18.75 19.14 19.53 19.92 •S^:s:= If 17.88 18.28 18.69 19.09 19.50 19.91 20.31 20.72 IH 18.56 18.98 19.41 19.83 20.25 20.67 21.09 21.52 "-3°” U 19.25 19.69 20.13 20.56 21.00 21.44 21.88 22.31 IH 19.94 20.39 20.84 21.30 21.75 22.20 22.66 23.11 U 20.63 21.09 21.56 22.03 22.50 22.97 23.44 23.91 Iff 21.31 21.80 22.28 |23.00 22.77 23.25 23.73 24.22 24.70 2 22.00 122.50 23.50 24.00 24.50 25.00 25.50 f O CAMBRIA STEEL. 399 AREAS AND CIRCUMFERENCES OF CIRCLES. For Diameters from jV to 1^0, advancing by Tenths. Diameter. Area. Circumference. 0.0 .1 .007854 .31416 .2 .031416 .62832 .3 .070686 .94248 .4 .12566 1.2566 .5 .19635 1.5708 .6 .28274 1.8850 .7 .38485 2.1991 .8 .50265 2.5133 .9 .63617 2.8274 1.0 .7854 3.1416 .1 .9503 3.4558 .2 1.1310 3.7699 .3 1.3273 4.0841 .4 1.5394 4.3982 .5 1.7671 4.7124 .6 2.0106 5.0265 .7 2.2698 5.3407 .8 2.5447 5.6549 .9 2.8353 5.9690 2.0 3.1416 6.2832 .1 3.4636 6.5973 .2 3.8013 6.9115 .3 4.1548 7.2257 .4 4.5239 7.5398 .5 4.9087 7.8540 .6 5.3093 8.1681 .7 5.7256 8.4823 .8 6.1575 8.7965 .9 6.6052 9.1106 3.0 7.0686 9.4248 .1 7.5477 9.7389 .2 8.0425 10.0531 .3 8.5530 10.3673 .4 9.0792 10.6814 .5 9.6211 10.9956 .6 10.1788 11.3097 .7 10.7521 11.6239 .8 11.3411 11.9381 .9 11.9459 12.2522 Diameter. Area. Circumference. 4.0 12.5664 12.5664 .1 13.2025 12.8805 .2 13.8544 13.1947 3 14.5220 13.5088 .4 15.2053 13.8230 .5 15.9043 14.1372 .6 16.6190 14.4513 .7 17.3494 14.7655 .8 18.0956 15.0796 .9 18.8574 15.3938 5.0 19.6350 15.7080 .1 20.4282 16.0221 .2 21.2372 16.3363 .3 22.0618 16.6504 .4 22.9022 16.9646 .5 23.7583 17.2788 .6 24.6301 17.5929 .7 25.5176 17.9071 .8 26.4208 18.2212 .9 27.3397 18.5354 6.0 28.2743 18.8496 .1 29.2247 19.1637 .2 30.1907 19.4779 .3 31.1725 19.7920 .4 32.1699 20.1062 .5 33.1831 20.4204 .6 34.2119 20.7345 .7 35.2565 21.0487 .8 36.3168 21.3628 .9 37.3928 21.6770 7.0 38.4845 21.9911 .1 39.5919 22.3053 .2 40.7150 22.6195 .3 41.8539 22.9336 .4 43.0084 23.2478 .5 44.1786 23.5619 .6 45.3646 23.8761 .7 46.5663 24.1903 .8 47.7836 24.5044 .9 49.0167 24.8186 400 CAMBRIA STEEIi. 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 .4 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 .4 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 .4 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 1697167 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 .4 102.0703 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. 401 AREAS AND CIRCUMFERENCES OF CIRCLES. (CONTINUED.) Diameter. Area. Circumference. 16.0 201.0619 50.2655 .1 203.5831 50.5796 .2 206.1199 50.8938 .3 208.6724 51.2080 .4 211.2407 51.5221 .5 213.8246 51.8363 .6 216.4243 52.1504 .7 219.0397 52.4646 .8 221.6708 52.7788 .9 224.3176 53.0929 17.0 226.9801 53.4071 .1 229.6583 53.7212 .2 232.3522 54.0354 .3 235.0618 54.3496 .4 237.7871 54.6637 .5 240.5282 54.9779 .6 243.2849 55.2920 .7 246.0574 55.6062 .8 248.8456 55.9203 .9 251.6494 56.2345 18.0 254.4690 56.5487 .1 257.3043 56.8628 .2 260.1553 57.1770 .3 263.0220 57.4911 .4 265.9044 57.8053 .5 268.8025 58.1195 .6 271.7163 58.4336 .7 274.6459 58.7478 .8 277.5911 59.0619 .9 280.5521 59.3761 19.0 283.5287 59.6903 .1 286.5211 60.0044 .2 289.5292 60.3186 .3 292.5530 60.6327 .4 295.5925 60.9469 .5 298.6477 61.2611 .6 301.7186 61.5752 .7 304.8052 61.8894 .8 307.9075 62.2035 .9 311.0255 62.5177 Diameter. Area. Circumference. 20.0 314.1593 62.8319 .1 317.3087 63.1460 .2 320.4739 63.4602 .3 323.6547 63.7743 .4 326.8513 64.0885 .5 330.0636 64.4026 .6 333.2916 64.7168 .7 336.5353 65.0310 .8 339.7947 65.3451 .9 343.0698 65.6593 21.0 346.3606 65.9734 .1 349.6671 66.2876 .2 352.9893 66.6018 .3 356.3273 66.9159 .4 359.6809 67.2301 .5 363.0503 67.5442 .6 366,4354 67.8584 .7 369.8361 68.1726 .8 373.2526 68.4867 .9 376.6848 68.8009 22.0 380.1327 69.1150 .1 383.5963 69.4292 .2 387.0756 69.7434 .3 390.5707 70.0575 .4 394.0814 70.3717 .5 397.6078 70.6858 .6 401.1500 71.0000 .7 404.7078 71.3142 .8 408.2814 71.6283 .9 411.8706 71.9425 23.0 415.4756 72.2566 .1 419.0963 72.5708 .2 422.7327 72.8849 .3 426.3848 73.1991 .4 430.0526 73.5133 .5 433.7361 73.8274 .6 437.4354 74.1416 .7 441.1503 74.4557 .8 444.8809 74.7699 .9 448.6273 75.0841 402 CAMBRIA 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 9 , 9.0 660.5199 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 * r 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 31.0 754.7676 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 CAMBRIA STEEL. 403 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 .4 824.4796 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 .4 876.1588 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 12 i :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 404 CAMBRIA 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 120.2920 .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 CAMBKIA STEEL. 405 AREAS AND CIRCUMFERENCES OF CIRCLES. (continued.) Diameter. Area. Circumference. 48.0 1809.5574 150.7964 .1 1817.1050 151.1106 .2 1824.6684 151.4248 .3 1832.2475 151.7389 .4 1839.8423 152.0531 .5 1847.4528 152.3672 .6 1855.0790 152.6814 .7 1862.7210 152.9956 .8 1870.3786 153.3097 .9 1878.0519 153.6239 49.0 1885.7410 153.9380 .1 1893.4457 154.2522 .2 1901.1662 154.5664 .3 1908.9024 154.8805 .4 1916.6543 155.1947 .5 1924.4218 155.5088 .6 1932.2051 155.8230 • .7 1940.0041 156.1372 .8 1947.8189 156.4513 .9 1955.6493 156.7655 50.0 1963.4954 157.0796 .1 1971.3572 157.3938 '.2 1979.2348 157.7080 .3 1987.1280 158.0221 .4 1995.0370 158.3363 .5 2002.9617 158.6504 .6 2010.9020 158.9646 .7 2018.8581 159.2787 .8 2026.8299 159.5929 .9 2034.8174 159.9071 51.0 2042.8206 160.2212 .1 2050.8395 160.5354 .2 2058.8742 160.8495 .3 2066.9245 161.1637 .4 2074.9905 161.4779 .5 2083.0723 161.7920 .6 2091.1697 162.1062 .7 2099.2829 162.4203 .8 2107.4118 162.7345 .9 2115.5563 163.0487 Diameter. Area. Circumference. 52.0 2123.7166 163.3628 .1 2131.8926 163.6770 .2 2140.0843 163.9911 .3 2148.2917 164.3053 .4 2156.5149 164.6195 .5 2164.7537 164.9336 .6 2173.0082 165.2478 .7 2181.2785 165.5619 .8 2189.5644 165.8761 .9 2197.8661 166.1903 53.0 2206.1834 166.5044 .1 2214.5165 166.8186 .2 2222.8653 167.1327 .3 2231.2298 167.4469 .4 2239.6100 167.7610 .5 2248.0059 168.0752 .6 2256.4175 168.3894 .7 2264.8448 168.7035 .8 2273.2879 169.0177 .9 2281.7466 169.3318 54.0 2290.2210 169.6460 .1 2298.7112 169.9602 .2 2307.2171 170.2743 .3 2315.7386 170.5885 .4 2324.2759 170.9026 .5 2332.8289 171.2168 .6 2341.3976 171.5310 .7 2349.9820 171.8451 .8 2358.5821 172.1593 .9 2367.1979 172.4734 55.0 2375.8294 172.7876 .1 2384.4767 173.1018 .2 2393.1396 173.4159 .3 2401.8183 173.7301 .4 2410.5126 174.0442 .5 2419.2227 174.3584 .6 2427.9485 174.6726 .7 2436.6899 174.9867 .8 2445.4471 175.3009 .9 2454.2200 175.6150 406 CAMBBIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. (continued.) Diameter. Area. Circumference. Diameter. Area. Circumference. 66.0 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 2606.7626 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 A 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 CAMBRIA STEEL. 407 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 408 CAMBKIA 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 CAMBRIA STEEL. 409 AREAS AND CIRCUMFERENCES OF CIRCLES. (continued.) Diameter. Area. Circumference. 80.0 5026.6482 251.3274 .1 5039.1224 251.6416 .2 5051.7124 251.9557 .3 5064.3180 252.2699 .4 5076.9394 252.5840 .5 5089.5764 252.8982 .6 5102.2292 253.2124 .7 5114.8977 253.5265 .8 5127.5818 253.8407 .9 5140.2817 254.1548 81.0 5152.9973 254.4690 .1 5165.7286 254.7832 .2 5178.4756 255.0973 .3 5191.2384 255.4115 .4 5204.0168 255.7256 .5 5216.8109 256.0398 .6 5229.6208 256.3540 .7 5242.4463 256.6681 .8 5255.2876 256.9823 .9 6268.1446 257.2964 82.0 5281.0172 257.6106 .1 5293.9056 257.9248 .2 5306.8097 258.2389 .3 5319.7295 258.5531 .4 5332.6650 258.8672 .5 5345.6162 259.1814 .6 5358.5832 259.4956 .7 5371.5658 259.8097 .8 5384.6641 260.1239 .9 5397.5782 260.4380 83.0 5410.6079 260.7522 .1 5423.6534 261.0663 .2 5436.7146 261.3805 .3 5449.7914 261.6947 .4 5462.8840 262.0088 .5 5475.9923 262.3230 .6 5489.1163 262.6371 .7 5502.2560 262.9513 .8 5515.4115 263.2655 .9 5528.5826 263.5796 Diameter. Area. Circumference. 84.0 5541.7694 263.8938 .1 5554.9720 264.2079 .2 5568.1902 264.5221 .3 5581.4242 264.8363 .4 5594.6738 265.1504 .5 5607.9392 265.4646 .6 5621.2203 265.7787 .7 5634.5171 266.0929 .8 5647.8296 266.4071 .9 5661.1578 266.7212 85.0 5674.5017 267.0354 .1 5687.8613 267.3495 .2 5701.2367 267.6637 .3 5714.6277 267.9779 .4 5728.0344 268.2920 .5 5741.4569 268.6062 .6 5754.8951 268.9203 .7 5768.3489 269.2345 .8 5781.8185 269.5486 .9 5795.3038 269.8628 86.0 5808.8048 270.1770 .1 5822.3215 270.4911 .2 5835.8539 270.8053 .3 5849.4020 271.1194 .4 5862.9659 271.4336 .5 5876.5454 271.7478 .6 5890.1406 272.0619 .7 5903.7516 272.3761 .8 5917.3782 272.6902 .9 5931.0206 273.0044 87.0 5944.6787 273.3186 .1 5958.3525 273.6327 .2 5972.0419 273.9469 .3 5985.7471 274.2610 .4 5999.4680 274.5752 .5 6013.2047 274.8894 .6 6026.9570 275.2035 .7 6040.7250 275.5177 .8 6054.5088 275.8318 .9 6068.3082 276.1460 410 CAMBRIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. (continued.) Diameter. . Area. Circumference. Diameter. Area. Circu^erence. 88.0 6082.1234 276.4602 92.0 6647.-6100 289 . 0265 ’ .1 6095.9542 276.7743 ,1 6662.0692 289.^07 .2 6109.8008 277.0885 .2 6676.5441 289.^48 . .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 . 911 ii .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 6 ^ 8.9657 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 CAMBKIA STEEL. 411 AREAS AND CIRCUMFERENCES OF CIRCLES. (concluded.) Dian^r. Area. Circumference. Diameter. Area. Circumference. 96 .( r . 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 7313.8240 303.1637 .5 . 7620.1293 309.4469 Jt. .6 7328.9901 303.4779 .6 7635.6095 309.7610 .7 7344.1718 303.7920 .7 7651.1054 310.0752 i - 8 . ^ 7359.3693 304.1062 .8 7666.6170 310.3894 .9 . 7374.5824 304.4203 .9 7682 . 1443 ; 310.7035 i 7.0 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 . 99 U .4 7760.0166 312.2743 .5 7466.1913 306 . 3 Q 53 .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 1441.991 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 -f- 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. 412 CAMBRIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters ^ to 100. Diameter. Area. Circumference. Diameter. Area. Circumference. 