J-NRLF 
 

DEARBORN FOUNDRY COMPANY, 
 
 u 
 
 1525 DEARBORN STREET, 
 CHICAGO, ILL. 
 
 ERASTUS FOOTE, JR., Pres. E. T. GUSHING, Sec'y and Treas. 
 
 POCKET COMPANION- 
 
 OF 
 
 USEFUL INFORMATION AND TABLES 
 
 PERTAINING TO THE USE OF 
 
 Cask Wrought Iron Work 
 
 Illustrating Various Designs of 
 
 ARCHITECTURAL IRON WORK 
 
 rost 
 
 Engineers, Architects and Builders. 
 
 COMPILED BY THOMAS SMITH. 
 
 A Large Assortment of 'Wrought Iron I Beams constantly on hand; 
 also, can furnish Steel Beams promptly. 
 
 Et.E<JTHOTYIED. COPYRIGHTED. 
 
 
 r 
 J 
 
CAUTION. 
 
 Do not mutilate this Book by cutting out any of the various 
 cuts you wish to use, but simply order by number or letter below 
 the design required. 
 
DEARBORN FOUNDRY COMPANY, 
 15*5 I>earhorn Street, Chicago, Illinois. 
 
 PREFACE. 
 
 On the following pages we have endeavored to present 
 such a variety of Architectural Iron work, both in design 
 and price, as will suffice to meet almost any requirement. 
 Should, however, a design differing from any of our illus- 
 trations be desired we will be pleased to give price, which 
 will depend upon quantity and style of work. All requests 
 for quotations should be accompanied by an approximate 
 bill of items, giving sizes, lengths, etc. The size of lot 
 should be given ; also state if corner or inside lot, and the 
 purpose for which building is to be used ; state number of 
 stories, and, if possible, the thickness of walls. As it is 
 impossible to have a price list of such a variety of work 
 and each building has to be estimated carefully it is of 
 great assistance if this information is given, and prices can 
 be quoted much closer than upon an indefinite inquiry. 
 
 In ordering be careful in designating by letter or number 
 as shown in the following cuts, as this will facilitate matters 
 in getting out the work with care and promptness. 
 
 Manufacturers of Cast and Wrought I KM, Build- 
 ing Work, Iron Fronts, Columns, Pilasters, Lintels. 
 Sill Plates, Cornices, Gratings, Sidewalk Columns 
 and Lintels, Window (Guards, Sash Bar, Window 
 Caps and Sills, Wrought Iron Shutters and Doors, 
 Iron Stairs, Balconies, Balcony Brackets, Machinery 
 Castings, Boiler Fronts, Prismatic Lights, Lamp 
 Posts, Bolts and W r ashers, Stirrups, Anchors, Cast- 
 ings for Packing Houses, Sugar Refineries, Smelting 
 Works, Stone Yards, Cias Works, etc. 
 
 Full Assortment of Wrought Iron X Beams 
 kept in stock. Estimates given on STEEL BEAMS, 
 which we are prepared to furnish promptly. 
 
 KOTE. Estimates will he given promptly on ap- 
 plication. Correspondence solicited. 
 
 '-.84715 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 1 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 1. 
 
 CONSISTS OF THE FOLLOWING ARTICLES: 
 
 1 Stair Dooi'-Sill Plate and Riser. 
 1 Store Door-Sill Plate and Riser. 
 
 1 Pier-Plate under Pilaster. 
 
 2 Pilasters for face of 12" Briek walls. , 
 
 1 Stair-Door Column, 6" face. 
 
 2 Store-Door Columns, 6" face. 
 4 Lintels for 12" wall. 
 
 Bolts for same. 
 
 FRONT NO. 1 B. 
 
 SAME AS NO. 1, EXCEPT 
 
 Pilasters are 14" face. 
 
 Lintels are 14" wide. 
 
 FRONT NO. 1 C. 
 
 SAME AS NO. 1, KXCEPT 
 
 Pilasters are 16" face. Lintels are 1C" wide 
 
 I L, .,,.,.,,._.., ; - 
 
 In ordering Iron Work for the above Fronts, give distant'^ 
 as shown on "diagram below; also state how many stories high', 
 building is, and give thickness of front walls over Lintels. ' 
 
 For enlarged view.of Columns and Pilasters, see cut jnlas-j 
 tor D, page 26. 
 
 front No. 1 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 2. 
 
DEARBORN FOUNDRY COMPANY. 
 FRONT NO. 2. 
 
 CONSISTS OF THE FOLLOWING ARTICLES: 
 
 1 Stair Door-Sill Plate and Riser. 
 1 Store Door-Sill Plate and Riser. 
 
 1 Pier-Plate under Pilaster. 
 
 2 Pilasters for face of 12" Brick walls. 
 
 1 Stair-Door Column, 6" face. 
 
 2 Store-Door Columns, three-quarter round, 6" diameter. 
 4 Lintels for 12" wall. 
 
 Bolts for same. 
 
 FRONT NO. 2 B. 
 
 SAME AS NO. 2, EXCEPT 
 
 Pilasters are 14" face. Lintels are 14" wide; 
 
 FRONT NO. 2 C. 
 
 SAME AS NO. 2, EXCEPT 
 
 Pilasters are 16" face. Lintels are 16" wide. 
 
 In ordering Iron Work for the above Fronts, give distances 
 as shown on diagram below, also state how many stories high 
 biiilding is, and give thickness of front walls over Lintels. 
 
 For enlarged view of Columns and Pilasters, see cuts C and 
 E. page 25. 
 
 Front tfo.2 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 3. 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 3. 
 
 CONSISTS OF THE FOLLOWING ARTICLES : 
 
 1 Stair Door-Sill Plate and Riser. 
 1 Store Door-Sill Plate and Riser. 
 
 1 Pier-Plate under Pilaster. 
 
 2 Pilasters for face of 12" Brick walls. 
 
 1 Stair-Door Column, half-round, 6" diam. 
 
 2 Store-Door Columns, three-quarter round, 6" diam. 
 4 Lintels (Bolts for same) for 12" wall. 
 
 2 Show Window Guards. 
 
 FRONT NO. 3 B. 
 
 SAME AS XO. 3, EXCEPT 
 
 Pilasters are 14" face. Lintels are 14" wide. 
 
 FRONT NO. 3 C. 
 
 SAME AS XO. 3, EXCEPT 
 
 Pilasters tire 1C" face. Lintels 'are 16" wide. 
 
 In ordering Iron Work for the above Fronts, give distances 
 us shown on diagram below, also state how many stories high 
 building is, and give thickness of front walls over Lintels. 
 
 For enlarged view of Columns and Pilasters, see cuts H and 
 .7. page 2>. 
 
 Front No. 3 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT No. 4. 
 
 10 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 4. 
 
 CONSISTS OF THE FOLLOWING ARTICLES: 
 
 1 Stair Door-Sill Plate and Riser. 
 1 Store Door-Sill Plate and Biser. 
 
 1 Pier-Plate under Pilaster^ 
 
 2 Pilasters for face of 12" Brick walls. 
 
 1 Stair-Door Column, 6" face. 
 
 2 Store-Door Columns, 6" face. 
 
 4 Lintels (Bolts for same) for 12" wall. 
 
 Cornice over Columns with Buttresses over Pilasters. 
 
 FRONT NO. 4 B. 
 
 SAME AS NO. 4, EXCEPT 
 
 Pilasters are 14" face. Lintels are 14" wide. 
 
 FRONT NO. 4 C. 
 
 SAME AS NO. 4, EXCEPT 
 
 Pilasters are 16" face. Lintels are 1" wide. 
 
 In ordering Iron Work for the above Fronts, give distances 
 as shown on diagram below, also state how many stories high 
 building 1 is, and give thickness of front walls over Lintels. 
 
 For enlarged view of Columns and Pilasters, see cuts A and 
 1*. page 24. 
 
 : 1 I 
 
 Front No. 4 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 5. 
 
DEARBORN FOUNDRY COMPANY. 
 FRONT NO. 5. 
 
 CONSISTS OF THE FOLLOWING ARTICLES: 
 
 1 Store Door-Sill Plate with Riser. 
 I Show-Window Sill Plate with Riser. 
 
 1 Pier-Plate under Pilaster. 
 
 2 Pilasters for face of 12" Brick walls, 
 
 2 Store-Door Columns, 6" diam. 
 
 3 Lintels (Bolts for same) for 12" wall. 
 2 Ornamental Cast-iron Area Guards. 
 1 Set of Rods for Basement Steps. 
 
 FRONT NO. 5 B. 
 
 SAME AS NO. 5, EXCEPT 
 
 Pi lusters are 14" face. Lintels are 14" wide, 
 
 FRONT NO. 5 C. 
 
 SAME AS NO 6, EXCEPT 
 
 Pilasters are 16" face. Lintels are 16" wide. 
 
 lii ordering Iron Work for the above Fronts, give distances 
 as shown on diagram below, also state how many stories high 
 building is, and give thickness of front walls over Lintels. 
 
 For enlarged view of Columns and Pilasters, see cuts M and 
 X, page 27. 
 
 front JVo. 5 
 
 11 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 6. 
 
 u 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 6. 
 
 CONSISTS OF THE FOLLOWING ARTICLES: 
 
 1 Store Door-Sill Plate with Riser. 
 
 1 Stair Door-Sill Plate with Riser. 
 
 2 Pilasters for 12" wall. 
 
 1 PieivPlate under Pilaster. 
 
 1 Stair-Door Column, 6" lace. 
 
 2 Gas-Pipe Columns for Store Entrance. 
 
 1 Girder composed of two Wrought-Iron I Beams with 5 Cast- 
 iron Separators, and 5 Bolts with Rosettes. 
 
 FRONT NO. 6 B. 
 
 SAMK AS NO. 6, EXCEPT 
 
 Pilasters are 14" lace. Wrought-Iron I Beams spread 14" wide. 
 
 FRONT NO. 6 C. 
 
 SAME AS NO. 6, EXCEPT 
 
 Pilasters are 16" face. Wroug-ht-Iron I Beams spread 16" wide. 
 
 In ordering- Iron Work for the above Fronts, give distances 
 as shown on diagram below, also state how many stories high 
 building is, and give thickness of front walls over Girders. 
 
 For enlarged view of Gas Pipe Columns and Pilasters, see 
 cuts K and 40, page 27. 
 
 Kr.ont No. 
 
 ir, 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 7. 
 
 FRONT ELEVATION. 
 
 SECTION. 
 
 u, 
 
DEARBORN FOUNDRY COMPANY 
 
 FRONT NO. 7. 
 
 CONSISTS OF THE FOLLOWING ARTICLES: 
 
 1 Store Door-Sill Plate with Riser. 
 1 Stair Door-Sill Plate with Riser. 
 
 1 Pier-Plate under Pilaster. 
 
 2 Pilasters for 12" wall. 
 
 1 Stair-Door Column, 6" face. 
 
 2 Gas Pipe Columns, for Store Entrance. 
 
 1 Girder, composed of Wrought Iron I Beams with 
 
 Cast Iron Separators, and 5 Bolts with Rosettes. 
 
 2 Show-Window Guards. 
 
 2 Store-Door Entrance Guards. 
 
 1 Cast-Iron Window-Sill, running- entire width of front. 
 ii Mullions in 2nd Story, 6" face. 
 
 1 Cast-iron Lintel Course over 2nd story. 
 
 1 Cast-Iron Window-Sill running entire width of front. 
 
 2 Mullions in 3rd Story, 6" face. 
 
 1 Girder, composed of Wrought-Iron I Beams over 3rd story 
 
 with 
 
 ; (ast-Iron Separators, and 6 Bolts with Rosettes. 
 Cast-Iron Cresting running entire width of Front over Cornice. 
 
 In ordering Iron Work for the above Front, give distances 
 as shown on diagram below, also give thickness of front walls 
 over Girder, as well as the walls above. 
 
 !L 
 
 Front Np-T.^* ~ 
 
 17 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 8. 
 
 18 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 8. 
 
 CONSISTS OP THE FOLLOWING ARTIC'i.KS: 
 
 1 Prismatic Store Door-Sill Plate with Riser. 
 
 1 Stair Door-Sill Plate with Riser. 
 
 2 Pilasters for 12" wall. 
 
 1 Pier-Plate under Pilaster. 
 
 1 Stair-Door Column, 6" face. 
 
 2 Gas-Pipe Columns for.Store Entrance'. 
 
 1 Girder, composed of twoWrought-Iroii 1 Beams, 5 Cast-Iron 
 Separators and 6 Rosettes and Bolts, and 2 Face Plates at 
 ends of Beams. 
 
 NOTE. If wanted, in place of Gas-Pipe Columns can sub- 
 stitute 4" Cast-Iron Columns. Also Cast-Iron Lintels may 
 be used in place of Wrought-Iron Beams. 
 
 FRONT NO. 8 B. 
 
 SAME AS NO. 8, EXCEPT 
 
 Pilasters are 14" wide. Wrought-Iron I Beams spread 14" wide. 
 
 FRONT NO. 8 C. 
 
 SAME AS NO. 8, EXCKPT 
 
 Pilasters tare 16" face. Wroug-ht-Iroii I Beams spi-ead 16" wide. 
 
 In ordering 1 Iron Work for the above Fronts, give distances 
 as shown on diagram below, also state how many stories hig'h 
 building 1 is, and give thickness of front walls over Girders. 
 
 For enlarged view of Gas-Pipe Columns and Pilasters, see 
 cuts 49 and 53, pages 29 and 35. 
 
 Front No. 8 
 
 19 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 9. 
 
 20 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 9. 
 
 CONSISTS OF THE FOLLOWING ARTICLES: 
 
 1 Stair Door-Sill Plate and R*ier. 
 1 Store Door-Sill Plate and Riser. 
 1 Pier-Plate under Brick Pilaster. 
 
 1 Stair-Door Column. 
 
 2 Store-Door Columns. 
 
 4 Lintels (Bolts for same) for 12" M-all. 
 
 FRONT NO. 9 B. 
 
 SAME AS NO. 9, EXCEPT 
 
 Lintels are 14" wide. 
 
 FRONT NO. 9 C, 
 
 SAME AS NO. 9, EXCEPT 
 
 Lintels are 16" wide. 
 
 In ordering" Iron Work for the above Fronts, give distances 
 as shown on diagram below, also state how many stories 
 building is, and give thickness of front walls over Lintels. 
 
 For enlarged view of Columns see out 52, pajre 30. 
 
 i. 
 
 Front No. 9 
 
 '21 
 
DEARBORN FOUNDRY COMPANY. 
 
 FRONT NO. 10. 
 
 CONSISTS OP THE FOLLOWING ARTICLES. 
 
 1 Stair Door-Sill Plate and Riser. 
 
 1 Store Door-Sill Plate and Riser. 
 
 i Corner Store-Door Sill Plate and Riser. 
 
 1 Pilaster for face of 12" Brick Wall. 
 
 1 Stair-Door Column, 6" face. 
 
 2 Store-Door Columns, 6" face. 
 
 2 Store-Door Columns, 6" face, for corner. 
 1 Corner-Column (full round) 10" diameter. 
 
 1 Girder, composed of two Wrought Iron I Beams framed at 
 
 corner for Front, and return on side street. 
 8 Cast-Iron Separators, and bolts. 
 7 Rosettes. 
 
 2 Ornamental Face Plates at ends of Beams. 
 l Ornamental Face Plate at Corner. 
 
 In ordering Iron- Work for the above Front give distances 
 as shown on diagram below, also state how many stories high 
 Building is, and give thickness of Front walls over Girder. 
 
 For enlarged view of Columns and Pilasters see cuts. 
 
 Jbront Jfo. 1O. 
 
 '23 
 
DEARBORN FOUNDRY COMPANY. 
 
 PILASTER AND COLUMN, 
 
 Pilaster A. 
 
 9, 12, 14, 15 and 16 Inch Face. 
 
 Colnmn B. 
 
 6 " Facex 8" Deep. 
 7i" Facexl2" Deep. 
 
 Square Columns of same design as Pilasters can be made any 
 depth required. Give thickness of Metal for Columns and Pilasters. 
 
 24 
 
DEARBORN FOUNDRY COMPANY. 
 
 PILASTERS AND ROUND COLUMNS. 
 
 u 
 
 I'ilaster C. 
 
 Pilaster I>. 
 
 S<iuare Columns of same design and face 
 as Pilasters may be made any depth desired. 
 Give thickness of Metal. 
 
DEARBORN FOUNDRY COMPANY. 
 
 PILASTER FACES, SQUARE AND ROUND COLUMNS, 
 
 Pilaster F. Coltiinn O. Pilaster H. Column .7. 
 
DEARBORN FOUNDRY COMPANY. 
 
 PILASTERS AND ROUND COLUMNS. 
 
 LJ 
 
 Pilaster K. 
 
 6 and 12 inch Face. 
 
 U 
 
 Pilaster X. 
 
 1. 
 
 6, 8, 10, 12, 14 and 16 
 inch Face. 
 
 Square Columns of same design and face can be made any 
 depth desired. Give thickness of Metal. 
 
DEARBORN FOUNDRY COMPANY. 
 
 ROUND COLUMNS. 
 
 p. 
 
 K. 
 
 T2. 
 
DEARBORN FOUNDRY COMPANY. 
 
 PILASTER FACES AND SQUARE COLUMNS, 
 
 9 
 
 ui 
 
 V o. 49. 
 
 Xo. 5O. 
 
 Square Columns of same design and form can be made any 
 depth desired. Give thickness of Metal. 
 
 29 
 
DEARBORN FOUNDRY COMPANY. 
 
 
 COLUMNS. 
 
 D 
 
 Wo. 51 
 
 &y s and 6% inch Faces. 
 
 Wo. 5* 
 
 inch Face. 
 
 Square columns of sumo design aud form can bu made- any 
 depth desired. Give thickness of MetaL 
 
DEARBORN FOUNDRY COMPANY. 
 
 COLUMNS. 
 
 Xo. 55, 
 55 A. 
 
 55 B. 
 
 I Xo, 50. 
 56 A. 
 
 56 B. 
 
 Xo. 57. 
 57 A. 
 57 B. 
 
 Xo. 58. 
 
 58 A. 
 
 59 B. 
 
DEARBORN FOUNDRY COMPANY. 
 
 COLUMNS. 
 
 Xo. 59 
 
 50 A. 
 
 '59. 
 
 Xo.OO 
 
 \o. 61. 
 
 eo A. 
 
 6OB. 
 
DEARBORN FOUNDRY COMPANY. 
 
 ANGLE AND ROUND COLUMNS, 
 
 If 
 
 IT. 
 
 Angle 
 Column O= ^J}) U 1. 
 
 VI. 
 
 ua. 
 
 Give thickness of Metal. 
 
 
 |) K 0.48 
 
 48 A. 
 B. 
 
DEARBORN FOUNDRY COMPANY. 
 
 SQUARE AND ROUND COLUMNS, 
 
 o 
 
 No. 32 No. 34 No. 86 
 
 O 
 
 . O d 
 
 No. 33 No. 35 No. 37 
 
 No. 32 A No. 34 A No. 36 A 
 
 -rRONT - SIDE - 
 
 COLUMNNgfS 
 
 y 
 
 Oive thickness of 
 Metal. 
 
DEARBORN FOUNDRY COMPANY. 
 
 GAS PIPE AND SASH COLUMNS. 
 
 Gas Pipe No. 53. Gas Pipe Gas Pipe Angle Sash Angle Sash 
 Col.L. Col. No. 38 Col. No. 40 Col. No. 42 CoLNo.44. 
 
 2%" diam. No.54 Gas Pipe Gas Pipe Sash Col. Sash Col. 
 Col. No. 39 Col. No. 41 No. 43 No. 45. 
 
 35 
 
DEARBORN FOUNDRY COMPANY. 
 
 MULLIONS, 
 
 Mullion Column W. 
 
 Column X. 
 
 Square Mullions of same design and face can be made any 
 depth desired. Give thickness of metal. 
 
DEARBORN FOUNDRY COMPANY. 
 
 MULLIONS. 
 
 MULLION N20. 
 8 FACE 
 
 S 
 
 MULLION N?22 
 8 FACE 
 
 MULLION N923 
 
 Square Mullions of same design and face can be made any 
 depth desired. Give thickness of Metal. 
 
DEARBORN FOUNDRY COMPANY. 
 MULLIONS, 
 
 MULLION 
 
 MOUIOMMU.fi 
 
 MULLION 
 9"FACE 
 
 MULLION N927 
 
 Square Mullions of same design and face can be made any 
 depth desired. Give thickness of metal. 
 
DEARBORN FOUNDRY COMPANY. 
 
 MULLIONS. 
 
 MULLION N228 
 3* FACE 
 
 MULLION N229 
 
 I MULLION N? 30 
 6* FACE 
 
 MULLICUI N2 31 
 
 Square Mullions of same design and face can l>e made any 
 depth desired. Give thickness of Metal. 
 
DEARBORN FOUNDRY COMPANY. 
 
 Plate Top of Base- 
 ment and First Story 
 Columns. 
 
 Bottom Plate under 
 Basement Column. 
 
 Side View. 
 
DEARBORN FOUNDRY COMPANY. 
 
 Sectional Top 
 
 View on the 
 
 line B B. 
 
 FRONT VIEW 
 
 SIDE VIEW 
 
 Sectional Top 
 
 View on the 
 
 line C C. 
 
DEARBORN FOUNDRY COMPANY. 
 
 STRENGTH OF CAST IRON COLUMNS. 
 
 The following table of Coefficients for determining the safe 
 load of Cast Iron Columns of any cross section, is based on a 
 Factor of Safety 8. 
 
 We have adopted this factor of safety as it is now more 
 generally used in important work. 
 
 Let 1 = length of column in inches. 
 
 Let d = least diameter in inches. 
 
 Let C = coefficient. 
 
 Let W = safe load. 
 
 10000 
 
 W = 
 
 1 + 
 
 10000 
 
 
 
 400 
 
 X area. 
 
 
 Various sections for which the foUowing table can be used: 
 
 Fig>1 
 
 Fig. 2 
 
 Fig. 3 
 
 Fig. 4 
 
 RULE: Divide the length of the column in inches by the 
 least diameter d. in inches, as shown in the above cuts ; the num- 
 ber in column headed C of the table on opposite page, corre- 
 sponding to the quotient j- so found multiplied by the area 
 of cross section of the column in square inches, will give the 
 safe load in tons of 2,000 Ibs. 
 
 42 
 

 DEARBORN 
 
 FOUNDRY COMPANY. 
 
 TABLE OF COEFFICIENTS FOR CAST IRON COLUMNS. 
 
 FACTOR OF SAFETY 8. 
 
 1 
 d 
 
 C 
 Coefficient 
 
 1 
 d 
 
 C 
 Coefficient 
 
 1 
 Z 
 
 c 
 
 Coefficient 
 
 1 
 d 
 
 C 
 Coefficient 
 
 1 
 
 d 
 
 c 
 
 Coefficient 
 
 d 
 
 033 
 
 1 
 
 1 
 
 Tons 
 4.98 
 
 13 
 
 Tons 
 3.51 
 
 25 
 
 Tons 
 1.95 
 
 37 
 
 Tons 
 1.13 
 
 49 
 
 Tons 
 0.71 
 
 61 
 
 Tons 
 
 0.48 
 
 2 
 
 4.95 
 
 14 
 
 3.35 
 
 26 
 
 1.85 
 
 38 
 
 1.08 
 
 50 
 
 0.68 
 
 62 
 
 0.47 
 
 3 
 
 4.89 
 
 15 
 
 3.20 
 
 27 
 
 1.77 
 
 39 
 
 1.04 
 
 51 
 
 0.66 
 
 63 
 
 0.45 
 
 4 
 
 4.80 
 
 16 
 
 3.04 
 
 28 
 
 1.68 
 
 40 
 
 1.00 
 
 52 
 
 0.64 
 
 64 
 
 0.44 
 
 5 
 
 4.70 
 
 17 
 
 2.90 
 
 29 
 
 1.61 
 
 41 
 
 0.96 
 
 53 
 
 0.62 
 
 65 
 
 0.43 
 
 6 
 
 4.58 
 
 18 
 
 2.76 
 
 30 
 
 1.53 
 
 42 
 
 0.92 
 
 54 
 
 0.60 
 
 66 
 
 0.42 
 
 7 
 
 4.45 
 
 19 
 
 2.62 
 
 31 
 
 1.46 
 
 43 
 
 0.88 
 
 55 
 
 0.58 
 
 67 
 
 0.40 
 
 8 
 
 4.31 
 
 20 
 
 2.50 
 
 ,32 
 
 1.40 
 
 44 
 
 0,85 
 
 56 
 
 0.56 
 
 68 
 
 0.39 
 
 9 
 
 4.15 
 
 21 
 
 2.37 
 
 33 
 
 1.34 
 
 45 
 
 0.82 
 
 57 
 
 0.54 
 
 69 
 
 0.38 
 
 10 
 
 4.00 
 
 22 
 
 2.26 
 
 34 
 
 1.28 
 
 46 
 
 0.79 
 
 58 
 
 0.53 
 
 70 
 
 0.37 
 
 11 
 
 3.83 
 
 23 
 
 2.15 
 
 35 
 
 1.23 
 
 47 
 
 0.76 
 
 59 
 
 0.51 
 
 71 
 
 0.36 
 
 12 
 
 3.67 
 
 24 
 
 2.04 
 
 36 
 
 1.17 
 
 48 
 
 0.73 
 
 60 
 
 0.50 
 
 72 
 
 0.35 
 
 EXAMPLE OF TABLE : What is the safe load of a hollow 
 rectangular Cast Iron Column (fig-. 5) 6" face, 12" deep, 1" metal 
 lO'-O" long- ? 
 
 = 10x12 
 
 tacbei. 
 120 
 
 d 6 6 " 
 
 In column r- and opposite 20, find 2.5 Tons- 
 Area = 32 inches, which multiplied by 2.5 Tons = 
 W = 32x2.5 = 80 Tons safe load (factor of safety 8). 
 For the convenience of Architects, we have given a number 
 of tables of Round, Square and Rectangular Columns, shown in 
 the following pages, as a quicker method of determining the 
 sizes of columns they desire to use, and have adopted the 
 Formulas and Coefficients for the strength of Square and Rec- 
 tangular Columns given by F. Schumann, C. E. 
 
DEARBORN FOUNDRY COMPANY. 
 
 SAFE LOAD OF HOLLOW CYLINDRICAL CAST IRON 
 COLUMNS. 
 
 ONE-EIGHTH THE BREAKING WEiGHT. 
 
 The following tables give the Safe Load in Tons of ,OOO 
 Ibs. for Columns having- Capitals and Bases accurately turned to a 
 true plane, having a perfectly fair bearing, and set with a degree 
 of care usual in ordinary building. For diameters or lengths 
 intermediate of those in the tables, the loads may be found 
 near enough by simple proportion. 
 
 For Thicknesses less than those in the table, the loads 
 may safely be asumed to diminish in the same proportion as the 
 thickness, while the outer diameter remains the same. But for 
 greater thicknesses than those in the table, the loads do not in- 
 crease as rapidly as the new thickness. Still in practice they may 
 be assumed to do so approximately, if the new thickness does 
 not exceed abont 1-8 part of the outer diameter. 
 
 CO 
 
 
 
 CO 
 
 CO 
 
 External Diam 
 6 inches. 
 
 External Diam 
 5 inches. 
 
 External D 
 4 inche 
 
 External Diam 
 3 inches. 
 
 cknes 
 Metal 
 
 ickn 
 Me 
 
 ckness of 
 Metal. 
 
 COOOOCO r-HOCOOOGO lO O rH O rH O r-l 00 00 OC 
 
 g 8 8 S 3 iS co" co'_ S J _? 5 J3 3 S5 
 
 05 CO COC- C5~t-0~OOCO US 00 10 OOO COOOO'OOOO" 
 
 rH OOr-ie 
 
 tH i-l?OrHOt- r-l t- * 10 to 
 
 r-IO(MrH>O iH O5 O5 O CO 
 
 O O C 
 
 COC5OIO Or-trHtQCO <M CO U5 00 CO 00 CO O CO CO 
 
 * iH CJS t- iO-^COrHO O500J-COCO lOOO-*-^ 
 
 gKM r-l i-l r-l iH rH rH r-t 
 
 ; To~eo co Ttt o o^loT^roi co'co'oTc'o <o" ' o*b"^ " 
 
 y ls s* s s_s g's 08 ' 00 ' t : o''o' ^^^' 
 
 |OiCOOSO r-l <M C> t- 00 O CO CO iH t- CO O b- iO H 
 
 *"* rSS^ZiS COrHCSOOC* 
 
 ? 
 
 Ob-Ot- COrHOOt>Oi iH 5 O CO <N 00 CO CO rH 00 
 
 O b^ iO CO rHOOOt-CO to id O * ^ji CO CO CO CO oi 
 
 >O"U5 OO'OO W Oi CT> rH * 00 CO O CO CO O 00 CO "* CO 
 
 * n? -*' co' co" co' <M' <M' CM' oi 
 
 t-C-r-jO CDCOOOCOC3 
 
 ooot^co w-^"eococo 
 
 COTjd-IOOO COiO-^COcN 
 
 |0500CD0 -^^eOCOCM M<MCqrHrH THrHrHrHi-l 
 
 I~" e?oo"io~co o~TolD eo iHoo~t>ui~^i as^T^rocT 
 OOCOiO"* ^Co'co'cNoi oi rH i-J i-i i-J i-Jr-ir-Jr-Ii-H 
 
SES 
 
 TH TURNED CAPITALS AND 
 
 COLUMNS 
 
 TONS FOR CAST 
 
 OA 
 
 SAFE 
 
 al Diam 
 inche 
 
 nal Diame 
 inches. 
 
 if* 
 
 s * 
 
 ! H 
 
 H 
 
 Ex 
 
 Si 
 
 al Dia 
 nch 
 
 COt>C5 CSCib-iOrH -OCSCiCOOO t- r-l O5 <M OS 
 
 S|| 
 
 r I lO't- K) lOrHCOrH'* OeOOr-i 
 
 Q^ rH rH rH ^ rH r- 1 rH rH rH rH rH rH rH 
 
 co Tti t- eo eo o ic cc -^ oocsr-(-j ieoot-co 
 
 <OC>CO<M * O3 O CO * OMOCOO rH O -# 
 
 j ggg'3 SSS3rl 
 
 00 rH 00 00 CO CO _- CO OS t- OO 00 <N CO CO >O O CO ' 
 
 I oo rH oo oo co co~ 
 
 ocsoto oocceoo<M 
 
 S88S * 
 
 CO O rH CO 00 00 O rH CO O CO rH TJH O rH TjJ OS O I 
 
 538 g* ' 
 
 00 CO 05 05 0~00 t-"(M CO OOS5COrHTtt OOCCCSlt-CO 
 
 ICOt- M<OOOOO5 -*rHrHu-C5 COiOftiO! 
 
 i-H O t- OlrHlMOeO CO O 00 CO t- <M rH -*l O 
 
 | co oo 10 oo t^ 51 . ' 
 
 OOCSOrH OQOeOOTO rHOWQOOO GQ O5 OS rH 10 
 
 rHIOOOO t-(NCOOrH CO iQ rH C5 rH 00 CO 00 rH < 
 
 OIOCO OOO4C5OCO OOOCQC5Oi rHCOCOOO 
 
 t-GOOO rn 
 
2 
 
 CO 
 
 CO 
 
 
 
 
 
 g* 
 
 
 
 la 
 
 3* 
 
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 2 * 
 
 9 
 
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 00 CO iO O 00 rH * 1C r- 05 00 O OS 07 O O 
 
 o-*tCS t>iHiOQ 
 OiQOt-t- COlOO^-5 
 i-t rl r-l rH rH r-l i-l r-t rH 
 
 C5001CCO WOr-IOOCO 
 
 0005000U5 
 
 
 iO U5CN O 
 
 ODOSC?r4 
 
 WrHrHrJ, 
 
 >xeo(Moo os oo o o o 
 
 OSOC^I^O OOrHiOQOC^ COrHCOTH! 
 SSSrHM S S S 3 (MG^rHrHC 
 
 OlOSrHOO rHOcOr-CO COrHOOiOO 
 
 _ _ 
 
 'T-HCOO OCOCOOOCO CO CO t> iO CO 
 
 O CO 1C CO eOr-l < 
 
 ~0'OOJrH"M 
 
 |j 
 
 oaoooty oocoooo 
 
 
 r-l-^< 1C CO O UJ CS t-lr-IODCQeO OS rH O (M O5 
 
 OOOtrHCO OlMiHWCO eCCO-*OOCO OOOO>C-* 
 
 t-COOO rH^W^jC 35003 
 
 m 
 
\ \> 
 
 Thickn 
 Met 
 
 ckness of 
 Metal. 
 
 ickness of 
 Metal. 
 
 Thicknes 
 Metal 
 
 OS O CM <* lO 00 O CC CO O-*C3-^ OS lO i-H t- * rH < 
 
 *> S " * 2 SrnS 05 oo t> > co co co o oo- 
 o~o~o o o o e6~co~o os o >ouj coo oo o cs * < 
 
 CC O5 rH r-l O 
 0"OT|>"03~ 
 
 - 
 
 OOOOO O O"t- O O5<MOCC CSOCCO OSrHCO 
 O~CfO O~O Ol 5 (M-* rH<M 00 t- OS * SC * t- CO rH 
 
 331 sss^ s s 
 
 "O~O~rH~CD "CO CO t- tfToO CO~CC~iO 
 
 C^C^OCOt- rHt-t>O iC^OQO ^O-IO^CO OO 
 
 ' 's 8i^9 sisisY 
 
 
 OOOIMOCO t-rHO5O1 OS rH * CO ffl O5 U5 
 
 CMCOCOrHt- <MOrHCM t- O rH 00 * CC CO CO OS -* O 
 
 OSODOOrHt- lOOD-^CC iOOCDO t-rHiO<N OS t- < 
 
 WOJlOCCf O r-i rH o CCOOt> t- OS CO 00 Mi 
 WoTcM O CM OS r-l t> t^ O t- O CO"~~O *( rH 00 t-~ 
 
 rH CO 000 t^CCCOiO rHCiH-* OSOCCCM 
 
 aToTcTcc'co ci csi co CM t-TeH >c o t-lo" 7 * o~ 
 
 OSOOSt-CM OCCOSOO OtOrHCS OOOOCC 
 
 r I co 10 co'ift so ^oaoo njost-co tooocs 
 
 "; PCO^P-I*"* "rH CM t- iO CO O Oec'cM'cM **COOS~ 
 
 "O * CM -* OS 00 OS SO 00 COCOCOOO O-*00 
 
 O^COOOCO OS CC rH O <N CO O *# 
 
 *"^ I H rH rH r5 3^3* oot-coo "O;;; : 
 
 OCMOSOS'CO ost-ooos CMOOCO CM 
 't>^oJrH esaot-co coious"* * 
 
 * I cocoes' cd, 
 
 rHOCMOO O 
 
 + 4 
 

 II 
 
 i 
 
 I 
 
 
 ^ lO CD 1>- t- CD CO IO ' 
 ^F CO d rH O Gi 00 t- < 
 CO CO CO CO CO C3<M<M< 
 
 00 O 
 
 CiC^ 
 
 irH iHCO-*^*CO 
 
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 > C5 00 t^S 
 I r-l r-1 r-ir-l 
 
 r-ii-i r-i t 
 
 r-l CO CD O5 <M-* ( 
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 ) <M Cl rH rH O 
 
 
 giooicoj -^Qocoaooi t-cooo^; O'^ 
 -* * CO (M <N r-l rH O O OS O5 00 00 00 t 
 
 TjfOiCOOOCO ferS3t-C'' 1 t- (MOOrHO COCOOiC 
 > O O> C. 00 00t~t-t^ tOcjSiOi 
 
 UI 
 
 t-OOOSOrH 
 
 OrH CNCO^iCtD t~ 00 O5 O r-l 
 rHrH rHrHrHrHrH rHr-lrHC^ C^ 
 

 
 ^ 
 
 g* 
 
 H 
 
 -* " 
 
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 ^ 
 
 s* 
 
 89 
 
 fe 
 
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 fil 
 
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 !33 111 
 
 i 00 00 Cp COJNOcOiH b-rHOt* CO O> U3 C* O t* 
 | 53 iH O OSOOt^lO^ C3 rH O 00 t- iQ ^ CO tH O 
 i^^CO iO*OOiCiQ JOiOlO 1 ^ ^^^M* ^^ 
 
 t Ci 
 
 c- o 
 
 00 t> t~ 
 
 rH goi 
 <* ^ico 
 
 co ro cc co cb co co co co co co oi c 
 
 S O CO CO O ( 
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 S iO o O iO ' 
 
 
 ^iigc? ssss; 
 
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 > >OiH 00 
 
 > Oi 00 O * 
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 iO^ 
 
 
 5 rH CO O^J CD rH 
 
 rt g^5 S5i 
 
 > CO D OS <N UD 00<Mt-i I 
 j 7 " 1 "^SS 00 {^SSS 
 
 i-^COr-IOi CO CO O CO CO C5 Ifl <M OS COCOl-IC 
 
 t- b 
 ic^S 
 
 PH l-^cocococo cocoeococb cooi'MO^ 
 
 
 isas 
 
 I -* CO CO CO COCOCOCO 
 
 Or^ 3 3 ;* J3 ^ ^j^^ 
 
SrtSSS SSrtSM SUSin 050S *' 
 
 - 
 
 t-S 
 
 > Oi C^ *C 00 < 
 
 >PS SSSj 
 
 . t* t> t t* I 
 
 ^sii 
 
 r-ICMCO * K5 O t- : 
 
 Ci 00 t* CO O "^ CO ( 
 
 eo co co co eo :o co ( 
 
 IOO- 
 
 drH 
 
 1 1- t- b- 
 
 ! 05 CO CO 
 
 lOOiOTb-O l-4COlOt-Cft OiHi-IJM 
 t^COCOlO*O ^(COOJTHO OOSOOt~- 
 *-^-<4<-^-* "* Tt< * * * rj< CO CO CO 
 
 lrHiHO 
 CO CO CO 
 
 noeo< 
 
 I (M T 1 ( 
 
 i5eo< 
 
 CO CO 
 
 cbco 
 
 > O OH 
 
 i^ fe; 
 
 rH 3J5^jj5J5 ^SS 
 
 BO 
 
- I 
 
 R COLUMNS 
 
 TY 8. 
 
 N REANGUL 
 ACTOR OF SAF 
 
 L 
 ALS AN 
 
 OF fc, 
 D CAP 
 
 S 
 
 E 
 
 ckn 
 Met 
 
 Thickness 
 Metal. 
 
 ckne 
 Meta 
 
 ckness 
 Metal. 
 
 Thick 
 M 
 
 O O O O O iCClOiH 
 
 ."> M. 1 -! . . 
 
 O CO CO O ^ O 
 QOt-000 ^ 
 
 -* OOeOt-CO OOO5OS 
 
 "'' 
 
 CO CO O3 q O CO O q 00 10 CO "O q rH C<l 1C 00 CO 
 
 r-J p-I (?i ^j? t*I o" co" t-i co co o" t-^ c co' i-i 05 od co o 
 ~c t- rH eo~t^ co oo oe- o m o oco t- CM o o o 
 
 lOCi^OOO OOOOOO 
 OS t> CO It) CO* Cl rH O' O" 
 rHrHrHrHrH rH rH rH rH 
 
 oooot-eo coo>oco>o oooioc? OSQO 
 
 ) t- >O(MCOCO!M COCOrHOOCO to 10 t> ' 
 
 tooocooo eoooot-oo 
 
 Ot>rHOO OOrHt>5 OOcOO_OOt>; 00 rH US 
 
 OOO>OO OW5tOt- lOiOCDOOO CO t rq 
 
 ' s's's's'd s 05 ' 00 '^'^ to ' to ' 10 ' 
 
 TO 
 R 
 
 LOAD, 
 WITH 
 
 SA 
 
 es 
 tal 
 
 So H 
 
 Thick 
 M 
 
 Thickn's 
 of Metal. 
 
 -- 
 
 co^cst^ Jfssg^'o oo t> CD co' id o **" 
 
 5 10 10 <M rj< O !M 10 O 
 
 ooocoeot^ 
 
 o IH 
 
 *'-* 
 
 If 
 
 .2 s 
 
 _JL 
 
 e o oq o o o * t> q >o q co 
 55 ^' >-? 5 >> * o *" * eo 
 
 OO>b-CyjC5 OOCSCNt-rH t-CO 
 
 eo" co 
 
 ow--; r-j M t- 01 1-; eoq 
 
 rHcioo'c^ o o ^? TjJ eo ecco 
 
 ccrH 
 
 51 
 
* 
 
 FE f,0 Al>, IN TONS OF 2,OOO ., FOR CAST IRON RECTANOUI.AR COL 
 WITH TURNED CAPITALS AND BASES. FACTOR OF SAFETY 8. 
 
 ickness of 
 Met 
 
 Thickness 
 Ml. 
 
 Thickness 
 Metal. 
 
 ckn 
 Me 
 
 cknes 
 Meta 
 
 Thickness o 
 Metal. 
 
 cknes 
 Meta 
 
 rHC^COlOC- O S3 1C C5 -^ 00 CO O5 I 
 
 rH [ ^jg^jHO OsOSOOt-t-- COCOiCi 
 
 iqt-OO^iO COtScOOlO rHC 
 
 (55 rH r-l O O5 S5 00 C- t^ CD CO l 
 
 t>oocsioo 
 
 " OOOSOrH CO>Ct-CNCO rH 
 
 rH I eOC-JT-HrHO 0300t>t>CO O 
 
 rHOOSOO 
 
 O5-*O5 ^JHOCOCOO t> M O* O 
 
 CDWiO OW}T}(TJ(TH eOWCOCtS 
 
 >C O 1C O C5 00 >C CD O 1C O 00 O O O 
 
 COCOCOiCCO COrH-*OOCO 
 
 WCMiHOOS OOOOI>c2cO 
 
 Ob-^t 
 
 ^COCO 
 
 OO^-^t-O (MOrHtDd 00-^r-i 
 
 IHOOJOOOO t-tocowjic ^-^^ 
 
 10 o co oq o eocooooic 
 
 C G5 CO* t> C<I CO rH b- CO O 
 
 ooic--t>coco loic^i^-* 
 
 O O O 00 O t(MOOO OG<IOOtO5 
 
 '' 
 
 CO t~ CO O 
 
 aas'a 
 
 OCMOt- CO . O O CO OOiC 
 
 >*>ci>oco 
 oo6t-t-5 
 
 OiCrHCOO iCCOCOrJtOO O CD U5 t- rH C- CO O O 
 
 ' '' 
 
C^ 
 
 r 
 
 RON RTANGULAR COLUMNS, 
 ACTOR OF SAFETY 8. 
 
 O 
 F 
 
 AS 
 
 NS OF g.OOO LBS., FOR C 
 ED CAPITALS AND BA 
 
 LOAD, IN 
 WITH TU 
 
 ckn 
 Met 
 
 ckness 
 Metal. 
 
 OQ? COt>-rHlO 
 rH O O OS O5 CD 
 
 r-l 00 CO * <M O 00 t- CO CO CO b- Oi r-l CO O O -* 00 
 
 t- 10 -<t< co CM I-H oo t~ o IO-^ICOCOCM I-THOOS 
 
 I rHrHrHrHrH rHrHCMCOO t^OCOCOO "^ 
 rH 8S3S r^SaSS SSS5S ^ 
 
 C5rHCOOOO rH-^t-O'H QOOlCOrH 
 
 OOIOTHOO co - >lf __ oscioooo 
 
 rHrHrHrHrH rHrHrHrHrH 
 
 (-*Tj(CCO COOC5UOOO CJOrH 
 t>COO'* CO^tCNrHO O C2 Cl 
 
 ickn 
 Met 
 
 I CM<?J<M(M 
 
 I O t- 00 O5 O i-l SO >O t- O CO^cb^O^irOT ^ C3 U5 rH 1 
 O5 CO t- CO CO C-*OO<MCSI i-l O O C5 CO 00t>t-t- 
 
 OCOCOO5(M OO-*00(M COi-ICO< 
 
 8 5* 35 <S rHrHooiaj cooot- 
 
 ckness 
 Metal. 
 
 cknes 
 Metal 
 
 ckn 
 Me 
 
 ckn 
 Met 
 
 ss 
 
 C-OJrHCOiC t-OWOO * 00 CO OO * O t- * rH 
 lO-^-^cOCN rHr-ioO>O5 OOtt-COO OOOO 
 
 ^ I SrllS SSS S SSSSS 
 
DEARBORN FOUNDRY COM 
 
 COLUMN CAPITALS. 
 
 Cap of Column * V." 
 
 For 9 inch Diameter Column. 
 
 'n f r f finiifii 
 
 Cap of Pilaster "F." 
 
 For 6, 8, 10, 12, 14, 16, 20 and 24 inch Face Pilaster. 
 
'I 4 
 
 DEARBORN FOUNDRY COMPANY. 
 
 COLUMN CAPITALS. 
 
 Cap of Column "M." 
 
 For 5, 6, 8 and 12 inch Diameter Columns. 
 
 Cap of Column "T." 
 
 For 7 inch Diameter Column. 
 
 5G 
 
DEARBORN FOUNDRY COMPANY. 
 
 COLUMN CAPITALS. 
 
 Cap of Column '*. 
 For 5, 6, 7, 8, 9, 10, 11, 12, 14 and 16 inch Diameter Column. 
 
 Cap of Column "S." 
 
 6, 7, 8, 9, 10, 11, 12, 13, 14 and 16 inch Diameter Column. 
 
 57 
 
DEARBORN FOUNDRY COMPANY. 
 
 COLUMN CAPITALS. 
 
 For 5 and 8 inch Di- 
 ameter. 
 
 Cap of Column !\o. 5O. 
 
 For 6 and 8 inch Diameter Column. 
 
 (Nil 
 
 Cap Xo. 81. 
 
 For 17 inch Diameter. 
 
 Cap of Column "R." 
 
 For 6 inch Diameter Column. 
 
DEARBORN FOUNDRY COMPANY. 
 
 COLUMN CAPITALS. 
 
 ...24... 
 
 Cap of Column Xo. 63. 
 
 13 inch Diameter. 
 
 Cap of Column Xo. 6O. 
 
 10 inch Diameter. 
 
DEARBORN FOUNDRY COMPANY. 
 
 COLUMN CAPITALS. 
 
 Cap of Column " J." 
 
 For 6 and 8 Inch Diameter 
 Columns. 
 
 Cap ot Column Nos. 34 
 and 35. 
 
 For 5 Inch Diameter Column. 
 
 Cap of Column "E." 
 
 For 5, 6, 9 and 12 Inch Diameter 
 Columns. 
 
 Cap Of Column \ os. 32 
 and 33. 
 
 For 5 and 6 Inch Diameter 
 Columns. 
 
DEARBORN FOUNDRY COMPANY. 
 
 PILASTER AND COLUMN CAPITALS. 
 
 Cap of Pilaster "H." 
 
 For 6, 8, 12, 16 and 18 inch Face Pilaster. 
 
 Cap of Pilaster "C. 
 
 For 4, 5, 6, 8, 10, 12, 14 and 16 inch Face Pilaster. 
 
 Gl 
 
DEARBORN FOUNDRY COMPANY. 
 
 PILASTER AND COLUMN CAPITALS. 
 
 Column Xo. 49. 
 
 12, 10, 8, 6 and 4 inch Face. 
 
 Column "C." 
 
 16, 14,. 12, 10, 8, 6, 6 and 4 inch Face. 
 
DEARBORN FOUNDRY COMPANY. 
 
 COLUMN CAPITALS, 
 
 Cap of Column Xo. 53. 
 
 Cap of Column Xo. 53. 
 
 For Gas Pipe. 
 
 -77 
 
 Cap of Column \ o. 6. 
 
 Cap of Column 
 \ o. 36. 
 
 4 inch diameter. 
 
DEARBORN FOUNDRY COMPANY. 
 
 COLUMN CAPITALS. 
 
 -iH 
 
 Cap of Gas Pipe Column, 
 Ko. 49. 
 
 For 2> in. Outside Diameter Cap of Gas Pipe Column, 
 Gas Pipe. "I,." 
 
 For 2^ and 3 in. Outside Diam- 
 eter Gas Pipe. 
 
 Cap for Gas Pipe Column, 
 \o. 51. 
 
 For 2% in. Outside Diameter 
 Gas Pipe. 
 
 Cap of Gas Pipe Column, 
 Vos. 40 and 41. 
 
 For 2} and 3 in. Outside Diam- 
 eter Gas Pipe. 
 
 r>4 
 
DEARBORN FOUNDRY COMPANY. 
 
 ORNAMENTAL ANCHORS. 
 
 So, 100. 
 
 Price, S3. 50 each. 
 
 So. 100 A. 
 
 14" x 23" same design. 
 Price, $3.00 each. 
 
 NOTE. In ordering Ornamen- 
 tal Anchors give thickness of 
 wall. 
 
 66 
 
DEARBORN FOUNDRY COMPANY. 
 ROSETTES. 
 
 Xo. 1O7. 
 
 1OS. 
 
 \o. 115. 
 
 1 
 
 \<. 109. 
 
 
 
 I 
 
 t' 
 
 l ; 
 
 Xo. 
 
 \o. 
 
 Xo. 124. 
 
DEARBORN FOUNDRY COMPANY. 
 
 ROSETTES. 
 
 Xo. 1O4. Xo. 1O3. 
 
 Rosettes for 7" Beams. 
 
 Splice Plate Xo. 1O5. 
 
 Ornamental Splice Plate for 15", 12" and 10" Beams. 
 
 I 
 
 Xo. 1*0. 
 
 Xo. 133. 
 
 \o. 
 
 Xo. 116. 
 
DEARBORN FOUNDRY COMPANY. 
 
 BRACKETS. 
 
 GIVE PROJECTION 
 
 Wrought Iron Bracket. 
 
 Price, $10.00 each. 
 
 Give Thickness of Wall. 
 
 Cast Iron Balcony 
 Bracket. 
 
 Price, $7.50 each. 
 
 Balcony Bracket, 
 No. 8 
 
 Price, $20.00 
 
 
 Catalogue of Brackets, Kail- 
 ing- and Cresting will be sent 
 on application. 
 
DEARBORN FOUNDRY COMPANY. 
 
 CAST IRON LINTELS. 
 
 Lintel for 12 and 16 inch Wall. 
 
 Lintel with Moulded Face for 12 and 16 inch Wall. 
 
 Lintel with Moulded Face for 20 and 24 inch Wall. 
 
 T Lintel. 
 
 L Lintel. 
 
 NOTE. In ordering Lintels give width of same, also length and 
 height of Bibs and thickness of metal. 
 
DEARBORN FOUNDRY COMPANY. 
 
 CAST IRON LINTELS. 
 
 Lintel with Segment Ribs. 
 
 Lintel with Flange for Supporting Ends of Floor Joists. 
 
 Lintels for Top of Window Openings, made any length or width. 
 
 In ordering- Lintels give width of same, also give lengths and 
 height of ribs and thickness of metal. In case Lintels return on side, 
 state whether flange is to be cast on to support joist as shown in 
 sketch above. 
 
DEARBORN FOUNDRY COMPANY. 
 
 THE FOLLOWING TABLE GIVES THE SAFE LOAD 
 EQUALLY DISTRIBUTED FOR CAST IRON LINTELS. 
 
 In tons of 2,000 Ibs. Factor of Safety 8. 
 
 , 
 
 L 
 
 HI 
 
 4,' 
 
 U JL 
 
 
 H" 
 
 i" 
 
 W ! h" 
 
 K" 
 
 1" 
 
 IK" 
 
 5 2.79 
 6 2. 3 
 7 1 2.00 
 8 .74 
 9 .55 
 10 : .40 
 U ! .27 
 12 .16 
 
 3.18 
 2.63 
 2.27 
 1.99 
 1.77 
 1.59 
 1.45 
 1.33 
 
 3. XI 
 3.17 
 2.72 
 2.38 
 2.11 
 1.90 
 1.73 
 1.59 
 
 4.30 
 3.59 
 3.07 
 2.69 
 2.39 
 2.15 
 1.95 
 1.79 
 
 3.14 
 2.61 
 2.24 
 1.96 
 1.74 
 1.57 
 1.43 
 1.31 
 
 3.56 
 2.97 
 2.54 
 2.22 
 1.98 
 1.78 
 1.62 
 1.48 
 
 4.26 
 3.55 
 3.04 
 2.66 
 2.36 
 2.13 
 1.93 
 1.77 
 
 4.80 
 4.00 
 3.43 
 3.00 
 2.67 
 2.40 
 2.18 
 2.00 
 
 ^S^~ 
 08 St. < 8 > 
 
 * g.: : 
 
 C 8" > 
 
 LJ 
 
 < 7" > 
 
 < 7" > 
 
 
 1" 1 1 4" " 
 
 &" 
 
 1" 
 
 l]<i" 
 
 5 3.48 
 6 2.90 
 7 2.49 
 8 2.18 
 i) 1.94 
 10 1.74 
 11 1.58 
 12 1.45 
 
 3.93 
 3.27 
 2.81 
 2.46 
 2.18 
 1.98 
 1.79 
 1.64 
 
 4.69 
 3.91 
 3.35 
 2.93 
 2. GO 
 2.34 
 2.13 
 1.95 
 
 5.28 
 4.40 
 3.77 
 3.30 
 
 2.93 
 2.64 
 2.40 
 2.20 
 
 3.96 
 3.30 
 2.83 
 2.47 
 2.20 
 1.98 
 1.80 
 1.65 
 
 4.52 
 3.77 
 3.23 
 2.83 
 2.51 
 '2. -26 
 2.05 
 1.88 
 
 5.50 
 4.58 
 3.93 
 3.44 
 3.05 
 2.75 
 2.50 
 2.29 
 
 6.29 
 5.24 
 4.49 
 3.93 
 3.49 
 3.14 
 2.86 
 2.62 
 
 ,, <a 
 
 If.* 9 
 
 S 
 v 
 
 4- 
 
 L? 
 
 JL 
 
 5" v 
 
 " 
 
 1" 1!4" 
 
 %" 
 
 X" 
 
 i" 
 
 IV 
 
 5 I 4.38 
 6 j 3.65 
 7 3.13 
 8 2.74 
 9 2.43 
 10 2.19 
 11 1.99 
 12 1.83 
 
 5.00 
 4.17 
 3.57 
 3.13 
 
 2.78 
 2.50 
 2.21 
 
 2.08 
 
 6.07 
 5.06 
 4.33 
 3.79 
 3.37 
 3.03 
 2.76 
 2.53 
 
 6.96 
 5.80 
 4.97 
 4.35 
 3.86 
 3.48 
 3.16 
 2.90 
 
 5.32 
 4.43 
 3.80 
 3.33 
 2.96 
 2.66 
 2.42 
 2.22 
 
 6.12 
 5.10 
 4.37 
 3.83 
 3.40 
 3.06 
 2.78 
 2.55 
 
 7.52 
 6.26 
 5.37 
 4.70 
 4.18 
 3.76 
 3.42 
 3.13 
 
 8.68 
 7.23 
 6.20 
 5.43 
 4.82 
 4.34 
 3.95 
 3.67 
 
 If the load conies in centre of lintel, ONLY ONE-HALF of these 
 loads should be placed on the lintels. Allowed fibre strain per 
 square inch 3000 Ibs. 
 
 71 
 
DEARBORN FOUNDRY COMPANY. 
 
 THE FOLLOWING TABLE GIVES THE SAFE LOAD 
 EQUALLY DISTRIBUTED FOR CAST IRON LINTELS. 
 
 In tons of 2,000 Ibs. Factor of Safety 8. 
 
 LJ -L 
 
 If the load comes in centre of lintel, ONLY ONE-HALF of these 
 loads should be placed on the lintels. Allowed fibre strain per 
 square inch 3000 Ibs. 
 
 72 
 
DEARBORN FOUNDRY COMPANY. 
 
 THE FOLLOWING TABLE GIVES THE SAFE LOAD 
 EQUALLY DISTRIBUTED FOR CAST IRON LINTELS, 
 
 In tons of 2,000 Ibs. Factor of Safety 8. 
 
 9.00 
 
 If the load comes in centre of lintel, ONLY ONE-HALF of these 
 loads should be placed on the lintels. Allowed fibre strain per 
 square inch, 3000 Ibs. 
 
DEARBORN FOUNDRY COMPANY. 
 
 THE FOLLOWING TABLE GIVES THE SAFE LOAD 
 EQUALLY DISTRIBUTED FOR CAST IRON LINTELS, 
 
 In tons of 2,000 Ibs. Factor of Safety 8. 
 
 Z5A 
 ft 
 
 K" 
 
 1' 
 
 5 
 6 
 7 
 8 
 9 
 10 
 11 
 12 
 
 16.13 
 13.36 
 11.45 
 10.02 
 8.91 
 8.02 
 7.29 
 6.68 
 
 19. r 
 16.^ 
 14.1 
 12. J 
 10. { 
 9. 
 8. 
 8.2 
 
 22.77 
 18.98 
 16.29 
 14.23 
 12.65 
 11.39 
 10.35 
 
 25.36 
 21.14 
 18.12 
 15.85 
 14.09 
 12.68 
 11.68 
 10.57 
 
 18.38 
 15.32 
 13.13 
 11.49 
 10.21 
 9.19 
 8.35 
 7.66 
 
 1" 
 
 22.56 
 18.80 
 16.11 
 14.10 
 12.53 
 11.28 
 10.25 
 9.40 
 
 26.04 
 21.70 
 18.60 
 16.27 
 14.47 
 13.02 
 11.84 
 10.85 
 
 28.H4 
 24.12 
 20.67 
 18.09 
 16.08 
 14.47 
 13.15 
 12.06 
 
 It the load comes in centre of lintel, ONLY ONE-HALF of these 
 loads should be placed on the lintels. Allowed fibre strain per 
 square inch 3000 Ibs. 
 
 74 
 
DEARBORN FOUNDRY COMPANY. 
 
 Section through 
 Corner Guard. 
 
 View showing Corner Guards for protecting Brick Piers. 
 Made any length. 
 
 View showing thin Diamond Plates to screw to wood. Stnir 
 treads made any length or width desired. 
 
 Plain cast iron Window Sill. Give width 
 of opening. 
 
 Section. 
 
 Ornamental cast iron Window Sill. 
 Give width of opening.. 
 
 Section. 
 
 Section. 
 
 Wagon Wheel Guard. 
 
 7:. 
 
DEARBORN FOUNDRY COMPANY. 
 WROUGHT IRON ANCHORS. 
 
 Flat T Anchor E. 
 
 Tie Rod for I Beam 
 
 Vault Kod*. 
 PRICE LIST. 
 
 Anchor A, any length. 
 
 = I 
 
 Tie Bod 
 
 Give size of Iron wanted for Anchors. 
 
 7 
 
DEARBORN FOUNDRY COMPANY. 
 
 WROUGHT IRON STIRRUPS. 
 
