7/7 UNIVERSITY r Bean, College of c,w\ Eng; ERRATA. Page 38, second formula, in left hand column, should read y= V(+.o *+**. 70, second line, should read "the black whic'li is to be painted' instead of "the flat which is to be painted.' 7 Page 85 ; eleventh line, should read "uneven number of panels" instead of "even number of panels." UNIVERSITY OF CALIFORNIA '.i.PARTMENT OF CIVIL ENGiNSEi? BERKELEY. CALIFO^XJA UNIVERSITY r> Bean, College M ;>yi| Eng; CIVIL ENGINEERING U. of C. ASSOCIATION LIBRARY CIVIL ENGINEERING U. of C. ASSOCIATION mm] UNIVERSITY OF CALIFORNIA i.PARTMENT OF CIVIL BERKELEY. CALi: 0,;:> AMERICAN BRIDGE COMPANY STANDARDS FOR STRUCTURAL DETAILS 1901 ENGINEERING DEPARTMENT, C C. SCHNEIDER, Vice-President PAUL L. WOLFEL, Chief Engineer Engineering Library NOTK. All shapes are those manufactured by the A. & P. Roberts Co. Pencoyd Iron Works. For Carnegie Steel Co.'s shapes see Appendix. ,V K PREFACE. IN order to obtain uniformity in the work done at the various plants of the American Bridge Company, it has been deemed advisable to prepare a system of standards for use in every engi- neering office to asssist the engineers and draughtsmen in making detail and shop drawings. These standards are the result of years of experience. They have been revised from time to time in order to keep pace with the progress made in the art of designing, and particular attention has been paid to have them adapted to the latest improvements in tools used in bridge construction. They also contain such useful tables and information as will be found convenient in every engineering office where steelwork is being designed. This present edition is a revision of former standards. Before finally adopting the same as the standards of the American Bridge Company, the engineers of the different plants were consulted and their suggestions incorporated, so that these standards, as now pre- sented, are applicable to steel structures of all kinds. PENCOYD, September, 1901. C. C. SCHNEIDER, Vice- President. PAUL L. WOLFEL, 793205 CONTENTS. BEAMS AND CHANNELS. PAGB Beams, weights, dimensions, framing, etc. ... 1 and 2 " connections for beams of different depths (framing opposite) . 5 " connections to cast-iron columns . . . . .8 Channels, weights, dimensions, framing, etc. . . . .3 " weights, areas, dimensions, etc. (bridge work) . . .4 Beams and Channels, standard punching in web . 'J und 10 Anchors . . . . . . . .6 Separators ........ 7 ANGLES. Weights in pound per foot . . . . . .11 Actual size of legs . . . . . .12 Areas in square inches . . . . . . .13 TEES. Weights, areas, dimensions, etc. . . . . . .14 Z-BARS. Z-bars, weights, areas, dimensions, etc. . . . . .15 Z-bar columns, weights, areas, dimensions, etc. . . . .16 RIVETS AND BOLTS. Rivets, shearing and bearing values . . . . .17 " proportions and conventional signs . . . .18 " lengths of field-rivets for variant grips . . . .19 Bolts, lengths, for variant grips . . . . . .20 " dimensions for heads, nuts, etc. . . . . .22 Rivets and bolts, lengths for framing beams . . . .21 Staggering of rivets ....... 23 Rivet-spacing in angles, clearance for driving, etc. . . .24 PINS AND NUTS. Maximum bending moments on pins . . . . .29 Pins with lomas nuts . . . . . . .25 Cotter pins . . . ... . . .26 Pilot nuts ........ 27 Driving nuts . . . . . . . .28 EYEBARS. Ordinary and adjustable ....... 30 RODS. Standard upsets for round and square bars . . . .31 Sleeve nuts and turnbuckles . . . . ,32 Looprods, allowance for eye, round and square bars . . .33 Clevises ..... 34 CONTENTS. FLOORING. PAGE Corrugated and Z-bar flooring . . . . . 36 Buckled plates . . . . . . . .35 MISCELLANEOUS. Lacing ......... 37 Mensuration . . . . . . . .38 Wood screws, spikes and nails . . . . . .39 Wrought-iron tubes . . . . . . .40 TABLES. Ordinates for 16-foot chords . . . . .41 and 42 Table of bevels . . . . . . . ' . 43 Natural tangents . . . . . . .44 Multiplication table for rivet-spacing . . . .45 and 46 Extreme lengths of plates (rolled by Carnegie Steel Co.) . . 47 Decimal parts . . . . . . . .48 SAMPLE DRAWINGS. Title for bridge work . . . . . . .49 " " building work . . . . . . .51 Erection diagram for truss bridges . . . . .50 Column schedule (buildings) . . . . . .52 Floor plan (buildings) ..... .53 Beam sketches . . . . . . 54 to 57 CORRUGATED STEEL WINDOWS AND DOORS. Corrugated steel . . . . . . 58 to 60 Ordinary window-sash . . . . . . .61 Swing sash . . . . . . . .62 Continuous fixed sash . . . . ... .63 sliding sash . . . . . . .64 Counterbalanced windows . . . . .65 and 66 Double-hung weighted windows . . . . .67 and 68 Standard door ........ 69 Corrugated sheeting for buildings and roofs (description) . 70 to 77 RULES FOR MAKING SHOP-DRAWINGS. General rules . . . . . . . 78 to 82 Plate girder bridges . . . . . . 83 to 85 Truss bridges ... ... 86 and 87 Office buildings, warehouses, etc. . . . . 88 to 91 Appendix to rules for making shop-drawings . . .92 and 93 Points to be observed in order to facilitate erection . . 94 and 95 APPENDIX (shapes rolled by Carnegie Steel Co.). Beams, weights, dimensions, framing, etc. . . .97 and 98 Channels, " " " . . .99 Z-bars, weights, areas, dimensions, etc. . . . . .100 Angles, weights in pounds per foot . . . 101 areas in square inches . . .102 BEAflS. Weights, dimensions, framing etc., etc. > b -f (. * "T i^ {3 I s-\ r^ 1 00 / 00 I f, I *Jk k ~l\ J | w ^> ' n t jg SIZE OF BEAM WEIGHT PER FOOT FLGE. WEB GAUGE g TANG'T t DIST. k GRIP 6 MAX. RIVET OR ' BOLT. ; BEARING j ON WALL < STANDARD FRAMING DIST. a OIS1. C WEIGHT PER FOOT SIZE OF BEAM 24 100.0 95.0 90.0 85.0 80.0 rj 1 ' T 7-8- 7* 7 3 11 16 S 8 9 _L 4 20! IT M 1 16 X VH "CD 1 1 <=r 24" 5f 5f 51- 7 16 7 16 3 8 3 8 S 16 100.0 95.0 90.0 85.0 80.0 24 + j ^f i f _ T ?i__. f -~^ * . | -e 20 100.0 95.0 90.0 S5.0 80.0 75.0 70.0 65.0 7^2 6il 61 61 61 7 8 25 32" 23 32" i 18 and ffHtj~ * - ^^- 18 90.0 85.0 80.0 75.0 70.0 65.0 60.0 55.0 623 "32" 64- 6 21 32 .2. 16 " 15 11 H 13 16 3 7 8 16 t~ 1 1 X "co 1-1 5ft 59 _3 8 a 90.0 85.0 80.0 75.0 70.0 65.0 60.0 55.0 18 4 11 16 ^"x 1^3 " wt. 31* 59 16 51 8 .3. 8 ~e 5 16 15 80.0 75.0 70.0 65.0 60.0 55.0 50.0 45.0 42.0 6-t- 6-ii 6^2 5 3? 5i 23 55- I F 21 32 1 2 1 2 * Te 13 ? ni 11 f 12 i* IB 3 4 11 16 9 16 3 4 12 %H X "cq ^ 5J5 J_ 7 16 3 8 _3 8 S 16 E 16 ~ie 5 16 1 80.0 75.0 70.0 65.0 60.0 55.0 50.0 45.0 42.0 13 4 15: 4 "~C ; i, j- j " \rf *i wt. a 7 a-L?6 x 4 x ^ xO-lO 12 65.0 60.0 55.0 50.0 45.0 40.0 35.0 31.5 6 51 5| 5-1 53 32 5 Te 3 81 9 H ~5 3 4 _3 12 CO "cq T-l !73" 5f a 51 1 2 7 65.0 60.0 55.0 50.0 45.0 40.0 35.0 31.5 12 16 Te 9 16 -. 1 i4~^"~ L<_^ ru j i 16 3 8 3 3 li > I ei 7 TS" TS ll "32 9! H- 16 1 2 a-Lfe'x 4"x X" x O-l|- 4^ wt. 20" 8 5 16 5 16 i Carnefle Steel Co.' Sect. BEAHS Weights, dimensions, framing etc., etc. * t \ ^ Q >- /" f O O i i pi* 4 ---^ - J- c -iof i veb-f^" /,-* * SIZE OF BEAM WEIGHT PER FT. FLOE. WEB GAUGE ff TANG'T f OI8T. fc GRIP b t- o < M BEARING i ON WALL WALL PL. STANDARD FRAMING DIST. DIST. c WEIGHT PER FT. SIZE OF BEAM 10 40.0 35.0 30.0 25.0 42 4 I 18 1 2 7 18 S 18 3 2| V- / a 8 H 1 A "i? i a 7_ 16 3 T 8 M "oo ?;*;; & 10 5i 5 16 a 8 40.0 35.0 30.0 25.0 JO '> 35.0 30.0 25.0 21.0 A"- Ifl 13 32 3 2 1 ei 7 li 1 S 8 7 Iff 1 8 5~ie 5! 5 35.0 30.0 25.0 21.0 18 ^32 8 9 32 Ft^Rzi S3- 8 25.5 23.0 20.5 18.0 A s 7 ai 3 1 3 4 8 6 X 00 1 ^JtJ L _ 7 25.5 23.0 20.5 18.0 8 ^*S2 4 18 7 11 32 1 4 5 4 6i 8 7 8 3 7 18 a-L 8 6 x 4'x ,'/ Wt. 14 18 5i ~2 | h"* 0-5" r 20.0 17.5 15.0 H 3* 3?i 32 7 >e ti 32 4 5 " 7 8 3 8 5 8 8 5fa 5l 5i- 20.0 17.5 15.0 7 a 17.25 14.75 12.25 3* ^ 0" 032 If 32 11 55 7 32 2 4k -4" "5" 5 8 6 lO "cp 6 M: "co S &6 5f 5i 17.25 14.75 12.25 6' ' 14.75 12.25 9.75 O- 9 - 032 oJ. 8 3 1 2 32 7 32 ^ 3* 5 8 fl 18 1 2 6 a-L 8 G x 4 x ^ 5 x O-3 for Wt. 8^ ' 1 " " 4t 5 51- -1 14.75 12.25 0.75 J ' 10.5 9.5 8.5 7.5 AM o 28 2 + ,v Tliis leg punclied same as 6" leg of standards. C ^r -Wei Oz Ulf. I < O / INCHES H 8 INCHES \ a C INCHES HH o ^ ja POUNDS O z a o INCHES 15 55.0 50.0 45.0 40.0 35.0 33.0 4^ 4 3* 315 3& n 1 032 23 32 5 8" 3l2 16- 32" 2i 12 li 3 4 3 4 ll 1 s Is O 1B 42 33 21 2i oi ?2 t H > J a K 6 o fe tj O o o ^ S < z i 2 . a o z t- o a O o i- o 8 ^ i Z E P u N < "> c $ . (I / f & I i b f /' f * " " S > o INS. SQ. INS. INS. INS. L8S. INS. INS. INS. INS. INS. INS. INS. INS. INS. INS. LBS. INS. INS. SQ. INS. INS. 20.3 41 1 69.0 2* 2 35.1 3_ o V 033 10.3 10.4 4 1C 18 65.8 28 lit 83.0 11 IS 35 33 9.7 >. 18.4 4i 7 8 62.7 2| ll 30.0 D 8" o 3 032 9.1 > LU 17.5 4s 13 ia 59.5 11 2& 12 3 4 7 8 3 4 1 2 7! iS- li 28.7 9 16 q_L 3 3 8.5 LU I I 1G.6 4i 3 4 56.3 2i 11 26.6 T 231 33 7.8 15.6 4r a 15 53.1 2 1 u 24.5 7 16 2^ 7.2 JO IB 14.8 4 5 50.0 2f 1 11 22.0 7 18 22S 33 6.5 14.3 3l5 H IS 48.6 2^ 11 20.0 3 8 p33_ "33 5.9 18.4 34 5 8 45.0 2i 3 4~ 7 Id 8 Is li 17.8 5 IS 021. ^33 5.2 I a 1- I 12.4 3^ 9 IS 42.2 11 2i| . 5 7 li 15.0 i 9 * 33 4.5 - 1 O _J 11.6 si 1 r 39.0 * 2i 8 8 10.5 oia 7 16 35.9 2s Is- 29.4 u IS 3s2 8.7 9.6 013 O 3 2 13 32 33.0 2*3 If 27.5 5 8 031 ^33 8.1 14.3 41 3 48.5 2| li 25.6 9 "is r>29 ^32 7.5 > 13.5 4f e 11 IS 45.7 2s 3 4 1 2 7 1- J-8 li 23.7 1 2 o27 ^33 7.0 LU I 12.6 4i~ 6 fi- 42.9 2| 111 21.8 7 16 225 33 6.4 13 11.8 4s le 40.2 H 2 101 5 8 7 .8 19.9 3 "5" 223 32 6.8 f> 11.0 4i 1 2 87.4 2| ll 17.8 3 8 O' ^32 6.2 10.2 4s la 84.7 2s 3 7 a 15.0 5 ia 9- ^33 4.7 H X 0.4 4 ~s 81.9 2 4 L 4" "16 71 u li 14.0 t 215 33 4.1 _J 16.3 3ii 1 56.5 2f 1^2 13.25 7 32 2 3.9 15.6 qS 08 1C 16 62.9 2s 1 20.8 1 2 223 33 6.1 14.8 q9 7 50.4 r>3 4~a lit 19.1 7 16 031 ^32 5.6 q 7 R 1 ^ 14.1 3i 13 id 47.8 24 4 16 \J li 8 17.4 3 8 2s2 6.1 LU > 13.3 3r a J3 4 45.8 11 2- 3 7 Is 15.7 S 18 9 ^32 4.6 8 LU 12.6 q3 o e la 42.7 2 2s 9 4 ~8 1 14.0 B IS Oil ^33 4.1 r- 11.8 3r a B 40.2 9 1 - 'Ss 3 4 3 8 ei Is lr e 12.8 1 4 9- "32 3.6 I a 12 11.1 84- 9 Id 37.6 2 5 Isa 11.2 7 32 2^ 8.4 J 10.3 3S 'S 85.1 2 0.6 31 ie 32.5 lit 8.7 9- i 29.4 12 Tliese weights are used in Bridge "W ork O 3 3 2 * 8 for chords, posts, etc. 7.9 oi 3 2 7 la 26.9 liS When ordering from Mill give weight I 7.2 3 3 ^ 3 B 24.3 1 if 10 1 2 3 4 and section of L 3-13"xg6.9*t (Light Section) 83'- 4" - 6.4 031 ^32 5 IS 21.8 Is 6.0 2S 9 33 20.5 IS " Set back ^ for 50 ami over ) o oc )0 o ( ( o 0< > "# \ y^r oc \ 1 1 1 *H ooc )OO ' --* ( N i - 1-4,"? Ptl ooc 15"at trf 12" 12 an 12" at 12"an d 10" !O"an ;d 9" I0"an d 8 9' an d 9" d S" '1 8" BEAF1S Connections for beams of different depths. ( framing opposite ) 15 and 10 15" and 9' 15 'and 8' Cut is }4 for'50* and over. 15 and 7 oc CX -!* / J.M \ 12 and 6 ,CK, o Cut is and over. 12 and 7 )O O >o"o 1O and 6 9 "and 6 ' 8 'and 6' 1O and 7 9"and 7 8" and ?' 7 and 6 Use standard gauge (3-^ ) in connection L a on beam with lightest web. The first hole in, connection I s is 3| from bottom of beam in all cases ,; \ Min. 8^ except ffihen. a 7 beam frames opposite in which case the con- K nection is special. ANCHORS Anchor 1 A-" Round, length _' Anchor 2 2 ' 6"x 0"x HJ'X. 0' 8" Bolted Infield, |-"Bolts I _J Anchor 3 l"Round, length l' ") _ . // 4 . ., ! Bolted liifleld, \ Bolts. 8"x Flat 1' 1" Anchor 4 Bolt. Plain, cquare wanher or Cant Iron Rosette. rf=h I ; II Hacked Bolt. Size aud length of bolts variable. Split Bolt. Punch holes f- larger than size of bolt*. Expansion Bolt. In ordering, give Metal to be Tautened, also IHum. and length of Bolt. SEPARATORS. All Dimensions In Inches. Cast Iron IS I W SIZE OF BEAM STANDARD DIMENSIONS DISTANCE BETWEEN D M N. WIDTH W T WEIGHTS OF SEPARATOR FOR 1 AODIT'L SPREAD OF I BOLTS AND NUTS INCR. IN WT. OF BOLTS FOR 1" ADDIT'L SPREAD OF I SIZE OF BEAM 24 20 & 15 12 10 8 7 6 12 12 9 F7l l~5 5 One Hole 20 16 14 Hi 81- 75 28.00 23.00 21.00 14.75 9.75 6.50 5.75 4.50 3.75 2.25 4.50 3.20 2.75 1.80 1.50 1.25 1.10 1.00 .75 .60 2.84 2.70 2.60 2.40 2.28 1.08 1.04 1.01 0.95 0.93 .248 .124 24 20 18 IS 12 10 9 8 7 6 Bolts -j diam. Beams should be spread so that width of separator fi W" comes in even quarters of an inch. Gas-pipe SIZE OF BEAM STANDARD DIMENSIONS MIN. LENGTH 21 NOMINAL DIAMETER OF P PE WEIGHTS .28 .26 .21 OF SEPARATOR FOR 1* ADDIT'L SP OF I BOLTS AND NUTS .9 .87 .82 INCR. IN WT. OF BOLT SPREAD OF I .124 SIZE OF BEAM 4 3 Bolts (1 iain. BEAMS. Connections to Cast-iron Columns. 21-' 20518' 15 All seats to slope l /&". All webs on lugs to be W thick. When the metal in the shaft of the column is of less thickness than that of the stifteiier under seat, the shaft should be in- creased to same thickness as stif- fener for a distance of G" below to G" above seat. BEAFIS AND r CHANNELS. Standard Punching In Web. SIZE OF BEAM WEIGHT PER FT. MIN. DIST. a MiN. DIST. b INCHES UBS. INCHES INCHES *> f 100.0 95.0 90.0 85.0 80.0 " Si- 24 I Holes shovrn In each group can be punched in one operation (at Pencoyd) and any de- sired hole can be omit i ful. 3 holes 3 apart and 2 holes 3H apart cannot be punched central in beam. Min. dist. a will in the first case be 3 plus amount given in table and miii. dist. 5 will in second case be '' plus amount given in table. Holes for .Tie-Rods should be spaced. 4H ' apart for 'i 1 to lg' Beams. aj" aw i -, 4- -*)4|e 3 COT W"~T ^'r- +- W- *-*- - 20 100.0 950 90.0 85.0 80.0 75.0 70.0 65.0 at 2f 21 31 3i ; ?; 4 ^|I_~J. <&T '~te.-f *--f- < 18"& 20j r - -H 18 90.0 85.0 80.0 75.0 70.0 65.0 60.0 55.0 3t 2 si u 80.0 75.0 70.0 65.0 60.0 55.0 50.0 45.0 42.0 ai 2| 24 at 08 Si- Si 2i *f 1^" MIN. DIST. b MIN. DIST. a WEIGHT PER FT. SIZE OF CHANNEL INCHES INCHES UBS. INCHES At "3s 3 21 55.0 50.0 45.0 40.0 35.0 33.0 15 JJJ|f=t- Wn: ^;ii|J ( ~^^2k _Bsc ^"^ I2j - 12 65.0 60.0 55.0 50.0 45.0 40.0 35.0 31.5 2f 2 jt w i* *p"*t * "*r"i j 2| U 40.0 35.0 30.0 25.0 20.5 12 ) : Hi^ ^v | BEAMS AND CHANNELS. Standard Punching in Web. SIZE OF BEAM WEIGHT PER FT. MIN. DI8T. a MIN. DI8T. a WEIGHT PER FT. SIZE OF CHAN- NEL INCHES LBS. INCHES INCHES LBS. INCHES 10 2 35.0 10 40.0 35.0 30.0 25.0 2'e la u 30.0 25.0 20.0 15.0 10 } 5f:|il T vcffs \ 35.0 a* aSp !.j, u 25.0 9 30.0 25.0 21.0 j*JJ 1 3 J-4 20.0 15.0 13.25 9 9, 8 '< 7 11 21.25 8 25.5 23.0 20.5 18.0 2 If af **" W-H In) 14 18.75 16.25 13.75 11.25 8 13 19.75 - 17.25 7 20.0 If 14.75 7 17.5 U 12.25 15.0 " 9.75 ^ Pi A- J& *? 