1 ^ .0031 .1963 5 19.6350 15.7080 1 8 .0123 .3927 1 8 20.6290 16.1007 1 4 .0491 .7854 1 4 21.6476 16.4934 3 8 .1104 1.1781 3 8 22.6907 16.8861 1 2 .1963 1.5708 1 2 23.7583 17.2788 5 8 .3068 1.9635 5 8 24.8505 17.6715 3 4 .4418 2.3562 3 4 25.9673 18.0642 7 8 .6013 2.7489 7 8 27.1086 18.4569 1 .7854 3.1416 6 28.2744 18.8496 1 .9940 3.5343 1 8 29.4648 19.2423 1 4 1.2272 3.9270 1 4 30.6797 19.6350 3 8 1.4849 4.3197 3 8 31.9191 20.0277 1 2 1.7671 4.7124 1 2 33.1831 20.4204 5 8 2.0739 5.1051 5 8 34.4717 20.8131 3 4 2.4053 5.4978 3 4 35.7848 21.2058 7 8 2.7612 5.8905 7 8 37.1224 21.5985 2 3.1416 6.2832 7 38.4846 21.9912 1 8 3.5466 6.6759 1 8 39.8713 22.3839 1 4 3.9761 7.0686 1 4 41.2826 22.7766 3 8 4.4301 7.4613 3 8 42.7184 23.1693 1 2 4.9087 7.8540 1 2 44.1787 23.5620 5 8 5.4119 8.2467 5 8 45.6636 23.9547 3 4 5.9396 8.6394 3 4 47.1731 24.3474 7 8 6.4918 9.0321 7 8 48.7071 24.7401 3 7.0686 9.4248 8 50.2656 25.1328 8 7.6699 9.8175 1 8 51.8487 25.5255 1 4 8.2958 10.2102 1 4 53.4563 25.9182 3 8 8.9462 10.6029 3 8 55.0884 26.3109 1 2 9.6211 10.9956 1 2 56.7451 26.7036 5 8 10.3206 11.3883 5 8 58.4264 27.0963 3 4 11.0447 11.7810 3 4 60.1322 27.4890 7 8 11.7933 12.1737 7 8 61.8625 27.8817 4 12.5664 12.5664 9 63.6174 28.2744 1 8 13.3641 12.9591 1 8 65.3968 28.6671 1 4 14.1863 13.3518 1 4 67.2008 29.0598 3 8 15.0330 13.7445 3 8 69.0293 29.4525 1 2 15.9043 14.1372 1 2 70.8823 29.8452 5 8 16.8002 14.5299 5 8 72.7599 30.2379 3 4 17.7206 14.9226 3 4 74.6621 30.6306 7 8 18.6555 15.3153 7 8 76.5889 31.0233 CAMBRIA STEEL. 413 AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters ^ to 100. Diameter. Area. Circumference. 10 78.540 31.4160 1 8 80.516 31.8087 1 4 82.516 32.2014 a. 8 84.541 32.5941 1 2 86.590 32.9868 5 8 88.664 33.3795 3 4 90.763 33.7722 7 8 92.886 34.1649 11 95.033 34.5576 1 8 97.205 34.9503 1 4 99.402 35.3430 3 8 101.623 35.7357 1 2 103.869 36.1284 5 8 106.139 36.5211 3 4 108.434 36.9138 7 8 110.754 37.3065 12 113.098 37.6992 1 8 115.466 38.0919 1 4 117.859 38.4846 3 8 120.277 38.8773 1 2 122.719 39.2700 5 8 125.185 39.6627 3 4 127.677 40.0554 7 8 130.192 40.4481 13 132.733 40.8408 1 8 135.297 41.2335 1 4 137.887 41.6262 3 8 140.501 42.0189 1 2 143.139 42.4116 5 8 145.802 42.8043 3 4 148.490 43.1970 7 8 151.202 43.5897 14 153.938 43.9824 1 8 156.700 44.3751 1 4 159.485 44.7678 3 8 162.296 45.1605 1 2 165.130 45.5532 5 8 167.990 45.9459 3 4 170.874 46.3386 7 8 173.782 46.7313 Diameter. Area. Circumference. 15 176.715 47.1240 1 8 179.673 47.5167 1 4 182.655 47.9094 3 8 185.661 48.3021 1 2 188.692 48.6948 5 8 191.748 49.0875 3 4 194.828 49.4802 7 8 197.933 49.8729 16 201.062 50.2656 1 8 204.216 50.6583 1 4 207.395 51.0510 3 8 210.598 51.4437 1 2 213.825 51.8364 5 8 217.077 52.2291 3 4 220.354 52.6218 7 8 223.655 53.0145 17 226.981 53.4072 1 8 230.331 53.7999 1 4 233.706 54.1926 3 8 237.105 54.5853 1 2 240.529 54.9780 5 8 243.977 55.3707 3 4 247.450 55.7634 7 8 250.948 56.1561 18 254.470 56.5488 1 8 258.016 56.9415 1 4 261.587 57.3342 3 8 265.183 57.7269 1 2 268.803 58.1196 5 8 272.448 58.5123 3 4 276.117 58.9050 7 8 279.811 59.2977 19 283.529 59.6904 1 8 287.272 60.0831 1 4 291.040 60.4758 3 8 294.832 60.8685 1 2 298.648 61.2612 5 8 302.489 61.6539 3 4 306.355 62.0466 7 8 310.245 62.4393 414 CAMBRIA STEEL. AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters re to 100* Diameter. Area. Circumfereiice. Diameter. Area. Circumference. 20 314.160 62.8320 25 490.875 78.5400 318.099 63.2247 1 8 495.796 78.9327 1 4 322.063 63.6174 1 4 500.742 79.3254 3 8 326.051 64.0101 3 8 505.712 79.7181 1 2 330.064 64.4028 1 2 510.706 80 . 1108 ' 5 8 334.102 64.7955 5 8 515.726 80.5035 3 4 338.164 65.1882 3 4 520.769 80.8962 1 8 342.250 65.5809 7 8 525.838 81.2889 . 21 346.361 65.9736 26 530.930 81.6816 1 8 350.497 66.3663 1 8 536.048 82.0743 1 - 4 354.657 66.7590 1 4 541.190 82.4670 3 8 358.842 67.1517 3 8 546.356 82.8597 1 2 363.051 67.5444 1 2 551.547 83.2524 5 8 367.285 67.9371 5 8 556.763 83.6451 3 4 371.543 68.3298 3 4 562.003 - 84.0378 7 8 375.826 68.7225 7 8 567.267 84.4305 22 380.134 69.1152 27 572.557 84.8232 1 8 384.466 69.5079 1 8 577.870 85.2159 1 4 388.822 69.9006 1 4 583.209 85.6086 3 8 393.203 70.2933 3 8 588.571 86.0013 1 2 397.609 70.6860 1 2 593.959 86.3940 5 8 402.038 71.0787 5 8 599.371 86.7867 3 4 406.494 71.4714 3 4 604.807 87.1794 7 8 410.973 71.8641 7 8 610.268 87.5721 23 415.477 72.2568 ^ 28 615.754 87.9648 J 420.004 72.6495 1 8 621.264 88.3575 1 4 424.558 73.0422 1 4 626.798 88.7502 3 8 429.135 73.4349 3 8 632.357 89.1429 1 2 433.737 73.8276 1 2 637.941 89.5356 5 8 438.364 74.2203 5 8 643.549 89.9283 3 4 443.015 74.6130 3 4 649.182 90.3210 7 8 447.690 75.0057 7 8 654.840 90.7137 ' 24 452.390 75.3984 29 660.521 91.1064 1 8 457.115 75.7911 i 666.228 91.4991 1 4 461.864 76.1838 1 4 671.959 91.8918 3 8 466.638 76.5765 3 8 677.714 92.2845 1 2 471.436 76.9692 1 2 683.494 92.6772 5 8 476.259 77.3619 5 8 689.299 93.0699 3 4 481.107 77.7546 3 4 695.128 93.4626 7 8 485.979 78.1473 7 8 700.982 93.8553 CAMBRIA STEEL. 415 AREAS AND CIRCUMFERENCES OF CIRCLES. / Diameters to 100. Diameter. Area. Circumference. Diameter. Area. Circumference. 30 706.860 94.248 35 962.115 109.956 1 8 712.763 94.641 1 8 969.000 110.349 ^ 1 4 718.690 95.033 1 4 975.909 110.741 3 < 8 724.642 95.426 3 8 982.842 111.134 ^ A 2 730.618 95.819 1 2 989.800 111.527 5 8 736.619 96.212 5 8 996.783 111.919 3 4 742.645 96.604 3 4 1003.790 112.312 7 8 748.695 96.997 7 8 1010.822 112.705 "31 754.769 97.390 36 1017.878 113.098 i 760.869 97.782 1 8 1024.960 113.490 1 4 766.992 98.175 1 4 1032.065 113.883 3 8 ' 773.140 98.568 3 8 1039.195 114.276 1 2 779.313 98.960 1 2 1046.349 114.668 5 8 785.510 99.353 5 8 1053.528 115.061 3 4 791.732 99.746 3 4 1060.732 115.454 7 , 8 797.979 100.138 7 8 1067.960 115.846 ' 32 804.250 100.531 37 1075.213 ' 116.239 1 ^ 8 810.545 100.924 1 8 1082.490 116.632 1 4 816.865 101.317 1 4 1089.792 117.025 3 8 823.210 101.709 3 8 1097.118 117.417 1 2 829.579 102.102 1 2 1104.469 117.810 5 8 835.972 102.495 5 8 1111.844 118.203 3 4 842.391 102.887 3 4 1119.244 118.595 7 8 848.833 103.280 7 8 1126.669 118.988 33 855.301 103.673 ' 38 1134.118 119.381 1 8 861.792 104.065 1 8 1141.591 119.773 1 4 868.309 104.458 1 4 1149.089 120.166 3 8 874.850 104.851 3 8 1156.612 120.559 1 2 881.415 105.244 1 2 1164.159 120.952 5 8 888.005 105.636 5 8 1171.731 121.344 3 4 894.620 106.029 3 4 1179.327 121.737 7 8 901.259 106.422 7 8 1186.948 122.130 34 907.922 106.814 39 11-94.593 122.522 1 8 914.611 107.207 1 8 1202.263 122.915 1 4 921.323 107.600 1 4 1209.958 123.308 3 8 928.061 107.992 3 8 1217.677 123.700 1 2 934.822 108.385 1 2 1225.420 124.093 5 8 941.609 108.778 5 8 1233.188 124.486 3 4 948.420 109.171 3 4 1240.981 124.879 7 8 955.255 109.563 7 8 1248.798 125.271 416 CAMBRIA 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 1 8 1264.51 126.057 1 8 1599.28 141.765 1 4 1272.40 126.449 1 4 1608.16 142.157 3 8 1280.31 126.842 3 8 1617.05 142.550 1 2 1288.25 127.235 1 2 1625.97 142.943 5 8 1296.22 127.627 5 8 1634.92 143.335 3 4 1304.21 128.020 3 4 1643.89 143.728 7 8 1312.22 128.413 7 8 1652.89 144.121 41 1320.26 128.806 46 1661.91 144.514 1 8 1328.32 129.198 1 8 1670.95 144.906 1 4 1336.41 129.591 1 4 1680.02 145.299 3 8 1344.52 129.984 3 8 1689.11 145.692 1 2 1352.66 130.376 1 2 1698.23 146.084 5 8 1360.82 130.769 5 8 1707.37 146.477 3 4 1369.00 131.162 3 4 1716.54 146.870 7 8 1377.21 131.554 7 8 1725.73 147.262 42 1385.45 131.947 47 1734.95 147.655 i 1393.70 132.340 1 8 1744.19 148.048 1 4 1401.99 132.733 1 4 1753.45 148.441 3 8 1410.30 133.125 3 8 1762.74 148.833 1 2 1418.63 133.518 1 2 1772.06 149.226 5 8 1426.99 133.911 5 8 1781.40 149.619 3 4 1435.37 134.303 3 4 1790.76 150.011 7 8 1443.77 134.696 7 8 1800.15 150.404 43 1452.20 135.089 48 1809.56 150.797 1 8 1460.66 135.481 1 8 1819.00 151.189 1 4 1469.14 135.874 1 4 1828.46 151.582 3 8 1477.64 136.267 3 8 1837.95 151.975 1 2 1486.17 136.660 1 2 1847.46 152.368 5 8 1494.73 137.052 5 8 1856.99 152.760 3 4 1503.30 137.445 3 4 1866.55 153.153 7 8 1511.91 137.838 7 8 1876.14 153.546 44 1520.53 138.230 49 1885.75 153.938 1 8 1529.19 138.623 1 8 1895.38 154.331 1 4 1537.86 139.016 1 4 1905.04 154.724 3 8 1546.56 139.408 3 8 1914.72 155.116 1 2 1555.29 139.801 1 2 1924.43 155.509 5 8 1564.04 140.194 5 8 1934.16 155.902 3 4 1572.81 140.587 3 4 1943.91 156.295 7 8 1581.61 140.979 7 8 1953.69 156.687 CAMBRIA STEEL. 417 AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters ^ to 100. Diameter. Area. Circumference. 50 1963.50 157.080 1 8 1973.33 157.473 1 4 1983.18 157.865 3 8 1993.06 158.258 1 2 2002.97 158.651 5 8 2012.89 159.043 3 4 2022.85 159.436 7 8 2032.82 159.829 51 2042.83 160.222 1 8 2052.85 160.614 1 4 2062.90 161.007 3 8 2072.98 161.400 1 2 2083.08 161.792 5 8 2093.20 162.185 3 4 2103.35 162.578 7 8 2113.52 162.970 52 2123.72 163.363 i 2133.94 163.756 1 4 2144.19 164.149 3 8 2154.46 164.541 1 2 2164.76 164.934 5 8 2175.08 165.327 3 4 2185.42 165.719 7 8 2195.79 166.112 53 2206.19 166.505 1 8 2216.61 166.897 1 4 2227.05 167.290 3 8 2237.52 167.683 1 2 2248.01 168.076 5 8 2258.53 168.468 3 4 2269.07 168.861 7 8 2279.64 169.254 54 2290.23 169.646 1 2300.84 170.039 1 4 2311.48 170.432 3 8 2322.15 170.824 1 2 2332.83 171.217 5 8 2343.55 171.610 3 4 2354.29 172.003 7 8 2365.05 172.395 Diameter. Area. Circumference. 55 2375.83 172.788 1 8 2386.65 173.181 1 4 2397.48 173.573 3 8 2408.34 173.966 1 2 2419.23 174.359 5 8 2430.14 174.751 3 4 2441.07 175.144 7 8 2452.03 175.537 56 2463.01 175.930 1 8 2474.02 176.322 1 4 2485.05 176.715 3 8 2496.11 177.108 1 2 2507.19 177.500 5 8 2518.30 177.893 3 4 2529.43 178.286 7 8 2540.58 178.678 57 2551.76 179.071 1 8 2562.97 179.464 1 4 2574.20 179.857 3 8 2585.45 180.249 1 2 2596.73 180.642 5 8 2608.03 181.035 ? 2619.36 181.427 7 8 2630.71 181.820 58 2642.09 182.213 1 8 2653.49 182.605 1 4 2664.91 182.998 3 8 2676.36 183.391 1 2 2687.84 183.784 5 8 2699.33 184.176 3 4 2710.86 184.569 7 8 2722.41 184.962 59 2733.98 185.354 1 8 2745.57 185.747 1 4 2757.20 186.140 3 8 2768.84 186.532 1 2 2780.51 186.925 5 8 2792.21 187.318 3 4 2803.93 187.711 7 8 2815.67 188.103 418 CAMBRIA STEEL. AREAS AND CIRCUMFERENCES Diameters iV to 100. OF CIRCLES. !_J - Diameter. Area. Circumference. Diameter. Area. Circumference. 60 2827.44 188.496 65 - 3318.31 t 204,204 1 1 8 2839.23 188.889 1 8 3331.09 204.597 1 4 2851.05 189.281 1 4 3343.89 204.989 3 8 2862.89 189.674 3 8 3356.71 205.3'82 1 2 2874.76 190.067 1 ' 2 3369.56 205.775 . 5 8 •2886.65 190.459 5 8 3382.44 206.167 ^ 3 4 2898.57 190.852 3 4 3395.33 206.560 - 7 8 2910.51 191.245 7 8^ 3408.26 206.953 > 61 2922.47 191.638 66 3421.20 207.346 1 8 2934.46 192-030 1 8 3434.17 207.738 1 4 2946.48 192.423 1 4 3447.i7 208.131 3 8 2958.52 192.816 3 8 3460.19 208.524 1 2 2970.58 ' 193.208 1 2 3473.24 208.916 5 8 2982.67 193.601 5 8 3486.30 . 209.309 3 4 2994.78 193.994 3 4 3499.40 209.702 7 8 3006.92 194.386 7 8 3512.52 210.094 62 3019.08 194.779 67 3525.66 210.487 1 8 3031.26 195.172 1 8 3538.83 210.880 1 4 3043.47 195.565 1 4 3552.02 211.273 3 8 3055.71 195.957 3 8 3565.24 211.665 . 