 " " " 7T"*! 
 
 8IXGLE. DOUBLE. 
 
 Give measurements Give measurements 
 
 D, E and F. A, B and C. 
 
 Also state size of Iron wanted. 
 
 Wrought Iron Sash ar. 
 
 Price Wrought Iron 50c. per lineal foot. 
 
 Price Silver Plated 81.00 " " 
 
 In ordering make sketch and give size of Glass. 
 
 Counter Brackets and Railing. 
 
 77 
 
DEARBORN FOUNDRY COMPANY. 
 
 JList of Sewer Grates. 
 
 5" diameter, $0. 15 each. 
 
 List of Ventilating 
 Orates 
 
 
 .20 
 .25 
 
 4" x 6" 
 
 6 ' x 6" 
 
 6" x 8" 
 
 9" x 9" 
 
 9' r x 12" 35 
 
 12" x 12" .40 
 
 $0.15 each. 
 
 20 " 
 25 " 
 .30 " 
 
 78 
 
 BACH. 
 
 No. 2 A. Size 11^x14^". ...$4.00 
 No. 2 B. Size 15% x 17%" .... 6.00 
 
DEARBORN FOUNDRY COMPANY. 
 SEWER GRATE, FRAME AND HOPPER. 
 
 For Drainage of Street Gutters into Sewer. 
 Opening- 12" x 24" Price each, $10.50 
 
 PARK GRATE, FRAME AND HOPPER. 
 
 For Drainage of Pathways into Sewer. 
 Opening 8" x 12" Price each, *4. 00 
 
 MAN-HOLE COYER AND FRAME. 
 
 For Entrance in Cleaning Sewers. 
 
 Opening 24" diameter Price each, $13.50 
 
 Write for Discount on large orders. 
 
DEARBORN FOUNDRY COMPANY. 
 
 CAST IRON AREA GUARD. 
 
 Price $12 00 Each. 
 
 GAS PIPE AREA RAILING AND POST. 
 
 Price $10 00 for 4', 0" Area, 
 
 AREA RAILING AND POST, 
 
 Price . . 
 
 ....$16 00 for 4', 0" Area. 
 
DEARBORN FOUNDRY COMPANY. 
 
 RECTANGULAR WROUGHT IRON AREA GRATING, 
 
 Price per square foot 
 
 .. $1.50. 
 
 HALF CIRCLE WROUGHT IRON GRATING. 
 
 Price, per square foot 
 
 WROUGHT IRON AREA GRATINGS FOR PLATFORMS. 
 
 Price, per square foot. 
 
 Diamond plates extra. 
 
 NOTE. In ordering, parties will state what size iron they wish 
 to be used, also stnte size of opening for which they are intended, 
 whether they are to be fastened to wood or stone. 
 
 Special estimates given on this class of work promptly, on 
 application. 
 
 81 
 
DEARBORN FOUNDRY COMPANY. 
 
 WROUGHT IRON WINDOW GUARDS 
 
 Estimates will be given on any style parties desire, if they will 
 Burnish drawings. 
 
DEARBORN FOUNDRY COMPANY. 
 
 WROUGHT IRON WINDOW GUARDS. 
 
 Estimates will be given on any style parties desire, if they will 
 furnish drawing's. 
 
> h 
 
 DEARBORN FOUNDRY COMPANY. 
 
 WROUGHT IRON SHUTTERS. 
 
 
 Centre of Stutter Brick . 
 
 
 
 K- 
 
 
 * 
 
 n 
 
 "J- 
 
 .r] 
 
 M 
 
 
 
 g ! 
 
 1 
 
 1 
 
 
 m 
 
 tr 
 
 I 
 
 
 o: 
 
 Id 
 
 pi 
 
 t i 
 
 
 
 
 3 
 
 I 
 
 
 
 
 1 
 
 ' tm 
 
 11 
 
 -1 
 
 t | 
 
 J i 
 
 ! ! 
 
 t 
 
 i- Width of Opening. > 
 
 (3 
 
 J 
 
 
 
 E 
 
 H 
 
 Centre ofSfiuttcr Brick. 
 
 i 
 
 1- 
 
 !~ 6TONE SILL 
 
DEARBORN FOUNDRY COMPANY. 
 
 SEE SKETCH SHOWING FIRE-PROOF SHUTTERS. 
 
 Shutters are usually made of }<z x IJs wrought irou frames, 
 ami covered with No. 14 sheet iron, well riveted to frames. Shut- 
 ters may be made to open from outside; these are mostly 
 used above first story, so that the firemen can open them in 
 case of fire. Shutters for door openings are usually provided 
 with locks aud sliding-bolts, top and bottom. In ordering- please 
 state if you wish same to be furnished. 
 
 In ordering Shutters give measurements as shown in the 
 sketch, viz. : From top of sill to underside of arch; from top of 
 sill to spring of arch ; aud width of opening, and if shutter-brick 
 are already built in wall, then give height of same from top of 
 sill to top of shutter-brick, also from centre to centre of eye in 
 shutter-brick, as shown in sketch on opposite page. 
 
 TOP VIEW. TOP VIEW. 
 
 Cast Iron Shutter Brick < a-t I run Shutter Brick 
 Style A. Style It. 
 
 To build in brick wall as work progresses, and are used for 
 hanging either iron or wood shutters. Shutter-brick are made 
 right and left, as indicated in sketch of opening. 
 
 Estimates given on application promptly. 
 
 ffi 
 
DEARBORN FOUNDRY COMPANY. 
 
 OTUSIDE STAIRS. 
 
 Estimates given prompty on application. 
 
DEARBORN FOUNDRY COMPANY. 
 
 CIRCULAR STAIRS. 
 
 Estimates given promptly on application. 
 
DEARBORN FOUNDRY COMPANY, 
 
 No, 5. 
 
 No. 31. 
 
 No. 
 
 No. 33. 
 
DEARBORN FOUNDRY COMPANY. 
 
 CAST IRON POSTS AND STANDARDS. 
 
 Xo. 34. Price, $3/25 Xo. 35. Price, $3.25 Xo. 28. Price, $7.50 
 
 36 in. High; 40 in. High; 
 
 Base, 3 in. Hound. Base, 7 in. 
 
 PIPE RAIL BRACKET POSTS. 
 
 Xo. 36. Price, $2.60 Ifo. 37. Price, $2.50 
 
 24J4 in. High. 24^ in. High. 
 
 ^"Special Catalogue of Posts and Railings will be sent on 
 application. Estimates given promptly. 
 
DEARBORN FOUNDRY COMPANY. 
 
 ROOF CRESTING. 
 
 Xo. 46. One Si 7,0 Only. 
 
 18" high, per lineal foot, $1 00 j 
 Finial for same, $2.00 each. 
 
 \ o. 30.-Five Sizes. 
 
 15" high, per lineal foot....$ .60 
 24 " " " "... 1.10 
 36 " " "... 1.35 
 42 " " " "... 1.65 
 54 " " " " ... 2.00 
 
 Xo. 38 Three ^ize. 
 
 18"high, per lineal ft. $ .50 
 20" " " " " .85 
 36" " " " " 1.20 
 
 STo. J8. Two 
 Sizes. 
 
 22" high, per 
 lineal foot,65c. 
 
 28" high, per 
 lineal foot,85c. 
 
 Special Cresting Catalogue will be sent on application. 
 Estimates given promptly. 
 
DEARBORN FOUNDRY COMPANY. 
 
 RAILINGS. 
 
 
 Price per foot 
 
 .9 
 
 Price per foot. $..... 
 
 NOTE. Special Catalogue of Railing- and Cresting- sent on applica- 
 tion. Estimates given promptly. 
 
DEARBORN FOUNDRY COMPANY. 
 
 VAULT DOOR "STYLE T." 
 
 Approximate weight, 1000 pounds. 
 
 Opening In wall, 81 x 34 In. ; thickness of wall, 24 in. 
 
 Clear opening in door, 78 x 30 in. 
 
 Outside dimensions over all, 82 x 39 In. 
 
 Estimates given promptly. 
 
DEARBORN FOUNDRY COMPANY. 
 
 VAULT DOOR, "STYLE U, EASTLAKE." 
 
 Bolt Work same as "Style U, Cottage." 
 
 Estimates given promptly. 
 
DEARBORN FOUNDRY COMPANY 
 
 BOILER FRONT, 
 
 Sizes of Full Boiler Fronts for 30, 42. 48, 54, CO and 66 inches 
 diameter Boilers. 
 
 Sizes of Half Boiler Fronts for from 30 inches diameter to 
 66 inches diameter Boilers. 
 
 Sizes of Shaving Fronts for from 30 finches diameter to 66 
 inches diameter. 
 
 Estimates furnished on application. 
 
DEARBORN FOUNDRY COMPANY. 
 
 GRATE 
 
 We have the following sizes of Orate Bars : 
 
 Length, 2' 0" 
 
 2'- 6" 
 
 * - 3' 0" 
 
 Length, 4' 0" 
 
 4' 6" 
 
 6' 0" 
 
 Length, 5' 6" 
 
 " 6' 0" 
 
 We also carry in Stock a large amount of Boiler Fronts 
 and Furnace Castings, namely: Bearing bars, angle bars, top 
 liners, side liners, man-hole rings and plates, hand-hole rings and 
 crabs, boiler lugs and nozzles, skeleton arches, wall binders and 
 rods, large and small soot doors and frames. We also have a 
 large variety of Grate Bars used for different kinds of Fuel, as well 
 as those shown above. Parties wishing to get figures ou this 
 class of work, if they will state just what they require, we shall 
 be pleased to quote prices promptly. 
 
 We also make Jt nbbi n<; Beds for stone yards, Castings 
 used in Packing Houses, 8ngar .Refineries, etc., and in 
 fact anything in the foundry line, which we have every facility 
 for getting oxit heavy or light castings in short order. 
 
 Estimates will be given on any of this work promptly. 
 
DEARBORN FOUNDRY COMPANY. 
 
 COAL HOLE LIGHTS. 
 
 PRICE LIST. 
 
 16 in. diameter, 6 glasses $2. 50 
 
 18 in. 9 ' 3.00 
 
 20 in. " 12 " 3.50 
 
 24 in. " 12 " 5.00 
 
 Fastening Bar aud Thumb Screw 
 
 extra 50 
 
 Thimbles for Round Vaults made 
 to order. 
 
 Cut of 20 in. Coal Hole Light. 
 
 ROUND VAULT LIGHTS. 
 
 PRICE LIST. 
 
 16 in. diam., round, 30 glasses. . .$3.50 
 18 in. " " 36 " ... 5.00 
 
 21 in. " " 54 " ... C. 50 
 
 23 in. " " 60 " ... 8.00 
 
 The above sizes always on hand. 
 
 Cut of 23 in. Round Vault Light. 
 
 HEXAGON VAULT LIGHTS. 
 
 PRICE LIST. 
 
 18 in. Hexagon, 43 glasses $5.00 
 
 21 in. t*tff. 65 " .... 8.00 
 
 25 in. " 91 " .... 11.00 
 
 29 in. " 133 " .... L-I.OO 
 
 Thimbles or Rings for Hexagon 
 Covers made to order. 
 
 Cut of 21 in. Hexagon Vault Light. 
 
 9C 
 
DEARBORN FOUNDRY COMPANY. 
 
 RINGS FOR COAL HOLE COVERS AND VAULT LIGHTS. 
 
 PRICE LIST. 
 
 Ring for 16 inch Coal Hole Cover $1.00 
 
 " 18 " " " " 1.2L 
 
 "20 " " " " 1.50 
 
 "24 " " " " 2.50 
 
 Ring for 16 inch round Vault Light $1. 50 
 
 " 18 " ' " " 2.00 
 
 " "21 " " " " 2.50 
 
 " 23 " " " " 3.00 
 
 Above Rings kept in stock. 
 
 THIMBLES FOR COAL HOLE COVERS, VAULT 
 LIGHTS, ETC. 
 
 PRICE LIST. 
 
 Thimble for 16 inch Coal Hole Cover .$1.50 
 
 " 18 " " " " 2.00 
 
 "20 " " " " 2.50 
 
 Above Thimbles are 4 inches deep. 
 
 Kept in stock. 
 
 Made to Order at Short Notice. 
 
 Deeper Thimbles to go through brick arches, cistern tops, &c. 
 Price according to size and depth. 
 
 07 
 
DEARBORN FOUNDRY COMPANY. 
 
 VENTILATING DOORS. 
 
 Cut Showing Construction of Ventilating- Door. 
 PRICE LIST. 
 
 Small Ventilating 1 Door, 22 inches square, 16 inch square 
 opening 1 , 37 glasses $12.00 
 
 Medium Ventilating- Door, 26 inches square, 20 inch square 
 opening-, 63 glasses $16.00 
 
 Large Ventilating Door, 30 inches square, 24 inch square 
 
 opening, 103 glasses $20. 00 
 
 These doors are self-locking and water tight when closed, 
 
 and protect the hole when open. 
 Above sizes kept in stock. 
 
 SOLID IRON COAL HOLE COVERS. 
 
 PRICE LIST. 
 
 16 inch diameter ... ... $1 . 50 
 
 18 " .. 2.00 
 
 20 " " 2.50 
 
 24 4.0Q 
 
 Fastening bar and thumb screw, 
 extra 50 
 
 For Rings for solid covers, see 
 page 97. 
 
 Above sizes always on hand. 
 
 Estimates given promptly on Pris- 
 matic light work for platforms or 
 other construction, if parties will 
 Cut of 20 inch Solid Cover, send drawing of what they require. 
 
DEARBORN FOUNDRY COMPANY. 
 
 WROUGHT IRON COAL HOLE DOOR. 
 
 Price List. 
 
 Small Door, 26" square, 
 20" square opening, 19 
 
 $16.00 
 
 Large Door, 30" 
 square, 24" square 
 opening, 19 glasses 
 
 $20.00 
 
 These doors 
 are made very 
 strong, for 
 rough usage; 
 have a very 
 heavy cast 
 iron frame, 
 
 with thimble 7 inches deep, and wrought iron door made from % 
 inch boiler iron, well supported with angle iron. They are well 
 adapted for taking in steam coal or small freight, are water tight 
 when closed, and lock with a bolt on under side. Above sizes kept 
 in stock. Other sizes made to order. 
 
 SOLID IRON ALLEY COAL HOLE 
 COYER AND FRAME. 
 
 Price List. 
 
 No. 1, 26" square, 20" square 
 opening, $15.00 
 
 No. 2, 30" square, 24" square 
 
 opening $20. oo 
 
 These covers are very 
 
 strong and can be driven 
 
 over with heavy loads. 
 
 TRAP DOORS, 
 
 This cut represents Trap 
 Doors for use over base- 
 ment stairs, slides, side- 
 walk elevators, etc. 
 
 Are water tight when 
 closed, and fitted with 
 strong brass hinges and 
 hooks to hold them open, 
 and bolt to fasten them 
 when closed. 
 
DEARBORN FOUNDRY COMPANY. 
 
 LAMP POSTS. 
 
 Wo. 1. 
 
 100 
 
DEARBORN FOUNDRY COMPANY. 
 
 SECTIONS OF FIRE-PROOF CONSTRUCTION. 
 
 Dearborn Foundry Company's Patent Metal Clamp for 
 attaching roof purlins to root beams. 
 
 
 This view shows a flre-proof floor constructed with hollow 
 tile arches, leveled up with concrete, having; wooden strips 
 bedded in the concrete to receive the flooring nails. 
 
 This view shows a flre-proof floor as ordinarily constructed, 
 with brick arches, leveled up with concrete, having wooden strips 
 bedded in the concrete to receive the flooring nails. 
 
 This view shows a flre-proof floor constructed with corru- 
 gated iron arches, leveled up with concrete, having wooden strips 
 bedded in the concrete to receive the flooring nails. 
 
DEARBORN 
 
 FOUNDRY COMPANY. 
 
 SAFE UNIFORMLY DISTRIBUTED STATIONARY LOAD 
 FOR RIVETED PLATE GIRDERS. 
 
 In tons of 2,000 Ibs. w=weight per lineal foot of girder. 
 
 Length of Girder in ft. between supports=l. 
 
 , * 12" . 
 
 d = % f or 1 = 10' to 14' 
 d = & for 1 = 15' to 20' 
 d = % f or 1 = 21' to 40' 
 
 Rivets %" diam. 2" pitch at ends 
 for l-i-4; then 4" pitch, staggered. 
 
 d = % t or 1 = 10' to 14' 
 d = y> f or 1 = 15' to 20' 
 d = % f or 1 = 21' to 40' 
 Rivets %"diam. 2" pitch at ends 
 forl-*-4; then 4" pitch, staggered. 
 
 in 
 
 i 2 
 
 i 
 
 1,| 
 
 "*' 2 
 
 JS fc 
 
 No. 1 
 
 No. 2 
 
 No. 3 
 
 No. 4 
 
 No. 5 
 
 No. 6 
 
 10 
 12 
 14 
 16 
 18 
 20 
 22 
 24 
 26 
 28 
 30 
 32 
 34 
 36 
 88 
 40 
 
 78 
 65 
 56 
 4'J 
 43 
 39 
 
 32 
 30 
 28 
 26 
 24 
 23 
 22 
 21 
 - 20 
 
 98 
 81 
 70 
 61 
 54 
 49 
 45 
 41 
 38 
 35 
 33 
 31 
 29 
 27 
 26 
 25 
 
 118 
 98 
 84 
 74 
 65 
 59 
 53 
 49 
 45 
 42 
 89 
 37 
 35 
 33 
 31 
 29 
 
 94 
 
 78 
 67 
 59 
 52 
 47 
 43 
 39 
 36 
 34 
 31 
 29 
 27 
 26 
 25 
 24 
 
 118 
 98 
 84 
 74 
 65 
 59 
 53 
 49 
 45 
 42 
 39 
 37 
 35 
 33 
 81 
 29 
 
 142 
 118 
 Ktl 
 8'.) 
 7!) 
 71 
 65 
 59 
 55 
 51 
 47 
 44 
 42 
 39 
 37 
 35 
 
 , .Allowed fibre 
 
 ];-}-_ j ] 3$ for GWera 7-8-9 _ square inch ol 
 
 strain per 
 gross sec- 
 
 e provided 
 C stiffeners 
 teach end. 
 i 15' to 20' 
 ce=h from 
 
 
 
 y^l 
 
 
 V3 ~ ~ " O ~ O \- 
 *N f O/- 
 
 l\$i uon iu,uuu IDS 
 -i-2 All girders ai 
 Ends with a pair ol 
 (3%"x5' r x^")a 
 4<Ue Girders fron 
 3^"X>6")ln distan 
 
 ir of stiff eners $ l / s " 
 
 
 tg ) !>2{ Centers l&'at 
 
 H""' for Sirdera l-2-3-4-53r~~"Vc e nters "s^Mi 
 
 have another pair of stiffeners (3&"x 
 each end. 
 Girders from 21' to 40' have a third pa 
 in distance =2}^ h from each end. 
 
 102 
 
DEARBORN FOUNDRY COMPANY. 
 
 SAFE UNIFORMLY DISTRIBUTED STATIONARY LOAD 
 
 FOR RIVETED PLATE GIRDERS. 
 
 In tons of 2,000 Ibs. w= weight per lineal foot of girder. 
 
 IT 
 
 
 
 a 
 
 ***|M 
 
 --'-'^F 
 
 
 
 JL i 
 
 JL ' 
 
 d 
 a> 
 
 , -ajSL.i- 
 
 * *JL. i 
 
 I 
 
 -S$*SJ 
 
 
 
 
 d = % for 1 = 10' to 14' 
 
 d = H for 1 = 10' to 14' 
 
 
 d = % for 1 = 15' to 20' 
 
 d = % for 1 = 15' to 20' 
 
 
 
 d = % f or 1 = 21' to 40' 
 
 d = % for 1 = 21' to 40' 
 
 a 
 
 o 
 
 Rivets % " diam. 1%" pitch at ends 
 for l-i-4 ; then 3&" pitch, staggered. 
 
 Rivets %" diam. 1%" pitch at ends 
 for l-f-4 ; then 3^" pitch, staggered. 
 
 3 
 
 |M 
 
 ! S * 
 
 t^j 
 
 f'l 
 
 111 
 
 111 
 
 'o 
 
 ^3S 
 
 Q0 <M C^ T \ 
 
 fetiSil 
 
 ^sSs 
 
 loSSS 
 
 b^SS 
 
 fe 
 
 ji~5n 
 
 Ti~~ 
 
 n '' 
 
 ^ 11 
 
 r4 II 
 
 01 J T,~"~ 
 
 ii n 
 
 
 A & 
 
 A & 
 
 A 
 
 A ^ 
 
 rd ^ 
 
 & 
 
 3 
 
 No. 7 
 
 No. 8 
 
 No. 9 
 
 No. 10 
 
 No. 11 
 
 No. 12 
 
 10 
 
 122 
 
 153 
 
 184 
 
 83 
 
 105 
 
 126 
 
 12 
 
 101 
 
 128 
 
 153 
 
 69 
 
 87 
 
 104 
 
 14 
 
 87 
 
 109 
 
 131 
 
 60 
 
 75 
 
 90 
 
 16 
 
 76 
 
 95 
 
 115 
 
 52 
 
 65 
 
 78 
 
 18 
 
 68 
 
 85 
 
 102 
 
 46 
 
 58 
 
 70 
 
 20 
 
 61 
 
 77 
 
 92 
 
 42 
 
 52 
 
 63 
 
 22 
 
 56 
 
 70 
 
 84 
 
 38 
 
 48 
 
 57 
 
 24 
 
 51 
 
 64 
 
 77 
 
 35 
 
 44 
 
 52 
 
 26 
 
 47 
 
 59 
 
 71 
 
 32 
 
 40 
 
 48 
 
 28 
 
 44 
 
 55 
 
 66 
 
 30 
 
 37 
 
 45 
 
 30 
 
 41 
 
 51 
 
 61 
 
 28 
 
 35 
 
 42 
 
 32 
 
 38 
 
 48 
 
 58 
 
 26 
 
 33 
 
 39 
 
 34 
 
 36 
 
 45 
 
 , 54 
 
 25 
 
 31 
 
 37 
 
 36 
 
 34 
 
 43 
 
 51 
 
 23 
 
 29 
 
 3d 
 
 38 
 
 32 
 
 40 
 
 48 
 
 23 
 
 28 
 
 33 
 
 40 
 
 31 
 
 38 
 
 46 
 
 21 
 
 26 
 
 31 
 
 Allowed fibre strain per square inch of gross section =10,000 Ibs. 
 
 All girders are provided with a pair of stiffeners (3%"x5"xJ$"L) 
 
 at each end. 
 
 Girders from 15' to 20' have another pair of stiffeners (3 J$"x3^ "- 
 
 Xj*")in distance =h from each end. 
 
 Girders from 21' to 40' have a third pair of stiffeners (3&"X3&"- 
 
 X%) in distance=2% h from each end. 
 
 The weight of the stiffeners is not included in the weight per 
 
 lineal foot given in tables. 
 
 103 
 
DEARBORN 
 
 FOUNDRY COMPANY. 
 
 SAFE UNIFORMLY DISTRIBUTED STATIONARY LOAD 
 FOR RIVETED PLATE GIRDERS. 
 
 In tons of 2,000 Ibs. w= weight per lineal foe i of girder. 
 
 1 
 
 ft 
 
 d 
 
 03 
 
 s 
 
 ,Q 
 
 1 
 
 3 
 
 CM 
 O 
 
 i 
 
 a 
 
 10 
 12 
 14 
 16 
 18 
 20 
 22 
 24 
 26 
 28 
 30 
 32 
 34 
 36 
 38 
 40 
 
 
 
 
 d = M 
 
 = S 
 
 Rivets jff 
 for 1+4; th 
 
 
 ;^Ezz!%Wifflfeza 
 
 d = & f or 1 = 10' to 14' 
 d = ^ for 1 = 15' to 20' 
 d = ^ for 1 = 21' to 40' 
 
 Rivets % " diam. 1%" pitch at ends 
 for 1-4-4; then 3% " pitch, staggered. 
 
 for 1 = 10' to 14' 
 for 1 = 15' to 20' 
 for 1 = 21' to 40' 
 
 diam. 3H" pitch at ends 
 n 7" pitch. 
 
 gsj 
 
 II II 
 
 00* - 
 
 ,0- - 
 
 MQOQO 
 
 43 ^ 
 
 3 z 
 
 iisi 
 
 A 
 
 if 
 
 No. 13 
 
 No. 14 
 
 No. 15 
 
 No. 19 
 
 No. 20 
 
 No. 21 
 
 114 
 95 
 81 
 71 
 63 
 67 
 62 
 48 
 44 
 41 
 38 
 36 
 34 
 32 
 30 
 29 
 
 143 
 119 
 102 
 90 
 80 
 72 
 65 
 60 
 55 
 61 
 48 
 45 
 42 
 40 
 38 
 36 
 
 172 
 143 
 123 
 108 
 96 
 86 
 78 
 72 
 66 
 61 
 57 
 54 
 51 
 48 
 45 
 43 
 
 130 
 108 
 93 
 81 
 72 
 65 
 59 
 54 
 60 
 46 
 43 
 41 
 38 
 36 
 34 
 32 
 
 156 
 130 
 111 
 97 
 87 
 78 
 71 
 65 
 60 
 56 
 52 
 49 
 46 
 43 
 41 
 39 
 
 182 
 152 
 130 
 114 
 101 
 91 
 83 
 76 
 70 
 65 
 61 
 57 
 64 
 61 
 48 
 46 
 
 
 . All< 
 8i ( : o : o" o^n?' squai 
 
 >wed fibre strain per 
 e inch of gross sec- 
 10,000 Ibs. 
 girders are provided 
 a pair of stiffeners 
 "X&") at each end. 
 tiers from 15' to 20' 
 in distance =h from 
 
 Feners (3H"x4"x&") 
 
 
 
 [ii" i:r ;r7~~ 3 ~ ~~*-~:ji 
 
 i 3"^ Centers 3 
 1 6| " 
 
 have another pair 
 each end. 
 Girders from 21 '1 
 indistance=2J^hf] 
 
 Irf } 3'? Center," 3U"a\ 
 
 -ULjL^c^ 
 
 :nd, All 
 
 [iddle W it,h 
 
 KST ^ 
 
 of stiffeners (3%"x4"x%") 
 
 ;o 40' have a third pair of stifl 
 *om each end. 
 
 104 
 
DEARBORN FOUNDRY COMPANY. 
 
 SAFE UNIFORMLY DISTRIBUTED STATIONARY LOAD 
 
 FOR RIVETED PLATE GIRDERS. 
 
 In tons of 2,000 Ibs. w=weight per lineal foot of girder. 
 
 "if 
 
 16" 
 
 u . 
 
 8 
 
 X^iJpi^ 
 
 "^^S^ 
 
 1 
 
 e-ie-kKxIf | 
 
 C-x6-xJi-|jP 
 
 g 
 
 Jk *' 
 
 A ""i 
 
 a 
 
 w 
 
 ^ jH^ i 
 
 I 
 
 ^*fgP%y 
 
 " .'S!g^W'y 
 
 J5 
 
 d = %" for 1 = 12' to 14' 
 
 d = %" for 1 = 14' to 18' 
 
 & 
 
 d = j"for 1 = 15' to 21' 
 
 d = |^"for 1 = 19' to 27' 
 
 $j 
 
 <H 
 
 d = J" for 1 = 22' to 40' 
 
 d = J6" for 1 = 28' to 40' 
 
 .a 
 
 
 
 Rivets %" diam. 3" pitch at ends 
 for l-i-4; then 6" pitch. 
 
 Rivets %" diam. 3" pitch at ends 
 for 1-1-4; then 6" pitch. 
 
 S 
 
 j3 3 
 
 ft 
 
 " y - : : 
 
 , 3 3 
 
 .3 3 
 
 j3 4 
 
 o 
 
 - ^15^ 
 
 
 * 
 
 cqot- 
 
 5o5* 
 
 WOOiH 
 
 S 
 
 *iSs 
 
 , O IN C"! 
 
 ^33 
 
 00S* 
 
 bSo5 
 
 ^C0 
 
 i 
 
 H~TT 
 
 II II 
 
 \l II 
 
 
 II " 
 
 H^ii 
 
 tnr 
 
 g 1 
 
 
 A fc 
 
 A 
 
 A * 
 
 A & 
 
 A * 
 
 a 
 
 No. gg 
 
 No. g3 
 
 No. 24 
 
 No. g5 
 
 No.ge 
 
 NO. gy 
 
 10 
 
 
 
 
 
 
 
 12 
 
 147 
 
 177 
 
 207 
 
 
 
 
 14 
 
 126 
 
 151 
 
 177 
 
 160 
 
 191 
 
 224 
 
 16 
 
 111 
 
 133 
 
 155 
 
 140 
 
 188 
 
 196 
 
 18 
 
 98 
 
 118 
 
 138 
 
 124 
 
 149 
 
 174 
 
 20 
 
 88 
 
 106 
 
 124 
 
 112 
 
 134 
 
 157 
 
 22 
 
 81 
 
 96 
 
 113 
 
 102 
 
 122 
 
 142 
 
 24 
 
 74 
 
 88 
 
 103 
 
 93 
 
 112 
 
 130 
 
 26 
 
 68 
 
 82 
 
 95 
 
 86 
 
 103 
 
 120 
 
 28 
 
 63 
 
 76 
 
 89 
 
 80 
 
 96 
 
 112 
 
 30 
 
 59 
 
 71 
 
 83 
 
 75 
 
 89 
 
 104 
 
 32 
 
 55 
 
 66 
 
 78 
 
 70 
 
 84 
 
 98 
 
 34 
 
 52 
 
 62 
 
 73 
 
 66 
 
 79 
 
 92 
 
 36 
 
 49 
 
 59 
 
 69 
 
 62 
 
 74 
 
 87 
 
 38 
 
 47 
 
 56 
 
 65 
 
 59 
 
 70 
 
 82 
 
 40 
 
 44 
 
 53 
 
 62 
 
 56 
 
 67 
 
 78 
 
 All 
 
 owed fibre strain per 
 re inch of gross sec- 
 =10,000 Ibs. 
 girders are provided 
 
 r -o- o o-i 
 L..P. ? l.~^~t- 
 
 |f ot 
 
 ~!H 'tion= 
 
 End* All 
 hddla ^^V, 
 
 
 
 3>n re srf atE^ (4"x6"x^"> at each end. 
 e | T mtujddi. Girders from 15' to 20' 
 
 have another pair of stififeners (3}"x4"x&") in distance=h from 
 
 each end. 
 
 Girders from 21' to 40' have a third pair of stiffeners (3i4"x4"x?6") 
 in distance =2^ h from each end. 
 
 ^ inr 
 
1*4 -- .- - JI 
 
 DEARBORN FOUNDRY COMPANY. 
 
 
 SAFE UNIFORMLY DISTRIBUTED STATIONARY LOAD 
 
 FOR RIVETED BOX GIRDERS. 
 
 
 In tons of 2,000 Ibs. w= weight per lineal ft. of girder. 
 
 L 
 
 ^---20---"-, 
 
 . r _ *.__, 
 
 i 
 
 
 . . />\ 
 
 ..,,.; 
 
 >*a 
 
 >x Girder in ft 
 port 8 = 1. 
 
 d= %" eicept where marked different. 
 16'to30' { ^" rivets W;pitchatends for 
 
 om.cft, j % "rivets 2 l ^"pitch atendsfor 
 H to5U -j 1+4j then 5 ,, ^ staggered. 
 
 d= %" eicept where marked different. 
 1fi't/ W 1 Si" 1 648 1 Vpitch at ends for 
 w I l-M, then 3" pitch staggered. 
 
 ,,,. c/w j %. "rivets 2V"pitch at ends for 
 01 wau t j^^ then y t pitch staggered< 
 
 w 
 
 ffl 
 
 ao 
 
 j 
 
 CO 00 
 
 jQ.Q 
 
 00 00 
 
 GO 
 
 no 
 
 i 
 
 CO CC 03 
 
 'o 
 1 
 
 B 
 
 5o g 
 
 ^S 
 
 ^ 
 
 CO r~ 
 
 So ~ 
 
 
 en - 
 
 1 
 
 bill 
 
 CO '" ~Y~~^ 
 
 * 
 
 IS 
 
 it 
 
 ^ 1 
 
 II H 
 
 i 
 
 11 
 
 A 
 
 I 
 
 J ( 
 
 
 No. 28 
 
 No.9 
 
 No. 30 
 
 NO. 31 
 
 No. 3d 
 
 No. 33 
 
 No. 34 
 
 No. 35 
 
 16 
 
 83 
 
 101 
 
 136) S 
 
 174"! 
 
 107 
 
 130 
 
 1721 X 
 
 226)| 
 
 18 
 
 74 
 
 90 
 
 122 f ; 
 
 155 LQ 
 
 95 
 
 116 
 
 153 
 
 5 
 
 201 1 - 
 
 20 
 
 66 
 
 81 
 
 104 -* 
 
 139 1 
 
 86 
 
 104 
 
 137 
 
 
 181 j 3$ 
 
 22 
 
 60 
 
 73 
 
 95 
 
 127 L" 
 
 78 
 
 95 
 
 125 
 
 I 
 
 1581 
 
 24 
 
 55 
 
 67 
 
 87 
 
 116 j ss 
 
 71 
 
 87 
 
 115 
 
 28 
 
 145 _ 
 
 26 
 
 61 
 
 62 
 
 80 
 
 1071 
 
 66 
 
 80 
 
 102 
 
 
 134 |- 
 
 28 
 
 48 
 
 58 
 
 74 
 
 97 
 
 61 
 
 74 
 
 95 
 
 
 
 30 
 
 44 
 
 54 
 
 69 
 
 89 
 
 57 
 
 69 
 
 89 
 
 
 116 1 : 
 
 32 
 
 41 
 
 51 
 
 65 
 
 83 
 
 54 
 
 65 
 
 84 
 
 
 
 34 
 
 39 
 
 48 
 
 61 
 
 78 
 
 50 
 
 61 
 
 79 
 
 
 103 J 
 
 36 
 
 37 
 
 45 
 
 58 
 
 74 
 
 48 
 
 58 
 
 74 
 
 
 95 
 
 38 
 
 35 
 
 43 
 
 55 
 
 70 
 
 45 
 
 55 
 
 70 
 
 
 89 
 
 40 
 
 33 
 
 40 
 
 52 
 
 66 
 
 43 
 
 52 
 
 67 
 
 
 84 
 
 42 
 
 31 
 
 38 
 
 60 
 
 63 
 
 41 
 
 50 
 
 C4 
 
 
 
 44 
 
 30 
 
 37 
 
 47 
 
 60 
 
 39 
 
 47 
 
 61 
 
 
 76 
 
 46 i 
 
 29 
 
 35 
 
 45 
 
 58 
 
 37 
 
 45 
 
 58 
 
 
 73 
 
 48 
 
 28 
 
 34 
 
 43 
 
 55 
 
 36 
 
 43 
 
 56 
 
 
 70 
 
 60 
 
 27 
 
 32 
 
 42 
 
 63 
 
 34 
 
 42 
 
 53 
 
 
 67 
 
 Allowed fiber strain per square in. of gross section = 10,000 Ibs. 
 
 In figuring the moment of resistance of the above box girders 
 a part of the web is taken Into account varying from % to r ^, ac- 
 cording to the different heights, so that in girders 3' high, y s of the 
 web area; in girders 2' 6"high y 1 ^; in girders 2' and 1' 8" high -^ of 
 the area is added to the flange section. All girders are pro- 
 vided with a pair of stiffeners (3&" x 6" x ^) at each end, and a 
 
 The weight of 
 included in the weight per lineal foot given in tables. 
 
 106 
 
DEARBORN FOUNDRY COMPANY. 
 
 SAFE UNIFORMLY DISTRIBUTED STATIONARY LOAD 
 FOR RIVETED BOX GIRDERS. 
 
 In tons of 2,000 Ibs. w= weight per lineal ft. of girder. 
 
 d= %" except where marked different. 
 , K ,. , ft , f %"rivets 1^ "pitch at ends for 
 16 to 30 | j 4> fa n y , pi h staggered< 
 
 n w J % "rivets 2Vfc"pitch atendsfor 
 o 50 j ^ 4) then 5?^ stag?ered 
 
 \ o. 36 Xo. 37 Xo. 38 Xo. 39 
 
 140 
 122 
 110 
 100 
 91 
 84 
 78 
 73 
 69 
 65 
 61 
 68 
 55 
 52 
 50 
 48 
 46 
 44 
 
 170 -g 
 
 151 
 
 136 
 
 121 
 
 111 
 
 103 
 
 95 
 
 89 
 
 84 
 
 79 
 
 74 
 
 70 
 
 67 
 
 64 
 
 61 
 
 58 
 
 56 
 
 53 
 
 > 
 
 :-. 
 
 224 ) 
 
 175 
 159 j 
 146 
 
 1:5,-, 
 12.-, 
 117 
 107 
 101 
 
 95 
 
 90 
 
 86 
 
 81 
 
 78 
 
 74 
 
 71 
 
 24? -- 
 
 d= %" except where marked different 
 
 "rivets l%"pitch at ends for 
 -f-4, then 3" pitch staggered. 
 %"rivets2^"pitchatendsfor 
 , pitch staggeredi 
 
 n ii 
 
 Xo. 40X0.41 
 
 158 
 140 
 124 
 113 
 103 
 95 
 89 
 
 Fa 
 
 78 
 73 
 69 
 16 
 
 62 
 59 
 M 
 54 
 63 
 50 
 
 2031 . 
 180 -g 
 162 I | 
 148 t 
 135 I ^S* 
 125 J 
 111 
 103 
 
 97 
 
 91 
 
 86 
 
 82 
 
 78 
 
 74 
 
 71 
 
 68 
 
 65 
 
 4 Xo. 43 
 
 2641 ,d 
 235[ g 
 211 f J! 
 192 I ^ 
 1711 
 157 
 
 146 I & 
 136 
 
 ^ 
 
 Allowed fiber strain per square in. of gross section = 10,000 Ibs. 
 
 In figuring the moment of resistance of the above box girders 
 a part of the web is taken into account varying from % to i- 1 ^, ac- 
 cording to the different heights, so that in girders 3' and 4' high, % 
 of the web area; in girders 2' 6" high -^ ; in girders 2' and 1'8" high 
 ^y of the area is added to the flange section. All girders are pro- 
 vfded with a pair of stiffeners (3}" x 5" x K) at each end, and a 
 second pair (3>"x 3^"x %) in distance=h from each end. Girders 
 from 30' to 50' have a third pair of stiffeners (3%"x3&" x %") in dis- 
 tance = %% h from each end. The weight of the stiffeners is not 
 included in the weight per lineal foot given in tables. 
 
DEARBORN FOUNDRY COMPANY. 
 
 SAFE UNIFORMLY DISTRIBUTED STATIONARY LOAD 
 FOR RIVETED BOX GIRDERS. 
 
 In tons of 2,000 Ibs. w= weight per lineal ft. of girder. 
 
 fed 
 
 rQ i* 
 
 SO 
 
 d= % " except where marked different. 
 
 WiA on, |%"rivets 1% "pitch at ends for 
 16 to 30 ,, 
 
 om Kft'J % "rivets 2 U"piteh at ends for 
 31 to50 j $4 then 5 <? p [tch staggered. 
 
 X o. 44 Wo. 45 Wo. 46 \ o. 47 
 
 203") 
 180 | -g 
 
 162 }. * 
 
 148 |^ 
 
 135 J 
 
 124 
 
 115 
 
 107 
 
 100 
 
 94 
 
 89 
 
 85 
 
 80 
 
 76 
 
 73 
 
 70 
 
 67 
 
 64 
 
 265 J-g 
 236 Ij* 
 
 212 j^o 
 
 174 
 
 ;i6t 
 
 14'.) 
 
 131) 
 
 130 
 
 123 
 
 116 \ 
 
 108 
 
 102 
 
 97 
 
 93 
 
 89 
 
 85 
 
 82 
 
 co ^ 
 II II 
 
 881)4 
 347 If 
 
 318 ^ 
 2841* 
 264 
 
 231 
 
 217 
 2.15 
 194 
 179 
 
 170 
 162 
 
 155 f\ N 
 149 | MK 
 143 J 
 
 %" except where marked different. 
 
 '^ia> J 1" rivets IX" pitch at ends for 
 - 
 
 - 1+4( then 3 ^- pitchsta g geredi 
 
 20'to ^9' f %" rivets * H"pitch at ends for 
 20 to 39 i 1+4> thfln y , ^ tch stag g eredi 
 
 40'to50' 
 
 % "rivets 2 V<"pitch at ends for 
 l-i-4, then 5' f pitch staggered. 
 
 5 33! 
 
 C^Tj<( 
 
 Wo. 48 Wo. 49 Wo. 50 Wo. 5 1 
 
 247) % 
 
 220 h x 
 195 ^\ 
 178 
 
 150 
 140 
 130 
 121 
 114 
 108 
 102 
 
 97 
 
 99 
 
 88 
 
 84 
 
 81 
 
 77 
 
 3161 . 
 281 i 
 253^ 
 230 = 
 
 ?"J ^ 
 
 30 
 32 
 34 
 36 
 
 38 
 40 
 42 
 44 
 46 
 48 
 50 
 
 Allowed fiber strain per square in. of gross section = 10,000 Ibs. 
 
 In figuring the moment of resistance of the above box girders 
 a part of the web is taken into account varying from % to r ^, ac- 
 cording to the different heights, so that in girders 3' and 4' high, 
 H of the web area; in girders 2' 6" high y L; in girders 2' 0"high 
 Y 1 ^ of the area is added to the flange section. All girders are pro- 
 vided with a pair of stiffeners (3&" x 5" x H) at each end, and a 
 second pair (3V^"x 3^"x ^) in distance=h from each end. Girders 
 from 30 r to 50' have a third pair of stiffeners (3%"x3%" x %") in dis- 
 tance = 2^ h from each end. The weight of the stiffeners is not 
 included in the weight per lineal foot given in tables. 
 
 108 
 
DEARBORN FOUNDRY COMPANY. 
 
 TABLE OF STRENGTH OF WROUGHT IRON BEAMS, 
 WITH RIVETED PLATES TOP AND BOTTOM, SHOW- 
 ING UNIFORMLY DISTRIBUTED SAFE LOAD, 
 
 IN TONS OF 2,000 LBS. 
 
 Section 1. 
 
 n 
 
 Composed of 
 2-12" Beams. 
 42 IDS. per ft. 
 
 Top plate 12" x &" 
 Bottom pL 12"i%' 
 
 Load in tons. 
 
 Section 2. 
 
 n 
 
 Composed of 
 2-l2' r Beams, 
 601bs.perft. 
 Top plate 12" x%' 
 Bottom pi. 12"x%' 
 
 Composed of 
 2-15" Beams, 
 501bs.perft. 
 
 Top Plate f 4" x%" 
 Bottom pi. 14"x%' 
 
 Load in tons. 
 
 Section 3. 
 
 Composed of 
 2-15"Beams. 
 67 IDS. per ft. 
 
 Top plate 14" x%" 
 Bottom pi. 14"x&" 
 
 Load in tons. 
 
 Section 4. 
 
 Load in tons. 
 
 31. ( 
 
 46.1 
 
 Three-quarter inch rivets should be spaced as follows : 
 
 For the first % of span beginning at both ends, 3" centre to 
 centre of rivets. 
 
 For the second % of span beginning at both ends, 4}" centre 
 to centre of rivets. 
 
 For the remainder H span, 6" centre to centre of rivets. 
 
 109 
 
DEARBORN FOUNDRY COMPANY. 
 
 THE FOLLOWING TABLE GIVES THE SAFE LOAD 
 
 EQUALLY DISTRIBUTED IN TONS OF 2,OOO 
 
 LBS. FOR SANDWICH GIRDERS. 
 
 FIG. 1. 
 
 Elevation of Sandwich Girder, Section. 
 
 The attached table give the safe uniformly distributed load, 
 in tons of 2,000 Ibs. of girders, composed of wooden beams, with 
 iron plates inserted between them, or vice versa, as the sketch 
 shows. In the calculation iron and wood have been considered 
 separately, and their respective carrying capacity for various 
 spans ascertained. To obtain the total strength of such girders, 
 add together the figures representing safe loads for each of 
 the components of the girder. EXAMPLE : What is the safe load 
 of a girder composed of two 3" x 12" wooden beams, 20 feet 
 long, with a flitch plate 12" x 5-8" ? The table gives for 12" x 5-8" 
 x 20'0" plate, 3.00 tons, and for 1" thickness of 3" x 12" x 20'0" 
 beam, 0.54 tons. As the total thickness of wood is 6", the load 
 will be 6 x 0.54, or 3 24 tons, which, together with iron plate, 
 makes 6.24 tons as allowable load. In similar way the load of 
 any other girder of such kind may be found. 
 
 FIG. 2. 
 
 Elevation of Sandwich Girder, 
 
 Section. 
 
 This method of calculating the safe load is based upon the 
 supposition, which is general among builders, that both materials 
 of which the girder is composed act simultaneously in resisting 
 the external forces. This, however, owing to difference of 
 modulus of elasticity of the two materials, seldom takes place, 
 therefore such girders should be used cautiously, and it is better 
 in calculating the safe load of this kind of girder for the more 
 important structures, to take from the table the full value for 
 flitch" plate, but only one-half of the value given for wood. To 
 prevent yielding sideways, the width of the girder should not 
 be less than one-half of its depth approximately. 
 
 The following tables give strength of one plate, as shown in 
 Fig. No. 1. 
 
 If girder has two (2) plates, as shown in Fig. 2, each plate will 
 carry the weight as given in table. 
 
 In instances where there is no special reason to use such 
 girders, wrought iron beams will always be found lighter, more 
 reliable, and more economical. 
 
 110 
 
Ti ^ 
 
 SAFE LOAD IN TONS FOR FLITCH PLATE 
 
 GIRDERS 
 
 e . 
 
 DEPTH 10" 0= 
 
 DEPTH 12" 
 
 THICKNESS 
 
 i 
 
 Thickness of Plate. OF WOOD. 
 
 Thickness of Plate. 
 
 OF WOOD. 
 
 p, 5 *"* 
 
 
 
 
 
 
 
 j 
 
 
 !i" 
 
 -. ^ 
 
 K 
 
 %"\ %" 
 
 %" 
 
 /" 
 
 
 /4 
 
 % 1 % 
 
 % 
 
 * 
 
 I" 
 
 8 
 
 2.093.12 
 
 4.18 
 
 5.21 
 
 6.25 
 
 0.937 
 
 :3.oo 
 
 4.50 
 
 6.00 
 
 7.50 ! 9.00 
 
 1.35 
 
 9 
 
 1.852.75;3.70 
 
 4.58 
 
 5.50 
 
 0.85 
 
 2.70 
 
 4.00 
 
 5.40'6.68 
 
 8.001 1.20 
 
 10 
 11 
 12 
 
 1.672.50J3.34 
 1.502.28'3.00 
 1.392.102.78 
 
 4.175.00 
 3.804.56 
 3.50,4.20 
 
 0.75 
 0.68 
 0.62 
 
 2.40 
 2.16 
 2.00 
 
 3.60:4.806.00,7.20 
 3.304.325.506.60 
 3.004.005.006.00 
 
 1.08 
 0.99 
 0.90 
 
 13 
 
 1.271.922.54 
 
 3.203.84 
 
 0.58 
 
 1.83 
 
 2.753.664.645.50 
 
 0.845 
 
 14 
 
 1.18 
 
 1.78 
 
 2.36 
 
 2.97 
 
 3.56 
 
 0.536 
 
 ! 1 71 
 
 2.56 
 
 3.42 
 
 4.30 
 
 5.12 
 
 0.772 
 
 15 
 
 l.ll 
 
 1.67 
 
 2.22 
 
 2.75 
 
 3.34 
 
 0.50 
 
 1.60 
 
 2.40 
 
 3.20 
 
 4.00 
 
 4.80 
 
 0.725 
 
 16 
 
 1.041.53 
 
 2.08 
 
 2.55|3.06 
 
 0.468 
 
 1.50 
 
 2. 25'3. 00;3.754.60 
 
 0.675 
 
 17 
 
 0.961.461.92 
 
 2.40 
 
 2.92 
 
 ^0.44 
 
 1.40 
 
 2.10,2.803.524.20 
 
 0.64 
 
 18 
 
 0.921.381.84 
 
 2.28 
 
 2.76 
 
 0.417 
 
 1.32 
 
 2.002.633.324.00 
 
 0.60 
 
 19 
 
 0.88 
 
 1.32 
 
 1.76 
 
 2.20 
 
 2.64 
 
 0.392 
 
 ,1.27 
 
 1.90 
 
 2.53 
 
 3.16 
 
 3.80 
 
 0.565 
 
 20 
 
 0.841.2611.68 
 
 2.08 
 
 2.50 
 
 0.375 
 
 1.20 
 
 1.802.403.003.60 
 
 0.54 
 
 21 
 
 0.80 
 
 1.18 
 
 1.60 
 
 1.99 
 
 2.36 
 
 0.354 
 
 1.17 
 
 1.72 
 
 2.24 
 
 2.84 
 
 3.44 
 
 0.50 
 
 22 
 
 0.771.14,1.54 
 
 1.89 
 
 2.28 
 
 0.34 
 
 1.12 
 
 1.66 
 
 2.14j2.753.32 
 
 0.465 
 
 23 
 
 0.74'l.091.48 
 
 1.80 
 
 2.19 
 
 0.325 
 
 1.08 
 
 1.59 2. 1012.62 3. 18 0.46 
 
 24 
 
 0.70 1.051.40(1. 72 
 
 2.09 
 
 0.31 
 
 1.00 
 
 1.502.00|2.50i3.00: 0.446 
 
 25 
 
 0.66 
 
 1.00 
 
 1.33 
 
 1.66 
 
 2.00 
 
 0.3 
 
 :0.97 
 
 1.45 
 
 1.94 
 
 2.41 
 
 2.90 
 
 0.43 
 
 26 0.64 
 
 0.97 
 
 1.28 
 
 1.61 
 
 1.94 
 
 0.286 
 
 0.94 
 
 1.40 
 
 1.88 
 
 2.32 
 
 2.80 
 
 0.415 
 
 27 0.610.941.22, 
 
 1.56 
 
 1.88 
 
 0.275 
 
 0.90 
 
 1.351.802.232.70 
 
 0.40 
 
 28 
 
 0.60 
 
 0.901.20 
 
 1.51 
 
 1.80 
 
 0.267 
 
 0.87 
 
 1.301. 74 2. 1612.60 
 
 0.385 
 
 29 I0.580.881.16 ! 1.45 
 
 1.76 
 
 0.258 
 
 0.83 
 
 1.251.662.08 
 
 2.50 
 
 0.37 
 
 30 10.550.8311.10:1.401.66 
 
 0.25 
 
 0.80 
 
 1.201.60.2.00 
 
 2.40 
 
 0.36 
 
 a . 
 
 DEPTH 14" 
 
 TEICOESS 
 
 DEPTH 
 
 16" 
 
 THICKNESS 
 
 il 
 
 Thickness of Plate. 
 
 OF WOOD. 
 
 Thickness of Plate. 
 
 OF WOOD. 
 
 CQ 
 
 J4" 
 
 fc" 
 
 y*" 
 
 %" 
 
 %." 
 
 1" 
 
 y" 
 
 %" 
 
 /6 
 
 K. 
 
 %" 
 
 1" 
 
 8 
 
 4.086.12 
 
 806 
 
 10.21112.25 
 
 1.837 
 
 5.338.00 
 
 10.66 
 
 13.18 
 
 1OO 
 
 2~4 
 
 9 
 
 3.615.50 
 
 7.229.20:11.00' 
 
 1.625 
 
 4.757.209.50 
 
 11.90 
 
 14.40 
 
 2! 15 
 
 10 
 
 3.25 
 
 4.90 
 
 6.50, 
 
 8.16 
 
 9.80: 
 
 1.47 
 
 ,4.266.40 
 
 8.52 
 
 10.55 
 
 12.80 
 
 .92 
 
 11 
 
 3.004.50 
 
 6.007.509.00' 
 
 1.325 
 
 3.90 ! 5.907.80|9.60 
 
 11.80 
 
 .75 
 
 12 
 
 2.724.085.446.808.16' 
 
 1.225 
 
 3.565.337.12 
 
 8.7810.67 
 
 .60 
 
 13 
 
 2.56'3.8ll5.12'fi.3n7 R9. 
 
 1 125 
 
 3.304.95 
 
 R fin 
 
 R mo on 
 
 .485 
 
 14 
 
 2.36 
 
 3.5214.725,827.04 
 
 1.05 
 
 ,3. 064.55 6!l2.7!54i9!lO 
 
 
 15 2.20 
 
 3.28 
 
 4.40, 
 
 5.40 
 
 6.56 
 
 0.98 
 
 2.85,4.20 
 
 5.70 
 
 7.02 
 
 8.58 
 
 : !29 
 
 16 1 2.043.06'4;08 ! 5.046.12 
 
 0.94 
 
 2.6714.005.346.598.00 
 
 .20 
 
 17 jl.90 
 
 2.85 
 
 3.80 
 
 1.72 
 
 5.70 
 
 0.865 
 
 2.51,3.75 
 
 5.02 
 
 6.20 
 
 7.50 
 
 .13 
 
 13 !l.812.703.62 
 
 LBo'a.ffl 
 
 0.817 
 
 2.39,3.554 785.89 
 
 7 10 
 
 1 065 
 
 \i il. 702.55 3. 404. 29 5. 10 
 
 0.76 
 
 2. 283. 37|4. 50^. 59'6. 74 
 
 1.02 '. 
 
 "-20 1.62 
 
 2.45 
 
 3.24 
 
 1.08 
 
 4.90 0.735 
 
 2.133.20 
 
 4.27 
 
 5.27 
 
 6.40 
 
 0.96 
 
 21 1.552.30 
 
 3. 10 3; 89 
 
 4.60 
 
 0.695 
 
 2.023.03 
 
 4.045.02,6.06 
 
 - $.915- 
 
 22 1.482.202.963.724.40 
 
 -O.G6 
 
 1.93.2. 94^. 86 
 
 4.805..88 
 
 . : t>.67 ': 
 
 23 1.42 2. 102. 84 3. 58 4.20 
 
 0.635 
 
 1.852.78 I 3.70 ! 4.585.56 I 
 
 0.825 
 
 24 1.36 
 
 2.04 
 
 2.72; 
 
 3.40 
 
 4.08 
 
 0.61 
 
 1.782.66 
 
 3.56J 
 
 4.39 
 
 5.33! 
 
 0.795 
 
 25 1.31 
 
 1.97 
 
 2.62 ; 
 
 3.27 
 
 3.94 
 
 0.588 
 
 1.692.55 
 
 3.38 
 
 4.20 
 
 5.10, 
 
 0.765 
 
 26 1.271.902.543.153.80 
 
 0.56 
 
 1.62:2. 45l3. 24J4.03l4.90i 
 
 0.735 
 
 27 1.22 
 
 1.83 
 
 *J AA 
 
 3.03 
 
 3.66 
 
 0.545 
 
 1.562.35 
 
 3. 12' 
 
 3.90, 
 
 4.70 
 
 0.70 
 
 28 1.181. 762. 36 
 
 2.933.52 
 
 0.525" ' 
 
 1.51 
 
 2.27 
 
 3.02| 
 
 3. 77 4. 54 1 
 
 0.675 
 
 29 
 
 1.13 
 
 1.70 
 
 2.26 
 
 2.81 
 
 3.40 
 
 0.505 
 
 1.462.20 
 
 
 3.64 
 
 4.40 
 
 0.655 
 
 30 
 
 1.08.1.632.16:2.723.26. 
 
 0.49 1.422.13 
 
 2.85\ 
 
 3.52:4.26! 
 
 0.64 
 
 
 
 
 
 an 
 
 
 
 
DEARBORN FOUNDRY COMPANY. 
 
 ..WOODEN BEAMS. 
 
 Safe Load, Uniformly Distributed, for Rectangular 
 White or Yellow Pine Beams one inch thick, 
 
 allowing 1200 Ibs. per square inch fiber strain. 
 
 To obtain the safe load for any thickness, multiply the safe 
 load given in table, by the thickness of beam. 
 
 To obtain the required thickness for any load, divide by the 
 safe load for 1 inch, given in table. 
 
 fe 
 
 DEPTH OF BEAM. 
 
 6" 
 
 7" 
 
 8" 
 
 9" 
 
 10" 
 
 11" 
 
 12" 
 
 13" 
 
 14" 
 
 15" 
 
 16" 
 
 Feet. 
 
 ~Lbs7 
 
 Lbs. 
 
 Lbs. 
 
 Lbs. 
 
 Lbs. 
 
 Lbs. 
 
 Lbs. 
 
 Lbs. 
 
 Lbs. 
 
 Lbs. 
 
 Lbs. 
 