11 15.50 6 17.25 14.75 li " 13.00 10.50 12.25 - 8.00 14.75 H 1 fi 11.50 5 12.25 9.75 g M 9.00 6.50 5 1 10.5 9.5 8.5 li ii 7.25 6.25 4 7.5 5.25 7.5 U li 6.0 3 6.5 - 5.0 3 5.5 - 4.0 Holes shown in each group can be punched in one operation (at Pencoyd) and any desired hole can be omitted. i " on Holes for tie-rods should be spaced &\ apart for 1O to 3 beams. 10 ANGLES Weight in pounds per foot. SIZE | 3 16 1 &_ 3 S 7 10 1 2 it 10 r, tt 11 10 3 4 13 10 It IS 10 1 SIZE * X* 26.4 29.8 33.2 36.6 39.0 42.4 45.8 49.3 52.8 * x* C xc 14.8 17.3 20.0 22.4 24.9 ~26.5 29.2 31.7 34.1 36.5 (f X (J 5 X5 12.3 14.3 16.6 18.2 20.2 22.2 24.6 26.7 28.6 30.7 s x# 4 X4 8.2 9.8 11.3 12.8 74.5 16.0 17.7 19.5 4 X4 3 i x3 i 7.1 8.5 9.9 11.1 12.5 13.9 3ix3f 3 x3 4.9 6.1 7.3 8.5 9.9. 11.2 12.4 3 3 <{ > Qli-X 4.5 5.5 6.8 7.7 8.6 *^<*f- fxf 3.1 4.1 5.0 5.9 6.9 7.8 *F x i #7 Xfl 2.7 3.6 4.5 5.4 ix* X 2.5 3.2 4.0 4.8 2 S J J 2.1 2.8 3.5 4.1 i^-xif 1.2 1.8 2.4 2.9 3.5 SIZE i ft 3 10 i 4 .-> 10 s_ s 7 1O i_ 10 s 8 11 16 3 4 is 10 7 It is 10 1 SIZE 8 XC 23.0 25.8 28.8 31.7 34.6 37.6 40,6 43.6 46.7 S x.0 7 X3-^- 17.0 19.2 21.3 23.5 "24.8 27.1 29.2 31.4 34.0 7 xsf O x4 12.2 14.3 16.5 18.1 20.2 22.2 24.4 26.4 28.6 305 6 4 < x3 11.6 13.5 15.6 17.1 19.0 20.9 23.0 25.0 27.0 29.0 6 X3-| 5 x4 11.0 12.8 14.8 16.2 17.9 19.8 21.9 r, x4 5 X3f 8.7 10.4 12.1 ~36 15.4 16.9 18.9 20.9 R X3 ~ij 5 X3 8.2 9.8 11.4 12.8 I4i4 16.0 17.6 19.5 S X3 4 X3-| 77 9.1 10.6 11.9 13.4 15.0 16.5 18.2 4 X3 J 4 x3 7.1 8.5 9.9 11.1 12.5 13.9 4 X3 3^x3 6.6 7.9 9.2 10.7 12.1 13.4 3^X3 3-XS- 4.9 6.1 7.2 8.3 9.4 3|xs! 3 xSf 4.5 5.5 6.6 7.7 8.7 3 X2-J 3 x ' 4.1 5.0 5.9 6.9 7.9 3 x fx3 2.7 3.6 4.5 54 6.2 7.0 i o xl l * X1 4 2.1 1.9 2.9 2.6 3.6 3.3 4.3 3.9 2 Xlf SIZE 1 3 1 s 3 7 i t> s 11 - 13 7 is 1 SIZE a 10 4 10 S 10 2 10 ft 10 4 10 8 10 Note; L Indicates finishing rolls. Angles marked *arc special. 11 ANGLES Actual size of legs SIZE 1 3 1 S 3 7 7 9 g H 3 13 7 15 1 SIZE 8 16 4 16 .V 16 i 16 8 16 * 16 8 16 8 x8 8 8 T 8F 8s _8 8s 8lT 8,1 8f 8 x8 6 x6 6 6f. 6i 6& 6r 6 6-S- 6T 6S 6f 6 x6 S x S 5 5^ D 8 5 5l8 5-i 5s 5T 5s 5f 5 x5 4 x 4 4 4^ 4i _4 x 4Tfe 4T ' s 4i 4 x4 *i**i sir 3^ 3f _37 9 ST 3 |x3i 3 x 3 3 3 3fr 3T 3 3T 3* 3 x3 *fl 3 2& 2T 2% 3 f xf vfx'4 i 2& 2i 2ie 2T r, 12 2 Ml *f-x*^ *l x *7 9 44 2*r 2i 2^ "T X ~~4 3 x S 2 2s 2-t- 2^r S x2 ** J f if it 1* IT! if xl l H**i IT IT iS- IT SIZE i 3 1 5 3 7 1 J y 5 11 3 13 7 15 1 SIZE ,v 1G / 16 8 16 u 16 * 16 4 16 jf 16 * x6 6 6ik 6i 6* ^ 6s 6T 6-s 6-s- 8 x 6 7 x3 85 9 35- s 3 1 si sf 11 3 31 ? ** 6 x 4 4 4s 4ir 4 4s 4i ~4s 4i 4-5 4T 6 x4 G x 34 Si Sfe 37 "" i 3f, sf 3T5 3T 3^ 3i 6 x34 5 x4 4 4f 4T 4 4f, 4i 4T5 J x 4 5 x3fr si 3* Si "si 3s 5 3T 3S" sf ^ j 5 x 3 3 at 3; _3 3s 3* 3f, 3T S x3 g ,/ 3T 3 3 18 Si ji 3f, 3T 11 3 18 sf 4 x3v 4 x3 3 3l6 3i 3 3S 3i 4 x3 3^x3 3 3fa 3T 3fr 3^- 3^ j HXO! 27 2s 21- 2S 2T T* J ** o X *v jjp 3 x2 2-7 2 2l o 2T o w ^ J 3 x# T 3 x g 2 i 2t 2S 2T 3 xX' J_ V ~ S 2 2^ ^ B 2s 0- 4 2 <>J y S xl rt 1* IT 11 * ^4 ~ **~J * If, IT 4 - XJ T SIZE 1_ 3 16 1 4 S 1G _3_ 16 f 16 -f- 11 16 3_ 13 16 "S 7 15 16 J SIZE Note: ^ Indicates finishing rolls. Angles marked # are special. 12 ANGLES Area in square inches. SIZE i 3 1 t - 3 7 1 9 s 11 3 13 7 8 IS 10 1 SIZE 8 ia 4 ia ft to ~ Itt 8 1O 4 10 * x.V 7.76 8.76 9.76 10.76 11.47 1247 13.47 14.50 15.53 8 xS 6 x6 4.35 5.09 5.88 6.60 7.32 7.79 8.60 9.32 10.03 10.73 x6 5 xS 3.62 4,21 4.89 5.35 5.94 6.53 7.24 7.86 8.41 9.03 5 xS 4 x4 2.41 2.88 3.32 3.76 4.26 4.70 5.20 5.73 4 x4 i ' > ' 3* 2 2.09 2.50 2.91 3.26 3.68 4.09 3 f* 3 f- 3 x3 1.44 1.79 2.16 2.50 2.90 3.28 3.65 3 x3 2fx2f 1.32 1.65 1.94 2.26 2.53 **jr >fx*| 0.91 1.21 1.47 1.74 2.03 2.29 *f*4 *3**i 0.79 1.06 1.32 1.59 2 i* 2 ^ 2 x2 0.74 0.94 1.18 1.41 2 x2 ifxif 0.62 0.82 1.03 1.21 *f*lf 0.35 0.53 0,71 0.85 1.03 SIZE ~8~ 3 10 T s 10 3_ 8 1Q i_ ~ta s 8 11 10 3 4, 13 10 7 8 is 10 1 SIZE 8 x6 6.76 7.59 847 9.32 10.17 11.06 11.94 12.82 13.73 * xC 7 x3L 5.00 5.65 6.27 6.91 7.30 7.97 8.60 9.23 10.00 y .. oJc 2 G x4 3.60 4.21 4.85 5.32 5.94 6.53 7.18 7.76 8.41 8.97 6 x4 6 x3| 3.41 3.97 4.60 B.03 5.59 6.15 6.76 7.35 7.94 8.53 6 x3 S x4 3.24 3.76 4.35 4.76 5.26 5.82 6.44 5 x4 5 x3- 3 2.56 3.06 3.56 4.00 4.53 4.97 5.56 6.15 5 x3i 2 5 x3 2.41 2.88 3.35 3.76 4.24 4.70 5.18 5.73 5 x3 4 x | 2.26 2.68 3.12 3.50 3.94 4.41 4.85 5.35 4 XS 2 4 x3 2.09 2.50 2.91 3.26 3.68 4.09 4 x3 3x3 1.94 2.32 2.70 3.15 3.56 3.94 3*-x3 3- g x2 1.44 1.79 2.12 2.44 2.76 3 f x *f- 3 x2 1.32 1.62 1.94 2.26 2.56 3 x2% 3 x2 2 2 xlf 2 xl 0.79 0.62 0.56 1.21 1.06 0.85 0.76 1.47 1.32 1.06 0.97 1.74 1.59 1.26 1.15 2.03 1.82 2.32 2.06 2^x2 2 xlf SIZE 1 3 i s 3 7 i o s 11 3 13 r is 1 SIZE 8 1O 4 16 8 10 2 10 8 16 4 1O 8 10 Angles marked -'.; are special 13 TEES. Weights, Areas, Dimensions, etc., etc. G i "H 6L if~ > ' J ^*. LLs EVEN TEES UNEVEN TEES WEIGHT FLANGE G STEM GJ STEM Gl FLANGE G WEIGHT (UMBER SZE PER FOOT AREA AREA PER FOOT SIZE NUMBER NESS NESS INCHES LBS. SQ. INS. INS. INS. INS. INS. INS. INS. INS. IN8. INS. INS. INS. INS. SQ.INS. LBS. INCHES 140T 4 *4 10.9 3.10 7. 18 2i 6 8 7 8 21 7 18 1 3 1 7 8 31 .3. 8.21 28.2 6 *4 66 T [41T 4 *4 i3.7 3.98 9 18 2r a 1 8 2i 9 ia "2" 21 7 8 1 3i i 4.61 15.6 6 *4 64T 135 T 3%*3li 7.0 2.08 11 32 2i i 2 7 8 2i 11 32 1- J-ie 31 1 1 4 1 11.58 39.O 6 *5% 65 T i36T JjixJjjj 9.0 2.65 JL 18 2i ~2 7 8 21 7 18 3_ 2i: 7 8 t 3i "5" 4.95 17.0 > *^*jj? 53 T 137T Oiv "jJ 'a *<*2 11.0 3.24 i- 2i- 1 2 7 8 2i 4- 1 2 2i 7 8 T 3i 9 16 4.54 15.3 5 *4 54T {30 T o > t> * t> 6.5 1.91 8 11 1 2 7 8 ll TT 8" If 1 * 24 "a" 1.93 6.5 4 *2 42 T t31T tS ^ tf 7.7 2.27 re ll 2 8 ll ie is H 5 4 2i 10 2.67 9.O 4? x^j 43 T !25T * > 1 , > ^ 5.0 1.47 .11. 33 11 3 8 "8 11 11 32 11 7 i 24 JL 3.05 1O.2 4 *3 44 T ,26T 2xf 5.8 1.71 13 32 11 1 "a" If 32 3_ 2* 7 3. 3 i 4.65 15.8 4^*3^ 46 T !27T 2s*2i 6.6 1.94 ID 32 11 8 a 8 IT 10 32 7 18 21 7 4 21 7 IS 3.38 11.4 tr ^tJr^ 47T *,22T 2&2- 4 4.0 1.18 I IS 11 "S A 8 14 1 4 18 21 7 8 1 21 16 4.29 14.6 4 x4* 45 T >23T . t 1 . > J 4.0 1.18 8 18 11- 1 1 H 5 18 1 ll 5" a 8 2i 4 2.11 7.0 3^3 38 T >,2OT O y O 3.5 1.03 16 li- 8 2 ll S 18 7 18 ll 7 1 2i 7 18 2.46 8.5 3%*3 39 T 117T JfxJ^ 2.4 0.71 JL li 1 4 2- IT 1 4 5. 18 1 1 i 2 J. 1.20 4.O 3 xl-% SOT 115T Ifxjf 2.0 0.59 1 T 1 i 1 1 4 6 18 H 3_ i 2 18 1.46 5.0 > , > ^ L> &2 31 T U2T /i x jj 1.5 0.44 J. 13. 18 1 J. { 1 3 11 f 3 2 8 1.76 6.0 O V O 1 t> t*% 32T HOT < y -g J. *_ 1.0 0.29 i 1 4 7 18 U 1 i 2 7 IS 2.06 7.0 3 *2- 33 T 7 IS li 4- i 2 7 IS 2.38 8.0 .O x2i 34 T 7 ia 2? if i 2 7 18 2.46 8.3 L> X>2 35 T i 2i 7 8 2 2 a 2.81 9.5 3 x3| 36 T 5 IB S {. 8 A ll I 7 s 16 9 1.96 21 A 6.6 70 Ifrll 28 T >< * '/' =r ^H 18 3 8 8 1 la 16 S 0.97 A 3.3 ~ii /S;f J. 25 T :IVIL pv f VF PRI NG 3 a 3. 8 ll 2 7. 8 JL a 8 If If "a 3 8 1.68 1.76 5.7 6.0 2 }i*3 26 T 27T \ l ; . (' C a 3 8 If 1 0.66 2.2 2$* & 24 T 4~ 4 a li 0.60 2.0 2 * 10 20T AS son. Jh, 1 |j i( 1 (' |i 4- 3. 4" 3 a U 7 0.62 2.O 1 -* / ^ 22 T ' I . | 6 1 3 a A H 7 0.72 O Q1 2.5 3/1 ^ xj 1 21T " la 13 IS 8 4 16 J. 0.56 1.9 17T IB" J3. ie 18 S 8 4 0. 4 I ll 8 18 18 1.04 0.41 3.5 1.4 *lx 1^ 1 a 1ST 15 T 7 4 1 4 3 4 1 T 0.35 1.2 ^i x io 12T XOTE: In ordering Tees give size, weight and section number. In giving size of Uneven Tees flange should be given first. 14 Z- BARS Weights, areas, dimensions, etc., etc. * * 1 < T $' JL. i NOMINAL LI U ACTUAL SIZE WEIGHT AREA GAUGE MAX. RIVETS GAUGE CO co in NOMINAL z :*: PER z SIZE o X FLANGES & WEB FOOT G G Gl Gl o X SIZE H H INCHES moHFs INCHES POUNDS SQ-INCHES INCHES INCHES INCHES INCHES INCHES INCHES JL 21 x 3 x 21- 6.60 1.94 li 4 T li 1 __ io O^v Q-^-V O ^ IS X O 10 X ^16 8.29 2.44 " " " 5 TO 21- x Si x 2f 10.00 2.94 " " " 3 7 2 IX v o v f)lL le x O x *3ie 11.15 3.25 H " " 13 3 1 12.75 3.75 * JL S 10 21 x 4 x 21 7.88 9.89 2.32 2.91 li 4 7 8 2 1 4 5 io 3 3 x 4i x 3 11.90 3.52 " -& To 3x4x3 13.46 3.96 li " " Jo -i STS x 4^ x STS 15.50 4.56 .. " " JL 4 1 b.J'O' "XT" 3 YJ jr EL 8 " ^1 8 7" Web SAME THICKNESS AS Z-BAR 1 4 ft V 16 I 9 16 3 4 2i x 4 x2 3 x 4i x3 3x4x3 3-^ x 4 x3ra 3i x 4& x3i 3& x 4|- x3ft> 8J 8fe 81 Q& O 5 0-5 11 *1B. lie 2 2i 6J 64 fe x 19" , 134.7 166.9 199.4 220.6 250.8 280.4 296.3 323.8 351.5 3.4 3.4 3.4 3.4 3.4 3.3 3.3 3.3 3.3 65.7 85.8 107.8 115.6 138.6 163.0 167.3 192.8 220.5 2.4 2.4 2.5 2.4 2.5 2.5 2.5 2.5 2.6 37.5 47.0 56.5 64.3 73.9 83.6 90.1 99.9 109.7 11.03 13.83 16.71 1890 21.74 24.58 26.58 29.37 32.25 8 o r^*^ Q -^y* J r* 4=A -^d t J 813 18 84 9 9 v. \" JO" H 10 7" Web SAME THICKNESS AS Z-BAR r > 16 a a 7 10 1 2 a 16 ft 8 11 1C a 4 3-ft x 5 x 3iV 34- x 5^x34- 3ia x 5g- x3fc Six 5 x3i 3f x 5| x3l 3 j x 5 x ai- 10& lOi 108 HH 10 J 10S 101 U 1S 11 m 2 811 si- RIVETS & (HAM. 16' SHEARING AND BEARING VALUE OF RIVETS. Values above or to right of upper zigzag lines are greater than double shear. " below " " left " lower " " " less " single " BEARING VALUE FOR DIFFERENT THICKNESS OF PLATE AT 12OOV, PER SQ. INCH. IN SO. INS. S.HEAR FRAC. DEC'L 600O 1 4 s. 16 3 8 7 re 1 2 9 16 5 8" 11 16 3 4 13 16 7 8 15 Iff 1 3 8 1 JP I .375 .500 .625 .1104 .1963 .3068 660 .1180 1840 1130 1500 1880 1410 1690 2630 3000 3750 4220 469O 1880 2340 2250 2810 3280 3 4 i 1 ,750 .875 1.000 .4418 ."013 .7854 2650 3610 4710 2250 2810 3380 3940 3940 4590 5250 4500 5250 6000 5160 5630 6190 6750 7880 8530 9750 9190 10500 9840 11250 12000 2630 3000 3280 3750 5910 6750 6560 7500 7220 8250 4500 9000 DIAM. OF RIVL7 AREA IN SQ. INS. SINGLE SHEAR BEARING VALUE FOR DIFFERENT THICKNESS OF PLATE AT 15OOO* PER SQ. INCH. FRAC. DEC'L 75OO 4" 5 16 3 8 7 16 I 2 9 16 5 8 11 16 3 4 J3_ 16 7 8 15 16 1 3 8 $ 5 8 .375 .500 .628 .1104 .1963 .3068 830 1470 2300 .1410 1760 2110 3280 3750 4690 5280 5860 1880 2340 2340 2930 2810 3520 4100 3 4 7 8 1 .750 .875 1.000 .4418 ,6013 .7854 3310 4510 5890 2810 3520 4220 4920 4920 5740 6560 5630 6560 7500 6330 7030 7.720 8030 8440 9850 10670 12190 11480 13130 12300 14060 15000 3280 3750 4100 4690 7380 8440 8200 9380 5620 10310 11250 DIAM, CF RIVET AREA IN SQ. INS. SINGLE SHEAR 11OOO BEARING VALUE FOR DIFFERENT THICKNESS OF PLATE AT 22OOO* PER SQ. INCH. FRAC. DEC'L 1 4 5 16 3 8 7 16 1 2 9 16 5 8 11 16 3 4 '.3 16 7 8 15 16 1 8 1 g 5 8 ,375 .500 .625 .1104 J963 .3068 1210 2160 3370 2060 2750 3440 2580 3090 4820 5500 6880 7740 8600 3440 4300 4130 5160 6020 3 ? 1 8 1 .750 .875 1.000 .4418 .6013 .7854 4860 6610 8640 4130 4810 5500 5160 6190 7220 7220 8430 9630 8250 9630 11000 928O IC840 12380 10320 11340 13240 12380 14440 15640 17880 16840 19250 18050 20630 22000 6020 6830 12040 13750 8250 15130 16500 DIAM. OF RIVET AREA IN SQ. INS. SINGLE SHEAR AT # 120OO BEARING VALUE FOR DIFFERENT THICKNESS OF PLATE AT 24OOO* PER SQ. INCH. -RAC. DEC'L 1 4 A 16 3 8 7 IS 1 "5 9 16 5 8~ T5 3 4 '13, 16 7 8 15 16 1 X 8 1 a 5 ~8 .370 .500 .625 .1104 .1963 .3068 1320 2360 3680 2250 3000 3750 2810 3380 5250 6000 7500 8440 9370 3750 4690 4500 5620 6560 3 4 7 8 1 .750 .875 1.000 .4418 .6013 .7854 5300 7220 9430 4500 5250 60CO 5620 6750 7870 6190 9000 10500 12000 10120 11810 13500 11250 12370 13500 15750 17060 19500 18370 21000 22500 24000 6560 7500 7870 13120 15000 14440 9000 10500 16500 18000 17 * RIVETS. Proportions and Conventional Signs. n " i ^ O' "\ f K X _1_" X x. . JL -1 ^ ^ i * i < 1 h ^ . V , 7 SOTE:- Where countersunk rivet must be in I.JM ,i. it should be noted on drawing. e , i i ;) T T z _l 0. f 1 ^ X T'' 18 / X 3 CO Both sides E o 1 _i = ^ Other side 8 Tliis side i ^ "X "**" 1- 39 r--- 1 i 1 !/i e " vigj L ^ t * 1 i i. >^ 1 IT" j ? ^ 1 _ L Both sides o S Other side HI H C Tliis side CO 1- 1' 1 /^ 99 r i . rfe T TH x . J. 1 " A IE SAY 3- W xl i * S UJ t I xl j_ / cc. Both sides Q. Q o s CO i o O '_ Other side z CO IT UJ 1- Z 8 This side V h 41 h TT y "oh | i -,s i>r ^ ie s ' 3 64 | ie ie * Z *^' 5 , ^ ] | . ^ ! ^ d i 5 18 * RIVETS Lengths of fieldrivets for variant grips. DliiiciiHloiiH in Inches OH *j {* ~ xi K - J i] o -U-j ( 1 N Length U Length GRIP 1^. _ >4 GRIP i GRIP DIAMETER DIAMETER i B 3 7 1_ 5 3 7 8 4 i 2 S 4 8 2" 1 J_ Is 11 2 2s~ 2 J. 2 1 i 14 1 3- 1s It li- IV ^ 5 8 If 2 21 2i- 2t 5 8 It IT ll lt lir a 8 3 4 IB" 21 2i 23 a' 21 3. 4 if It 11 it If 3 4 9 2 21 2f 21 2t 2. ii It it ll If 8 1 2ir 23 8 21 2t 21 1 if il il 2 2 1 1 01 21 21 21- 21 1 11 2 2 2i 21 1 if at 26 -r 2i- 2-1 3 1 2 21 21 2|- 24- 1 l 8 - 21 2f 2F 3 31 Jf 2i 21 4 2i 21 2| Jf 1% 2f 3 31 3i 31 *f 24- 2t 21 21 21 J| if 21 31 31 3f 31 ~8 2t 21 . 2| 21 23 T J f if 3 3? sf- 31 31 Jf- 21 21 23 T 2| ' 2-B- if if si- 3f 3i 31 31 fl 2t 21 21 27 3 li- 9 84- 31 35 8- 8t 31 2f 21 3 3 31 2 S 31 31 03 O4 31 4 2 S 2f 3 3i 31 34- 2 i *$ 31 31 31 4 41 2 4 3 3^ 3t 34- 31 2 4 8$. 31 3 4 41 44- 2 8~ 31 Si 3| 31- 31 2 & *i 31 4 41 4-i- 4t 2- 34- 8t 31 31 31 2% 2 31 4i 4i 41 41 2 7T 31 31 31 31 3f &- *I 4 4T 4t 4l 41 #f 31 at 8t 31 34 2 4~ *l 41 4t 41 4t 41 2 l 3 8t 31 31 4 f| 3 4t 4i 4t 41 5 3 31 31 4 41 4J 3 < 41 4i- 41 5 51 3| 4 4 41 4i 41 3f 3 T 41 41 5 5i 64- 3^ 41 4i 4i 4t 41 3 4- 3f 4t ' 5 51 5i-' 5f 3^ 41 41 41 41 '4! 3f 3^ 41 51 51 5| 51 3 41 41 41 41 4f 3 f 3f 5 51 Bt 51 B| 3f 4i 41 4t 4f- 41 . 3f 3f 51 51 51 5r Bt 3|- 41- 4* 4t 41 5 3f 3 Ir 51 51 51 51- 51 3 I 41- 41 41 5 51 s lr 4 51 51 51- 51 6 4 41 5 51 5s- 5 rf 4^ 5i 5f 51 6 61 *8 5 51 5a- 5i 51 rf| 4i 51 51 6 61 6i *J 51 8i 51 5f 51 4i 4 s - 8 53 T 6 61 61 61- 4% BJ K 3 OT 51 5i 55 r rff 4- 6 6k 61- 6i 61 4 5l Bt 4 2 4 i 6i 61 6^ 61 61- *f 51- 51 4% 4 f 64- 61 61 61 61 4- 51 6 4? 4 4 f 6 f 61 61 61 7 . 4 l 6 61 4 i 5 6f 61- 61 7 71 3 61 6i 5 *i 61 61 7 71 7i 5 1r 64 61 Bt 5 61 7 7^ / 8 7i r/3. / 8 S 7 61- 61 5 J 5% 61 74 7| 7! 71 ^ 61 6f 5% 19 BOLTS Lengths for variant grips ^ tlrlp _j ' ' t J Illflll i B 1 T^enyth f4-- > ALL DIMENSIONS IN INCHES DIAMETER DIAMETER GRI P GRIP GRIP GRIP J 3 3 7 ^ J $_ 3 7 % 3 S t 5 2 s 4 a 1 ~a li H 14 1 1 1? 