1 ' 2 3067.97 196.350 1 2 3578.48 212.058 5 8 3080.25 196.743 5 8 3591.74 212.451 3 4 3092.56 197.135 3 4 3605.04 212.843 7 8 3104.89 197.528 1 8 3618.35 ' 213.236 63 3117.25 197.921 . 68 3631.69 213.629 1 8 3129.64 198.313 1 8 3645.05 214.021 1 4 3142.04 198.706 1 4 3658.44 214.414 3 8 3154.47 199.099 3 8 3671.8^ 214.807 ' 1 ' 2 3166.93 199.492 1 2 3685.29 215.200 5 8 3179.41 199.884 5 8 3698.76 215.592 3 4 3191.91 200.277 3 4 3712.24 215.985 7 8 3204.44 200.670 7 8 3725.75 216.378 64 3217.00 201.062 69 3739.29 216.770 1 8 3229.58 201.455 1 8 3752.85 217.163 1 4 3242.18 201.848 1 4 3766.43 217.556 3 8 3254.81 202.240 3 8 3780.04 217.948 1 2 3267.46 202.633 1 2 3793.68 218.341 5 8 3280.14 203.026 5 8 3807.34 218.734 3 4 3292.^4 203.419 ‘ 3 4 3821.02 219.127 7 8 3305.56 203.811 7 8 3834.73 219.519 CAMBRIA STEEL. 419 AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters ^ to 100. J- Diamet^. irea. Circumference. Diameter. Area. Circumference. ' 70 ' 3848.46 . 219.912 75 4417.87 235.620 ' i 3862.22 220.305 1 8 4432.61 236.013 ' i 3876.00 220.697 1 4 4447.38 236.405 3 ' 8 388&.80 221.090 3 8 4462.16 236.798 1 2 3903.63 221.483 1 ■ 2 4476.98 237.191 . 5 8 3917.49 221.875 5 8 4491.81 237.583 3 4 3931.37 222.268 3 4 4506.67 237.976 7 8 3945.27 222.661 7 8 4521.56 238.369 71 3959.20 22^054 76 4536.47 238.762 i 3973.15 223.446 1 8 4551.41 239.154 1 4 3987.13 223.839 rl 4 4566.36 239.547 3 8 4001.13 224.232 3 . 8 4581.35 239.940 1 2 4015.16 224.624 1 2 4596.36 240.332 5 8 4029.21 225.017 5 8 4611.39 ' 240.725 3 4 4043.29 225.410 3 4 4626.45 241.118 7 . 8 4057.39 - 225.802 7 -s 4641.53 241.510 72 4071.51 226.195 77 " 4656.64 241.903 1 8 4085.66 226.588 i 4671.77 242.296 1 4 4099.84 226.981 1 4 4686.92 242.689 3 8 4114.04 227.373 3 8 4702.10 243.081 1 2 4128.26 227.766 1 2 4717.31 243.474 5 8 4142.51 228.159 , 5 8 4732.54 243.867 3 4 4156.78 228.551 3 4 4747.79 244.259 7. 8 -. 4171.08 228.944 7 8 4763.07 244.652 73 4185.40 229.337 78 4778.37 245.045 1 8 4199.74 229.729 1 . 8 4793.70 245.437 1 4 4214.11 230.122 1 4 4809.05 245.830 3 8 4228.51 230.515 3 8 4824.43 246.223 1 2 4242 . 93 " 230.908 1 2 4839.83 246.616 5 8 4257.37 231.300 2 8 4855.26 247.008 3 4 4271.84 231.693 »3 4 4870.71 247.401 7 8 4286.33 232.086 7 8 4886.18 247.794 74 4300.85 232.478 79 4901.68 248.186 1 8 4315.39 232.871 1 8 4917.21 248.579 1 4 4329.96 233.264 1 4 4932.75 248.972 3 8 4344.55 233.656 3 8 4948.33 249.364 1 2 4359.17 234.049 1 2 4963.92 249.757 5 8' 4373.81 234.442 5 ' 8 4979.55 250.150 3 4 4388.47 234.835 3 4 4995.19 250.543 7 8 4403.16 235.227 7 8 5010.86 250.935 4S0 CAMBRIA 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 1 8 5042.28 251.721 i 5691.22 267.429 1 4 5058.03 252.113 1 4 5707.94 267.821 3 8 5073.79 252.506 3 8 5724.69 268.214 1 2 5089.59 252.899 1 2 5741.47 268.607 5 8 ^ 5105.41 253.291 5 8 5758.27 268.999 3 4 5121.25 253.684 3 4 5775.10 269.392 7 8 5137.12 254.077 7 8 5791.94 269.785 '81 5153.01 254.470 86 5808.82 270.178 1 8 5168.93 254.862 1 8 5825.72 270.570 1 4 5184.87 255.255 1 4 5842.64 270.963 3 8 5200.83 255.648 3 8 5859.59 271.356 1 2 5216.82 256.040 1 2 5876.56 271.748 5 8 5232.84 256.433 5 8 5893.55 272.141 3 4 5248.88 256.826 3 4 5910.58 272.534 7 8 5264.94 257.218 7 8 5927.62 272.926 82 5281.03 257.611 87 5944.69 273.319 1 8 5297.14 258.004 i 5961.79 273.712 1 4 5313.28 258.397 1 4 5978.91 274.105 3 8 5329.44 258.789 3 8 5996.05 274.497 1 2 5345.63 259.182 1 2 6013.22 274.890 5 8 5361.84 259.575 5 8 6030.41 275.283 3 4 5378.08 259.967 3 4 6047.63 275.675 7 8 5394.34 260.360 7 8 6064.87 276.068 83 5410.62 260.753 88 6082.14 276.461 J 5426.93 261.145 1 8 6099.43 276.853 1 4 5443.26 261.538 1 4 6116.74 277.246 3 8 5459.62 261.931 3 8 6134.08 277.629 1 2 5476.01 262.324 1 2 6151.45 278.032 5 8 5492.41 262.716 5 8 6168.84 278.424 3 4 5508.84 263.109 3 4 6186.25 278.817 7 8 5525.30 263.502 7 8 6203.69 279.210 84 5541.78 263.894 89 6221.15 279.602 1 8 5558.29 264.287 1 8 6238.64 279.995 1 4 5574.82 264.680 1 4 6256.15 280.388 3 8 5591.37 265.072 3 8 6273.69 280.780 1 2 5607.95 265.465 1 2 6291.25 281.173 5 8 5624.56 265.858 5 8 6308.84 281.566 3 4 5641.18 266.251 3 4 6326.45 281.959 7 8 5657.84 266.643 7 8 6344.08 282.351 CAMBRIA STEEL. 421 AREAS AND CIRCUMFERENCES OF CIRCLES. Diameters t« 100. Diameter. Area. Circumference. 90 6361.74 282.744 1 8 6379.42 283.137 1 4 6397.13 283.529 3 8 6414.86 283.922 1 2 6432.62 284.315 5 8 6450.40 284.707 3 4 6468.21 285.100 7 8 6486.04 285.493 91 6503.90 285.886 1 8 6521.78 286.278 1 4 6539.68 286.671 3 8 6557.61 287.064 1 2 6575.56 287.456 5 8 6593.54 287.849 3 4 6611.55 288.242 7 S 6629.57 288.634 92 6647.63 289.027 1 8 6665.70 289.420 1 4 6683.80 289.813 3 8 6701.93 290.205 1 2 6720.08 290.598 5 8 6738.25 290.991 3 4 6756.45 291.383 7 8 6774.68 291.776 93 6792.92 292.169 J 6811.20 292.562 1 4 6829.49 292.954 3 8 6847.82 293.347 1 2 6866.16 293.740 5 8 6884.53 294.132 3 4 6902.93 294.525 7 8 6921.35 294.918 94 6939.79 295.310 1 8 6958.26 295.703 1 4 6976.76 296.096 3 8 6995.28 296.488 1 2 7013.82 296.881 5 8 7032.39 297.274 3 4 7050.98 297.667 7 8 7069.59 298.059 Diameter. Area. Circumference. 95 7088.24 298.452 1 8 7106.90 298.845 1 4 7125.59 299.237 3 8 7144.31 299.630 1 2 7163.04 300.023 5 8 7181.81 300.415- 3 4 7200.60 ^300.808 7 8 7219.41 301.201 96 7238.25 301.594 1 8 7257.11 301.986^ 1 4 7275.99 302.379 3 8 7294.91 302.772 ^ 1 2 7313.84 303.164 5 8 7332.80 303.557 3 4 7351.79 ^ 303.950 7 8 7370.79 304.342 97 7389.83 304.735 1 8 7408.89 305.128 1 4 7427.97 305.521 3 8 7447.08 305.913 1 2 7466.21 306.306 5 8 7485.37 306.699 3 4 7504.55 307.091 7 8 7523.75 307.484 98 7542.98 307.877 1 8 7562.24 308.270 J 7581.52 308.662 3 8 7600.82 309.055 1 2 7620.15 309.448 5 8 7639.50 309.840 3 4 7658.88 310.233 7 8 7678.28 310.626 99 7697.71 311.018 1 8 7717.16 311.411 1 4 7736.63 311.804 3 8 7756.13 312.196 1 2 7775.66 312.589 1 7795.21 312.982 3 4 7814.78 313.375 7 8 7834.38 313.767 100 7854.00 314.160 422 , CAMBRIA 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 08636 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 a4242 34439 34635 34830 35025 35218 35411 35603 35793 35984 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 50379 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 ^6937 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 66087 66181 46 66276 66370 66464 66558 66652 66745 66839 66932 67025 67117 47 67210 67302 67394 67486 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 72346 53 72428 72509 72591 72673 72754 72835 72916 72997 73078 73159 54 73239 73320 73400 73480 73560 73640 73719 73799 73878 73957 CAMBRIA STEEL. 423 LOGARITHMS OF NUMBERS, FROM 0 TO IQOO (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 79b29 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 9d417 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 993C0 99344 99388 99432 99476 99520 99 99564 99607 99651 99695 99739 99782 99826 99870 99913 99957 424 CAMBRIA STEEL. NATURAL SINES, COSECANTS, TANGENTS, ETC. o Sine. Cosecant. Tangent. Cotangent Secant Cosine. / o 0 0 .000000 Infinite. .000000 Infinite. 1.00000 1.000000 0 90 10 .002909 343.77516 .002909 343.77371 1.00000 .999996 50 20 .005818 171.88831 .005818 171.88540 1.00002 .999983 40 30 .008727 114.59301 .008727 114.58865 1.00004 .999962 30 40 .011635 85.945609 .011636 85.939791 1.00007 .999932 20 50 .014544 68.757360 .014545 68.750087 1.00011 .999894 10 1 0 .017452 57.298688 .017455 57.289962 1.00015 .999848 0 89 10 .020361 49.114062 .020365 49.103881 1.00021 .999793 50 20 .023269 42.975713 .023275 42.964077 1.00027 .999729 40 30 .026177 38.201550 .026186 38.188459 1.00034 .999657 30 40 .029085 34.382316 .029097 34.367771 1.00042 .999577 20 50 .031992 31.257577 .032009 31.241577 1.00051 .999488 10 2 0 .034899 28.653708 .034921 / 28.636253 1.00061 .999391 0 88 10 .037806 26.450510 .037834 26.431600 1.00072 .999285 50 20 .040713 24.562123 .040747 24.541758 1.00083 .999171 40 30 .043619 22.925586 .043661 22.903766 1.00095 .999048 30 40 .046525 21.493676 .046576 21.470401 1.00108 .998917 20 50 .049431 20.230284 .049491 20.205553 1.00122 .998778 10 3 0 .052336 19.107323 .052408 19.081137 1.00137 .998630 0 87 10 .055241 18.102619 .055325 18.074977 1.00153 .998473 50 20 .058145 17.198434 .058243 17.169337 1.00169 .998308 40 30 .061049 16.380408 .061163 16.349855 1.00187 .998135 30 40 .063952 15.636793 . .064083 15.604784 1.00205 .997953 20 50 .066854 14.957882 .067004 14.924417 1.00224 .997763 10 4 0 .069756 14.335587 .069927 14.300666 1.00244 .997564 0 86 10 .072658 13.763115 .072851 13.726738 1.00265 .997357 50 20 .075559 13.234717 .075776 13.196888 1.00287 .997141 40 30 .078459 12.745495 .078702 12.706205 1.00309 .996917 30 40 .081359 12.291252 .081629 12.250505 1.00333 .996685 20 50 .084258 11.868370 .084558 11.826167 1.00357 .996444 10 5 0 .087156 11.473713 .087489 11.430052 1.00382 .996195 0 85 10 .090053 11.104549 .090421 11.059431 1.00408 .995937 50 20 .092950 10.758488 .093354 10.711913 1.00435 .995671 40 30 .095846 10.433431 .096289 10.385397 1.00463 .995396 30 40 .098741 10.127522 .099226 10.078031 1.00491 .995113 20 50. .101635 9.8391227 .102164 9.7881782 1.00521 .994822 10 6 0 .104528 9.5667722 .105104 9.5143645 1.00551 .994522 0 84 10 .107421 9.3091699 .108046 9.2553035 1.00582 .994214 50 20 .110313 9.0651512 .110990 9.0098261 1.00614 .993897 40 83 o f Cosine. Secant. Cotangent. Tangent. Cosecant Sine. / o For functions from 83°-40' to 90° read from bottom of table upward. CAMBBIA STEEL. 425 NATURAL SINES, COSECANTS, TANGENTS, ETC. o / Sine. Cosecant. Tangent. Cotangent. Secant. Cosine. t o 6 30 .113203 8.8336715 .113936 8.7768874 1.00647 .993572 30 40 .116093 8.6137901 .116883 8.5555468 1.00681 .993238 20 50 .118982 8.4045586 .119833 8.3449558 1.00715 .992896 10 7 0 .121869 8.2055090 .122785 8.1443464 1.00751 .992546 0 88 10 .124756 8.0156450 .125738 7.^530224 1.00787 .992187 50 20 .127642 7.8344335 .128694 7.7703506 1.00825 .991820 40 30 .130526 7.6612976 .131653 7.5957541 1.00863 .991445 30 40 .133410 7.4957100 .134613 7.4287064 1.00902 .991061 20 50 .136292 7.3371909 .137576 7.2687255 1.00942 .990669 10 8 0 .139173 7.1852965 .140541 7.1153697 1.00983 .990268 0 82 10 .142053 7.0396220 .143508 . 