 5 
 
 960 
 
 1310 
 
 1710 
 
 2160 
 
 2670 
 
 3230 
 
 3840 
 
 4510 
 
 5230 
 
 6000 
 
 6830, 
 
 6 
 
 800 
 
 1090 
 
 1420 
 
 1800 
 
 2220 
 
 2690 
 
 8200 
 
 8760 
 
 4360 
 
 5000 
 
 569 
 
 7 
 
 690 
 
 930 
 
 1220 
 
 1540 
 
 1900 
 
 2300 
 
 2740 
 
 3220 
 
 3730 
 
 4290 
 
 4880 
 
 8 
 
 600 
 
 820 
 
 1070 
 
 1350 
 
 1670 
 
 2020 
 
 2400 
 
 2820 
 
 3270 
 
 3750 
 
 4270 
 
 9 
 
 530 
 
 730 
 
 950 
 
 1200 
 
 1480 
 
 1790 
 
 2130 
 
 2500 
 
 2900 
 
 3330 
 
 3790 
 
 10 
 
 480 
 
 650 
 
 850 
 
 1080 
 
 1330 
 
 1610 
 
 1920 
 
 2250 
 
 2610 
 
 3000 
 
 3410 
 
 11 
 
 440 
 
 590 
 
 780 
 
 980 
 
 1210 
 
 1470 
 
 1750 
 
 2050 
 
 2380 
 
 2730 
 
 8100 
 
 12 
 
 400 
 
 540 
 
 710 
 
 900 
 
 1110 
 
 1340 
 
 1600 
 
 1880 
 
 2180 
 
 2500 
 
 2840 
 
 13 
 
 370 
 
 500 
 
 660 
 
 830 
 
 1030 
 
 1240 
 
 1480 
 
 1730 
 
 2010 
 
 2310 
 
 2630 
 
 14 
 
 340 
 
 470 
 
 610 
 
 770 
 
 950 
 
 1150 
 
 1370 
 
 1610 
 
 1870 
 
 2140 
 
 2440 
 
 15 
 
 320 
 
 440 
 
 570 
 
 720 
 
 890 
 
 1080 
 
 1280 
 
 1500 
 
 1740 
 
 2000 
 
 2280 
 
 16 
 
 300 
 
 410 
 
 530 
 
 680 
 
 830 
 
 1010 
 
 1200 
 
 1410 
 
 1630 
 
 1880 
 
 2130 
 
 17 
 
 280 
 
 380 
 
 500 
 
 640 
 
 780 
 
 950 
 
 1130 
 
 1330 
 
 1540 
 
 1760 
 
 2010 
 
 18 
 
 270 
 
 360 
 
 470 
 
 600 
 
 740 
 
 900 
 
 1070 
 
 1250 
 
 1450 
 
 1670 
 
 1900 
 
 19 
 
 250 
 
 340 
 
 450 
 
 570 
 
 700 
 
 850 
 
 1010 
 
 1190 
 
 1380 
 
 1580 
 
 1800 
 
 20 
 
 240 
 
 330 
 
 430 
 
 540 
 
 670 
 
 810 
 
 960 
 
 1130 
 
 1310 
 
 1500 
 
 1710 
 
 21 
 
 230 
 
 310 
 
 410 
 
 510 
 
 630 
 
 770 
 
 910 
 
 1070 
 
 1240 
 
 1430 
 
 1630 
 
 22 
 
 220 
 
 800 
 
 390 
 
 490 
 
 610 
 
 730 
 
 870 
 
 1020 
 
 1190 
 
 1360 
 
 1550 
 
 23 
 
 210 
 
 280 
 
 370 
 
 470 
 
 580 
 
 700 
 
 830 
 
 980 
 
 1140 
 
 1300 
 
 1480 
 
 24 
 
 200 
 
 270 
 
 360 
 
 450 
 
 560 
 
 670 
 
 800 
 
 940 
 
 1090 
 
 1250 
 
 1420 
 
 25 
 
 190 
 
 260 
 
 340 
 
 430 
 
 530 
 
 650 
 
 770 
 
 900 
 
 1050 
 
 1200 
 
 1370 
 
 26 
 
 180 
 
 250 
 
 330 
 
 420 
 
 510 
 
 620 
 
 740 
 
 870 
 
 1010 
 
 1150 
 
 1310 
 
 27 
 
 180 
 
 240 
 
 320 
 
 400 
 
 500 
 
 600 
 
 710 
 
 830 
 
 970 
 
 1110 
 
 1260 
 
 28 
 
 170 
 
 230 
 
 300 
 
 390 
 
 480 
 
 580 
 
 690 
 
 800 
 
 930 
 
 1070 
 
 1220 
 
 29 
 
 170 
 
 230 
 
 290 
 
 370 
 
 460 
 
 560 
 
 660 
 
 780 
 
 900 
 
 1030 
 
 1180 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
o 
 
 gg 
 ^ 
 
 - s 
 
 II 
 
 S* 
 IB 
 
 S! 
 
 r 
 
 Mr- 
 
 r- r-4 O 
 
 a g 8 
 
 r- r- O 
 
 r- iH O 
 
 co co 
 
 CO CO O 
 
 * Tfl O 
 
 s 1 
 
 I! 
 
 113 
 
DEARBORN FOUNDRY COMPANY. 
 
 NOTES ON GIRDERS AND FLOORS. 
 
 In using beams as girders, to carry the front walls of a 
 building, care must be taken that the piers or walls, upon which 
 the ends of girders rest, are strong enough to support the weight. 
 The pressure on a brick wall should not exceed eight tons per 
 square foot. 
 
 Under the ends of girders a cast-iron plate should be used. 
 
 Girders can be formed of two or more beams bolted together 
 every five or six feet, with cast-iron separators, as shown in Fig. 
 No. 1 or No. 2, and when required the beams can be made into 
 coupled girders, as shown in Fig. No. 3, which makes each beam 
 1J4 times as strong as if placed side by side. A trebled girder, as 
 shown in Fig. No. 4, makes each beam 1% times as strong as if 
 placed side by side. 
 
 In requesting estimates upon beam girders to carry the front 
 walls of buildings, the following information should be given: 
 
 Distance between supports. Height and thickness of wall 
 above girder. Number and size of windows in wall above 
 girder, and if the floor joists or floor girders rest upon the wall 
 over beam girder, a sketch of same should be sent, or the num- 
 ber of square feet of floors and roof carried by girder should be 
 given, and the use to which building is to be put should be 
 stated. 
 
 Figures No. 5 and 6 show sections of riveted girders for use 
 where the loads or spans are too great to admit the use of 
 rolled beams. 
 
 WEIGHT OF FLOORS AND THE LOAD UPON SAME. 
 
 The dead weight of a fire-proof floor will average for the 
 arches, concrete, plastering and flooring, 701bs. per square foot. 
 
 The live weight, equal to a dense crowd of people, 80 Ibs. per 
 square foot, or a total for an office building, 150 Ibs. per square 
 foot. 
 
 The following 1 loads are exclusive of weight of arches and 
 beams: 
 
 Dense crowd of people 80 Ibs. per square ft. 
 
 For floors of houses 50 
 
 Theatres and churches 80 
 
 Ballrooms 90 " 
 
 Warehouses 250 " 
 
 Factories 200 to 450 
 
 Snow 30 inches deep 15 " 
 
 Brick walls 112 Ibs. per cubic ft 
 
 Stone, Chicago Limestone dressed 160 " 
 
 The dead weight of a wooden floor, including wood joists : 
 Double flooring and plastering will average 25 Ibs. per square ft. 
 
 If deafened 35 
 
 Stud partition of wood plastered each side 20 
 
 In estimating the weight of a flat ceiling and roof it will be 
 safe to assume the following: 
 
 Ceiling of wooden construction 15 Ibs. per square ft. 
 
 Ceiling of iron construction 25to65 
 
 Roof of wooden construction 45 
 
 Roof of iron construction C5 to 100 
 
 The weight of roof includes the wind pressure and snow. 
 
 4= A full assortment of Rolled Iron Beams carried in stock. 
 Prompt delivery guaranteed. 
 
 114 
 
DEARBORN FOUNDRY COMPANY. 
 
 GIRDERS. 
 
 Fig. No. 1. 
 
 Fig. No. 3. 
 
 Fig. No. 4. Fig. No. 5. 
 
 Cast 
 Fig. No. 6. Separator. 
 
 Front View of Girder, for Sections see Fig. No. 1 and No. 2. 
 
 Front Elevation of Riveted Girders, for Sections see Fig. 
 No. 6 and No. 6. 
 
 116 
 
DEARBORN FOUNDRY COMPANY. 
 
 STEEL BEAMS. 
 
 The following tables give the SAFE, UNIFORMLY 
 1>ISTRIBIJTEI> STATIONARY KO \I>S In TONS 
 of .OOO LBS., for the various spans of STEEL 
 IIEAMH, the same having been arranged by C. L. 
 8TROBEL, C. E. For convenience in using the 
 book, all tables for Steel Beams, as well as the 
 sections of Steel Beams, are printed in red, while 
 the tables for Iron Beams are printed in black, and 
 the Iron sections in blue. 
 
 The deflective limit is indicated in the following 
 tables by a cross line, beyond which the spans and 
 loads must not be used for Steel Beams intended to 
 carry plastered ceilings. 
 
 We wish to call particular attention to the strik- 
 ing advantage which may often be gained by the use 
 of STEEL BEAMS over iron. This by comparison 
 will be found to amount to about O per cent, saving 
 in favor of the STEEL BEAMS. We are prepared 
 to furnish the Steel at the same price as the Iron 
 Beams. 
 
 ESTIMATES WILL BE <-I V K\ 
 ON APPLICATON. 
 
 lift 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Steel Sections. 
 
DEARBORN FOUNDRY COMPANY, 
 
 Carnegie Steel Sections. -- 2 - 625 
 
.4.50 
 
 DEARBORN FOUNDRY 
 
 Carnegie Steel Sections. 
 
 COMPANY, 
 
 ..4.35. 
 
 ..5.50 
 
 2, W 
 
 leu 
 
 119 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Steel Sections. 
 
 . ,2JJL5___. 
 
 2S Sri 
 
 
 
 e u 
 
 4.50 
 
 Ml 5 
 
 120 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Steel Sections. 
 
 3713 
 -3,625.. 
 
 rag 
 
 l- 
 
 ft 
 

 DEARBORN FOUNDRY COMPANY. 
 
 SAFE LOADS UNIFORMLY DISTRIBUTED FOR 
 
 CARNEGIE STEEL BEAMS. 
 
 *. * <_.:' 
 
 ^ '& IN TONS OF 2,000 tBS: 
 
 Distance 20" I 15" I 
 
 12"! 
 
 10"! 
 
 9" I 
 
 between 
 
 
 
 
 
 
 Supports 
 
 SO- 
 
 64 
 
 50 41 
 
 40 ' 
 
 f 32~ 
 
 -33- 
 
 aST 
 
 27 
 
 21 
 
 in feet. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs! 
 
 Ibs. 
 
 Ibs. 
 
 12 
 
 64.40 
 
 50.93 
 
 81.38 
 
 25.15 
 
 20.84 
 
 16.44 
 
 14.33 
 
 10.99 
 
 10.92 
 
 8.83 
 
 13 
 
 59.45 
 
 47.02 
 
 28.97 
 
 28.22 
 
 19.24 
 
 15.17 
 
 13.23 
 
 10.15 
 
 10.08 
 
 7.69 
 
 14 
 
 55.20 
 
 43.66 
 
 26.90 
 
 21.56 
 
 17.87 
 
 14.09 
 
 12.29 
 
 9.42 
 
 9.36 
 
 7.14 
 
 
 
 
 
 
 | 
 
 
 
 
 
 15 
 
 5-1.52 
 
 40.75 
 
 25.10 
 
 20.12 
 
 16.68 
 
 13.15 
 
 11.47 
 
 8.79 
 
 8.74 
 
 6.66 
 
 16 
 
 48.80 
 
 38.20 
 
 23.53 
 
 18.87 
 
 15.63 
 
 12.83 
 
 10.75 
 
 8.24 
 
 8.19 
 
 6.25 
 
 17 
 
 45.46 
 
 35.95 
 
 22.15 
 
 17.76 
 
 14.71 
 
 11.60 
 
 10.12 
 
 7.74 
 
 7.71 
 
 5.88 
 
 ^'~: 
 
 $'.1)8 
 
 9J&96 
 
 20.92 
 
 16.77 
 
 13.94 
 
 -10.96, 
 
 . 9*.66 
 
 < 7.33 
 
 7.28 
 
 5.55 
 
 19 
 
 40.67 
 
 32.17 
 
 19.82 
 
 15.89 
 
 18.17 
 
 10.38 
 
 9.05 
 
 6.94 
 
 6.90 
 
 5.26 
 
 _", 
 
 38.64 
 
 30..46 
 
 18.83 
 
 15,09 
 
 12.51 
 
 9.86 
 
 8.60 
 
 6.60 
 
 6.56 
 
 5.00 
 
 9i * 
 
 36.80 
 
 28.87 
 
 17.93 
 
 14.37 
 
 11.91 
 
 9.39 
 
 8.19 
 
 6.28 
 
 6.24 
 
 4.76 
 
 i O 
 
 "" 
 
 36.18 
 
 27.78 
 
 17.12 
 
 13.72 
 
 11.37 
 
 8.97 
 
 7.82 
 
 6.00 
 
 5.96 
 
 4.54 
 
 23 
 
 83.60 
 
 26.58 
 
 16,37 
 
 13.12 
 
 10.88 
 
 8.58 
 
 "7.48 
 
 5.74 
 
 5.70 
 
 4.35 
 
 24 
 
 32.20 
 
 2$.47 
 
 15.69 
 
 12.58 
 
 10.42 
 
 8.22 
 
 7.17 
 
 5.50 
 
 5.46 
 
 4.17 
 
 25 
 
 30.91 
 
 24.45 
 
 15.06 
 
 12.07 
 
 10.01 
 
 7.89 
 
 6.88 
 
 5.28 
 
 5.24 
 
 4.00 
 
 26 
 
 20.72 
 
 28.51 
 
 14.48 
 
 11.61 
 
 9.62 
 
 7.59 
 
 6.62 
 
 5.07 
 
 5.04 
 
 3.84 
 
 27 
 
 3S..62 
 
 22.64 
 
 13.95 
 
 11.18 
 
 9.27 
 
 7.31 
 
 6.87 
 
 4.S> 
 
 4.86 
 
 3.70 
 
 28 
 
 27.60 
 3J* 
 
 2JL83 
 
 13.45 
 12.98 
 
 10.78 
 10.41 
 
 8.98 
 
 
 
 7.04 
 
 #W 
 
 ,6.14 
 5.98 
 
 4.71 4.68 
 4.52 
 
 3.57 
 3.45 
 
 j 30 
 
 25.76 
 
 20.37 12.55 
 
 10.06 
 
 8.34 
 
 6.58 
 
 5.73 
 
 4.40J 4.37 
 
 3.33 
 
 Safe loads given, include weight of beam. Maximum fibre strain, 
 
 16,000 Ibs, per square inch. 
 
 
DEARBORN FOUNDRY COMPANY. 
 
 SAFE LOADS UNIFORMLY DISTRIBUTED FOR 
 CARNEGIE STEEL BEAMS. 
 
 IN TONS OF 2,OOO LBS. 
 
 Distance 
 
 between 
 Supports 
 in feet. 
 
 8" 
 
 I 
 
 7" I 
 
 6"! 
 
 5" I 
 
 4" I 
 
 22 
 Ibs. 
 
 18- 
 
 Ibs. 
 
 20 
 Ibs. 
 
 15% 
 Ibs" 
 
 16 
 Ibs. 
 
 13 
 Ibs. 
 
 13 
 Ibs. 
 
 10 
 Ibs. 
 
 10 
 Ibs. 
 
 Ibs. 
 
 ... . 
 
 19.16 15.40 
 
 15.14 
 
 11.76 
 
 10.18 
 
 8.35 
 
 6.70 5.29 
 
 4.12 
 
 3.14 
 
 i; 
 
 15.97 
 
 12.83 
 
 12.68 
 
 9.80 
 
 8.48 
 
 6.96 
 
 5.58 4.41 
 
 3.43 
 
 2.62 
 
 - 7 . 
 
 13.69 
 
 11.00 
 
 10.81 S.40 
 
 7,27 
 
 5.96 
 
 4.79 3.78 
 
 2.94 
 
 t.24 
 
 8 
 I) 
 
 11.97 
 10.64 
 
 9.63 
 8.56 
 
 9.46 
 8.41 
 
 7.35 
 6.53 
 
 6.36 
 5.66 
 
 5.22 
 4.64 
 
 4.19 
 
 3.31 
 
 2.58 
 3.29 
 
 1.96 
 1.74 
 
 3.72 
 
 2.94 
 
 10 9.58 
 11 8.71 
 
 7.70 
 7.00 
 
 7.57 
 
 6.88 
 
 5.88 
 5.35 
 
 5.09 
 
 4.18 
 
 3.35 
 3.05 
 
 2.65 
 2.40 
 
 2.06 
 
 1.87 
 
 . 1.57 
 1.43 
 
 4.63 
 
 3.80 
 
 12 I 7.98 
 13 7.37 
 
 6.42 
 
 
 
 6.31 
 
 4.90 
 
 4.24 
 3,98 
 
 3.48 
 3,21 
 
 2.79 
 2.58 
 
 2.20 
 2.03 
 
 1.72 
 1.58 
 
 1.31 
 1.21 
 
 5.82 
 
 4.52 
 
 14 
 
 6.84 
 
 5.50 
 
 5.41 
 
 4.20 
 
 3.64 
 
 2.98 
 
 2.39J 1.89 
 
 1.47 
 
 1.12 
 
 15 
 
 6.39 
 
 5.13 
 
 5.05 
 
 3.92 
 
 3.39 
 
 2.78 
 
 2.23 
 
 1.76 
 
 1.37 
 
 1.05 
 
 16 
 
 5.99 
 
 4.81 
 
 4.73 
 
 3.68 
 
 3.18 
 
 2.61 
 
 2.09 
 
 1.65 
 
 1.29 
 
 0.98 
 
 17 
 
 5.64 
 
 4.53 
 
 4.45 
 
 3.46 
 
 2.99 
 
 2.46 
 
 1.97 1.56 
 
 1.21 
 
 0.92 
 
 18 
 19 
 
 5.32 
 5.04 
 
 4.28 
 4.05 
 
 4.21 
 3.98 
 
 3.27 
 3.09 
 
 2.83 
 2.68 
 
 2.32 
 2.20 
 
 1.86 
 
 1.47 
 1.39 
 
 1.14 
 1.08 
 
 0.87 
 0.83 
 
 20 
 
 4.79 
 
 3.85 
 
 3.79 
 
 2.94 
 
 2.55 
 
 2.09 
 
 1.68 1.32 
 
 1.03 
 
 0.79 
 
 21 
 
 4.56 
 
 3.67 
 
 3.60 
 
 2.80 
 
 2.4-2 
 
 1.99 
 
 l.0 
 
 1.26 
 
 0.98 
 
 0.75 
 
 
 
 
 
 
 
 
 
 
 Safe loads given, include weight of beam. Maximum fibre strain, 
 16,000 Ibs. per square inch. 
 
 
DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE HEEL BEAMS FtR WfFORM 
 LOAD OF IOO IBS. PER SQUARE FOOT. 
 
 Proper Distance in Feet, Center _ to enter of Beams. 
 
 Distance 
 between 
 Supports 
 in feet. 
 
 20" X 
 
 l&" X 
 
 IS" X 
 
 10" X 
 
 9" X 
 
 \ 80 
 | Ibs. 
 
 64 
 
 Ibs, 
 
 50 
 Ibs. 
 
 41 
 
 ibs. 
 
 40 
 Ibs. 
 
 32 
 Ibs. 
 
 S3 
 Ibs. 
 
 25 Vi 
 Ibs. 
 
 27 
 Ibs. 
 
 21 
 
 Ibs. 
 
 If 
 
 107.3 
 
 84.9 
 
 52.3 
 
 41.9 
 
 34.7 
 
 27.4 
 
 23.9 
 
 18.3 
 
 18.2 
 
 1.9 
 
 13 
 
 91.5 
 
 72.3 
 
 44.6 
 
 35.7 
 
 29.0 
 
 23.3 
 
 *0.4 
 
 15.6 
 
 15.5 
 
 11.8 
 
 u 
 
 78.8 
 
 62.4 
 
 98.4 
 
 30.8 
 
 25.5 
 
 20.1 
 
 17.6 
 
 13.5 
 
 13.4 
 
 10.2 
 
 15 
 
 (58.7 
 
 54.3 
 
 93.5 
 
 26.8 
 
 22.2 
 
 17.5 
 
 15.3 
 
 11.7 
 
 11.7 
 
 8.9 
 
 16 
 17 
 
 60.4 
 53.5 
 
 47.7 
 42.3 
 
 29.4 
 26.1 
 
 29.6 
 20.9 
 
 19.5 
 17.3 
 
 15.4 
 13.7 
 
 13.4 
 
 10.8 
 
 10.2 
 9.1 
 
 7.8 
 6.9 
 
 11.9 
 
 9.1 
 
 18 
 
 41.7 
 
 37.7 
 
 29.8 
 
 18.6 
 
 15.4 
 
 12.2 
 
 10.6 
 
 8.1 
 
 8.1 
 
 6.2 
 
 19 
 
 47.8 
 
 33.9 
 
 20.9 
 
 16.7 
 
 18.9 
 
 10.9 
 
 9.5 
 
 7.3 
 
 7.3 
 
 5.5 
 
 20 
 21 
 
 98.6 
 35.0 
 
 30.6 
 27.7 
 
 18.8 
 17.1 
 
 15.1 
 18.7 
 
 12.5 
 
 9.9 
 
 8.6 
 
 7.8 
 
 6.6 
 6.0 
 
 6.6 
 6.0 
 
 5.0 
 4.5 
 
 11.8 
 
 8. 
 
 22 
 
 91.9 
 
 25.3 
 
 15.0 
 
 12.5 
 
 16.8 
 
 8.2 
 
 7.1 
 
 5.5 
 
 5.4 
 
 4.1 
 
 33 
 
 29.2 
 
 2S.1 
 
 14.2 
 
 11.4 
 
 M 
 
 7.5 
 
 6.5 
 
 5.6 
 
 5.0 
 
 3.8 
 
 94 
 
 20.8 
 
 21.2 
 
 13.1 
 
 10.5 
 
 8.7 
 
 6.9 
 
 6.0 
 
 4.0 
 
 4.6 
 
 3.5 
 
 25 
 
 26 
 
 24.7 
 22.9 
 
 19.0 
 18.1 
 
 12.1 
 
 9.7 
 
 8.0 
 7.4 
 
 6.8 
 
 5.8 
 
 6.5 
 5.1 
 
 4.2 
 3.9 
 
 4.2 
 3.9 
 
 3.2 
 3.0 
 
 11.1 
 
 8.9 
 
 27 
 
 21.2 
 
 1.8 
 
 10,3 
 
 8.3 
 
 0.9 
 
 5.* 
 
 4.7 
 
 8.0 
 
 3,6 
 
 2.7 
 
 28 
 
 19.7 
 
 15.6 
 
 9.0 
 
 7.7 
 
 6.4 
 
 5.0 
 
 4.4 
 
 9.4 
 
 3.3 
 
 2.6 
 
 29 
 
 18.4 
 
 14.5 
 
 9.0 
 
 7.2 
 
 5.9 
 
 4.7 
 
 4.1 
 
 8.1 
 
 3.1 
 
 2.4 
 
 30 
 
 17.2 
 
 13.6 
 
 8.4 
 
 6.7 
 
 5.6 
 
 4.4 
 
 3.8 
 
 2.9 
 
 2.9 
 
 2.2 
 
 For load of 200 Ibs. per square foot, divide the spacing- given br (2). 
 Maximum fibre strain, 16,000 Ibs. per square inch. 
 
 . - . . - - , - - . j 
 
 * 
 
f ACtffi Of CA*f!tl tTL HAMS Fit 
 LOAB OF 100 Lt$. Kfi SQiJARC FOOT 
 
 Proper Distance in Feet, euter to Center of Bttuoe. 
 
 1 Distance 
 1 tjetween 
 I Support* 
 in feet. 
 
 8"! 
 
 7" I 
 
 0"Z 
 
 "T 
 
 *' I 
 
 22 
 
 UM. 
 
 18 
 Ibs, 
 
 20 
 Ibs. 
 
 K^ 
 
 Ibs. 
 
 16 
 
 Jba. 
 
 13 
 Ibs. 
 
 13 
 Ibs, 
 
 10 
 Ibfi. 
 
 id 
 
 .Ibs, 
 
 7* 
 
 Ibe. 
 
 i 
 
 7t>. 
 
 61.6 
 
 60.6 
 
 47.0 
 
 40.7 
 
 *.4 
 
 26.8 
 
 1,2 
 
 16.5 
 
 12.6 
 
 
 
 53.2 
 
 42.8 
 
 42.1 
 
 84.7 
 
 28.8 
 
 $3.2 
 
 18.6 
 
 14.7 
 
 11.4 
 
 8.7 
 
 : 
 
 M.I 
 
 ey.y 
 
 28.7 
 
 81.4 
 84.1 
 19.0 
 
 S0.9 
 23.7 
 
 18.7 
 
 24.0 
 1.4 
 14.5 
 
 20.8 
 15.9 
 12.6 
 
 17.9 
 
 13,0 
 10.8 
 
 13.7 
 10.5 
 
 10.8 
 8.8 
 
 8.4 
 
 6.4 
 
 6.4 
 5.1 
 
 4.9 
 3.9 
 
 8.3 
 
 6.5 
 
 It 
 
 11 
 
 1M.-J 
 15.8 
 
 13,4 
 12.7 
 
 13.1 
 1S.5 
 
 11.8 
 9.9 
 
 14K 
 
 8.4 
 
 6.7 
 5.5 
 
 5.8 
 4.4 
 
 4.1 
 3.4 
 
 3.1 
 2.6 
 
 fttf 
 
 (>. 
 
 12 
 13 
 14 
 
 11.8 
 
 W.7 
 .l 
 
 10.5 
 
 8.2 
 
 7.1 
 
 6M 
 5.2 
 
 5.8 
 4.9 
 4.3 
 
 4.7 
 4.0 
 3.4 
 
 3.7 
 3.1 
 2.7 
 
 2.9 
 2.4 
 2.1 
 
 2.2 
 1.9 
 1.6 
 
 JB 
 
 7.7 
 
 7.0 
 6.0 
 
 9.8 
 
 7.9 
 
 13 
 
 .S 
 
 . 
 
 J.7 
 
 6.2 
 
 4 
 
 3.7 
 
 8.0 
 
 2.4 
 
 1.8 
 
 1.4 
 
 16 
 17 
 
 I* 
 
 44 
 
 ^0 
 5. 
 
 5.9 
 5.2 
 
 4J6 
 4.1 
 
 4JO 
 
 Ji 
 
 8.8 
 4 
 
 2.6 
 
 j 
 
 2.1 
 1.8 
 
 1.6 
 ..4 
 
 1.2 
 1.1 
 
 IS 
 
 tJ8 
 
 4^6 
 
 4.7 
 
 8^6 
 
 .l 
 
 2.6 
 
 &* 
 
 1.6 
 
 1.3 
 
 1.0 
 
 19 
 
 4 
 
 4.:; 
 
 4A 
 
 ft* 
 
 
 
 2JS 
 
 1.9 
 
 1.5 
 
 1.1 
 
 ; 
 
 20 
 21 
 22 
 
 
 44 
 44) 
 
 .* 
 *J> 
 8.2 
 
 *. 
 ^ 
 
 M 
 
 2.0 
 2.7 
 2.4 
 
 tf 
 2.8 
 .l 
 
 2.1 
 1.9 
 1.7 
 
 4^ 
 1-B 
 1.4 
 
 1.3 
 1.2 
 1.1 
 
 1.0 
 
 .... 
 
 
 
 j For load of 200 Ibe. per square foot, divide the spacing- given by (2). 
 Maximum ibre strain, 16,4)00 )bs. per square inab. 
 
 ^^ i j - 
 
 . 
 
DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE STEEL BEAMS FOR UNIFORM 
 LOAD OF 125 LBS. PER SQUARE fOOT. 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 Distance 
 between 
 Supports 
 in feet. 
 
 20"! 
 
 15" I 
 
 12 
 
 40 
 Ibs. 
 
 ' I 
 
 32 
 Ibs. 
 
 1O" I 
 
 9" I 
 
 80 
 Ibs. 
 
 64 
 Ibs. 
 
 50 
 Ibs. 
 
 41 
 Ibs. 
 
 33 
 Ibs. 
 
 26* 
 
 Ibs. 
 
 27 
 Ibs. 
 
 21 
 
 Ibs. 
 
 12 
 
 85.9 
 
 67.9 
 
 41.8 
 
 33.5 
 
 27.8 
 
 21.9 
 
 19.1 
 
 14.6 
 
 14.6 
 
 11.1 
 
 13 
 
 73.2 
 
 57.8 
 
 35.6 
 
 28.6 
 
 23.7 
 
 18,6 
 
 16.3 
 
 12.5 
 
 12.4 
 
 9.5 
 
 14 
 
 63.1 
 
 49.9 
 
 30.7 
 
 24.6 
 
 20.4 
 
 16.1 
 
 14.0 
 
 10.8 
 
 10.7 
 
 8.2 
 
 15 55.0 
 
 43.5 
 
 26.8 
 
 21.4 
 
 17.8 
 
 14.0 
 
 12.2 
 
 9.4 
 
 9.3 
 
 7.1 
 
 16 48.3 
 
 38.2 
 
 23.5 
 
 18.8 
 
 15.6 
 
 12.8 
 
 10.8 
 
 MMM 
 
 8.2! 8.2 
 
 ! 
 
 6.2 
 
 17 | 42.8 
 
 33.8 
 
 20.9 
 
 16.7 
 
 13.8 
 
 10.9 
 
 9.5 
 
 7.3 
 
 7.3 
 
 5.5 
 
 IS :J8.-2 
 
 30,2 
 
 18.6 
 
 14.9 
 
 12:4 
 
 9.8 
 
 8.5 
 
 6.5 
 
 6.5 
 
 4.9 
 
 19 
 
 34.2 
 
 27.1 
 
 16.7 
 
 18.4 
 
 lid 
 
 8.7 
 
 7.6 
 
 5.8 
 
 5.8 
 
 4.4 
 
 20 
 21 
 
 30.9 
 28.0 
 
 24.4 
 22.2 
 
 15.1 
 18.7 
 
 12.1 
 10.9 
 
 10.0 
 
 7.9 
 
 6.9 
 6.2 
 
 5.8 
 
 4.8 
 
 5.2 
 
 4.8 
 
 4.0 
 3.6 
 
 9JL 
 
 7.2 
 
 >> 
 
 25.5 
 
 20.2 
 
 12.5 
 
 10.0 
 
 8.8 
 
 6.6 
 
 5.7 
 
 4.4 
 
 4.3 
 
 8.3 
 
 28 
 
 23.4 
 
 18.5 11.4 
 
 9.1 
 
 7.6 
 
 6.0 
 
 6.1! 
 
 4.0 
 
 4.0 
 
 3.0* 
 
 24 
 
 21.4 
 
 17.0 10.6 
 
 .8.4 
 
 7.0 
 
 5.5 
 
 4.8 
 
 3.7 
 
 3.6 
 
 2.8 
 
 25 
 
 19.8 
 
 15.6J 9.6 
 
 |_ 
 
 7.7 
 
 6.4 
 
 5.0 
 
 4.4 
 
 3.4 
 
 8.4 
 
 2.6 
 
 26 
 
 18.8 
 
 14.5 
 
 8.9 
 
 7.1 
 
 .5.9 
 
 4.7 
 
 4.1 
 
 8.1 
 
 3.1 
 
 2.4 
 
 27 
 
 17.0 
 
 18.4 
 
 8.3 
 
 6.6 
 
 6.5 
 
 4.8 
 
 84 
 
 2.9 
 
 2.9 
 
 2.2 
 
 28 
 
 15.8 
 
 12.6 
 
 7.7 
 
 6.2 
 
 6.1 
 
 4.0 
 
 8.5 
 
 2.7 
 
 2.7 
 
 2.0 
 
 29 
 
 14.7 
 
 11.6 
 
 7.2 
 
 5.7 
 
 4.8 
 
 3.8 
 
 3.8 
 
 2.5 
 
 2.5 
 
 1.9 
 
 30 
 
 13.7 
 
 10.9 
 
 6.7 
 
 5.4 
 
 4.5 
 
 8.6 
 
 
 
 2.3 
 
 2.8 
 
 1.8 
 
 For load of 260 IDS. per square foot, divide the spacing given by (2). 
 Maximum fibre strain, 16,000 Ibs. per square inch. 
 
 
DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE STEEL BEAMS FOR UNIFORM 
 LOAff OF 125 IBS, PER SQUARE FOOT. 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 Distance 
 between 
 Supports 
 in feet. 
 
 8" I 
 
 7" I 6" I 5" I 
 
 4' 
 
 10 
 Ibs. 
 
 I 
 
 IK 
 Ibs. 
 
 22 18 
 Ibs. Ibs. 
 
 20 
 Ibs. 
 
 SS 
 
 37.6 
 
 16 
 Ibs. 
 
 13 
 Ibs. 
 
 13 
 Ibs. 
 
 10 
 Ibs. 
 
 :, 61.3 
 
 49.3 
 
 48.5 
 
 32.6 
 
 26.7 
 
 21.4 
 
 16.9 
 
 13.2 
 
 10.0 
 
 6 42.6 
 
 34.2 
 
 33.6 
 
 26.1 
 
 22.6 
 
 18.6 
 
 14.9 
 
 11.8 
 
 9.2 
 
 7.0 
 
 - ?'.= I 81.3 
 8 38.9 
 9 ; 19.0 
 
 25.1 
 19.2 
 15.2 
 
 24.7 
 18.9 
 15.0 
 
 19.2 
 14.7 
 11.6 
 
 16.6 
 12.7 
 10.1 
 
 18.6 
 10.4 
 
 8.2 
 
 10.9 
 
 8.4 
 
 "f 
 
 8.6 
 6.6 
 
 6.7 
 
 5.1 
 
 " 
 
 4.1 
 
 8.9 
 3.1 
 
 10 
 11 
 
 15.3 
 12.7 
 
 12.3 
 10.2 
 
 12.1 
 
 10.0 
 
 9.4 
 
 7.8 
 
 8.1 
 6.7 
 
 6.7 
 
 
 
 M 
 
 4.4 
 
 4.2 
 3.5 
 
 3.3 
 2.7 
 
 2.5 
 2.1 
 
 19 
 IS 
 
 10.6 
 9.1 
 
 8.C 
 7.2 
 
 8.4 
 
 6.6 
 
 5.7 
 
 4.8 
 
 4.6 
 4.0 
 
 3.7 
 
 8.2 
 
 2.9 
 2.5 
 
 2.3 
 
 2.0 
 
 1.8 
 1.5 
 
 7.2 
 
 5.6 
 
 14 
 
 7.8 
 
 6.3 
 
 6.2 
 
 4.8 
 
 4.2 
 
 3.4 
 
 2.7 
 
 2.2 
 
 1.7 
 
 1.3 
 
 15 
 16 
 
 6.8 
 6.0 
 
 , 6 
 
 4.8 
 
 M 
 
 4.7 
 
 4.2 
 8.7 
 
 3.6 
 3.2 
 
 3.0 
 2.6 
 
 2.4 
 2.1 
 
 1.9 
 1.7 
 
 1.5 
 1.3 
 
 1.1 
 1.0 
 
 17 
 
 5.3 
 
 4.3 
 
 4.2 
 
 3.8 
 
 2.8 
 
 2.8 
 
 1.9 
 
 1.5 
 
 1.1 
 
 
 
 18 
 
 4.7 
 
 3.8 
 
 3.8 
 
 2.9 
 
 2.5 
 
 2.1 
 
 1.7 
 
 1.3 
 
 1.0 
 
 ....... 
 
 19 
 *0 
 21 
 22 
 
 4,2 
 3.8 
 8.6 
 8.2 
 
 3.4 
 
 3.1 
 
 2.8 
 2.6 
 
 3.4 
 3.0 
 2.7 
 2.5 
 
 2.6 
 2.4 
 2.2 
 1.9 
 
 2.2 
 2.0 
 1.8 
 1.7 
 
 1.8 
 1.7 
 1.5 
 1.4 
 
 1.5 
 1.8 
 1.2 
 1.1 
 
 1.2 
 1.1 
 1.0 
 
 
 
 
 
 
 
 
 
 For load of 260 Ibs. per square foot, divide the spacing given by (2). 
 Maximum fibre strain, 16,000 Ibs. per square inch. 
 
 
 - 
 
QCAftMftN fMY MMf ANY. 
 
 SPACING OF CARNEGIE STEEL BEAMS FOR UNIFORM 
 LOAD OF 160 LiS. JER SQUARE FOOT. 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 Distance 
 between 
 Supports 
 
 20" I 
 
 15" I 
 
 12" I 10" I 
 
 0" X 
 
 60 
 
 Ibs. 
 
 64 
 Ibs. 
 
 60 
 Ibs. 
 
 41 
 
 Ibs. 
 
 40 
 Ibs. 
 
 82 
 
 Ibs. 
 
 33 
 Ibs. 
 
 S 
 
 27 
 Ibs. 
 
 & 
 
 1* 
 
 71.6 
 
 W.6 
 
 34.9 
 
 27.9 
 
 28.2 
 
 18.3 
 
 15.9 
 
 12.2 
 
 12.1 
 
 9.8 
 
 U 
 
 61.0 
 
 48.2 
 
 29.7 
 
 23.8 
 
 19.7 
 
 15.6 
 
 J3.6 
 
 10.4 
 
 10.8 
 
 7.9 
 
 14 
 
 52.6 
 
 41.6 
 
 25.6 
 
 20.5 
 
 17.0 
 
 18.4 
 
 11.7 
 
 9.0 
 
 8.9 
 
 6.8 
 
 15 
 
 45.6 
 
 86.2 
 
 22.8 
 
 17.9 
 
 14.8 
 
 11.7 
 
 10.2 
 
 SJB 
 
 7.8 
 
 5.9 
 
 16 
 17 
 
 4.S 
 95.7 
 
 81.8 
 
 28.2 
 
 19.6 
 17.4 
 
 16.7 
 13.9 
 
 13.0 
 11.5 
 
 10.S 
 9.1 
 
 9.0 
 
 6.9 
 
 6.8 
 6.0 
 
 
 
 5.2 
 f 
 
 4.6 
 
 7.9 
 
 6.1 
 
 IS 
 
 81.8 
 
 26.1 
 
 15.5 
 
 12.4 
 
 Ltt.8 
 
 6.1 
 
 7.1 
 
 5.4 
 
 5.4 
 
 4.1 
 
 19 
 
 28.5 
 
 22.6 
 
 18.9 
 
 11.1 
 
 *J 
 
 7.8 
 
 6.4 
 
 44) 
 
 4.8 
 
 8.7 
 
 20 
 21 
 
 25.8 
 28.4 
 
 20.4 
 16.5 
 
 12.6 
 11.4 
 
 14)4 
 9.1 
 
 .8 
 
 6.6 
 
 &.S 
 
 5.2 
 
 4.4 
 4.0 
 
 4.4 
 4.0 
 
 8.3 
 8.0 
 
 14 
 
 .o 
 
 22 
 
 21.3 
 
 16.8 
 
 10.4 
 
 8.3 
 
 6.9 
 
 5.5 
 
 4.7 
 
 3.7 
 
 8.6 
 
 2.7 
 
 23 
 
 J9.5 
 
 15.4 
 
 *.5 
 
 f.3 
 
 iM 
 
 o.O 
 
 4.8 
 
 8.8 
 
 8.3 
 
 2.5 
 
 24 
 
 17.9 
 
 14.1 
 
 M 
 
 7w 
 
 M 
 
 4.6 
 
 4.0 
 
 8.1 
 
 3.0 
 
 2.3 
 
 25 
 26 
 
 lti.5 
 16.8 
 
 18.0 
 12.1 
 
 M 
 
 6.4 
 
 4 
 
 A* 
 
 4.2 
 8.9 
 
 8.7 
 
 8.4 
 
 2.8 
 2.6 
 
 2.8 
 2.6 
 
 2.1 
 
 *.o 
 
 7.4 
 
 6.9 
 
 27 
 
 14.1 
 
 H.2 
 
 .* 
 
 &A 
 
 *J 
 
 *A 
 
 3.1 
 
 ii-4 
 
 2.4 
 
 1.8 
 
 28 
 
 18.1 
 
 1.4 
 
 6.4 
 
 5.1 
 
 M 
 
 8.4 
 
 2.9 
 
 2.2 
 
 2.2 
 
 1.7 
 
 29 
 
 14.8 
 
 .7 
 
 6.0 
 
 4.8 
 
 MUt 
 
 a.i 
 
 J 
 
 .1 
 
 2.1 
 
 1.6 
 
 30 
 
 11.4 
 
 8.1 
 
 5.6 
 
 4.5 
 
 M 
 
 4 
 
 2,5 
 
 2.0 
 
 1.9 
 
 1.5 
 
 For load of 300 Ite. per fiquace foot, divide the spacing give*, by (2;. 
 Maximum flbBB*t*ain, 16,000 las. per square ineb. 
 
 * J 
 
 
 : 
 
* bT 
 
 DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE STEEL BEAMS FOR UNIFORM 
 
 LOAD OF 150 
 
 Proper Distance iu 
 
 LBS. PER SQUARE FOOT. 
 
 Feet, Center to Center of Beams. 
 
 Distance 
 between 
 Supports 
 in feet. 
 
 8" I 7" 
 
 Z 6" Z 5" Z 4" 
 
 Z 
 
 22 ; is 
 
 Ibs. ; Ibs. 
 
 20 
 Ibs. 
 
 15^ 
 
 Ibs. 
 
 16 
 'Ibs. 
 
 13 
 
 Ibs. 
 
 13 
 Ibs. 
 
 10 
 Ibs. 
 
 10 
 Ibs. 
 
 7& 
 Ibs. 
 
 5 
 
 51.1 
 
 41.1 
 
 40.4 
 
 31.4 
 
 27.1 
 
 22.3 
 
 17.9, 14.1 
 
 11.0 
 
 8.4 
 
 6 
 
 85.5 
 
 28.5 
 
 28.0 
 
 21.8 
 
 18.9 
 
 15.5 
 
 12.4 
 
 9.8 
 
 7.6 
 
 5.8 
 
 9 
 
 26.1 
 20.0 
 15.8 
 
 21.0 
 16.0 
 12.7 
 
 20.6 16.0 
 16.8| 12.3 
 12.5 9.7 
 
 13.9 
 10.6 
 
 8.4 
 
 11.4 
 
 8.7 
 6.9 
 
 9.1 
 7.0 
 
 7.2 
 5.5 
 
 5.6 
 
 4.3 
 
 4.3 
 3.4 
 
 3.3 
 
 2.6 
 
 
 
 5.5 
 
 4.4 
 
 10 
 
 12.8 
 
 10.3 
 
 iO.l 
 
 7.8J 6.8| 5.6 4.5 
 
 3.5 
 
 2.8 
 
 2.1 
 
 11 
 
 10.6 
 
 8.5 8.3 
 
 6.5; JUT 4.6 
 
 3.7 
 
 2.9 
 
 2.3 
 
 1.7 
 
 12 
 
 8.9 
 
 7.1: 7.0 
 
 5.5 4.7 
 
 3.9 
 
 3.1 
 
 2.4 
 
 1.0 
 
 1.5 
 
 13 
 
 7.6 6.1J <U) 
 
 4.6 | 4.0 
 
 3.8 
 
 2.6 
 
 2.1 
 
 1.6 
 
 1.2 
 
 14 
 
 6.5 
 
 5.2 
 
 5.2 
 
 4.0 3.5 
 
 2.8 2.3 
 
 1.8 
 
 1.4 
 
 1.1 
 
 15 
 
 5.7 4.6 4.o 
 
 3.5 
 
 3.0 2.5 2.0 
 
 1.6 
 
 1.2 
 
 0.9 
 
 16 
 17 
 IS 
 
 19 
 20 
 21 
 
 22 
 
 5.0 
 4.4 
 3.9 
 
 3.5 
 3.2 
 2.9 
 2.7 
 
 4.0 
 3.6 
 3.2 
 
 2.8 
 2.6 
 2.8 
 2.1 
 
 3.9 
 3.5 
 
 3.1 
 2.7 
 
 2.7 
 2.8 
 
 2.2 
 1.9 
 
 1.7 
 1.5 
 
 1.4 
 1.2 
 
 1.1 
 1.0 
 
 
 
 2.8 
 
 u 
 
 
 2.1 
 
 *.*. 
 ... 
 
 1.8 
 
 1.6 
 
 1.9 
 1.7 
 1.5 
 1.4 
 
 1.5 
 1.4 
 1.8 
 1.1 
 
 1.2 
 1.1 
 1.0 
 
 1.0 
 
 
 
 
 
 
 
 
 For load of 300 Ibs. per square foot, divide the spacing given by (2). 
 Maximum fibre strain, 16,000 Ibs. per square inch. 
 
 
 
" 
 
 DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE STEEL BEAMS FOR UNIFORM 
 LOAD OF 176 LBS. PER SQUARE FOOT, 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 Distance 
 between 
 Supports 
 in feet. 
 
 20" I 
 
 15"! 
 
 12"! 
 
 10"! 
 
 9" I 
 
 80 
 Ibs. 
 
 64 
 Ibs. 
 
 50 
 Ibs. 
 
 41 
 
 Ibs. 
 
 40 
 Ibs. 
 
 32 
 Ibs. 
 
 33 
 Ibs. 
 
 Ibs! 
 
 27 
 Ibs. 
 
 21 
 
 Ibs. 
 
 12 
 
 61.3 
 
 48.5 
 
 29.9 
 
 23.9 
 
 19.8 
 
 15.7 
 
 13.7 
 
 10.5 
 
 10.4 
 
 7.9 
 
 13 
 
 52.3 
 
 41.3 
 
 25.5 
 
 20.4 
 
 16.9 
 
 18.3 
 
 11.6 
 
 8.9 
 
 8.9 
 
 6.8 
 
 14 
 
 45.0 
 
 35.6 
 
 22.0 
 
 17.6 
 
 14.6 
 
 11.5 
 
 10.0 
 
 7.7 
 
 7.6 
 
 6.8 
 
 15 
 
 39.8 
 
 31.0 
 
 19.1 
 
 15.8 
 
 12.7 
 
 10.0 
 
 8.7 
 
 6.7 
 
 6.7 
 
 5.1 
 
 Itt 
 
 34.5 
 
 27.8 
 
 16.8 
 
 18.5 
 
 11.2 
 
 8.8 
 
 7.7 
 
 
 
 5.9 
 
 
 
 5.9 
 
 4.5 
 
 17 
 
 30.6 
 
 24.2 
 
 14.9 
 
 11.9 
 
 9.9 
 
 7.8 
 
 it 
 
 5.2 
 
 M 
 
 3.9 
 
 18 
 19 
 
 27.8 
 24.5 
 
 21.6 
 19.3 
 
 13.8 
 11.9 
 
 10.6 
 9.5 
 
 8.8 
 7.9 
 
 7.0j 6.1 
 6.2J 6.4 
 
 4.7 
 4.2 
 
 4.6 
 4.1 
 
 8.5 
 3.2 
 
 20 
 21 
 
 22.1 
 20.0 
 
 17.5 
 15.8 
 
 10.8 
 9.8 
 
 8.6 
 
 7.8 
 
 7.1 
 
 5.6 
 
 4.9 
 4.5 
 
 3.8 
 3.4 
 
 3.7 
 3.4 
 
 2.9 
 2.6 
 
 6.5 
 
 5.1 
 
 as 18.2 
 
 14.4 
 
 8.9 
 
 7.1 
 
 5.9 
 
 4.7 
 
 4.1 
 
 3.1 
 
 3.1 
 
 2.3 
 
 28 | 16.7 
 
 18.2 
 
 8.2 
 
 6.5 
 
 5.4 
 
 :. 
 
 8.7 
 
 2.9 
 
 2.8 
 
 2.2 
 
 24 15.8 
 
 12.1 
 
 7.5 
 
 6.0 
 
 5.0 
 
 8.9 
 
 8.4 
 
 2.6 
 
 2.6 
 
 2.0 
 
 25 14.1 
 
 11.2 
 
 6.9 
 
 5.5 
 
 4.6 
 
 3.6 
 
 8.1 
 
 2.4 
 
 2.4 
 
 1.8 
 
 2(i ; 18.1 
 
 10.8 
 
 6.4 
 
 5.1 
 
 4.2 
 
 3.8 
 
 2.9 
 
 2.2 
 
 3.2 
 
 1.7 
 
 27 
 
 12.1 
 
 9.6 
 
 5.9 
 
 4.7 
 
 8.9 
 
 8.1 
 
 2.7 
 
 2.1 
 
 2.1 
 
 1.6 
 
 28 
 
 11.8 
 
 8.9 
 
 6.5 
 
 4.4 
 
 8.6 
 
 2.9 
 
 2.5 
 
 1.9 
 
 1.9 
 
 1.5 
 
 29 
 
 10.5 
 
 8.8 
 
 6.1 
 
 4.1 
 
 3.4 
 
 1.1 
 
 2.8 
 
 1.8 
 
 1.8 
 
 1.4 
 
 80 : 9.8 
 
 7.8 
 
 4.8* 8.8 
 
 8.2 
 
 2.5 
 
 2.2 
 
 1.7 1.7 
 
 1.3 
 
 For load of 350 Ibs. per square foot, divide tbe spacing sriven by (2). 
 Maxim-urn fibre strain, 16,000 Ibs. per square inch. 
 
 
DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE STEEL BEAMS FOR UNIFORM 
 LOAD OF 175 LBS. PER SQUARE FOOT. 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 Distance 
 between 
 Supports 
 in feet. 
 
 8" I 7" I 6" I 5" I 4" I 
 
 22 
 Ibs. 
 
 18 
 Ibs. 
 
 20 15]4 
 Ibs. Ibs. 
 
 1C 
 Ibs. 
 
 13 
 Ibs. 
 
 13 
 Ibs. 
 
 10 
 IbB. 
 
 10 
 Ibs. 
 
 754 
 
 Ibs. 
 
 5 
 
 43.8 
 
 85.2 
 
 34.6 
 
 26.9 
 
 23.3 
 
 19.1 
 
 15.3 
 
 12.1 
 
 9.4 
 
 7.2 
 
 6 
 
 30.4 
 
 24.4 
 
 24.0 18.7 
 
 16.2 
 
 13.3 
 
 10.6 
 
 8.4 
 
 6.5 
 
 5.0 
 
 7 
 
 22.3 
 
 18.0 
 
 17.7 13.7 
 
 11.9 
 
 9.7 
 
 7.8 
 
 6.2 
 
 4.8 
 
 3.7 
 
 8 
 i) 
 
 17.1 
 13.5 
 
 18.7 
 10.9 
 
 13.5 
 10.7 
 
 10.5 
 
 8.1 
 
 9.1 
 7.2 
 
 7.5 
 5.9 
 
 6.0 
 
 4.7 
 
 3.7 
 2.9 
 
 2,8 
 2.2 
 
 4.7 
 
 3.7 
 
 10 
 11 
 1- 
 18 
 
 10.9 
 9.0 
 7.6 
 6.5 
 
 8.8 
 7.3 
 6.1 
 5.2 
 
 8.7 
 7.1 
 6.0 
 
 6.7 
 5.6 
 
 5.8 
 
 4.8 
 
 3.8 
 3.2 
 ** 7 
 
 3.0 
 2.5 
 2.1 
 
 2.4 
 1.9 
 1.6 
 
 1.8 
 1.5 
 1.3 
 
 4.8 
 4.1 
 
 3.9 
 3.3 
 
 5.1 
 
 4.0 
 
 3.4 
 
 2.8 
 
 2.3 
 
 1.8 
 
 1.4 
 
 1.1 
 
 14 
 
 5.6 
 
 4.5 
 
 4.4 
 
 3.4 
 
 3.0 
 
 2.4 
 
 2.0 
 
 1.5 
 
 1.2 
 
 0.9 
 
 15 
 16 
 
 17 
 
 IS 
 
 If 
 
 20 
 21 
 22 
 
 4.9 
 4.3 
 
 3.8 
 3.4 
 
 3.0 
 2.7 
 2.5 
 2.3 
 
 3.9 
 3.4 
 3.0 
 2.7 
 
 2.4 
 2.2 
 2.0 
 1.8 
 
 3.8 
 3.4 
 3.0 
 2.7 
 
 2.4 
 2.2 
 2.0 
 1.8 
 
 3.0 
 2.6 
 2.3 
 2.1 
 
 1.9 
 1.7 
 1.5 
 1.4 
 
 2.6 
 2.3 
 2.0 
 
 1.8 
 
 1.6 
 1.5 
 1.3 
 1.2 
 
 2.1 
 1.9 
 1.7 
 1.5 
 
 1.3 
 1.2 
 1.1 
 1.0 
 
 1.7 
 1.5 
 1.3 
 1.2 
 
 1.1 
 1.0 
 
 1.3 
 1.2 
 1.0 
 
 1.0 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 For load of 350 Ibs. per square foot, divide the spacing griven by (2). 
 Maximum fibre strain, 16,000 Ibs. per square inch. 
 
 u 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 132 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 -2V- 
 
 :NO.S 
 
 to GOlbs. 
 
 1% to 45 Ibs. 
 
 01 
 
 133 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 1-6 '0 01 91 '0 
 
 134 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 ^ 
 
 No.13 
 
 7to91bB, 
 
 JKr* 
 
 I! 
 
 
 .-.8- 
 
 Wo.12 
 
 8 to 10 Ibs. 
 
 ..X 
 
 135 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 
 ^_ -^ 
 
 1 
 
 No.25 
 
 3 
 & 
 
 40 to 60 ll>s. w 
 
 3 
 
 
 
 
 
 ^ 1" 
 
 ao 
 
 a. 
 
 No.27 
 
 i 2' 
 
 136 
 
K >-. ; 
 
 ! , v AH. J 
 
 DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 
 No.28 
 
 80 to 50 Ibs. 
 
 * 
 
 No.29 
 
 16 Ibs. 
 
 No.30 
 
 17)6 to 30 Ibs. 
 
 PW. 
 Uc 
 
 J 
 
 ^/yi 
 
 ssfo<nsos'o 
 
 -TOT' 
 
 137 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 *?^ 
 
 2 
 
 raroo* 965-0 
 
 fl\ 
 
 3 
 
 an 
 
 i ! 
 
 |2 
 
 H 
 
 2 
 
 l| 
 
 si 
 
 -1 
 
 esrli^goE^o" 
 
 "8" 
 
 s >' ? 
 
 ^O. 
 
 .1 ' 
 
 "j* 1 
 
 JUi.^., 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 a. 
 
 ^PPSaA LL 
 
 iff I \lc 
 
 OF* 
 
DEARBORN FOUNDRY COMPANY, 
 
 Carnegie Iron Sections. 
 
 ANCLES WITH EQUAL LEGS. 
 
 No.50 
 
 9.5 to 19.5 Ibs. , 
 
 140 
 
No.65 
 
 13.9 to 26.4 Ibs 
 
 DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 ANGLES WITH UNEQUAL LEGS 
 
 141 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 No. 80 
 
 19.2 to 39.2 Ibs. 
 
 SQUARE ROOT 
 ANCLES . 
 
 No. 86 
 
 No. 8 9 5.4to9.81bB, 
 
 2.7 to 4.2 Ibs. 
 
 ?' No.98 s 
 
 0.8tol.21bs.^ 
 
 N No. 94 *2&s* 
 
 Vv o.gibs.v-v**^^ 
 
 (New) 
 
 143 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 No.95 
 
 10.2 to 12.2 Ibs. / 
 
 /A 
 
 COVER ANCLES. 
 
 OBTUSE ANGLE 
 
 No.9S 
 
 No. 100 
 
 10 Ibs. 
 
 STAR IRON 
 
 No.101 
 
 No.105 
 
 2.3 Ibe. 
 
 143 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 T IRON 
 
 144 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 10 
 
 145 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 No. 145 
 
 13.8 Ibs. 
 
 If o.l 49 
 
 11 K Ibs. 
 
 No.148 
 
 lfo.150 
 
 Xo.lol 
 
 12 X Ibs. 
 
 *it An 
 
 No.152 
 
 11V Ibs. 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 No.158 
 
 10 tf Ibs. 
 
 r> ' 
 
 _-_3___ .__,! 
 
 No. 154 
 
 7.6 Ibs. 
 
 > o.l 55 
 
 No.158 
 
 ribs. 
 
 4% 
 
 < a_ 
 
 No. 160 
 
 6^ Ibs. !* 
 
 147 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 No.163 
 
 5.4 Ibs. 
 
 /It 
 
 Ifo.l?8 I] \ x 
 
 2.9 Ibs. U if 
 56 
 
 IV o.l 74 p|j< 
 1.7 Ibs. 
 
 3 Ibs. 
 
 ,..-, 
 -->- 
 No.179 ifj^r 
 1.25 Ibs. 
 
 t y* 
 
 1.9 Ibs. i 
 
 No. 175-^!^ 
 1.911)8. 
 
 _JJt_, 
 
 No, 1^ 
 
 1.1 Ibs. 
 
 X33 
 
 No.irs^ 
 
 0.75 Ibs. 
 
 148 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 ADDITIONAL SHAPES, 
 
 j * SJH ' 
 
 No.88 
 
 16to301bs. t , 
 (New) 
 
 No.86 ^ UXo.iaUteowrf 
 3^ to 14 Ibs. 
 (New] 
 
 , j H ._^ 
 
DEARBORN FOUNDRY COMPANY. 
 
 SAFE LOADS UNIFORMLY DISTRIBUTED FOR 
 CARNEGIE IRON BEAMS. 
 
 IN TONS OF 2,000 LBS. 
 
 Distance between 
 Suppoiti in feet. 
 
 15"X 
 
 12"! 
 
 10K" I 
 
 10" I 
 
 9" I 
 
 80 
 Ibs. 
 
 60 
 Ibs. 
 
 50 
 Ibs. 
 
 Ibs? 
 
 Ibs. 
 
 40 
 Ibs. 
 
 31)6 
 Ibs. 
 
 36 
 Ibs. 
 
 30 
 Ibs. 
 
 45 
 Ibs. 
 
 Ibs! 
 
 28)623)6 
 lbs.lbs. 
 
 12 
 33 
 14 
 15 
 
 10 
 
 36.17 
 33.39 
 31.00 
 28.93 
 27.13 
 
 27.80 
 25.66 
 23.83 
 22.25 
 20.85 
 
 23.23 
 21.45 
 19.91 
 18.59 
 17.43 
 
 19.37 
 17.88 
 16.60 
 15.49 
 14.52 
 
 15.27 
 14.09 
 13.09 
 12.21 
 11.45 
 
 12.80 
 11.81 
 10.97 
 10.24 
 
 9.60 
 
 10.47 
 9.66 
 8.97 
 8.37 
 
 11.37 
 10.50 
 
 9.75 
 9.10 
 
 8.53 
 
 9.72 
 8.97 
 
 8. as 
 
 7.78 
 7.29 
 
 12.85 
 11.86 
 11.01 
 10.28 
 9.64 
 
 11.12 
 10.26 
 9.53 
 8.90 
 8.34 
 
 8.16 
 
 -.., 
 ,. 
 