14 "2 s? 6i el 6,- 64 61 3 s s H U i, 1 If 14 K S *l 61 8| 6^ 6^ 61 l 3 ii li 11 11- 2 3_ 4 *i 6^ 6i 6f 6| 7 5 i s , i n 1 3 if 2 2 7 ,V f| 6 3 ^ 6f 6| 7 7 a 1 I* 1* 2 2 5T ^4 1 G e! 6* 7 7 74 6 1 J * 11 2 2 2i 21 *i | 61- 7 7 74 7- 1 *i 2 2 2 4 A 24 9 l ^a *} i 7 7 74 1 7 1 ' 4 7i 1 a i *f 2 21 4 21- 24- 24 i s 1 s f 7 T* 71 74- 7i *f ji 2* 2f 24- 24 21 ^ ^ 7* 7 l ' 4 74- 74- 71 f '1 2| 2i 2i 2f 21 4 c f ^4- 74- 74 73 ' 4 71 1 *5- 2^ oi 23 T 2f 3 ^ cf- 7^- 74 71 71 8 f * 2f 23 4~ 23 4~ 3 3 f fl n 7S- 71 8 8 l *> 9 3 ^4 9 3 ^4 3 3 34 9 7 1 7f 7f 8 8 84 7 y ** 23 r 3 3 34 si- 2^ ^* 7 J ' * 7| 8 8 81- 81 ^f * 3 3 31 31- si Si * ?i 8 8 81 84 84- * o. ~# 3 84- 84- 34 34 o * 7 ' 8 84 84 84- 84- f *J 3J 34 1 34^ 3i 8f ** 7 J '2 8f 84 84- 84- 8f ^ B jf 31 3f 31 8f 03 J T *f IT 6 7 8^- 84- 84- 81 81 *f & * 4 3i 34 3J 3| 4 # * 'i- 8* 84 Bf 81 9 t or " 3^ 3| 3^ 4 4 *r "# 5 81 T 8f 8f 9 9 Jj .? 3J 3f 4 4 44 a * 83 r 81 9 9 91 8 l 3f 4 4 44 41 * I 4- O 4 9 9 91 94- I 3 i 4 4 41- 4 44 *! i 9 9 91 91 4 f l 4 41- 41 44- 44- l f 9 94- 91- 9' 94- f * 4* 4i 44 44 41 aj 3 ll f 9i 9f 94- 9^ 91 l * 4* 4i 44- 41 41 1 S 3 4f *f 91- 94 94- 91 9f *l 8 *< 44 4i 4f 4f 5 * ** gi 94- 91 91 10 * 1 5 S 4J 4| 4f 5 5 fl *f 94- 91- 91 10 10 3 4 4f 4^ 5 5 51 4 o 9! 9J 10 10 104 ^ 41- 5 5 64 5i 4 i ** f 9f 10 10 101 104 f 4 i 5 5 54 54 54 4i f 10 10 104 10i 104 J *$ 5 5i 54 5 54 4 of 10 10* 101 lOi 104- 9 f ^ 5^ 5| 54 5^ 5! 41 *l 10* 104 10i- 10* 101 ^ ! 5J 5^ 54 5* 6* *i f 101- lOi 104- 101 lOf I f 51 5^ 5} 5f 6 4$ t lOi lOi 10! Ki- 11 f fi 5Jr 54 51- 6 6 z > o < i 3 * 3 g 3 i- z o t- < H O . X < * * < * z 2 f 0. X " a I z INS. Q. INS. INS. JO. INS. IN-. INS. INS. INS. INS. INS. INS. INS. INS. INS. IN-. 1 4 .049 .185 .027 20 7 16 3 8 3 8 1 2 23 32 1 2 1 4 1 2 19 32 3 3 H .110 .294 .068 16 21 33 9 16 17 32 3 4 1 JL 16 3 8 JL 16 13 16 a. 1 ii .196 .400 .126 13 7 8~ 3 4 23 32 1 IT 7 8 1 2 7 8 1 o 29 _ 5 .307 .507 .202 11 IM TO" 32~ Isi IT lie IF lie Is2 a s_ 4 .442 .620 .302 10 >ft IT 6 8 1 1- I 32 ifi li 3 4 li li 3 4 7 I .601 .731 .420 9 1 17 J-32 i 3 4 Isl ,13 lie 2 ^32 ii 7 8 ir a - i 132 7_ 1 .785 .837 .550 8 1-3- "32 ii 7 8 IsT I 2 IT 1 li IT 1 I** .994 .940 .694 7 1 31 1 32 if 1 if 2 g i IT IB 2^ li It 1.227 1.065 .893 ' 2 il ii ill lie 2 9 27 "32 2 ii 2 2 IT li 1.485 1.160 1.057 6 2f fl 2 li 2 2 3s2 2 i- *8 2fe 2^ li li 1.767 1.284 1.295 ii 2f- 2i If o3 ^16 3 s-f- 2 li 9- 2 3_ ^4 li li 2.074 1.389 1.515 Bi 2$ 2 ii 2f 3 3| 2^ i- *a 2^ 2 I** 1~4~ 2.405 1.491 1.746 5 3s5 oi 8 ii 2s2" q!9 ^32 29 2i 1- 3 - 14 2f 3^ lj- li 2.761 1.616 2.051 M 3i 9 if 2g5 Q 27 032 4 2H IT 2H- 3l li o 3.142 1.712 2.302 4t 3 32 3 .. T_ 2^3- 4i 4 Si- 2 31 q5 d 8 2 T ** 4 3.976 1.962 3.023 " SST 3f 2i 3i 4r /i 31 432 Si 2i ST 4 l7 2i -j 4.909 2.176 3.719 4 4g 8| 2 i sf 51 Bi 31 ol ^T 3i 4i 2i o 5.940 2.426 4.620 " 4l 4i 2f 4 5 32 6 4i 2r 4i 4?l ST 3 7.069 2.629 5.428 3 BIS 4* 2l 4. 5 032 elk 4| 3 41 5r 3 ST 8.296 2.879 6.510 " ST 41 3- 432 652" ?w 5 3i 5 5f 3i si 9.621 3.100 7.548 si ek Bi 3 3 8 B^ 7- '16 7| Bf 3| Bf 61 31- 3^ 11.045 3.317 8.641 3 ei ST 3 5^ 7- '16 8i Bj 8| B| el 3^ 4 12.566 3.567 9.963 ii ei- 6 Sj 5ir 832 832 ei 4 6i 7s2 4 4* 14.186 3.798 11.329 2i 7s2 6f 4i 632 8l Qw ei 4i ei 7 w" 4*4 4jf 15.904 4.028 12.753 2f IT2S "S3- o 3 64- 4 F 6s- Qls 94 el 4i 6l '32~ 4^ 4 3 T 17.721 4.256 14.226 2i rr 7- ' 8 4f 61 9^ 10| 7* 4^- 7^- 8 32 4^ J 19.635 4.480 15.763 2i 8 7- ' 2 4l 171 '4 10! 10 7 5 '8 5 7- '8 8 5 ST 21.648 4.730 17.572 M 9JL 32 '"8~ 5i 7i lOf- Hi 8 Bi 8 955 5*4 of 23.758 4.953 19.267 2- 3 - 9f Bi 5fr 7 llft llT p3_ 8 8 c 3 2 o3 of- Q?3. 032 31 OT 25.967 5.203 21.262 8i- 8i Bf 832 llS 12f- ft 3 - 04 Bf 8 1052 giL 6 28.274 5.423 23.098 ^ lOf- 9 51 q?3 1 Q 12 ii ef 6 9i lOsa 6 22 STAGGERING OF RIVETS. DISTANCE C. TO C. OF STAGGERED RIVETS. NOTE> Values below or to right of upper zigzag lines are large enough for & rivets. Minimum Stagger for Rivets. i -1 * 1 ife if | DIAM. Ik 1* llr DIAM. b INCHES 1ft li It! li 1 is 16 23 RIVETSPACINQ IN AN A QL .11 .EJ Di >, CLEARANCE FOR DRIVING ETC. 9 r G ~1 Gi^_Os< Rivets in Crimped Angles - f- c \ N ' . ' ""F L LEG G MAX. RIVETS LEO * e , MAX. RIVETS 8 4V 7_ 8 8 3 3 J 8 7 4 7 21- s 6 Si 6 2^ 2i 5 4 3 5 2 1! 3 2 ll 11 ll 3 4 When L Exceeds j "When angles are crimped, distance'V should be 1-j plus twice thickness of chord angles, but never less than 8" 6 21 2i J7^ 8 21 4 1> 2 li a i! i 7 3 Clearance for Rivetting 14 8 8 ii i 3 e le 1 4 ^ O "; i -< T7 I Minimum Rivet Spacing j . 1 1 f SIZE OF RIVET 1 4 3 1 8 . 2 e 8 3 4 7 8 1 MIMIMUM DISTANCE 1 1 1 2 2* 2| 3 24 PINS WITH LOMAS NUTS. All dimensions in inches. z PIN STANDARD DIMENSIONS 6 Threads per inch. NUT DC H- ti - 5 u. ts 5 li. < o SCREW ADD TO GRIP DIAM. OF ROUGH HOLE SHORT DIAM. 8 LONG DIAM. L WEIGHT IN LBS. Q DIAM. LENGTH O 3 <>*- -v 4 gi 0- /V.f 3 af 3f IT U 2 2 9- ^ 2 9- ^2 ' 6'a 1 1 X T H < i 1 4 1 4 J^ _1^ 4 1 4 1 4 J^ IT Kj i 1* li 1 13 31 31 31- 3f 41 41 41 si 3i 4^ 4^ 5^ 5^ 5^ 2.5 2.5 2.5 2.5 3.0 3.0 3.0 ai 2i <>3 ^4 3 31 3f IT H H IF H P^V ^'^N J-16 if 2^ 9 ^18 9- ^ie ^ ^ [O] nj i ^^Si^^l c? JJ >i-4*->* f< ^ 3$ 4 4*T 4f 4| & %* 4 oi <*3 &T a 3 3 3i si- a- 2 4 4 41 41 41 il 1 7 L T 1 7 J-8 If 11 -I 7 J-s IF H IF l| 1 2 1 2 1 2 1 2 1 2 1 2 1 2 _1_ 2 1 2 J_ 2 213 J o 13 ^16 q 5 Jie oA Oie 9- 016 oJS 016 3H 4iV 4^ 4,% 5 5 5f 51 5i 61 61 7 I 1 ? 7 R-S O 4 C 3 O T 6f 61 6f rri 1 2 71 81 81 81 5.5 5.5 7.0 7.0 7.0 8.5 8.5 11.0 11.0 11.0 oS. 04 4 4i 4i 4f o of of 1) 1 ^[O) G "i c; ii-i * - s> < =H-( "2" 3_ 3-1 NOTE:- TJse pins with lomas nuts, in preference to cotter pins, whenever possible. 26 PILOT NUTS. Cast Steel. AH dimensions in inches. L L T . f" ~T-fcmfli |M- ^^^ LL., r rtt ''''>.' - III 1 i ' f Jljjl l f//^ ^\A\ ' * "1 J / /'* S N |*| J i < / f 1 r* q l (vv 1m -*_iJ * mil ~--*~^-^~~~'^~^^' .i-11 B ^ir^^ 6 Threads per inch. 6 Threads per inch. o o * *ia I o i- < Ul . O uj HI d o 5 i id t- < 6g O * O 5 C Man ^ o a z a o S O ; t LU 3 O a _ < o INJ O T u X liJ t*J Z Q < X < I i- E o 2 ^ N O j < S < " Q j I- J ~ a o o 2 J 01 J o CO 5 " 5 J> S If T i J R A B M T i Jf S D g ll 1- * 16 If 5 1- * 8 81 "2" i 2 i 8 S 8 4| r 2 IT? 11 2 #1 If 111 ll 5^ 1 -^ 8 81 ~a T L 9 S 9 qi <3 2 4 2 lle 11 2j 2j 2 1- A 16 if 5T 2| 10! 5 8 ~B L10 sw 4r 4 2 1- 1 16 2 2} O 3 - 2 1 1 16 If 6 21 iol 8 S Lll Sll 31 3 2 1- 1 18 2 2? 3 "a" 9 1? 61 2f 12 3 4 f L12 S12 4i 3 4 2 2- 2f 3 3j 21 2f i! 6 4 - 2j 12 3 ^ L13 S13 31 3 4 2 2 21 ^1 3% 21 2 if 7 3 12 3 4 3 L14 S14 21 3 2 o B ^ 16 21 3 i 3$ 3 2ie" 2 81 31 151 7 7 8 L15 S15 4l 1 21 o 13 ^ 16 3 >:; si 3 2jf 2 81 3f 151 _7 8 8 L16 S10 31 1 2! 9 - 16 3 4 /t 31 3"l6 2 8t- 3f 151 7 8 8 L17 S17 4l 1 21 8 31 4f 4- 31 3 *3 16 2 9 3! 151 7 7 8 L18 S18 31 1 21 q 16 31 4 J 4T 3^ 3ie" 2 9^ 4 151 7 7 L19 S19 3 1 21 3 ' 31 *7 S 4 o ls 2 92- 4i 161 1 1 L20 S20 4 1 21 3iS 4 5 &J 4 3ff 2 of 41 16| 1 1 L21 S21 3 1 2! 3 if 4 5$ &8 41 4fe 2 iol 4 1 20l li 1 L22 S22 4 1 2l 4S 41 5 Si 41 4^ 2 10 f 41 20^- 1 1 L23 S23 3 1 2i 4, 1 4l *>3_ 6 41 416- 2 11 51 201 lj 1 L24 824 21 1 21 4,7 41 6 tfj 5 .13 9- 2 11! 5f 201 a 1 L25 S25 41 ll 3 4 if 5 <>i $i 5 43 21 12 Bf 20 i U i 1 L26 896 31 U 3 4jf 5 6 J 6*| 51 6 21 121 Bf 201 li 1 L27 S27 41 1 1 3 BJ Bj 6j 7 51 65 21 12^ 6 21 if 1 L28 S28 31 li 3 5i B 51 7 7| 51 R-S. 16 ol a 12f 65- 21 il 1 L29 S29 3 U 3 5B H 5f 7j 71 51 5 16 21 13 61 21 li 1 L3O S3O 3 li 3 5^ 51 jp 7f 6 5 2 1 13| 61 23 .U If L31 S31 31 ii 3 c ls 6 7| S 6 K 13 5 16 21 13| 64 23 U ll L32 S32 3j IT 3 K 16 6 s #i 6 5 T; 21 14 7 23 il If L33 S33 3 li 3 ,- 13 16 6 Si ... 6 2 14:- 23 il If L34 S34 2-r If 3 5 if 6 * 27 DRIVING NUTS. Cast Steel. PARTMENT OF CIVIL ENGhMSi3 r L -* 2! " | p^ 1 1 ' -\ ft o W H* 0) 1 I 1 ^*l-s 1 i ' / v- ' JI 1 1III..._- ^^ 6 threads per inch DIAMETER DIAMETER SIZE OF LENGTH LENGTH INSIDE DIAMETER PAT..NO. OF SCREW ROUGH HOLE OF THREAD OVER ALL DIAMETER OF HOLE D 8 H T L I B INCHES INCHES INCHES INCHES INCHES INCHES INCHES f iV 1 lie 1* 4 li 1 a J> 3 # 2 ift IT 4| 2V 6 e D 4 3i 2T O If 5 2V 3 4 I> 5 4 3 213 1- 2 * 3V 7 8 D 6 41 ST 3^ 2 51 3V - D 7 5f 4 3S 2 6V 4V 1 Z> 8 6 4i 4f. 2 8V 4V D 9 f 5 4 2r 7V 5V D10 # 5i R 21- 5V Dll 6 5ff 6V l( D12 28 MAXIHUn BENDING MOHENTS ON PINS PIN MOMENTS IN INCH POUNDS FOR FIBRE STRAINS PER SQ. IN. OF PIN DIAM. INCHES AREA 15,OOO 18,OOO 20,OOO 22,OOO 2Z,OOO AREA DIAM. INCHES 1 0.785 1470 1770 1960 2160 2450 0.785 1 11 1.227 2880 3450 3830 4220 4790 1.227 11 11 1.767 4970 5960 6630 7290 8280 1.767 li 1% 2.405 7890 9470 10500 11570 13200 2.405 1 4 2 3.142 11800 14100 15700 17280 19600 3.142 2 2*4 3.976 16800 20100 22400 24600 28000 3.976 21 21 4.909 23000 27600 30700 33700 38400 4.909 21 2 1 5.940 30600 36800 40800 44900 51000 5.940 21 3 7.069 39800 47700 53000 58300 66300 7.069 3 31 8.296 50600 60700 67400 74100 843CO 8.296 31 3 i 9.621 63100 75800 84200 92600 105200 9.621 31 3f 11.045 77700 93200 103500 113900 129400 11.045 5f 4 12.566 94200 113100 125700 138200 157100 12.566 4 41 14.186 113000 135700 150700 165800 188400 l/i ~ 4~ 4 i 15.904 134200 isrooo 178900 196800' 223700 15.904 i *4 17.721 157800 189400 210400 231500 263000 17.721 4*4 5 19.635 184100 220900 245400 270000 306800 19.635 & 51 .21.648 213100 255700 284100 312500 355200 21.648 51 '"*" 23.758 245000 294000 326700 359300 408300 23.758 5% 5- 25.967 280000 335900 373300 410600 466600 25.967 5 4 6 28.274 318100 381700 424100 466500 530200 28.274 6 61 30.680 359500 431400 479400 527300 599200 30.680 61 61 33.183 404400 485300 539200 593100 674000 33.183 6 2 a 35.785 452900 543500 603900 664200 754800 35.785 6| 7 38.485 505100 606100 673500 740800 841900 38.485 7 71 41.282 561200 673400 748200 823000 935300 41.282 ,_, -* <4 71 44.179 621300 745500 828400 911200 1035400 44.179 7.1 7f 47.173 685500 822600 914000 1005300 1142500 47.173 7f 8 50.265 754000 904800 1005300 1105800 1256600 50.265 8 81 53.456 826900 992300 1102500 1212800 1378200 53.456 81 81 56.745 904400 1085200 1205800 1326400 1507300 56.745 81 8^ 60.132 986500 1183800 1315400 1446900 1644200 60.132 8^ 9 63.617 1073500 1288200 1431400 1574500 1789200 63.617 9 91 67.201 1165500 1398600 1554000 1709400 1942500 67.201 91 91 70.882 1262600 1515100 1683400 1851800 2104300 70.882 9* 9f 74.662 1364900 , 1637900 1819900 2001900 2274900 74.662 9 4 10 78.540 1472600 1767100 1963500 2159900 2454400 78.540 to 101 82.520 1585900 1903000 2114500 2325900 2643100 82.520 101 101 86.590 1704700 2045700 2273000 2500200 2841200 86.590 10% 10 90.760 ' 1829400 2195300 2439300 2683200 3049100 90.760 1O 3 X 11 95.030 1960100 2352100 2613400 2874800 3266800 95.030 11 111 99.400 2096800 2516100 2795700 3075400 3494800 99.400 Hi Ui 103.870 2239700 2687600 2986300 3284800 3732800 103.870 Hi 11} 108.430 2388900 2866600 3185200 3503700 3981500 108.430 114 12 113.100 2544700 3053600 3392900 3732190 4241200 113.100 12 29 EYE BARS Ordinary / < Mi Adjustable */ Q) ^ j ) Hill IIIIHI ^> X" ^N n. Length C. to end 6 6, preferably 7 O WIDTH OF BAR MIN. THICKNESS OF BAR HEAD SCREW END WIDTH OF BAR DIAM. MAX. PIN. ADD'L MATERIAL FOR HEAD ADD'L MATERIAL FOR UPSET DIAM. LENGTH OF BAR INS. INS. INS. FT. INS. FT. A. INS. INS. INS. INS. INS. 8 JB I* 11 - 7i 0- 7 2 5 ft 2 54 2j 1 - Oi i T 54 21 4 - 9l 1- 1 o ' 5 18 to t ' *i ** 3 " 64 3i 1 - H 3 T 7 3 1 - 3 1- 5 2 T 5y 1 to l^g' 3 " 8 4 1 - 6 1- 5 2l 6 11 to 1J 4 f 9i 4i 1 - 8 1- 8 3 6 1 to U 4 " lOi 5i 1 - 10 1- 8 37 6i 1& to If 5 J3_ 114- 5 1 - 9 1- 9 si- 64 ItolA 5 1 12i 6 2 - 1 1 9 si 7 H toi| 6' 134 54 1 - 11 1-11 3f 8 H to i^ 6 1 14i 6i 2 - 2 1-11 4 8 U to 1| 7 -a" 16 6f 2 - 3 2- 3 4i 9 H " IT'S 7 * 17 7f 2 - 8 2- 3 4i 9 IftolJ 8 1 17 6i 2 - 3 8 l-k 18 74 2 - 6 H 18-5- 8 2 - 10 9 1 _L 1 8 19 ;r 7f 2 - 6 9 .' 2lT 91- 3 - 1 10 li 22 9 2 - 11' 1O 23 10 3 - 3 12 12 - .Note: Eye bars are hydraulic forgedj and are guaranteed, to develop the full strength of,the bar, under conditions guren-in the above table, lieu tested, to destruction. 3O STANDARD UPSETS. For Round and Square Bars. ROUND f~^\ BARS SQUARE BARS ROUND UPSET UPSET SQUARE DIAM. AREA DIAM. LENGTH ADO AREA AT ROOT EXCESS EXCESS AREA DIAM. INCHES SQ.INS. INCHES INCHES INCHES SQ. INS. % o/ /o SQ.INS. INCHES INCHES INCHES 8Q.INS. INCHES "5" 0.307 7 ~B 4 41 0.420 36.8 S 8 ~i 0.442 1 4 31 0.550 24.4 206 0.694 qi O a 4 1 1 1 8 0.563 3 7 8 0.601 U 4 5 0.891 48.3 16.3 0.891 4 4 I 1 J- 4 0.766 1 1 0.785 H 4 41 1.057 34.7 29.5 1.295 4 4 11 1.000 1 i| 0.994 H 4 38- 1.295 30.3 19.7 1.515 4| 4 ^ U 1.266 It It 1.227 I* 4| 3- 1.515 23.5 31.1 2.049 41 41 u 1.563 1$ if 1.485 If 41 31 1.744 17.4 21.7 2.302 4l 5 2 1.891 if if 1.767 2 5 41 2.302 30.3 34.0 3.023 41 5 2i 2.250 ii if 2.074 21 5 4 4 2.651 27.8 29.6 3.410 41 5i 2f 2.641 if if 2.405 21 5 4 3.023 25.7 21.3 3.716 47 51 21 3.063 if 1- -*-S 2.761 2f 51 41 3.410 23.9 31.4 4.619 51 6 21 3.516 if 2 3.142 21 51 31 3.716 18.3 27.7 5.107 4| 6 21 4.000 2 21 3.547 2! 51 31 4.155 17.1 20.2 5.430 41 6 3 4.516 2i 2f 3.976 21 6 4-1 5.107 28.5 28.6 6.510 51 61 31 5.063 f>* "* 4 2 4.430 3 6 41 5.430 22.6 33.8 7.548 61 7 31 5.641 T ~ & 4.909 31 6^ 41 5.957 21.3 30.7 8.170 61 8 31 6.250 2 "* 2 2i 5.412 3* 61 4* 6.510 20.3 35.0 9.305 61 8 a 2. O 8 6.891 2i & 5.940 q3 O a 7 41 7.088 19.3 32.1 999*4 6 8 4 7.563 2- 21 6.492 31- 8 51 8.170 25.9 37.0 11.329 8 9 41 8.266 "* a 3 7.069 3f 8 51- 8.641 22.2 41.7 12.753 71 9 41 9.000 3 3f 7.670 ql O 3 8 5| 9.305 21.3 3i *t 8.296 4 8 41 9.994 J0.7 3 31 9.621 4* 9 ^ 11.329 17.7 Sir | 11.045 4* 9 41 12.753 15.5 ZT 31 SLEEVE NUTS AND TURNBUCKLES. All Dimensions in Inches. L a Manufactured Ity Cleveland City Forge & Ir< Cleveland, Ohio TXT ho in Company, H^" M$MiML T 4" T j |< 144 =A | ** * V j m ^!O If L_ ^M* * y ___ . U nfj f i In: P '.s. Standard Lt-nstth \ c Extra Lengths, , , -.'. 1M, 84, SG, 48 A :- (Special Prices). DIAM. OF SCREW u OF THREAD T OF NUT L DIAM. DIAM. DIAM. C NESS f WEIGHT IN LBS. WEIGHT IN LBS. STANDARD DIMENSIONS DIAM. OF SCREW 17 f A Ii C L T 7 8 i 1& i! 7 7 74 If H 2 1 7 Ii IS 1 4 1 4 18 2f- 3 4 qi O a 4 6 3 I 7 ia i 3 11 i! 2k ii ^_7 1,1 1| 81 9 9! 91 104- 1- 18 ' 1" J-ia 9 * 18 7 8 1 1*8 2 8 9 2| il 8 \ 2t 81 23 4 q3 <3ia 1| 18 M I 3 Bi 8 81 10 7 81 -5 10 m I 8 11 ia 1-5 2 31 3! H 2 10 1 101 111 n! 2 4 9- ^8 Q 13 \ o 1 ay 9 qi O 8 3| 21 2 2i *4 .11 14 15 18 13 15 18 20 33 33 13 18 21 2! 4-i 4J 2! 