6.9682335 1.01024 .989859 50 20 .144932 6.8997942 .146478 6.8269437 1.01067 .989442 40 30 .147809 6.7654691 .149451 6.6911562 1.01111 .989016 30 40 .150686 6.6363293 .152426 6.5605538 1.01155 .988582 20 50 .153561 6.5120812 .155404 6.4348428 1.01200 .988139 10 9 0 .156434 6.3924532 .158384 " 6.3137515 1.0r247 .987688 0 81 10 .159307 6.2771933 .161368 6.1970279 1.01294 .987229 50 20 .162178 6.1660674 .164354 6.0844381 1.01342 .986762 40 30 .165048 6.0588583 .167343 5.9757644 1.01391 .986286 30 40 .167916 5.9553625 .170334 5.8708042 1X)1440 .985801 20 50 .170783 5.8553921 .173329 5.7693688 1.01491 .985309 10 10 0 .173648 5.7587705 .176327 5.6712818 *1.01543 .984808 0 80 10 .176512 5.6653331 .179328 5.5763786 1.01595 .984298 50 20 .179375 5.5749258 .182332 5.4845052 1.01649 .983781 40 30 .182236 5.4874043 .185339 5.3955172 1.01703 .983255 30 40 .185095 5.4026333 .188359 5.3092793 1.01758 .982721 20 50 .187953 5.3204860 .191363 5.2256647 1.01815 .982178 10 11 0 .190809 5.2408431 .194380 5.1445540 1.01872 .981627 0 79 10 .193664 5.1635924 .197401 5.0658352 1.01930 .981068 50 20 .196517 5.0886284 .200425 4.9894027 1.01989 .980500 40 30 .199368 5.0158517 .203452 4.9151570 1.02049 .979925 30 40 .202218 4.9451687 .206483 4.8430045 1.02110 .979341 20 50 .205065 4.8764907 .209518 4.7728568 1.02171 .978748 10 12 0 .207912 4.8097343 .212557 4.7046301 1.02234 .978148 0 78 10 .210756 4.7448206 .215599 4.6382457 1.02298 .977539 50 20 .213599 4.6816748 .218645 4.5736287 1.02362 .976921 40 30 .216440 4.6202263 .221695 4.5107085 1.02428 .976296 30 40 .219279 4.5604080 .224748 4.4494181 1.02494 .975662 20 50 .222116 4.5021565 .227806 4.3896940 1.02562 .975020 10 77 o Cosine. Secant. Cotangent. Tangent. Cosecant. Sine. o For functions from 77°-10' to 83°-30' read from bottom of table upward. 426 CAMBBIA STEEL. NATURAL SINES, COSECANTS, TANGENTS, ETC. o f Sine. Cosecant. Tangent. Cotangent. Secant. Cosine. / o 13 0 .224951 4.4454115 .230868 4.3314759 1.02630 .974370 0 77 10 .227784 4.3901158 .233934 4.2747066 1.02700 .973712 50 20 .230616 4.3362150 .237004 4.2193318 1.02770 .973045 40 30 .233445 4.2836576 .240079 4.1652998 1.02842 .972370 30 40 .236273 4.2323943 .243158 4.1125614 1.02914 .971687 20 50 .239098 4.1823785 .246241 4.0610700 1.02987 .970995 10 14 0 .241922 4.1335655 .249328 4.0107809 1.03061 .970296 0 76 10 .244743 4.0859130 .252420 3.9616518 1.03137 .969588 50 20 .247563 4.0393804 .255517 3.9136420 1.03213 .968872 40 30 .250380 3.9939292 .258618 3.8667131 1.03290 .968148 30 40 .253195 3.9495224 .261723 3.8208281 1.03368 .967415 20 50 .256008 3.9061250 .264834 3.7759519 1.03447 .966675 10 15 0 .258819 3.8637033 .267949 3.7320508 1.03528 .965926 0 75 10 .261628 3.8222251 .271069 3.6890927 1.03609 .965169 50 20 .264434 3.7816596 .274195 3.6470467 1.03691 .964404 40 30 .267238 3.7419775 .277325 3.6058835 1.03774 .963630 30 40 .270040 3.7031506 .280460 3.5655749 1.03858 .962849 20 50 .272840 3.6651518 .283600 3.5260938 1.03944 .962059 10 16 0 .275637 3.6279553 .286745 3.4874144 1.04030 .961262 0 74 10 .278432 3.5915363 .289896 3.4495120 1.04117 .960456 50 20 .281225 3.5558710 .293052 3.4123626 1.04206 .959642 40 30 .284015 3.5209365 .296214 3.3759434 1.04295 .958820 30 40 .286803 3.4867110 .299380 3.3402326 1.04385 .957990 20 50 .289589 3.4531735 .302553 3.3052091 1.04477 .957151 10 17 0 .292372 3.4203036 .305731 3.2708526 1.04569 .956305 . 0 73 10 .295152 3.3880820 .308914 3.2371438 1.04663 .955450 50 20 .297930 3.3564900 .312104 3.2040638 1.04757 .954588 40 30 .300706 3.3255095 .315299 3.1715948 1.04853 .953717 30 40 .303479 3.2951234 .318500 3.1397194 1.04950 .952838 20 50 .306249 3.2653149 .321707 3.1084210 1.05047 .951951 10 18 0 .309017 3.2360680 .324920 3.0776835 1.05146 .951057 0 72 10 .311782 3.2073673 .328139 3.0474915 1.05246 .950154 50 20 .314545 3.1791978 .331364 3.0178301 1.05347 .949243 40 30 .317305 3.1515453 .334595 2.9886850 1.05449 .948324 30 40 .320062 3.1243959 .337833 2.9600422 1.05552 .947397 20 50 .322816 3.0977363 .341077 2.9318885 1.05657 .946462 10 19 0 .325568 3.0715535 .344328 2.9042109 1.05762 .945519 0 71 10 .328317 3.0458352 .347585 2.8769970 1.05869 .944568 50 20 .331063 3.0205693 .350848 2.8502349 1.05976 .943609 40 70 o / Cosine. Secant, Cotangent. Tangent. Cosecant. Sine. / o For functions from 70°-40' to 77° -0' read from bottom of table upward. CAMBRIA STEEIi. 427 NATURAL SINES, COSECANTS, TANGENTS, ETC. o / Sine. Cosecant. Tangent. Cotangent. Secant. Cosine. o 19 30 .333807 2.9957443 .354119 2.8239129 1.06085 .942641 30 40 .336547 2.9713490 .357396 2.7980198 1.06195 .941666 20 50 .339285 2.9473724 .360680 2.7725448 1.06306 .940684 10 20 0 .342020 2.9238044 .363970 2.7474774 1.06418 .939693 0 70 10 .344752 2.9006346 .367268 2.7228076 1.06531 .938694 50 20 .347481 2.8778532 .370573 2.6985254 1.06645 .937687 40 30 .350207 2.8554510 .373885 2.6746215 1.06761 .936672 30 40 .352931 2.8334185 .377204 2.6510867 1.06878 .935650 20 50 .355651 2.8117471 .380530 2.6279121 1.06995 .934619 10 21 0 .358368 2.7904281 .383864 2.6050891 1.07115 .933580 0 69 10 .361082 2.7694532 .387205 2.5826094 1.07235 .932534 50 20 .363793 2.7488144 .390554 2.5604649 1.07356 .931480 40 30 .366501 2.7285038 .393911 2.5386479 1.07479 .930418 30 40 .369206 2.7085139 .397275 2.5171507 1.07602 .929348 20 50 .371908 2.6888374 .400647 2.4959661 1.07727 .928270 10 22 0 .374607 2.6694672 .404026 2.4750869 1.07853 .927184 0 68 10 .377302 2.6503962 .407414 2.4545061 1.07981 .926090 50 20 .379994 2.6316180 .410810 2.4342172 1.08109 .924989 40 30 .382683 2.6131259 .414214 2.4142136 1.08239 .923880 30 40 .385369 2.5949137 .417626 2.3944889 1.08370 .922762 20 50 .388052 2.5769753 .421046 2.3750372 1.08503 .921638 10 23 0 .390731 2.5593047 .424475 2.3558524 1.08636 .920505 0 67 10 .393407 2.5418961 .427912 2.3369287 1.08771 .919364 50 20 .396080 2.5247440 .431358 2.3182606 1.08907 .918216 40 30 .398749 2.5078428 .434812 2.2998425 1.09044 .917060 30 40 .401415 2.4911874 .438276 2.2816693 1.09183 .915896 20 50 .404078 2.4747726 .441748 2.2637357 1.09323 .914725 10 24 0 .406737 2.4585933 .445229 2.2460368 1.09464 .913545 0 66 10 .409392 2.4426448 .448719 2.2285676 1.09606 .912358 50 20 .412045 2.4269222 .452218 2.2113234. 1.09750 .911164 40 30 .414693 2.4114210 .455726 2.1942997 1.09895 .909961 30 40 .417338 2.3961367 .459244 2.1774920 1.10041 .908751 20 50 .419980 2.3810650 .462771 2.1608958 1.10189 .907533 10 25 0 .422618 2.3662016 .466308 2.1445069 1.10338 .906308 0 65 10 .425253 2.3515424 .469854 2.1283213 1.10488 .905075 50 20 .427884 2.3370833 .473410 2.1123348 1.10640 .903834 40 30 .430511 2.3228205 .476976 2.0965436 1.10793 .902585 30 40 .433135 . 2.3087501 .480551 2.0809438 1.10947 .901329 20 50 .435755 2.2948685 .484137 2.0655318 1.11103 .900065 10 64 o / Cosine. Secant. Cotangent. Tangent. Cosecant. Sine. / o For functions from 64®-10' to 70®-30' read from bottom of table upward. 428 CAMBRIA STEEL. NATURAL SINES, COSECANTS, TANGENTS, ETC. o f Sine. Cosecant. Tangent. Cotangent. Secant. Cosine. f 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 .446198 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 27 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 1.12911) .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 .546/28 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 1.16259 .860149 20 50 .512543 1.9510577 .596908 1.6752988 1.16460 .858662 10 31 0 .515038 1.9416040 .600861 1.6642795 1.16663 .857167 0 59 10 .517529 1.9322578 .604827 1.6533663 1.16868 .855665 50 20 .520016 1.9230173 .608807 1.6425576 1.17075 .854156 40 30 .522499 1.9138809 .612801 1.6318517 1.17283 .852640 30 40 .524977 1.9048469 .616809 1.6212469 1.17493 .851117 20 50 .527450 1.8959138 .620832 1.6107417 1.17704 .849586 10 32 0 .529919 1.8870799 .624869 1.6003345 1.17918 .848048 0 58 10 .532384 1.8783438 .628921 1.5900238 1.18133 .846503 50 20 .534844 1.8697040 .632988 1.5798079 1.18350 .844951 40 57 o / Cosine. Secant. Cotangent. Tangent. Cosecant. Sine. f o For functions from 57°-40' to 64°-0' read from bottom of table upward. CAMBKIA STEEL. 429 NATURAL SINES, COSECANTS, TANGENTS, ETC. o / Sine. Cosecant. Tangent. Cotangent. Secant. Cosine. f o 82 30 .537300 1.8611590 .637070 1.5696856 1.18569 .843391 30 40 .539751 1.8527073 .641167 1.5596552 1.18790 .841825 20 50 .542197 1.8443476 .645280 1.5497155 1.19012 .840251 10 83 0 .544639 1.8360785 .649408 1.5398650 1.19236 .838671 0 57 10 .547076 1.8278985 .653551 1.5301025 1.19463 .837083 50 20 .549509 1.8198065 .657710 1.5204261 1.19691 .835488 40 30 .551937 1.8118010 .661886 1.5108352 1.19920 .833886 30 40 .554360 1.8038809 .666077 1.5013282 1.20152 .832277 20 50 .556779 1.7960449 .670285 1.4919039 1.20386 .830661 10 84 0 .559193 1.7882916 .674509 1.4825610 1.20622 .829038 0 56 10 .561602 1.7806201 .678749 1.4732983 1.20859 .827407 50 20 .564007 1.7730290 .683007 1.4641147 1.21099 .825770 40 30 .566406 1.7655173 .687281 1.4550090 1.21341 .824126 30 40 .568801 1.7580837 .691573 1.4459801 1.21584 .822475 20 50 .571191 1.7507273 .695881 1.4370268 1.21830 .820817 10 85 0 .573576 1.7434468 .700208 1.4281480 1.22077 .819152 0 55 10 .575957 1.7362413 .704552 1.4193427 1.22327 .817480 50 20 .578332 1.7291096 .708913 1.4106098 1.22579 .815801 40 30 .580703 1.7220508 .713293 1.4019483 1.22833 .814116 30 40 .583069 1.7150639 .717691 1.3933571 1.23089 .812423 20 50 .585429 1.7081478 .722108 1.3848355 1.23347 .810723 10 86 0 .587785 1.7013016 .726543 1.3763810 1.23607 .809017 0 54 10 .590136 1.6945244 .730996 1.3679959 1.23869 .807304 50 20 .592482 1.6878151 .735469 1.3596764 1.24134 .805584 40 30 .594823 1.6811730 .739961 1.3514224 1.24400 .803857 30 40 .597159 1.6745970 .744472 1.3432331 1.24669 .802123 20 50 .599489 1.6680864 .749003 1.3351075 1.24940 .800383 10 87 0 .601815 1.6616401 .753554 1.3270448 1.25214 .798636 0 53 10 .604136 1.6552575 .758125 1.3190441 1.25489 .796882 50 20 .606451 1.6489376 .762716 1.3111046 1.25767 .795121 40 30 .608761 1.6426796 .767327 1.3032254 1.26047 .793353 30 40 .611067 1.6364828 .771959 1.2954057 1.26330 .791579 20 50 .613367 1.6303462 .776612 1.2876447 1.26615 .789798 10 88 0 .615661 1.6242692 .781286 1.2799416 1.26902 .788011 0 52 10 .617951 1.6182510 .785981 1.2722957 1.27191 .786217 50 20 .620235 1.6122908 .790698 1.2647062 1.27483 .784416 40 30 .622515 1.6063879 .795436 1.2571723 1.27778 .782608 30 40 .624789 1.6005416 .800196 1.2496933 1.28075 .780794 20 50 .627057 1.5947511 .804979 1.2422685 1.28374 .778973 10 51 o / Cosine. Secant. Cotangent. Tangent. Cosecant. Sine. o For functions from to 57°-30' read from bottom of table upward. 