 6.53 
 6.13 
 
 6.83 
 6.31 
 5.86 
 5.47 
 5.13 
 
 17 
 
 25.53 
 
 19.63 
 
 16.40 
 
 13.67 
 
 10.78 
 
 9.04 
 
 7.39 
 
 8.03 
 
 6.86 
 
 9.07 
 
 7.85 
 
 5.77 
 
 4.82 
 
 18 
 19 
 
 24.11 
 
 22.84 
 
 18.53 
 17.56 
 
 15.49 
 14.67 
 
 12.91 
 12.23 
 
 10.18 
 9.64 
 
 8.53 
 8.08 
 
 6.98 
 6.61 
 
 7.58 
 7.18 
 
 6.48 
 6.14 
 
 8.57 
 
 7.41 
 
 5.44 
 
 4.56 
 
 8.12 
 
 7.02 
 
 5.16 
 
 4.32 
 
 20 
 
 21.70 
 
 16.68 
 
 13.94 
 
 11.62 
 
 9.16 
 
 7.68 
 
 6.28 
 
 6.83 
 
 5.83 
 
 7.71 
 
 6.67 
 
 4.90 
 
 4.10 
 
 21 
 22 
 
 20.67 
 19.73 
 
 15.89 
 15.17 
 
 13.28 
 12.67 
 
 11.07 
 10.56 
 
 8.72 
 8.33 
 
 7.31 
 
 5.98 
 
 6.50 
 6.20 
 
 5.56 
 5.30 
 
 7.34 
 7.01 
 
 6.36 
 6.07 
 
 4.67 
 4.45 
 
 3.90 
 3.73 
 
 6.98 
 
 5.71 
 
 23 
 
 18.'87 
 
 14.51 
 
 12.12 
 
 10.10 
 
 7.97 
 
 6.68 
 
 5.46 
 
 5.93 
 
 5.07 
 
 6.70 
 
 5.80 
 
 4.26 
 
 3.57 
 
 24 
 
 18.08 
 
 13.90 
 
 11.62 
 
 9.68 
 
 7.63 
 
 6.40 
 
 5.23 
 
 5.69 
 
 4.86 
 
 6.42 
 
 5.56 
 
 4.083.42 
 
 1 
 
 25 
 26 
 
 17.36 
 16.69 
 
 13.34 
 
 12.83 
 
 11.15 
 
 10.72 
 
 9.30 
 8.94 
 
 7.33 
 7.05 
 
 6.14 
 5.91 
 
 5.02 
 4.83 
 
 5.46 
 5.25 
 
 4.67 
 4.49 
 
 6.17 
 5.93 
 
 5.33 
 5.13 
 
 3.92,3.28 
 3.773.15 
 
 27 
 
 16.07 
 
 12.35 
 
 10.33 
 
 .61 
 
 6.79 
 
 5.69 
 
 4.65 
 
 5.06 
 
 4.32 
 
 5.71 
 
 4.94 
 
 3.633.04 
 
 28 
 
 15.50 
 
 11.91 
 
 9.96 
 
 8.30 
 
 6.54 
 
 5.49 
 
 4.49 
 
 4.88 
 
 4.17 
 
 5.51 
 
 4.77 
 
 3.502.93 
 
 29 
 
 14.96 
 
 11.50 
 
 9.61 
 
 8.01 
 
 6.32 
 
 5.30 
 
 4.33 
 
 4.71 
 
 4.02 
 
 5.32 
 
 4.60 
 
 3.38,2.83 
 
 30 
 
 14.47 
 
 11.12 
 
 9.29 
 
 7.75 
 
 6.11 
 
 5.12 
 
 4.19 
 
 4.55 
 
 3.89 
 
 5.14 
 
 4.45 
 
 3.272.73 
 
 Safe loads given, include weight of beam. Maximum fibre strain, 
 12,000 Ibs. per square inch. 
 
 j k 
 
 150 
 
DEARBORN FOUNDRY COMPANY. 
 
 SAFE LOADS UNIFORMLY DISTRIBUTED FOR 
 CARNEGIE IRON BEAMS. 
 
 IN TONS OF 2,000 LBS. 
 
 If 
 
 8" I 
 
 7" I 
 
 6"! 
 
 5" I 
 
 4" 
 
 3"! 
 
 35 
 Ibs. 
 
 27 
 Ibs. 
 
 S 
 
 22 
 Ibs. 
 
 18 
 Ibs. 
 
 16 
 
 Ibs. 
 
 as 
 
 12 
 Ibs. 
 
 10 
 Ibs. 
 
 7 
 Ibs. 
 
 9 
 Ibs. 
 
 fit 
 
 5 
 
 22.40 
 
 16.51 
 
 13.23 
 
 11.85 
 
 10.11 
 
 7.74 
 
 6.51 
 
 4.60 
 
 4.00 
 
 2.28 
 
 1.89 
 
 1.34 
 
 6 
 
 7 
 8 
 
 18.67 
 16.00 
 14.00 
 
 13.76 
 11.79 
 10.32 
 
 11.03 
 9.45 
 8.27 
 
 9.88 
 8.47 
 7.41 
 
 8.43 
 7.22 
 6.52 
 
 6.45 
 5.53 
 4.84 
 
 5.43 
 4.65 
 4.07 
 
 3.833.33 
 
 3.292.86 
 2.88'2.50 
 
 1.90 
 1.63 
 1.43 
 
 1.58 
 
 1.12 
 
 1.35 
 
 1.18 
 
 0.96 
 0.84 
 
 9 
 
 12.44 
 
 9.17 
 
 7.35 
 
 6.58 
 
 5.62 
 
 4.30 
 
 3.62 
 
 2.56 
 
 2.22 
 
 ~ 
 
 1.05 
 
 0.74 
 
 10 
 
 11.20 
 
 8.26 
 
 6.62 
 
 5.93 
 
 5.06 
 
 3.87 
 
 3.26 
 
 2.30 
 
 2.00 
 
 1.14 
 
 0.95 
 
 0.67 
 
 11 
 
 10.18 
 
 7.50 
 
 6.01 
 
 5.39 
 
 4.60 
 
 3.52 
 
 2.96 
 
 2.09 
 
 ~ 
 
 1.04 
 
 0.86 
 
 0.61 
 
 12 
 13 
 
 9.33 
 8.62 
 
 6.88 
 6.35 
 
 5.51 
 5.09 
 
 4.94 
 4.56 
 
 4.21 
 3.89 
 
 3.22 
 
 2.71 
 
 1.92 
 1.77 
 
 1.67 
 1.54 
 
 0.95 
 0.88 
 
 0.79 
 0.73 
 
 0.56 
 0.52 
 
 2.98 
 
 2.50 
 
 14 
 15 
 
 8.00 
 7.47 
 
 5.90 
 5.50 
 
 4.73 
 4.41 
 
 4.23 
 
 3.61 
 
 2.76 
 2.58 
 
 2.33 
 2.17 
 
 1.64 
 1.53 
 
 1.43 
 1.33 
 
 0.76 
 
 0.68 
 0.63 
 
 0.48 
 0.45 
 
 3.95 
 
 3.37 
 
 16 
 17 
 
 7.00 
 
 5.16 
 
 4.13 
 
 3.70 
 3.49 
 
 3.16 
 
 2.97 
 
 2.42 
 
 2.28 
 
 2.03 
 1.91 
 
 1.44 
 1.35 
 
 1.250.71 
 1.180.67 
 
 0.59 
 0.56 
 
 0.42 
 0.39 
 
 6.59 
 
 4.86 
 
 3.89 
 
 18 
 19 
 
 6.22 
 5.90 
 
 4.59 
 4.34 
 
 3.68 
 3.48 
 
 3.29 
 3.12 
 
 2.81 
 2.66 
 
 2.15 
 2.04 
 
 1.81 
 1.71 
 
 1.281.11 
 1.211.05 
 
 0.03 
 0.60 
 
 0.53 
 0.50 
 
 0.37 
 0.35 
 
 20 
 
 5.60 
 
 4.13 
 
 3.31 
 
 2.96 
 
 2.53 
 
 1.94 
 
 1.63 
 
 1.151.00 
 
 0.57 
 
 0.47 
 
 0.34 
 
 21 
 
 5.33 
 
 3.93 
 
 3.15 
 
 2.82 
 
 2.41 
 
 1.84 
 
 1.55 
 
 1.10 
 
 0.95 
 
 0.54 
 
 0.45 
 
 0.32 
 
 Safe loads given, include weight of bean. Maximum fibre strain, 
 12,000 Ibs. per square inch. 
 
 r.i 
 
.DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE IRON BEAMS FOR UNIFORM 
 LOAD OF 100 IBS. PER SQUARE FOOT, 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 1 
 
 15"! 
 
 12"! 
 
 1054"! 
 
 10"! 
 
 9"! 
 
 80 
 Ibs. 
 
 60 
 Ibs. 
 
 50 
 Ibs. 
 
 SS* 
 
 Ibs. 
 
 42 
 
 Ibs. 
 
 40 
 Ibs. 
 
 iO 
 
 31 J6 
 Ibs 
 
 17~4 
 
 36 
 Ibs 
 
 30 
 
 Ibs. 
 
 45 
 
 Ibs 
 
 38y 2 
 
 Ibs 
 isTs 
 
 28 J 
 Ibs 
 
 23)2 
 Ibs. 
 
 11.4 
 
 12 
 
 60.3 
 
 46.3 
 
 38.7 
 
 32.3 
 
 25.4 
 
 19.0 
 
 16.2 
 
 21.4 
 
 13.6 
 
 13 
 
 51.4 
 
 39.5 
 
 33.0 
 
 27.6 
 
 21.7 
 
 18.2 
 
 14.9 
 
 16.2 
 
 13.9 
 
 18.2 
 
 15.8 
 
 11.6 
 
 9.7 
 
 14 
 
 44.3 
 
 34.0 
 
 28.5 
 
 23.7 
 
 18.7 
 
 15.7 
 
 12.8 
 
 13.9 
 
 11.9 
 
 15.7 
 
 13.6 
 
 10.0 
 
 8.4 
 
 15 
 
 38.6 
 
 29.7 
 
 24.8 
 
 20.7 
 
 16.3 
 
 13.6 
 
 11.2 
 
 12.1 
 
 10.4 
 
 13.7 
 
 11.8 
 
 8.7 
 
 7.3 
 
 1C 
 
 as. 9 
 
 26.1 
 
 21.8 
 
 18.2 
 
 14.3 
 
 12.0 
 
 9.8 
 
 10.7 
 
 9.1 
 
 12.0 
 
 10.4 
 
 7.7 
 
 6.4 
 
 17 
 
 30.0 
 
 23.1 
 
 19.3 
 
 16.1 
 
 12.7 
 
 10.6 
 
 8.7 
 
 9.4 
 
 8.1 
 
 10.7 
 
 9.2 
 
 6.8 
 
 5.7 
 
 18 
 19 
 
 26.8 
 24.0 
 
 20.6 
 18.5 
 
 17.2 
 15.4 
 
 14.3 
 12.9 
 
 11.3 
 10.2 
 
 9.5 
 8.5 
 
 7.8 
 7.0 
 
 8.4 
 
 7.6 
 
 7.2 
 6.5 
 
 9.5 
 
 8.2 
 
 6.0 
 
 5.1 
 
 8.5 
 
 7.4 
 
 5.4 
 
 4.5 
 
 20 
 
 21.7 
 
 16.7 
 
 13.9 
 
 11.6 
 
 9.2 
 
 7.7 
 
 6.3 
 
 6.8 
 
 5.8 
 
 7.7 
 
 6.7 
 
 4.9 
 
 4.1 
 
 21 
 
 19.7 
 
 15.1 
 
 12.6 
 
 10.5 
 
 8.3 
 
 7.0 
 
 5.7 
 
 T2 
 
 5.3 
 
 7.0 
 
 6.1 
 
 4.4 
 
 3.7 
 
 22 
 
 17.9 
 
 13.8 
 
 11.5 
 
 9.6 
 
 7.6 
 
 6.3 
 
 5.2 
 
 5.6 
 
 4.8 
 
 6.4 
 
 5.5 
 
 4.1 
 
 3.4 
 
 23 
 
 16.4 
 
 12.6 
 
 10.5 
 
 8.8 
 
 6.9 
 
 5.8 
 
 4.7 
 
 5.2 
 
 4.4 
 
 5.8 
 
 5.0 
 
 3.7 
 
 3.1 
 
 24 
 25 
 
 15.1 
 13.9 
 
 11.6 
 10.7 
 
 9.7 
 8.9 
 
 8.1 
 
 6.4 
 
 5.3 
 4.9 
 
 4.4 
 
 4.0 
 
 4.7 
 4.4 
 
 4.0 
 3.7 
 
 5.4 
 
 4.9 
 
 4.6 
 4.3 
 
 3.4 
 3.1 
 
 2.8 
 2.6 
 
 7.4 
 
 5.9 
 
 26 
 
 12.8 
 
 9.9 
 
 8.2 
 
 6.9 
 
 5.4 
 
 4.5 
 
 3.7 
 
 4.0 
 
 3.5 
 
 4.6 
 
 3.9 
 
 2.9 
 
 2.4 
 
 27 
 
 11.9 
 
 9.2 
 
 7.6 
 
 6.4 
 
 5.0 
 
 4.2 
 
 3.4 
 
 3.7 
 
 3.2 
 
 4.2 
 
 3.7 
 
 2.7 
 
 2.2 
 
 28 
 
 U.I 
 
 8.5 
 
 7.1 
 
 5.9 
 
 4.7 
 
 3.9 
 
 3.2 
 
 3.5 
 
 3.0 
 
 3.9 
 
 3.4 
 
 2.5 
 
 2.1 
 
 29 
 
 10.3 
 
 7.9 
 
 6.6 
 
 5.5 
 
 4.4 
 
 3.7 
 
 3.0 
 
 3.2 
 
 2.8 
 
 3.7 
 
 3.2 
 
 2.3 
 
 2.0 
 
 
 
 9.6 
 
 7.4 
 
 6.2 
 
 5.2 
 
 4.1 
 
 3.4 
 
 2.8 
 
 3.0 
 
 2.6 
 
 3.4 
 
 3.0 
 
 2.2 
 
 1.8 
 
 For load of 200 Ibs. per square foot, divide the spacing given by 2. 
 Maximum fibre strain, 12,000 Ibs. per square inch. 
 
 ^HMHk^ 
 
DEARBORN FOUNDRY COM 
 
 SPACING OF CARNEGIE IRON BEAMS FOR UNIFORM 
 LOAD OF 100 IBS. PER SQUARE FOOT. 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 B ^ 
 
 && 
 
 8"! 
 
 7" I 
 
 6" I 
 
 5"! 
 
 4" 
 
 3"! 
 
 35 
 Ibs. 
 
 27 
 Ibs. 
 
 s* 
 
 Ibs. 
 
 22 
 Ibs. 
 
 18 
 Ibs. 
 
 16 
 Ibs. 
 
 13^ 
 Ibs. 
 
 12 
 Ibs. 
 
 10 
 Ibs. 
 
 7 
 Ibs. 
 
 9.1 
 
 9 
 Ibs. 
 
 5Y 2 
 Ibs. 
 
 5.4 
 
 5 
 
 89.6 
 
 66.0 
 
 52.9 
 
 47.4 
 
 40.4 
 
 31.0 
 
 26.0 
 
 18.4 
 
 16.0 
 
 7.6 
 
 G 
 
 62.2 
 
 45.9 
 
 36.7 
 
 32.9 
 
 28.1 
 
 21.5 
 
 18.1 
 
 12.8 
 
 11.1 
 
 6.3 
 
 5.3 
 
 3.7 
 
 7 
 
 45.7 
 
 33.7 
 
 27.0 
 
 24.2 
 
 20.6 
 
 15.8 
 
 13.3 
 
 9.4 
 
 8.2 
 
 4.7 
 
 3.9 
 
 2.7 
 
 8 
 
 35.0 
 
 25.8 
 
 20.7 
 
 18.5 
 
 15.8 
 
 12.1 
 
 10.2 
 
 7.2 
 
 6.3 
 
 3.6 
 
 3.0 
 
 2.1 
 
 9 
 
 27.7 
 
 20.4 
 
 16.3 
 
 14.6 
 
 12.5 
 
 9.6 
 
 8.0 
 
 5.7 
 
 4.9 
 
 2.8 
 
 2.3 
 
 1.7 
 
 10 
 11 
 
 22.4 
 18.5 
 
 16.5 
 13.6 
 
 13.2 
 10.9 
 
 11.9 
 
 9.8 
 
 10.1 
 8.4 
 
 7.7 
 6.4 
 
 6.5 
 5.4 
 
 4.6 
 
 4.0 
 
 2.3 
 
 1.9 
 
 1.9 
 1.6 
 
 1.3 
 1.1 
 
 3.8 
 
 3.3 
 
 12 
 13 
 
 15.6 
 13.3 
 
 11.5 
 9.8 
 
 9.2 
 7.8 
 
 8.2 
 
 7.0 
 
 7.0 
 6.0 
 
 5.4 
 
 4.5 
 
 3.2 
 2.7 
 
 2.8 
 2.4 
 
 1.6 
 1.3 
 
 1.3 
 1.1 
 
 0.9 
 
 4.6 
 
 3.9 
 
 14 
 
 15 
 16 
 17 
 18 
 
 19 
 20 
 21 
 22 
 
 11.4 
 
 10.0 
 8.8 
 
 a* 
 
 7.8 
 
 G.9 
 
 6.2 
 5.6 
 5.1 
 
 4.6 
 
 8.4 
 
 7.3 
 6.4 
 
 mm^^m 
 
 5.7 
 5.1 
 
 4.6 
 4.1 
 3.7 
 
 3.4 
 
 6.8 
 
 5.9 
 
 5.2 
 
 
 4.6 
 
 4.1 
 
 3.7 
 3.3 
 3.0 
 2.7 
 
 G.O 
 
 5.2 
 
 3.9 
 
 3.4 
 3.0 
 2.7 
 2.4 
 
 2.1 
 1.9 
 1.8 
 1.6 
 
 3.3 
 
 2.9 
 2.5 
 2.3 
 2.0 
 
 1.8 
 1.6 
 1.5 
 1.3 
 
 2.3 
 
 2.0 
 1.8 
 1.6 
 1.4 
 
 1.3 
 1.2 
 1.0 
 
 2.0 
 
 1.8 
 1.6 
 1.4 
 1.2 
 
 1.1 
 1.0 
 
 1.2 
 1.0 
 
 1.0 
 
 
 5.3 
 4.6 
 4.1 
 3.7 
 
 3.3 
 3.0 
 2.7 
 
 2.4 
 
 4.5 
 3.9 
 3.5 
 3.1 
 
 2.8 
 2.5 
 2.3 
 2.1 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 | 
 
 
 
 
 For load of 200 Ibs. per square foot, divide the spacing given by 2. 
 Maximum fibre strain, 12,000 Ibs. per square inch. 
 
 153 
 

 DEARBORN 
 
 FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE IRON BEAMS FOR UNIFORM 
 
 LOAD OF 125 IBS. PER SQUARE FOOT. 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 1 
 
 15"! 
 
 12" I 
 
 lO 1 /*"! 
 
 10"! 
 
 9"Z 
 
 80 
 Ibs. 
 
 60 
 Ibs. 
 
 50 
 Ibs. 
 
 56^ 
 Ibs. 
 
 42 
 Ibs. 
 
 40 
 Ibs. 
 
 31% 
 Ibs. 
 
 36 
 Ibs. 
 
 30 
 Ibs. 
 
 45 
 
 Ibs. 
 
 KIRK 
 
 23% 
 Ibs. 
 
 ~97l 
 
 12 
 
 48.2 
 
 27.0 
 
 31.0 
 
 25.8 
 
 20.3 
 
 17.013.9 
 
 15.2 
 
 13.017.1 
 
 14.8 
 
 10.9 
 
 13 
 14 
 
 15 
 
 41.1 
 35.4 
 80.9 
 
 31.6 
 27.2 
 23.7 
 
 26.4 
 22.8 
 19.8 
 
 22.0 
 19.0 
 16.5 
 
 17.3 
 15.0 
 13.0 
 
 14.611.9 
 12.510.3 
 
 12.9 
 11 1 
 
 11.114.6 
 9.5 12.fi 
 
 12.6 
 10 q 
 
 9.3 
 
 8 
 
 7.8 
 6.7 
 
 10.9 
 
 8.9 
 
 9.7 
 
 8.3 
 
 11.0 
 
 9.5 
 
 7.0 
 
 5.8 
 
 16 
 
 17 
 18 
 
 27.1 
 
 24.0 
 21.4 
 
 20.9 
 
 18.5 
 16.5 
 
 17.4 
 
 15.4 
 13.8 
 
 14.5 
 
 12.9 
 11.5 
 
 11.5 
 
 10.1 
 9.0 
 
 9.6 
 
 8.5 
 7.6 
 
 " 
 
 7.0 
 
 6.2 
 
 8.5 
 
 7.6 
 6.7 
 
 7.3 
 
 6.5 
 
 5.8 
 
 9.6 
 
 u 
 
 7.6 
 
 8.3 
 
 M 
 
 6.6 
 
 6.1 
 
 5.4 
 
 4.8 
 
 5.1 
 
 4.5 
 4.0 
 
 19 
 
 19.2 
 
 14.8 
 
 12.4 
 
 10.3 
 
 8.1 
 
 6.8 
 
 5.6 
 
 6.1 
 
 5.2 6.8 
 
 ~ 
 
 4.3 
 
 3.6 
 
 20 
 
 17.4 
 
 13.3 
 
 11.2 
 
 9.3 
 
 7.3 
 
 6.1 
 
 5.0 
 
 5.5 
 
 4.7| 6.2 
 
 5.3 
 
 3.9 
 
 3.3 
 
 21 
 
 15.7 
 
 12.1 
 
 10.1 
 
 8.4 
 
 6.6 
 
 5.6 
 
 ^ 
 
 4.6 
 
 
 
 5.0 
 
 ~ 
 
 5.6 
 
 4.8 
 
 3.6 
 
 3.0 
 
 22 
 
 14.3 
 
 11.0 
 
 9.2 
 
 7.7 
 
 6.1 
 
 5.1 
 
 4.2 
 
 4.5 
 
 3.9 
 
 5.1 
 
 4.4 
 
 3.2 
 
 2.7 
 
 23 
 
 13.1 
 
 10.1 
 
 8.4 
 
 7.0 
 
 5.5 
 
 4.6 
 
 3.8 
 
 4.1 
 
 3.5 
 
 4.7 
 
 4.0 
 
 3.0 
 
 2.5 
 
 24 
 25 
 
 12.1 
 11.1 
 
 9.3 
 8.5 
 
 7.7 
 7.1 
 
 6.4 
 
 5.1 
 
 4.3 
 3.9 
 
 3.5 
 3.2 
 
 3.8 
 3.5 
 
 3.2 
 3.0 
 
 4.3 
 3.9 
 
 3.7 
 8.4 
 
 2.7 
 2.5 
 
 2.3 
 2.1 
 
 5.9 
 
 4.7 
 
 26 
 
 10.3 
 
 7.9 
 
 6.6 
 
 5.5 
 
 4.3 
 
 3.6 
 
 3.0 
 
 3.2 
 
 2.8 
 
 3.6 
 
 3.2 
 
 2.3 
 
 1.9 
 
 27 
 
 9.5 
 
 7.3 
 
 6.1 
 
 5.1 
 
 4.0 
 
 3.4 
 
 2.8 
 
 3.0 
 
 2.6 
 
 3.4 
 
 2.9 
 
 2.2 
 
 1.8 
 
 28 
 
 8.9 
 
 6.8 
 
 5.7 
 
 4.7 
 
 3.7 
 
 3.1 
 
 2.6 
 
 2.8 
 
 2.4 
 
 3.1 
 
 2.7 
 
 2.0 
 
 1.7 
 
 29 
 
 8.3 
 
 6.3 
 
 5.3 
 
 - 4.4 
 
 3.5 
 
 2.9 
 
 2.4 
 
 2.6 
 
 2.2 
 
 2.9 
 
 2.5 
 
 1.9 
 
 1.6 
 
 30 
 
 7.7 
 
 5.9 
 
 5.0 
 
 4.1 
 
 . 
 
 3.3 
 
 2.7 
 
 2.2 
 
 2.4 
 
 2.1 
 
 2.7 
 
 2.4 
 
 1.7 
 
 1.5 
 
 For load of 250 Ibs. per square foot, divide the spacing given by 2. 
 Maximum fibre strain, 12,000 Ibs. per square inch. 
 
 1:4 
 
DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE IRON BEAMS FOR UNIFORM 
 LOAD OF 125 IBS. PER SQUARE FOOT. 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 Distance between 
 Supporte In feet. 
 
 8" I 7" I 
 
 6" I 
 
 5"! 
 
 4" 
 
 3" I 
 
 35 
 
 Ibs. 
 
 27 
 
 Ibs. 
 
 52.9 
 36.7 
 27.0 
 21.1 
 16.3 
 
 13.2 
 10.9 
 9.2 
 7.8 
 6.7 
 
 5.9 
 5.2 
 
 2V4 
 Ibs" 
 
 22 
 Ibs. 
 
 18 
 Ibs. 
 
 16 
 Ibs. 
 
 13^ 
 Ibs. 
 
 12 
 Ibs. 
 
 10 
 Ibs. 
 
 7 
 Ibs. 
 
 9 
 Ibs. 
 
 6.1 
 
 4.2 
 
 BB 
 
 3.1 
 2.4 
 
 1.9 
 
 1.5 
 1.2 
 1.1 
 0.9 
 
 BK 
 
 Ibs. 
 
 4.3 
 
 3.0 
 
 
 2.2 
 
 1.7 
 1.3 
 
 1.1 
 0.9 
 
 5 
 6 
 
 7 
 8 
 9 
 
 10 
 11 
 12 
 13 
 14 
 
 15 
 1C 
 17 
 
 18 
 19 
 
 20 
 21 
 22 
 
 71.8 
 49.8 
 36.6 
 28.0 
 
 22.1 
 
 17.9 
 14.8 
 12.4 
 10.6 
 9.1 
 
 8.0 
 7.0 
 
 42.4 
 29.4 
 21.6 
 16.5 
 13.1 
 
 10.6 
 8.7 
 7.4 
 6.3 
 
 5.4 
 
 4.7 
 4.1 
 
 38.0 
 26.3 
 19.3 
 14.8 
 11.7 
 
 9.5 
 7.8 
 6.6 
 5.6 
 4.8 
 
 32.4 
 22.5 
 
 16.5 
 12.6 
 10.0 
 
 8.1 
 6.7 
 5.6 
 4.8 
 4.1 
 
 24.8 
 17.2 
 12.6 
 9.7 
 7.6 
 
 6.2 
 5.1 
 4.3 
 
 20.9 
 14.5 
 10.6 
 8.1 
 6.4 
 
 5.2 
 4.3 
 3.6 
 
 14.7 
 10.2 
 7.5 
 5.8 
 4.5 
 
 3.7 
 
 12.8 
 8.9 
 6.5 
 5.0 
 4.0 
 
 3.2 
 
 7.3 
 5.1 
 3.7 
 2.9 
 2.3 
 
 1.8 
 1.5 
 1.3 
 1.1 
 0.9 
 
 3.0 
 2.6 
 2.2 
 1.9 
 
 1.6 
 1.4 
 1.3 
 1.1 
 1.0 
 
 2.6 
 2.2 
 1.9 
 1.6 
 
 1.4 
 1.3 
 1.1 
 1.0 
 
 3.7 
 3.2 
 
 2.8 
 2.4 
 2.1 
 1.9 
 1.7 
 
 1.5 
 1.4 
 1.3 
 
 3.1 
 
 2.7 
 
 2.3 
 2.0 
 1.8 
 1.6 
 1.4 
 
 1.3 
 1.2 
 1.1 
 
 
 
 4.2 
 3.7 
 3.3 
 
 2.9 
 
 2.6 
 
 2.4 
 2.2 
 2.0 
 
 3.6 
 3.2 
 2.8 
 2.5 
 2.2 
 
 2.0 
 1.8 
 1.7 
 
 
 
 
 
 
 6.2 
 5,5 
 5.0 
 
 4.5 
 4.1 
 3.7 
 
 4.6 
 4.1 
 3.7 
 
 3.3 
 3.0 
 
 2.7 
 
 3.7 
 3.3 
 2.9 
 
 2.6 
 2.4 
 2.2 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 For load of 250 Ibs. per square foot, divide the spacing given by 2. 
 Maximum fibre strain, 12,000 Ibs. per square inch. 
 
 
DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE IRON BEAMS FOR UNIFORM 
 LOAD OF 150 IBS. PER SQUARE FOOT. 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 P 
 
 J.2 
 
 g S 
 
 15"! 
 
 12"! 
 
 iw-i 
 
 10"! 
 
 9"! 
 
 If 
 
 80 
 Ibs. 
 
 60 
 Ibs. 
 
 50 
 Ibs. 
 
 56^ 
 Ibs. 
 
 42 
 Ibs. 
 
 40 131)6 
 Ibs. Ibs. 
 
 36 
 Ibs. 
 
 30 
 Ibs. 
 
 45 
 Ibs. 
 
 38 Y 2 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 12 
 
 40.2 
 
 30.9 
 
 25.8 
 
 21.5 
 
 16.9 
 
 14.2 
 
 11.6 
 
 12.7 
 
 10.8 
 
 14.3 
 
 12.3 
 
 9.1 
 
 7.6 
 
 13 
 
 34.3 
 
 26.3 
 
 22.0 
 
 18.3 
 
 14.5 
 
 12.1 
 
 9.9 
 
 10.8 
 
 9.3 
 
 12.1 
 
 10.5 
 
 7.7 
 
 6.5 
 
 14 
 
 29.5 
 
 22.7 
 
 19.0 
 
 15.8 
 
 12.5 
 
 10 ft 
 
 8 ft 
 
 P 3 
 
 7.910.5 
 
 9 1 
 
 fi 7 
 
 5 6 
 
 15 
 
 25.7 
 
 19.8 
 
 16.5 
 
 13.8 
 
 10.9 
 
 9.1 
 
 7.5 
 
 8.1 
 
 6.9 
 
 9.1 
 
 7.9 
 
 5.8 
 
 4.9 
 
 1C 
 
 22.6 
 
 17.4 
 
 14.5 
 
 12.1 
 
 9.5 
 
 8.0 
 
 6.5 
 
 7.1 
 
 6.1 
 
 8.0 
 
 6.9 
 
 5.1 
 
 4.3 
 
 17 
 
 20.0 
 
 15.4 
 
 12.9 
 
 10.7 
 
 8.5 
 
 7.1 
 
 5.8 
 
 6.3 
 
 M 
 
 7.! 
 
 6.1 
 
 4.5 
 
 3.8 
 
 18 
 
 17.9 
 
 13.7 
 
 11.5 
 
 9.5 
 
 7.5 
 
 6.3 
 
 6.2 
 
 6.6 
 
 4.8 
 
 6.3 
 
 5.5 
 
 4.0 
 
 3.4 
 
 19 
 
 16.0 
 
 12.3 
 
 10.3 
 
 8.6 
 
 6.8 
 
 5.7 
 
 4.7 
 
 5.1 
 
 4.3 
 
 5.7 
 
 
 
 ~ 
 
 To 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 20 
 
 14.5 
 
 11.1 
 
 9.3 
 
 7.7 
 
 6.1 
 
 5.1 
 
 4.2 
 
 4.5 
 
 3.9 5.1 
 
 4.5 
 
 3.3 
 
 2.7 
 
 21 
 
 13.1 
 
 10.1 
 
 8.4 
 
 7.0 
 
 5.5 
 
 4.7 
 
 3.8 
 
 Tl 
 
 TS 4.7 
 
 4.1 
 
 2.9 
 
 2.5 
 
 22 
 
 11.9 
 
 9.2 
 
 7.7 
 
 6.4 
 
 5.1 
 
 4.2 
 
 8.5 
 
 3.7 
 
 3.2 
 
 4.3 
 
 3.7 
 
 2.7 
 
 2.3 
 
 23 
 
 10.9 
 
 8.4 
 
 7.0 
 
 6.9 
 
 4.6 
 
 3.9 
 
 3.1 
 
 3.5 
 
 2.9 
 
 3.9 
 
 3.4 
 
 2.5 
 
 2.1 
 
 24 
 
 10.1 
 
 7.7 
 
 6.5 
 
 6.4 
 
 4.3 
 
 3.5 
 
 2.9 
 
 3.1 
 
 2.7 
 
 3.6 
 
 3.1 
 
 2.3 
 
 1.9 
 
 25 
 
 9.3 
 
 7.1 
 
 5.9 
 
 4.9 
 
 3.9 
 
 3.3 
 
 2.7 
 
 2.9 
 
 2.5 
 
 3.3 
 
 2.8 
 
 2.1 
 
 1.7 
 
 26 
 
 8.5 
 
 6.6 
 
 5.5 
 
 4.6 
 
 3.6 
 
 3.0 
 
 2.5 
 
 2.7 
 
 2.3 
 
 3.0 
 
 2.6 
 
 1.9 
 
 1.6 
 
 27 
 
 7.9 
 
 6.1 
 
 5.1 
 
 4.3 
 
 3.3 
 
 2.8 
 
 2.3 
 
 2.5 
 
 2.1 
 
 2.8 
 
 2.5 
 
 1.8 
 
 1.5 
 
 28 
 
 7.4 
 
 5.7 
 
 4.7 
 
 3.9 
 
 3.1 
 
 2.6 
 
 2.1 
 
 2.3 
 
 2.0 
 
 2.6 
 
 2.3 
 
 1.7 
 
 1.4 
 
 29 
 
 6.9 
 
 5.3 
 
 4.4 
 
 3.7 
 
 2.9 
 
 2.5 
 
 2.0 
 
 2.1 
 
 1.9 
 
 2.5 
 
 2.1 
 
 1.6 
 
 1.3 
 
 30 
 
 6.4 
 
 4.9 
 
 4.1 
 
 3.5 
 
 2.7 
 
 2.3 
 
 1.9 
 
 2.0 
 
 1.7 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.2 
 
 For load of 300 Ibs. per square foot, divide the spacing- g-iven by 2. 
 
 Maximum fibre strain, 12,000 Ibs. per square inch. 
 
 i f. 
 
 
DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE IRON BEAMS FOR UNIFORM 
 LOAD OF 150 IBS. PER SQUARE FOOT. 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 .. 
 
 8" I 
 
 7" I 
 
 6"! 
 
 5"! 
 
 4" 
 
 3"! 
 
 El 
 
 
 
 
 
 
 
 2& 
 
 
 
 
 
 
 
 
 
 
 
 
 82 
 
 35 27 
 
 21 V 
 
 22 
 
 18 
 
 1C 
 
 13 1 A. 
 
 12 
 
 10 
 
 7 
 
 9 
 
 51^ 
 
 I! 
 
 Ibs 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 bs. 
 
 bs. 
 
 5 
 
 69.7 44.0 
 
 35.3 
 
 31.6 
 
 26.9 
 
 20.7 
 
 17.3 
 
 12.3 
 
 10.7 
 
 6.1 
 
 5.1 
 
 3.6 
 
 6 
 
 41.5 I 30.6 
 
 24.5 
 
 21.9 
 
 18.7 
 
 14.3 
 
 12.1 
 
 8.5 
 
 7.4 
 
 4.2 
 
 3.6 
 
 2.5 
 
 
 
 
 
 
 
 
 
 
 
 
 
 _ 
 
 7 
 
 30.5 
 
 22.5 
 
 18.0 
 
 16.1 
 
 13.7 
 
 10.5 
 
 8.9 
 
 6.3 
 
 5.5 
 
 3.1 
 
 2.6 
 
 1.8 
 
 8 
 
 23.3 
 
 17.2 
 
 13.8 
 
 12.3 
 
 10.5 
 
 8.1 
 
 6.8 
 
 4.8 
 
 4.2 
 
 2.4 
 
 2.0 
 
 1.4 
 
 9 
 
 18.5 
 
 13.6 
 
 10.9 
 
 9.7 
 
 8.5 
 
 6.4 
 
 5.3 
 
 3.8 
 
 3.3 
 
 1.9 
 
 1.5 
 
 1.1 
 
 10 
 
 14.9 
 
 11.0 
 
 8.8 
 
 7.9 
 
 6.7 
 
 5.1 
 
 4.3 
 
 3.1 
 
 2.7 
 
 1.5 
 
 1.3 
 
 0.9 
 
 11 
 
 12.3 
 
 9.1 
 
 7.3 
 
 6.5 
 
 5.6 
 
 4.3 
 
 3.6 
 
 2.5 
 
 2.2 
 
 1.3 
 
 1.1 
 
 
 12 
 
 10.4 
 
 7.7 
 
 6.1 
 
 5.5 
 
 4.7 
 
 3.6 
 
 3.0 
 
 2.1 
 
 1.9 
 
 1.1 
 
 0.9 
 
 
 13 
 
 8.9 
 
 6.5 
 
 5.2 
 
 4.7 
 
 4.0 
 
 3.1 
 
 2.6 
 
 1.8 
 
 1.6 
 
 0.9 
 
 .... 
 
 .... 
 
 14 
 
 7.6 
 
 5.6 
 
 45 
 
 4.0 
 
 3.5 
 
 2.6 
 
 2.2 
 
 1.5 
 
 1.3 
 
 
 
 
 15 
 
 6.7 
 
 4.9 
 
 3.9 
 
 
 
 2.3 
 
 1.9 
 
 1.3 
 
 1.2 
 
 
 
 
 3.5 
 
 3.0 
 
 1C 
 
 5.9 
 
 4.3 
 
 3.5 
 
 3.1 
 
 2.6 
 
 2.0 
 
 1.7 
 
 1.2 
 
 1.1 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 17 
 
 5.2 
 
 3.8 
 
 3.1 
 
 2.7 
 
 2.3 
 
 1.8 
 
 1.5 
 
 1.1 0.9 
 
 
 
 
 18 
 
 4.6 
 
 3.4 
 
 2.7 
 
 2.5 
 
 2.1 
 
 1.6 
 
 1.3 
 
 0.9 
 
 
 
 
 
 19 
 
 4.1 
 
 3.1 
 
 2.5 
 
 2.2 
 
 1.9 
 
 1.4 
 
 1.2 
 
 
 
 
 
 
 20 
 
 3.7 
 
 2.7 
 
 2.2 
 
 2.0 
 
 1.7 
 
 1.3 
 
 1.1 
 
 
 
 
 
 
 21 
 
 3.4 
 
 2.5 
 
 2 
 
 1.8 
 
 1.5 
 
 1.2 
 
 1.0 
 
 
 
 
 
 
 22 
 
 3.1 
 
 2.3 
 
 1.8 1.6 
 
 1.4 
 
 1.1 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 For load of 300 Ibs. per square foot, divide the spacing given by 2. 
 
 Maximum fibre strain, 12,000 Ibs. per square inch. 
 
 
 157 
 
DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE IRON BEAMS FOR UNIFORM 
 LOAD OF 175 IBS. PER SQUARE FOOT. 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 f| 
 
 3 
 If 
 
 15"! 
 
 12"! 
 
 10K"I 
 
 10"! 
 
 9" I 
 
 80 
 Ibs. 
 
 60 
 
 Ibs. 
 
 50 
 Ibs. 
 
 5G<^ 
 
 Ibs! 
 
 42 
 Ibs. 
 
 40 
 
 Ibs. 
 
 12^2 
 
 31% 
 Ibs. 
 
 "9T9 
 
 36 
 Ibs 
 
 loTs 
 
 30 
 Ibs. 
 
 9.3 
 
 45 
 Ibs. 
 
 12~2 
 
 38H 
 Ibs. 
 
 IbTe 
 
 28^23)6 
 lbs.|lbs. 
 
 7.8~6T5 
 
 12 
 
 34.5 
 
 26.5 
 
 22.1 
 
 18.5 
 
 14.5 
 
 13 
 
 29.4 
 
 22.6 
 
 18.9 
 
 15.7 
 
 12.4 
 
 10.4 
 
 8.5 
 
 9.3 
 
 7.910.4 
 
 9.0 
 
 6.6 
 
 5.5 
 
 14 
 
 25.3 
 
 19.4 
 
 16.3 
 
 13.5 
 
 10.7 
 
 9.0 
 
 7.3 
 
 7.9 
 
 6.8 
 
 9.0 
 
 7.8 
 
 5.7 
 
 4.8 
 
 15 
 
 22.1 
 
 17.0 
 
 14.2 
 
 11.8 
 
 9.3 
 
 7.8 
 
 6.4 
 
 G.9 
 
 5.9 
 
 7.8 
 
 6.7 
 
 5.0 
 
 4.2 
 
 16 
 
 19.4 
 
 14.9 
 
 12.5 
 
 10.4 
 
 8.2 
 
 6.9 
 
 5.6 
 
 6.1 
 
 5.2 
 
 6.9 
 
 5.9 
 
 4.4 
 
 3.7 
 
 17 
 
 17.1 
 
 13.2 
 
 11.0 
 
 9.2 
 
 7.3 
 
 6.1 
 
 5.0 
 
 5.4 
 
 4.6 
 
 6.1 
 
 5.3 
 
 3.9 
 
 3.3 
 
 18 
 
 15.3 
 
 11.8 
 
 9.8 
 
 8.2 
 
 6.5 
 
 5.4 
 
 4.5 
 
 4.8 
 
 4.1 5.4 
 
 4.7 
 
 3.4 
 
 2.9 
 
 19 
 
 13.7 
 
 10.6 
 
 8.8 
 
 7.4 
 
 5.8 
 
 4.9 
 
 4.0 
 
 4.3 
 
 ^^^^ 
 
 3.7|T9| 4.2 
 
 mmmm.mi^m 
 
 3.1 2.6 
 
 20 
 21 
 
 12.4 
 11.3 
 
 9.5 
 
 8.6 
 
 7.9 
 7.2 
 
 6.6 
 6.0 
 
 5.3 
 4.8 
 
 4.4 
 4.0 
 
 3.G 
 3.3 
 
 3.9 
 3.5 
 
 3.3 
 
 MB 
 
 3.0 
 
 4.0 1 3.5 
 
 2.8 
 2.5 
 
 2.3 
 2.1 
 
 22 
 23 
 24 
 25 
 
 10.2 
 9.4 
 8.G 
 7.9 
 
 7.9 
 7.2 
 6.6 
 6.1 
 
 6.6 
 6.0 
 5.5 
 5.1 
 
 5.5 
 5.0' 
 4.6 
 
 4.3 
 3.9 
 3.6 
 
 3.6 
 3 3 
 
 3.0 
 
 9, 1 
 
 3.2 
 3 
 
 2.7 
 9, *> 
 
 3.7 
 3 4 
 
 3.1 
 
 q 
 
 2.3 
 9 1 
 
 1.9 
 1 8 
 
 3.0 
 
 2.8 
 
 2.5 
 2.3 
 
 2.7 
 2.5 
 
 2.3 
 2.1 
 
 3.1 
 
 2.8 
 
 2.7 
 2.5 
 
 1.9 
 1.8 
 
 1.6 
 
 o 
 
 4.2 
 
 3.3 
 
 26 
 
 7.3 
 
 6.7 
 
 4.7 
 
 3.9 
 
 3.1 
 
 2.6 
 
 2.1 
 
 2.3 
 
 1.9 
 
 2.6 
 
 2.2 
 
 1.7 
 
 1.4 
 
 27 
 
 6.8 
 
 5.3 
 
 4.4 
 
 3.7 
 
 2.9 
 
 2.4 
 
 1.9 
 
 2.1 
 
 1.8 
 
 2.4 
 
 2.0 
 
 1.5 
 
 1.3 
 
 28 
 
 6.3 
 
 4.9 
 
 4.1 
 
 3.4 
 
 2.7 
 
 2.2 
 
 1.8 
 
 2.0 
 
 1.7 
 
 2.2 
 
 1.9 
 
 1.4 
 
 1.2 
 
 29 
 
 5.9 
 
 4.5 
 
 3.8 
 
 3.2 
 
 2.5 
 
 2.1 
 
 1.7 
 
 1.8 
 
 1.6 
 
 2.1 
 
 1.8 
 
 1.3 
 
 1.1 
 
 30 
 
 5.5 
 
 : 
 
 4.2 
 
 3.5 
 
 3.0 
 
 2.3 
 
 1.9 
 
 1.6 
 
 1.7 
 
 1.5 
 
 1.9 
 
 1.7 
 
 1.3 
 
 1.0 
 
 For load of 350 Ibs. per square foot, divide the spacing given by 2. 
 Maximum fibre strain, 12,000 Ibs. per square inch. 
 
 
 158 
 
DEARBORN FOUNDRY COMPANY. 
 
 SPACING OF CARNEGIE IRON BEAMS FOR UNIFORM 
 LOAD OF 175 IBS. PER SQUARE FOOT. 
 
 fl 
 
 
 
 5 
 
 Proper Distance in Feet, Center to Center of Beams. 
 
 8"! 
 
 7" I 
 
 6"! 
 
 5"! 
 
 4" 
 
 3"! 
 
 35 
 Ibs. 
 
 27 
 Ibs. 
 
 21^ 
 Ibs. 
 
 22 
 Ibs. 
 
 18 
 Ibs. 
 
 16 
 
 Ibs. 
 
 IS\t 
 
 Ibs." 
 
 12 
 
 Ibs. 
 
 10 
 
 Ibs. 
 
 7 
 Ibs. 
 
 9 
 Ibs. 
 
 4.3 
 
 5tf 
 
 Ibs. 
 3.1 
 
 51.2 
 
 37.7 
 
 30.2 
 
 27.1 
 
 23.1 
 
 17.7 
 
 14.9 
 
 10.5 
 
 9.1 
 
 5.2 
 
 6 
 
 35.5 
 
 26.2 
 
 21.0 
 
 18.8 
 
 16.1 
 
 12.3 
 
 10.3 
 
 7.3 
 
 6.3 
 
 3.6 
 
 3.0 
 
 2.1 
 
 1 
 
 26.1 
 
 19.3 
 
 15.4 
 
 13.8 
 
 11.8 
 
 9.0 
 
 7.6 
 
 5.4 
 
 4.7 
 
 2.7 
 
 2.2 
 
 1.5 
 
 8 
 
 20.0 
 
 14.7 
 
 11.8 
 
 10.6 
 
 9.0 
 
 6.9 
 
 5.8 
 
 4.1 
 
 3.6 
 
 2.1 
 
 1.7 
 
 1.2 
 
 9 
 
 15.8 
 
 11.7 
 
 9.3 
 
 8.3 
 
 7.1 
 
 5.5 
 
 4.6 
 
 3.3 
 
 2.8 
 
 1.6 
 
 1.3 
 
 1.0 
 
 10 
 11 
 
 12.8 
 10.6 
 
 9.4 
 
 7.8 
 
 7.5 
 6.2 
 
 6.8 
 5.6 
 
 5.8 
 4.8 
 
 4.4 
 
 3.7 
 
 3.7 
 3.1 
 
 2.6 
 
 2.3 
 
 1.3 
 1.1 
 
 1.1 
 
 0.9 
 
 
 2.2 
 
 1.9 
 
 12 
 13 
 14 
 
 15 
 16 
 17 
 18 
 19 
 
 20 
 21 
 
 22 
 
 8.9 
 7.6 
 6.5 
 
 5.7 
 5.0 
 4.5 
 4.0 
 3 5 
 
 6.6 
 5.6 
 4.8 
 
 4.2 
 
 3.7 
 
 ~~_ 
 3.3 
 
 2.9 
 2.6 
 
 5.3 
 4.5 
 3.9 
 
 3.4 
 3.0 
 2.6 
 2.3 
 2.1 
 
 4.7 
 4.0 
 3.4 
 
 4.0 
 3.4 
 3.0 
 
 3.1 
 
 2.6 
 2.2 
 
 1.9 
 1.7 
 1.5 
 1.4 
 1.2 
 
 2.6 
 2.2 
 1.9 
 
 1.7 
 1.5 
 1.3 
 1.1 
 1.0 
 
 1.8 
 1.5 
 1.3 
 
 1.1 
 1.0 
 
 1.6 
 
 1.4 
 1.1 
 
 1.0 
 
 0.9 
 
 
 
 
 
 
 
 
 
 3.0 
 2.6 
 2.3 
 2.1 
 1.9 
 
 2.6 
 2.3 
 2.0 
 1.8 
 1.6 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 3.2 
 2.9 
 
 2.6 
 
 2.3 
 2.1 
 1.9 
 
 1.9 
 1.7 
 1.6 
 
 1.7 
 1.5 
 1.4 
 
 1.4 
 1.3 
 1.2 
 
 1.1 
 1.0 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 i ' ' ~ 
 
 
 
 For load of 350 Ibs. per square foot, divide the spacing given by 2. 
 Maximum fibre strain, 12,000 Ibs. per square inch. 
 
 159 
 
DEARBORN FOUNDRY COMPANY, 
 
 1525 Dearborn Street, Chicago, III. 
 
 _____ 
 
 WROUGHT IRON I BEAMS, 
 STEEL I BEAMS. 
 
 A FULL ASSORTMENT OF ALL SIZES CARRIED IN STOCK 
 
 Low Prices and Prompt Delivery Guaranteed. 
 
 In cutting Beams from Stock there is 
 usually some -waste, which together with 
 the cost of cutting, renders it necessary 
 to make an additional charge for Beams 
 cut from stock ; hence it is always better 
 to order in advance of time when same 
 are required, in order that they may be 
 rolled and cut to length ordered. 
 
 160 
 
DEARBORN FOUNDRY COMPANY. 
 
 EXPLANATION OF TABLES ON CARNEGIE SECTIONS 
 OF X BEAMS. 
 
 PAGES 161 TO 185 INCLUSIVE. 
 
 These tables are calculated for the lightest and heaviest weights 
 to which each shape or size can be rolled, the term shape being 
 meant to include the variable sections which are rolled in the 
 same grooves by increasing or reducing the distance between the 
 rolls. Each shape is designated by a single number. 
 
 These tables give ; 
 
 I. In second column, the load which a beam will carry safely, 
 distributed uniformly over its length, for the distances between 
 supports (or lengths of span j given in first column ; 
 
 II. In fifth to eleventh columns inclusive, the distances be- 
 tween centers at which beams should be placed in floors, to carry 
 safely loads of 100, 125, 150, 175, 200, 25C and 300 Ibs. per square 
 foot (including the weight of the beams), for the distances between 
 supports given in first column ; 
 
 III. In third column, the deflection of i~e beams at center 
 under these loads. 
 
 IV. In fourth column, the weight of the beam itself, for a 
 length equal to the distance between supports. 
 
 To determine the load which a beam will carry exclusive of 
 its own weight, the figures in fourth column must be subtracted 
 frr ja the figures in second column. 
 
 It is assumed in these tables that proper provision is made for 
 preventing the compression flanges of the beams from deflecting 
 sideways. They should be held in position at distances not 
 exceeding twenty times the width of flange, otherwise the 
 strain allowed should be reduced. 
 
 If the deflection of beams carrying plastered ceilings exceeds 
 -j^th of the distance between supports, or ^th of an inch per 
 foot of this distance, there is danger of the ceiling cracking, as 
 has been found by practical tests. This limit is indicated in the 
 following tables by a cross line, beyond which the spans and 
 loads must not be used for beams intended to carry plastered 
 ceilings. It may generally be assumed, both for rolled and 
 
 55 - SB 
 
built beams, that the above limit is not exceeded so long as the 
 depth of beam is not greater than J^th of the distance between 
 supports, or ^ inch per foot of this distance. 
 
 Inasmuch as the carrying capacity of beams increases largely 
 with their depth, and it is therefore economical to use the greatest 
 depth of beam consistent with the other conditions to which it is 
 necessary to conform, (as clear hight, etc.,) the above cases of 
 extreme deflection will rarely be met with in practice. 
 
 EXAMPLES OF APPLICATION OF TABLES. 
 
 I. What size and weight of beam 19'- 0" long in clear be- 
 tween walls, and therefore say 20'-0" long between centers of 
 supports, will be required to carry safely a uniformly distributed 
 load of 15 tons, the weight of the beam included ? 
 
 Answer: A 15" beam, No. 1, heavy, 65 Ibs. per foot, will be 
 sufficient, since the safe load, as per table, for 20' length,== 16.38 1. 
 
 It is evident, however, that a beam intermediate in weight 
 between 50 Ibs. and 65 Ibs. can be used, to ascertain which, 
 proceed as follows : 
 
 The safe load for a 15" beam 50 Ibs. per foot = 14.12 1. Since 
 therefore an increase in the carrying capacity of beam, of 2.26 1., 
 (16.38 1. 14.12 1.,) requires an increase of its weight of 15 Ibs., 
 (65 Ibs. 50 Ibs.,) therefore an increase of its carrying capacity 
 of 0.88 t., (15t. 14.12 t.,) will require 45-. X 15 6 Ibs. 
 increase of weight of beam, i. e., the beam should weigh 56 Ibs. 
 per foot. 
 
 II. A fire-proof floor 24MJ" in clear between walls, weighing, 
 inclusive of beams, 70 Ibs. per square foot, (assumed,) is to be 
 proportioned to carry an additional load of 130 Ibs. per square 
 foot ; what size and weight of beams will be required, and how 
 far apart should they be placed ? 
 
 Answer : The total load = 200 Ibs. per square foot, and the 
 distance between supports = 25', i. e. 6" greater than the distance 
 in clear between walls. By referring to tables, it will be seen 
 that either light 12" beams weighing 42 Ibs. per foot, spaced 
 2.9 ft. between centers, or light 15" beams, 50 Ibs., spaced 4.5 ft. 
 between centers, will answer the purpose, but since the 12" 
 beams for this span and load are beyond the cross-line, they 
 must not be used if intended to carry a plastered ceiling. 
 
 162 fc 
 
DEARBORN FOUNDRY COMPANY. 
 
 Oarne&ie Iron Sections. 
 
 15-INCH I BEAM, No. 2, HEAVY, 
 80 LBS. PEE, FOOT. 
 
 Depth, 15". Width of Flanges, 5.81". Thickness of Web, 0.93". 
 Maximum fiber strain =.12000 Ibs. per square inch. 
 
 Distaaco between 
 supports, in feet. 
 
 ifi? 
 
 m 
 
 343.9.S 
 
 Deflection under this 
 load, in inches. 
 
 *! 
 
 2-s 
 
 ii 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 100 
 Ibs. 
 per 
 HI. ft. 
 
 125 
 Ibs. 
 
 sTk 
 
 150 
 Ibs. 
 
 sk 
 
 175 
 Ibs. 
 
 S k 
 
 200 
 Ibs. 
 
 sl'k 
 
 250 
 
 Ibs. 
 per 
 sq.ft. 
 
 300 
 
 Ibs. 
 per 
 sq.ft. 
 
 10 
 
 40.00 
 
 0.09 
 
 0.40 
 
 80.0 
 
 64.0 
 
 53.3 
 
 45.7 
 
 40.0 
 
 32.0 
 
 26.7 
 
 11 
 
 36.36 
 
 0.11 
 
 0.44 
 
 66.1 
 
 52.9 
 
 44.1 
 
 37.8 
 
 83.1 
 
 26.4 
 
 22.0 
 
 12 
 
 33.33 
 
 0.13 
 
 0.48 
 
 55.6 
 
 44.4 
 
 37.0 
 
 81.7 
 
 27.8 
 
 22.2 
 
 18.5 
 
 13 
 
 30.77 
 
 0.16 
 
 0.52 
 
 47.3 
 
 37.9 
 
 81.6 
 
 27.1 
 
 23.7 
 
 18.9 
 
 15.8 
 
 14 
 
 28.57 
 
 0.18 
 
 0.56 
 
 40.8 
 
 32.6 
 
 27.2 
 
 23.3 
 
 20.4 
 
 16.3 
 
 13.6 
 
 15 
 
 26.67 
 
 0.21 
 
 0.60 
 
 35.6 
 
 28.4 
 
 23.7 
 
 20.3 
 
 17.8 
 
 14.2 
 
 11.9 
 
 16 
 
 25.00 
 
 0.24 
 
 0.64 
 
 31.3 
 
 25.0 
 
 20.8 
 
 17.9 
 
 15.6 
 
 12.5 
 
 10.4 
 
 17 
 
 23.53 
 
 0.27 
 
 0.68 
 
 27.7 
 
 22.1 
 
 18.5 
 
 15.8 
 
 13.8 
 
 11.1 
 
 9.2 
 
 18 
 
 22.22 
 
 0.30 
 
 0.72 
 
 24.7 
 
 19.8 
 
 16.5 
 
 14.1 
 
 12.3 
 
 9.9 
 
 8.2 
 
 19 
 
 21.05 
 
 0.33 
 
 0.76 
 
 22J2 
 
 17.7 
 
 14.8 
 
 12.6 
 
 11.1 
 
 8.9 
 
 7.4 
 
 20 
 
 20.00 
 
 0.37 
 
 0.80 
 
 20.0 
 
 16.0 
 
 13.3 
 
 il.4 
 
 10.0 
 
 8.0 
 
 6.7 
 
 21 
 
 19.05 
 
 0.41 
 
 0.84 
 
 18.1 
 
 14.5 
 
 12.1 
 
 10.4 
 
 9.1 
 
 7.3 
 
 6.0 
 
 22 
 
 18.18 
 
 0.45 
 
 0.88 
 
 16.5 
 
 13.2 
 
 11.0 
 
 9.4 
 
 8.3 
 
 6.6 
 
 6.5 
 
 23 
 
 17.39 
 
 0.49 
 
 0.92 
 
 15.1 
 
 12.1 
 
 10.1 
 
 8.6 
 
 7.6 
 
 6.0 
 
 5.0 
 
 24 
 
 16.67 
 
 0.53 
 
 0.96 
 
 13.9 
 
 11.1 
 
 9.3 
 
 7.9 
 
 6.9 
 
 5.6 
 
 4.6 
 
 25 
 
 16.00 
 
 0.58 
 
 1.00 
 
 12.8 
 
 10.2 
 
 8.5 
 
 7.3 
 
 6.4 
 
 6.1 
 
 4.3 
 
 26 
 
 15.38 
 
 0.62 
 
 1.04 
 
 11.8 
 
 9.5 
 
 7.9 
 
 6.8 
 
 6.9 
 
 4.7 
 
 3.9 
 
 27 
 
 14.81 
 
 0.67 
 
 1.08 
 
 11.0 
 
 8.8 
 
 7.3 
 
 6.3 
 
 6.5 
 
 4.4 
 
 8.7 
 
 28 
 
 14.29 
 
 0.7S 
 
 1.12 
 
 10.2 
 
 8.2 
 
 6.8 
 
 6.8 
 
 5.1 
 
 4.1 
 
 3.4 
 
 29 
 
 13.79 
 
 0.78 
 
 1.16 
 
 9.5 
 
 7.6 
 
 6.3 
 
 6.4 
 
 4.8 
 
 3.8 
 
 8.2 
 
 30 
 
 13.33 
 
 0.83 
 
 1.20 
 
 8.9 
 
 7.1 
 
 6.9 
 
 5.1 
 
 4.4 
 
 8.6 
 
 3.0 
 
 81 
 
 12.90 
 
 0.89 
 
 1.24 
 
 8.3 
 
 6.6 
 
 5.5 
 
 4.8 
 
 4.2 
 
 8.3 
 
 2.8 
 
 82 
 
 12.50 
 
 0.95 
 
 1.28 
 
 7.8 
 
 6.2 
 
 6.2 
 
 4.5 
 
 3.9 
 
 8.1 
 
 2.6 
 
 33 
 
 12.12 
 
 1.01 
 
 1.32 
 
 7.3 
 
 5.9 
 
 4.9 
 
 4.2 
 
 8.7 
 
 2.9 
 
 2.4 
 
 84 
 
 11.76 
 
 1.07 
 
 1.36 
 
 6.9 
 
 5.5 
 
 4.6 
 
 8.9 
 
 3.5 
 
 2.8 
 
 2.3 
 
 85 
 
 11.43 
 
 1.13 
 
 1.40 
 
 6.5 
 
 5.2 
 
 4.3 
 
 8.7 
 
 3.3 
 
 2.6 
 
 2.2 
 
 86 
 
 11.11 
 
 1.20 
 
 1.44 
 
 6.2 
 
 4.9 
 
 4.1 
 
 8.5 
 
 8.1 
 
 2.5 
 
 2.1 
 
 87 
 
 10.81 
 
 1.26 
 
 1.48 
 
 5.8 
 
 4.7 
 
 8.9 
 
 8.3 
 
 2.9 
 
 2.3 
 
 1.9 
 
 38 
 
 10.53 
 
 1.83 
 
 1.52 
 
 5.5 
 
 4.4 
 
 8.7 
 
 8.2 
 
 2.8 
 
 2.2 
 
 1.8 
 
 39 
 
 10.26 
 
 1.40 
 
 1.56 
 
 5.3 
 
 4.2 
 
 8.5 
 
 8.0 
 
 2.6 
 
 2.1 
 
 %1.8 
 
 
 
 
 
 
 
 
 
 c* 
 
 RT~ 163 u 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 15-INCH X BEAM, No. 2, LIGHT, 
 
 CV LBS. PER FOOT. 
 