21 12 121 13* 3 3| 3~ 2 *i 2% 21 * 3^ 4,4 2f 9 18 3 10 35 41 2| 5 a \ 19 22 23 27 24 28 30 34 37 33 IB ia 3 5| 3i si 131 14i- 141- 31 8M 41- *8 2^ *4 3i 11 4 : 4g Ri e si 11 la jj 4 3 n3 > 4 Hi 12 5 5f B 31 3| 13 18 7 6 28 34 35 39 38 50 .. i qi O a 4 61 61- 31 si 15 154 4i 3 >i <** o3 2 8 o3 o7 **8 4 13 5f 6s n 15. la 1 40 45 47 52 65 1- l ia 4 5 8i 4 S 18 6 Q* ** 5 14 I 7fi 8 4| Ifa 55 65 75 5 8| 4f 18 6 Jf 32 LOOP RODS. Allowance for Eye, Square or Round Bars. All Dimensions In Inches. / \ Length in inches beyond pin centre to form one eye equals 3.7 (P+ R) i " 2 S o * a a. H^iloesi^ 1*1k^^5N *i^*il*5l' iii*ile]^ *il-*x|9>t5l-ii i^*i^>^ o^^^O^ tmt^ss ^^^1$ j-j ioTjTS* co DC < n u. o Ul Q CO cc z < a ^ t^COQO 1-1 iH CQ 00 T^ioCOt- CO c^cMcqco cocococo cocococo co K|06 ^ a | alco |0 -|n Hn ea|a "U N -| t-|<> CDt-COO) OT^CXICO ^lOCDt- E> CMCMCMC3 COCOCOCO COCOCOCO CO !* *> nleo !, ^-a) t.|) ! o|a aln |ci |a n|o> CDt-COOi O '-' ^ C3 CO^iOCO t- s|ao ^ * mCDt~CO OJO'-'CSl CO-^iTDCO t~ cq CMcqcqcM cqcococo cocococo co i|e e* -. IJM n|B o|> -I, -, - o ,,! B| , ). | o ] , co-sr IOCDOCO coo^-^- 1 CQCO^IO co 1 1 I 1 5 A COrtf r^iOCOO COCSO'- 1 CMCO'd'lO CO cxicq cQcqcqcq CMCMCOCO cocococo co _ **|1i ^ rHCqcO -"ifiOCOt- OOCDO'- 1 '-"(MCO 1 ^ "io (Mcxicq (Mcqcqcx) cqcqcoco cocococo co exceed \ I M > iC S i, 2? 41 I I * / 5 t* **i *il ^ 1 I i I i u 3 -ICMCO ^^lOCO C-COO3O '-'CMCO'd* IO cqcqcq ojcqcqcq cMcqcqco cocococo co 0^ i o ^3 K oiO'-'CM co-^ioco t-oocso r-i^-ioaco ^ ^HCQCCICM cqcqcMcq cqcqcqco cocococo co Nlae >s i_ - . i i i 61) ~ H OO^CNl CO^TjfifD COt-COO) O'-'CMCO "* ^ncxjcqcM cMCMcqcq cqcqcQcq cocococo co JI* >s 1 pping CO COCDO'-' CMCO^io COt-OOOi O'-H'-'CXl CO ,-H rH^HiMCM oacqcMCQ CMcqcqoq cocococo co >lao N | NOTE: Maximum shi t- OOOSO 1 - 1 CqCO-^Tji iOCOt-00 COO'-'CM CO ,-H ^H^ICCOOOO> O^CMCO ^i003l> OOO3O'-' ^ \ t \\ ^ \ \ 0) *r H 1|* ^ t-| nl o|o o|o,,|c*n> olffl -l^-oo-.|n H f| "\t o|a o|o> -In -| n |a CO"stO 'H >s CQCO^O C0t>0000 a^O^CSl OO-^iOCO t^OOO^O -^ h.1* cqcsico-^ iocot>oo CDO^OJ co-^^io cot>ooa> o J. esl- 1 T-HCXlCO^l' iOCOt~-00 COCDO'- 1 CMCO^'O 03t~OOOi O | u. So? Q a- i|*H*9Ni ** *i|ee9Hi *N*ie)9^ *HhilMesN *ih*i|Mh *HN>HN Otc^c^(^ cococooo -^^^^ !i ^ 5 5 33 CLEVI5 All illin. ii-iini In Inchec. Grip G can be made to nult connection*. DIAM.OF CLEVIS z> WAX, PIN CLEVIS NUT JV WIDTH w THICKNESS I DIAM.OF CLEVIS z> H 2* 3 ol 31 4 li 2* H If 2* 1.1 2i 2? 3i Table giving diameter of Clevis for given rod and pin. li- li If 2 2i 24- 2f 3 3i 34- 31 Clevises abo.v.e and to right of heavy zigzag line, may be used with forks straight. Clevises below and to left of same line, should have forks closed in until pin is not overstrained. 34 BUCKLED PLATES. R 1 f v Radius r \7 ' \: .. u ,,. \l 1 F-P^ / Os \ S. 1 */ \ Max. *? 16 b - (Min. 8,7 f, - JMin. 87, (Max. 6 (Max. 6 No. OF PLATE SIZE OF BUCKLE IN FEET AND INCHES BJS.E IN INCHES R RAD. OF BUCKLE IN FEET AND INCHES MAXIMUM NUMBER OF BUCKLES No, OF PLATE SIZE OF BUCKLE IN FEET AND INCHES RISE IN INCHES K RAD. OF BUCKLE IN FEET AND INCHES MAXIMUM NUMBER OF BUCKLES LENGTH L WIDTH W LENGTH WIDTH W WIDTH W LENGTH L WIDTH W LENGTH L 1 3-11 4-6 3 \ 6-8 8-9 7 26 3-1 3-2 3 4-10 5- 1 9 2 4-6 3-11 3 T 8-9 6-8 6 27 3-2 3- 1 3 5- 1 4-10 9 3 3-11 3-6 3 7-9 6-3 7 28 3-1 3-0 3 4-10 4- 7 9 4 3-6 3-11 3 6-3 7-9 8 29 3-0 3-1 3 4- 7 4-10 9 5 3-9 3-9 3 7-1 7-1 8 30 2-0 2-6 21 2-6 3-10 10 6 3- 1 3-9 3 4-10 7-1 9 31 2-6 2-0 2* 3-10 2- 6 15 7 3-9 3-1 3 7-1 4-10 8 32 3-6 5-6 3i 5- 4 13- 1 5 8 3-8 3-8 2 10-2 10-2 8 33 5-6 3-6 3} 13- 1 5- 4 1 9 2-8 3-8 2 5-5 10-2 10 34 4-0 4-0 3 8- 1 8- 1 7 10 3-8 2-8 2 10-2 5-5 8 11 2-2 3-8 2 3-7' 10-2 10 12 3-8 2-2 2 10-2 3-7 8 13 3-0 3-0 2 6-10 6-10 9 14 2-9 2-9 3 3-10 3-10 10 19 2-6 2-9 2 i 2 3-10 4-7 10 20 2-9 2-6 a T 4-7 3-10 10 21 2-6 2-6 2 i 310 3-10 10 22 3-5 3-6 3 5-11 6-3 8 23 3-6 3-5 3 6-3 5-11 8 24 3-6 3-9 3 6-3 7-1 8 25 3-9 3-6 3 7-1 6-3 8 Plates are made j-, nf>lT or lN Maximum Distance C for given thickness of bar. i Rivet -*- + - SINGLE LACING t - ^ DOUBLE LACING t ^ THICK. t DISTANCE C DISTANCE C THICK. t i : 0- 10 1 - 3 1 4 fe 1 - O^r 1- 6f 5 16 .3. 8 1- 3 1 -lOi 3. 8 1 16 1- 5ir 2 - 2i 7 16 5 1-8 2-6 1 2 s. 16 1-104- 2 - 93- S_ 16 5 F 2-1 3 - li 5 f -| Rivet Rivet -W-J- I I __u. | Rivet ( x rj -pre: o -** ^j.....^, ^ r / (!) -H|0.,i* i Vly/ '" |e * \ ' V i * i k~ i*j 1 _L - < -*J c O J ( (j) i)] Distance to be added to C. C. length c. WIDTH OF BAR FINISHED LENGTH ORDERED LENGTH 6 WIDTH OF BAR DIAM. OF RIVET DIAM. OF RIVET 1 2 .T S 3 4 7 J i 5 a 4 7 8 li 11 93 6e tt 1! 11 21 O 3 ^8 21 1J 2 2| 2s 1 2i. a 2 2^ 21 31 21 2i 21 3^ ' ; 3iV Q- .- JB : 2J 2! i 3D s 2! All Dimensions in Inches 37 MENSURATION 'it 07 XI ir tan V a(sln Va) tj sin V as . ll ay irrc ah hs xi V* (sin Vi) flVIL ^-!\' I . cf C \ -K. / V" ~V xdlatn. x attf/. .F , o A/ r 2- x 2-(, h) 38 WOOD SCREWS, SPIKES AND NAILS. WOOD SCREWS WROUGHT SPIKES NUMBER TO A KEG OF 150 LBS. STANDARD STEEL WIRE NAILS STEEL WIRE SPIKES kj N co 2 LENGTH COMMON FINISHING NO. DIAM. LENGTH N INCHES -J-INCH NO. ^g INCH NO. -|- INCH NO. ^ INCH NO. f 2 INCH NO. DIAM. INCHES NO. PER POUND DIAM. INCHES NO. PER POUND LENGTH INCHES DIAM. INCHES NO. PER POUND O .056 3 2250 2d 1 .0524 1060 .0453 1558 3 .1620 41 1 .069 **~2 1890 1208 3d H .0588 640 .0508 913 3 1 .1819 30 2 .082 4 1650 1135 4(1 li .0720 380 .0508 761 4 .2043 23 3 .096 ^ 1464 1064 54 If .0764 275 .0571 500 4- .2294 17 4 .109 5 1380 930 742 Gd 2 .0808 210 .0641 350 5 .2576 13 5 .122 6 1292 868 570 7d 2* .0858 160 .0641 315 5 i .2893 11 6 .135 7 1161 662 482 445 306 Sd 2^ .0935 115 .0720 214 6 .2893 10 7 .149 8 635 455 384 256 9d 21- .0963 93 .0720 195 6 i .2249 12 8 .162 9 573 424 300 240 lOd 3 .1082 77 .0808 137 7 .2249 7 9 .175 10 391 270 222 12d 3k .1144 60 .0808 127 8 .3648 5 10 .188 11 249 203 16d 3 t .1285 48 .0907 90 9 .3648 4i 11 .201 12 236 180 20(1 4 .1620 31 .1019 62 12 .215 30d 41 .1819 22 13 .228 40d 5 .2043 17 14 .241 50(1 51 .2294 13 IS .255 GOd 6 .2576 11 16 .268 17 .281 18 .293 W .308 20 ,321 21 .334 22 .347 23 .361 24 .374 25 .387 26 .401 27 .414 28 .427 29 .440 30 .453 39 WROUGHT IRON TUBES ORDINARY GAS OR WATER PIPE HYDRAULIC TUBING. EXTRA DOUBLE EXTRA NOMINAL DIAM. OUTSIDE DIAM. THICKNESS INSIDE DIAM. INTERNAL AREA EXTERNAL AREA WEIGHT PER. FOOT THREADS PER. INCH THICKNESS INSIDE DIAM. THICKNESS INSIDE DIAM. 1 8 .40 .07 .27 .06 .13 .24 27 .10 .20 1 4 .54 .09 .36 .10 .23 .42 18 .12 -29 3 8 .67 .09 .49 .19 .36 .56 18 .13 .42 .22 .23 1 9 .84 .11 .62 .30 .55 .84 14 .15 .54 .29 .24 3 4 1.05 .11 .82 .53 .87 1.12 14 .16 .73 .31 .42 1 1.31 .13 1.05 .86 1.36 1.67 ni .18 .95 .36 .58 2 1 1.66 .14 1.38 1.49 2.15 2.24 ni .19 1.27 .38 .88 ii 1.90 .15 1.61 2.03 2.84 2.68 11 T .20 1.49 .40 108 2 2.37 .15 2.07 3.35 4.48 3.61 nf .22 1.93 .44 ' 149 * 2.87 .20 2.47 4.78 6.49 5.74 8 .28 2.31 .56 175 3 3.50 .22 3.07 7.38 9.62 7.54 8 .30 2.89 .60 2.28 *f 4.00 .23 3.55 9.89 12.57 9.00 8 .32 3.35 .64 2.71 4 4.50 .24 4.03 12.73 15.90 10.66 8 .34 3.81 .68 3.13 *i 5.00 .25 4.51 15.96 19.64 12.34 8 .35 4.25 .72 3.56 5 5.56 .26 5.05 19.99 24.30 14.50 8 .37 4.81 .75 4.06 6 6.63 .28 6.07 2888 3447 18.76 8 .44 5.75 .87 4.87 7 7.63 .30 7.02 3873 45.66 23.27 8 .50 6.62 .84 6.06 8 8.63 .32 7.98 50.03 5843 28.18 8 .56 7.50 .87 6.87 9 9.63 .34 8.94 62.73 73.72 3370 8 1O 10.75 .38 10.02 78.84 90.76 40.06 8 12 12.75 .38 12.00 113.09 49.00 8 13 14.00 .38 13.25 53.92 8 14 15.00 .38 14.25 5789 8 Note: Above 15 inches the outside diameters are the nominal size. All dimensions given in inches, all weights in pounds. 40 ORDINATES for 1 6 foot chords t i i i i r* ,^ciri7~ ~~T^^ 1 i i 1 2-0 1.2-0 ! 16^0" RADIUS IN INCHES ORDINATES FOR 16-o"TEMPLET RADIUS IN INCHES ORDINATES FOR 1 6-o'TEMPLET RADIUS IN INCHES ORDINATES FOR 16-VTEMPLET a l> c (I a b c d a b c d 200 lift 18 if 23 24^ 29O 7ft 12 15& 16^ 520 35 623 32 813 32 815 TS 02 11 181 22H 24 93 7 7 ' 32 12 f a 15 4 16 fe 3O 31 619 32 84 825 32 04 io| 18 ji 22^ 24 96 7 ' ' 8 12^ 15 f, 16 40 j 32" 61 83 32 81 O6 10f 18 75 22^ 234 300 7j3 HH 14H 15 550 3sT 633 '~32 8^ 08 101 174 22f 2 23,1 OS 6i nil 144 15 i 6O 321 32 655 F726 ' 32 8^ 210 101 17H 211 2332 10 6f 11+ 14 3% 1532 70 005. "32 6^- n 21 '32 B 5 035 12 101 17-3J 211 23 15 621 32" 114- 144 15 8O Oil. 32 6i 71 8 14 10ft 174 2 1H 221 20 67e- iil 1^ lo 32 144 9O o JL 16 5H 7~ 7 7 / 8 16 1035 171 214 22^ 25 6ie- 10 S- 131 14 i 6OO Sir 5 74 733 32- 18 104 I6il 2012- 22f 2 30 635- m 25 133 51 83 732 12* H C 25 15s2 16H 5OO 4^ 7 8i 9n 850 21 4s 53 32 54" 86 7j| 12 i 15 16il 10 412 61 8,1 91 6O 21 4^2 5^ 51 41 ORDINATES for 1 6 foot chocds s w 10 x^r v 1 i* ; .* ,* 8^8-Oj^2^o"i *^0']_ * io.'o" RADIUS IN INCHES ORDINATES FOR le'-C/TEMPLET RADIUS IN INCHES ORDINATES FOR 16-0 'TEMPLET RADIUS IN INCHES ORDINATES FOR 16<> TEMPLET a 6 c f7 a b c rf a b C tl S70 2 4 5 5f a J460 H 24 2g q 8 O 32 2900 15 Ifa 18 1& SO 2ft 3-S 4 51 9O It 2f fl 2H 33^3 5O a 1J3 1?8 1* 90 23V 3H 41 Bi 1520 li 2A 28 3^3 3000 11 18 13% li 18 .9OO 2* 31 4* 5i 50 Ifa o- 7 - oa 21! 231 32 31OO 8 li ,13. 133 li 1O 2 H 41 5 ra 80 U 2 fa 2H 21 32OO e 8 1A 1-5J 1 3 2 Ifa 20 2 3H- 41 5& I62O l3 Z 3 2 ^ 28 3300 IS. 32 14 1ft 18 30 2,% H 43^ 4 5O 111 23^. 2-1 21 3400 9 ia 153 H 1ft 40 2& 323 53 44 4^ 80 4 3 Ire 2ia 2 21 35OO 9 ie 1 H 1 ^ 1 18 95O 2 A 3# 4S 4^ 1710 Ifa 2^3 2g 211 ra 3600 17 33 ai 33 i- 2 la IA GO 21 31 4i 4S 4O 1A 2 23 0.31 ^33 37OO 17 33 15 18 1 3- lia H 70 24- 31 42- 4i 70 14 lit 25 O 12 <3 33 380O 17 33 as 33 1A IA 80 2 fa 3& 4fc 4H 1800 li 15S i-33 213 33 2A 39OO 17 33 29 33 li Hk 9O 232 3* 41 41 3O 1* 1 3- J- 8 9 " ^33 2^ 4OOO J 7 8 U^ lA WOO SBM 015. J 3 3 4S 44 60 IA 1 27 1^2 9-5- ^18^ 9 IB. ^33 41OO 1 2 27 B li 14 20 2 Q 13 Oa-r 44 4^ 90 i i 1 ia li 9- ^33 2i 4200 8 13 18 li 1A 4O m o O 3a 4f a 4^ 192O IB HI 2^- 213 32 4300 8 ia ia i IA 60 ..39 IBS o O 3a 4A 4i 50 1,4 1^5 I 33 2i 2i 4400 15 33 13. 18 8 Ifa 8O 1 38 J-32 833 43^2 4i^ 2OOO 1 1 2i I 3 a 2 3 A 3 2ft 4600 7 18 ?5. 32 a 18 1 110O 1.22 J.33 3 A 33 3!i 4 5O 1 1H 2i 2i 4800 7 18 23 33 B 3^3 20 1 ^ IS 3. O 3 2 31 4i 210O 31 32 111, 9i 'Sie 27 32 5OOO u 33 23 33 7 8 U 10 49 & 3 33 313 ie 4^ 50 3t 33 18 2sS 21. 520O 13 33 21 33 27 33 B 60 if o^L <3 32 STS 3^ 2200 i? ia 1 ie 18 2 2! 5400 3. 8 31 33 H T_ 80 1 1 32 23 3a3 31 50 29 37 1,% 1 !* 1 16 2^ 56OO 3 8 21 33. U 18 37 99 12OO 1 -U- 1- ia 21 032 o2Z O 32 23OO 29 53 li m 2i 5800 i 8 19 33 i 4 13 18 20 1-22 J.33 9 *3 32 8i o 3 O 32 50 7 li 18 1 31 133 6OOO 11 33 19 33 a 4 25 33 40 14 2H 3i 23 O 33 24OO 37 33 li iPa Ii5 6150 ft a. 18 11 33 3 6O in 2f 3?a 21 O 33 5O 13 ia 1 J3 1 32 11 li 6350 5 18 9 18 li 18 1 8O 1A 9 <3 33 31 3$ 250O II ia If * 23 1"33 1 27 1 33 6500 8 ia 17 33 21 33 B 130O 11 221 33- 3ft 3fi 50 25 a li li 1 - 1 18 7000 A 33 3 8 8 21 33 20 li 2^ 3-1 3 26OO 3D 1 " 155 I* 11! 7500 9 33 IB 33 19 33 E a 40 i a 2,% i Ol8 3ia 33 50 3 4 1 -2- i ia 14 If 8OOO 1 4 7 18 B 9 18 60 18 2 % 3& 3| 27OO * IA 18 1ft 85OO 1 4 8 i _9_ 18 80 Ifa 21 31 83% 50 5. 4 U 1 -2- 1 ia I* 90OO 7 3-3 3. a 18 33 T 140O U 2 33 O 3 33 3 f 8 2800 23 a 1 fa ifi 18 10000 7 33 11 fl 7 ia 18 a 30 Isra 213 53 84 37 32 50 23 IA li il 42 Table of Bevels ^^iCTr H a 8 O -8 -12 "8 *-ilco olg n* Hg l^< og e s|g eo]oo S|g r-fi SlS -< 1S E 93 io]oo sg dS S|3 raw S!S 212 n IH.I :: ,.'; v In > U) Z i THCDOiO OlOOlO O^CD 1 ^ 1 COCOOOCM t-fHCCTH CDO^O ^COCOO coco^^ 101000 THTHTHcq cqcoco'^ 1 ^10100 o r - HI Z s OO^CDlO OlOOlO OlOOCO THCD-rHCO T-iCOTHCD THt-T-iCD THCDTHCC ^10100 ^-I'-ICMCM coco\t 1 ^ 10000 ^-iTHCMcq coco^J < \t < lomoc ) TH CC 5 TH ,. ) TH (6 CM CM ** 13 Z < c Q 8983999999999944 g;?^^^ g^^? 3 CM cq cq ; > u Z ^ CMOO-^O lOOCDCM OOcOCDiO OlOr-iCD CMt-COCD TfOlOO COTHCDT- ioioO TH ^-'cqcqco co^f^io oO TH '-i cqcqcoco 'Jioioo O T - |T - | C I H t- C- 3 Cq V i oo co ) CO ^ cb z < 6 UJ Q COCOt>l>- t-t-t-t- t-l>I>t- 00000000 00000000 OOCOCOCO COCOCDC cocococo cocococo cocococo cocococo cocococo cocococo cocococ CD O D CO C" ) CD CD ) CO CO ; > 111 Z 5 CMOO^O tr-COOO-^ Ot-COCD lOOt-CO CDiOTHCD CMOOlOO CDCMl^-^ ^^lOO O'- | '- | CM COCO^^ lOOOTH T-ICMCOCO ^t*'^t l lOO O rH ' rH C V O if q co c< ) O CD o z < 6 UJ Q COCOCOC ^^J*^^ 1 ^^^^ ^lOiOiO lOiOiOlO lOiOiOCD CDCQCDC! cocococo cocococo cocococo cocococo cocococo cocococo cocococ 3 CD CC 3 CO F > CD CD ) CO CO >' tu Z 5 lOCMCDiO CMCDCDCM CDloCMOO 10^00^ Ot-^O CDCMOOlO THOO^C THcqcqco ^'^loO O^CMCM co^^io OOTHCM CMCOCO^J* loioo^ 3 t- C H TH c 3 CD lO ] CM CO C3 < HI Q cocococo cocococo cocococo cocococo cocococo cocococo cococoo D co a } CO CO ; > HI Z ^ ^THCOiO CMOt- 1 ^ 1 OCOlOCM OOCDCOO t-^T-lOO lOCMOOlO CMOOlOC CO^^iO O'-i'-'CM COCO^lO lOO'-'CM CMCO'^'Sl 1 lOOOT" 1 CMCMCO''; q co if f ^ If 3 cq co 5 Z < U a CDCOCDCD t^t>t-t~ t- e- t> t- t~cooooo oooooooo oocococo cocococ CMCMCMCM cqcqcqcq cqcqcqcq cqcqcqcq cqcqcqcq cqcqcqcq cqcqcqc CD O q CM c 3 O O ] CO CO | >" Ul Z ^ t>iOCOO OOlOCOO OOCOCOO OOCOCOO OOlOCOO OOlOCMCO t-^THO corfioo O'-'cqco co^ioo Oi-icqco co^ioo O T ~ | cqcq co^ioir 3 lO C< D T. 3 t- H cq cq z < UJ CMCMCqcO COCOCOCO COCOCOC 1 '^'^J ( Tl < ^ 1 ^^^lO lOlOlOlO IOIOIO" cMcq.cqcq CMCMCMCM cqcqcqcq cqcqcqcq cqcqcqcq cqcqcqcq cqcqcqc D CD a q CM c ) CD CO 3 CM CM i > LJ Z ^ CDiOCOO COt- lOCO OOOCOyJl CMOOOCD ^THCOt- IOCMOOO lO^CMC CMCO^IO lOO'-'CM coco^io o H '-' CQ co^-^io o^cqcq co^iioit t- If 3 O '- 3 CM O CM CO Ml: (3 Z c 3 cq CM < D q cq c 5 CM CM ; . > U Z 1: COTHCOOO coiocoTH cooocDM 1 CMTHOCO co^tcqo cot-ioco THOCOCI O'-i'-icq co^ioo O'-'cqco T^IOOO '-CMCO^J' ^fioo 1 - 1 CMCOCOT 3 T}< C f io c q o oo ) TH TH o z G rjlTjl.