430 CAMBKIA STEEL. NATURAL SINES, COSECANTS, TANGENTS, ETC. o / Siae. Cosecant Tangent Cotangent Secant Cosine. / o 39 0 .629320 1.5890157 .809784 1.2348972 1.28676 .777146 0 51 10 .631578 1.5833318 .814612 1.2275786 1.28980 .775312 50 20 .633831 1.5777077 .819463 1.2203121 1.29287 .773472 40 30 .636078 1.5721337 .824336 1.2130970 1.29597 .771625 30 40 .638320 1.5666121 .829234 1.2059327 1.29909 .769771 20 50 .640557 1.5611424 .834155 1.1988184 1.30223 .767911 10 40 0 .642788 1.5557238 .839100 1.1917536 1.30541 .766044 0 50 10 .645013 1.5503558 .844069 1.1847376 1.30861 .764171 50 20 .647233 1.5450378 .849062 1.1777698 1.31183 .762292 40 30 .649448 1.5397690 .854081 1.1708496 1.31509 .760406 30 40 .651657 1.5345491 .859124 1.1639763 1.31837 .758514 20 50 .653861 1.5293773 .864193 1.1571495 1.32168 .756615 10 41 0 .656059 1.5242531 .869287 1.1503684 1.32501 .754710 0 49 10 .658252 1.5191759 .874407 1.1436326 1.32838 .752798 50 20 .660439 1.514*1452 .879553 1.1369414 1.33177 .750880 40 30 .662620 1.5091605 .884725 1.1302944 1.33519 .748956 30 40 .664796 1.5042211 .889924 1.1236909 1.33864 .747025 20 50 .666966 1.4993267 .895151 1171305 1.34212 .745088 10 42 0 .669131 1.4944765 .900404 1.1106125 1.34563 .743145 0 48 10 .671289 1.4896703 .905685 1.1041365 1.34917 .741195 50 20 .673443 1.4849073 .910994 1.0977020 1.35274 .739239 40 30 .675590 1.4801872 .916331 1.0913085 1.35634 .737277 30 40 .677732 1.4755095 .921697 1.0849554 1.35997 .735309 20 50 .679868 1.4708736 .927091 1.0786423 1.36363 .733335 10 43 0 .681998 1.4662792 .932515 1.0723687 1.36733 , .731354 0 47 10 .684123 1.4617257 .937968 1.0661341 1.37105 .729367 50 20 .686242 1.4572127 .943451 1.0599381 1.37481 .727374 40 30 .688355 1.4527397 .948965 1.0537801 1.37860 .725374 30 40 .690462 1.4483063 .954508 1.0476598 1.38242 .723369 20 50 .692563 1.4439120 .960083 1.0415767 1.38628 .721357 10 44 0 .694658 1.4395565 .965689 1.0355303 1.39016 .719340 0 46 10 .696748 1.4352393 .971326 1.0295203 1.39409 .717316 50 20 .698832 1.4309602 .976996 1.0235461 1.39804 .715286 40 30 .700909 1.4267182 .982697 1.0176074 1.40203 .713251 30 40 .702981 1.4225134 .988432 1.0117088 1.40606 .711209 20 50 .705047 1.4183454 .994199 1.0058348 1.41012 .709161 10 45 0 .707107 1.4142136 1.000000 1.0000000 1.41421 .707107 0 45 o f Cosine. Secant Cotangent. Tangent Cosecant. Sine. / p For functions from 45°-0' to 51°-0' read from bottom of table upward. CAMBRIA STEEL. 431 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 .06,2500000 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 70000000 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 432 CAMBRIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. 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 8.3006239 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 9.1651514 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 CAMBKIA STEEL. 433 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Spares. 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 22^*8091 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 12.9814814 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 434 CAMBRIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. 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 5.8284767 .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 9129329 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 6.0276.502 .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 6.1269257 .004347826 231 53361 12326391 15.1986842 6.1357924 .004329004 232 53824 12487168 15.2315462 6.1446337 .004310345 233 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. 485 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube 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 c004016064 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 16.1316767 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 25934836 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 436 CAMBRIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. 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 18.5741756 7.0135791 .002898551 346 119716 41421736 18.6010752 7.0203490 .002890173 347 120409 41781923 18.6279360 7.0271058 .002881844 348 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. 437 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 48627125 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 7.2240450 .002652520 378 142884 54010152 19.4422221 7.2304268 .002645503 379 143641 54439939 19.4679223 7.2367972 .002638522 380 144400 54872000 19.4935887 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 7 2873617 .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 438 CAMBRIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 420 176400 74088000 1 20.4939015 7.4888724 .002380952 421 177241 74618461 1 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 ^0.7364414 7.5478423 .002325581 431 185761 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 CAMBKIA STEEL. 439 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 22.0907220 7.8729944 .002049180 489 239121 116930169 22.1133444 7.8783684 .002044990 490 240100 117649000 22.1359436 7.8837352 .002040816 491 241081 118370771 22.1585198 7.8890946 .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 246025 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 22.5831796 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 440 CAMBRIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. 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 316969 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 326041 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 24.0624188 8.3347553 .001727116 580 336400 195112000 24.0831891 8.3395509 .001724138 581 337561 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. 441 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 8.5316009 .0016103^ 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 25.0998008 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 257259456 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 442 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 436921 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 8.7893466 .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 695 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 CAMBRIA STEEL. 443 SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 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 .001383126 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 444 CAMBRIA 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 .001280410 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 584277056 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. 445 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 631628712 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 G65338617 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 29.8161030 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 446 CAMBKIA STEEL. SQUARES, CUBES, SQUARE ROOTS, CUBE ROOTS AND RECIPROCALS. No. Squares. Cubes. Square Roots. Cube Roots. Reciprocals. 900 810000 729000000 30.0000000 1 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 766060875 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 .001077586 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 30.692018.5 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 CAMBRIA STEEL. 447 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 81.3049517 9.9328839 .001020408 981 962361 944076141 31.3209195 9.9362613 .001019368 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 3L7175030 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 448 CAMBRIA STEEL. MENSURATION. LENGTH. Circumference of circle = diameter X 3.1416. Diameter of circle = circumference X 0.3183. Side of square of equal periphery as circle = diameter X 0.7854. Diameter of circle of equal periphery as square = side X 1.2732. Side of an inscribed square = diameter of circle X 0.7071. Length of arc = No. of degrees X diameter X 0.008727. Circumference of circle whose diameter is 1 = TT = 3.14159265. / = r - or, very nearly, = AREA. Triangle = base X half perpendicular height. Parallelogram = base X perpendicular height. Trapezoid = half the sum of the parallel sides X perpendicular height. Trapezium, found by dividing into two triangles. Circle = diameter squared X 0.7854; or, = circumference squared X 0.07958. Sector of circle = length of arc X half radius. CAMBRIA STEEL. 449 Segment of circle = area of sector of equal radius — triangle when segment is less, and + triangle when segment is greater than the semicircle; also for flat segments very nearly = 4v / y ^ 0.388 v2 Side of square of equal area as circle = diameter X 0.8862; also, = circumference X 0.2821. Diameter of circle of equal area as square = side X 1.1284. Parabola = base X | height. Ellipse = long diameter X short diameter X 0.7854. Regular polygon = sum of sides X half perpendicular distance from center to sides. Cylinder = (circumference X height) + area of both ends. Sphere = diameter squared X 3.1416; also, = circumference X diameter. Segment of sphere = (height of segment X circumference of sphere of which it is a part) + area of base. Right pyramid or cone = periphery or circumference of base X half slant height. Frustum of a regular right pyramid or cone = (sum of peripheries or circumferences of the two ends X half slant height) + area of both ends. SOLID CONTENTS. Prism, right or oblique, = area of base X perpendicular height. Cylinder, right or oblique = area of section at right angles to sides X length of side. Sphere = diameter cubed X 0.5236; also, = surface X i diameter. Segment of sphere = (height squared + three times the square of radius of base) X (height X 0.5236). Side of an equal cube = diameter of sphere X 0.806. Length of an equal cylinder = diameter of sphere X 0.6667. Pyramid or cone, right or oblique, regular or irregular, = area of base X i perpendicular height. Frustum of cone = multiply area of two ends together, extract the square root; add to this root the two areas and X i altitude. 450 CAMBRIA 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. 1. .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. Ounces. Pounds. 1 .041667 .0020833 .0001736 24 1. .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. 1. .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. CAMBKIA STEEL. 451 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 .00151515 .00018939 36 3. 1. .1818182 .00454545 .00056818 198 16.5 5.5 1. .025 .003125 7920 660. 220. 40. 1. .125 63360 5280. 1760. 320. 8. 1. ROPE AND CABLE MEASURE. 1 inch = .mill span = .013889 fathom = .0001157 cable’s length. 1 span = 9 inches = .125 fathom = .00104167 cable’s length. 1 fathom = 6 feet = 8 spans = 72 inches = .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. \ - GUNTER’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. LJ “'7 Square Inches. Square Feet, Square Yards. Square Rods. Acres. 1 .006944 .0007716 144 1. .mill 1296 9.0 1. .03306 .0002066 39204 272.25 30.25 1. .00625 6272640 43560. 4840. 160. 1. 27878400. 3097600. 102400. 640. Squaref •« Miles. .00000977 .0015625 1 . 1 square rood = 40 square rods. 1 acre = 4 square roods. 1 square acre = 208.71 feet square. 452 CAMBRIA STEEL. WEIGHTS AND MEASURES— Continued. CUBIC OR 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. GiUs. 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 1. 