 Depth, 15". Width of Flanges, 5.55". Thickness of Web, 0.67". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 |.a 
 
 ti^s 
 
 | rf 
 
 '"-.M 
 
 Proper distance, in feet, center to center 
 
 1 * 
 
 |i|i 
 
 M | 
 
 Ji 
 
 of beams, for Safe Loads of 
 
 s -i 
 
 t"*** 
 
 .s 
 
 25 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 ij 
 
 3 
 
 15 
 
 tg 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 3 i-i 
 
 -2 "^ bo 
 
 <D O 
 
 1 
 
 per 
 
 per 
 
 per 
 
 per 
 
 por 
 
 per 
 
 per 
 
 
 ji^.s.s 
 
 
 
 
 *1. ft 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft 
 
 10 
 
 S6.12 
 
 0.09 
 
 0.34 
 
 72.2 
 
 57.8 
 
 48.2 
 
 41.3 
 
 36.1 
 
 28.9 
 
 24.1 
 
 11 
 
 32.84 
 
 0.11 
 
 0.37 
 
 59.7 
 
 47.8 
 
 39.8 
 
 34.1 
 
 29.9 
 
 23.9 
 
 19.9 
 
 12 
 
 30.10 
 
 0.13 
 
 0.40 
 
 50.2 
 
 40.1 
 
 33.4 
 
 28.7 
 
 25.1 
 
 20.1 
 
 16.7 
 
 13 
 
 27.78 
 
 0.16 
 
 0.44 
 
 42.7 
 
 34.2 
 
 28.5 
 
 24.4 
 
 21.4 
 
 17.1 
 
 14.2 
 
 14 
 
 25.80 
 
 0.18 
 
 0.47 
 
 36.9 
 
 29.5 
 
 24.6 
 
 21.1 
 
 18.4 
 
 14.7 
 
 12.3 
 
 15 
 
 24.08 
 
 0.21 
 
 0.50 
 
 32.1 
 
 25.7 
 
 21.4 
 
 18.3 
 
 16.1 
 
 12.8 
 
 10.7 
 
 16 
 
 22.58 
 
 0.24 
 
 0.54 
 
 28.2 
 
 22.6 
 
 18.8 
 
 16.1 
 
 14.1 
 
 11.3 
 
 9.4 
 
 17 
 
 21.25 
 
 0.27 
 
 0.57 
 
 25.0 
 
 20.0 
 
 16.7 
 
 14.3 
 
 12.5 
 
 10.0 
 
 8.3 
 
 18 
 
 20.07 
 
 0.30 
 
 0.60 
 
 22.3 
 
 17.8 
 
 14.9 
 
 12.7 
 
 11.2 
 
 8.9 
 
 7.4 
 
 19 
 
 19.01 
 
 0.33 
 
 0.64 
 
 20.0 
 
 16.0 
 
 13.3 
 
 11.4 
 
 10.0 
 
 8.0 
 
 6.7 
 
 20 
 
 18.06 
 
 0.37 
 
 0.67 
 
 18.1 
 
 14.4 
 
 12.0 
 
 10.3 
 
 9.0 
 
 7.2 
 
 6.0 
 
 21 
 
 17.20 
 
 0.41 
 
 0.70 
 
 16.4 
 
 13.1 
 
 10.9 
 
 9.4 
 
 8.2 
 
 6.6 
 
 5.5 
 
 22 
 
 16.42 
 
 0.45 
 
 0.74 
 
 14.9 
 
 11.9 
 
 10.0 
 
 8.5 
 
 7.5 
 
 6.0 
 
 5.0 
 
 23 
 
 15.70 
 
 0.49 
 
 0.77 
 
 13.7 
 
 10.9 
 
 9.1 
 
 7.8 
 
 6.8 
 
 5.5 
 
 4.6 
 
 24 
 
 15.05 
 
 0.53 
 
 0.80 
 
 12.5 
 
 10.0 
 
 8.4 
 
 7.2 
 
 6.3 
 
 5.0 
 
 4.2 
 
 25 
 
 14.45 
 
 0.58 
 
 0.84 
 
 11.6 
 
 9.2 
 
 7.7 
 
 6.7 
 
 5.8 
 
 4.6 
 
 3.9 
 
 26 
 
 13.89 
 
 0.62 
 
 0.87 
 
 10.7 
 
 8.5 
 
 7.1 
 
 6.1 
 
 5.3 
 
 4.3 
 
 8.6 
 
 27 
 
 13.38 
 
 0.67 
 
 0.91 
 
 9.9 
 
 7.9 
 
 6.6 
 
 5.6 
 
 5.0 
 
 4.0 
 
 3.3 
 
 28 
 
 12.90 
 
 0.72 
 
 0.94 
 
 9.2 
 
 7.4 
 
 6.2 
 
 5.3 
 
 4.6 
 
 3.7 
 
 3.1 
 
 29 
 
 12.46 
 
 0.78 
 
 0.97 
 
 8.6 
 
 6.9 
 
 5.7 
 
 4.9 
 
 4.3 
 
 3.4 
 
 2.9 
 
 30 
 
 12.04 
 
 0.83 
 
 1.01 
 
 8.0 
 
 6.4 
 
 5.4 
 
 4.6 
 
 4.0 
 
 3.2 
 
 2.7 
 
 31 
 
 11.65 
 
 0.89 
 
 1.04 
 
 7.5 
 
 6.0 
 
 5.0 
 
 4.3 
 
 3.8 
 
 3.0 
 
 2.5 
 
 32 
 
 11.29 
 
 0.95 
 
 1.07 
 
 7.1 
 
 5.6 
 
 4.7 
 
 4.0 
 
 3.5 
 
 2.8 
 
 2.4 
 
 33 
 
 10.95 
 
 1.01 
 
 1.11 
 
 6.6 
 
 5.3 
 
 4.4 
 
 3.8 
 
 3.3 
 
 2.7 
 
 2.2 
 
 34 
 
 10.62 
 
 1.07 
 
 1.14 
 
 6.2 
 
 5.0 
 
 4.1 
 
 3.8 
 
 3.1 
 
 2.5 
 
 2.1 
 
 35 
 
 10.32 
 
 1.13 
 
 1.17 
 
 5.9 
 
 4.7 
 
 3.9 
 
 3.4 
 
 2.9 
 
 2.4 
 
 2.0 
 
 36 
 
 10.03 
 
 1.20 
 
 1.21 
 
 5.6 
 
 4.5 
 
 3.7 
 
 3.2 
 
 2.8 
 
 2.2 
 
 1.9 
 
 87 
 
 9.76 
 
 1.26 
 
 1.24 
 
 5.3 
 
 4.2 
 
 3.5 
 
 3.0 
 
 2.6 
 
 2.1 
 
 1.8 
 
 88 
 
 9.51 
 
 1.33 
 
 1.27 
 
 5.0 
 
 4.0 
 
 3.3 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 39 
 
 9.26 
 
 1.40 
 
 1.31 
 
 4.7 
 
 3.8 
 
 3.2 
 
 2.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 
 
 
 
 
 
 
 
 
 
 
 ^ - 164 '<* 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 15-INCH T BEAM, No. 1, HEAVY, 
 
 65 LBS. PEB FOOT. 
 
 Depth, 15". Width of Flanges, 5.33". Thickness of Web, 0.77". 
 
 Maximum fiber strain = 12000 Ibs. pe- square inch. 
 
 g ^ 
 
 tiff' 1 " 
 
 .2 
 
 Proper distance, in feet, center to center 
 
 M 
 
 
 b^i 
 
 lf~ 
 
 of beams, for Safe Loads of 
 
 J - a 
 
 3 ^C3'C4-t C3 
 
 la -2 
 
 s ^ 
 
 
 
 Jell's 
 
 Ej 
 
 2? 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 -0 g; 
 
 2-2 I 
 
 i-s 
 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 <5 3 
 
 &-S ^3 
 
 |J 
 
 Ifjs 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 ^52.2 <3 
 
 ^ 
 
 sq.ft. 
 
 sqft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft 
 
 sq.ft. 
 
 10 
 
 32.76 
 
 0.09 
 
 0.33 
 
 65.5 
 
 52.4 
 
 43.7 
 
 37.4 
 
 32.8 
 
 26.2 
 
 21.8 
 
 11 
 
 29.78 
 
 0.11 
 
 0.36 
 
 54.1 
 
 43.3 
 
 36.1 
 
 30.9 
 
 27.1 
 
 21.7 
 
 18.0 
 
 12 
 
 27.30 
 
 0.13 
 
 0.39 
 
 45.5 
 
 30.4 
 
 30.3 
 
 26.0 
 
 22.8 
 
 18.2 
 
 15.2 
 
 13 
 
 25.20 
 
 0.16 
 
 0.42 
 
 38.8 
 
 31.0 
 
 25.8 
 
 22.2 
 
 19.4 
 
 15.5 
 
 12.9 
 
 14 
 
 23.40 
 
 0.18 
 
 0.46 
 
 33.4 
 
 26.7 
 
 22.3 
 
 19.1 
 
 16.7 
 
 13.4 
 
 11.1 
 
 1$ 
 
 21.84 
 
 0.21 
 
 0.49 
 
 29.1 
 
 23.3 
 
 19.4 
 
 16.6 
 
 14.6 
 
 11.6 
 
 9.7 
 
 16 
 
 20.48 
 
 0.24 
 
 0.52 
 
 25.6 
 
 20.5 
 
 17.1 
 
 14.6 
 
 12.8 
 
 10.2 
 
 8.5 
 
 17 
 
 19.27 
 
 0.27 
 
 0.55 
 
 22.7 
 
 18.1 
 
 15.1 
 
 13.0 
 
 11.3 
 
 9.1 
 
 7.6 
 
 18 
 
 18.20 
 
 0.30 
 
 0.59 
 
 20.2 
 
 16.2 
 
 13.5 
 
 11.6 
 
 10.1 
 
 8.1 
 
 6.7 
 
 19 
 
 17.24 
 
 0.33 
 
 0.62 
 
 18.1 
 
 14.5 
 
 12.1 
 
 10.4 
 
 9.1 
 
 7.3 
 
 6.0 
 
 20 
 
 16.38 
 
 0.37 
 
 0.65 
 
 16.4 
 
 13.1 
 
 10.9 
 
 9.4 
 
 8.2 
 
 6.6 
 
 5.5 
 
 21 
 
 15.60 
 
 0.41 
 
 O.G8 
 
 14.9 
 
 11.9 
 
 9.9 
 
 8.5 
 
 7.4 
 
 5.9 
 
 5.0 
 
 22 
 
 14.89 
 
 0.45 
 
 0.72 
 
 13.5 
 
 10.8 
 
 9.0 
 
 7.7 
 
 6.8 
 
 5.4 
 
 4.5 
 
 23 
 
 14.24 
 
 0.49 
 
 0.75 
 
 12.4 
 
 9.9 
 
 8.3 
 
 7.1 
 
 6.2 
 
 5.0 
 
 4.1 
 
 24 
 
 13.65 
 
 0.53 
 
 0.78 
 
 11.4 
 
 9.1 
 
 7.6 
 
 6.5 
 
 5.7 
 
 4.6 
 
 3.8 
 
 25 
 
 13.10 
 
 0.58 
 
 0.81 
 
 10.5 
 
 8.4 
 
 7.0 
 
 6.0 
 
 5.2 
 
 4.2 
 
 8.5 
 
 26 
 
 12.60 
 
 0.62 
 
 0.85 
 
 9.7 
 
 7.8 
 
 6.5 
 
 5.5 
 
 4.8 
 
 3.9 
 
 8.2 
 
 27 
 
 12.13 
 
 0.67 
 
 0.88 
 
 9.0 
 
 7.2 
 
 6.0 
 
 5.1 
 
 4.5 
 
 8.6 
 
 3.0 
 
 28 
 
 11.70 0.72 
 
 0.91 
 
 8.4 
 
 6.7 
 
 5.6 
 
 4.8 
 
 4.2 
 
 3.3 
 
 2.8 
 
 29 
 
 11.30 
 
 0.78 
 
 0.94 
 
 7.8 
 
 6.2 
 
 5.2 
 
 4.4 
 
 3.9 
 
 3.1 
 
 2.6 
 
 30 
 
 10.92 
 
 0.83 
 
 0.98 
 
 7.3 
 
 5.8 
 
 4.9 
 
 4.2 
 
 3.6 
 
 2.9 
 
 2.4 
 
 81 
 
 10.57 
 
 0.89 
 
 1.01 
 
 6.8 
 
 5.5 
 
 4.5 
 
 3.9 
 
 3.4 
 
 2.7 
 
 2.? 
 
 32 
 
 10.24 
 
 0.95 
 
 1.04 
 
 6.4 
 
 5.1 
 
 4.3 
 
 3.7 
 
 3.2 
 
 2.6 
 
 2.1 
 
 33 
 
 9.93 
 
 1.01 
 
 1.07 
 
 6.0 
 
 4.8 
 
 4.0 
 
 3.4 
 
 3.0 
 
 2.4 
 
 2.0 
 
 34 
 
 9.64 
 
 1.07 
 
 1.11 
 
 5.7 
 
 4.5 
 
 3.8 
 
 3.2 
 
 2.8 
 
 2.3 
 
 1.9 
 
 35 
 
 9.36 
 
 1.13 
 
 1.14 
 
 5.3 
 
 4.3 
 
 3.6 
 
 8.1 
 
 2.7 
 
 2.1 
 
 1.8 
 
 36 
 
 9.10 
 
 1.20 
 
 1.17 
 
 5.1 
 
 4.0 
 
 8.4 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 87 
 
 8.85 
 
 1.26 
 
 1.20 
 
 4.8 
 
 3.8 
 
 3.2 
 
 2.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 38 
 
 S.62 
 
 1.33 
 
 1.24 
 
 4.5 
 
 3.6 
 
 3.0 
 
 2.6 
 
 2.3 
 
 1.8 
 
 1.5 
 
 39 
 
 8.40 
 
 1.40 
 
 1.27 
 
 4.3 
 
 3.4 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.7 
 
 1.4 
 
 165 VK 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 15-INCH I BEAM, No. 1, LIGHT, 
 
 60 LBS. PER FOOT. 
 
 Depth, 15". Width of Flanges, 5.03". Thickness of Web, 0.47". 
 
 Maximum fib Q .r strain = 12000 Ibs. per square inch. 
 
 g -^ 
 
 ii^ 
 
 1.9 
 
 ./ 
 
 .g rf 
 
 Proper distance, in feet, center to center 
 
 1 ! 
 ^ .a 
 
 f-ji 
 
 il 
 
 15 
 
 1| 
 
 of beams, for Safe Loads of 
 
 
 
 
 
 
 
 
 g -f 
 
 T-f'B-fJj'o 
 
 \\ rl 
 
 " 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 j| It 
 
 J>J='I 
 
 K 
 
 s | 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 J i* 
 
 45 to bJD~*^ 
 
 % 
 
 |f 3 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 
 
 
 **" 
 
 S 1- ft - 
 
 sq.ft. 
 
 sq.ft. 
 
 sq. ft. 
 
 sq.ft. 
 
 sq. ft. 
 
 sift. 
 
 10 
 
 28.24 
 
 0.09 
 
 0.25 
 
 56.5 
 
 45.2 
 
 37.7 
 
 32.3 
 
 28.2 
 
 22.6 
 
 18.8 
 
 11 
 
 25.67 
 
 0.11 
 
 0.28 
 
 46.7 
 
 37.4 
 
 81.1 
 
 26.7 
 
 23.3 
 
 18.7 
 
 15.6 
 
 12 
 
 23.53 
 
 0.18 
 
 0.30 
 
 39.2 
 
 31.4 
 
 26.1 
 
 22.4 
 
 19.6 
 
 15.7 
 
 13.1 
 
 13 
 
 21.72 
 
 0.16 
 
 0.33 
 
 33.4 
 
 26.7 
 
 22.3 
 
 19.1 
 
 16.7 
 
 13.4 
 
 11.1 
 
 14 
 
 20.17 
 
 0.18 
 
 0.35 
 
 28.8 
 
 23.0 
 
 19.2 
 
 16.5 
 
 14.4 
 
 11.5 
 
 9.6 
 
 15 
 
 18.83 
 
 0.21 
 
 0.38 
 
 25.1 
 
 20.1 
 
 16.7 
 
 14.3 
 
 12.6 
 
 10.0 
 
 8.4 
 
 16 
 
 17.65 
 
 0.24 
 
 0.40 
 
 22.1 
 
 17.7 
 
 14.7 
 
 12.6 
 
 11.0 
 
 8.8 
 
 7.4 
 
 17 
 
 16.61 
 
 0.27 
 
 0.43 
 
 19.5 
 
 15.6 
 
 13.0 
 
 11.1 
 
 9.8 
 
 7.8 
 
 6.5 
 
 18 
 
 15.69 
 
 0.30 
 
 0.45 
 
 17.4 
 
 13.9 
 
 11.8 
 
 9.9 
 
 8.7 
 
 7.0 
 
 5.8 
 
 19 
 
 14.86 
 
 0.33 
 
 0.48 
 
 15.6 
 
 12.5 
 
 10.4 
 
 8.9 
 
 7.8 
 
 6.2 
 
 5.2 
 
 20 
 
 14.12 
 
 0.37 
 
 0.50 
 
 14.1 
 
 11.3 
 
 9.4 
 
 8.1 
 
 7.1 
 
 5.6 
 
 4.7 
 
 21 
 
 13.45 
 
 0.41 
 
 0.53 
 
 12.8 
 
 10.2 
 
 8.5 
 
 7.3 
 
 6.4 
 
 5.1 
 
 
 22 
 
 12.84 
 
 0.45 
 
 0.55 
 
 11.7 
 
 9.3 
 
 7.8 
 
 6.7 
 
 5.8 
 
 4.7 
 
 3.9 
 
 23 
 
 12.28 
 
 0.49 
 
 0.58 
 
 10.7 
 
 8.6 
 
 7.1 
 
 6.1 
 
 6.3 
 
 4.3 
 
 3.6 
 
 24 
 
 11.77 
 
 0.53 
 
 0.60 
 
 9.8 
 
 7.8 
 
 6.5 
 
 5.6 
 
 4.9 
 
 3.9 
 
 3.3 
 
 25 
 
 11.30 
 
 0.58 
 
 0.63 
 
 9.0 
 
 7.2 
 
 6.0 
 
 5.1 
 
 4.5 
 
 3.6 
 
 3.0 
 
 26 
 
 10.86 
 
 0.62 
 
 0.65 
 
 8.4 
 
 6.7 
 
 5.6 
 
 4.8 
 
 4.2 
 
 3.4 
 
 2.8 
 
 27 
 
 10.46 
 
 0.67 
 
 0.68 
 
 7.7 
 
 6.2 
 
 5.1 
 
 4.4 
 
 3.9 
 
 3.1 
 
 2.6 
 
 28 
 
 10.09 
 
 0.72 
 
 0.70 
 
 7.2 
 
 5.8 
 
 4.8 
 
 4.1 
 
 3.6 
 
 2.9 
 
 2.4 
 
 29 
 
 9.74 
 
 0.78 
 
 0.73 
 
 6.7 
 
 5.4 
 
 4.5 
 
 3.8 
 
 3.4 
 
 2.7 
 
 2.2 
 
 30 
 
 9.41 
 
 0.83 
 
 0.75 
 
 6.3 
 
 6.0 
 
 4.2 
 
 3.6 
 
 3.1 
 
 2.5 
 
 2.1 
 
 31 
 
 9.11 
 
 0.89 
 
 0.78 
 
 5.9 
 
 4.7 
 
 3.9 
 
 3.4 
 
 2.9 
 
 2.4 
 
 2.0 
 
 32 
 
 8.83 
 
 0.94 
 
 0.80 
 
 5.5 
 
 4.4 
 
 3.7 
 
 3.2 
 
 2.8 
 
 2.2 
 
 1.8 
 
 33 
 
 8.56 
 
 1.00 
 
 0.83 
 
 5.2 
 
 4.2 
 
 3.5 
 
 3.0 
 
 2.6 
 
 2.1 
 
 1.7 
 
 34 
 
 8.31 
 
 1.07 
 
 0.85 
 
 4.9 
 
 3.9 
 
 3.3 
 
 2.8 
 
 2.4 
 
 2.0 
 
 1.6 
 
 35 
 
 8.07 
 
 1.13 
 
 0.88 
 
 4.6 
 
 3.7 
 
 8.1 
 
 2.6 
 
 2.3 
 
 1.8 
 
 1.5 
 
 36 
 
 7.84 
 
 1.19 
 
 0.90 
 
 4.4 
 
 3.5 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.7 
 
 1.5 
 
 37 
 
 7.63 
 
 1.26 
 
 0.93 
 
 4.1 
 
 3.3 
 
 2.7 
 
 2.4 
 
 2.1 
 
 1.6 
 
 1.4 
 
 38 
 
 7.43 
 
 1.33 
 
 0.95 
 
 3.9 
 
 3.1 
 
 2.6 
 
 2.2 
 
 2.0 
 
 1.6 
 
 1.3 
 
 39 
 
 7.24 
 
 1.40 
 
 0.98 
 
 3.7 
 
 3.0 
 
 2.5 
 
 2.1 
 
 1.9 
 
 1.5 
 
 1.2 
 C 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 12-INCH I BEAM, No. 3, HEAVY, 
 
 60 LBS. PER FOOT. 
 
 Depth, 12". Width of Flanges, 5.09". Thickness of Web, 0.96". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 f 1 
 
 fJJ{ 
 
 Si 
 
 j| 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 s tf 
 
 Ifi* 
 
 rtS 
 
 ?s 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 1 1: 
 
 Mil 
 
 If 
 
 is 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 s s 
 
 sis.? 
 
 3.3 
 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 cgiS a 
 
 
 
 5 
 
 4. ft. 
 
 4. ft. 
 
 4. ft. 
 
 pq.ft 
 
 sq.ft. 
 
 ai.ft. 
 
 sq.ft. 
 
 10 
 
 22.68 
 
 0.12 
 
 0.30 
 
 45.4 
 
 36.8 
 
 30.2 
 
 25.9 
 
 22.7 
 
 18.1 
 
 15.1 
 
 11 
 
 20.62 
 
 0.14 
 
 0.33 
 
 37.5 
 
 30.0 
 
 25.0 
 
 21.4 
 
 18.7 
 
 15.0 
 
 12.5 
 
 12 
 
 18.90 
 
 0.17 
 
 0.36 
 
 31.5 
 
 25.2 
 
 21.0 
 
 18.0 
 
 15.8 
 
 12.6 
 
 10.5 
 
 13 
 
 17.45 
 
 0.20 
 
 0.39 
 
 26.8 
 
 21.5 
 
 17.9 
 
 15.3 
 
 13.4 
 
 10.7 
 
 8.9 
 
 14 
 
 16.20 
 
 0.23 
 
 0.42 
 
 23.1 
 
 18.5 
 
 15.4 
 
 13.2 
 
 11.6 
 
 9.3 
 
 7.7 
 
 15 
 
 15.12 
 
 0.26 
 
 0.45 
 
 20.2 
 
 16.1 
 
 13.4 
 
 11.5 
 
 10.1 
 
 8.1 
 
 6.7 
 
 16 
 
 14.18 
 
 0.30 
 
 0.48 
 
 17.7 
 
 14.2 
 
 11.8 
 
 10.1 
 
 8.9 
 
 7.1 
 
 6.9 
 
 17 
 
 13.34 
 
 0.33 
 
 0.51 
 
 15.7 
 
 16 
 
 10.5 
 
 9.0 
 
 7.8 
 
 6.3 
 
 6.2 
 
 18 
 
 12.60 
 
 0.37 
 
 0.54 
 
 14.0 
 
 Hi 
 
 9.3 
 
 8.0 
 
 7.0 
 
 6.6 
 
 4.7 
 
 19 
 
 11.94 
 
 0.42 
 
 0.57 
 
 12.6 
 
 10.1 
 
 8.4 
 
 7.2 
 
 6.3 
 
 5.0 
 
 4.2 
 
 20 
 
 11.34 
 
 0.46 
 
 0.60 
 
 11.3 
 
 9.1 
 
 7.6 
 
 6.5 
 
 5.7 
 
 4.5 
 
 3.8 
 
 21 
 
 10.80 
 
 0.51 
 
 0.63 
 
 10.3 
 
 8.2 
 
 6.9 
 
 5.9 
 
 6.2 
 
 4.1 
 
 3.4 
 
 22 
 
 10.31 
 
 0.56 
 
 0.66 
 
 9.4 
 
 7.5 
 
 6.2 
 
 6.4 
 
 4.7 
 
 3.7 
 
 3.1 
 
 23 
 
 9.86 
 
 0.61 
 
 0.69 
 
 8.6 
 
 6.9 
 
 5.7 
 
 4.9 
 
 4.3 
 
 8.4 
 
 2.9 
 
 24 
 
 9.45 
 
 0.66 
 
 0.72 
 
 7.9 
 
 6.3 
 
 5.3 
 
 4.5 
 
 3.9 
 
 3.1 
 
 2.6 
 
 25 
 
 9.07 
 
 0.72 
 
 0.75 
 
 7.3 
 
 6.8 
 
 4.9 
 
 4.2 
 
 3.6 
 
 2.9 
 
 2.4 
 
 26 
 
 8.72 
 
 0.78 
 
 0.78 
 
 6.7 
 
 5.4 
 
 4.5 
 
 3.9 
 
 8.3 
 
 2.7 
 
 2.2 
 
 27 
 
 8.40 
 
 0.84 
 
 0.81 
 
 6.2 
 
 6.0 
 
 4.2 
 
 3.6 
 
 8.1 
 
 2.5 
 
 2.1 
 
 28 
 
 8.10 
 
 0.90 
 
 0.84 
 
 6.8 
 
 4.6 
 
 3.9 
 
 SL3 
 
 2.9 
 
 2.3 
 
 1.9 
 
 29 
 
 7.82 
 
 0.97 
 
 0.87 
 
 6.4 
 
 4.3 
 
 3.6 
 
 8.1 
 
 2.7 
 
 2.1 
 
 1.8 
 
 30 
 
 7.56 
 
 1.04 
 
 0.90 
 
 6.0 
 
 4.0 
 
 8.4 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 31 
 
 7.32 
 
 1.11 
 
 0.93 
 
 4.7 
 
 3.8 
 
 3.2 
 
 2.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 32 
 
 7.09 
 
 1.18 
 
 0.96 
 
 4.4 
 
 3.5 
 
 8.0 
 
 2.5 
 
 2.2 
 
 1.8 
 
 1.5 
 
 33 
 
 6.87 
 
 1.26 
 
 0.99 
 
 4.2 
 
 3.3 
 
 2.8 
 
 2.4 
 
 2.1 
 
 1.7 
 
 1.4 
 
 34 
 
 6.67 
 
 1.34 
 
 1.02 
 
 3.9 
 
 8.1 
 
 2.6 
 
 2.2 
 
 2.0 
 
 1.6 
 
 1.3 
 
 35 
 
 6.48 
 
 1.42 
 
 1.05 
 
 8.7 
 
 8.0 
 
 2.5 
 
 8.1 
 
 1.9 
 
 1.5 
 
 1.2 
 
 36 
 
 6.30 
 
 1.50 
 
 1.08 
 
 8.5 
 
 2.8 
 
 2.3 
 
 2.0 
 
 1.8 
 
 1.4 
 
 1.2 
 
 37 
 
 6.13 
 
 1.58 
 
 1.11 
 
 3.3 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.7 
 
 1.3 
 
 1.1 
 
 38 
 
 5.97 
 
 1.67 
 
 1.14 
 
 3.1 
 
 2.5 
 
 2.1 
 
 1.8 
 
 1.6 
 
 t.3 
 
 1.0 
 
 3D 
 
 5.82 
 
 1.76 
 
 1.17 
 
 3.0 
 
 2.4 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0^ 
 
 i 
 
 
 
 
 
 
 
 
 
 IK 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 12-INCH I BEAM, No. 3, LIGHT, 
 
 42 LBS. PEE, FOOT. 
 
 Depth, 12". Width of Flanges, 4.64". Thickness of Web, 0.51" 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 8 t 
 
 ti^a 
 
 3 . 
 
 "* m 
 
 Proper distance, in feet, center to center 
 
 |1 
 
 .Jjlsi 
 
 ii 
 
 J| 
 
 of beams, for Safe Loads of 
 
 If 
 
 f~% 
 
 83 
 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 soo 
 
 g< 
 
 a 
 
 'i^ 
 
 ll 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 1 s 
 
 o 43 - -3 
 
 (S r5 
 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 HJfa 
 
 
 
 ^ 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 10 
 
 18.36 
 
 0.12 
 
 0.21 
 
 36.7 
 
 29.4 
 
 24.5 
 
 21.0 
 
 18.4 
 
 14.7 
 
 12.2 
 
 11 
 
 16.69 
 
 0.14 
 
 0.23 
 
 30.3 
 
 24.3 
 
 20.2 
 
 17.3 
 
 15.2 
 
 12.1 
 
 10.1 
 
 12 
 
 15.30 
 
 0.17 
 
 0.25 
 
 25.5 
 
 20.4 
 
 17.0 
 
 14.6 
 
 12.8 
 
 10.2 
 
 8.5 
 
 13 
 
 14.12 
 
 0.2C 
 
 0.27 
 
 21.7 
 
 17.4 
 
 14.5 
 
 12.4 
 
 10.9 
 
 .8.7 
 
 7.2 
 
 14 
 
 13.11 
 
 0.23 
 
 0.29 
 
 18.7 
 
 15.0 
 
 12.5 
 
 10.7 
 
 9.4 
 
 7.5 
 
 6.2 
 
 15 
 
 12.24 
 
 0.26 
 
 0.32 
 
 16.3 
 
 13.1 
 
 10.9 
 
 9.3 
 
 8.2 
 
 6.5 
 
 5.4 
 
 18 
 
 11.48 
 
 0.30 
 
 0.34 
 
 14.4 
 
 11.5 
 
 9.6 
 
 8.2 
 
 7.2 
 
 5.7 
 
 4.8 
 
 17 
 
 10.80 
 
 0.33 
 
 0.36 
 
 12.7 
 
 10.2 
 
 8.5 
 
 7.3 
 
 6.4 
 
 5.1 
 
 4.2 
 
 18 
 
 10.20 
 
 0.37 
 
 0.38 
 
 11.3 
 
 9.1 
 
 7.6 
 
 6.5 
 
 5.7 
 
 4.5 
 
 3.8 
 
 19 
 
 9.66 
 
 0.42 
 
 0.40 
 
 10.2 
 
 8.1 
 
 6.8 
 
 5.8 
 
 5.1 
 
 4.1 
 
 3.4 
 
 20 
 
 9.18 
 
 0.46 
 
 0.42 
 
 9.2 
 
 7.3 
 
 6.1 
 
 5.2 
 
 4.6 
 
 3.7 
 
 3.1 
 
 21 
 
 8.74 
 
 0.51 
 
 0.44 
 
 8.3 
 
 6.7 
 
 5.5 
 
 4.8 
 
 4.2 
 
 3.3 
 
 2.8 
 
 22 
 
 8.35 
 
 0.56 
 
 0.46 
 
 7.6 
 
 6.1 
 
 6.0 
 
 4.3 
 
 3.8 
 
 3.0 
 
 2.5 
 
 23 
 
 7.98 
 
 0.61 
 
 0.48 
 
 6.9 
 
 5.6 
 
 4.6 
 
 4.0 
 
 3.5 
 
 2.8 
 
 2.3 
 
 24 
 
 7.65 
 
 0.66 
 
 0.50 
 
 6.4 
 
 5.1 
 
 4.2 
 
 3.6 
 
 3.2 
 
 2.6 
 
 2.1 
 
 25 
 
 7.34 
 
 0.72 
 
 0.53 
 
 5.9 
 
 4.7 
 
 3.9 
 
 3.3 
 
 2.9 
 
 2.4 
 
 2.0 
 
 26 
 
 7.06 
 
 0.78 
 
 0.55 
 
 5.4 
 
 4.3 
 
 3.6 
 
 3.1 
 
 2.7 
 
 2.2 
 
 1.8 
 
 27 
 
 6.80 
 
 0.84 
 
 0.57 
 
 5.0 
 
 4.0 
 
 3.3 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 28 
 
 6.56 
 
 0.90 
 
 0.59 
 
 4.7 
 
 3.7 
 
 8.1 
 
 2.7 
 
 2.3 
 
 1.9 
 
 1.6 
 
 29 
 
 6.33 
 
 0.97 
 
 0.61 
 
 4.4 
 
 3.5 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.7 
 
 1.5 
 
 30 
 
 6.12 
 
 1.04 
 
 0.63 
 
 4.1 
 
 3.3 
 
 2.7 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.4 
 
 31 
 
 5.92 
 
 1.11 
 
 0.65 
 
 3.8 
 
 3.1 
 
 2.5 
 
 2.2 
 
 1.9 
 
 1.5 
 
 1.3 
 
 82 
 
 5.74 
 
 1.18 
 
 0.67 
 
 3.6 
 
 2.9 
 
 2.3 
 
 2.0 
 
 1.8 
 
 1.4 
 
 1.2 
 
 83 
 
 5.56 
 
 1.26 
 
 0.69 
 
 8.4 
 
 2.7 
 
 2.2 
 
 1.9 
 
 1.7 
 
 1.3 
 
 1.1 
 
 34 
 
 5.40 
 
 1.34 
 
 0.71 
 
 8.2 
 
 2.5 
 
 2.1 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 85 
 
 5.25 
 
 1.42 
 
 0.74 
 
 3.0 
 
 2.4 
 
 S.O 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 36 
 
 5.10 
 
 1.50 
 
 0.76 
 
 2.8 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 0.9 
 
 87 
 
 4.96 
 
 1.58 
 
 O.V8 
 
 2.6 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 0.9 
 
 88 
 
 4.83 
 
 1.67 
 
 0.80 
 
 2.5 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 0.8 
 
 39 
 
 4.71 
 
 1.76 
 
 0.82 
 
 2.4 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 0.8 
 
 J ** 
 
 168 " * 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 10K-INCH I BEAM, No. 4, HEAVY, 
 45 LBS. PER FOOT. 
 
 Depth, 10)6". Width of Flanges, 4.92". Thickness of Web, 0.79". 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 g -rf 
 
 -i?s 
 
 1 . 
 
 a 4 
 
 Proper distance, in feet, center to center 
 
 13 
 
 js'g J|g 
 
 J 
 
 f! 
 
 of beams, for Safe Loads of 
 
 S g 
 
 tjj tcJ-tt_, o 
 
 ^ pj 
 
 j 
 
 
 Jo "+ 
 
 1 
 
 5jS 
 
 S's 
 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 1 1 
 
 -l-^ i s 
 
 Jl 
 
 f^ 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 3 3 
 
 Jl bo" 2 
 
 
 'S 5 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 .f?.s 
 
 
 
 f* 
 
 nf.ft. 
 
 sq.ft. 
 
 sfft 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 f& 
 
 10 
 
 15.32 
 
 0.13 
 
 0.23 
 
 30.6 
 
 24.5 
 
 20.4 
 
 17.5 
 
 15.3 
 
 12.3 
 
 10.2 
 
 11 
 
 13.93 
 
 0.16 
 
 0.25 
 
 25.3 
 
 20.3 
 
 16.9 
 
 14.5 
 
 12.7 
 
 10.1 
 
 8.4 
 
 12 
 
 12.77 
 
 0.19 
 
 0.27 
 
 21.3 
 
 17.0 
 
 14.2 
 
 12.2 
 
 10.6 
 
 8.5 
 
 7.1 
 
 18 
 
 11.78 
 
 0.22 
 
 0.29 
 
 18.1 
 
 14.5 
 
 12.1 
 
 10.4 
 
 9.1 
 
 7.2 
 
 6.0 
 
 14 
 
 10.94 
 
 0.26 
 
 0.32 
 
 15.6 
 
 12.5 
 
 10.4 
 
 8.9 
 
 7.8 
 
 6.3 
 
 5.2 
 
 15 
 
 10.21 
 
 0.30 
 
 0.34 
 
 13.6 
 
 10.9 
 
 9.1 
 
 7.8 
 
 6.8 
 
 6.4 
 
 4.5 
 
 16 
 
 9.58 
 
 0.34 
 
 0.36 
 
 12.0 
 
 9.6 
 
 8.0 
 
 6.8 
 
 6.0 
 
 4.8 
 
 4.0 
 
 17 
 
 9.01 
 
 0.38 
 
 0.38 
 
 10.6 
 
 8.5 
 
 7.1 
 
 6.1 
 
 6.3 
 
 4.2 
 
 3.5 
 
 18 
 
 8.51 
 
 0.43 
 
 0.41 
 
 9.5 
 
 7.6 
 
 6.3 
 
 6.4 
 
 4.7 
 
 8.8 
 
 8.1 
 
 19 
 
 8.06 
 
 0.48 
 
 0.43 
 
 8.5 
 
 6.8 
 
 6.7 
 
 4.8 
 
 4.2 
 
 8.4 
 
 2.8 
 
 20 
 
 7.68 
 
 0.53 
 
 0.45 
 
 7.7 
 
 6.1 
 
 6.1 
 
 4.4 
 
 8.8 
 
 3.1 
 
 2.5 
 
 21 
 
 7.30 
 
 0.58 
 
 0.47 
 
 7.0 
 
 6.6 
 
 4.6 
 
 4.0 
 
 8.5 
 
 2.8 
 
 2.3 
 
 22 
 
 6.98 
 
 0.64 
 
 0.50 
 
 6.3 
 
 5.1 
 
 4.2 
 
 3.6 
 
 8.2 
 
 2.5 
 
 2.1 
 
 23 
 
 6.68 
 
 0.70 
 
 0.52 
 
 5.8 
 
 4.6 
 
 3.9 
 
 8.3 
 
 2.9 
 
 2.3 
 
 1.9 
 
 24 
 
 6.38 
 
 0.76 
 
 0.54 
 
 6.3 
 
 4.2 
 
 3.6 
 
 8.0 
 
 2.7 
 
 2.1 
 
 1.8 
 
 25 
 
 6.13 
 
 0.82 
 
 0.56 
 
 4.9 
 
 3.9 
 
 8.3 
 
 2.8 
 
 2.5 
 
 1.9 
 
 1.6 
 
 26 
 
 5.89 
 
 0.89 
 
 0.59 
 
 4.5 
 
 3.6 
 
 3.0 
 
 2.6 
 
 2.3 
 
 1.8 
 
 1.6 
 
 27 
 
 5.67 
 
 0.96 
 
 0.61 
 
 4.2 
 
 3.4 
 
 2.8 
 
 2.4 
 
 2.1 
 
 1.7 
 
 1.4 
 
 28 
 
 5.47 
 
 1.03 
 
 0.63 
 
 3.9 
 
 3.1 
 
 2.6 
 
 2.2 
 
 2.0 
 
 1.6 
 
 1.3 
 
 29 
 
 5.28 
 
 1.11 
 
 0.65 
 
 3.6 
 
 2.9 
 
 2.4 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.2 
 
 30 
 
 5.11 
 
 1.19 
 
 0.68 
 
 3.4 
 
 2.7 
 
 2.3 
 
 1.9 
 
 1.7 
 
 1.4 
 
 1.1 
 
 31 
 
 4.94 
 
 1.27 
 
 0.70 
 
 3.2 
 
 2.6 
 
 2.1 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 32 
 
 4.79 
 
 1.35 
 
 0.72 
 
 3.0 
 
 2.4 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 33 
 
 4.64 
 
 1.44 
 
 0.74 
 
 2.8 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 .9 
 
 34 
 
 4.51 
 
 1.53 
 
 0.77 
 
 2.7 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 .9 
 
 35 
 
 4.38 
 
 1.62 
 
 0.79 
 
 2.5 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1,3 
 
 1.0 ! .8 
 
 36 
 
 4.26 
 
 1.71 
 
 0.81 
 
 2.4 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.2 
 
 .9 .8 
 
 37 
 
 4.14 
 
 1.80 
 
 0.83 
 
 2.2 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 .9 .7 
 
 38 
 
 4.03 
 
 1.90 
 
 0.86 
 
 2.1 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.1 
 
 .8j ..7 
 
 39 
 
 3.93 
 
 2.01 
 
 0.88 
 
 2.0 
 
 1.6 
 
 1.3 
 
 1.2 
 
 1.0 
 
 .8 "i . .7 
 
 ^ 169 ~~T! 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 10^-INCH I BEAM. No. 4, LIGHT, 
 
 31K LBS. PER FOOT. 
 
 Depth, 10>". Width of Flanges, 4.54". Thickness of Web, 0.41". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 I* 
 
 Hll 
 
 ! 
 
 fe 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 3-2 
 
 ^73" -*f .^, 
 
 if 
 
 J| 
 
 
 
 
 
 
 
 
 
 
 tfl*! 
 
 
 *o ,_ 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 
 J^'| 
 
 'iif 
 
 t"*" OT 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 s g 
 
 42 "H bo"^ 
 
 <a-3 
 
 J> 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 cg^.2.2 
 
 J 
 
 ^ 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq. ft. 
 
 10 
 
 12.56 
 
 0.13 
 
 0.16 
 
 25.1 
 
 20.1 
 
 16.7 
 
 14.4 
 
 12.6 
 
 10.0 
 
 8.4 
 
 11 
 
 11.42 
 
 0.16 
 
 0.17 
 
 20.8 
 
 16.6 
 
 13.8 
 
 11.9 
 
 10.4 
 
 8.3 
 
 6.9 
 
 12 
 
 10.47 
 
 0.19 
 
 0.19 
 
 17.5 
 
 14.0 
 
 11.6 
 
 10.0 
 
 8.7 
 
 7.0 
 
 5.8 
 
 13 
 
 9.66 
 
 0.22 
 
 0.21 
 
 14.9 
 
 11.9 
 
 9.9 
 
 8.5 
 
 7.4 
 
 5.9 
 
 5.0 
 
 14 
 
 8.97 
 
 0.26 
 
 0.22 
 
 12.8 
 
 10.2 
 
 8.5 
 
 7.3 
 
 6.4 
 
 5.1 
 
 4.3 
 
 15 
 
 8.37 
 
 0.30 
 
 0.24 
 
 11.2 
 
 8.9 
 
 7.4 
 
 6.4 
 
 5.6 
 
 4.5 
 
 3.7 
 
 16 
 
 7.85 
 
 0.34 
 
 0.25 
 
 9.8 
 
 7.8 
 
 6.5 
 
 5.6 
 
 4.9 
 
 3.9 
 
 3.3 
 
 17 
 
 7.39 
 
 0.38 
 
 0.27 
 
 8.7 
 
 7.0 
 
 5.8 
 
 5.0 
 
 4.3 
 
 3.5 
 
 2.9 
 
 18 
 
 6.98 
 
 0.43 
 
 0.28 
 
 7.8 
 
 6.2 
 
 5.2 
 
 4.4 
 
 3.9 
 
 3.1 
 
 2.6 
 
 19 
 
 6.61 
 
 0.48 
 
 0.30 
 
 7.0 
 
 5.6 
 
 4.6 
 
 4.0 
 
 3.5 
 
 2.8 
 
 2.3 
 
 20 
 
 6.28 
 
 0.53 
 
 0.32 
 
 6.3 
 
 5.0 
 
 4.2 
 
 3.6 
 
 8.1 
 
 2.5 
 
 2.1 
 
 21 
 
 5.98 
 
 0.58 
 
 0.33 
 
 5.7 
 
 4.6 
 
 8.8 
 
 3.3 
 
 2.8 
 
 2.3 
 
 1.9 
 
 22 
 
 5.71 
 
 0.64 
 
 0.35 
 
 5.2 
 
 4.2 
 
 3.5 
 
 3.0 
 
 2.6 
 
 2.1 
 
 1.7 
 
 23 
 
 5.46 
 
 0.70 
 
 0.36 
 
 4.8 
 
 3.8 
 
 3.2 
 
 2.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 24 
 
 5.23 
 
 0.76 
 
 0.38 
 
 4.4 
 
 3.5 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.7 
 
 1.5 
 
 25 
 
 5.02 
 
 0.82 
 
 0.39 
 
 4.0 
 
 3.2 
 
 2.7 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.3 
 
 26 
 
 4.83 
 
 0.89 
 
 0.41 
 
 3.7 
 
 3.0 
 
 2.5 
 
 2.1 
 
 1.9 
 
 1.5 
 
 1.2 
 
 27 
 
 4.65 
 
 0.96 
 
 0.43 
 
 3.4 
 
 2.8 
 
 2.3 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.1 
 
 28 
 
 4.49 
 
 1.03 
 
 0.44 
 
 3.2 
 
 2.6 
 
 2.1 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 29 
 
 4.33 
 
 1.11 
 
 0.46 
 
 3.0 
 
 2.4 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 30 
 
 4.19 
 
 1.19 
 
 0.47 
 
 2.8 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 .9 
 
 31 
 
 4.05 
 
 1.27 
 
 0.49 
 
 2.6 
 
 2.1 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 .9 
 
 32 
 
 3.93 
 
 1.35 
 
 0.50 
 
 2.5 
 
 2.0 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 33 
 
 3.81 
 
 1.44 
 
 0.52 
 
 2.3 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.2 
 
 .9 
 
 .8 
 
 84 
 
 3.69 
 
 1.53 
 
 0.54 
 
 2.2 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.1 
 
 .9 
 
 .7 
 
 35 
 
 3.59 
 
 1.62 
 
 0.55 
 
 2.1 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 36 
 
 3.49 
 
 1.71 
 
 0.57 
 
 1.9 
 
 1.6 
 
 1.8 
 
 1.1 
 
 1.0 
 
 .8 
 
 .6 
 
 37 
 
 3.39 
 
 1.80 0.58 
 
 1.8 
 
 1.5 
 
 1.2 
 
 1.1 
 
 .9 
 
 .7 
 
 .6 
 
 38 
 
 3.31 
 
 1.90 0.60 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 39 
 
 3.82 
 
 2.01 
 
 0.61 
 
 1.7 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .6 
 
 
 
 
 
 
 
 
 
 
 
 E 
 
 170 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 10-INCH Z BEAM, No. 5, HEAVY, 
 
 45 LBS. PER FOOT. 
 
 Deptk, 10". Width of Flanges, 4.77". Thickness of Web, 0.77". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 ^ 
 
 l^?jla . 
 
 2 of 
 
 Proper distance, in feet, center to center 
 
 I -s 
 
 JsUJa feJI 
 
 ef~ 
 
 of beams, for Safe Loads of 
 
 
 H^SS 
 
 2 "* 
 
 J 
 
 
 
 
 
 
 
 
 
 f'S 
 
 S- 9 
 
 ** 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 250 
 
 300 
 
 3 3. 
 
 1 
 
 If 
 
 ^ 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 S I 
 
 J .3 -3 
 
 S- 2 
 
 g-3 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 :.g.S 
 
 
 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft 
 
 11 
 
 15.00 
 
 0.14 
 
 0.23 
 
 30.0 
 
 24.0 
 
 20.0 
 
 17.1 
 
 15.0 
 
 12.0 
 
 10.0 
 
 11 
 
 13.64 
 
 0.17 
 
 0.25 
 
 24.8 
 
 19.8 
 
 16.5 
 
 14.2 
 
 12.4 
 
 9.9 
 
 8.3 
 
 12 
 
 12.50 
 
 0.20 
 
 0.27 
 
 20.8 
 
 16.7 
 
 13.9 
 
 11.6 
 
 10.4 
 
 8.3 
 
 6.9 
 
 13 
 
 11.54 
 
 0.23 
 
 0.29 
 
 17.8 
 
 14.2 
 
 11.8 
 
 10.1 
 
 8.9 
 
 7.1 
 
 5.9 
 
 14 
 
 10.71 
 
 0.27 
 
 0.32 
 
 15.3 
 
 12.2 
 
 10.2 
 
 8.7 
 
 7.7 
 
 6.1 
 
 5.1 
 
 15 
 
 10.00 
 
 0.31 
 
 0.34 
 
 13.3 
 
 10.7 
 
 8.9 
 
 7.6 
 
 6.7 
 
 5.8 
 
 4.4 
 
 16 
 
 9.38 
 
 0.35 
 
 0.36 
 
 11.7 
 
 9.4 
 
 7.8 
 
 6.7 
 
 5.9 
 
 4.7 
 
 3.9 
 
 17 
 
 8.82 
 
 0.40 
 
 0.38 
 
 10.4 
 
 8.3 
 
 6.9 
 
 5.9 
 
 5.2 
 
 4.2 
 
 3.5 
 
 18 
 
 8.33 
 
 0.45 
 
 0.41 
 
 9.3 
 
 7.4 
 
 C.8 
 
 5.3 
 
 4.6 
 
 3.7 
 
 3.1 
 
 19 
 
 7.89 
 
 0.50 
 
 0.43 
 
 8.3 
 
 6.6 
 
 5.5 
 
 4.7 
 
 4.2 
 
 3.3 
 
 2.8 
 
 20 
 
 7.50 
 
 0.55 
 
 0.45 
 
 7.5 
 
 6.0 
 
 5.0 
 
 4.3 
 
 3.8 
 
 8.0 
 
 2.5 
 
 21 
 
 7.14 
 
 0.61 
 
 0.47 
 
 6.8 
 
 5.4 
 
 4.5 
 
 3.9 
 
 3.4 
 
 2.7 
 
 2.9 
 
 22 
 
 6.82 
 
 0.67 
 
 0.50 
 
 6.2 
 
 5.0 
 
 4.1 
 
 3.5 3.1 
 
 2.5 
 
 2.1 
 
 23 
 
 6.52 
 
 0.73 
 
 0.52 
 
 5.7 
 
 4.5 
 
 3.8 
 
 3.2 ! 2.8 
 
 2.3 
 
 1.9 
 
 24 
 
 6.25 
 
 0.80 
 
 0.54 
 
 5.2 
 
 4.1 
 
 3.5 
 
 2.9 
 
 2.6 
 
 2.1 
 
 1.7 
 
 25 
 
 6.00 
 
 0.87 
 
 0.56 
 
 4.8 
 
 3.8 
 
 3.2 
 
 2.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 26 
 
 5.77 
 
 0.94 
 
 0.59 
 
 4.4 
 
 3.6 
 
 3.0 
 
 2.5 
 
 2.2 
 
 1.8 
 
 1.5 
 
 27 
 
 5.56 
 
 1.01 
 
 0.61 
 
 4.1 
 
 8.3 
 
 2.8 
 
 2.4 
 
 2.1 
 
 1.6 
 
 1.4 
 
 28 
 
 5.36 
 
 1.09 
 
 0.63 
 
 3.8 
 
 3.1 
 
 2.6 
 
 2.2 
 
 .9 
 
 1.5 
 
 1.3 
 
 29 
 
 5.17 
 
 1.17 
 
 0.65 
 
 3.6 
 
 2.9 
 
 2.4 
 
 2.0 
 
 .8 
 
 1.4 
 
 1.2 
 
 30 
 
 5.00 
 
 1.25 
 
 0.68 
 
 3.3 
 
 2.7 
 
 2.2 
 
 1.9 
 
 .7 
 
 1.3 
 
 1.1 
 
 31 
 
 4.84 
 
 1.33 
 
 0.70 
 
 3.1 
 
 2.5 
 
 2.1 
 
 1.8 
 
 .6 
 
 1.2 
 
 1.0 
 
 32 
 
 4.69 
 
 1.42 
 
 0.72 
 
 2.9 
 
 2.3 
 
 1.9 
 
 1.7 
 
 .5 
 
 1.2 
 
 1.0 
 
 33 
 
 4.55 
 
 1.51 
 
 0.74 
 
 2.8 
 
 2.2 
 
 1.8 
 
 1.6 
 
 .4 
 
 11 
 
 .9 
 
 34 
 
 4.41 
 
 1.60 
 
 0.77 
 
 2.6 
 
 2.1 
 
 1.7 
 
 1.5 
 
 .8 
 
 1.0 
 
 .9 
 
 35 
 
 4.29 
 
 1.70 
 
 0.79 
 
 2.4 
 
 2.0 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 36 
 
 4.17 
 
 1.80 
 
 0.81 
 
 2.3 
 
 1.9 
 
 1.5 
 
 1.3 
 
 1.2 
 
 .9 
 
 .8 
 
 37 
 
 4.05 1 1.90 
 
 0.83 
 
 2.2 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 .9 
 
 .7 
 
 38 
 
 3.95 12.01 
 
 0.86 
 
 2.1 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 39 
 
 3.85 2.11 
 
 0.88 
 
 2.0 
 
 1.6 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 m r * 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 1O-INCH I BEAM, No. 5, LIGHT, 
 
 30 LBS. PER FOOT. 
 
 Depth, 10". Width of Flanges, 4.32". Thickness of Web, 0.32". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 n 
 
 ! -~ 
 
 tlf* 
 
 If 
 
 if 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 8 
 
 Sfi? 
 
 1 .9 
 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 jl g; 
 
 J3~'S 3 
 
 !* 
 
 S M 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 S 
 
 ilSc 
 
 i- 3 
 
 '3 Ji 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 oa ^ .2 .5 
 
 
 
 ** 
 
 si. ft. 
 
 84. ft 
 
 si. ft 
 
 si. ft. 
 
 If. ft 
 
 si. ft. 
 
 si. ft. 
 
 10 
 
 12.00 
 
 0.14 
 
 0.15 
 
 24.0 
 
 19.2 
 
 16.0 
 
 13.7 
 
 12.0 
 
 9.6 
 
 8.0 
 
 11 
 
 10.91 
 
 0.17 
 
 0.17 
 
 19.8 
 
 15.9 
 
 13.2 
 
 11.3 
 
 9.9 
 
 7.9 
 
 6.6 
 
 12 
 
 10.00 
 
 0.20 
 
 0.18 
 
 1G.7 
 
 13.3 
 
 11.1 
 
 9.5 
 
 8.3 
 
 6.7 
 
 5.6 
 
 13 
 
 9.23 
 
 0.23 
 
 0.20 
 
 14.2 
 
 11.4 
 
 9.5 
 
 8.1 
 
 7.1 
 
 5.7 
 
 4.7 
 
 14 
 
 8.57 
 
 0.27 
 
 0.21 
 
 12.2 
 
 9.8 
 
 8.2 
 
 7.0 
 
 6.1 
 
 4.9 
 
 4.1 
 
 15 
 
 8.00 
 
 0.31 
 
 0.23 
 
 10.7 
 
 8.5 
 
 7.1 
 
 6.1 
 
 5.3 
 
 4.3 
 
 3.6 
 
 16 
 
 7.50 
 
 0.35 
 
 0.24 
 
 9.4 
 
 7.5 
 
 6.3 
 
 5.4 
 
 4.7 
 
 3.8 
 
 3.1 
 
 17 
 
 7.06 
 
 0.40 
 
 0.26 
 
 8.3 
 
 6.6 
 
 5.5 
 
 4.7 
 
 4.2 
 
 3.3 
 
 2.8 
 
 18 
 
 6.67 
 
 0.45 
 
 0.27 
 
 7.4 
 
 5.9 
 
 4.9 
 
 4.2 
 
 3.7 
 
 3.0 
 
 2.5 
 
 19 
 
 6.32 
 
 0.50 
 
 0.29 
 
 6.7 
 
 5.3 
 
 4.4 
 
 3.8 
 
 3.3 
 
 2.7 
 
 2.2 
 
 20 
 
 6.00 
 
 0.55 
 
 0.30 
 
 6.0 
 
 4.8 
 
 4.0 
 
 3.4 
 
 3.0 
 
 2.4 
 
 2.0 
 
 21 
 
 5.71 
 
 0.61 
 
 0.32 
 
 5.4 
 
 4.4 
 
 3.6 
 
 3.1 
 
 2.7 
 
 2.2 
 
 1.8 
 
 22 
 
 5.45 
 
 0.67 
 
 0.33 
 
 5.0 
 
 4.0 
 
 3.3 
 
 2.8 
 
 2.5 
 
 2.0 
 
 1.7 
 
 23 
 
 5.22 
 
 0.73 
 
 0.35 
 
 4.5 
 
 8.6 
 
 3.0 
 
 2.6 
 
 2.3 
 
 1.8 
 
 1.5 
 
 24 
 
 5.00 
 
 0.80 
 
 0.36 
 
 4.2 
 
 3.3 
 
 2.8 
 
 2.4 
 
 2.1 
 
 1.7 
 
 1.4 
 
 25 
 
 4.80 
 
 0.87 
 
 0.38 
 
 3.8 
 
 3.1 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.5 
 
 1.3 
 
 26 
 
 4.62 
 
 0.94 
 
 0.39 
 
 8.6 
 
 2.8 
 
 2.4 
 
 2.0 
 
 1.8 
 
 1.4 
 
 1.2 
 
 27 
 
 4.44 
 
 1.01 
 
 0.41 
 
 3.3 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.1 
 
 28 
 
 4.29 
 
 1.09 
 
 0.42 
 
 3.1 
 
 2.4 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 29 
 
 4.14 
 
 1.17 
 
 0.44 
 
 2.9 
 
 2.3 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 .9 
 
 30 
 
 4.00 
 
 1.25 
 
 0.45 
 
 2.7 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.8 
 
 1.1 
 
 .9 
 
 31 
 
 3.87 
 
 1.33 
 
 0.47 
 
 2.5 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 32 
 
 3.75 
 
 1.42 
 
 0.48 
 
 2.3 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.2 
 
 .9 
 
 .8 
 
 33 
 
 3.64 
 
 1.51 
 
 0.50 
 
 2.2 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 .9 
 
 .7 
 
 34 
 
 3.53 
 
 1.60 
 
 0.51 
 
 2.1 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 35 
 
 3.43 
 
 1.70 
 
 0.53 
 
 2.0 
 
 1.6 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 36 
 
 8.33 
 
 1.80 
 
 0.54 
 
 1.9 
 
 1.5 
 
 1.2 
 
 1.1 
 
 .9 
 
 .7 
 
 .6 
 
 37 
 
 8.24 
 
 1.90 
 
 0.56 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 38 
 
 3.16 
 
 2.01 
 
 0.57 
 
 1.7 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .6 
 
 39 
 
 3.08 
 
 2.11 
 
 0.59 
 
 1.6 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 P 172 ^ 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carne&ie Iron Sections. 
 