^jl^l ^ ^ ^ 10 lOiOIOlO lOlOCOCD CDCOCOCO CDCOt~t~ t~t-t~t - t- a 3 00 CO LJ ; > LJ Z a oot-io^ cqcqoco oocDio-^ CMOCOOO COIOCOCM oococo lOrjtcqc CM co ^^ 10 co * ' cq cq co ^jj' 10 co T ' cq cq co ^f 10 co T ' CM co co ^' 10 co ^~^ c 3 CO t q CM c- - IO rj< 3 ^ LO (3 Z G UJ CQCOCDCi OOOO OOO-rH THTHT-JTH THTHCMCM CMCqcqcq CMCOCOO CO D CO CO 1 > u Z i 10 IO^CM OTHCOOO t-co^o ^ CMTHOCD cocoio^ COCMOCD oo t 10 ^ ^lOO 1 " CMCOCOO lOO'^CM CO^iOiO O''CMCO ^lOOO T "'CqcO^ 1< CO C f 10 C q TH o 3 -" CM (3 Z < G UJ Q ^^.lOlO lOiOIOlO lOCDCOCO CDCDCDCO t-t-t-t- t-t-0000 0000000 D 00 C CO CO > LLl z' s CDOOt> COlOTJ 1 1 1 1 1 1 1 1 1 1 1 1 1 * 3T oooooooooo 1 1 1 1 1 1 1 1 1 1 OOiOmOOOiOOO 1-* 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 * * oooooooooo 1 Ill 1 OlOOlQlOOlOOlO IO 1 1 1 1 1 1 1 1 1 1 I H i^l^O oooooooooo 1 1 1 1 1 1 1 1 1 1 OioOOOOOOO O i 1 ^H 1 1 1 1 1 1 1 1 1 1 1 H. THICKNESS IN INCHES fi"3 53 >H H 1 I 1 1 1 III 1 1 1 1 1 1 1 1 1 1 1 1 5? * oooooooooo 1 1 1 1 1 1 1 1 1 1 t~tr-OOOOt>CDCDCDCDCD i-H i-l <-t 1 1 1 1 1 1 1 Ill ^ OCDiOCOOOOt>CDLOLOCOcq(MOO , 55? i-l T-H i-{ T ~ l ^-l 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 X tt 9B oooooooooo 1 1 1 1 1 1 1 1 1 1 t-COOOCOCOOOCOOOOOCO 1 1 <-\ ,1. cs|* OOOOOOOOOO 1 1 1 1 1 1 1 1 1 1 OiomOOOOOOO t^ooooc&aic&ojaiooco 1 1 1 1 1 1 1 C5 'S X. 5* oooooooooo 1 1 1 I 1 1 1 1 1 1 r-ooooa>a>a>a>coooo 1 1 1 1 1 1 1 1 1 1 1 1 1 4, -8 ooooooooo o 1 1 1 1 1 1 1 1 1 1 OiOOOOOOOO O t-t>OOOO03CDCOOO 00 1 1 1 1 1 1 1 1 1 1 1 rjj oioiocciioOiooasCDco 4 : s oooooooooo OiOOOOOOOOO t~-t-COOOO3OiOOt-t~ 1-1 1-t oo ^o^ooocoooooocq 1 1 1 1 1 1 1 1 1 1 1 "^ COCOCO CY ^COCv]O]'-l T-I i-H 4, o o o o o o o o o o o o o o IO tO IO IO O ^ ^ T-H 1 1 1 1 1 1 1 1 1 1 COOJCDiOCQOOt-COCOCQ HS - o o o o o 10 m 10 10 m i-l i-H i-( 1 1 1 1 . 1 1 1 1 cq cqcoc^o]i-Hi-ii-i X M< WIDTH IN INCHES 82!$88333 S88g^5l$||||5g?| WIDTH IN INCHES U. M. PLATES SHEARED PLATES 47 DECIMAL PARTS. DECIMAL PARTS OF A FOOT DECIMAL PARTS OF AN INCH 1 2 3 4 O 6 7 8 9 10 11 .0 .0833 .1667 .2500 .3333 .4167 .5000 .5833 .6667 .7500 .8333 .9167 i 33 .0026 .0859 .1693 .2526 .3359 .4193 .5026 .5859 .6693 .7526 .8359 .9193 1 32 .0313 1 10 .0052 .0885 .1719 .2552 .3385 .4219 .5052 .5885 .6719 .7552 .8385 .9219 1 10 .0625 3 32 .0078 .0911 .1745 .2578 .3411 .4245 .5078 .5911 .6745 .7578 .8411 .9245 3 32 .0938 i s .0104 .0938 .1771 .2604 .3438 .4271 .5104 .5938 .6771 .7604 .8438 .9271 1 8 .125 32 .0130 .0964 .1797 .2630 .3464 .4297 .5130 .5964 .6797 .7630 .8464 .9297 5 32 .1563 3 Id .0156 .0990 .1823 .2656 .3490 .4323 .5156 .5990 .6823 .7656 .8490 .9323 3 10 .1875 7 32 .0182 .1016 .1849 .2682 .3516 .4349 .5182 .6016 .6849 .7682 .8516 .9349 7 32 .2188 1 J .0208 .1042 .1875 .2708 .3542 .4375 .5208 .6042 .6875 .7708 .8542 .9375 1 4 .25 O 32 .0234 .1068 .1901 .2734 .3568 .4401 .5234 .6068 .6901 .7734 .8568 .9401 O 32 .2813 5 10 .0260 .1094 .1927 .2760 .3594 .4427 .5260 .6094 .6927 .7760 .8594 .9427 10 .3125 11 32 .0286 .1120 .1953 .2786 .3620 .4453 .5286 .6120 .6953 .7786 .8620 .9453 11 32 .3438 3 8 .0313 .1146 .1979 .2813 .3646 .4479 .5313 .6146 .6979 .7813 .8646 .9479 3 8 .375 13 32 .0339 .1172 .2005 .2839 .3672 .4505 .5339 .6172 .7005 .7839 .8672 .9505 13 32 .4063 7 10 .0365 .1198 .2031 .2865 .3698 .4531 .5365 .6198 .7031 .7865 .8698 .9531 7 10 .4375 15 32 .0391 .1224 .2057 .2891 .3724 .4557 .5391 .6224 .7057 .7891 .8724 .9557 IS 32 .4688 1 ~2~ .0417 .1250 .2083 .2917 .3750 .4583 .5417 .6250 .7083 .7917 .8750 .9583 1 2 .5 17 32 .0443 .1276 .2109 .2943 .3776 .4609 .5443 .6276 .7109 .7943 .8776 .9609 17 32 .5313 O la .0469 .1302 .2135 .2969 .3802 .4635 .5469 .6302 .7135 .7969 .8802 .9635 O 10 .5625 19 32 .0495 .1328 .2161 .2995 .3828 .4661 .5495 .6328 .7161 .7995 .8828 .9661 19 32 .5938 5 8 .0521 .1354 .2188 .3021 .3854 .4688 .5521 .6354 .7188 .8021 .8854 .9688 5 8 .625 21 32 .0547 .1380 .2214 .3047 .3880 .4714 .5547 .6380 .7214 .8047 .8880 .9714 21 32 .6563 11 1O .0573 .1406 .2240 .3073 .3906 .4740 .5573 .6406 .7240 .8073 .8906 .9740 11 10 .6875 23 32 .0599 .1432 .2266 .3099 .3932 .4766 .5599 .6432 .7266 .8099 .8932 .9766 23 32 .7188 3 1 .0625 .1458 .2292 .3125 .3958 .4792 .5625 .6458 .7292 .8125 .8958 .9792 3 4 .75 23 32 .0651 .1484 .2318 .3151 .3984 .4818 .5651 .6484 .7318 .8151 .8984 .9818 25 32 .7813 13 10 .0677 .1510 .2344 .3177 .4010 .4844 .5677 .6510 .7344 .8177 .9010 .9844 13 10 .8125 27 32 .0703 .1536 2370 .3203 .4036 .4870 .5703 .6536 .7370 .8203 .9036 .9870 27 32 .8438 7 8 .0729 .1563 .2396 .3229 .4063 .4896 .5729 .6563 .7396 .8229 .9063 .9896 T_ X .875 2O 32 .0755 .1589 .2422 .3255 .4089 .4922 .5755 .6589 .7422 .8255 .9089 .9922 20 32 .9063 IS 16 .0781 .1615 .2448 .3281 .4115 .4948 .5781 .6615 .7448 .8281 .9115 .9948 IS 10 .9375 31 32 .0807 .1641 .2474 .3307 .4141 .4974 .5807 .6641 .7474 .8307 .9141 .9974 31 32 .9688 48 TITL1 E FOR BRIDGE-WORK. 1 i * ' i \ ' < > V i . % ' * 5 ^ ^'! ^ CH * Oj ^^ <0 6 ^j J J ,: 1 C^ S> O**^, 0) Q) Cj ^* DC K \ Si 5 Z III * ^ ^ fc. \o B/g /fiy/7, Evansv/y/e, JJr/z^ '. ar?J T fty. M/DDLED/V. '/& Tr&ck, Through /7S-o"c.c.E/? CHORDS WD END POSTS. Sco/e, #'-/#: AMERICAN BRIDC EDGEMOOR PLANT. A. B. Co. Contp. No..-^^- In Charge ( Madeby-i-/-^ &a.te-J?/2.! Checked t>y.j^.--/f.: Date_^/^-Z ORDER No../^25^ 2/ SHEE' ^ M x^ 'ON r\ ^i K " .^ J ^s v^ c/\ iQ . ^ .5 ^ rvs ^^ ^^ ^ Cv ^ ^ ^ vNA K 1 'x ^ j^J^^ ^^^\ 5 'I ^Q ^ ^ ^ ^ . - \ 49 * y ^ fsnj -oofa^g/ 50 TITLE FOR BUILDING-WORK. < l Q * S O O u o o m ANT MOOR o o -1 u u Q I ' c u (4 Made h U CO by. ed Ch ORDER 51 COLUMN SCHEDULE. 1 ftoaf 1 2 3 4- 5 //sj Vj ^5 //ej Q yj 3T5 1 ^F/oor k s ^ $ \^ ^ P ^ i XlJ Q < 1 i /6f/oor 'ij <\] /S^tfoor 1 & a 1 ^Z O*^/ ^j ^ ^tx 83J ^ * ^U ^ 1. 05 \) 5 "4 ^ ^ K T 1 /4^'ffoor n ^\ ^ g j ^ J -^ ^ A/OTE: F/qures in ^ f denote, sneef number*?: 52 LAY-OUT FOR BUILDING-WORK. j*. "T ^ // S i 8/ ^ vs f ^ K ^ J*1 N *^ ^ ^ gj ^^ ^s 1 T+se < ^ i> ^ '^ > ^ 5 89 t; x 1 * I $ &-& 5) *r -T r*ff^oz> i i -J " i ^r r I & .07-T n rf ^---r. .-f ^ 5 \ * v x * \ u 5; % <\i ni .k s f isi ^"r-^r7-^J * { 9 /s * " ?^ < ?/ i L J* e SI U r "* Cl V1L mm ER1NG * K *- *' .9 53 A.B.CO. Bacr. C*pL Tom a. ORDER NO. ...Lf. 232. .. AMERICAN BRIDGE COMPANY. SHTNO 3. BRANCH. //r ' /* 3/Oz ?.~9 4~5x 3-7 '&' I 6^4". I /0-4J Cop* ^f*_ -- 1 A. 0-- *< h^ m >%' t . K //-If', M" 1& ft' /<*-// "c.c.ho/*s. MARK _j?J "'^-f^- ^FlooTQzoms. ~.^ MOLM m.awm. ' "- ~ c CHccKio.r.r/. J&KfJiSJL ,CH.,o, 54 .V 8. Co. Engr. Dj>t. Form 19. ORDER NO.. I60X AMERICAN BRIDGE COMPANY. SHEET NO. BRANCH. ...tf-.uA'L ,3. 4-2*' 5-11' ....HZ. ,$."se flack. /**:*: & r. L j V |_ e [ 1. 41 t- 1 NK \- X 8^ ij (1 : ^| W! s (5> j*^ ^\ ' "*! " * M*l fc | MK | - j h S s t S; T" i I A- H ,- 1 : n M i! S R m | IU* I 1 rs i! j j 1 1 I i I II 1 1 1 1 1 ! i i i | 1 ! jt 5 ^ ? 5 T i Sh 4 _^ /4C^ -.- 1- 1 ^s i] H r i- - Wp* ' 4. S. IK ll 7" | ^ T sn i _, C^ ii , s 5^ . , j i i| ft * n <\ * h iHt- K i- Us ^IS 1 i* "^C^ , J| | ^ ' A H Ii ' JL l! I |-i j| i| i:' 9*1 ^ 4 ^ r 1 ^ i -*- !!, * ?' ^ !i 1 *\(x I J !i ' j ( | 1 T 1 ! ! kv. 1JJJJ _l_ j fnarkzd.oj-h fe / 7rj/ Ffoor V * fol/J. AfW Yc \ l>, i trw/je MADE mi**"*/ 1 ** ^/~8 100 t** CHCCKCO *t.6i:.f\: */*$-\9Q /.. >^VC. i. CHARGE or A'TftftOOS, M S CUSTOM / 57 CORRUGATED STEEL. Clinch rivets Cloning rivet. Gable finish for steel end. Planning turned Into joint* of ! pi . I, and ~ stepped about every *'.." Purlin. Augle spacer. Roof steel. \ Clinch rlvet.x. Jtoof steel turned up behind vent end steel. Finish of vent ends. FbftUh ancle Gable finish with parapet wall. 84" Set. 84" Net. Side lap for roof Cor. steel. nd Wall. Gable finish with brick wall. Slope about l" i n 10 'to 15.' Corrugated steel for roofing U rnllrd from .. sheet 30 ' wide In the flat, -_'7 ' . " j.lc when rolled one edge up and one down. Laid with 1% " eorriiirallons Up will cover 21" of roof. When ordering mate distinct!) that the sheeting Is for roofing; la to be 27>$//wlde alter corrugating;; corrugations to be Vr butter. ~ For gear device, ~~-',V "''utters to swing -'*^* on plvotdln end ,'*^ Lever. Steel spring to opposite olde. Tlil or similar lever apparatus may be used on better class of structure*; It Is ulso u-ril for sash. It may be oper- ated from any point as sped* lied. 14 ' riii-hiiii; turned ^-^, over uncle. IMpe. S Roof Steel. Clinch Klvet' Ordinary length of butter, ---o. Section through 1 hi t or crimped Steel shutter. Section through Corrugated Steel shutter. Flat or crimped steel > gauge A of same kind of material as roof unless noted. Ventilators with Hat or crimped steel hutters, should have Intermediate portions v cuds co> ercd with corrugated steel. 1 -> standard corner cap. Vents with Cor. steel shutter, to be covered with regular Cor. steel same as rest of building. Roof Steel. Flusl'lug uiilcnK otherwluc spccllled i- usually one gauge thinner than roof covering .V of same kind of material. I -i angle uprights at splice joints of louvres. x K" brackets splice joints. Gauge ii I'm i- tui unless specllled. 'xK" Strap at joints'. -^ >- Louvres of this kind arc made of ; I steel. Maximum length 4-1 End lap V' to X." Order steel for louvres 11" wide. If" holes In upright*, for X"oval Bcrew head 15"Louvre Flashing, bolts fc" long. Roof Steel BERLIN LOUVRES. Maximum length of louvres ?-O,"no lap. Order steel 11" wide, ^j" holes for 5s"ovul screw head bolts 1 " .long. 1{ruc . kcU nt J 18" Fin shin Roof Steel. SHIFFLER LOUVRES. 60 ORDINARY WINDOW SASH Dimensions in feet and inches . fc" x SIZE OF GLA3S WIDTH W HEIGHT H STYLE STYLE HEIGHT H WIDTH IK SIZE OF GLASS L_ j *4-5| jr 8-8* *4-5f K n r < *i e: Sizes marked thus* have 1Y sash. 61 CONTINUOUS FRAflES AND SASH IN MONITOR. (.'. i in ;.r y number and size of lights. Usual sizes of lights 1O x 13, 13 x 13, 10"x 14," and 13"x 14',' No. 3 American glass, single strength. For lights larger than 12."x 14"use double strength. i ELEVATION SECTION -X round r K+-or *)y -**-- -Glass XK Glass >j|* Glass- , Bluutins and 4^-'-- PLAN Design shown is for fixed sash for monitor; for swing monitor sksh, cut stops off as shown by dotted lines and omit head stop on inside. Make frames and sash of White Pine, excepting spiking and hloQking pieces, which are to be of Sprnce, Hemlock or Norway Pine, planed on all exposed sides. .For swing sash order two trunnions for each sash, and call for lever operating device. 62 CONTINUOUS SASH J ,Cor. (steel <- Purlin Tinner's Nails '1 _~i V i i 1 !. X 91 . (* * J *! 1 o L ' * . ~~ 1 * i 'li fc : ! ^ ! ;i' 1- i II 2 " *2 f 1! . J S'ii 1 3 ' i' Muntin Top Bail Muutin Dimensions of sash c and size of lights . 1 determined b > number 1 Usual si 2 and 12"x 14' Jj For ligh strength. r~ ~~i zes of lights, No. 2 Aineri ts larger thai II LO'x 13, 12 x can glass, siu i 13"x 14"use 12, 10x14 ?le strength, double / Screw; 12 I headed, ' H ( washer. V 1 lue, round long, with bottom Bail ? is 5 -;. J - : | -\ 1 1 liioiiui | Cor. Steel 1 XBo ELEVATIOX i II h=4^ i i // }-)*+ or //i t---Jf--- Glass f * Glass > ii /, i ,;i H m '2^i ] 1*--- Glass >Ji* Glass -*V-*n*->! r I .. i 3-oc. to c. SECTION I*-- ~'-W- Glass, Muntins, and 4M-"-- PLAN Design shown is for Continuous Fixed Sash in Cor. Steel sides. Make sasli and sill of white Pine, planed on all exposed sides. 63 CONTINUOUS SLIDING SASH. Lag Screws J4 x Spaced 2'to 3'Ctrs Dimension of sash, determined by number and size of light*. Muntiiis jr Usual size of lights lo'x l,"l"x 13l lO"x I 1 in I 13"x 14',' No, 2 American glass, single strength. For lights larger than 12 x 14 use double strength glass. ..' Bottom Rjiil Q..jJ? Purlin Cor. Steel ELEVATION Di'x i/'Stop Roller -Glass < l Glass *>!<*- Glass W- Glass, M M ii i i n- and 4K" ~ PLAN SECTION Design shown is for sliding sash in corrugated steel sides. Make frames and sash of white pine, excepting spiking and blocking pieces, which arc to be of spruce, hemlock or Norway pine, planed on all exposed sides. The stop used for roller track, is to be hardwood- Call, for operating device, as desired. 64 COUNTERBALANCED WINDOWS L Flashing Purlin Top Hail Muntiiis_ Meeting Hail Dimension of sash determined by number and size of lights. C I Muntins Jl Usual sizes of lights lo'x 12','l2"x 12," 10 x 14* and is'x 14'/No. 2 American glass, single strength. For lights larger than 12 x 14 use double strength glass. Bottom Rail Purlin Purlin Cor. Steel Trim sheet under' window in field ELEVATIOX SECTION 1 1 11 / * "^"T 1 .---_,_--& -j<-_. J jrz-Jr; f _--.; >|_-- :-(!-/-- -T--S J*TMlXtop j| x% parting strip /4_ <|*k^* Glass- *)!<- Glass- -->jj* Glass- -1<- |2^' 21 1 J4 round j*. ---\V- -Glass,-Muntins-and-4M-- +1 4'- o"Max. PLAN Design shown is for a \vindow frame with counterbalanced sash in corrugated steel sides. Make frame and sash of white Pine, except spiking and blocking pieces, which are of Spruce, Hemlock or Norway Pine planed on all exposed sides. This design for sash having both dimensions not greater than 4'- o" Top Il;til Muiitin Meeting Uail Dimension ul's.i-li determined by number and size of lights .nautili Usual sizes of lights, 1O x 12, 12 x 18, 10 'x i I. .UK! 12'* 14','No.2 American glass, single strength t> For lights larger than 12 x 14 use double strength glass. Bottom Rail Trim Sheet under window in field Purliu ELEVATION Drip'/ [W / x8sill -X round SJ *4 x lX"Lagscrews SECTIOX J --' f .; i - ^ IK' x IK" K'X fc' parting strip/"!- _ U 1 u u 1 84 12* II v !!/' i2^ i M | Glass 4p--Glass 4p Glass 4 H<4 j 1 ! ! T k W. Glass, Mtintiiis and-4K-- ^ PLAN L-K round This design for sash having one dimension not less than 4' - 1." Design shown is for a window frame with counterbalanced sash in corrugated steel sides. Make frame and sash of white Pine, except spiking and blocking pieces, which are of Spruce, Hemlock or Norway Pine, planed on all exposed sides. 66 DOUBLE HUNG, WEIGHTED WINDOWS. JCnr. Stool hing r H1I 1,.: Luj'U' hi i_ Purlin d .i ? _ L I!i_ J f H x l-?4'jLagscrew 1 Top Kail n Muntin Meeting Rail i I II Dimension of sash determined by number and size of lights. II 1 , "7. Usual sizes of lights, 10"x 12," 13" x 12',' lO"x 14',' and 12"x 14',' No. 3 American glass, single Strength . For lights larger than 13"x 14" use double strength glass. Bottom Rail 1 : | f eg Purlin ? 5\ . i Cor. Steel ELEVATION. Trim sheet under' Vk x % parting strip i ;T~T- dr- 'x 1^'Lag- screw 'x s'block Mortised Pulley 1-J4 round SECTION. n ^"M r n n d "L/M ' V*- 4-%*---i-7, Glass -fi*- Glass *!<* Glass Jp'T 4 *8 ^i !<- W = Glass, Muntins, and ^-lUfafur 1 ) PLAN. This design for sash having both dimensions not greater than 4-O'.' Design shown is for a window frame with double hung weighted sash in cor. steel siding. Make sill and casings of white pine; jambs and parting strips of hard pine; spiking pieces and blocks of Spruce, Hemlock or Norway Pine, planed on all exposed sides. 