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. CAMBKIA STEEL. 453 WEIGHTS AND MEASURES— Concluded. METRIC SYSTEM. Measures of Length, Capacity and Weight. LENGTH. Kilometre. Hecto- metre. Decametre. Metre. Decimetre. Centimetre. Millimetre. CAPACITY. Kilolitre or Stere. 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 .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 Metre or Centiare. Square Decimetre. Square Centimetre. Square Millimetre. 1 100 1 .01 .0001 .000001 10000 100 1 .01 .0001 .000001 1000000 10000 100 1 .01 .0001 .000001 1000000 10000 100 1 .01 .0001 1000000 10000 100 1 .01 1000000 10000 100 1 1 square myriametre = 100 square kilometres = 100 000 000 square metres. METRIC SYSTEM. Cubic Measure. Cubic Decametre. Cubic Metre. Cubic Decimetre. Cubic Centimetre. Cubic Millimetre. 1 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. 454 CAMBKIA STEEL. TABLES FOR CONVERTING UNITED STATES WEIGHTS AND MEASURES. CUSTOMARY TO METRIC. Weights. Grains Troj Oonces 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. 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 Nautical Miles No. Inch to to to to to to Millimetres. Centimetres. Metres. Metres. Kilometres. Kilometres. 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 6 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. 455 TABLES FOR CONVERTING UNITED STATES WEIGHTS AND MEASURES. METRIC TO CUSTOMARY. Weights. 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. 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 64tlis of an to to to to to Inch. Inches. Feet. Yards. Statute Miles. Nautical Miles. 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 456 CAMBRIA STEEL. TABLES FOR CONVERTING UNITED STATES WEIGHTS AND MEASURES. CUSTOMARY TO METRIC. Square Measure. No. Square Inches to Square Centimetres. Square Feet to Square Metres. Square Yards to Square Metres. Acres to Hectares. Square Miles to Square 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 .46452 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 16.38716 .01639 .02832 .76456 2 32.77432 .03277 .05663 1.52912 3 49.16148 .04916 .08495 2.29368 4 65.54864 .06555 .11327 3.05824 5 81.93580 .08194 .14159 3.82280 6 98.32296 .09832 .16990 4.58736 7 114.71013 .11471 .19822 5.35192 8 131.09729 .13110 .22654 6.11648 9 147.48445 .14748 .25485 6.88104 CAMBBIA STEEL. 457 TABLES FOR CONVERTING UNITED STATES WEIGHTS AND MEASURES. METRIC TO CUSTOMARY. Square Measure. No. Square Centi- metres to Square Inches. Square Metres to Square Feet. Square Metres to Square Yards. Hectares to icres. Square Kilo- metres to 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 .06102 61.02338 35.31445 1.30794 2 .12205 122.04676 70.62891 2.61589 3 .18307 183.07013 105.94336 3.92383 4 .24409 244.09351 141.25782 5.23177 5 .30512 305.11689 176.57227 6.53971 6 .36614 366.14027 211.88673 7.84766 7 .42716 427.16365 247.20118 9.15560 8 .48819 488.18702 282.51564 10.46354 9 .54921 549.21040 317.83009 11.77149 458 CAMBRIA 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 Cubic or Cubic Litres. Litres. Cubic Metres. 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 CAMBKIA STEEL. 459 TABLES FOR CONVERTING UNITED STATES WEIGHTS AND MEASURES. METRIC TO CUSTOMARY. Capacity Measures. Millilitres 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 6 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 per Lineal Kilogrammes per Square Kilogrammes per Square Kilogrammes per Cubic Kilogramme- Metric Horsepower to Metres No. Metre to Pounds per Centimetre to Pounds per Metre to Pounds per Metre to Pounds per to United States 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 460 CAMBRIA STEEL. INDEX. PAGE Angles, connection, for I-beams and channels, cuts of 39 “ “ " notes on 38,42 “ “ , “ tables of 40-45 “ " location of 40,41 cuts of sections of special, equal and unequal legs 16 “ “ standard, equal legs 14 ** “ " unequal legs 15 “ “ bulb and top guard angles 17 explanation of tables of properties of 154 maximum sizes of rivets, and spacing of rivet and bolt holes in 46, 296 properties of special, equal legs 170, 171 “ “ unequal legs 176,177 ** standard, equal legs 166-169 “ “ unequal legs 172-175 radii of gyration for two, back to back 181-183 tables of safe loads for, used as beams 114-135 “ “ “ notes on 73-81 weights and dimensions of special, equal legs 36 " “ “ unequal legs 37 “ “ standard, equal legs 34 “ “ “ unequal legs 35,36 Apothecaries' weight 450 Arches, notes and tables for spacing tie rods for tile 60, 61 “ “ of floor, end construction 53 “ “ of material for fireproof floor 52,53 “ on thrust of 59, 62-65 “ “tie rods to withstand thrust of 59 terra-cotta floor, explanation of tables of 54 “ “ flat and segmental, tables of 55-57 tests and breaking loads for hollow tile floor 58 weights of hollow brick and tile floor 53 “ segmental floor 53 Areas, method of increasing sectional 17 of circles 399-421 “ “ for diameters greater than one hundred 411 “ flat rolled steel bars 382-387 “ hollow cast iron columns 266, 267 “ rivet holes, to be deducted to obtain net areas of plates 296, 297 “ square and round bars 369-375 “ various sections, formulae for 144-151 for standard sections 142, 143 Avoirdupois weight 450 Band or hoop steel, table of weights of 388 Bands, light, dimensions of 23 Bars, eye 317 flat; dimensions of upset screw ends for 316 “ rolled steel, areas of 382-387 “ “ notes on areas of 387 “ “ “ weights of 398 “ “ weights of 389-398 lattice, sizes of and rivet spacing in, for latticed channel columns. 236 round and square, dimensions ot upset screw ends for 312-315 “ “ weights, areas and circumferences of 369-375 sheet and tin 26 Bases, typical details of column 209 Beam box girders, explanations of tables of safe loads for 269 “ “ tables of safe loads for 270-279 Beams, notes on bearing plates for shapes used as 47 bulb, cuts of sections of 17 “ properties of 164, 165 “ weights and dimensions of 37 CAMBRIA STEEL. 461 PAGE Beams coefficients for deflection of 76, 77 general formulae for flexure of 136, 137 girders, notes on 38 grillage, notes on, for foundations 285 I section, cast iron separators for 50, 51 “ cuts of sections of special 4, 5, 7 “ “ “ standard 2-4, 6-8 “ “ standard connection angles for 39 “ explanation of tables of properties of 152,153 “ diagram of sections of minimum standard 18 “ location of connection angles for 40, 41 “ maximum bending moments in foot pounds for 112 “ “ size of rivets in 40,296 “ minimum spans for, with standard connection angles 43 “ notes on lateral strength of 62-67 ** “ without lateral support 66 “ “ safe loads for 78-83 “ “ spacing for 80-83 ** proportions of sections of standard 20 “ spacing of rivet and bolt holes in flanges and connection angles of 44 ** spans limiting and maximum safe loads due to crip- pling of web 74 “ tables of bearing plates for 49 “ “ properties of special 160,161 •* “ “ standard 158-161 “ “ safe loads for 84-94 “ “ “ used as columns 210-213 ** “ spacing for 101-111 “ tangent distances between fillets 44 “ weights and dimensions of special 31 ** “ “ standard 30,31 reduction in safe loads and fibre stress, due to lateral flexure of . 67 of uniform section, bending moments and deflections for 138-141 “ “ safe superimposed loads and shears for, . . . 138-141 wooden, notes on bearing at points of support 342 “ notes on safe loads for 339-342 ** tables of safe loads for 348-353 Bearing plates for I-beams and channels, tables of sizes of 48, 49 “ for shapes used as beams, notes on 47 values of pin plates, tables of 299 “ wall plates, safe unit 48 “ rivets and plates 292, 293 of wooden beams at points of support, notes on 342 Bearings and bearing plates, standard, tables of, sizes of 48 Bending moments for beams of uniform section 138-141 “ for I-beams and channels, tables of maximum 112-113 “ for pins, tables of maximum 300-301 Billets, dimensions of square and round cornered steel 23-26 Blooms, “ steel 24,25 Bolsters for column bases, typical details of 209 Bolts for standard and special cast iron beam separators 50, 51 weights of round headed, without nuts 308 “ with square heads and nuts. Manufacturers’ standard 306, 307 Bolt heads, weights and dimensions of. Manufacturers’ standard .... 309 Bolts and nuts, Franklin Institute standard 302-305 Bolt and rivet holes, spacing of, through connection angles 44, 45 Boston, extracts from building laws of 286-289 Box girders, beam, tables of safe loads of 270-279 “ “ “ “ explanation of 269 Brackets for riveted columns, typical details of 209 Brass, weights of sheets and plates of 362, 363 Breaking unit stresses, tables of, for timber 346, 347 Brick, hollow, for partitions and arches, weights of 53 Bridge pins and nuts, dimensions of 322 Building laws of various cities, extracts from 286-289 462 CAMBRIA STEEL. PAGE Bulb angle, cut of section of 17 beams, cuts of sections of !' 17 “ properties of 104,165 “ weights and dimensions of 37 Cable and rope measure 451 Car forgings 21 Cast iron columns, tables of safe loads for hollow, round 206, 267 “ “ “ strength of hollow, round and rectangular 268 “ bases for columns, typical details of 209 “ Manufacturers’ standard specifications for structural 335 “ separators, standard and special, for I-beams 50, 51 Ceilings, weights of porous terra-cotta for 53 Center of gravity, formulae for location of, in Cambria sections 142, 143 “ location of, in various sections 144-151 Chains, dimensions and weights of, safe loads for 321 Channel and plate columns, tables of dimensions of 198-201 “ “ “ safe loads for, series A 238-251 “ “ “ “ “ “ series B 252-265 columns, latticed, diameter of rivets for 237 “ “ spacing of rivets for lacing bars 236 “ “ tables of dimensions of 196 “ “ safe loads for 234-237 Channels, bearing plates for, tables of 49 “ ” (standard) for, tables of 48 cuts of sections of special 11-13 “ " standard 9-11 “ standard connection angles for 39 diagram of sections of minimum standard 19 explanation of properties of standard and special 153 limiting spans and maximum safe loads due to web ciip- pling 75 maximum bending moments in foot pounds for 113 “ size of rivets for. ! 46,296 minimum spans for, with standard connection angles 42 proportions of sections of standard 20 safe loads for, tables of 95-100 “ “ notes on 78-83 spacing of rivet and bolt holes in flanges and connection angles of 45 tables of properties of special 164, 165 “ “ standard 162,163 tangent distances between fillets 45 weights and dimensions of special 33 “ “ standard 32,33 Chicago, extracts from building laws of 286-289 Circles, areas and circumferences of, for diameters greater than 100. . 