 9-INCH I BEAM, No. 6, HEAVY, 
 33 LBS. PER FOOT. 
 
 Depth, 9". "Width of Flanges, 4.33". Thickness of Web, 0.58". 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 jj 
 
 ill 
 
 !i 
 
 S o5 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 
 rifib 
 
 p 
 
 *-t 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 < 
 
 -111 
 
 wt 
 
 -* 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 il 1* 
 
 -s-i^- 3 
 
 i-^ 
 
 SP 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 ilJra 
 
 
 
 
 sq.ft. 
 
 sq.ft. 
 
 sift. 
 
 sq.ft. 
 
 sj-ft. 
 
 sq.ft. 
 
 sift 
 
 10 
 
 10.40 
 
 0.15 
 
 0.17 
 
 20.8 
 
 16.6 
 
 13.9 
 
 11.9 
 
 10.4 
 
 8.3 
 
 6.9 
 
 11 
 
 9.45 
 
 0.19 
 
 0.18 
 
 17.2 
 
 13.8 
 
 11.5 
 
 9.8 
 
 8.6 
 
 6.9 
 
 5.7 
 
 12 
 
 8.67 
 
 0.22 
 
 0.20 
 
 14.5 
 
 11.6 
 
 9.6 
 
 8.3 
 
 7.2 
 
 5.8 
 
 4.8 
 
 13 
 
 8.00 
 
 0.26 
 
 0.22 
 
 12.3 
 
 9.8 
 
 8.2 
 
 7.0 
 
 6.2 
 
 4.9 
 
 4.1 
 
 14 
 
 7.43 
 
 0.30 
 
 0.23 
 
 10.6 
 
 8.5 
 
 7.1 
 
 6.1 
 
 5.3 
 
 4.2 
 
 3.5 
 
 15 
 
 6.93 
 
 0.35 
 
 0.25 
 
 9.2 
 
 7.4 
 
 6.2 
 
 5.3 
 
 4.6 
 
 3.7 
 
 3.1 
 
 16 
 
 6.50 
 
 0.40 
 
 0.26 
 
 8.1 
 
 6.5 
 
 6.4 
 
 4.6 
 
 4.1 
 
 3.3 
 
 2.7 
 
 17 
 
 6.12 
 
 0.45 
 
 0.28 
 
 7.2 
 
 5.8 
 
 4.8 
 
 4.1 
 
 3.6 
 
 2.9 
 
 2.4 
 
 18 
 
 5.78 
 
 0.50 
 
 0.30 
 
 6.4 
 
 6.1 
 
 4.3 
 
 3.7 
 
 3.2 
 
 2.6 
 
 2.1 
 
 19 
 
 5.47 
 
 0.56 
 
 0.31 
 
 5.8 
 
 4.6 
 
 3.8 
 
 8.3 
 
 2.9 
 
 2.3 
 
 1.9 
 
 20 
 
 5.20 
 
 0.62 
 
 0.33 
 
 5.2 
 
 4.2 
 
 8.5 
 
 3.0 
 
 2.6 
 
 2.1 
 
 1.7 
 
 21 
 
 4.95 
 
 0.68 
 
 0.35 
 
 4.7 
 
 8.8 
 
 8.1 
 
 2.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 22 
 
 4.73 
 
 0.75 
 
 0.36 
 
 4.3 
 
 3.4 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.7 
 
 1.4 
 
 23 
 
 4.52 
 
 0.82 
 
 0.38 
 
 3.0 
 
 0.1 
 
 2.6 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.3 
 
 24 
 
 4.33 
 
 0.89 
 
 0.40 
 
 3.6 
 
 2.9 
 
 2.4 
 
 2.1 
 
 1.8 
 
 1.4 
 
 1.2 
 
 25 
 
 4.16 
 
 0.96 
 
 0.41 
 
 3.3 
 
 2.7 
 
 2.2 
 
 1.9 
 
 1.7 
 
 1.3 
 
 1.1 
 
 26 
 
 4.00 
 
 1.04 
 
 0.43 
 
 3.1 
 
 2.5 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.2 
 
 1.0 
 
 27 
 
 3.85 
 
 1.12 
 
 0.45 
 
 2.9 
 
 2.3 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 .9 
 
 8 
 
 3.71 
 
 1.20 
 
 0.46 
 
 2.7 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 .9 
 
 29 
 
 3.59 
 
 1.29 
 
 0.48 
 
 2.5 
 
 2.0 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 | .8 
 
 30 
 
 3.47 
 
 1.39 
 
 0.50 
 
 2.3 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.2 
 
 .9 
 
 .8 
 
 31 
 
 3.35 
 
 1.48 
 
 0.51 
 
 2.2 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.1 
 
 .9 
 
 .7 
 
 32 
 
 3.25 
 
 1.58 
 
 0.53 
 
 2.0 
 
 1.6 
 
 1.4 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 33 
 
 3.15 
 
 1.68 
 
 0.55 
 
 1.9 
 
 1.5 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .6 
 
 34 
 
 3.06 
 
 1.78 
 
 0.56 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 35 
 
 2.97 
 
 1.89 
 
 0.58 
 
 1.7 
 
 1.4 
 
 1.1 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 86 
 
 2.89 
 
 2.00 
 
 0.59 
 
 1.6 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 87 
 
 2.81 
 
 2.11 
 
 0.61 
 
 1.5 
 
 1.2 
 
 1.0 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 38 
 
 2.74 
 
 2.22 
 
 0.63 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 89 
 
 2.67 
 
 2.34 
 
 0.64 
 
 1.4 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .5 
 
 .5 
 
 
 
 1 
 
 
 
 
 
 
 
 
 - 
 
 
 
 
 
 
 
 
 
 P 173 
 
Jj .- - - ^ - - -- - - -.--. -.. ft 
 
 DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 9-INCH I BEAM, No. 6, LIGHT, 
 
 23) LBS. PER FOOT. 
 
 Depth, 9". Width of Flanges, 4.01 ". Thickness of Web, 0.26". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 |^ 
 
 Ifs?^ 
 
 !, 
 
 .9 
 
 Proper distance, in feet, center to center 
 
 II 
 
 |1|| 
 
 !tj 
 
 Ji 
 
 of beams, for Safe Loads of 
 
 8 f 
 
 iffi- 
 
 .2 
 
 ;5 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 ^ 
 
 -3:1 ^ | 
 
 o c& 
 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 CO 
 
 2 m bO 
 
 
 ' .3 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 ;s.9.s 
 
 
 
 5 
 
 sq.ft. 
 
 sq. ft. 
 
 sq. ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq. ft. 
 
 10 
 
 8.68 
 
 0.15 
 
 0.12 
 
 17.4 
 
 18.9 
 
 11.6 
 
 9.9 
 
 8.7 
 
 6.9 
 
 5.8 
 
 11 
 
 7.89 
 
 0.19 
 
 0.13 
 
 14.4 
 
 11.5 
 
 9.6 
 
 8.2 
 
 7.2 
 
 5.7 
 
 4.8 
 
 12 
 
 7.23 
 
 0.22 
 
 0.14 
 
 12.1 
 
 9.6 
 
 8.0 
 
 6.9 
 
 6.0 
 
 4.8 
 
 4.0 
 
 13 
 
 6.68 
 
 0.26 
 
 0.15 
 
 10.3 
 
 8.2 
 
 6.9 
 
 5.9 
 
 5.1 
 
 4.1 
 
 8.4 
 
 14 
 
 6.20 
 
 0.30 
 
 0.16 
 
 8.9 
 
 7.1 
 
 5.9 
 
 5.1 
 
 4.4 
 
 3.5 
 
 2.9 
 
 15 
 
 5.79 
 
 0.35 
 
 0.18 
 
 7.7 
 
 6.2 
 
 5.1 
 
 4.4 
 
 3.9 
 
 3.1 
 
 2.6 
 
 16 
 
 5.43 
 
 0.40 
 
 0.19 
 
 6.8 
 
 5.4 
 
 4.5 
 
 3.9 
 
 3.4 
 
 2.7 
 
 2.3 
 
 17 
 
 5.11 
 
 0.45 
 
 0.20 
 
 6.0 
 
 4.8 
 
 4.0 
 
 3.4 
 
 3.0 
 
 2.4 
 
 2.0 
 
 18 
 
 4.82 
 
 0.50 
 
 0.21 
 
 5.4 
 
 4.3 
 
 3.6 
 
 3.0 
 
 2.7 
 
 2.1 
 
 1.8 
 
 19 
 
 4.57 
 
 0,56 
 
 0.22 
 
 4.8 
 
 3.8 
 
 3.2 
 
 2.7 
 
 2.4 
 
 1.9 
 
 1.6 
 
 20 
 
 4.34 
 
 0.62 
 
 0.24 
 
 4.3 
 
 3.5 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.7 
 
 1.4 
 
 21 
 
 4.13 
 
 0.68 
 
 0.25 
 
 3.9 
 
 8.2 
 
 2.6 
 
 2.2 
 
 2.0 
 
 1.6 
 
 1.3 
 
 22 
 
 3.95 
 
 0.75 
 
 0.26 
 
 3.6 
 
 2.9 
 
 2.4 
 
 2.0 
 
 1.8 
 
 1.4 
 
 1.2 
 
 23 
 
 3.77 
 
 0.82 
 
 0.27 
 
 3.3 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.1 
 
 24 
 
 3.62 
 
 0.89 
 
 0.28 
 
 3.0 
 
 2.4 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 25 
 
 8.47 
 
 0.96 
 
 0.29 
 
 2.8 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 .9 
 
 26 
 
 3.34 
 
 1.04 
 
 0.31 
 
 2.6 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 .9 
 
 27 
 
 3.21 
 
 1.12 
 
 0.32 
 
 2.4 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 28 
 
 3.10 
 
 1.20 
 
 0.33 
 
 2.2 
 
 1.8 
 
 1.5 
 
 1.8 
 
 1.1 
 
 .9 
 
 .7 
 
 29 
 
 2.99 
 
 1.29 
 
 0.34 
 
 2.1 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 30 
 
 2.89 
 
 1.39 
 
 0.35 
 
 1.9 
 
 1.5 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .6 
 
 31 
 
 2.80 
 
 1.48 
 
 0.36 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 32 
 
 2.71 
 
 1.58 
 
 0.38 
 
 1.7 
 
 1.4 
 
 1.1 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 33 
 
 2.63 
 
 1.68 
 
 0.39 
 
 1.6 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 34 
 
 2.55 
 
 1.78 
 
 0.40 
 
 1.5 
 
 1.2 
 
 1.0 
 
 .9 
 
 .8 
 
 .6 
 
 5 
 
 35 
 
 2.48 
 
 1.89 
 
 0.41 
 
 1.4 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 36 
 
 2.41 
 
 2.00 
 
 0.42 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .5 
 
 .4 
 
 37 
 
 2.35 
 
 2.11 
 
 0.43 
 
 1.3 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 38 
 
 2.28 
 
 2.22 
 
 0.45 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 39 
 
 2.23 
 
 2.34 
 
 0.46 
 
 1.2 .9 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 B 174 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 8-INCH I BEAM, No. 8, HEAVY, 
 35 LBS. PER FOOT. 
 
 Depth, 8". Width of Flanges, 4.29". Thickness of Web, 0.79". 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 "i 2 
 
 tip 
 
 || 
 
 Ji 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 * ^. 
 
 Jri? 
 
 3 
 
 sj 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 ,0 eL 
 
 Jl-^ a 
 
 -3 if 
 
 t** m 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 a I* 
 
 --2 to"^ 
 
 tiJl 
 
 1 
 
 per 
 
 
 
 
 per 
 
 per 
 
 per 
 
 
 343 .g.S 
 
 < 
 
 ^ 
 
 4.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. sq.ft. 
 
 sfft. 
 
 5 
 
 18.08 
 
 0.04 
 
 0.09 
 
 72.3 
 
 57.9 
 
 48.2 
 
 41.3 
 
 36.2 28.9 
 
 24.1 
 
 6 
 
 15.07 
 
 0.06 
 
 0.11 
 
 50.2 
 
 40.2 
 
 33.5 
 
 28.7 
 
 25.1 ! 20.1 
 
 16.7 
 
 7 
 
 12.91 
 
 0.08 
 
 0.12 
 
 36.9 
 
 29.5 
 
 24.6 
 
 21.1 
 
 18.4 14.8 
 
 12.3 
 
 8 
 
 11.30 
 
 0.11 
 
 0.14 
 
 28.3 
 
 22.6 
 
 18.8 
 
 16.1 
 
 14.1 1 11.3 
 
 9.4 
 
 9 
 
 10.04 
 
 0.14 
 
 0.16 
 
 22.3 
 
 17.8 
 
 14.9 
 
 12.7 
 
 11.2 
 
 8.9 
 
 7.4 
 
 10 
 
 9.04 
 
 0.17 
 
 0.18 
 
 18.1 
 
 14.5 
 
 12.1 
 
 10.3 
 
 9.0 
 
 7.2 
 
 6.0 
 
 11 
 
 822 
 
 0.21 
 
 0.19 
 
 14.9 
 
 12.0 
 
 10.0 
 
 8.5 
 
 7.5 
 
 6.0 
 
 5.0 
 
 12 
 
 7.53 
 
 0.25 
 
 0.21 
 
 12.6 
 
 10.0 
 
 8.4 
 
 7.2 
 
 6.3 
 
 5.0 
 
 4.2 
 
 13 
 
 6.95 
 
 0.29 
 
 0.23 
 
 10.7 
 
 8.6 
 
 7.1 
 
 6.1 
 
 5.3 
 
 4.3 
 
 3.6 
 
 14 
 
 6.46 
 
 0.84 
 
 0.25 
 
 9.2 
 
 7.4 
 
 6.2 
 
 5.3 
 
 4.6 
 
 3.7 
 
 3.1 
 
 15 
 
 6.03 
 
 0.39 
 
 0.26 
 
 8.0 
 
 6.4 
 
 5.4 
 
 4.6 
 
 4.0 
 
 8.2 
 
 2.7 
 
 16 
 
 5.65 
 
 0.44 
 
 0.28 
 
 7.1 
 
 5.6 
 
 4.7 
 
 4.0 
 
 3.5 
 
 2.8 
 
 2.4 
 
 17 
 
 5.32 
 
 0.50 
 
 0.30 
 
 6.3 
 
 5.0 
 
 4.2 
 
 3.6 
 
 8.1 
 
 2.5 
 
 2.1 
 
 18 
 
 5.02 
 
 0.56 
 
 0.32 
 
 5.6 
 
 4.5 
 
 3.7 
 
 3.2 
 
 2.8 
 
 2.2 
 
 1.9 
 
 19 
 
 4.76 
 
 0.62 
 
 0.33 
 
 5.0 
 
 4.0 
 
 3.3 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 20 
 
 4.52 
 
 0.69 
 
 0.35 
 
 4.5 
 
 3.6 
 
 3.0 
 
 2.6 
 
 2.3 
 
 1.8 
 
 1.5 
 
 21 
 
 4.30 
 
 0.76 
 
 0.37 
 
 4.1 
 
 8.3 
 
 2.7 
 
 2.3 
 
 2.0 
 
 1.6 
 
 1.4 
 
 22 
 
 4.11 
 
 0.84 
 
 0.39 
 
 3.7 
 
 3.0 
 
 2.5 
 
 2.1 
 
 1.9 
 
 1.5 
 
 1.2 
 
 23 
 
 3.93 
 
 0.92 
 
 0.40 
 
 3.4 
 
 2.7 
 
 2.3 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.1 
 
 24 
 
 3.77 
 
 1.00 
 
 0.42 
 
 3.1 
 
 2.5 
 
 2.1 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.0 
 
 25 
 
 3.62 
 
 1.08 
 
 0.44 
 
 .2.9 
 
 2.3 
 
 1.9 
 
 1.7 
 
 1.4 
 
 1.8 
 
 1.0 
 
 26 
 
 3.48 
 
 1.17 
 
 0.43 
 
 2.7 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 .9 
 
 27 
 
 3.35 
 
 1.26 
 
 0.47 
 
 2.5 
 
 2.0 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 28 
 
 3.23 
 
 1.36 
 
 0.49 
 
 2.3 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.2 
 
 .9 
 
 .8 
 
 29 
 
 3.12 
 
 1.46 
 
 0.51 
 
 2.2 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.1 
 
 .9 
 
 .7 
 
 30 
 
 3.01 
 
 1.56 
 
 0.53 
 
 2.0 
 
 1.6 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 31 
 
 2 92 
 
 1.67 
 
 0.54 
 
 1.9 
 
 1.5 
 
 1.2 
 
 1.1 
 
 .9 
 
 .8 
 
 .6 
 
 32 
 
 2.83 
 
 1.78 
 
 0.56 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 33 
 
 2.74 
 
 1.89 
 
 0.58 
 
 1.7 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .6 
 
 34 
 
 2.66 
 
 2.00 
 
 0.60 
 
 1.6 
 
 1.2 
 
 1.0 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 175 *H 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 8-INCH X BEAM, No. 8, LIGHT, 
 
 22 LBS. PER FOOT. 
 
 Depth, 8". Width of Flanges, 3.81". Thickness of Web, 0.31". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 a* 
 
 ii^2 : 
 
 1, 
 
 |* 
 
 Proper distance, in feet, center to center 
 
 1 1 
 
 |1|| 
 
 |J 
 
 
 of beams, for Safe Loads of 
 
 s -i 
 
 Slsi's 
 
 I A 
 
 8 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 -H 1: 
 
 Jl^'i s 
 
 'iif 
 
 fea 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 *lbs. 
 
 Ibs. 
 
 i= 8 
 
 -2 'I bo 45 
 
 -2 
 
 zl 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 c^^.S.S 
 
 
 
 ^ 
 
 sq. ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 sq.ft. 
 
 5 
 
 14.00 
 
 0.04 
 
 0.06 
 
 56.0 
 
 44.8 
 
 37.3 
 
 32.0 
 
 28.0 
 
 22.4 
 
 18.7 
 
 6 
 
 11.67 
 
 0.06 
 
 0.07 
 
 38.9 
 
 81.1 
 
 25.9 
 
 22.2 
 
 19.5 
 
 15.6 
 
 13.0 
 
 7 
 
 10.00 
 
 0.08 
 
 0.08 
 
 28.6 
 
 22.9 
 
 19.0 
 
 16.3 
 
 14.3 
 
 11.4 
 
 9.5 
 
 8 
 
 8.75 
 
 0.11 
 
 0.09 
 
 21.9 
 
 17.5 
 
 14.6 
 
 12.5 
 
 10.9 
 
 8.8 
 
 7.3 
 
 9 
 
 7.78 
 
 0.14 
 
 0.10 
 
 17.3 
 
 13.8 
 
 11.5 
 
 9.9 
 
 8.6 
 
 6.9 
 
 5.8 
 
 10 
 
 7.00 
 
 0.17 
 
 0.11 
 
 14.0 
 
 11.2 
 
 9.3 
 
 8.0 
 
 7.0 
 
 5.6 
 
 4.7 
 
 11 
 
 6.36 
 
 0.21 
 
 0.12 
 
 11.6 
 
 9.2 
 
 7.7 
 
 6.6 
 
 5.8 
 
 4.6 
 
 3.9 
 
 12 
 
 5.83 
 
 0.25 
 
 0.13 
 
 9.7 
 
 7.8 
 
 6.5 
 
 5.6 
 
 4.9 
 
 3.9 
 
 3.2 
 
 13 
 
 5.38 
 
 0.29 
 
 0.14 
 
 8.3 
 
 6.6 
 
 5.5 
 
 4.7 
 
 4.1 
 
 3.3 
 
 2.8 
 
 14 
 
 5.00 
 
 0.34 
 
 0.15 
 
 7.1 
 
 5.7 
 
 4.8 
 
 4.1 
 
 3.6 
 
 2.9 
 
 2.4 
 
 15 
 
 4.67 
 
 0.39 
 
 0.17 
 
 6.2 
 
 5.0 
 
 4.2 
 
 3.6 
 
 3.1 
 
 2.5 
 
 2.1 
 
 16 
 
 4.38 
 
 0.44 
 
 0.18 
 
 5.5 
 
 4.4 
 
 3.7 
 
 3.1 
 
 2.7 
 
 2.2 
 
 1.8 
 
 17 
 
 4.12 
 
 0.50 
 
 0.19 
 
 4.9 
 
 3.9 
 
 3.2 
 
 2.8 
 
 2.4 
 
 1.9 
 
 1.6 
 
 18 
 
 3.89 
 
 0.56 
 
 0.20 
 
 4.3 
 
 8.5 
 
 2.9 
 
 2.5 
 
 2.2 
 
 1.7 
 
 1.4 
 
 19 
 
 3.68 
 
 0.62 
 
 0.21 
 
 b.9 
 
 3.1 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.5 
 
 
 20 
 
 3.50 
 
 0.69 
 
 0.22 
 
 3.5 
 
 2.8 
 
 2.3 
 
 2.0 
 
 1.8 
 
 1.4 
 
 1.2 
 
 21 
 
 3.33 
 
 0.76 
 
 0.23 
 
 3.2 
 
 2.5 
 
 2.1 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 22 
 
 3.18 
 
 0.84 
 
 0.24 
 
 2.9 
 
 2.3 
 
 1.9 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 23 
 
 3.04 
 
 0.92 
 
 0.25 
 
 2.6 
 
 2.1 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 .9 
 
 24 
 
 2.92 
 
 1.00 
 
 0.26 
 
 2.4 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 25 
 
 2.80 
 
 1.08 
 
 0.28 
 
 2.2 
 
 1.8- 
 
 1.5 
 
 1.3 
 
 1.1 
 
 .9 
 
 .7 
 
 26 
 
 2.69 
 
 1.17 
 
 0.29 
 
 2.1 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 27 
 
 2.59 
 
 1.26 
 
 0.30 
 
 1.9 
 
 1.5 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .6 
 
 28 
 
 2.50 
 
 1.36 
 
 0.31 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 29 
 
 2.41 
 
 1.46 
 
 0.32 
 
 1.7 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .& 
 
 80 
 
 2.33 
 
 1.56 
 
 0.33 
 
 1.6 
 
 1.2 
 
 1.0 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 31 
 
 2.26 
 
 1.67 
 
 0.34 
 
 1.5 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .a 
 
 32 
 
 2.19 
 
 1.78 
 
 0.35 
 
 1.4 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .5 
 
 .5 
 
 33 
 
 212 
 
 1.89 
 
 0.36 
 
 13 
 
 1 
 
 9 
 
 7 
 
 6 
 
 .5 
 
 c 
 
 34 
 
 2.06 
 
 2.00 
 
 0.37 
 
 1.2 
 
 1.0 
 
 1 
 
 7 
 
 .6 
 
 .5 
 
 .4 
 
 176 tm 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 7-INCH I BEAM, No. 8, HEAVY, 
 25 LBS. PER FOOT. 
 
 Depth, 1". Width of Flanges, 8.91". Thickness of Web, 0.53" 
 Maximum fiber straiD = 12000 Ibs. per square inch. 
 
 1-1 
 
 g g 
 
 Pll 
 
 |l' 
 
 rt 
 
 ll 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 If 
 
 lit? 
 
 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 1 1 
 
 
 li" 
 
 * 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 
 s 5a 
 
 o *jg *^ -is 
 
 o o 
 
 'S3 o 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 ^^1.2.2 
 
 I 
 
 ~ 
 
 4-a 
 
 sfft. 
 
 si. ft 
 
 sq.ft. 
 
 sa.fi 
 
 sC.ft. 
 
 
 5 
 
 12.40 
 
 0.05 
 
 0.06 
 
 49.6 39.7 
 
 33.1 
 
 28.3 
 
 24.8 
 
 19.8 
 
 16.5 
 
 6 
 
 10.33 
 
 0.07 
 
 0.08 
 
 34.4 ! 27.5 
 
 23.0 
 
 19.7 
 
 17.2 
 
 13.8 
 
 11.5 
 
 7 
 
 8.86 
 
 0.10 
 
 0.09 
 
 25.3 
 
 20.2 
 
 16.9 
 
 14.5 
 
 12.7 
 
 10.1 
 
 8.4 
 
 8 
 
 7.75 
 
 0.13 
 
 0.10 
 
 19.4 
 
 15.5 
 
 12.9 
 
 11.1 
 
 9.7 
 
 7.8 
 
 6.5 
 
 9 
 
 6.89 
 
 0.16 
 
 0.11 
 
 15.3 
 
 12.2 
 
 10.2 
 
 8.7 
 
 7.7 
 
 6.1 
 
 5.1 
 
 10 
 
 6.20 
 
 0.20 
 
 0.13 
 
 12.4 
 
 9.9 
 
 8.3 
 
 7.1 
 
 6.2 
 
 5.0 
 
 4.1 
 
 11 
 
 5.64 
 
 0.24 
 
 0.14 
 
 10.3! 8.2 
 
 6.8- 
 
 5.9 
 
 5.1 
 
 4.1 
 
 3.4 
 
 12 
 
 5.17 
 
 0.28 
 
 0.15 
 
 8.6 
 
 6.9 
 
 5.7 
 
 4.9 
 
 4.3 
 
 3.4 
 
 2.9 
 
 13 
 
 4.77 
 
 0.33 
 
 0.16 
 
 7.3 
 
 5.9 
 
 4.9 
 
 4.2 
 
 3.7 
 
 2.9 
 
 2.4 
 
 14 
 
 4.43 
 
 0.39 
 
 0.18 
 
 6.3 
 
 5.1 
 
 4.2 
 
 3.6 
 
 3.2 
 
 2.5 
 
 2.1 
 
 15 
 
 4.13 
 
 0.45 
 
 0.19 
 
 5.5 
 
 4.4 
 
 8.7 
 
 84 
 
 2.8 
 
 2.2 
 
 1.8 
 
 16 
 
 3.88 
 
 0.51 
 
 0.20 
 
 4.9 
 
 3.9 
 
 3.2 
 
 2.8 
 
 2.4 
 
 1.9 
 
 1.8 
 
 17 
 
 3.65 
 
 0.57 
 
 0.21 
 
 4.3 
 
 3.4 
 
 2.9 
 
 2.5 
 
 2.1 
 
 1.7 
 
 1.4 
 
 18 
 
 3.44 
 
 0.64 
 
 0.23 
 
 3.8 
 
 3.1 
 
 2.5 
 
 2.2 
 
 1.9 
 
 1.5 
 
 1.3 
 
 19 
 
 8.26 
 
 0.71 
 
 0.24 
 
 3.4 
 
 2.7 
 
 2.3 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.1 
 
 20 
 
 3.10 
 
 0.79 
 
 0.25 
 
 3.1 
 
 2.5 
 
 2.1 
 
 1-8 
 
 1.5 
 
 1.2 
 
 1.0 
 
 21 
 
 2.95 
 
 0.87- 
 
 0.26 
 
 2.8 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 .9 
 
 22 
 
 2.82 
 
 0.96 
 
 0.28 
 
 2.6 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 .9 
 
 23 
 
 2.70 
 
 1.05 
 
 0.29 
 
 2.4 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.2 
 
 .9 
 
 .8 
 
 24 
 
 2.58 
 
 1.14 
 
 0.30 
 
 2.2 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.1 
 
 .9 
 
 .7 
 
 25 
 
 2.48 
 
 1.24 
 
 0.31 
 
 2.0 
 
 1.6 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 26 
 
 2.38 
 
 1.34 
 
 0.33 
 
 1.8 
 
 1.5 
 
 1.2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 27 
 
 2.30 
 
 1.44 
 
 0.34 
 
 1.7 
 
 1.4 
 
 1.1 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 28 
 
 2.21 
 
 1.55 
 
 0.35 
 
 1.6 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 29 
 
 2.14 
 
 1.66 
 
 0.36 
 
 1.5 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 
 
 
 
 
 
 
 
 
 
 
 v 
 
 IT! '* 
 
r- i 
 
 DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 7-INCH T BEAM, Ko. 9, LIGHT, 
 
 18 LBS. PER FOOT. 
 
 Depth, 7". Width of Flanges, 3.61". Thickness of Web, 0.23". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 JLI 
 
 |.a 
 
 PI 
 
 fj 
 
 *l 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 
 
 
 
 
 
 
 -g 
 
 alii 
 
 
 ^M 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 Js 1: 
 
 
 15 
 
 33 m 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 IFs. 
 
 Ibs. 
 
 Ibs. 
 
 3 2 
 
 illi 
 
 |j 
 
 jf| 
 
 per 
 sq.ft. 
 
 sqfft. 
 
 ft 
 
 per 
 sq.ft. 
 
 per 
 
 s5.fi 
 
 J*. 
 
 per 
 sift. 
 
 5 
 
 10.48 
 
 0.05 
 
 0.05 
 
 41.9 
 
 33.5 
 
 27.9 
 
 24.0 
 
 21.0 
 
 16.8 
 
 14.0 
 
 6 
 
 8.73 
 
 0.07 
 
 0.05 
 
 29.1 
 
 23.3 
 
 19.4 
 
 16.6 
 
 14.6 
 
 11.6 
 
 9.7 
 
 7 
 
 7.49 
 
 0.10 
 
 0.06 
 
 21.4 
 
 17.1 
 
 14.3 
 
 12.2 
 
 10.7 
 
 8.6 
 
 7.1 
 
 8 
 
 6.55 
 
 0.13 
 
 0.07 
 
 16.4 
 
 13.1 
 
 10.9 
 
 9.4 
 
 8.2 
 
 6.6 
 
 5.5 
 
 9 
 
 5.82 
 
 0.16 
 
 0.08 
 
 12.9 
 
 10.3 
 
 8.6 
 
 7.4- 
 
 6.5 
 
 5.2 
 
 4.3 
 
 10 
 
 5.24 
 
 0.20 
 
 0.09 
 
 10.5 
 
 8.4 
 
 7.0 
 
 6.0 
 
 5.2 
 
 4.2 
 
 3.5 
 
 11 
 
 4.76 
 
 0.24 
 
 0.10 
 
 8.7 
 
 6.9 
 
 5.8 
 
 4.9 
 
 4.3 
 
 3.5 
 
 2.9 
 
 12 
 
 4.37 
 
 0.28 
 
 0.11 
 
 7.3 
 
 5.8 
 
 4.9 
 
 4.2 
 
 3.6 
 
 2.9 
 
 2.4 
 
 13 
 
 4.03 
 
 0.33 
 
 0.12 
 
 6.2 
 
 5.0 
 
 4.1 
 
 3.5 
 
 3.1 
 
 2.5 
 
 2.1 
 
 14 
 
 3.74 
 
 0.39 
 
 0.13 
 
 5.3 
 
 4.3 
 
 3.6 
 
 8.1 
 
 2.7 
 
 2.1 
 
 1.8 
 
 15 
 
 3.49 
 
 0.45 
 
 0.14 
 
 4.7 
 
 3.7 
 
 8.1 
 
 2.7 
 
 2.3 
 
 1.9 
 
 1.6 
 
 16 
 
 3.28 
 
 0.51 
 
 0.14 
 
 4.1 
 
 3.3 
 
 2.7 
 
 2.3 
 
 2.1 
 
 1.6 
 
 1.4 
 
 17 
 
 3.08 
 
 0.57 
 
 0.15 
 
 8.6 
 
 2.9 
 
 2.4 
 
 2.1 
 
 1.8 
 
 1.4 
 
 1.2 
 
 18 
 
 2.91 
 
 0.64 
 
 0.16 
 
 3.2 
 
 2.6 
 
 2.2 
 
 1.8 
 
 1.8 
 
 1.3 
 
 1.1 
 
 19 
 
 2.76 
 
 0.71 
 
 0.17 
 
 2.9 
 
 2.3' 
 
 1.9 
 
 1.7 
 
 1.5 
 
 1.1 
 
 1.0 
 
 20 
 
 2.62 
 
 0.79 
 
 0.18 
 
 2.6 
 
 2.1 
 
 .7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 .9 
 
 21 
 
 250 
 
 0.87 
 
 0.19 
 
 2.4 
 
 1.9 
 
 .6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 22 
 
 238 
 
 096 
 
 0.20 
 
 22 
 
 17 
 
 4 
 
 1 2 
 
 1 1 
 
 9 
 
 7 
 
 23 
 
 2.28 
 
 1.05 
 
 0.21 
 
 2.0 
 
 1.6 
 
 .3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 24 
 
 2.18 
 
 1.14 
 
 0.22 
 
 1.8 
 
 1.4 
 
 .2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 25 
 
 2.10 
 
 1.24 
 
 0.23 
 
 1.7 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 .8 
 
 26 
 
 2.02 
 
 1.34 
 
 0.23 
 
 1.6 
 
 1.2 
 
 1.0 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 27 
 
 1.94 
 
 1.44 
 
 0.24 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 23 
 
 1.87 
 
 1.55 
 
 0.25 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .5 
 
 .4 
 
 29 
 
 1.81 
 
 1.66 
 
 0.26 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 
 
 
 
 
 
 
 
 
 
 * 
 
 178 
 

 DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 6-INCH Z BEAM, No. 10, HEAVY, 
 
 18 LBS. PER FOOT. 
 
 Depth, 6". Width of Flanges, 3.46". Thickness of Web, 0.46" 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 M 
 
 fill 
 
 fl 
 
 a 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 J-2 
 
 
 |J 
 
 J 
 
 
 
 
 
 
 
 
 
 s n 
 
 rt 
 
 J.S 
 
 "S 
 
 100 
 
 125 
 
 150 
 
 175 
 
 200 
 
 250 
 
 300 
 
 js 
 
 
 o"**" 
 
 tm 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 Ibs. 
 
 s" 
 
 2-i ba~ 
 
 Jj j| 
 
 j| 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 per 
 
 
 ;3.S.S 
 
 
 
 f*~ 
 
 si. ft. 
 
 S0[.ft. 
 
 81- ft. 
 
 si.fi. 
 
 si. ft. 
 
 4ft. 
 
 sq.ft. 
 
 5 
 
 7.58 
 
 0.06 
 
 0.05 
 
 30.3 
 
 24.3 
 
 20.2 
 
 17.3 
 
 15.2 
 
 12.1 
 
 10.1 
 
 6 
 
 6.32 
 
 0.08 
 
 0.05 
 
 21.1 
 
 16.9 
 
 14.0 
 
 12.0 
 
 10.5 
 
 8.4 
 
 7.0 
 
 7 
 
 5.42 
 
 0.11 
 
 0.06 
 
 15.5 
 
 12.4 
 
 10.3 
 
 8.9 
 
 7.7 
 
 6.2 
 
 5.2 
 
 8 
 
 4.74 
 
 0.15 
 
 0.07 
 
 11.9 
 
 9.5 
 
 7.9 
 
 6.8 
 
 5.9 
 
 4.7 
 
 4.0 
 
 9 
 
 4.21 
 
 0.19 
 
 0.08 
 
 9.4 
 
 7.5 
 
 6.2 
 
 5.3 
 
 4.7 
 
 3.7 
 
 3.1 
 
 10 
 
 3.79 
 
 0.23 
 
 0.09 
 
 7.6 
 
 6.1 
 
 5.1 
 
 4.3 
 
 3.8 
 
 3.0 
 
 2.5 
 
 11 
 
 3.45 
 
 0.28 
 
 0.10 
 
 6.3 
 
 5.0 
 
 4.2 
 
 3.6 
 
 3.1 
 
 2.5 
 
 2.1 
 
 12 
 
 3.16 
 
 0.33 
 
 0.11 
 
 5.3 
 
 4.2 
 
 3.5 
 
 3.0 
 
 2.6 
 
 2.1 
 
 1.8 
 
 13 
 
 2.92 
 
 0.39 
 
 0.12 
 
 4.5 
 
 3.6 
 
 3.0 
 
 2.6 
 
 2.2 
 
 1.8 
 
 1.5 
 
 14 
 
 2.71 
 
 0.45 
 
 0.13 
 
 3.9 
 
 3.1 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.5 
 
 1.3 
 
 15 
 
 2.53 
 
 0.52 
 
 0.14 
 
 3.4 
 
 2.7 
 
 2.2 
 
 1.9 
 
 1.7 
 
 1.3 
 
 1.1 
 
 16 
 
 2.37 
 
 0.59 
 
 0.14 
 
 3.0 
 
 2.4 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 17 
 
 2.23 
 
 0.67 
 
 0.15 
 
 2.6 
 
 2.1 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 .9 
 
 18 
 
 2.11 
 
 0.75 
 
 0.16 
 
 2.3 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.2 
 
 .9 
 
 .8 
 
 19 
 
 2.00 
 
 0.83 
 
 0.17 
 
 2.1 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.1 
 
 .8 
 
 .7 
 
 20 
 
 1.90 
 
 0.92 
 
 0.18 
 
 1.9 
 
 1.5 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .6 
 
 21 
 
 1.81 
 
 1.01 
 
 0.19 
 
 1.7 
 
 1.4 
 
 1.1 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 22 
 
 1.72 
 
 1.11 
 
 0.20 
 
 1.6 
 
 1.2 
 
 1.0 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 23 
 
 1.65 
 
 1.22 
 
 0.21 
 
 1.4 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 24 
 
 1.58 
 
 1.33 
 
 0.22 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .5 
 
 .4 
 
 25 
 
 1.52 
 
 1.45 
 
 0.23 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 26 
 
 1.46 
 
 1.56 
 
 0.23 
 
 1.1 
 
 .9 
 
 .7 
 
 .6 
 
 .6 
 
 .4 
 
 .4 
 
 27 
 
 1.40 
 
 1.68 
 
 0.24 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .3 
 
 28 
 
 1.35 
 
 1.81 
 
 0.25 
 
 1.0 
 
 .8 
 
 .6 
 
 .5 
 
 .5 
 
 .4 
 
 .3 
 
 29 
 
 1.31 
 
 1.95 
 
 0.26 
 
 .9 
 
 .7 
 
 .6 
 
 .5 
 
 .5 
 
 .4 
 
 .3 
 
 
 
 
 
 
 
 
 
 
 
 o 
 
 D 179 * 
 
o a 
 
 DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 6-INCH .1 BEAM; No. 10, LIGHT, 
 
 13K LBS. PER FOOT. 
 
 Depth, 6". Width of Flanges, 3.24". Thickness of Web, 0.24". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 II 
 
 1^1^ 
 
 Ills 
 
 Ij 
 
 a 
 
 K 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 15 
 
 f^-si 
 
 rfio 
 Mtj 
 
 ?! 
 
 ii 
 
 J j 
 
 
 100 
 Ibs. 
 
 125 
 Ibs. 
 
 150 
 Ibs. 
 
 175 
 Ibs. 
 
 200 
 Ibs. 
 
 250 
 Ibs. 
 
 300 
 Ibs. 
 
 
 2 & an 
 
 MS 
 
 
 
 
 per 
 
 
 
 
 per 
 
 
 2|ts 
 
 
 > 
 
 sq.ft. 
 
 Sq. ft. 
 
 .{ft. 
 
 sq.ft. 
 
 q. ft. 
 
 sq.ft. 
 
 sq. ft. 
 
 5 
 
 6.53 
 
 0.06 
 
 0.03 
 
 26.1 
 
 20.9 
 
 17.4 
 
 14.9 
 
 13.1 
 
 10.4 
 
 8.7 
 
 6 
 
 5.44 
 
 0.08 
 
 0.04 
 
 18.1 
 
 14.5 
 
 12.1 
 
 10.4 
 
 9.1 
 
 7.3 
 
 6.0 
 
 7 
 
 4.66 
 
 0.11 
 
 0.05 
 
 13.3 
 
 10.6 
 
 8.9 
 
 7.6 
 
 6.7 
 
 5.3 
 
 4.4 
 
 8 
 
 4.08 
 
 0.15 
 
 0.05 
 
 10.2 
 
 8.2 
 
 6.8 
 
 5.8 
 
 5.1 
 
 4.1 
 
 3.4 
 
 i) 
 
 3.63 
 
 0.19 
 
 0.06 
 
 8.1 
 
 e.5 
 
 5.4 
 
 4.6 
 
 4.0 
 
 3.2 
 
 2.7 
 
 10 
 
 3.26 
 
 0.23 
 
 0.07 
 
 6.5 
 
 5.2 
 
 4.4 
 
 3.7 
 
 3.3 
 
 2.6 
 
 2.2 
 
 11 
 
 2.97 
 
 0.28 
 
 0.07 
 
 5.4 
 
 4.3 
 
 3.6 
 
 3.1 
 
 2.7 
 
 2.2 
 
 1.8 
 
 12 
 
 2.72 
 
 0.33 
 
 0.08 
 
 4.5 
 
 3.6 
 
 3.0 
 
 2.6 
 
 2.3 
 
 1.8 
 
 1.5 
 
 13 
 
 2.51 
 
 0.39 
 
 0.09 
 
 3.9 
 
 3.1 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.5 
 
 1.3 
 
 14 
 
 2.33 
 
 0.45 
 
 0.09 
 
 3.3 
 
 2.7 
 
 2.2 
 
 1.9 
 
 1.7 
 
 1.3 
 
 1.1 
 
 15 
 
 2.18 
 
 0.52 
 
 0.10 
 
 2.9 
 
 2.3 
 
 1.9 
 
 1.7 
 
 1.5 
 
 1.2 
 
 1.0 
 
 16 
 
 2.04 
 
 0.59 
 
 0.11 
 
 2.6 
 
 2.0 
 
 1.7 
 
 1.5 
 
 1.3 
 
 1.0 
 
 .9 
 
 17 
 
 1.92 
 
 0.67 
 
 0.11 
 
 2.3 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 18 
 
 1.81 
 
 0.75 
 
 0.12 
 
 2.0 
 
 1.6 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 19 
 
 1.72 
 
 0.83 
 
 0.13 
 
 1.8 
 
 1.4 
 
 1,2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 20 
 
 1.63 
 
 092 
 
 014 
 
 Ifi 
 
 1 3 
 
 1 1 
 
 q 
 
 8 
 
 7 
 
 .5 
 
 21 
 
 L55 
 
 1.01 
 
 0.14 
 
 1.5 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 22 
 
 1.48 
 
 1.11 
 
 0.15 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .5 
 
 .5 
 
 23 
 
 1.42 
 
 1.22 
 
 0.16 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 24 
 
 1.36 
 
 1.33 
 
 0.16 
 
 1.1 
 
 .9 
 
 .7 
 
 .6 
 
 .6 
 
 .5 
 
 .4 
 
 25 
 
 1.31 
 
 1.45 
 
 0.17 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .4 
 
 26 
 
 1.26 
 
 1.56 
 
 0.18 
 
 1.0 
 
 .8 
 
 .6 
 
 .5 
 
 .5 
 
 .4 
 
 .3 
 
 27 
 
 1.21 
 
 1.68 
 
 0.18 
 
 .9 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .4 
 
 .3 
 
 28 
 
 1.17 
 
 1.81 
 
 0.19 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .3 
 
 .3 
 
 29 
 
 1.13 
 
 1.95 
 
 0.20 
 
 .8 
 
 .6 
 
 .5 
 
 .4 
 
 .4 
 
 .3 
 
 .3 
 
 B 180 IJl 
 
3 t 
 DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 5-INCH I BEAM;, No. 11, HEAVY, 
 
 13 LBS. PER FOOT. 
 
 Depth, 5". Width of Flanges, 2.91". Thickness of Web, 0.405". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 Distance between 
 supports, in feet. 
 
 Safe load, uniformly 
 distributed, (incM- 
 ing weight of beam,) 
 in tons of 2000 Ibs. 
 
 Deflection under this 
 load, in inches. 
 
 1 
 P 
 
 0.03 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 100 
 Ibs. 
 per 
 *ft. 
 
 18.2 
 
 125 
 Ibs. 
 
 ^k 
 
 14.6 
 
 150 
 Ibs. 
 
 #, 
 
 12.1 
 
 175 
 Ibs. 
 
 sfL 
 
 200 
 Ibs. 
 per 
 s<i.ft. 
 
 250 
 Ibs. 
 
 J& 
 
 300 
 Ibs. 
 per 
 sq. ft. 
 
 6.1 
 
 5 
 
 4.56 
 
 0.07 
 
 10.4 
 
 0.1 
 
 7.3 
 
 6 
 
 3.79 
 
 0.10 
 
 0.04 
 
 12.6 
 
 10.1 
 
 8.4 
 
 7.2 
 
 6.3 
 
 5.1 
 
 4.2 
 
 7 
 
 3.25 
 
 0.14 
 
 0.05 
 
 9.3 
 
 7.4 
 
 6.2 
 
 5.3 
 
 4.6 
 
 3.7 
 
 3.1 
 
 8 
 
 2.85 
 
 0.18 
 
 0.05 
 
 7.1 
 
 5.7 
 
 4.8 
 
 4.1 
 
 3.6 
 
 2.9 
 
 2.4 
 
 9 
 
 2.53 
 
 0.23 
 
 0.06 
 
 5.6 
 
 4.5 
 
 3.7 
 
 3.2 
 
 2.8 
 
 2.2 
 
 1.9 
 
 10 
 
 2.28 
 
 0.28 
 0.34 
 
 0.07 
 
 4.6 
 3.8 
 
 3.6 
 3.0 
 
 3.0 
 
 2.6 
 
 2.3 
 
 1.9 
 
 1.8 
 1.5 
 
 1.5 
 1.3 
 
 11 
 
 2.07 
 
 0.07 
 
 2.5 
 
 2.1 
 
 12 
 
 1.90 
 
 0.40 
 
 0.08 
 
 3.2 
 
 2.5 
 
 2.1 
 
 1.8 
 
 1.6 
 
 1.3 
 
 1.1 
 
 13 
 
 1.75 
 
 0.47 
 
 0.08 
 
 2.7 
 
 2.2 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1.1 
 
 .9 
 
 14 
 
 1.63 
 
 0.55 
 
 0.09 
 
 2.3 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.2 
 
 .9 
 
 .8 
 
 15 
 
 1.52 
 
 0.63 
 
 0.10 
 
 2.0 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 16 
 
 1.42 
 
 0.71 
 
 0.10 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 17 
 
 1.34 
 
 0.80 
 
 0.11 
 
 1.6 
 
 1.3 
 
 1.0 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 18 
 
 1.26 
 
 0.90 
 
 0.12 
 
 1.4 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 19 
 
 1.20 
 
 1.00 
 
 0.12 
 
 1.3 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 20 
 
 1.14 
 
 1.11 
 
 0.13 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 21 
 
 1.08 
 
 1.22 
 
 0.14 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .3 
 
 22 
 
 1.03 
 
 1.34 
 
 0.14 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 .5 
 
 .4 
 
 .3 
 
 23 
 
 .99 
 
 1.47 
 
 0.15 
 
 .9 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .3 
 
 .3 
 
 24 
 
 .95 
 
 1.60 
 
 0.16 
 
 .8 
 
 .6 
 
 .5 
 
 
 
 .4 
 
 .3 
 
 .3 
 
 
 181 <+ 
 
3 % 
 
 DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 5-INCH Z BEAM, No. 11, LIGHT, 
 
 10 LBS. PEB FOOT. 
 
 Depth, 5". Width of Flanges, 2.73". Thickness of Web, 0.225". 
 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 1 f 
 
 ilia 
 
 ?! 
 
 |I 
 
 i! 
 
 o ^ 
 
 fl 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 100 
 Ibs. 
 per 
 sq.ft. 
 
 125 
 
 Ibs. 
 
 12.6 
 
 150 
 Ibs. 
 
 41 
 
 175 
 Ibs. 
 per 
 sq.ft. 
 
 200 
 
 Ibs. 
 
 sfft. 
 
 7.9 
 
 250 
 Ibs. 
 per 
 sq.ft. 
 
 300 
 Ibs. 
 per 
 sq.ft. 
 
 5.3 
 
 5 
 
 3.95 
 
 0.07 
 
 0.03 
 
 15.8 
 
 10.5 
 
 9.0 
 
 6.3 
 
 6 
 
 3.29 
 
 0.10 
 
 0.03 
 
 11.0 
 
 8.8 
 
 7.3 
 
 6.3 
 
 6.5 
 
 4.4 
 
 3.7 
 
 7 
 
 2.82 
 
 0.14 
 
 0.04 
 
 8.1 
 
 6.4 
 
 5.4 
 
 4.6 
 
 4.0 
 
 3.2 
 
 2.7 
 
 8 
 
 2.47 
 
 0.18 
 
 0.04 
 
 6.2 
 
 4.9 
 
 4.1 
 
 3.5 
 
 3.1 
 
 2.5 
 
 2.1 
 
 9 
 
 2.20 
 
 0.23 
 
 0.05 
 
 4.9 
 
 3.9 
 
 3.3 
 
 2.8 
 
 2.4 
 
 2.0 
 
 1.6 
 
 10 
 
 1.98 
 1.80 
 
 0.28 
 
 0.05 
 
 4.0 
 
 3.2 
 
 2.6 
 
 2.3 
 
 2.0 
 1.7 
 
 1.6 
 
 1.3 
 1.1 
 
 11 
 
 0.34 
 
 0.06 
 
 3.3 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.3 
 
 12 
 
 1.65 
 
 0.40 
 
 0.06 
 
 2.8 
 
 2.2 
 
 1.8 
 
 1.6 
 
 1.4 
 
 1.1 
 
 .9 
 
 13 
 
 1.52 
 
 0.47 
 
 0.07 
 
 2.3 
 
 1.9 
 
 1.6 
 
 1.3 
 
 1.2 
 
 .9 
 
 .8 
 
 14 
 
 1.41 
 
 0.55 
 
 0.07 
 
 2.0 
 
 1.6 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 15 
 
 1.32 
 
 0.63 
 
 0.08 
 
 1.8 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .9 
 
 .7 
 
 .6 
 
 16 
 
 1.24 
 
 0.71 
 
 0.08 
 
 1.6 
 
 1.2 
 
 1.0 
 
 .9 
 
 .8 
 
 .6 
 
 .5 
 
 17 
 
 1.16 
 
 0.80 
 
 0.09 
 
 1.4 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .5 
 
 .5 
 
 18 
 
 1.10 
 
 0.90 
 
 0.09 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 19 
 
 1.04 
 
 1.00 
 
 0.10 
 
 1.1 
 
 .9 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .4 
 
 20 
 
 .99 
 
 1.11 
 
 0.10 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .3 
 
 21 
 
 .94 
 
 1.22 
 
 0.11 
 
 .9 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .4 
 
 .3 
 
 22 
 
 .90 
 
 1.34 
 
 0.11 
 
 .8 
 
 .7 
 
 .5 
 
 .5 
 
 .4 
 
 .3 
 
 .3 
 
 23 
 
 .86 
 
 1.47 
 
 0.12 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .4 
 
 .3 
 
 .2 
 
 24 
 
 .82 
 
 1.60 
 
 0.12 
 
 .7 
 
 .5 
 
 .4 
 
 .4 
 
 .3 
 
 .3 
 
 .2 
 
 182 ~~0= 
 
\ I 
 DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 4-INCH I BEAM, No. 12, HEAVY, 
 10 LBS. PER FOOT. 
 
 Depth, V. Width of Flanges, 2.63". Thickness of Web, 0.38". 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 Distance between 
 supports, in feet. 
 
 <-. -r; ; 
 HI 
 
 I 
 l'P 
 
 Deflection under this 
 load, in inches. 
 
 Weight of beam, in 
 tons of 2000 Ibs. 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 100 
 Ibs. 
 
 & 
 
 125 
 Ibs. 
 
 *** 
 s<i. ft 
 
 150 
 Ibs. 
 
 sT. 
 
 175 
 Ibs. 
 
 sjl 
 
 200 
 Ibs. 
 pr 
 sq.ft. 
 
 250 
 Ibs. 
 per 
 sq.ft. 
 
 300 
 Ibs. 
 per 
 sq.ft. 
 
 5 
 
 2.80 
 
 0.09 
 
 0.03 
 
 11.B 
 
 9.0 
 
 7.5 
 
 6.4 
 
 5.6 
 
 4.5 
 
 3.7 
 
 6 
 
 2.33 
 
 0.13 
 
 0.03 
 
 7.8 
 
 6.2 
 
 5.2 
 
 4.4 
 
 3.9 
 
 3.1 
 
 2.6 
 
 7 
 
 2.00 
 
 0.17 
 
 0.04 
 
 5.7 
 
 4.6 
 
 3.8 
 
 3.3 
 
 2.9 
 
 2.3 
 
 1.9 
 
 8 
 
 1.75 
 1.58 
 
 0.22 
 
 0.04 
 
 4.4 
 
 3.5 
 
 2.9 
 
 2.5 
 2.0 
 
 25 
 
 1.8 
 
 1.5 
 
 1.2 
 
 9 
 
 0.23 
 
 0.05 
 
 3.5 
 
 2.8 
 
 2.3 
 
 1.7 
 
 1.4 
 
 10 
 
 1.40 
 
 0.35 
 
 0.05 
 
 2.8 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.4 
 
 1.1 
 
 .9 
 
 11 
 
 1.27 
 
 0.42 
 
 0.06 
 
 2.3 
 
 1.8 
 
 1.5 
 
 1.3 
 
 1JB 
 
 .9 
 
 .8 
 
 12 
 
 1.17 
 
 0.50 
 
 0.06 
 
 2.0 
 
 1.6 
 
 1.3 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 13 
 
 1.08 
 
 0.59 
 
 0.07 
 
 1.7 
 
 1.3 
 
 1.1 
 
 .9 
 
 .8 
 
 .7 
 
 .6 
 
 14 
 
 1.00 
 
 0.68 
 
 0.07 
 
 1.4 
 
 1.1 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 15 
 
 0.93 
 
 0.78 
 
 0.08 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 16 
 
 0.88 
 
 0.89 
 
 O.Ob 
 
 1.1 
 
 .9 
 
 .7 
 
 .6 
 
 .6 
 
 .4 
 
 .4 
 
 17 
 
 0.82 
 
 1.01 
 
 0.09 
 
 1.0 
 
 .8 
 
 .6 
 
 .6 
 
 .5 
 
 .4 
 
 .3 
 
 18 
 
 0.78 
 
 1.13 
 
 0.09 
 
 .9 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .3 
 
 .3 
 
 19 
 3 
 
 0.74 
 
 1.26 
 
 0.10 
 
 .8 
 
 .6 
 
 .5 
 
 .4 
 
 .4 
 
 .3 
 
 .3 
 
 183 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 
 4-INCH I BEAM, No. 125, LIGHT, 
 8 LBS. PER FOOT. 
 
 Depth, 4". Width of Flanges, 2.48". Thickness of Web, 0.28" 
 Maximum fiber strain = 12000 Ibs. per spare inch. 
 
 Distance between 
 supports, in feet. 
 
 Si 
 
 !i 
 
 Weight of beam, in 
 tons of 2000 Ibs. 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 ji 
 
 100 
 
 Ibs. 
 per 
 sq.ft. 
 
 9.9 
 
 125 
 Ibs. 
 per 
 sq.ft 
 
 150 
 Ibs. 
 
 i75 
 Ibs. 
 
 5.7 
 
 200 
 Ibs. 
 per 
 sq.ft. 
 
 250 
 Ibs. 
 per 
 sq.ft 
 
 4.0 
 
 300 
 Ibs. 
 
 3.3 
 
 
 
 2.48 
 
 0.09 
 
 0.02 
 
 7.9 
 
 6.6 
 
 5.0 
 
 6 
 
 2.07 
 
 0.13 
 
 0.02 
 
 6.9 
 
 5.5 
 
 4.6 
 
 3.9 
 
 3.5 
 
 2.8 
 
 2.3 
 
 7 
 
 1.77 
 
 0.17 
 
 0.03 
 
 5.1 
 
 4.0 
 
 3.4 
 
 2.9 
 
 2.5 
 
 2.0 
 
 1.7 
 
 8 
 
 1.55 
 
 0.22 
 
 0.03 
 
 3.9 
 3.1 
 
 3.1 
 
 2.6 
 
 2.2 
 
 1.9 
 
 1.6 
 
 1.3 
 
 9 
 
 1.38 
 
 0.28 
 
 0.04 
 
 2.5 
 
 2.0 
 
 1.8 
 
 1.5 
 
 1.2 
 
 1.0 
 
 10 
 
 1.24 
 
 0.35 
 
 0.04 
 
 2.5 
 
 2.0 
 
 1.7 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 11 
 
 1.13 
 
 0.42 
 
 0.04 
 
 2.1 
 
 1.6 
 
 1.4 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 12 
 
 1.03 
 
 0.50 
 
 0.05 
 
 1.7 
 
 1.4 
 
 1.1 
 
 1.0 
 
 .9 
 
 .7 
 
 .6* 
 
 13 
 
 0.95 
 
 0.59 
 
 0.05 
 
 1.5 
 
 1.2 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 14 
 
 0.89 
 
 0.68 
 
 0.06 
 
 1.3 
 
 1.0 
 
 .8 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 
 
 
 
 
 
 
 
 
 
 V 
 
 15 
 
 0.83 
 
 0.78 
 
 0.06 
 
 1.1 
 
 .9 
 
 .7 
 
 .6 
 
 .6 
 
 .4 
 
 .4 
 
 16 
 
 0.78 
 
 0.89 
 
 0.06 
 
 1.0 
 
 .8 
 
 .6 
 
 .6 
 
 .5 
 
 .4 
 
 .3 
 
 17 
 
 0.73 
 
 1.01 
 
 0.07 
 
 .9 
 
 .7 
 
 .6 
 
 .5 
 
 .4 
 
 .3 
 
 .3 
 
 18 
 
 0.69 
 
 1.13 
 
 0.07 
 
 . .8 
 
 .6 
 
 .5 
 
 .4 
 
 .4 
 
 .3 
 
 .3 
 
 19 
 
 0.65 
 
 1.26 
 
 0.08 
 
 .7 
 
 r 
 
 .5 
 
 .4 
 
 .3 
 
 .3 
 
 .2 
 
 184 * 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Iron Sections. 
 3-INCH T BEAM, No. 13, LIGHT, 
 7 IiBS. PER FOOT. 
 
 Depth, 3". Width of Flanges, 2.32". Thickness of Web, 0.19''. 
 Maximum fiber strain = 12000 Ibs. per square irch. 
 
 || 
 "2 S 
 
 6 
 
 1 
 
 I 
 
 0.12 
 0.17 
 
 'A 
 
 2? 
 
 |S>! 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 100 
 Ibs. 
 
 sq ft. 
 