67 DOUBLE HUNG, WEIGHTED WINDOWS. o Top Kail Muntin leetiiig Rail Dimension of sash determined by number and size of lights. Usual sizes of lights, 10"x 12," 18" x 12^' lO"x 14',' and 12 'x 14',' No. 2 American glass, single Strength. For lights larger than 12"x 14" use double strength glass. 1 J .1 1 .. :M Kail L i k Cor. Steel ELEVATION. AY* x -^'parting strip -%x Tl^x3" j"^" 2x3 block 77"; '"} ^t I J \ 4 \ai A ' ' *^l "^ T1 i - Mortised L 1 Pulley j i i *"'~"~nff H i s- "S 1 " ' S! S \ T 1 a. \ J a T "S - i S :? * j_ . - ^*<_ v, B 1 _o 3 *" ~* w r ' 3 i i V * ' ' ~ i vi -S;-~lJJ i -"f*'*? *- > Li.. ..A- Drip 1-'J4 round x 8 sill SECTION. i- J4 round Vn*^rU^* ***- Glass >^ - -Glass- --*w-- -Glass- -J..-J &" ' ! 2J4' ,, , ,/ 2J| ] -\V- Glass, Muutins, and 4J^-4-l Min;"^ PLAN. This design for sash having one dimension not less than 4-l'.' Design shown is for o, window frame with double hung weighted sash in cor. steel siding. Make sill and casings of white pine; jambs and parting strips of hard pine; apiking pieces and blocks of Spruce, Hemlock or Norway Pine, planed on all exposed sides. 68 STANDARD DOOR 4 Hutched and / beaded white pine sheathing screwed to frame wltl Siu. ;yoors to be utade of white pine If* doors arc to be covered with tin or sheet metal they are to be made of two or more thk-knessus of % matched white pine sheuthiug not OVCK 4 wide, laid diagonally and put together with wrought ualls well clinched.. Design for door up to 3-O"x "i'-O" Design for doors over 3-O x. 7-0 and up to 6-o"wide 69 OWL ENGINEERING U. of C. 1SSOCI4TION CORRUGATED SHEETING FOR BUILDINGS AND ROOFS. Two kinds of corrugated sheeting are used in cover- ing buildings the flat, which is to be painted, and the galvanized. In the United States sheets both flat and corrugated are made by the mills to fulfil the standards, fixing the gage, thickness and weight per square foot, approved by act of Congress, March 3, 1893. They are as follows : WEIGHT PER SQUARE FOOT. GAUGE No. THICKNESS IN INCHES. FLAT SHEETS. CORRUGATED SHEETS. Black. Galvanized. Black, Pain ted Galvanized. 16 .0625 2.50 2.66 2.75 2.91 18 .0500 2.00 2.16 2.20 2.36 20 .0375 1.50 1.66 1.65 1.82 22 .0313 1.25 1.41 1.38 1.54 24 .0250 1.00 1.16 1.11 1.27 26 .0188 0.75 .91 0.84 0.99 28 .0156 0.63 ,79 0.69 0.86 1 The weights of corrugated in the above table are for the standard corrugations, 2J inches wide approxi- mately, and 5 of an inch deep. The standard slope for roofs covered with corrugated sheeting is six inches to the foot. The sheeting should not be used on roofs having a slope of less than four inches to the foot, unless special provision be made to make laps tight. The sheeting is placed directly on 70 Roofing. CORRUGATED SHEETING FOR BUILDINGS AND ROOFS. purlins spaced proper distances apart, or may be laid directly on wood sheathing, which covers the entire surface of the roof. When the corrugated sheeting rests on purlins, the gages commonly used are No. 20 and 22. siding. Corrugated sheeting for siding of buildings is attached the same as roofing, directly to the purlins or nailed to wood sheathing. If purlins are used, the gages com- monly specified are Nos. 22 and 24. One gage lighter being used for the siding than is used for the roofing for the same building. Whenever possible, particularly for roofing, sheets should be arranged to span at least two purlin spaces. Fastening for Corrugated Sheeting. Various methods of fastening the corrugated sheet- ing to purlins on the sides and roofs of buildings are shown on the accompanying standard illustrations, pages No. 58 and 59, and in a general way is shown the dif- ferent conditions under which the different methods of fastening should be employed. straps Straps made of band steel 5 inch wide are used to fasten the sheeting to purlins made of all the rolled shapes, but usually are to be applied for fastening the sheeting on roofs where channel, I Beam or Z-bar pur- lins are used. These straps pass around the purlins, and are riveted at both ends to the sheets, or they may be fastened by bolts specially made for such purpose. Two of these straps should be used for each sheet on each purlin, or practically 12 inches apart. clinch Rivets. Clinch rivets are commonly used for attaching corru- gated sheeting to angle iron purlins. These rivets are made of wire with a special head which fits the top of the 71 CORRUGATED SHEETING FOR BUILDINGS AND ROOFS. corrugation and, as indicated on pages Nos. 58, are put through the sheets close to the upper face of the angle purlin and clinched around its lower edge. The same fastening is used for siding where angle purlins or girts are employed. Three or four of these clinch rivets should be used for each sheet on each purlin or girt, spacing them practically 6 inches apart for roofing and 8 inches for siding. Clips and bolts are used for fastening corrugated ciips and Bolts, sheeting to channel, I Beam or Z-bar purlins, where straps or clinch rivets cannot be conveniently employed, or when steel sheeting is lined with an asbestos anti-con- densation lining. The clips are made of flat steel, li inches wide, about 2i inches long, and are slightly crimped at one end to go over the flange of the purlin. One bolt is used on each clip, and this bolt is made of the same diameter of wire, and has the same head made to fit the top of the corrugations as the clinch rivets. These clips and bolts are spaced 6 inches and 8 inches apart, the same as the clinch rivets. Edges of sheets where side laps are made are usually riveted every 12 inches. All fastenings should be securely applied, and the sheeting brought to snug bearing on purlins and at all joints. In all cases the bolts or rivets fastening the sheeting to the purlins or girts should go through the tops of the corrugations. Flashing, Ridging, Capping and Cornices. Flashing, ridging, capping and cornices should always be used to cover up the joints in sheeting, and make the structure weatherproof. Flashing, when used 72 CORRUGATED SHEETING FOR BUILDINGS AND ROOFS. where the slope in the sheeting changes direction, should be of sufficient dimension and so arranged that at least three inches vertical height is obtained between the edge of the flashing and the end of the corrugated sheeting. Vertical seams of all flashing should be closely riveted, and the horizontal edges of the flashing should be securely riveted to the corrugated roof or side sheeting. Ridging Ridging should be placed covering the apex of all roofs, and where buildings are of ordinary size standard ridge roll should be used. comer capping. Corner capping is either bent, plain edge flat steel, or bent flat steel, with the edges terminating in a small scroll to keep the capping well in line, or corrugated sheeting may be turned around the corners neatly, thus closing up the opening where the two vertical surfaces join, cornices Cornices along the eaves and the gable ends of build- ings may be finished in various ways. The two usual methods employed for both eaves and gable ends are shown on pages No. 58, 59 and 60. If desired, a molded cornice can be used, made of such a form to fit the projection of the purlins, and of dimensions com- mensurate with the size and character of the building. Gutters and Conductors. Gutters and conductors are made of various dimen- sions, styles and forms. Three eave gutters in common use are sketched on page No. 58. Conductors are made of plain sheets with round cross-section, and corr.ugated of either round or rectangular cross-section. The round conductors are more commonly used. 73 CORRUGATED SHEETING FOR BUILDINGS AND ROOFS. Ventilators. Openings in ventilators may be fitted with shutters, sash, or with louvers. Shutters are made of angle iron frames covered either with flat, crimped or corrugated sheets. These shutters are hinged at the top, and may be operated by a straight lever device, by means of cord and spring, or operated by means of any of the worm gear toggle arrangements which are commonly used in various loca- lities for such purposes. Any device which will easily open and close the shutter, and at the same time securely hold it in any position in which it may be placed, will fulfil the required conditions. Louvers are usually made in two different ways. The louver shown on page No. 60 as the Shiffler Louver is one which is commonly used in the Pittsburg District, while the other form, known as the Berlin Louver, has been used in the East. Tubular ventilators of various kinds are often em- ployed in place of monitors for roof ventilation. These tubular ventilators are made of various dimensions, of galvanized or other sheet metal, and are usually placed along the ridge line of the roof. For proper ventilation of the building, it is customary to estimate that one square foot of ventilator area will ventilate 300 to 400 square feet of floor area, depending on the character of building to be ventilated. 74 Box Skylights. Continuous Skylights. CORRUGATED SHEETING FOR BUILDINGS AND ROOFS. Skylights. When skylights are placed in roofs of structures, two types are used : Box skylights covering a small area are placed in the slope of the roof at proper intervals. These are placed on a curb raising the glass above the roof line. Continuous skylights are made in an extended strip of a width sufficient to properly light the building interior. These are placed in the slope of the roof, preferably at the ridge. Ribbed glass is used extensively for skylight work in thicknesses varying from i inch to I inch. The glass is supported by steel bars, either solid special rolled sections, or made of sheet metal properly formed to receive the glass. The supporting bars are spaced about 20 inches apart, to suit the sheets of the glass, which comes in sheets about 20 inches wide, and not more than 8 feet long. Doors and Windows. :Doors. Steel doors for corrugated steel buildings are made by covering an angle iron frame with corrugated sheet- ing, usually the same quality as the building siding. Fireproof doors are sometimes constructed of two or more thicknesses of matched pine sheathing, covered on both sides with flat sheet steel or tin. Wood doors are usually constructed of matched pine sheathing fastened to a well built frame, as shown in the details on page No. 69. Stock wood doors up to 3 feet wide can be procured of manufacturers, and are usually made of white pine with molded panels. Small 75 CORRUGATED SHEETING FOR BUILDINGS AND ROOFS single doors up to 4 feet wide should be detailed to swing on hinges, and large doors, both single and double, should be arranged to slide sidewise on over- head trolley tracks with adjustable hangers, or to lift upwards between vertical guides, counterbalanced by weights attached to ropes passing over sheaves. Doors should be detailed to suit the conditions they are to fill, and the openings they close. The different types of windows ordinarily used in windows. the sides of buildings, constructed with corrugated sheet siding, are shown on pages No. 61 to 68. The sash and frames are constructed of white pine, and the glazing is usually No. 2 or A quality, American glass, single or double strength, depending on the size of the lights. The sizes of glass commonly used are 10 inches by 12 inches, 12 inches by 12 inches, 10 inches by 14 inches and 12 inches by 14 inches lights. In the sides of buildings where light is to be ob- tained and no ventilation desired the continuous fixed sash is used. See page No. 63. If a maximum amount of light is desired and venti- lation is to be obtained, the continuous sliding sash can be used. See page No. 64. This detail allows one- half of the window area to be opened. In the sides of monitors and sometimes in the sides of buildings, swing sash are used. See page No. 62. These should be carefully made and fitted, and operated by a device that will hold them securely in any position. Two kinds of single windows with two sash each are shown by the sketches. One is the Counterbalanced Window, where one sash balances the other. See page No. 65. 66. Two sizes are shown varying by thickness of sash for two sizes of windows. 76 UNIVERSITY OF CALIFORNIA v : APARTMENT OF CIVIL ENGINEER CORRUGATED SHEETING FOR BUILDINGS AND ROOFS. Another is the Double-Hung Weighted Window, where each sash is balanced by weights, also arranged for two sizes of openings. See page No. 67 to 68. The styles of windows shown on illustrations, will fulfil all the requirements desired for ordinary factory or mill building construction. For windows in brick walls the frames need only to be modified slightly to suit the usual details for brick work. Corrugated Steel Arches. Curved or arched corrugated sheets are used for arches between rolled beams, forming a support for con- crete filling. The steel is ordinarily the standard 2i inch corrugation, and gages are Nos. 16, 18, and 20, depending on the superimposed load and the length of span. The rise of the arch should not be less in inches than the span in feet, and should be determined by the depth of beam supports and the thickness of material allowed over crown of the arch, varying from 2 to 4 inches. Beams are spaced for this construction from 4 to 7 feet apart. 