411 tables of 399-421 Circumferences of circles 399-421 “ “ for diameters greater than 100 411 “ round bars 369-375 Clevises, dimensions of 320 Coefficients of deflection for beams, explanation of, tables of 153 “ “ shapes used as beams 76 “ strength, explanation of tables of, for I-beams 152 Columns, bases for, typical details of 209 cast iron, hollow, round and rectangular, strength of 268 “ “ “ tables of safe loads for 266,267 I-beams used as, tables of safe loads for 210-213 latticed channel, diameter of rivets for 237 “ “ lattice bars and stay plates for 236, 237 “ “ tables of dimensions of 196 “ “ “ safe loads for 234-237 plate and channel, tables of dimensions of 198-201 “ “ “ “ “ safe loads for, series A 238-251 “ “ “ “ “ “ “ “ “ B 252-265 steel, examples of the use of the tables of strength of 188 CAMBRIA STEEL. 463 PAGE Columns, steel, explanation of tables of dimensions and safe loads for . 188, 189 “ medium, tables of strength of 186,187 “ soft “ “ 184,185 wooden, notes on 339 “ tables of strength of 354,355 Compound shapes, properties of, notes on 157 Concrete, reinforced, for floor slabs, notes on 69 “ “ “ “ formulae for and tables of 70,71 Connection angles for I-beams and channels, cuts of 39 “ “ “ “ notes on 38,42 “ “ “ “ spacing of rivet and bolt holes in 44,45 “ “ beams, location of 40,41 “ “ notes on 38 Conversion tables, U. S. weights and measures to metric and vice versa 454-459 Copper, weights of sheets and plates of 362, 363 Counter rods, loop-welded eyes, dimensions of 324, 325 “ with solid or upset eyes, dimensions of 323 Crane rail, cut of section of 17 “ weight, dimensions and properties of 180 Crippling of webs of I-beams and channels, notes and tables on 72-75 Cubes and cube roots, tables of 431-447 Cubic or solid measure 452 Customary weights and dimensions, converted to metric 454-459 Cuts of sections of angles, special, equal and unequal legs 16 “ “ “ standard, equal legs 14 “ “ “ “ unequal legs 15 “ “ beams, bulb 17 “ “ “ special I 4,5,7 “ “ “ standard 1 2-4, 6-8 “ “ channels, special 11-13 “ “ “ standard 9-11 “ “ connection angles, standard 39 “ “ crane rail 17 “ typical details for steel columns, column bases and plate girders 209 Cut nails, tables of 328 Decimal gauges, standard, tables of 360 parts of a foot for each of an inch, tables of 364-367 “ an inch “ “ “ “ 368 Deflection, coefficient of, for beams, explanation of tables of 153 “ “ shapes used as beams, tables of 76, 77 of beams, formulae for 136-141 Design of reinforced concrete floor slabs 70, 71 Details of plate girders and column bases, steel columns, splices and brackets 209 Diagram for minimum standard beams 18 “ “ channels 19 Dimensions and safe loads of steel columns, explanation of tables of . . 188, 189 of chains, weights of, safe loads for 321 “ angles, special, equal legs 36 “ “ “ unequal legs 37 “ “ standard, equal legs 34 “ “ “ unequal legs 35,36 1 “ bolts and nuts, Franklin Institute standard 302 “ bolt head and nuts, Manufacturers’ standard 309-311 “ bridge pins, nuts and pilot nuts 322 “ bulb beams 37 “ cast iron separators, standard and special, and bolts for beams 50,51 “ channels, special 33 “ “ standard 32,33 “ clevises 320 columns, explanation of tables for 188, 189 ** counter and lateral rods with loop welded eyes 324, 325 464 CAMBKIA STEEL. PAGE Dimensions of edged and sheared plates 27-29 " eye bars 317 “ flats and thin flats or light bands 23 “ I-beams, special 31 “ “ standard 30,31 “ lateral pins and rods 323 “ lattice bars to be used with latticed channel columns. . 236 “ latticed channel columns, tables of 196 “ minimum stay plates with latticed channel columns . . . 237 “ plate and angle columns, tables of 190, 191 “ plate and channel columns, tables of, series A and B . . . 198-201 “ right and left nuts 319 “ rivet heads after driving 320 “ standard T-rails and crane rail 180 “ steel billets 23-26 “ “ “ square cornered V. 24,25 “ “ blooms and slabs \ 24, 25 “ “ guide and hand rounds \ 22 “ “ ingots \ 22 “ “ squares \ 22 “ turnbuckles 318 “ upset screw ends for flat bars 316 “ *■ “ “ round and square bars 312-^315 Distance from neutral axis to extreme fibre of standard sections 142, 143 Dry measure 452 Edged plates, dimensions of 27 Explanations of tables of properties ol angles 354 “ " “ channels 153 “ “ “ I-beams 152, 153 “ “ safe loads for beam box girders and plate girders 269 “ " “ “ terra-cotta floor arches 54 Eye bars, dimensions of 317 Factors of safety for various wooden structures 344 Fibre stress, allowable, for direct flexure, in extreme fibre 67 Fireproof floors and materials, notes and taoles for 52-71 Flat bars, upset screw ends for 316 rolled steel bars, areas of 382-387 “ “ tables of weights of 389-398 Flats, regular and thin, dimensions of 23 Flexure of beams, formulae for 136-141 lateral, reduction of allowable stress in beams due to 67 “ strength of beams to resist thrust of arches 62-65 Floor arches, tables on end construction of 53 “ terra-cotta, flat and segmental 54-57 “ tests and breaking loads for hollow tile 58 slabs, reinforced concrete, notes on, design of 69-71 Floors, notes and tables for fireproof, and material for 52-71 usual live loads for 38,287 Foot, decimals of, for fractions of an inch, tables of 364-367 Forgings, car 21 Formul.® for bending moments, shears, safe loads and deflections. . . . 138-141 " moments of inertia for Cambria sections 142,143 “ the properties of various sections 144-151 general, tor flexure of beams 136, 137 Foundations, notes on grillage beams for 285 Franklin Institute Standard for bolts and nuts 302-305 Functions, natural trigonometrical 424-430 Furring, weights of porous terra-cotta for 53 Gas, steam and water pipe, sizes of wrought iron welded 330 Gauge, table of American or Brown & Sharpe wire 361 " “ Screw Co. screw wire 361 “ Birmingham or Stubs iron wire 361 “ British Imperial standard wire 361 “ standard decimal 360 “ Trenton Iron Co. wire 361 CAMBRIA STEEL. 465 PAGE Gauge, table of U. S. standard for iron and steel sheets and plates 361 “ Washburn & Moen Co. and Roebling’s Sons Co. wire. . 361 Girders, beam box and plate, explanations of tables of safe loads for. . 269 “ tables of safe loads for 270-279 notes on beams used as 38 plate, stiffener angles and rivet spacing for, notes on 269 “ tables of safe loads for 280-284 Gravity, specific, for various kinds of timber 344 “ of various substances, tables of 356-359 Grillage beams for foundations, notes on 285 Grip of rivets and bolts through flanges of beams and channels 44, 45 “ lengths required for 294 Guide rounds, dimensions of 22 Gunter’s chain measure 451 Gyration, radii of, see Radii of gyration Hand rounds, dimensions of 22 Heads, bolt, weights and dimensions of. Manufacturers’ standard 309 rivet, dimensions of, after driving 320 square and hexagon, weights of, Franklin Institute standard . . . 304, 305 Hollow brick, weights of, for arches and partitions 53 round and rectangular cast iron columns, strength of 268 Hoop or band steel, tables of weights of 388 Inch, decimals of, for each tables of 368 “ a foot for fractions of an 364-367 Inertia, moments of, explanations of tables of, for rectangles 154 “ formulae for various sections 145-151 “ for standard sections 142,143 “ tables of, for rectangles 178, 179 Ingots, grades, sizes and weights of steel 22 Land or square measure 451 Lateral flexure, reduction of allowable fibre stress due to 67 pins and rods, dimensions of 323 rods, loop welded eyes, dimensions of 324, 325 strength of I-beams 62-67 “ “ without lateral support, notes on 66 Lattice bars to be used with latticed channel columns, rivet spacing for 236 “ “ “ “ “ “ weights and di- mensions of 236 Latticed channel columns, spacing of rivets for lacing bars 236 “ “ rivets for, diameter of 237 “ “ tables of dimensions of 196 “ “ “ moments of inertia and section moduli of 197 “ “ ** safe loads for 234-237 Laws, building, of various cities, extracts from 286-289 Linear measure 451 Liquid “ 452 Live loads for floors 38,287 Loads and unit stresses, allowable, from building laws of various cities . 286-289 safe, see Safe Loads Logarithms of numbers 422-423 Loop welded eyes for counter and lateral rods, dimensions of 324, 325 Machine bolts, Franklin Institute standard 304, 305 “ Manufacturers’ standard 306,307 Manufacturers’ standard chains 321 “ machine bolts and bolt heads 306-309 “ square and hexagon nuts 310,311 “ specifications 331-338 “ structural steel 331-334 “ structural cast iron 335 “ special open hearth plate and rivet steel. . 335-338 Masonry, allowable pressure on 49 Maximum loads for I-beams and channels due to web crippling 72-75 shear at points of support, for beams of uniform section .... 138-141 Measures, Metric System, length, capacity and weight 453 “ “ square or surface and cubic 453 466 CAMBRIA STEEL. PAGE Measures, U. S. and British, linear, rope, chain, nautical and land . . . 451 “ “ cubic or solid, dry and liquid 452 Measures and weights 450-453 U. S., tables for converting 454-459 Mensuration tables 448,449 Metric System, measures of length, capacity, weight, area and volume 453 weights and measures converted to U. S 454-459 Minimum spans for beams and channels due to web crippling 72-75. " “ with standard angle connections 43 “ channels with standard angle connections 42 Moduli, Section, for beams, explanation of 152 " “ latticed channel columns 197 “ “ plate and angle columns 192-194 " “ “ “ channel columns 202-208 “ “ various sections, formulae for 145-151 Moisture classification of wooden structures 343, 344 Moments, bending, for beams of uniform section 138-141 of inertia, formula for standard sections 142, 143 “ “ “ various sections 145-151 “ of latticed channel columns, tables of 197 “ “ plate and angle columns, tables of 192-194 “ “ plate and channel columns, tables of 202-208 “ “ rectangles, explanation of tables of 154 “ “ “ tables of 178,179 Nails, standard cut wire and miscellaneous, tables of 32G-329 Natural sines, cosecants, tangents, etc 424-430 Nautical measure 451 New York, extracts from building laws of 286-289 Nuts, dimensions of pin and pilot 322 “ “ right and left 319 square and hexagon, Franklin Institute standard 304, 305 “ “ Manufacturers’ standard 310,311 Nuts and bolts 302-307 Open hearth, special, plate and rivet steel, Mfrs.’ standard specifica- tions for 335-338 Partitions, weights and dimensions of porous terra-cotta and hollow brick for 53 Philadelphia, extracts from building laws of 286-289 Pilot nuts, bridge pins and pin nuts, dimensions of 322 Pins and rivets, explanation of tables of 290 Pin plates, table of bearing values of 299 Pins, dimensions of bridge 322 “ “ lateral 323 table of maximum bending moments on ' 300, 301 Pipe, wrought iron welded steam, gas and water, sizes of 330 Plate and angle columns, safe loads for, notes on 188 “ “ “ tables of dimensions of 190,191 “ “ “ “ “ moments of inertia and section moduli of 192-194 “ ‘safe loads for., 214-233 “ channel “ “ “ dimensions of 198-201 “ “ “ “ “ moments of inertia and section moduli of 202-208 “ “ “ “ “ safe loads for, series A 238-251 “ B . 