 125 
 
 Ibs. 
 
 ft 
 
 150 
 Ibs. 
 
 175 
 Ibs. 
 
 sq.ft 
 
 200 
 Ibs. 
 
 3.3 
 2.3 
 
 250 
 Ibs. 
 
 ft 
 
 300 
 Ibs. 
 
 ft 
 
 1.65 
 1.37 
 
 0.02 
 0.02 
 
 0.02 
 0.03 
 0.03 
 
 0.04 
 0.04 
 0.04 
 0.05 
 0.05 
 
 6.6 
 
 4.6 
 
 5.3 
 
 3.7 
 
 2.7 
 2.1 
 1.6 
 
 1.3 
 
 1.1 
 .9 
 .8 
 
 .7 
 
 4.4 
 
 3.0 
 
 2.2 
 1.7 
 1.4 
 
 1.1 
 .9 
 .8 
 .6 
 .6 
 
 3.8 
 
 2.6 
 
 2.6 
 1.8 
 
 1.3 
 
 1.0 
 .8 
 
 .7 
 .5 
 .5 
 .4 
 .3 
 
 2.2 
 1.5 
 
 7 
 8 
 9 
 
 10 
 11 
 12 
 13 
 
 14 
 
 1.18 
 1.03 
 0.92 
 
 0.82 
 0.75 
 0.69 
 0.63 
 0.59 
 
 0.23 
 0.29 
 0.37 
 
 0.46 
 0.56 
 0.67 
 0.78 
 0.91 
 
 3.4 
 2.6 
 2.0 
 
 1.6 
 1.4 
 1.2 
 1.0 
 .8 
 
 1.9 
 1.5 
 1.2 
 
 .9 
 
 .8 
 .7 
 .6 
 .5 
 
 1.7 
 1.3 
 1.0 
 
 .8 
 .7 
 .6 
 .5 
 .4 
 
 1.1 
 .9 
 
 .7 
 
 .5 
 .5 
 .4 
 .3 
 .3 
 
 Carnegie Iron Sections. 
 
 3-INCH I BEAM, No. 13, HEAVY, 
 9 LBS. PER FOOT. 
 
 Depth, 3". Width of Flanges, 2.52". Thickness of Web, 0.39". 
 Maximum fiber strain = 12000 Ibs. per square inch. 
 
 Distance between 
 supports, in feet 
 
 Safe load, uniformly 
 distributed, (includ- 
 ing weight of beam.) 
 in tons of 2000 Ibs. 
 
 fe-i 
 
 p 
 
 fl 
 
 1 
 
 li 
 
 0.02 
 0.03 
 
 Proper distance, in feet, center to center 
 of beams, for Safe Loads of 
 
 100 
 Ibs. 
 
 P" 
 
 sq.ft. 
 
 7.6 
 5.2 
 
 3.9 
 3.0 
 2.3 
 
 1.9 
 1.6 
 1.3 
 1 1 
 
 125 
 Ibs. 
 par 
 
 sq.ft. 
 
 6.0 
 4.2 
 
 8.1 
 2.4 
 1.9 
 
 1.5 
 .1.2 
 1.1 
 9 
 
 150 
 
 Ibs. 
 per 
 sq.ft. 
 
 5.0 
 3.5 
 
 175 
 
 Ibs. 
 per 
 sq.ft 
 
 4.3 
 
 8.0 
 
 200 
 Ibs. 
 per 
 
 sq.ft 
 
 8.8 
 2.6 
 
 1.9 
 1.5 
 1.2 
 
 .9 
 .8 
 
 .7 
 fi 
 
 250 
 Ibs. 
 
 P6 k 
 
 3.0 
 
 2.1 
 
 300 
 Ibs. 
 
 P 6 ' 
 Eq.ft 
 
 2.5 
 1.7 
 
 5 
 6 
 
 1.89 
 1.57 
 
 0.12 
 0.17 
 
 7 
 8 
 9 
 
 10 
 11 
 12 
 13 
 
 , 14 
 
 1.35 
 1.18 
 1.05 
 
 0.94 
 0.86 
 0.79 
 0.73 
 0.67 
 
 0.23 
 0.29 
 0.37 
 
 0.46 
 0.56 
 0.67 
 0.78 
 0.91 
 
 0.03 
 0.04 
 0.04 
 
 0.05 
 0.05 
 0.05 
 0.06 
 0.06 
 
 2.6 
 2.0 
 1.6 
 
 1.3 
 1.0 
 .9 
 7 
 
 2.2 
 1.7 
 1.3 
 
 1.1 
 .9 
 
 .8 
 6 
 
 1.5 
 1.2 
 .9 
 
 .8 
 .6 
 .5 
 
 4 
 
 1.3 
 1.0 
 
 .8 
 
 .6 
 .5 
 .4 
 .4 
 .3 . 
 
 1.0 
 
 .8 
 
 .6 
 
 .5 
 
 .5 
 
 .4 
 
 B 1*5 
 
DEARBORN FOUNDRY COMPANY. 
 
 Carnegie Sections.* 
 
 186 
 
DEARBORN FOUNDRY COtyPAWY. _?t& 
 EXPLANATION OF TABLE ON 
 
 Riveted girders are used in cases where rolled I Beams are 
 insufficient to carry the load. On page 186 of the lithographed 
 plates will be found illustrations of various forms of riveted 
 girders. The sections with single webs are more economical 
 than those with double webs (box girders), but the latter are 
 stifFer laterally, and should always be used where a great length 
 of span requires a wide top flange. If the girder is not held in 
 position sideways, the proportion of length of span to width of 
 flange should not exceed twenty without making provision for 
 such increase by an addition of metal in the compression flange 
 beyond that required by the table. 
 
 The web of the girder must be made of such thickness that 
 there will be no tendency to buckle, and that the vertical shearing 
 stress per square inch will not exceed 9000 Ibs. This shearing 
 stress is greatest nearest the supports and is obtained by dividing 
 half the load upon the girder by the web section. The first 
 condition (security against buckling) is attained when this 
 
 10000 
 shearing stress does not exceed d a in which d repre- 
 
 3000 t 
 
 sents the depth of web of girder and t its thickness, in inches. 
 Ordinarily this formula gives a lower strain per square inch than 
 9000 Ibs., so that both conditions are usually attained when the 
 first is. Instead of increasing the thickness of the web, it may 
 be stiffened also by means of vertical angle irons riveted to it at 
 proper intervals. These latter should always be less than the 
 depth of the girder, at least near the ends, but towards the 
 middle of the girder the stiffeners may be placed further apart 
 or entirely omitted. Stiffeners should always be used at or near 
 the supports, and at any other points where there is a concen- 
 tration of heavy loads. 
 
 The rivets should be ffl f , unless the girder is light, when $" 
 may be sufficient. The spacing ought not to exceed 6" and 
 should be closer for heavy flanges, but in all cases it should be 
 close at the ends, say 8" for a distance of 18" to 24" at each end. 
 
 a 
 
-48 
 
 The following table furnishes a ready means of determining 
 the section of girder necessary to carry a certain load, for any 
 span length from 10 to 89 feet, inclusive. 
 
 It will be noticed that the table is calculated for an allowed 
 fiber strain of 10000 Ibs. per square inch, while the tables on 
 rolled beams are calculated for a fiber strain of 12000 Ibs. per 
 square inch. This reduction in the allowed strain is intended to 
 cover the loss in strength, (somewhat greater than the loss in sec- 
 tion,) due to the rivet holes, and the riveted girders proportioned 
 by this table, will be found to be of about the same strength 
 as the rolled beams proportioned by the tables applying to them. 
 The transverse strength of the web is neglected in the table. 
 
 The term flange, as applied to riveted girders, embraces all 
 the metal in top or bottom of girder exclusive of web plate; 
 or, in the case of a rolled beam or channel with top and bottom 
 plates, all the metal exclusive of web between fillets. 
 
 Girders intended to carry plastering, should be limited in depth, 
 out to out, to ^th of the span length or j^" per foot of this 
 length, otherwise the deflection is liable to cause the plastering 
 to crack. 
 
 EXAMPLE OF APPLICATION OF TABLE. 
 
 A 20" box girder is to carry a 13" brick wall, equivalent to a 
 weight of 30 tons , over a space 20' in the clear. What size of 
 girder is required f 
 
 Answer : The value of the coefficient for 20' span and 20" 
 depth, as per table, = 800, and for 21' span and 20" depth = 
 015. The span, in this case, may be assumed at 20'-6", and the 
 
 coefficient therefore at 307. Consequently ^*r = 9.21 
 
 will be the area required in each flange. Making the top and 
 bottom plates 12" X Y^" > = 4.5 sq. in., there remain 4.7 sq. in. for 
 the two angles, = 8 Ibs. per foot apiece. Making the webs 
 
 20" X X"> the shearing stress = 3 * ^[^J^ = 3000 
 
 # /\ WW /\ y^ 
 
 per square inch, which is also safe against buckling, since 
 10000 10000 
 
 d2 = (20) 2 = 3200 Ibs., allowed. 
 
 h 3000 t 2 h 3000(>4:) a 
 
 J88 
 
 ffl 
 
U a 
 DEARBORN FOUNDRY COMPANY. 
 
 RIVETED GIBBERS. 
 
 Coefficients for determining the area required in flanges, allow- 
 
 ing 10000 Ibs. per square inch of gross section fiber strain : 
 
 Multiply the load, in tons of 2000 Ibs., uniformly distributed, 
 
 by the coefficient, and divide by 1000 ; the quotient will be the 
 
 gross area, in square inches, required for each flange. 
 
 ill 
 
 Depth of Girder, Out to Out of Web, in Inches. 
 
 ll.s 
 
 .-H O 
 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 26 
 
 28 30 
 
 32 
 
 34 
 
 36 
 
 10 
 
 250 
 
 214 
 
 188 
 
 167 
 
 150 
 
 136 
 
 125 
 
 115 
 
 107 
 
 100 
 
 94 
 
 88 
 
 83 
 
 11 
 
 275 
 
 236 
 
 206 
 
 183 
 
 165 
 
 150 
 
 138 
 
 127 
 
 118 
 
 110 
 
 103 
 
 97 
 
 92 
 
 12 
 
 300 
 
 257 
 
 225 
 
 200 
 
 180 
 
 164 
 
 150 
 
 138 
 
 129 
 
 120 
 
 113 
 
 106 
 
 100 
 
 13 
 
 325 
 
 279 
 
 244 
 
 217 
 
 195 
 
 177 
 
 163 
 
 150 
 
 139 
 
 130 
 
 122 
 
 115 
 
 108 
 
 14 
 
 350 
 
 300 
 
 263 
 
 233 
 
 210 
 
 191 
 
 175 
 
 162 
 
 150 
 
 140 
 
 131 
 
 124 
 
 117 
 
 15 
 
 375 
 
 321 
 
 281 
 
 250 
 
 225 
 
 205 
 
 188 
 
 173 
 
 161 
 
 150 
 
 141 
 
 132 
 
 125 
 
 16 
 
 400 
 
 343 
 
 300 
 
 267 
 
 240 
 
 218 
 
 200 
 
 185 
 
 171 
 
 160 
 
 150 
 
 141 
 
 133 
 
 17 
 
 425 
 
 364 
 
 319 
 
 283 
 
 255 
 
 232 
 
 213 
 
 196 
 
 182 
 
 170 
 
 159 
 
 150 
 
 142 
 
 18 
 
 450 
 
 386 
 
 338 
 
 300 
 
 270 ! 245 
 
 225 
 
 208 
 
 193 
 
 180 
 
 169 
 
 159 
 
 150 
 
 19 
 
 475 
 
 407 
 
 356 
 
 317 
 
 285 
 
 259 
 
 238 
 
 219 
 
 204 
 
 190 
 
 178 
 
 168 
 
 158 
 
 20 
 
 500 
 
 429 
 
 375 
 
 333 
 
 300 
 
 273 
 
 250 
 
 231 
 
 214 
 
 200 
 
 188 
 
 176 
 
 167 
 
 21 
 
 525 
 
 450 
 
 394 
 
 350 
 
 315 
 
 286 263 
 
 242 
 
 225 
 
 210 
 
 197 
 
 185 
 
 175 
 
 22 
 
 550 
 
 471 
 
 413 
 
 367 
 
 330 
 
 300 
 
 275 
 
 254 
 
 236 
 
 220 
 
 206 
 
 194 
 
 183 
 
 23 
 
 575 
 
 493 
 
 431 
 
 883 
 
 345 
 
 314 
 
 288 
 
 265 
 
 246 
 
 230 
 
 216 
 
 203 
 
 192 
 
 24 
 
 600 
 
 514 
 
 450 
 
 400 
 
 360 
 
 327 
 
 300 
 
 277 
 
 257 
 
 240 
 
 225 
 
 212 
 
 200 
 
 25 
 
 625 
 
 536 
 
 469 
 
 417 
 
 375 
 
 341 
 
 313 
 
 288 
 
 268 
 
 250 
 
 234 
 
 221 
 
 208 
 
 26 
 
 650 
 
 557 
 
 488 
 
 433 
 
 390 
 
 355 
 
 325 
 
 300 
 
 279 
 
 260 
 
 244 
 
 229 
 
 217 
 
 27 
 
 675 
 
 579 
 
 506 
 
 450 
 
 405 
 
 368 
 
 338 
 
 312 
 
 289 
 
 270 
 
 253 
 
 238 
 
 225 
 
 28 
 
 700 
 
 600 
 
 525 
 
 467 
 
 420 
 
 382 
 
 350 
 
 323 
 
 300 
 
 280 
 
 263 
 
 247 
 
 233 
 
 29 
 
 725 
 
 621 
 
 544 
 
 483 
 
 435 
 
 395 
 
 363 
 
 335 
 
 311 
 
 290 
 
 272 
 
 256 
 
 242 
 
 30 
 
 750 
 
 643 
 
 563 
 
 500 
 
 450 
 
 409 
 
 375 
 
 346 
 
 321 
 
 300 
 
 281 
 
 265 
 
 250 
 
 31 
 
 775 
 
 664 
 
 581 
 
 517 
 
 465 
 
 423 
 
 388 
 
 358 
 
 332 
 
 310 
 
 291 
 
 274 
 
 258 
 
 32 
 
 800 
 
 686 
 
 600 
 
 533 
 
 480 
 
 436 
 
 400 
 
 369 
 
 343 
 
 320 
 
 300 
 
 282 
 
 267 
 
 33 
 
 825 
 
 707 
 
 619 
 
 550 
 
 495 
 
 450 
 
 413 
 
 381 
 
 354 
 
 330 
 
 309 
 
 291 
 
 275 
 
 34 
 
 850 
 
 729 
 
 638 
 
 567 
 
 510 
 
 464 
 
 425 
 
 392 
 
 364 
 
 340 
 
 319 
 
 300 
 
 283 
 
 35 
 
 875 
 
 750 
 
 656 
 
 583 
 
 525 
 
 477 
 
 438 
 
 404 
 
 375 
 
 350 
 
 328 
 
 309 
 
 292 
 
 36 
 
 900 
 
 771 
 
 675 
 
 600 
 
 640 
 
 491 
 
 -150 
 
 415 
 
 386 
 
 360 
 
 338 
 
 318 
 
 300 
 
 37 
 
 925 
 
 793 
 
 694 
 
 617 
 
 555 
 
 505 
 
 463 
 
 427 
 
 396 
 
 370 
 
 347 
 
 326 
 
 308 
 
 38 
 
 950 
 
 814 
 
 713 
 
 633 
 
 570 
 
 518 
 
 475 
 
 438 
 
 407 
 
 380 
 
 356 
 
 335 
 
 317 
 
 39 
 
 975 
 
 836 
 
 731 
 
 650 
 
 585 
 
 532 
 
 488 
 
 450 
 
 418 
 
 390 
 
 366 
 
 344 
 
 325 
 
 
 
 
 
 
 
 
 
 
 
 
 1 189 03 
 
DEARBORN FOUNDRY COMPANY. 
 
 GENERAL NOTES ON FLOORS AND ROOFS. 
 
 On page 186 will be found examples of floor joists and 
 their connections. When two beams are placed side by 
 side, as in Fig. 1, they should be connected together by 
 means of bolts and cast-iron separators fitted closely 
 between the flanges of the beams. The office of these 
 separators is to hold in position the compression flange of 
 the beams, preventing side deflection or buckling, and to 
 firmly unite the two beams so that they will act in unison. 
 Separators should be used near the supports and at 
 distances of five or six feet. Their weight will range from 
 19 Ibs. for the heavy 15" beams, to 5 Ibs. for 6" beams. 
 
 Figures 1, 2 and 3 show the methods of connecting beams 
 with each other. In Figs. 1 and 2 the lighter beam is coped 
 into the heavier one, the weight being carried by the lower 
 flange of the latter. The angle with which the webs are 
 connected serves only to hold the beams in position in this 
 case. In Fig. 3 the load of the smaller beams is transferred 
 to the larger by means of angles riveted to the webs, and 
 in case'this is not sufficient, an angle may be riveted to the 
 web of the larger beam, underneath the smaller, as shown, 
 to assist in carrying the load. 
 
 Figures 5, 6, 7, 8, 9 and 10, on page 186, are illustrations 
 of the various forms of girders, such as it is often necessary 
 to use in the front of buildings to carry walls, or in the in- 
 terior to support the joists. Where these girders rest upon 
 the wall, cast or wrought iron bed plates should be used, 
 to distribute the pressure over a greater surface, and thereby 
 prevent the crushing of the brick directly under the girder. 
 In some cases a tough, large size stone will answer without 
 the plates, but where the pressure is heavy both plates and 
 stone should be used. Figs. 6, 6, 9 and 10 are illustrations. 
 
 On page 191, Fig. 1, is represented a girder composed of 
 two beams, carrying a brick wall, in position. In case of 
 failure of the girder, only a part of the wall above it would 
 drop down, the line of rupture for brick work making an 
 
 '4 
 
 190 
 
angle of about 30 with the vertical, called the angle of 
 repose. The weight to be carried by the girder may, there- 
 fore, be considered to be only that part of the wall between 
 the lines of rupture, provided, that in building the wall, the 
 center of the girder was supported temporarily with a 
 wooden prop, preventing deflection. Several courses 
 should, however, be laid before this is done. 
 
 If /= the clear span of girder, and h = the height of wall 
 above it, the superficial area of the trapezoid between the 
 lines of rupture, is expressed by h-^-2 (2 1 1.2 h), but deduc- 
 tions must, of course, be made for windows or other open- 
 ings in the wall, if there are any. 
 
 In order to be entirely on the safe side, and also for the 
 sake of simplicity, the weight of wall between vertical lines 
 directly over the girder, is frequently adopted as the load 
 to be carried by it. 
 
 0.6 h. 1-1.2 h. 0.6 h. 
 
 There are various fire-proof floors in use. One of the 
 
 most common is that represented by Fig. 1, on page 186. 
 Four-inch brick arches are built between beams, spaced not 
 
 191 
 
over 5 feet apart, and tied together by rods |^ /x to 1" diameter 
 at intervals of & to 6', so as to take the thrust of the arches 
 off the walls. Tee or angle irons are inserted in the wall, 
 so as to hold it firmly in line between the points held by the 
 rods. The top of the arches is leveled off with concrete, 
 allowing space, however, for wooden strips, to which the 
 floor timber is nailed. The plastering for ceiling usually 
 covers the arches only, so that the ceiling will appear curved 
 and show the lower flanges of the iron beams. 
 
 The weight of a fire-proof floor, consisting of four-inch 
 brick arches between beams, with concrete filling above the 
 arches and flooring, will generally average about 70 Ibs. per 
 square foot, exclusive of the weight of the beams. The 
 following are average weights of some other constructions, 
 and the usual assumptions made for superimposed load: 
 
 Iron roof of 100 feet span, with corrugated iron laid 
 directly upon purlins, will weigh 
 
 Approximately, - - - . . . 10 Ibs. ^ sq. ft. 
 If boarded, add 3 " " 
 
 For lathed and plastered ceiling allow - - 10 " ' " 
 For s"now and vertical component wind force, 
 
 allow - - 30 " " 
 
 For superimposed load on 
 
 Floors of ^dwellings, assume - - - 60 
 Floors of churches, theatres and ball rooms, 125 
 Floors of warehouses, - 250 
 
 Weight of snow freshly fallen, - - 5 to 12 cub. ft. 
 
 Weight of snow saturated (slush), .- : ^^^ 4Q 
 
 Crowd of people' closely packed, - - 80 ' sq. ft. 
 
 Wind pressure (violent hurricane), - - 50 
 
 Weight of brick work per superficial foot, for a 
 
 -.9" wall = 84 Ibs., 13" wall = 121 Ibs., 18" wall == 168 Ibs., 
 one cubic foot weighing 112 Ibs. 
 
 Rule for finding the sectional area of a bar of wrought iron, 
 given the weight per foot: 
 Multiply by 3 and divide by 10. 
 Rule for finding the weight per foot, given the area: 
 
 Divide by 3 and multiply by 10. 
 
 . ji 
 
 192 
 
DEARBORN FOUNDRY COMPANY. 
 
 STBBNO-TH OF MATERIALS. 
 
 ULTIMATE RESISTANCE TO TENSION 
 
 IN LBS. PER SQUARE INCH. 
 
 METALS. 
 
 iyerage. 
 
 Brass, cast, ..----.-- 18000 
 " wire, - 49000 
 
 Bronze or gun metal, ,..--. 36000 
 Copper, cast, ------- 19000 
 
 " sheet, 30000 
 
 bolts, 36000 
 
 ' wire. - - 60000 
 
 Iron, cast, 13400 to 29000, 16500 
 
 " wrought, round or square bars of 1 to 2 inch 
 
 diameter, double refined, 5000O to 54000 
 
 " wrought, specimens ^ inch square, cut from large 
 
 bars of double refined iron, - 50000 to 53000 
 " wrought, double refined, in large bars of about 
 
 7 square inches section, - - 46000 to 47000 
 " wrought, plates, angles and other shapes, 48000 to 51000 
 " " plates over 36" wide, - 46000 to 50000 
 
 Wrought iron, suitable for the tension members of bridges, 
 should be double refined, and show a permanent elongation of 
 20 per cent, in 5", when broken in small specimens, and a re- 
 duction of area of 25 per cent, at point of fracture. 
 
 The modulus of elasticity of Union Iron Mills' double refined 
 bar iron is 25000000 to 26000000, from tests made on finished 
 eyebars. 
 
 Iron, wire, - - 70000 to 100000 
 
 " wire-ropes, - ... - 90000 
 
 Lead, sheet, -------- 330O 
 
 Steel, - ... :;;,[; 65000 to 12000O 
 Tin, cast, *Y: - - - - - 8 j -* 460O 
 Zinc, 7000 to 8000 
 

 WEIGHTS OP PLAT ROLLED IRON 
 
 PER LINEAL FOOT. 
 
 For Thicknesses from T V In. to 2 in. and Widths 
 
 from 1 In. to 12X in. 
 
 Iron weighing 480 Ibs. per cubic foot. 
 
 Thickness 
 in Inches. 
 
 I" 
 
 W 
 
 w 
 
 i%" 
 
 2" 
 
 2%" 
 
 2K" 
 
 2%" 
 
 12" 
 
 rV 
 
 .208 
 
 .260 
 
 .313 
 
 .865 
 
 .417 
 
 .469 
 
 .521 
 
 .573 
 
 2.50 
 
 1 
 
 .417 
 
 .521 
 
 .625 
 
 .729 
 
 .833 
 
 .938 
 
 1.04 
 
 1.15 
 
 5.00 
 
 A 
 
 .625 
 
 .781 
 
 .938 
 
 1.09 
 
 1.25 
 
 1.41 
 
 1.56 
 
 1.72 
 
 7.50 
 
 f 
 
 .833 
 
 1.04 
 
 1.25 
 
 1.46 
 
 1.67 
 
 1.88 
 
 2.08 
 
 2.29 
 
 10.00 
 
 $ 
 
 1.04 
 
 1.30 
 
 1.56 
 
 1.82 
 
 2.08 
 
 2.34 
 
 2.60 
 
 2.86 
 
 12.50 
 
 i 
 
 1.25 
 
 1.56 
 
 1.88 
 
 2.19 
 
 2.50 
 
 2.81 
 
 3.13 
 
 3.44 
 
 15.00 
 
 A 
 
 1.46 
 
 1.82 
 
 2.19 
 
 2.55 
 
 2.92 
 
 3.28 
 
 3.65 
 
 4.01 
 
 17.50 
 
 
 1.67 
 
 2.08 
 
 2.50 
 
 2.92 
 
 3.33 
 
 3.75 
 
 4.17 
 
 4.58 
 
 20.00 
 
 ft 
 
 1.88 
 
 2.34 
 
 2.81 
 
 3.28 
 
 3.75 
 
 4.22 
 
 4.69 
 
 5.16 
 
 22.50 
 
 
 2.08 
 
 2.60 
 
 3.13 
 
 3.65 
 
 4.17 
 
 4.69 
 
 5.21 
 
 5.73 
 
 25.00 
 
 H 
 
 2.29 
 
 2.86 
 
 3.44 
 
 4.01 
 
 4.58 
 
 5.16 
 
 5.73 
 
 6.30 
 
 27.50 
 
 1 
 
 2.50 
 
 3.13 
 
 8.75 
 
 4.38 
 
 5.00 
 
 5.63 
 
 6.25 
 
 6.88 
 
 30.00 
 
 it 
 
 2.71 
 
 8.39 
 
 4.06 
 
 4.74 
 
 5.42 
 
 6.09 
 
 6.77 
 
 7.45 
 
 32.50 
 
 4 
 
 2.92 
 
 3.65 
 
 4.38 
 
 5.10 
 
 5.83 
 
 6.56 
 
 7.29 
 
 8.02 
 
 35.00 
 
 if 
 
 3.13 
 
 3.91 
 
 4.69 
 
 5.47 
 
 6.25 
 
 7.03 
 
 7.81 
 
 8.59 
 
 37.50 
 
 1 
 
 3.33 
 
 4.17 
 
 5.00 
 
 5.83 
 
 6.67 
 
 7.50 
 
 8.33 
 
 9.17 
 
 40.00 
 
 1 1 
 
 3.54 
 
 4.43 
 
 5.31 
 
 6.20 
 
 7.08 
 
 7.97 
 
 8.85 
 
 9.74 
 
 42.50 
 
 1 
 
 3.75 
 8.96 
 4.17 
 
 4.69 
 4.95 
 5.21 
 
 5.63 
 5.94 
 6.25 
 
 6.56 
 6.93 
 7.29 
 
 7.50 
 7.92 
 8.33 
 
 8.44 
 8.91 
 9.38 
 
 9.38 
 9.90 
 10.42 
 
 10.31 
 10.89 
 11.46 
 
 45.00 
 47.50 
 50.00 
 
 *& 
 
 4.37 
 
 5.47 
 
 6.56 
 
 7,66 
 
 8.75 
 
 9.84 
 
 10.94 
 
 12.03 
 
 52.50 
 
 1 1 
 
 4.58 
 
 5.73 
 
 6.88 
 
 8.02 
 
 9.17 
 
 10.31 
 
 11.46 
 
 12.60 
 
 55.00 
 
 I.JL. 
 
 4.79 
 
 5.99 
 
 7.19 
 
 8.39 
 
 9.58 
 
 10.78 
 
 11.98 
 
 13.18 
 
 57.50 
 
 U 
 
 5.00 
 
 6.25 
 
 7.50 
 
 8.75 
 
 10.00 
 
 11.25 
 
 12.50 
 
 13.75 
 
 60.00 
 
 19 
 
 5.21 
 
 6.51 
 
 7.81 
 
 9.11 
 
 10.42 
 
 11.72 
 
 13.02 
 
 14.32 
 
 62.50 
 
 ' H 
 
 5.42 
 
 6.77 
 
 8.13 
 
 9.48 
 
 10.83 
 
 12.19 
 
 13.54 
 
 14.90 
 
 65.00 
 
 Hi 
 
 5.63 
 
 7.03 
 
 8.44 
 
 9.84 
 
 11.25 
 
 12.66 
 
 14.06 
 
 15.47 
 
 67.50 
 
 
 5.83 
 
 7.29 
 
 8.75 
 
 10.21 
 
 11.67 
 
 13.13 
 
 14.58 
 
 16.04 
 
 70.00 
 
 lit 
 
 6.04 
 
 7.55 
 
 9.06 
 
 10.57 
 
 12.08 
 
 13.59 
 
 15.10 
 
 16.61 
 
 72.50 
 
 l| 
 
 6.25 
 
 7.81 
 
 9.38 
 
 10.94 
 
 12.50 
 
 14.06 
 
 15.63 
 
 17.19 
 
 75.00 
 
 
 6.46 
 
 8.07 
 
 9.69 
 
 11.30 
 
 12.92 
 
 14.53 
 
 16.15 
 
 17.76 
 
 77.50 
 
 2 
 
 6.67 
 
 8.33 
 
 10.00 
 
 11.67 
 
 13.33 
 
 15.00 
 
 16.67 
 
 18.33 
 
 80.00 
 
 4 
 
 
 
 
 
 
 
 
 
 
 .V.4 
 
*7 g .... (T 
 
 WEIGHTS OP PLAT BOLLED IBON 
 PEB LINEAL FOOT. 
 
 (CONTINUED.) 
 
 Thickness 
 in laches. 
 
 3" 
 
 w 
 
 3 J 
 
 1 4 
 
 4M" 
 
 *y* 
 
 4K" 
 
 12" 
 
 , 
 
 .625 
 
 - < 
 .677 
 
 .729 .781 
 
 .833 
 
 .885 
 
 .938 
 
 .990 
 
 2.50 
 
 i 
 
 1.25 
 
 1.35 
 
 1.46 i 
 
 1.56 
 
 1.67 
 
 1.77 1 1.88 
 
 1.98 
 
 5.00 
 
 3 
 
 1.88 
 
 2.03 
 
 2.1C 
 
 2.34 
 
 2.50 
 
 2.66 ; 2.81 
 
 2.97 
 
 7.50 
 
 
 
 2.50 
 
 2.71 
 
 2.92 
 
 3.13 
 
 3.33 
 
 3.54 3.75 
 
 3.96 
 
 10.00 
 
 A 
 
 3.13 
 
 3.39 
 
 3.65 
 
 3.91 
 
 4.17 
 
 4.43 [ 4.69 
 
 4.95 
 
 12.50 
 
 1 
 
 3.75 
 
 4.06 
 
 4.38 
 
 4.69 
 
 5.00 
 
 5.31 !. 5.63 
 
 5.94 
 
 15.00 
 
 A 
 
 4.38 
 
 4.74 
 
 5.10 
 
 5.47 
 
 5.83 
 
 6.20 6.56 
 
 6.93 
 
 17.50 
 
 l o 
 
 5.00 
 
 5.42 
 
 5.83 
 
 6.25 
 
 6.67 
 
 7.08 | 7.50 
 
 7.92 
 
 20.00 
 
 9 
 
 5.63 
 
 6.09 
 
 6.56 
 
 7.03 
 
 7.50 
 
 7.97 8.44 
 
 8.91 
 
 22.50 
 
 I 
 
 6.25 
 
 6.77 
 
 7.29 
 
 7.81 
 
 8.33 
 
 8.85 
 
 9.38 
 
 9.90 
 
 25.00 
 
 H 
 
 6.88 
 
 7.45 
 
 8.02 
 
 8.59 
 
 9.17 
 
 9.74 
 
 10.81 
 
 10.89 
 
 27.50 
 
 I 
 
 7.50 
 
 8.13 
 
 8.75 
 
 9.38 
 
 10.00 
 
 10.63 
 
 11.25 
 
 11.88 
 
 30.00 
 
 13 
 
 8.13 
 
 8.80 
 
 9.48 
 
 10.16 
 
 10.83 
 
 11.51 
 
 12.19 
 
 12.86 
 
 32.50 
 
 i 
 
 8.75 
 
 9.48 
 
 10.21 
 
 10.94 
 
 11.67 
 
 12.40 
 
 13.13 
 
 13.85 
 
 35.00 
 
 A 
 
 9.38 
 
 10.16 
 
 10.94 
 
 11.72 
 
 12.50 
 
 13.28 
 
 14.06 
 
 14.84 
 
 37.50 
 
 1 
 
 10.00 
 
 10.83 
 
 11.67 
 
 12.50 
 
 13.33 
 
 14.17 
 
 15.00 
 
 15.83 
 
 40.00 
 
 *A 
 
 10.63 
 
 11.51 
 
 12.40 
 
 13.28 
 
 14.17 
 
 15.05 
 
 15.94 
 
 16.82 
 
 42.50 
 
 H 
 
 11.25 
 
 12.19 i 13.13 
 
 14.06 
 
 15.00 
 
 15.94 
 
 16.88 
 
 17.81 
 
 45.00 
 
 
 11.88 
 
 12.86 113.85 
 
 14.84 
 
 15.83 
 
 16.82 
 
 17.81 
 
 18.80 
 
 47.50 
 
 li 
 
 12.50 
 
 13.54 
 
 14.58 
 
 15.63 
 
 16.67 
 
 17.71 
 
 18.75 
 
 19.79 
 
 50.00 
 
 !fV 
 
 13.13 
 
 14.22 
 
 15.31 
 
 16.41 
 
 17.50 
 
 18.59 
 
 19.69 
 
 20.78 
 
 52.50 
 
 1? 
 
 13.75 
 
 14.90 
 
 16.04 
 
 17.19 
 
 18.33 
 
 19.48 
 
 20.63 
 
 21.77 
 
 55.00 
 
 
 14.38 
 
 15.57 
 
 16.77 
 
 17.97 
 
 19.17 
 
 20.36 
 
 21.56 
 
 22.76 
 
 57.50 
 
 1? 
 
 15.00 
 
 16.25 
 
 17.50 
 
 18.75 
 
 20.00 
 
 21.25 
 
 22.50 
 
 23.75 
 
 60.00 
 
 ! 
 
 15.63 
 
 16.93 
 
 18.23 
 
 19.53 
 
 20.83 
 
 22.14 
 
 23.44 
 
 24.74 
 
 62.50 
 
 if 
 
 16.25 
 
 17.60 
 
 18.96 
 
 20.31 21.67 
 
 23.02 
 
 24.38 
 
 25.73 
 
 65.00 
 
 Hi 
 
 16.88 
 
 18.28 
 
 19.69 
 
 21.09 22.50 
 
 23.91 
 
 25.31 
 
 26.72 
 
 67.50 
 
 i? 
 
 17.50 
 
 18.96 
 
 0.42 
 
 21.88 23.33 
 
 24.79 
 
 26.25 
 
 27.71 
 
 70.00 
 
 Hf 
 
 18.13 
 
 19.64 
 
 21.15 
 
 22.66 24.17 
 
 25.68 
 
 27.19 
 
 28.70 
 
 72.50 
 
 1? 
 
 18.75 
 
 20.31 ! 21.88 
 
 23.44 125.00 
 
 26.56 
 
 28.13 
 
 29.69 
 
 75.00 
 
 Hl- 
 
 19.38 
 
 20.99 22.60 
 
 24.22 '25.83 
 
 27.45 
 
 29.06 
 
 30.68 
 
 77.50 
 
 2 20.00 
 
 21.67 23.33 
 
 25.00 26.67 
 
 28.33 
 
 30.00 
 
 31.67 
 
 80.00 
 
 v 
 
 
 
 
 
 
 
r< ******* ,....,-...-.... .,._,_ , Jf 
 
 WEIGHTS OP PLAT ROLLED IRON 
 
 PER LINEAL FOOT. 
 
 (CONTINUED.) 
 
 Thickness 
 in Inches. 
 
 5" 
 
 6X 
 
 s* 
 
 w 
 
 6" 
 
 6*" 
 
 6*" 
 
 w 
 
 12" 
 
 A 
 
 1.04 
 
 1.09 
 
 1.15 
 
 1.20 
 
 1.25 
 
 1.30 
 
 1.35 
 
 1.41 
 
 2.50 
 
 
 2.08 
 
 2.19 
 
 2.29 
 
 2.40 
 
 2.50 
 
 2.60 
 
 2.71 
 
 2.81 
 
 5.00 
 
 3 
 
 8.13 
 
 3.28 
 
 3.44 
 
 3.59 
 
 3.75 
 
 3.91 
 
 4.06 
 
 4.22 
 
 7.50 
 
 i 
 
 4.17 
 
 4.38 
 
 4.58 
 
 4.79 
 
 5.00 
 
 5.21 
 
 5.42 
 
 5.63 
 
 10.00 
 
 A 
 
 5.21 
 
 5.47 
 
 5.73 
 
 5.99 
 
 6.25 
 
 6.51 
 
 6.77 
 
 7.03 
 
 12.50 
 
 
 6.25 
 
 6.56 
 
 6.88 
 
 7.19 
 
 7.50 
 
 7.81 
 
 8.13 
 
 8^44 
 
 15.00 
 
 jL 
 
 7.29 
 
 7.66 
 
 8.02 
 
 8.39 
 
 8.75 
 
 9.11 
 
 9.48 
 
 9.84 
 
 17.50 
 
 i 
 
 8.33 
 
 8.75 
 
 9.17 
 
 9.58 
 
 10.00 
 
 10.42 
 
 10.83 
 
 11.25 
 
 20.00 
 
 
 9.38 
 
 9.84 
 
 10.31 
 
 10.78 
 
 11.25 
 
 11.72 
 
 12.19 
 
 12.66 
 
 22.50 
 
 
 10.42 
 
 10.94 
 
 11.46 
 
 11.98 
 
 12.50 
 
 13.02 
 
 13.54 
 
 14.06 
 
 25.00 
 
 
 
 11.46 
 
 12.03 12.60 
 
 13.18 
 
 13.75 
 
 14.32 
 
 14.90 
 
 15.47 
 
 27.50 
 
 T 
 
 12.50 
 
 13.13 ! 13.75 
 
 14.38 
 
 15.00 
 
 15.63 
 
 16.25 
 
 16.88 
 
 30.00 
 
 it 
 
 13.54 
 
 14.22 
 
 14.90 
 
 15.57 
 
 16.25 
 
 16.93 
 
 17.60 
 
 18.28 
 
 32.50 
 
 i 
 
 14.58 
 
 15.31 
 
 16.04 
 
 16.77 
 
 17.50 
 
 18.23 
 
 18.96 
 
 19.69 
 
 35.00 
 
 if 
 
 15.63 
 
 16.41 
 
 17.18 
 
 17.97 
 
 18.75 
 
 19.53 
 
 20.31 
 
 21.09 
 
 87.50 
 
 
 16.67 
 
 17.50 
 
 18.33 
 
 19.17 
 
 20.00 
 
 20.83 
 
 21.67 
 
 22.50 
 
 40.00 
 
 1 1 
 
 17.71 
 
 18.59 
 
 19.48 
 
 20.36 
 
 21.25 
 
 22.14 
 
 23.02 
 
 tt.91 
 
 42.50 
 
 1\ 
 
 18.75 
 
 19.69 
 
 20.63 
 
 21.56 
 
 22.50 
 
 23.44 
 
 24.38 
 
 25.31 
 
 45.00 
 
 4 
 
 19.79 
 
 20.78 
 
 21.77 
 
 22.76 
 
 23.75 
 
 24.74 
 
 25.73 
 
 26.72 
 
 47.50 
 
 
 20.83 
 
 21.88 
 
 22.92 
 
 23.96 
 
 25.00 
 
 26.04 
 
 27.08 
 
 28.13 
 
 50.00 
 
 it 
 
 21.88 
 22.92 
 
 22.97 
 24.06 
 
 24.06 
 25.21 
 
 25.16 26.25127.34 
 26.35 27.50 '28.65 
 
 28.44 
 
 29.79 
 
 29.53 
 30.94 
 
 52.50 
 55.00 
 
 |_L 
 
 23.96 
 
 25.16 
 
 26.35 
 
 27.55 : , 28.75 29.95 
 
 81.15 
 
 32.34 
 
 57.50 
 
 1* 
 
 25.00 
 
 26.25 
 
 27.50 
 
 28.75 30.00 31.25 
 
 32.50 
 
 33.75 
 
 60.00 
 
 
 
 
 
 i) -ll ii 
 
 
 
 l 7 
 
 26.04 
 
 27.34 
 
 28.65 
 
 29.95 81.25,32.55 
 
 33.85 
 
 85.16 
 
 62.50 
 
 H 
 
 27.08 
 
 28.44 
 
 29.79 
 
 81.15 , 82.50 33.85 
 
 85.21 
 
 36.56 
 
 65.00 
 
 iff 
 
 28.13 
 
 29.53 
 
 30.94 
 
 32.34 83.75 j 85.16 
 
 36.56 
 
 87.97 
 
 67.50 
 
 if 
 
 29.17 
 
 30.63 
 
 32.08 
 
 83.54 85.00 3UG 
 
 h ti 
 
 37.92 
 
 39.38 
 
 70.00 
 
 HI 
 
 30.21 
 
 31.72 
 
 33.23 
 
 34.74 
 
 86.25 T 37.76 
 
 89.27 
 
 /0.78 
 
 72.50 
 
 i -j 
 
 31.25 
 
 32.81 
 
 34.38 
 
 35.94 
 
 37.50 39.06 
 
 40.63 
 
 42.19 
 
 75.00 
 
 lit 
 
 32.29 
 
 33.91 
 
 35.52 
 
 37.14 
 
 38.75 
 
 40.36 
 
 41.98 
 
 43.59 
 
 77.50 
 
 2 
 
 33.33 
 
 35.00 
 
 36.67 
 
 38.33 
 
 40.00 
 
 41.67 
 
 43.33 
 
 45.00 
 
 80.00 
 
 i 
 
 
 
 
 
 
 
 
 
 c 
 
< r. 
 
 WEIGHTS OP PLAT ROLLED IRON 
 
 PER LINEAL FOOT. 
 
 (CONTINUED.) 
 
 Thickness 
 in Inches. 
 
 7" 
 
 7*" 
 
 w 
 
 7X" 
 
 8" 
 
 w 
 
 8K" 
 
 *%" 
 
 12" 
 
 A 
 
 1.46 
 
 1.51 
 
 1.56 
 
 1.61 
 
 1.67 
 
 1.72 
 
 1.77 
 
 1.82 
 
 2.50 
 
 i 
 
 2.92 
 
 3.02 
 
 3.13 
 
 3.23 
 
 3.33 
 
 3.44 
 
 3.54 
 
 3.65 
 
 5.00 
 
 1 
 
 4.38 
 
 4.53 
 
 4.69 
 
 4.84 
 
 5.00 
 
 5.16 
 
 5.31 
 
 5.47 
 
 7.50 
 
 i 
 
 5.83 
 
 6.04 
 
 6.25 
 
 6.46 
 
 6.67 
 
 6.88 
 
 7.08 
 
 7.29 
 
 10.00 
 
 tV 
 
 7.29 
 
 7.55 
 
 7.81 
 
 8.07 
 
 8.33 
 
 8.59 
 
 8.85 
 
 9.11 
 
 12.50 
 
 1 
 
 8.75 
 
 9.06 
 
 9,38 
 
 9.69 
 
 10.00 
 
 10.31 
 
 10.63 
 
 10.94 
 
 15.00 
 
 
 10.21 
 
 10.57 
 
 10.94 
 
 11.30 
 
 11.67 
 
 12.03 
 
 12.40 
 
 12.76 
 
 17.50 
 
 \ 
 
 11.67 
 
 12.08 
 
 12.50 
 
 12.92 
 
 13.33 
 
 13.75 
 
 14.17 
 
 14.58 
 
 20.00 
 
 A 
 
 13.13 
 
 13.59 
 
 14.06 
 
 14.53 
 
 15.00 
 
 15.47 
 
 15.94 
 
 16.41 
 
 22.50 
 
 5 
 
 14.58 
 
 15.10 
 
 15.63 
 
 16.15 
 
 16.67 
 
 17.19 
 
 17.71 
 
 18.23 
 
 25.00 
 
 H 
 
 16.04 
 
 16.61 
 
 17.19 
 
 17.76 
 
 18.33 
 
 18.91 
 
 19.48 
 
 20.05 
 
 27.50 
 
 f 
 
 17.50 
 
 18.13 
 
 18.75 
 
 19.38 
 
 20.00 
 
 20.63 
 
 21.25 
 
 21.88 
 
 30.00 
 
 H 
 
 18.96 
 
 19.64 
 
 20.31 
 
 20.99 
 
 21.67 
 
 22.34 
 
 23.02 
 
 23.70 
 
 32.50 
 
 
 20.42 
 
 21.15 
 
 21.88 
 
 22.60 
 
 23.33 
 
 24.06 
 
 24.79 
 
 25.52 
 
 35.00 
 
 if 
 
 21.88 
 
 22.66 
 
 23.44 
 
 24.22 
 
 25.00 
 
 25.78 
 
 26.56 
 
 27.34 
 
 37.50 
 
 1 
 
 23.33 
 
 24.17 
 
 25.00 
 
 25.83 
 
 26.67 
 
 27.50 
 
 28.33 
 
 29.17 
 
 40.00 
 
 IT I 
 
 24.79 
 
 25.68 
 
 26.56 
 
 27.45 
 
 28.33 
 
 29.22 
 
 30.10 
 
 30.99 
 
 42.50 
 
 if 
 
 26.25 
 
 27.19 
 
 28.13 
 
 29.06 
 
 30.00 
 
 30.94 
 
 31.88 
 
 32.81 
 
 45.00 
 
 IfV 
 
 27.71 
 
 28.70 
 
 29.69 
 
 30.68 
 
 31.67 
 
 32.66 
 
 33.65 
 
 34.64 
 
 47.50 
 
 i 
 
 29.17 
 
 30.21 
 
 31.25 
 
 32.29 
 
 33.38 
 
 34.38 
 
 35.42 
 
 36.46 
 
 50.00 
 
 *A 
 
 30.62 
 
 31.72 
 
 32.81 
 
 33.91 
 
 35.00 
 
 36.09 
 
 37.19 
 
 38.28 
 
 62.50 
 
 if 
 
 32.08 
 
 33.23 
 
 34.38 
 
 35.52 
 
 36.67 
 
 37.81 
 
 38.96 
 
 40.10 
 
 55.00 
 
 1_7 
 
 33.54 
 
 34.74 
 
 35.94 
 
 37.14 
 
 38.33 
 
 39.53 
 
 40.73 
 
 41.93 
 
 57.50 
 
 H 
 
 35.00 
 
 36.25 
 
 37.50 
 
 38.75 
 
 40.00 
 
 41.25 
 
 42.50 
 
 43.75 
 
 60.00 
 
 19 
 
 36.46 
 
 37.76 
 
 39.06 
 
 40.36 
 
 41.67 
 
 42.97 
 
 44.27 
 
 45.57 
 
 62.50 
 
 if 
 
 37.92 
 
 39.27 
 
 40.63 
 
 41.98 
 
 43.33 
 
 44.69 
 
 46.04 
 
 47.40 
 
 65.00 
 
 
 39.38 
 
 40.78 
 
 42.19 
 
 43.59 
 
 45.00 
 
 46.41 
 
 47.81 
 
 49.22 
 
 67.50 
 
 I? 
 
 40.83 
 
 42.29 
 
 43.75 
 
 45.21 
 
 46.67 
 
 48.13 
 
 49.58 
 
 51.04 
 
 70.00 
 
 HI 
 
 42.29 
 
 43.80 
 
 45.31 
 
 46.82 
 
 48.33 
 
 49.84 
 
 51.35 
 
 52.86 
 
 72.50 
 
 1? 
 
 43.75 
 
 45.31 
 
 46.88 
 
 48.44 
 
 50.00 
 
 51.56 
 
 53.13 
 
 54.69 
 
 75.00 
 
 HI 
 
 45.21 
 
 46.82 
 
 48.44 
 
 50.05 
 
 51.67 
 
 53.28 
 
 54.90 
 
 56.51 
 
 77.50 
 
 , 2 
 
 46.67 
 
 48.33 
 
 50.00 
 
 51.67 
 
 53.33 
 
 55.00 
 
 56.67. 
 
 58.33 
 
 80.00. 
 
 
 
 - 
 
 
 
 - 
 
 - 
 
 
1 
 
 WEIGHTS OP FLAT ROLLED IRON 
 PER LINEAL FOOT. 
 
 (CONTINUED.) 
 
 Thickness 
 in Inches. 
 
 9" 
 
 9W 
 
 W 
 
 9%" 
 
 10" 
 
 1O" 
 
 10$" 
 
 lOf" 
 
 12" 
 
 ft 
 
 1.88 
 
 1.93 
 
 1.98 
 
 2.03 
 
 2.08 
 
 2.14 
 
 2.19 
 
 2.24 
 
 2.50 
 
 
 3.75 
 
 3.85 
 
 3.96 
 
 4,06 
 
 4.17 
 
 4.27 
 
 4.38 
 
 4.48 
 
 5.00 
 
 xV 
 
 5.63 
 
 5.78 
 
 5.94 
 
 6.09 
 
 6.25 
 
 6.41 
 
 6.56 
 
 6.72 
 
 7.50 
 
 ? 
 
 7.50 
 
 7.71 
 
 7.92 
 
 8.13 
 
 8.33 
 
 8.54 
 
 8.75 
 
 8.96 
 
 10.00 
 
 8 
 
 9.38 
 
 9.64 
 
 9.90 
 
 10.16 
 
 10.42 
 
 10.68 i 10.94 
 
 11.20 
 
 12.50 
 
 I 
 
 11.25 
 
 11.56 
 
 11.88 
 
 12.19 
 
 12.50 
 
 12.81 i 13.13 
 
 13.44 
 
 15.00 
 
 i 
 
 13.13 
 
 13.49 
 
 13.85 
 
 14.22 
 
 14.58 
 
 14.95 15.31 
 
 15.68 
 
 17.50 
 
 i 
 
 15.00 
 
 15.42 
 
 15.83 
 
 16.25 
 
 16.67 
 
 17.08 
 
 17.50 
 
 17.92 
 
 20.00 
 
 $ 
 
 16.88 
 
 17.34 
 
 17.81 
 
 18.28 
 
 18.75 
 
 19.22 
 
 19.69 
 
 20.16 
 
 22.50 
 
 * 
 
 18.75 
 
 19.27 
 
 19.79 
 
 20.31 
 
 20.83 
 
 21.35 
 
 21.88 
 
 22.40 
 
 25.00 
 
 
 
 20.63 
 
 21.20 
 
 21.77 
 
 22.34 
 
 22.92 
 
 23.49 
 
 24.06 
 
 24.64 
 
 27.50 
 
 
 22.50 
 
 23.13 
 
 23.75 
 
 24.38 
 
 25.00 
 
 25.62 
 
 26.25 
 
 26.88 
 
 30.00 
 
 if 
 
 24.38 
 
 25.05 
 
 25.73 
 
 26.41 
 
 27.08 
 
 27.76 
 
 28.44 
 
 29.11 
 
 32.50 
 
 i 
 
 26.25 
 
 26.98 
 
 27.71 
 
 28.44 
 
 29.17 
 
 29.90 
 
 80.63 
 
 31.35 
 
 35.00 
 
 if 
 
 28.13 
 
 28.91 
 
 29.69 
 
 30.47 
 
 31.25 
 
 32.03 
 
 32.81 
 
 33.59 
 
 37.50 
 
 1 
 
 30.00 
 
 30.83 
 
 31.67 
 
 32.50 
 
 83.33 
 
 34.17 
 
 35.00 
 
 35.83 
 
 40.00 
 
 I* 
 
 31.88 
 
 32.76 
 
 33.65 
 
 34.53 
 
 85.42 
 
 36.30 
 
 37.19 
 
 38.07 
 
 42.50 
 
 1 
 
 33.75 
 35.63 
 37.50 
 
 34.69 
 36.61 
 88.54 
 
 35.63 
 37.60 
 39.58 
 
 36.56 
 88.59 
 40.63 
 
 87.50 
 39.58 
 41.67 
 
 38.44 
 40.57 
 42.71 
 
 39.38 
 41.56 
 43.75 
 
 40.31 
 42.55 
 44.79 
 
 45.00 
 47.50 
 50.00 
 
 MS 
 
 39.38 
 
 40.47 
 
 41.56 
 
 42.66 
 
 43.75 
 
 44.84 
 
 45.94 
 
 47.03 
 
 62.50 
 
 i| 
 
 41.25 
 
 42.40 
 
 43.54 
 
 44.69 
 
 45.83 
 
 46.98 
 
 48.13 
 
 49.27 
 
 55.00 
 
 IxV 
 
 43.13 
 
 44.32 
 
 45.52 
 
 46.72 
 
 47.92 
 
 49.11 
 
 50.31 
 
 51.51 
 
 57.50 
 
 n 
 
 45.00 
 
 46.25 
 
 47.50 
 
 48.75 
 
 50.00 
 
 51.25 
 
 52.50 
 
 53.75 
 
 60.00 
 
 IT** 
 
 46.88 
 
 48.18 
 
 49.48 
 
 50.78 
 
 52.08 
 
 53.39 
 
 54.69 
 
 55.99 
 
 62.50 
 
 if 
 
 48.75 
 
 50.10 
 
 51.46 
 
 52.81 
 
 54.17 
 
 55.52 
 
 56.88 
 
 58.23 
 
 65.00 
 
 IH 
 
 50.63 
 
 52.03 
 
 53.44 
 
 54.84 
 
 56.25 
 
 57.66 
 
 59.06 
 
 60.47 
 
 67.50 
 
 l! 
 
 52.50 
 
 53.96 
 
 55.42 
 
 56.88 
 
 58.33 
 
 59.79 
 
 61.25 
 
 62.71 
 
 70.00 
 
 HI 
 
 54.38 
 
 55.89 
 
 57.40 
 
 58.91 
 
 60.42 
 
 61.93 
 
 63.44 
 
 64.95 
 
 72.50 
 
 if 
 
 53.25 
 
 57.81 
 
 59.38 
 
 60.94 
 
 62.50 
 
 64.06 
 
 65.63 
 
 67.19 
 
 75.00 
 
 tit 
 
 58.13 
 
 59.74 
 
 61.35 
 
 62.97 
 
 64.58 
 
 66.20 
 
 67.81 
 
 69.43 
 
 77.50 
 
 2 
 
 60.00 
 
 61.67 
 
 63.33 
 
 65.00 
 
 66.67 
 
 68.33 
 
 70.00 
 
 71.67 
 
 80.00 
 
 
 1 
 
 
 
 
 
 
 
 

 WEIGHTS OP PLAT ROLLED IRON 
 
 PER LINEAL FOOT. 
 
 (CONTINUED.) 
 
 ThickMss 
 in Inches. 
 
 11" 
 
 Hi" 
 
 11|" 
 
 1 
 
 12" 
 
 12i" 
 
 IV' 
 
 iar 
 
 I! 
 
 TV 
 
 2.29 
 
 2.34 
 
 2.40 
 
 2.45 
 
 2.50 
 
 2.55 
 
 2.60 
 
 2.66 
 
 g x 
 
 1 
 
 4.58 
 
 4.69 
 
 4.79 
 
 4.90 
 
 5.00 
 
 5.10 
 
 5.21 
 
 5.31 
 
 t\N 
 
 
 6.88 
 
 7.03 
 
 7.19 
 
 7.34 
 
 7.50 
 
 7.66 
 
 7.81 
 
 7.97 
 
 CO 
 
 
 9.17 
 
 9.38 
 
 9.58 
 
 9.79 
 
 10.00 
 
 10.21 
 
 10.42 
 
 10.63 
 
 3* 
 
 
 
 
 
 
 
 
 
 
 * 3 
 
 JL 
 
 11.46 
 
 11.72 
 
 11.98 
 
 12.24 
 
 12.50 
 
 12.76 
 
 13.02 
 
 13.28 
 
 fi 
 
 3 
 
 13.75 
 
 14.06 
 
 14.38 
 
 14.69 
 
 15.00 
 
 15.31 
 
 15.63 
 
 15.94 
 
 J 1 
 
 7 
 
 16.04 
 
 16.41 
 
 16.77 
 
 17.14 
 
 17.50 
 
 17.86 
 
 18.23 
 
 18.59 
 
 bj 
 
 * 
 
 18.33 
 
 18.75 
 
 19.17 
 
 19.58 
 
 20.00 
 
 20.42 
 
 20.83 
 
 21.25 
 
 j.s 
 
 A 
 
 20.63 
 
 21.09 
 
 21.56 
 
 22.03 
 
 22.50 
 
 22.97 
 
 23.44 
 
 23.91 
 
 11 
 
 
 22.92 
 
 23.44 
 
 23.96 
 
 24.48 
 
 25.00 
 
 25.52 
 
 26.04 
 
 26.56 
 
 "^ 
 
 it 
 
 25.21 
 
 25.78 26.35 
 
 26.93 
 
 27.50 
 
 28.07 
 
 28.65 
 
 29.22 
 
 "3 .3 
 
 f 
 
 27.50 
 
 28.13 
 
 28.75 
 
 29.38 
 
 30.00 
 
 30.63 
 
 31.25 
 
 31.88 
 
 3 " 
 
 H 
 
 29.79 
 
 30.47 
 
 31.15 
 
 31.82 
 
 32.50 
 
 33.18 
 
 33.85 
 
 34.53 
 
 If 
 
 i 
 
 32.08 
 
 32.81 
 
 33.54 
 
 34.27 
 
 35.00 
 
 35.73 
 
 36.46 
 
 37.19 
 
 83 
 
 15 
 
 34.38 
 
 35.16 
 
 35.94 
 
 86.72 
 
 37.50 
 
 38.28 
 
 39.06 
 
 39.84 
 
 
 1 
 
 36.67 
 
 37.50 
 
 38.33 
 
 39.17 
 
 40.00 
 
 40.83 
 
 41.67 
 
 42.50 
 
 jS"! 
 
 1ft 
 
 38.96 
 
 39.84 
 
 40.73 
 
 41.61 
 
 42.50 
 
 43.39 
 
 44.27 
 
 45.16 
 
 5^ 
 
 if 
 
 41.25 
 
 42.19 
 
 43.13 
 
 44.06 
 
 45.00 
 
 45.94 
 
 46.88 
 
 47.81 
 
 t* 
 
 
 43.54 
 
 44.53 
 
 45.52 
 
 46.51 
 
 47.50 
 
 48.49 
 
 49.48 
 
 50.47 
 
 
 it 
 
 45.83 
 
 46.88 
 
 47.92 
 
 48.96 
 
 50.00 
 
 51.04 
 
 52.08 
 
 53.13 
 
 !? 
 
 I ft 
 
 48.13 
 
 49.22 
 
 50.31 
 
 51.41 
 
 52.50 
 
 53.59 
 
 54.69 
 
 55.78 
 
 ti 
 
 If 
 
 50.42 
 
 51.56 
 
 52.71 
 
 53.85 
 
 55.00 
 
 56.15 
 
 57.29 
 
 58.44 
 
 f 
 
 
 52.71 
 
 53.91 
 
 55.10 
 
 56.30 
 
 57.50 
 
 58.70 
 
 59.90 
 
 61.09 
 
 ^ oo 
 2 ^ 
 
 IT 
 
 55.00 
 
 56.25 
 
 57.50 
 
 58.75 
 
 60.00 
 
 61.25 
 
 62.50 
 
 63.75 
 
 s2; 
 
 Jc*. 
 