77 RULES ...for... MAKING SHOP DRAWINGS. The standard size of sheet shall be 24 by 36 inches, Size of sheet. with two border lines i and 1 inch from the edge respectively. See page 49. Small sheets shall be used for beams, pins, eye-bars, etc. Special forms are provided for these sheets. The title shall be arranged uniformly for each con- Title. tract near the lower right-hand corner of the sheet. See pages Nos. 49 and 51. A stamp is provided for the contract, sheet number, etc. It shall be applied in the lower right-hand corner of the sheet. The name of the draughtsman in charge of the work shall appear in full, others with initials only. See page No. 49. Detail drawings shall as a rule be made in scale I Scale. or 1 inch to the foot ; for large plate and lattice girders and fi inch may be used. Larger scales, such as 1 and 3 inches to the foot, are permissible only for show- ing certain complicated details or for machine work. Large sheets shall be neatly and carefully made to General Rules, exact scale. Members shall be detailed in the position which they occupy in the structure, i. e., horizontal members shall 78 RULES FOR MAKING SHOP DRAWINGS. be shown lengthwise, and vertical members crosswise on the sheet. Inclined members (and vertical ones when necessary on account of space) may be shown length- wise on the sheet, but then always with their lower end to the left. Avoid notes as much as possible. Where there is the least chance for ambiguity make another view. Show all elevations, sections arid views in their proper position looking toward the member. Place the top view directly above and bottom view below the eleva- tion. The bottom view shall always consist of a hori- zontal section seen from above. In sectional views the web or gusset plates shall always be blackened. Angles, fillers, etc., shall be cross-hatched, but only when necessary on account of clearness. In a plate girder for instance, it is not necessary to cross-hatch all the stiffeners and fillers in the bottom view. Holes for field connections shall always be blackened, and shall, as a rule, be shown in all elevations and sectional views. Rivet heads shall be shown only when necessary ; f. i., at the ends of members, around field connections, when countersunk, flattened, etc., etc. In detailing members which adjoin or connect to others in the structure, part of the latter shall be shown in red, sufficiently to indicate the clearance required or the nature of the connection. Plain building work is exempt from this rule. When part of one member is detailed same as an- other, figures for rivet spacing, etc., shall not be repeated ; refer to previous sheet or sheets, bearing in mind that these must contain final information. It is not per- missible to refer to a sheet, which in turn refers to 79 RULES FOR MAKING SHOP DRAWINGS. another. Main dimensions, which are necessary for checking, such as c. to c. distances, story heights, etc., shall be repeated from sheet to sheet. Holes for field connections must always be located independently, even if figured in connection with shop-rivets; they shall be repeated from sheet to sheet unless they are standard, in which case they shall be identified by a mark and the sheet given on which they are detailed. A diagram in small scale, showing the relative posi- tion of the member in the structure, shall appear on every sheet. The member or members, which are detailed on the sheet, shall be shown in black, and the rest in red ink. Plain building work is exempt from this rule. The quality of material, workmanship, size of rivets, etc., shall be specified on every sheet as far as it refers to the sheet itself. Standard workmanship, such as milling and tight fit of stiffeners, milling ends'of col- umns, etc., etc., shall not be specified on drawings. Each piece which is shipped separately shall have system! a shipping mark. These marks shall consist of capital letters and numerals, or numerals only ; no small letters shall be used except when sub-marking becomes abso- lutely necessary. The letters R. and L. shall be used only to designate " right " and " left." Never use the work " marked " in abbreviated form in front of the letter, f. i., " 3 Floorbeams, mk. G4 ; " say " 3 Floor- beams G4." Pieces which are shipped bolted on to a member shall, as a rule, also have a separate mark in order to identify them should they for some reason or another become detached from the main member. The drawing 80 RULES FOR MAKING SHOP DRAWINGS. Lettens.g. Conventional ISigns, Shop Bills. shall specify which pieces are to be bolted on for ship- ment, and the necessary bolts shall be billed. A system of assembling marks shall be established for all small pieces in a structure which repeat them- selves in great numbers. These marks shall consist of small letters and numerals or numerals only; no capital letters shall be used ; avoid prime and sub-marks, such as m'a. For all lettering use plain letters, see pages Nos. 49 to 57. For title, main dimensions and for all marks, particularly shipping marks, use heavy type. Red ink (Winsor & Newton's Carmine) shall be used for dimen- sion, reference lines, etc. Conventional signs for rivets are shown on page No. 18. Countersunk rivet heads project i"; if less height of heads is required, drawings shall specify that they are to be chipped, or that they must not project more than J". Flattened heads project from t" to ^" ; if less height of heads is required, they shall be countersunk. Steel in section shall be shown thus, WMMA or Cast-iron thus, Cast-steel , . ; t h us, Phosphor bronze or brass thus, Shop bills shall be written on special forms provided for the purpose. When the bills appear on the draw- ings as well, they shall either be placed close to the member to which they belong or on the right hand side of the sheet. When the drawings do not contain any shop bills, these shall be so written that each sheet can have its bills attached to it, if desired ; i. e., one page of shop bills shall not contain bills for two sheets of drawings. 81 RULES FOR MAKING SHOP DRAWINGS. Ill large structures, such as Elevated Railroads, Viaducts, etc., which always are subdivided into ship- ments of suitable size, both mill and shop bills must be written separately for each shipment. In writing the shop bill, bear in mind that it shall serve as a guide for the laying out and assembling of the member, besides being a list of the material re- quired. For this reason members which are radically different as to material shall not be bunched in the same shop bill, neither shall pieces which have different marks be bunched in the same item, even if the mate- rial is the same. The main material in a member shall be billed first, followed by the smaller pieces. It is generally a good practice to begin at the left end of a girder, or at the bottom of a post or column. Do not bill first all the angles and then all the flats ; when f. i. the end stiffeners in a girder are billed, the fillers belonging to them shall follow immediately after the angles, and so on. In a column each different bracket shall be billed complete by itself. When machine-finished surfaces are required, the drawing and the shop bill shall specify the finished widtli and length of the piece, proper allowance for shearing and planing being made in mill bill. When the metal is to be planed as to thickness, the drawing and shop bill shall specify both the ordered and the fin- ished thickness, f. L, one pi. 12" x j|"x 1' 6" planed to I". Flats and universal plates over 4" in width should be ordered in even inches ; flats under 4" should be ordered by \" variation in width. Flats i" and under in thickness are very difficult to secure from the mills, and should be avoided if possible. 82 RULES FOR MAKING SHOP DRAWINGS. Every contract embracing different classes of work shall have a subdivision for each class. These sub- divisions will be furnished by the Ch. Eng. of the dis- trict. Drawings, shop and shipping bills must be kept separate for each division. Plate Girder Bridges. General Rules. As goon as a plate girder span is taken in hand, it shall be laid out in regard to location of web splices, stiffeners, coverplates, and in a through span, floor- beams and stringers, so that the material can be ordered at once if required. Locate splices and stiffeners with a view of keeping the rivet-spacing as regular as possible ; put small frac- tions at end of girder. Stiffeners, to which cross-frames or floor-beams con- nect, must not be crimped, but shall always have fillers. The outstanding leg shall not be less than 4", gauged 21" ; this will enable cross-frames or floor-beams to be swung in place without spreading the girders. The second pair of stiffeners at the end of girder over the bed-plate shall be placed so that the plate will project not less than 1" beyond the stiffeners. Always endeavor to use as few sizes as possible for stiffeners, connection plates, etc., and avoid all unneces- sary cutting of plates and angles. For this purpose locate end holes for laterals and diagonals so that they can be sheared in a single operation. 83 RULES FOR MAKING SHOP DRAWINGS. In spans on a grade, unless otherwise specified, put the necessary bevel in the bed-plate and not in the base-plate. In short spans, say up to 50 feet, put slotted holes for anchor-bolts in both ends of girders. In square spans show only one-half, but give all main dimensions for whole span. In skew spans show whole span ; when panels in one-half of span are same as in other half, give the lengths of these panels, but do not repeat rivet-spacing, except where it differs. In the small scale diagram, which shall appear on every sheet, unless span is drawn in full, show the posi- tion of stiffeners, particularly those to which cross- frames or floor-beams connect. On top of sheet show top view of span, with cross- Deck spans. frames, laterals and their connections complete, the girders placed at right distance apart. Below this view show the elevation of the far girder seen from inside, with all field holes in flanges and stiffeners indicated and blackened. At one end of the elevation show in red the bridge- seat and back wall, give figures for distance from base of rail to top of masonry, notch of ties, depth of girder, thickness of base-plate and of bed-plate or shoe. When the other end of girder has a different height from base of rail to masonry, give both figures at the one end, and specify " for this end " and " for other end." If span has bottom lateral bracing, a bottom view (horizontal section) shall be shown below the elevation. When no bottom laterals are required, show only end or ends of lower flange of girder, giving detail of base-plate and its connection to the flange. Detail the 84 RULES FOR MAKING SHOP DRAWINGS. bed-plate separately, never show it in connection with the base-plate. Cross-frames shall, whenever possible, be detailed on the right hand of the sheet in line with the elevation. The frame shall be made of such depth as to permit it being swung into place without interfering with the heads of the flange-rivets in the girders. Always use a plate, not a washer with one rivet, at the intersection of diagonals. In skew spans it is always preferable to have an even number of panels in the lateral system. Through spans. Show on top of sheet an elevation of the far girder, seen from inside ; below this view show a horizontal section of span, seen from above with lateral system detailed complete. It is generally best to show floor- beams and stringers in red in this view and detail them on a separate sheet. The stiffeners in a through span should always be arranged so that the floor system can be put in place from the centre towards the ends. What is said under " deck spans " about showing bridge-seat, back wall, detailing bed-plate separately, etc., applies to through spans as well. Truss Bridges. General Rules. Before any details are started all c. to c. lengths of chords, posts, diagonals, etc., shall be determined, and sketches made of shoes, panel-points, splices, etc., so that the material can be ordered as soon as required. 85 RULES FOR MAKING SHOP DRAWINGS. If not otherwise specified, camber shall be provided in the top chord by increasing the length i" for every 10 feet. This increase in length shall not be consid- ered in figuring the length of the diagonals, except in special cases, as directed by the engineer in charge. Half the increase in length shall be considered in fig- uring the length of top laterals. Particular attention must be paid to what is said under " General Rules," on page No. 79, about showing part of adjoining member in red, and about small scale diagram on every sheet. For every truss bridge an erection diagram shall be made on a separate sheet, giving the shipping marks of the different members and all main dimensions, such as c. to c. trusses, height of truss, number- and length of panels, length of diagonals, distance from base of rail to masonry, from centre of bottom chord or pin to ma- sonry, etc., etc. Give further size and number of bars in bottom chord and diagonals, size and grip of pins, and show in larger scale the packing at panel points. State also any special feature which the erector needs look out for, and give approximate weight of heavy and important pieces when their weight exceeds five tons. If in any place it is doubtful whether rivets can be driven in the field, the erection diagram and also the detail drawings shall state that " bolts may be used if rivets cannot be driven." A list giving number and contents of drawings belonging to the bridge shall also appear on the erection diagram sheet. In square spans, not too large, show the left half of Lattice Bridges the far truss, seen from inside, and detail all members in their true position, making the skeleton one-half the scale of the details. 86 RULES FOR MAKING SHOP DRAWINGS. In skew spans, not symmetrical, show the whole of the far truss. In large spans detail every member separately. When detailing web members bear in mind that the intersection point on the chord must not be used as a working point for a member which stops outside of the chord. A separate working point, preferably the end rivet, must be established on the member proper, and tied up with the intersection point on the chord. The clearance between the chord and a web member entering same shall, whenever possible, not be less than \" in heavy and jV'-in light structures. Members shall be marked with the panel points between which they go, f. i., End post LO-U1 ; 1st post L1-U1 ; top chord U1-U3, etc., etc. See diagram, page No. 50. Kn Bridge e s cted In pin-connected bridges detail the left half of the far truss, every member by itself. It is generally best to commence with the end post, showing it lengthwise on the sheet with the lower end to the left, then the first section of the top chord, and so on. The packing at panel points shall, whenever pos- sible, be so arranged that, besides the customary allow- ance of ft" for every bar, a clearance of not less than I" can be provided between the two sides of the chord. When more than two pin plates are used, g" should in addition be allowed for each plate. Members shall be marked same as for lattice bridges, with the panel points between which they go, except the posts, which are best marked with letters and nu- merals. See diagram, page No. 50. 