252-265 “ rivet steel, special open hearth, Mfrs.’ standard specifi- cations 335-338 girders, explanations of tables of safe loads for 269 “ safe loads for, tables of 280-284 “ stiffener angles and rivet spacing for, notes on 269 Plates and sheets of steel, iron, copper and brass, weights of 362, 363 bearing, for I-beams and channels, table of . • 49 “ “ shapes used as beams, notes on 47 edged, dimensions of 27 pin, table of bearing values of 299 riveted, tables of areas to be deducted to obtain net areas of . . . 296, 297 CAMBRIA STEEL. 467 PAGE Plates riveted, tables of bearing values of 292, 293 sheared, tables of dimensions of 27-29 standard bearing, for I-beams and channels 48 stay, minimum sizes of, used with latticed channel columns . . 237 Properties, exam.ples of use of tables of, for standard sections 155-166 explanation of tables of, for I-beams 152, 153 “ “ “ channels 153 “ “ “ angles.. 154 of compound shapes, notes on 157 “ various sections, formulae for 144-151 “ tables for, angles, special, equal legs 170,171 “ “ “ “ “ unequal legs 176,177 “ “ “ “ standard, equal legs 166-169 “ “ “ “ “ unequal legs 172-175 “ “ “ “ channels, special 164,165 “ “ “ “ “ standard 162,163 “ “ “ beams, bulb 164,165 “ “ “ I-beams, special. ., 160,161 “ “ “ “ standard 158-161 “ “ “ T-rails, standard, and crane rail 180 Proportions of sections of standard I-beams and channels 20 Radii of gyration for two angles, back to back, equal legs 181 “ “ “ “ “ “ “ “ unequal legs 182,183 “ “ “ “ “ “ “ “ example of use of tables of 188 “ “ of various sections, formulas for 145-151 Rail for cranes, cut of section of 17 “ “ properties, weights and dimensions of 180 Rails, T, properties, weights and dimensions of 180 Reciprocals, tables of 431-447 Rectangular hollow cast iron columns, strength of 268 Rectangles, tables of moments of inertia of 178, 179 Right and left nuts, dimensions of 319 Rivet and bolt grips in flanges of I-beams and channels 44, 45 “ plate steel, special O. Hearth Mfrs.’ standard specifications. 335-338 Riveted plates, area to be deducted to obtain net area of 296, 297 Riveting, conventional signs for 291 Rivets, areas to be deducted to obtain net area of riveted plates 296, 297 dimensions of heads after driving 320 for latticed channel columns, lattice bars and stay plates 237 length of, required for different grips 294 spacing of general rules for 269-298 “ “ in latticed channel columns 236 “ “ “ plate girders, notes on 269 tables of maximum sizes of, in angles 46, 296 “ “ “ “ “ “ I-beams and channels 46,296 “ “ shearing and bearing values of 292,293 “ “ spacing of 297 weight of round headed 308 “ “ 100, including 100 heads 295 Rods, counter and lateral, with loop welded eyes, dimensions of 324, 325 “ “ “ “ solid or upset eyes, dimensions of 323 Roofing, weights of porous terra-cotta for 53 materials, weights of 68 Rope and cable measure 451 Roots, square and cube, tables of 431-447 Round bars, circumferences, weights and areas of 369-375 “ upset screw ends for 312, 313 hollow cast iron columns, strength of 268 Rounds, dimensions of hand and guide 22 Rules for proportions of bolts and nuts, Franklin Institute standard . . 303 ‘ ‘ 1 ivet spacing for bridge and structural work 298 Safe Loads, explanation of tables of, for box and plate girders 269 “ “ “ “ flat and segmental floor arches . . 54 “ “ “ “ for steel columns 188,189 “ “ “ “ “ wooden beams 339-342 468 CAMBRIA STEEL. PAGE Safe Loads for angles used as beams, notes on 78 " I-beams and channels, notes on 78-83 “ beams, reduction in, due to lateral flexure 67 maximum, for I-beams and channels, due to crippling of web 72-75 for various classes of wooden structures 343 superimposed for beams of uniform section 138-141 tables of for angles used as beams 114-135 “ “ “ beam box girders 270-279 “ “ “ chains 321 “ “ “ channels 95-100 “ “ “ channel and plate columns. Series A 238-251 “ “ “ “ “ “ “ “ B 252-265 “ “ " hollow round cast iron columns 266,267 “ “ “ I-beams 84-94 “ “ “ " used as columns 210-213 “ “ “ latticed channel columns 234-237 “ “ “ plate girders 280-284 “ “ “ terra-cotta floor arches 55-57 “ “ “ wooden beams 348-353 Safe unit stresses for timber 345-347 Safety factors for obtaining safe loads for wooden structures 344 “ used in the safe loads for steel columns 189 Screw ends, dimensions of upset, for flat bars 316 “ " round and square bars 312-315 threads, Franklin Institute standard 302, 303 Section moduli for beams, explanation of 152 “ “ latticed channel columns 197 “ plate and angle columns 192-194 “ “ “ " channel columns 202-208 “ “ various sections, formulae for 145-151 Separators for I-beams, cast iron standard and special 50, 51 Shear, maximum, at points of support for beams of uniform section . . . 138-141 Sheared plates, dimensions of 27-29 Shearing values of rivets, tables of 292, 293 Sheet and tin bars 26 metal and wire gauges 860, 361 Sheets and plates of steel, wi ought iron, copper and brass, weights of. . 362, 363 thin sheared 27 Signs, conventional for riveting 291 Slabs, reinforced concrete 69-71 steel, dimensions of 24, 25 Sleeve nuts, see Right and left nuts Solid or cubic measure 452 Spacing for I-beams and examples of the use of tables of 80, 83 " “ tables of 101-111 of channels, for equal moments of inertia, notes on 188, 189 “ “ “ “ “ “ “ tables of 195 rivet and bolt holes in angles 46 “ “ “ “ “ “ I-beams, channels and connection angles 44,45 “ rivets, rules for bridge and structural work 298 “ “ tables of 297 “ tie rods for tile arches, notes on and tables of 60, 61 Spans, limiting, for I-beams and channels, notes and tables 72-75 Specific gravity, tables for various kinds of timber 344 “ “ “ “ substances 356-359 Specifications, Mfrs.’ standard, structural steel 331-334 “ “ “ cast iron 335 “ “ spec. O. H. plate and rivet steel 335-338 Spikes, cut steel, railroad, square boat and standard 326-329 Splices for riveted columns, typical details of 209 Square bars, dimensions of 22 “ tables of weights and areas of 369-375 “ upset ends for 314, 315 or land measure 451 CAMBRIA STEEL. 469 PAGE Square roots, tables of 431-447 Squares, tables of *. 431-447 STANDA.RD decimal gauge, table of 360 sections, formulae for moments of inertia of 142, 143 separators 50 Stay plates to be used with latticed channel columns 237 Steam, gas and water pipe, sizes of wrought iron welded 330 Steel bars, tables of areas of flat rolled 382-387 “ “ “ weights of flat rolled 389-398 billets 23-26 blooms 24-26 hoop or band, table of weights of 388 ingots 22 rounds, hand and guide 22 slabs 24,25 squares, dimensions of 22 Manufacturers’ standard specifications of, 331-338 weights of sheets and plates of. ... 362, 363 Stiffener angles for plate girders, notes on 269 Strength, coefficients of, for beams, explanation of tables of 152 of solid wooden columns, tables of 354, 355 “ steel columns, examples of 188 “ “ “ medium steel 186,187 “ “ “ soft steel 184,185 ultimate, of hollow round and rectangular cast iron columns 268 Stress, reduction of, for beams due to lateral flexure 67 safe unit, for timber 345 Strips, flat roiled, tables of weights of 388 Structural cast iron. Manufacturers’ standard specifications 335 steel. Manufacturers’ standard specifications 331-338 Tangent distances between fillets of I-beams and channels 44, 45 Terra-cotta floor arches, notes on, tables for 54-57 porous, notes and tables for 53 Thrust of arches, notes on 59, 62-65 Tie rods for arches, notes on 59 “ tile arches, notes and tables for spacing of 60, 61 Tile arches, breaking loads and tests for hollow floor 58 notes and tables for spacing of tie rods for 60, 61 hollow, weights of, for floor arches 53 Timber, safe unit stresses for 345 table of breaking and working unit stresses for 346, 347 “ “ safe loads for beams 348-353 “ “ specific gravities and weights per foot 344 “ “ strength or solid wooden columns 354, 355 Tin bars 26 Top-guard angle, cut of section of 17 T-Rails, properties, weights and dimensions of standard 130 Trigonometrical functions, natural 424-430 Troy weight 450 Turnbuckles, dimensions of 318 Ultimate breaking unit stresses, in lbs. per sq. in. for wood 346, 347 strength of hollow round and rectangular cast iron columns . 268 “ “ steel columns 184-187 Unit stresses and loads from the building laws of various cities 286-289 Upset eyes for counter and lateral rods 323 screw ends, dimensions of, for flat bars 316 “ “ “ “ round and square bars 312-315 Water , steam and gas pipe, sizes of wrought iron welded 330 Web crippling in I-beams and channels 72-75 Weights and measures 450-453 “ “ tables for converting > 454-459 avoirdupois, troy and apothecaries’ 450 of angles, special, equal legs 36 “ “ unequal legs 37 “ “ standard, equal legs 34 “ “ “ unequal legs 35,36 PAGE 37 Weights of bulb beams ‘ ; V v) fii “ cast iron separators and bolts for I-beams t “ “ “ “ standard and special chains 33 “ channels, special oo qo “ “ standard “ flat arches of hollow brick. Qeq_‘iqa “ bars, tables 53 rolled steel bars, tables of strips, hoop or band steel. 53 r \ 30, 31 22 236 “ hollow brick and porous terra-cotta partitions ocft 9n7 “ “ round cast iron columns. “ “ tile floor arches and fireproof materials “ I-beams, special “ “ .standard “ latuS’ bars to be used with latticed channel columns “ machine bolts, bolt heads and nuts, Mfrs. standard. . . . “ “ “ with square heads and hex. nuts, Franklin Institute standard . “ minimum stay plates to be used with latticed channel columns j ‘ m- “ porous terra-cotta, furring, roofing and ceiling “ roofing materials 1 '^08 “ round headed rivets and bolts without nuts “ rivets and rivet heads i L' ' qaq sheets and plates of iron, steel, copper and brass “ square and round bars “ standard T-rails and crane rail. •••••,•> “ various substances per cubic foot, tables of ..... . . • ; ... ■■ Joy per foot board measure and cubic foot for various kinds of timber... Wire and sheet metal gauges. .•••••••;••• 'I 9 fi-. 32 Q nails and spikes, standard and miscellaneous si^zes 1 ^ 9-342 Wooden beams, explanation of tables of safe loads for “ bearing at points of support, notes on “ tables of safe loads for columns, notes on 3^4 355 “ tables of strength of solid structures, moisture classification “ propoitions of safe loads for “ safety factors for ; ooq Wrought iron welded steam, gas and water pipe ^ “ weights of sheets and plates of dOd t I r- i- : ■; 1:1:; 1 i' f f -i- -La i / (? / /t i i .0