 57.29 
 
 58.59 
 
 59.90 
 
 61.20 
 
 62.50 
 
 63.80 
 
 65.10 
 
 66.41 
 
 ii 
 
 iY 
 
 59.58 
 
 60.94 
 
 62.29 
 
 63.65 
 
 65.00 
 
 66.35 
 
 6/.71 
 
 69.06 
 
 5 g- 00 
 
 IH 
 
 61.88 
 
 63.28 
 
 64.69 
 
 66.09 67.50 
 
 68.91 
 
 70.31 
 
 71.72 
 
 7| + 
 
 if 
 
 64.17 
 
 65.63 
 
 67.08 
 
 68.54 
 
 70.00 
 
 71.46 
 
 72.92 
 
 74.38 
 
 |l| 2 
 
 in 
 
 66.46 
 
 67.97 
 
 69.48 
 
 70.99 
 
 72.50 
 
 74.01 
 
 75.52 
 
 77.03 
 
 fa '. 
 
 1 1 
 
 68.75 
 
 70.31 
 
 71.88 
 
 73.44 
 
 75.00 
 
 76.56 
 
 78.13 
 
 79.69 
 
 s ^ 
 
 HI 
 
 71.04 
 
 72.66 
 
 74.27 
 
 75.89 
 
 77.50 
 
 79.11 
 
 80.73 
 
 82.34 
 
 ^ * 
 
 2 . 
 
 73.33 
 
 75.00 
 
 76.67 
 
 78.33 
 
 80.00 
 
 81.67 
 
 83.33 
 
 85.00 
 
 gs 
 
 
 
 
 
 
 
 
 
 ^ 
 
tt 
 
 WEIGHTS AND AREAS OF 
 SQUARE & ROUND BARS OP WROUGHT IRON 
 And Circumferences of Round Bars. 
 
 One cubic foot weighing 480 Ibs. 
 
 Thickness 
 or Diameter 
 in Inches. 
 
 Weight f 
 Bar 
 
 One Foot long. 
 
 Weight f 
 One foot long. 
 
 Area (if 
 in 6q. inches. 
 
 Area f 
 Bar 
 in sq. inches. 
 
 Circumference 
 ef Bar 
 in inches. ' 
 
 
 
 I 
 
 .013 
 .052 
 .117 
 
 .010 
 .041 
 .092 
 
 ,0039 
 .0156 
 .0352 
 
 .0031 
 .0123 
 .0276 
 
 .1963 
 .3927 
 .589O 
 
 1 
 
 .208 
 .326 
 .469 
 .638 
 
 .164 
 .256 
 .368 
 .501 
 
 .0625 
 .0977 
 .1406 
 .1914 
 
 .0491 
 .0767 
 .1104 
 .1503 
 
 .7854 
 .9817 
 1.1781 
 1.3744 
 
 ! 
 
 .833 
 1.055 
 1.302 
 1.576 
 
 .654 
 .828 
 1.023 
 1.237 
 
 .2500 
 .3164 
 .3906 
 .4727 
 
 .1963 
 .2485 
 .3068 
 .3712 
 
 1.5708 
 1.7671 
 1.9635 
 2.1598 
 
 A 
 
 1 
 
 1.875 
 2.201 
 2.552 
 2.930 
 
 1.473 
 1.728 
 2.004 
 2.301 
 
 .5625 
 .6602 
 .7656 
 .8789 
 
 .4418 
 .5185 
 .6013 
 .6903 
 
 2.3562 
 2.5525 
 2.7489 
 2.9452 
 
 T 
 1 
 
 3.333 
 3.763 
 4.219 
 4.701 
 
 5.208 
 5.742 
 6.302 
 6.888 
 
 2.618 
 2.955 
 3.313 
 3.692 
 
 4.091 
 4.510 
 4.950 
 5.410 
 
 1.0000 
 1.1289 
 1.2656 
 1.4102 
 
 1.5625 
 1.7227 
 1.8906 
 2.0664 
 
 .7854 
 .8866 
 .9940 
 1.1075 
 
 1.2272 
 1.3530 
 1.4849 
 1.6230 
 
 3.1416 
 3.3379 
 3.5343 
 3.7306 
 i 
 
 3.927O 
 4.1233 
 4.3197 
 4.5 16O 
 
 i 
 
 H 
 
 7.500 
 8.133 
 8.802 
 9.492 
 
 5.890 
 6.392 
 6.913 
 7.455 
 
 2.2500 
 2.4414 
 2.6406 
 2.8477 
 
 1.7671 
 1.9175 
 2.0739 
 2.2365 
 
 4.7124 
 4.9087 
 5.1051 
 5.3014 
 
 f 
 
 it 
 
 10.21 
 10.95 
 11.72 
 12.51 
 
 8.018 
 8.601 
 9.204 
 9.828 
 
 3.0625 
 3.2852 
 3.5156 
 
 2.4053 
 2.5802 
 2.7612 
 2.9483 
 
 5:4978 
 5.6941 
 5.8905 
 6.0868 
 
s * 
 
 SQUABE AND BOUND BABS. 
 
 (CONTINUED.) 
 
 Thickness 
 or Diameter 
 in Inches. 
 
 Weight of 
 Bar 
 One foot long. 
 
 Weight of 
 One Foot long. 
 
 Area of 
 Bar 
 i:i B*J. inches. 
 
 Area of 
 % Bar 
 in sq. inches. 
 
 Circumference 
 of % Bar 
 in inches. 
 
 2 
 
 13.33 
 
 10.47 
 
 4.0000 
 
 3.1416 
 
 6.2832 
 
 
 14.18 
 
 11.14 
 
 4.2539 
 
 3.3410 
 
 6.4795 
 
 < 
 
 15.05 
 
 11.82 
 
 4.5156 
 
 3.5466 
 
 6.6759 
 
 
 15.95 
 
 12.53 
 
 4.7852 
 
 3.7583 
 
 6.8722 
 
 i 
 
 16.88 
 
 13.25 
 
 5.0625 
 
 3.9761 
 
 7.0686 
 
 A 
 
 17.83 
 
 14.00 
 
 5.3477 
 
 4.2000 
 
 7.2649 
 
 
 18.80 
 
 14.77 
 
 5.6406 
 
 4.4301 
 
 7.4613 
 
 # 
 
 19.80 
 
 15.55 
 
 5.9414 
 
 4.6664 
 
 7.6576 
 
 i 
 
 20.83 
 
 16.36 
 
 6.2500 
 
 4.9087 
 
 7.8540 
 
 9 
 
 21.89 
 
 17.19 
 
 6.5664 
 
 5.1572 
 
 8.0503 
 
 f 
 
 22.97 
 
 18.04 
 
 6.8906 
 
 5.4119 
 
 8.2467 
 
 -H 
 
 24.08 
 
 18.91 
 
 7.2227 
 
 5.6727 
 
 8.443O 
 
 t 
 
 25.31 
 
 19.80 
 
 7.5625 
 
 5.9396 
 
 8.6394 
 
 ft | 26.d7 
 
 20.71 
 
 7.9102 
 
 6.2126 
 
 8.8357 
 
 1 27.55 
 
 21.64 
 
 8.2656 
 
 6.4918 
 
 9.0321 
 
 if 28.76 
 
 22.59 
 
 8.6289 
 
 6.7771 
 
 9.2284 
 
 
 
 
 
 f 
 
 3 
 
 30.00 
 
 23.56 
 
 9.0000 
 
 7.0686 
 
 9.4248 
 
 i 
 
 31.26 
 
 24.55 
 
 9.3789 
 
 7.3662 
 
 9.6211 
 
 i 
 
 32.55 
 
 25.57 
 
 9.7656 
 
 7.6699 
 
 9.8175 
 
 A 
 
 33.87 
 
 26.60 
 
 10.160 
 
 7.9798 
 
 10.014 
 
 ^ 
 
 35.21 
 
 27.65 
 
 10.563 
 
 8.2958 
 
 10.210 
 
 A 
 
 36.58 
 
 28.73 
 
 1O.973 
 
 8.6179 
 
 10.407 
 
 i 
 
 37.97 
 
 29.82 
 
 11.391 
 
 8.9462 
 
 10.603 
 
 A 
 
 39.39 
 
 30.94 
 
 11.816 
 
 9.2806 
 
 10.799 
 
 1 
 
 40.83 
 
 32.07 
 
 12.250 
 
 9.6211 
 
 10.996 
 
 _9^ 
 
 42.30 
 
 33.23 
 
 12.691 
 
 9.9678 
 
 11.192 
 
 1 
 
 43.80 
 
 34.40 
 
 13.141 
 
 10.321 
 
 11.388 
 
 
 
 45.33 
 
 35.60 
 
 13.598 
 
 10.680 
 
 11.585 
 
 3 
 
 46.88 
 
 36.82 
 
 14.063 
 
 11.O45 
 
 11.781 
 
 if 
 
 48.45 
 
 38.05 
 
 14.535 
 
 11.416 
 
 11.977 
 
 1 
 
 50.05 
 
 39.31 
 
 15.016 
 
 11.793 
 
 12.174 
 
 
 51.68 
 
 4O.59 
 
 15.504 
 
 12.177 
 
 12.370 
 
 2 - , 
 
 
 
 
 
t 
 
 SQUARE AND BOUND BARS. 
 
 (CONTINUED.) 
 
 Thickness 
 or Diamete 
 in Inches. 
 
 Veight of 
 Bar 
 One Foot long 
 
 Weight of 
 Bar 
 One Foot long. 
 
 Area of 
 hr 
 in. sq. inches. 
 
 Am of 
 Bar 
 in sq. inches. 
 
 Circumference 
 of Bar 
 
 in inches. 
 
 4 
 
 53.33 
 55.01 
 56.72 
 58.45 
 
 41.89 
 43.21 
 44.55 
 45.91 
 
 16.000 
 16.504 
 17.016 
 17.535 
 
 12.566 
 12.962 
 13.364 
 13.772 
 
 12.566 
 12.763 
 12.959 
 13.155 
 
 | 
 
 60.21 
 61.99 
 63.80 
 65.64 
 
 47.29 
 48.69 
 50.11 
 51.55 
 
 18.063 
 18.598 
 19.141 
 19.691 
 
 14.186 
 14.607 
 15.033 
 15.466 
 
 13.352 
 13.548 
 13.744 
 13.941 
 
 i 
 
 67.50 
 69.39 
 71.30 
 73.24 
 
 53.01 
 54.50 
 56.00 
 57.52 
 
 20.250 
 20.816 
 21.391 
 21.973 
 
 15.904 
 16.349 
 16.800 
 17.257 
 
 14.137 
 14.334 
 14.530 
 14.726 
 
 I 
 
 75.21 
 77.20 
 79.22 
 81.26 
 
 59.07 
 60.63 
 62.22 
 63.82 
 
 22.563 
 23.160 
 23.766 
 24.379 
 
 17.71 
 18.190 
 18.665 
 19.147 
 
 14.923 
 15.119 
 15.315 
 15.512 
 
 5 
 
 83.33 
 85.43 
 87.55 
 89.70 
 
 65.45 
 67.1O 
 68.76 
 70.45 
 
 25.000 
 25.629 
 26.266 
 26.910 
 
 19.635 
 20.129 
 20.629 
 21.135 
 
 15.708 
 15.904 
 16.101 
 16.297 
 
 i 
 
 A 
 
 91.88 
 94.08 
 96.30 
 98.55 
 
 72.16 
 73.89 
 75.64 
 77.4O 
 
 27.563 
 28.223 
 28.891 
 29.566 
 
 21.648 
 22.166 
 22.691 
 23.221 
 
 16.493 
 16.690 
 16.886 
 17.082 
 
 ! 
 
 100.8 
 103.1 
 105.5 
 107.8 
 
 79.19 
 81.00 
 82.83 
 84.69 
 
 30.250 
 30.941 
 31.641 
 32.348 
 
 23.758 
 24.301 
 24.850 
 25.406 
 
 17.279 
 17.475 
 17.671 
 17.868 
 
 i 
 
 110.2 
 112.6 
 115.1 
 117.5 
 
 86.56 
 88.45 
 90.36 
 92.29 
 
 33.063 
 33.785 
 34.516 
 35.254 
 
 25.967 
 26.535 
 27.109 
 27.688 
 
 18.064 
 18.261 
 18.457 
 18.653 
 
n 3 
 
 SQUARE AND ROUND BARS. 
 
 (CONTINUED.) 
 
 Thickness 
 or Diameter 
 it Inches. 
 
 Weight of 
 Bar 
 One Foot long. 
 
 Weight of 
 Bar 
 On* Foot long. 
 
 Area of 
 Bar 
 in sq. inches. 
 
 Area of 
 Bar 
 in sq. inches. 
 
 Circumference 
 of Bar 
 in inches. 
 
 6 i 
 
 120.0 
 122.5 
 125.1 
 127.6 
 
 94.25 
 96.22 
 98.22 
 100.2 
 
 36.000 
 36.754 
 37.516 
 38.285 
 
 28.274 
 28.866 
 29.465 
 30.069 
 
 18.850 
 19.046 
 19.242 
 19.439 
 
 I 
 
 130.2 
 132.8 
 135.5 
 138.1 
 
 102.3 
 104.3 
 106.4 
 108.5 
 
 39.063 
 39.848 
 40.641 
 41.441 
 
 30.680 
 31.296 
 31.919 
 32.548 
 
 19.635 
 19.831 
 20.028 
 20.224 
 
 1 
 
 140.8 
 143.6 
 146.3 
 149.1 
 
 110.6 
 112.7 
 114.9 
 117.1 
 
 42.250 
 43.066 
 43.891 
 44.723 
 
 33.183 
 33.824 
 34.472 
 35.125 
 
 20.420 
 20.617 
 20.813 
 21.009 
 
 I 
 
 151.9 
 154.7 
 157.6 
 160.4 
 
 119.3 
 121.5 
 123.7 
 126.0 
 
 45.563 
 46.410 
 47.266 
 48.129 
 
 35.785 
 36.450 
 37.122 
 37.800 
 
 21.206 
 21.402 
 21.598 
 21.795 
 
 7 
 
 I 
 
 163.3 
 166.3 
 169.2 
 172.2 
 
 128.3 
 130.6 
 132.9 
 135.2 
 
 49.000 
 49.879 
 50.766 
 51.660 
 
 38.485 
 39.175 
 39.871 
 40.574 
 
 21.991 
 22.187 
 22.384 
 22.580 
 
 TJ? 
 
 IT 
 
 175.2 
 178.2 
 181.3 
 184.4 
 
 137.6 
 140.0 
 142.4 
 144.8 
 
 52.563 
 53.473 
 54.391 
 55.316 
 
 41.282 
 41.997 
 42.718 
 43.445 
 
 22.777 
 22.973 
 23.169 
 23.366 
 
 A 
 A 
 
 187.5 
 190.6 
 193.8 
 197.0 
 
 147.3 
 149.7 
 152.2 
 154.7 
 
 56.250 
 57.191 
 58.141 
 59.098 
 
 44.179 
 44.918 
 45.664 
 46.415 
 
 23.562 
 23.758 
 23.955 
 24.151 
 
 I 
 
 200.2 
 203.5 
 206.7 
 210.0 
 
 157.2 
 159.8 
 162.4 
 164.9 
 
 60.063 
 61.035 
 62.016 
 63.004 
 
 47.173 
 47.937 
 48.707 
 49.483 
 
 24.347 
 24.544 
 24.740 
 24.936 
 
 v 
 
SQUARE AND BOUND BARS. 
 
 (CONTINUED.) 
 
 Thickness 
 or Diameter 
 in Inches. 
 
 Weight of 
 | Bar 
 One Foot long. 
 
 Weight of 
 Bar 
 One Foot long. 
 
 Area of 
 te 
 
 in sq. inches. 
 
 Area of 
 Bar 
 in sq. inches. 
 
 Circumference 
 of Bar 
 in inches. 
 
 8 
 
 i 
 
 213.3 
 216.7 
 220.1 
 223.5 
 
 167.6 
 170.2 
 172.8 
 175.5 
 
 64.000 
 65.004 
 66.016 
 67.035 
 
 50.265 
 51.054 
 51.849 
 52.649 
 
 25.133 
 25.329 
 25.525 
 25.722 
 
 ! 
 
 226.9 
 230.3 
 233.8 
 237.3 
 
 178.2 
 180.9 
 183.6 
 186.4 
 
 68.063 
 69.098 
 70.141 
 71.191 
 
 53.456 
 64.269 
 55.088 
 55.914 
 
 25.918 
 26.114 
 26.311 
 28.507 
 
 i 
 
 240.8 
 244.4 
 248.0 
 251.6 
 
 189.2 
 191.9 
 194.8 
 197.6 
 
 72.250 
 73.316 
 74.391 
 75.473 
 
 56.745 
 57.583 
 58.426 
 59.276 
 
 26.704 
 26.900 
 27.096 
 27.293 
 
 I 
 
 255.2 
 258.9 
 262.6 
 266.3 
 
 200.4 
 203.3 
 206.2 
 209.1 
 
 76.563 
 77.660 
 78.766 
 79.879 
 
 60.132 
 60.994 
 61.862 
 62.737 
 
 27.489 
 27.685 
 27.882 
 28.078 
 
 9 
 
 1 
 
 270.0 
 273.8 
 277.6 
 2811.4 
 
 212.1 
 215.0 
 218.0 
 221.0 
 
 81.000 
 82.129 
 83.266 
 84.410 
 
 63.617 
 64.504 
 65.397 
 66.296 
 
 28.274 
 28.471 
 28.667 
 28.863 
 
 1 
 
 285.2 
 289.1 
 293.0 
 296.9 
 
 224.0 
 227.0 
 230.1 
 233.2 
 
 85.563 
 86.723 
 87.891 
 89.066 
 
 67.201 
 68.112 
 69.029 
 69.953 
 
 29.060 
 29.256 
 29.452 
 29.649 
 
 ! 
 
 300.8 
 304.8 
 308.8 
 312.8 
 
 236.3 
 239.4 
 242.6 
 245.7 
 
 90.250 
 91.441 
 92.641 
 93.848 
 
 70.882 
 71.818 
 72.760 
 73.708 
 
 29.845 
 30.O41 
 30.238 
 30.434 
 
 I 
 
 316.9 
 321.0 
 325.1 
 329.2 
 
 248.9 
 252.1 
 255.3 
 258.5 
 
 95.063 
 96.285 
 97.516 
 98.754 
 
 74.662 
 75.622 
 76.589 
 77.561 
 
 30.631 
 30.827 
 31.023 
 31.220 
 
SQUARE AND ROUND BARS. 
 
 (CONTINUED.) 
 
 Thickness 
 or Diameter 
 in Inches. 
 
 Weight of 
 |Bar 
 One foot long. 
 
 Weight of 
 One Foot long. 
 
 Area of 
 in sq. inches. 
 
 irea of 
 Bar 
 
 in tq. inches. 
 
 Circumference 
 of Bar 
 in inches. 
 
 10 
 
 333.3 
 337.5 
 341.7 
 346.0 
 
 261.8 
 265.1 
 268.4 
 271.7 
 
 100.00 
 101.25 
 102.52 
 103.79 
 
 78.540 
 79.525 
 80.516 
 81.513 
 
 31.416 
 31.612 
 31.809 
 32.005 
 
 ! 
 
 350.2 
 354.5 
 358.8 
 363.1 
 
 275.1 
 278.4 
 281.8 
 285.2 
 
 105.06 
 106.35 
 107.64 
 108.94 
 
 82.616 
 83.525 
 84.541 
 85.562 
 
 32.201 
 32.398 
 32.594 
 32.790 
 
 1 
 
 tt 
 
 367.5 
 371.9 
 376.3 
 380.7 
 
 288.6 
 292.1 
 295.5 
 299.0 
 
 110.25 
 111.57 
 112.89 
 114.22 
 
 86.590 
 87.624 
 88.664 
 89.710 
 
 32.987 
 33.183 
 33.379 
 33.576 
 
 I 
 
 385.2 
 389.7 
 394.2 
 398.3 
 
 302.5 
 306.1 
 309.6 
 313.2 
 
 115.56 
 116.91 
 118.27 
 119.63 
 
 90.763 
 91.821 
 92.886 
 93.956 
 
 33.772 
 33.968 
 34.165 
 34.361 
 
 11 
 
 403.3 
 407.9 
 412.6 
 417.2 
 
 316.8 
 320.4 
 324.0 
 327.7 
 
 121.00 
 122.38 
 123.77 
 125.16 
 
 95.033 
 96.116 
 97.205 
 98.301 
 
 34.558 
 34.754 
 34.950 
 35.147 
 
 ! 
 
 421.9 
 426.6 
 431.3 
 436.1 
 
 331.3 
 335.0 
 338.7 
 342.5 
 
 126.56 
 127.97 
 129.39 
 130.82 
 
 99.402 
 100.51 
 101.62 
 102.74 
 
 35.343 
 35.539 
 35.736 
 35.932 
 
 | 
 
 440.8 
 445.6 
 450.5 
 455.3 
 
 346.2 
 350.0 
 353.8 
 357.6 
 
 132.25 
 133.69 
 135.14 
 136.60 
 
 103.87 
 105.0O 
 106.14 
 107.28 
 
 36.128 
 36.325 
 36.521 
 36.717 
 
 .! 
 
 460.2 
 465.1 
 470.1 
 475.O 
 
 361.4 
 365.3 
 369.2 
 373.1 
 
 138.06 
 139.54 
 141.02 
 142.50 
 
 108.43 
 109.59 
 110.75 
 111.92 
 
 36.914 
 37.110 
 37.306 
 37.503 
 
3 5 
 
 WEIGHT OP SHEETS OP WROUGHT IRON, 
 
 STEEL, COPPER AND BRASS. (Prom Haswell.^ 
 
 Weights per Square Foot. Thickness by Birmingham Gauge. 
 
 No. of 
 Gauge. 
 
 Thickness 
 in inches. 
 
 Iron. 
 
 Steel. 
 
 Copper. 
 
 Brass. 
 
 0000 
 
 .454 
 
 18.22 
 
 18.46 
 
 20.57 
 
 19.43 
 
 000 
 
 .425 
 
 17.05 
 
 17.28 
 
 19.25 
 
 18.19 
 
 00 
 
 .38 
 
 15.25 
 
 15.45 
 
 17.21 
 
 16.26 
 
 
 
 .34 
 
 13.64 
 
 13.82 
 
 15.4O 
 
 14.55 
 
 1 
 
 .3 
 
 12.04 
 
 12.20 
 
 13.59 
 
 12.84 
 
 
 .284 
 
 11.40 
 
 11.55 
 
 12.87 
 
 12.16 
 
 3 
 
 ,259 
 
 10.39 
 
 10.53 
 
 11.73 
 
 11.09 
 
 4 
 
 .238 
 
 9.55 
 
 9.68 
 
 10.78 
 
 10.19 
 
 5 
 
 .22 
 
 8.83 
 
 8.95 
 
 9.97 
 
 9.42 
 
 6 
 
 .203 
 
 8.15 
 
 8.25 
 
 9.20 
 
 8.69 
 
 7 
 
 .18 
 
 7.22 
 
 7.32 
 
 8.15 
 
 7.70 
 
 8 
 
 .165 
 
 6.62 
 
 6.71 
 
 7.47 
 
 7.06 
 
 9 
 
 .148 
 
 5.94 
 
 6.02 
 
 6.70 
 
 6.33 
 
 10 
 
 .134 
 
 5.38 
 
 6.45 
 
 6.07 
 
 5.74 
 
 11 
 
 .12 
 
 4.82 
 
 4.88 
 
 5.44 
 
 5.14 
 
 12 
 
 .109 
 
 4.37 
 
 4.43 
 
 4.94 
 
 4.67 
 
 13 
 
 .095 
 
 3.81 
 
 3.86 
 
 4.30 
 
 4.07 
 
 14 
 
 .083 
 
 3.33 
 
 3.37 
 
 3.76 
 
 3.55 
 
 15 
 
 .072 
 
 2.89 
 
 2.93 
 
 3.26 
 
 3.08 
 
 16 
 
 .065 
 
 2.61 
 
 2.64 
 
 2.94 
 
 2.78 
 
 17 
 
 .058 
 
 2.33 
 
 2.36 
 
 2.63 
 
 2.48 
 
 18 
 
 .049 
 
 1.97 
 
 1.99 
 
 2.22 
 
 2.10 
 
 19 
 
 .042 
 
 1.69 
 
 1.71 
 
 1.90 
 
 1.80 
 
 20 
 
 .035 
 
 1.40 
 
 1.42 
 
 1.59 
 
 1.50 
 
 21 
 
 .032 
 
 1.28 
 
 1.30 
 
 1.45 
 
 1.37 
 
 22 
 
 .028 
 
 1.12 
 
 1.14 
 
 1.27 
 
 1.20 
 
 23 
 
 .025 
 
 1.00 
 
 1.02 
 
 1.13 
 
 1.07 
 
 24 
 
 .022 
 
 .883 
 
 .895 
 
 1.00 
 
 .942 
 
 25 
 
 .02 
 
 .803 
 
 .813 
 
 .906 
 
 .856 
 
 26 
 
 .018 
 
 .722 
 
 .732 
 
 .815 
 
 .770 
 
 27 
 
 .016 
 
 .642 
 
 .651 
 
 .725 
 
 .685 
 
 28 
 
 .014 
 
 .562 
 
 .569 
 
 .634 
 
 .599 
 
 29 
 
 .013 
 
 .522 
 
 .529 
 
 .589 
 
 .556 
 
 30 
 
 .012 
 
 .482 
 
 .488 
 
 .544 
 
 .514 
 
 31 
 
 .01 
 
 .401 
 
 .407 
 
 .453 
 
 .428 
 
 32 
 
 .009 
 
 .361 
 
 .366 
 
 .408 
 
 .385 
 
 33 
 
 .008 
 
 .321 
 
 .325 
 
 .362 
 
 .342 
 
 34 
 
 .007 
 
 .281 
 
 .285 
 
 .317 
 
 .300 
 
 35 
 
 .005 
 
 .201 
 
 .203 
 
 .227 
 
 .214 
 
 Specific Gravity, 
 
 7.704 
 
 7.806 
 
 8.698 
 
 8.218 
 
 Weight Cubio Foot, 
 
 481.25 
 
 487.75 
 
 543.6 
 
 513.6 
 
 " " Inch, 
 
 .2787 
 
 .2823 
 
 .3146 
 
 .2972, 
 

 WEIGHT OF SHEETS OF WROUGHT IRON, 
 
 STEEL, COPPER AND BRASS. (From Haswell.) 
 
 Weights per Sq . Foot. Thickness by American ( Browne & Sharpe's ) Gauge. 
 
 No. of 
 Gauge. 
 
 Thickness 
 in inches. 
 
 Iron. | Steel. 
 
 Copper. 
 
 Brass. 
 
 0000 
 
 .46 
 
 18.46 
 
 18.70 
 
 20.84 
 
 19.69 
 
 000 
 
 .4096 
 
 16.44 
 
 16.66 
 
 18.56 
 
 17.53 
 
 00 
 
 .3648 
 
 14.64 
 
 14.83 
 
 16.53 
 
 15.61 
 
 
 
 .3249 
 
 13.04 
 
 13.21 
 
 14.72 
 
 13.9O 
 
 1 
 
 .2893 
 
 11.61 
 
 11.76 
 
 13.11 
 
 12.38 
 
 2 
 
 .2576 
 
 10.34 
 
 10.48 
 
 11.67 
 
 11.03 
 
 3 
 
 .2294 
 
 9.21 
 
 9.33 
 
 10.39 
 
 9.82 
 
 4 
 
 .2043 
 
 8.20 
 
 8.31 
 
 9.26 
 
 8.74 
 
 5 
 
 .1819 
 
 7.30 
 
 7.40 
 
 8.24 
 
 7.79 
 
 6 
 
 .1620 
 
 6.50 
 
 6.59 
 
 7.34 
 
 6.93 
 
 7 
 
 .1443 
 
 5.79 
 
 5.87 
 
 6.54 
 
 6.18 
 
 8 
 
 .1285 
 
 5.16 
 
 5.22 
 
 5.82 
 
 5.50 
 
 9 
 
 .1144 
 
 4.59 
 
 4.65 
 
 5.18 
 
 4.9O 
 
 10 
 
 .1019 
 
 4.09 
 
 4.14 
 
 4.62 
 
 4.36 
 
 11 
 
 .0907 
 
 3.64 
 
 3.69 
 
 4.11 
 
 3.88 
 
 12 
 
 .0808 
 
 3.24 
 
 3.29 
 
 3.66 
 
 3.46 
 
 13 
 
 .0720 
 
 2.89 
 
 2.93 
 
 3.26 
 
 3.08 
 
 14 
 
 .0641 
 
 2.57 
 
 2.61 
 
 2.90 
 
 2.74 
 
 15 
 
 .0571 
 
 2.29 
 
 2.32 
 
 2.59 
 
 2.44 
 
 16 
 
 .0508 
 
 2.04 
 
 2.07 
 
 2.30 
 
 2.18 
 
 17 
 
 .0453 
 
 1.82 
 
 1.84 
 
 2.05 
 
 1.94 
 
 18 
 
 .0403 
 
 1.62 
 
 1.64 
 
 1.83 
 
 1.73 
 
 19 
 
 .0359 
 
 1.44 
 
 1.46 
 
 1.63 
 
 1.54 
 
 20 
 
 .0320 
 
 1.28 
 
 1.30 
 
 1.45 
 
 1.37 
 
 21 
 
 .0285 
 
 1.14 
 
 1.16 
 
 1.29 
 
 1.22 
 
 22 
 
 .0253 
 
 1.02 
 
 1.03 
 
 1.15 
 
 1.08 
 
 23 
 
 .0226 
 
 .906 
 
 .918 
 
 1.02 
 
 .966 
 
 24 
 
 .0201 
 
 .807 
 
 .817 
 
 .911 
 
 .860 
 
 25 
 
 .0179 
 
 .718 
 
 .728 
 
 .811 
 
 .766 
 
 26 
 
 .0159 
 
 .640 
 
 .648 
 
 .722 
 
 .682 
 
 27 
 
 .0142 
 
 .570 
 
 .577 
 
 .643 
 
 .608 
 
 28 
 
 .0126 
 
 .507 
 
 .514 
 
 .573 
 
 .541 
 
 29 
 
 .0113 
 
 .452 
 
 .458 
 
 .510 
 
 .482 
 
 30 
 
 .0100 
 
 .402 
 
 .408 
 
 .454 
 
 .429 
 
 31 
 
 .0089 
 
 .358 
 
 .363 
 
 .404 
 
 .382 
 
 32 
 
 .0080 
 
 .319 
 
 .323 
 
 .360 
 
 .340 
 
 33 
 
 .0071 
 
 .284 
 
 .288 
 
 .321 
 
 .303 
 
 34 
 
 .0063 
 
 .253 
 
 .256 
 
 .286 
 
 .270 
 
 35 
 
 .0056 .225 
 
 .228 
 
 .254 
 
 .240 
 
 As there are many gauges in use differing from each other, and even the thicknesses of a 
 certain specified gauge, as the Birmingham, are not assumed the same ty all manufacturers, 
 orders for sheets ana wire should always state the weight per square foot, or the thickness 
 . in thousandths of an inch. , 
 
fl .___.._.-..,-.., rn^mm -- - - i m fl 
 
 DEARBORN FOUNDRY COMPANY. 
 
 ' *-VT ( ''0 .2'" r l 1 _-"-". jj. W .o 
 
 STANDARD CAST SEPARATORS FOR BEAMS. 
 
 
 
 DISTANCE. 
 
 TWO BOLTS. 
 
 WEIGHT. 
 
 DESIGNATION 
 OP BEAM. 
 
 Out to Out 
 of 
 Flanges. 
 
 jf 
 
 Size. 
 
 Cen. 
 to 
 Cen. 
 
 Length. 
 
 Bolts and 
 Nuts. 
 
 Separ- 
 
 itor. 
 
 
 la. 
 
 In. 
 
 In. 
 
 In. 
 
 In 
 
 Lbs. 
 
 Ibs. 
 
 15" No. 1, 50 Ibs. 
 
 Kji 
 
 J 
 
 1 
 
 7 
 
 7 
 
 3 
 
 17 
 
 15" " 2,67 " 
 
 in 
 
 i 
 
 f 
 
 7 
 
 7| 
 
 3i 
 
 17 
 
 12" " 3,42 " 
 
 91 
 
 i 
 
 1 
 
 6* 
 
 Of 
 
 2| 
 
 14 
 
 10J" " 4, 31 " 
 
 9| 
 
 I 
 
 1 
 
 6 
 
 6J 
 
 2| 
 
 11 
 
 10" " 5,30 " 
 
 9J 
 
 J 
 
 1 
 
 5 
 
 ai 
 
 2| 
 
 10 
 
 9" " 6,23" 
 
 8^ 
 
 i 
 
 i 
 
 4* 
 
 5f 
 
 2| 
 
 9 
 
 9" " 7,45 " 
 
 10f 
 
 J 
 
 3. 
 4 
 
 4* 
 
 7i 
 
 3 
 
 10 
 
 8" " 8, 22 " 
 
 8} 
 
 i 
 
 i 
 
 4 
 
 5J 
 
 1| 
 
 8 
 
 7" " 9, 18 " 
 
 7| 
 
 i 
 
 1 
 
 3J 
 
 5i 
 
 1J 
 
 7 
 
 6" " 10,13J*' 
 
 7 
 
 i 
 
 I 
 
 3 
 
 4J 
 
 1* 
 
 6 
 
 5" " 11,10 " 
 
 6 
 
 i 
 
 1 
 
 2* 
 
 4f 
 
 li 
 
 5 
 
 The length of bolt is given from inside of head to end. The 
 weight of one ^ inch square nut included in the above is 0.27 
 lb., and of one fo inch square nut 0.15 lb. 
 
DEARBORN FOUNDRY COMPANY. 
 
 WEIGHT OF ONE HUNDRED BOLTS WITH SQUARE 
 HEADS AND NUTS. 
 
 HOOPES & TOWNSEND'S LIST. 
 
 Length 
 under 
 
 head to 
 point. 
 
 Dl AM ETER OF BOLTS. 
 
 , %in. 
 
 Xln. 
 
 lin. 
 
 136 
 
 Sg 
 
 i 
 
 Ibs. 
 4.00 
 4.35 
 4.75 
 5.15 
 5.50 
 
 .5.75 
 6.25 
 7.00 
 7.75 
 8.50 
 9.25 
 
 10.00 
 
 10.75 
 
 Ibs. 
 7.00 
 7.50 
 8.00 
 8.50 
 9.00 
 9.50 
 10.00 
 11.00 
 12.00 
 13.00 
 14.00 
 15.00 
 16.00 
 
 * 
 
 9 
 10 
 11 
 12 
 13 
 14 
 15 
 16 
 17 
 18 
 19 
 20 
 
 Perinch I i -i 07 
 additional f 1 1 ' 37 
 
 Ibs. 
 10.50 
 11.25 
 12.00 
 12.75 
 13.50 
 14.25 
 15.00 
 16.50 
 18.00 
 19.50 
 21.00 
 22.50 
 24.00 
 25.50 
 27.00 
 28.50 
 30.00 
 
 Ibs. 
 15.20 
 16.30 
 17.40 
 18.50 
 19.60 
 20.70 
 21.80 
 24.00 
 26.20 
 28.40 
 30.60 
 32.80 
 35.00 
 37.20 
 39.40 
 41.60 
 43.80 
 46.00 
 48.20 
 50.40 
 52.60 
 
 2.13 
 
 3.07 
 
 4.18 
 
 Ibs. 
 22.50 
 23.82 
 25.15 
 26.47 
 27.80 
 29.12 
 30.45 
 33.10 
 35.75 
 38.40 
 41.05 
 43.70 
 46.35 
 49.00 
 61.65 
 54.30 
 59.60 
 64.90 
 70.20 
 75.50 
 80.80 
 86.10 
 91.40 
 96.70 
 102.00 
 107.30 
 112.60 
 117.90 
 123.20 
 
 5.45 
 
 Ibs. 
 39.50 
 41.62 
 43.75 
 45.88 
 48.00 
 50.12 
 52.25 
 56.50 
 60.75 
 65.00 
 69.25 
 73.50 
 77.75 
 82.00 
 86.25 
 90.50 
 94.75 
 103.25 
 111.75 
 120.25 
 128.75 
 137.25 
 145.75 
 154.25 
 162.75 
 171.00 
 179.50 
 188.00 
 206.50 
 
 8.52 
 
 Ibs. 
 
 63.00 
 
 66.00 
 
 69.00 
 
 72.00 
 
 75.00 
 
 78.00 
 
 81.00 
 
 87.00 
 
 93.10 
 
 99.05 
 
 105.20 
 
 111.25 
 
 117.30 
 
 123.35 
 
 129.40 
 
 135.00 
 
 141.50 
 
 153.00 
 
 165.70 
 
 177.80 
 
 189.90 
 
 202.00 
 
 214.10 
 
 226.20 
 
 238.30 
 
 250.40 
 
 262.60 
 
 274.70 
 
 286.80 
 
 12.27 
 
 Ibs. 
 
 Ibs. 
 
 109.00 
 113.25 
 117.50 
 121.75 
 126.00 
 134.25 
 142.50 
 151.00 
 159.55 
 168.00 
 176.60 
 185.00 
 193.65 
 202.00 
 210.70 
 227.75 
 244.80 
 261.85 
 278.90 
 295.95 
 313.00 
 330.05 
 347.10 
 364.15 
 381.20 
 398.25 
 415.30 
 
 163 
 169 
 174 
 180 
 185 
 196 
 207 
 218 
 229 
 240 
 251 
 262 
 273 
 284 
 295 
 317 
 339 
 360 
 382 
 404 
 426 
 448 
 470 
 492 
 514 
 536 
 558 
 
 16.70 21.82 
 
 WEIGHTS OF NUTS AND BOLT-HEADS, IN POUNDS, 
 
 For calculating the weight of longer bolts. 
 
 Diameter of bolt, in inches ...... 
 
 Weight of hexagon nut and head 
 Weight of square nut and head 
 
 0.017 
 | 0.021 
 
 0.057 
 0.069 
 
 0.128 
 0.164 
 
 0.267 
 0.320 
 
 0.48 0.73 
 0.650.88 
 
 Diameter of bolt, in inches ...... 
 
 Weight of hexagon nut and head 1. 10 2.14 
 Weight of square nut and head 1.31! 2.56 
 
 3.78 I 5.6 
 4.42 I 7.0 
 
 2^_ 
 
 17 128.8 
 1.50 i 21 |36.4 
 
 8.75 
 
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 210 
 

 DEARBORN FOUNDRY COMPANY. 
 
 DECIMALS OF AN INCH FOB, EACH ^jth. 
 
 M- 
 
 T&ths. 
 
 Decimal. 
 
 Fraction 
 
 A*- 
 
 A** 
 
 Decimal. 
 
 Fraction 
 
 
 1 
 
 .015625 
 
 
 
 33 
 
 .515625 
 
 
 1 
 
 2 
 
 .03125 
 
 
 17 
 
 34 
 
 .53125 
 
 
 
 3 
 
 .046875 
 
 
 
 35 
 
 .646875 
 
 
 2 
 
 4 
 
 .0625 
 
 1-16 
 
 18 
 
 36 
 
 .5625 
 
 9-16 
 
 
 5 
 
 .078125 
 
 
 
 37 
 
 .578125 
 
 
 3 
 
 6 
 
 .09376 
 
 
 19 
 
 38 
 
 .59375 
 
 
 
 7 
 
 .109375 
 
 
 
 39 
 
 .6O9375 
 
 
 4 
 
 8 
 
 .125 
 
 1-8 
 
 2O 
 
 40 
 
 .625 
 
 5-8 
 
 
 
 
 .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 
 
 60 
 
 .78125 
 
 
 
 19 
 
 .296875 
 
 
 
 61 
 
 .796875 
 
 
 10 
 
 20 
 
 .3125 
 
 5-16 
 
 26 
 
 62 
 
 .8125 
 
 13-13 
 
 
 21 
 
 .328125 
 
 
 
 53 
 
 .828125 
 
 
 11 
 
 22 
 
 .34375 
 
 
 27 
 
 54 
 
 .84376 
 
 
 
 23 
 
 .359375 
 
 
 
 55 
 
 .859375 
 
 
 12 
 
 24 
 
 .375 
 
 3-8 
 
 28 
 
 56 
 
 .876 
 
 7-8 
 
 
 25 
 
 .390625 
 
 
 
 57 
 
 .890625 
 
 
 13 
 
 26 
 
 .40625 
 
 
 29 
 
 58 
 
 .90625 
 
 
 
 27 
 
 .421875 
 
 
 
 59 
 
 .921875 
 
 
 14 
 
 28 
 
 .4375 
 
 7-16 
 
 3O 
 
 60 
 
 .9375 
 
 15-16 
 
 
 29 
 
 .453125 
 
 
 
 61 
 
 .953125 
 
 
 15 
 
 30 
 
 .46875 
 
 
 31 
 
 62 
 
 .96875 
 
 
 
 31 
 
 .484375 
 
 
 
 63 
 
 .984375 
 
 
 13 
 
 32 
 
 .5 
 
 1-2 
 
 32 
 
 64 
 
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 1 
 
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 218 
 
DEARBORN FOUNDRY COMPANY. 
 
 Standard Connection Angles 
 for Beams and Channels . 
 
 For 2oj3eam 
 
 4x 4x X x 15' 
 
 "if 
 
 4"x 4x%"xlO" 
 
 -<j>- -<j)~ 
 
 sV- 3-- - 
 
 4"x 
 
 -<b- 
 
 1 
 
 -)- --G- 
 
 'i 1 
 
 1 . 1 II 
 
 13 Beam 
 
 S 
 
 
 T 
 JL 
 
DEARBORN FOUNDRY COMPANY. 
 
 STANDARD RIVET OR BOLT HOLES THROUGH FLANGES. 
 
 Iron I Beams. 
 
 Size. 
 Inches. 
 
 Weight 
 
 Foot. 
 Lbs. 
 
 Thickn's 
 of 
 Web. 
 Inches. 
 
 Width 
 of 
 Flange. 
 Inches. 
 
 Size of 
 Rivet or 
 Bolt 
 through 
 Flange. 
 Inches. 
 
 A 
 Inches. 
 
 D 
 
 Inches. 
 
 15 
 
 80 
 
 0.76 
 
 6.08 
 
 X 
 
 3rV 
 
 6* 
 
 15 
 
 60 
 
 0.57 
 
 5.45 
 
 & 
 
 3 
 
 5rV 
 
 15 
 
 50 
 
 0.49 
 
 5.05 
 
 3 
 
 2% 
 
 5 
 
 12 
 
 56% 
 
 0.78 
 
 5.16 
 
 H 
 
 3 
 
 6& 
 
 12 
 
 42 
 
 0.51 
 
 4.63 
 
 X 
 
 2T 9 * 
 
 5 
 
 10% 
 
 40 
 
 0.55 
 
 4.80 
 
 % 
 
 2ii 
 
 4T 9 * 
 
 10% 
 
 31)4 
 
 0.41 
 
 4.53 
 
 K 
 
 2% 
 
 4 T V 
 
 10 
 
 36 
 
 0.44 
 
 4.50 
 
 X 
 
 2)4 
 
 4rV 
 
 10 
 
 30 
 
 0.37 
 
 4.31 
 
 K 
 
 2i 5 ir 
 
 4% 
 
 9 
 
 45 
 
 0.52 
 
 5.02 
 
 X 
 
 2% 
 
 4)4 
 
 9 
 
 38)4 
 
 0.46 
 
 4.71 
 
 $i 
 
 2% 
 
 4rV 
 
 9 
 
 28% 
 
 0.40 
 
 4.16 
 
 % 
 
 2% 
 
 4?8- 
 
 9 
 
 23/ 3 
 
 0.34 
 
 3.96 
 
 % 
 
 21/8 
 
 4% 
 
 8 
 
 35 
 
 0.35 
 
 4.60 
 
 K 
 
 2% 
 
 4% 
 
 8 
 
 27 
 
 0.41 
 
 4.09 
 
 % 
 
 2)4 
 
 4 T V 
 
 8 
 
 21% 
 
 0.33 
 
 3.71 
 
 % 
 
 2 
 
 4 T 5 * 
 
 7 
 
 22 
 
 0.38 
 
 3.82 
 
 H 
 
 2K8 
 
 4% 
 
 7 
 
 18 
 
 0.26 
 
 3.52 
 
 % 
 
 1% 
 
 4J4 
 
 6 
 
 16 
 
 0.25 
 
 3.44; 
 
 % 
 
 lit 
 
 4)^ 
 
 6 
 
 13% 
 
 0.24 
 
 3.24 
 
 % 
 
 1% 
 
 4% 
 
 5 
 
 "12 
 
 0.28 
 
 2.96 
 
 'to 
 
 Iftj 
 
 4 T 5 ir 
 
 5 
 
 10 
 
 0.23 
 
 2.85 , 
 
 % 
 
 IT? 
 
 414 
 
 4 
 
 7 
 
 0.18 
 
 2.50 
 
 
 
 iA 
 
 4 
 
 NOTE. See cuts at bottom of page 219 for letters A and D in tables. 
 
 oon ^ 
 
DEARBORN FOUNDRY COMPANY. 
 
 STANDARD RIVET OR BOLT HOLES THROUGH FLANGES. 
 
 Steel I Beams. 
 
 Size. 
 Inches. 
 
 Weight 
 
 Foot. 
 Lbs. 
 
 Thickn's 
 of 
 Web. 
 Inches. 
 
 Width 
 of 
 Flange. 
 Inches. 
 
 Size of 
 Rivet or 
 Bolt 
 through 
 Flange. 
 Inches. 
 
 A 
 Inches. 
 
 D 
 Inches. 
 
 20 
 
 80 0.60 
 
 7.00 
 
 X 
 
 H 
 
 5* 
 
 20 
 
 64 
 
 0.50 
 
 6.25 
 
 X 
 
 3% 
 
 5 
 
 15 
 
 50 
 
 0.45 
 
 5.75 
 
 X 
 
 s 
 
 4}| 
 
 15 
 
 41 
 
 0.40 
 
 5.50 
 
 % 
 
 2ll 
 
 471 
 
 12 
 
 40 
 
 0.39 
 
 5.50 
 
 X 
 
 2rf 
 
 4% 
 
 12 
 
 32 
 
 0.35 
 
 5.25 
 
 X 
 
 2} -| 
 
 4% 
 
 10 
 
 33 
 
 0.37 
 
 5.00 
 
 
 2tt 
 
 4% 
 
 10 
 
 25^ 
 
 0.32 
 
 4.75 
 
 % 
 
 a& 
 
 *A 
 
 9 
 
 27 
 
 0.31 
 
 4.75 
 
 X 
 
 2r* 
 
 4 T 6 lf 
 
 9 
 
 21 
 
 0.27 
 
 4.50 
 
 X 
 
 2^ 
 
 4H 
 
 8 
 
 22 
 
 0.27 
 
 4.50 
 
 X 
 
 2X 
 
 4^ 
 
 8 
 
 18 
 
 0.25 
 
 4.25 
 
 X 
 
 2% 
 
 4J4 
 
 7 
 
 20 
 
 0.27 
 
 4.25 
 
 X 
 
 2i 
 
 4/4 
 
 7 
 
 15tf 
 
 0.23 
 
 4.00 
 
 H 
 
 2>g 
 
 4J4 
 
 6 
 
 16 
 
 0.26 
 
 3.625 
 
 % 
 
 IT* 
 
 4/i 
 
 6 
 
 13 
 
 0.23 
 
 3.50 
 
 5 /s 
 
 1% 
 
 4/4 
 
 5 
 
 13 
 
 0.26 
 
 3.13 
 
 K 
 
 iH 
 
 4% 
 
 5 
 
 10 
 
 0.22 
 
 3.00 
 
 fe 
 
 1% 
 
 4 1 -4 
 
 4 
 
 10 
 
 0.24 
 
 2.75 
 
 JS 
 
 1% 
 
 4j/ 
 
 4 
 
 7J6 
 
 0.20 
 
 2.625 
 
 % 
 
 iiV 
 
 *A 
 
 NOTE. See cuts at bottom of page 219 for letters A and D in table. 
 
DEARBORN FOUNDRY COMPANY. 
 
 STANDARD RIVET OR BOLT HOLES THROUGH FLANGES. 
 
 Channels. 
 
 Size. 
 Inches. 
 
 15 
 
 Weight 
 per 
 Foot. 
 Lbs. 
 
 Thickn's 
 of 
 Web. 
 Inches. 
 
 Width 
 of 
 Flange. 
 Inches. 
 
 Size of 
 Rivet or 
 Bolt 
 through 
 Flange. 
 Inches. 
 
 B 
 Inches. 
 
 D 
 Inches. 
 
 40 
 
 0.53 
 
 3.53 
 
 X 
 
 2 
 
 5 
 
 12 
 
 30 
 
 0.47 
 
 2.73 
 
 X 
 
 1 
 
 5 
 
 12 
 
 23 
 
 0.31 
 
 3.00 
 
 X 
 
 1-11 
 
 4H 
 
 12 
 
 20 
 
 0.32 
 
 3.01 
 
 % 
 
 Itt 
 
 *H 
 
 10 
 
 20 
 
 0.30 
 
 2.50 
 
 % 
 
 iA 
 
 4T 5 ff 
 
 10 - 
 
 17% 
 
 0.29 
 
 2.48 
 
 % 
 
 1% 
 
 4j 5 lT 
 
 10 
 
 16 
 
 0.32 
 
 2.51 
 
 % 
 
 iA 
 
 4iif 
 
 9 
 
 18 
 
 0.31 
 
 2.45 
 
 K 
 
 1% 
 
 4yV 
 
 9 
 
 16 
 
 0.30 
 
 2.43 
 
 X 
 
 1% 
 
 4i 5 ir 
 
 9 
 
 14K 
 
 0.32 
 
 2.52 
 
 
 
 iA 
 
 4l 5 ^ 
 
 8 
 
 16 
 
 0.31 
 
 2.35 
 
 X 
 
 IT 5 * 
 
 4inr 
 
 8 
 
 14 
 
 0.31 
 
 2.25 
 
 % 
 
 M 
 
 4i 5 if 
 
 8 
 
 10 
 
 0.21 
 
 2.01 
 
 % 
 
 ll/ 8 
 
 4lF 
 
 7 
 
 14 
 
 0.31 
 
 2.35 
 
 K 
 
 IT 5 * 
 
 *A 
 
 7 
 
 1QK 
 
 0.24 
 
 1.94 
 
 
 
 iA 
 
 4M 
 
 7 
 
 8% 
 
 0.19 
 
 1.89 
 
 % 
 
 iA 
 
 4r 3 ff 
 
 6 
 
 10 
 
 0.22 
 
 2.04 
 
 % 
 
 VA 
 
 4^4 
 
 6 
 
 73* 
 
 0.20 
 
 1.76 
 
 % 
 
 1 
 
 4i*ff 
 
 5 
 
 9 
 
 0.26 
 
 1.94 
 
 % 
 
 1% 
 
 4% 
 
 5 
 
 6% 
 
 0.18 
 
 1.68 
 
 X 
 
 H 
 
 *A 
 
 4 
 
 7 
 
 0.24 
 
 1.74 
 
 % 
 
 i 
 
 * 
 
 4 
 
 5 
 
 0.17 
 
 1.49 
 
 JJ 
 
 1! 
 
 4jj 
 
 NOTE. See cuts at bottom of page 219 for letters B and I) in table. 
 
 222 
 
DEARBORN FOUNDRY COMPANY. 
 
 INDEX. 
 
 Page. 
 
 Anchors (cuts) 76 
 
 Angle Guards for Door Jambs (cuts) 75 
 
 Iron (cuts) 140 to 142 
 
 (wrought) as Lintels 216to217 
 
 " Strength of 216to217 
 
 Weights 140tol42 
 
 Beam connection (cuts) 219 
 
 A ea Guards (cast iron) 80 
 
 (wrought) 80 
 
 Grating 81 
 
 Bailing 81 
 
 Ash Pit Doors and Frames 78 
 
 " Shutes 78 
 
 Balcony Brackets 68 
 
 Railing 91 
 
 Bar, Sash 77 
 
 Beams, Anchors for 76 
 
 Channel (sections) 136 to 139 
 
 Connections 40to 41 
 
 Deck (sections) 135 
 
 Eye (sections) 132 to 135 
 
 Fireproof 101 
 
 Floor 186 
 
 Steel (sections) 117tol21 
 
 Table of safe loads (iron) 160 to 185 
 
 (steel) 122tol31 
 
 (wood) 112 
 
 Facings 67 
 
 Beam punching (table) 219to222 
 
 Bearers (column) 40 to 41 
 
 Boiler Fronts 94 
 
 Box Girders (cuts) 102 to 107 
 
 Brick, Shutter 85 
 
 * Walls, weight of 192 
 
 Bolts (weight of) 209 
 
 Carved Capitals 55 to 64 
 
 Rosettes 66 
 
 Cast Iron (columns) 24 to 39 
 
 strength of 42 to 54 
 
 " " Cresting 90 
 
 Balcony Brackets 68 
 
 Lintels (cuts) 69to 70 
 
 Mullions 36 to 39 
 
 Pilasters 24 to 29 
 
 " " Posts 88 
 
 " Treads (for wood steps) 75 
 
 Ceiling, Fireproof (cuts).. 101 
 
 Channel Beams (see table) 136 to 139 
 
 Coal Hole Covers (solid) 98 
 
 " Doors 99 
 
 " " Rings 97 
 
 * " Thimbles... 97 
 
 QQ3 
 
INDEX Continued. 
 
 Page. 
 
 Counter Brackets and Railing 77 
 
 Connections (beam.) 40 to 41 
 
 Crowds (weight of) 114 
 
 Cresting 90 
 
 Cuts of Girders 115 
 
 Decimal parts of afoot 212 to 215 
 
 an inch 211 
 
 Deck Beams (see cuts) 135 
 
 Deflection of Wrought Beams 161 
 
 Steel * 116 
 
 Description of Fronts (in ordering) 5 to 23 
 
 Detail of Construction 40 to 41 
 
 Cast Lintels (cuts) 69to 70 
 
 Framing 186 
 
 Doors, Vault 92 to 93 
 
 Fire Proof Floors 101 
 
 Floor Girders (see beams) 186 
 
 Weightsof 114 
 
 Fronts(cuts) 4to 23 
 
 " Boiler... 84 
 
 Gas Pipe Columns (see cuts) ................................... 35 
 
 " weight and sizes ...................................... 210 
 
 Girders, Beam ................................................ 109 
 
 Box ............................................... 102 to 108 
 
 44 (cuts) ................................................. 115 
 
 Riveted, table on ................................ 187 to 189 
 
 Wroughtlron .................................... 102tolo8 
 
 Sandwich ....................... . ................. 110 to 111 
 
 " Straps ................................................ 76 
 
 Table, strength of ................................ 102tol08 
 
 Grate Bars ........................................................ 2 s 
 
 " Ventilating ............................................... 78 
 
 Guards, Corner ............................................... J5 
 
 Window ................................................ 82 
 
 Wire .................................................... 83 
 
 Joist Anchors ................................................... J6 
 
 " Floor (see beams) .......................................... 
 
 Straps ...................................................... 76 
 
 Table, strength of 
 
 Lights, Prismatic .......................................... 6 to " 
 
 Man Hole Covers and Frames ............................. .... 9 
 
 Mullion Columns ......................................... 36 to < 
 
 Notes on Floors .................. .......................... JX!Ji2 
 
 " " Roofs ............................................ 190tol92 
 
 41 Shutters .............................................. 85 
 
 224 
 
INDEX-Continued, 
 
 Page. 
 
 Ornamental Anchors 65 
 
 Caps 55 to 64 
 
 Park Grates 79 
 
 Pilasters 24 to 29 
 
 Plate Girders 102 to 108 
 
 Step(cut) 75 
 
 Posts (cast> 88 to 89 
 
 " Lamp 100 
 
 " Railing- and Stairs 88 
 
 Preface 3 
 
 " to Steal Beams 116 
 
 Prismatic (coal hole covers) 96 
 
 Lights 96 to 99 
 
 Riveted I Beams 109 
 
 Plate and Box Girders 102 to 108 
 
 Girders, explanation of table on 187 
 
 Rosettes 66 to 67 
 
 Roofs 192 
 
 Railing 91 
 
 Railroad Iron (strength of) 113 
 
 Round and Square Iron, Weight of 200 to 205 
 
 Rule for finding 1 the area of a bar of wrought iron, given 
 the weight, and vice versa 192 
 
 Sash Bar 77 
 
 Separators, Weights of 208 
 
 Sewer Grates 79 
 
 Sheet Iron (table) 206 to 207 
 
 Sections of Iron Beams 132 to 135 
 
 Steel " 117tol21 
 
 Channels 136 to 139 
 
 Deck Beams 139 
 
 Angle Iron 140 to 142 
 
 Tee " 144tol48 
 
 Shutter Brick 85 
 
 Shutters (wrought iron) 84 to 85 
 
 Stairs, Circular 87 
 
 " Outside f. 86 
 
 Plates 75 
 
 " Railing 91 
 
 Standard punching for Beams 220 to 222 
 
 Strength of Columns (round) 42 to 46 
 
 (rectangular) 51 to 54 
 
 (square) 47 to 50 
 
 (formulas) 42 to 43 
 
 Angle Iron 216 to 217 
 
 Tee " 218 
 
 Railroad Iron 113 
 
 Lintels 71 to 74 
 
 Material 193 
 
 Wrought and Steel Beams 122 to 185 
 
 Straps (anchor) 76 
 
 " Girder 76 
 
INDEX Continued. 
 
 Page. 
 
 Stirrups (wrought iron) 77 
 
 Spacing of Floor Beams (iron) 152 to 159 
 
 (steel) 124 to 131 
 
 Tables, Strength of I Beams (iron) .. 150 to 185 
 
 (steel) 122 to 123 
 
 Properties of I Beams (iron and steel) 122 to 185 
 
 Columns 42 to 54 
 
 Girders 102 to 108 
 
 Lintels 71 to 74 
 
 Tie Rods 76 
 
 Trap Doors 99 
 
 Vault Doors 92 to 93 
 
 " Rods 76 
 
 " Lights 96 
 
 Ventilating Doors 98 
 
 Ventilating Grates 78 
 
 Wagon Wheel Guards 75 
 
 Weights of Angle Iron 140 to 142 
 
 I Beams (see sections) 132 to 135 
 
 Channels 136 to 139 
 
 Deck Beams 139 
 
 T Iron 144 to 148 
 
 Bolts 209 
 
 Separators 208 
 
 Gas Pipe 210 
 
 Floors 114 
 
 Floors 192 
 
 Flat Iron 194 to 199 
 
 Round Iron 200 to 205 
 
 Square Iron 200 to 205 
 
 Sheet Iron 206 to 207 
 
 Star Iron 143 
 
 Wrought Iron, Anchors 76 
 
 Balcony Brackets 68 
 
 Window Guards 82 
 
 Shutters 84 to 85 
 
 Stirrups 77 
 
 Sash Bar 77 
 
 Window Caps 75 
 
 Sills . . 75 
 
 \ J -i 
 
 'JJSTX^EKS'rfY 
 
 ^ CALIFO^> 
 
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 I! I 
 
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GENERAL LIBRARY -U.C. BERKELEY 
 
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 THE UNIVERSITY OF CALIFORNIA LIBRARY