87 RULES FOR MAKING SHOP DRAWINGS. Office Buildings. Factories and Warehouses. The different sheets shall be numbered consecu- Numbering oi Sheets. tively, whether large or small. No half numbers are permissible except in emergency cases. It is always well to arrange the numbers so that the sheets follow in the order in which the material is required at the building. The following is generally a good order : Floor Plans for all floors, Column Schedule, Cast-iron Bases for Columns, Foundation Girders, " Beams, First tier of Columns, Riveted Girders, connecting to first tier of Columns, Beams " " " " " Miscellaneous material for above, Second tier of Columns, etc., etc. Floor plans shall, as a rule, be made in scale i" to F ioorPinns. the foot, see page No. 53. A separate plan shall be made for each floor, unless they are exactly alike. Columns shall be marked consecutively with nu- merals, the word Col. always appearing in front of the numeral, f. i., " Col. No. 20." The' architect or engi- neer has generally on his drawings adopted a system of marking for the columns, which should be adhered to, unless altogether too impracticable. Riveted girders shall be indicated with two (2) fine lines when they have cover plates, and with four (4) fine lines when they have no cover plates. They shall be marked consecutively with numerals, using same marks for girders which are alike. 88 RULES FOR MAKING SHOP DRAWINGS. Column Schedule. Beams and channels shall be indicated with one single heavy line. They shall be marked same as girders, with numerals, using same marks when alike. Tie rods shall be indicated with one single fine line; they need not have any marks. The marking system shall be as uniform as possible for the different floors, i. e., a beam which goes between columns No. 2 and No. 3 shall be marked with the same numeral throughout all the floors. All figures necessary for making the details shall, as a rule, appear on the floor plan, care being taken in writing same to leave room for the erection marks, which must be printed in heavy type above the line or lines representing a beam or girder. For every large building a schedule of the columns shall be made before the details are started. See page No. 52. Each column, even should several be alike, shall have a separate space, in which shall be given the ma- terial and finished length. As soon as the detail drawings for one tier of col- umns are finished the sheet numbers shall be inserted as shown on sample schedule, making the schedule serve as an index for the column drawings. Columns shall, whenever possible, be drawn stand- ing up on the sheet as they appear in the building. If it becomes necessary to draw them lengthwise on the sheet, the base shall be to the left. Particular attention shall be paid to establishing a marking system for brackets, splice-plates, etc. A sum- mary of all these standard pieces shall be made for each tier and sent to the shop as early as practicable, in order that they may be gotten out before the main material is 89 Columns. RULES FOR MAKING SHOP DRAWINGS. taken up. The material for the small pieces shall, as far as possible, be chosen from stock sizes. Columns shall be marked with the number of the floor between which they go; f. i., Col. No. 4 (1-3). The lower tier is best marked " Basement Tier." Girders shall be marked with the number of the floors, not with letters, unless specially requested ; f. i., " 2d Floor, No. 5." What is said under columns about marking system for standard pieces applies to girders as well. When a girder is unsymmetrical about the centre line, and a question may arise how to erect it, one end of the same shall be marked with the number of the column to which it connects, or with North, South, East or West. Girders must not be bunched together for the dif- ferent floors more than to meet the requirements in the field ; i. e., they must correspond to the tiers of columns as they will be erected. . Beams shall be drawn on the standard forms pro- Beallls vided for the purpose, see pages Nos. 54 to 57. They need not be drawn to scale ; neat freehand sketches being allowed in fact, desirable, where it will facilitate the rapid completion of the drawing without sacrificing clearness. Beams shall be marked same as girders with the number of the floor ; f. i., One 12" x 40 Ibs. I x 19'-3i", Mark 2d Floor No. 35. What is said under girders about marking one end, when not symmetrical around centre line, and about not bunching the different floors more than to meet the re- quirements in the field, applies to beams as well. Whenever possible use standard framing angles. 90 UNIVERSITY OF CALIFORNIA PARTMENT OF CIVIL RULES FOR MAKING SHOP DRAWINGS. If it is deemed necessary to use 6" x 6" angles, punch both legs same as 6" leg of standard ; in 3i" x 3i" or 4" x 3i" angles, punch both legs same as 4" leg of standard. It is not absolutely imperative that the gauge of the framing angles shall be standard as long as the vertical distance between the holes and in the 6" leg the horizontal distance (2i"), is kept standard. Holes for connections, tie-rods, -etc., shall be located from one end of the beam, preferably the left. If one end rests on the wall and the other end is framed, then figure from the latter end, be it right or left. This rule may be dispensed with in case of numerous holes regularly spaced in web or flange for connection of shelf-angles, buckle-plates, etc. The allowed overrun at ends of beams must always be indicated, either by giving figures or by showing wall bearing. Holes at end of beam for anchors are best figured from wall end, not connecting them with other figures. The distance between end holes in beams which connect through web or flange to columns, girders, etc., shall always be given. When framing angles are standard, do not give any figures for either shop or field rivets, except the distance from bottom of beam to centre of connection or to first hole in framing angle, and the horizontal distance between field holes. When special framing angles are used, the fact must be noted and figures given for gauges, etc. For standard connection holes in web of beam all figures required are the distance from bottom of beam to centre of connection or to first hole and the hori- zontal distance between holes. Whenever possible use standard punching as given on pages Nos. 9 and 10. 91 APPENDIX TO RULES FOR HAKING SHOP-DRAWINGS. Two methods may be employed in making shop-drawings for trusses in Mill Buildings or other structures, and for lattice girders in bridges. The First Method is to make the drawings so complete (see previous rules) that the templets can be made for each individual piece separately on the bench. The Second Method is to give on the drawings only sufficient dimensions to locate the interior of the member and the position of all pieces, leaving the details to be worked out by the templet- maker on the laying-out floor. Sufficient figures should be given to definitely establish the main laying-out points; generally these figures should be those locating the outside dimensions of the chord of a truss, the end depths or such heights as may be necessary to establish the general outside lines of the complete member. The interior pieces should be located by centre-lines correspond- ing to the gage lines of angles, or the centre of gravity lines of the pieces, as the case may be. The rivet-spacing should be given complete for all connections to members not shown on the same sheet, in places where it becomes necessary to indicate clearance on opposite flanges, and for any con- nections which may be readily located from fixed points without employing any computation. All other rivet-spacing, such as the connections of web pieces 92 RULES FOR MAKING SHOP DRAWINGS. to gussets, and the lengths of interior pieces, may be indicated by scale, leaving the actual location of the rivets to be determined by the templet-maker. The drawing should, however, indicate the number of rivets to be used in each individual connection, and should also state the usual rivet pitch to be employed for the work shown on the sheet, as well as the minimum rivet-spacing allowed. No definite rule can be laid down as to which method should be employed ; but in general straight work, such as columns, plate girders, heavy lattice girders in buildings and chords, floor beams, and stringers in highway bridges, should be laid out by the first method. All roof trusses, light lattice girders and complicated work, such as towers, domes, hips and light lattice struts, should be laid out by the second method. Before deciding which of the two methods should be employed in any individual case, the templet-maker should be consulted as to the facilities for undertaking the work, as lack cf floor space in his shop may prevent the use of the second method. 93 CIVIL ENGINEERING U. of C. ASSOCIATION RULES FOR MAKING SHOP DRAWINGS. Points to be Observed in Order to Facilitate Erection. The first consideration for ease and safety in erec- tion should be to so arrange all details, joints and con- nections that a structure may be connected, made self- sustaining and safe in the shortest time possible. Entering connections of any character should be avoided when possible, notably on top chords, floor beam, and stringer connections, splices in girders, etc., etc. When practicable, joints should be so arranged as to avoid having to put members together by entering them on end, as it is often impossible to get the neces- sary clearance in which to do this. In all through spans floor connections should be so arranged that the floor system can be put in place after the trusses or girders have been erected in their fimil position, and vice versa, so that the trusses or girders can be erected after the floor system has been set in place. All lateral bracing, hitch-plates, rivets in laterals, etc., should, as far as possible, be kept clear of the bottom of the ties, it being very expensive to cut out ties to clear such obstructions. Lateral plates should be shipped loose, or bolted on so that they do not project outside of the member, when- ever there is danger of them being broken off in un- loading and handling. O O Loose fillers should be avoided. They should be tacked on with rivets, countersunk where necessary. In elevated railroad work, viaducts and similar struc- tures, where longitudinal girders frame into cross girders, 94 RULES FOR MAKING SHOP DRAWINGS. shelf angles should be provided on the latter. In these structures the expansion joints should be so arranged that the rivets connecting the fixed span to the cross girder can be driven after the expansion span is in place. In viaducts, etc., two spans, abutting on a bent, should be so arranged that either span can be set in place entirely independent of the other. The same thing applies to girder spans of different depth resting on the same bent. Holes for anchor-bolts should be so arranged that the holes in the masonry can be drilled and the bolts put iii place after the structure has been erected complete. In structures consisting of more than one span a separate bed-plate should be provided for each shoe. This is particularly important where an old structure is to be replaced ; if two shoes were put on one bed-plate or two spans connected on the same pin, it would necessitate removing two old spans in order to erect one new one. In pin-connected spans the sections of top chords nearest the centre should be made with at least two pin- holes. In skew spans the chord splices should be so located that two opposite panels can be erected without moving the traveler. Tie plates should be kept far enough away from the joints, and enough rivets should be countersunk inside the chord to allow eyebars and other members being easily set in place. Posts with channels or angles turned out and notched at the ends should, whenever possible, be avoided. 85 APPENDIX Shapes rolled by Carnegie Steel Company CIVIL ENGINEERING U. of C. N ! 96 i 1 \ rf " ~~~-b>*~ 1 00 ( /: u j *-'t i O O \ t, r| J. y *-! p; =^0f M " b+'ft t t '& I WEIGHT PER FOOT FLANGE WEB GAUGE ff rANG'T t DI8T. k GRIP MAX. RIVET OR BOLT i| WALL UBEARINQ WALL PL. STANDARD FRAMING DI6T. a DI8T. c WEIGHI PER FOOT I 100.0 71- 1-7 3 3 11 4 201 il 7 ,% 24 5 7 7 Ta 7 100.0 24 95.0 90.0 85.0 80.0 716 7 18 g 6 9 18 1 2 1 16 T-H VH __ x "CD T-H b is c 5 8 5 i 18 3 a 3 8 5 18 95.0 90.0 85.0 80.0 24 100 7 7 1fi- .. 3 19 V. 1 8 13 t- 8 3 1 Oft 90.0 85.0 7 32 7i ia 23 33 21 32 7 1ft VH 3-L 8 4" x 4" x ^'x l'-o" Wt. 37* 5 te 5 T 5 i? 3 7 18 7 18 90.0 85.0 f>f\ 80.0 75.0 7 19 33 21 32 17 ., 1 1 3 A 8 "co 18 and 30 5i 5 i 3 8 7e 80.0 75.0 70.0 6 is 9 la - ^(^ ^ 5 is 3 8 70.0 65.0 61 7 2 ? t'-tF* 5 T S 18 66.0 70.0 6l 23 3 O 4 1f) i 1 T" 5 V* i" |t >? * ft A 7 70.0 IX 65.0 6* 5 a J7_ g 16 ^ fj[4J- 2--- (-0 5s T 3 8 65.0 GO.O 55.0 32 6 if2 7 13 "CD T-l 2-L?4" x 4" x ' x 1-s"^ Wt. 31* Iti 5 T a 5 18 60.0 65.0 100.0 95.0 90.0 85.0 80.0 25 O 32 6"32 632 6 32 iTa 32 7 "i" 13 18 11 2 1 7 8 ' J5 6 ! ffi 8 26.6 28.0 20.6 18.0 4 4 3- 32 17 2i 6f 7 8 3 4 8 4 bo p X CO ^ 5 16 57, 5f J^ JB. ia i 4 3 1C 26.6 28.0 20.6 18.0 8 [ 33 7 3 8 9 ,x^x< 33 7 20.0 17.6 16.0 3 3 3 8 1 4 32 IS 33 ft 1 4 5 f 3 p. 6 8 8 5l .fi- le i 4 3 18 20.0 17.6 16.0 7 6 17.26 14.76 12.26 3 3 3 Te 7 16" 5 16 IS 33 11 32 7 32 2 4 = 3 6 8 6 "CD 6 X CD &"& 6 54 51 5i if 1 4 3 18 17.26 14.76 12.26 6 * 14.76 12.26 9.76 3 3 3 e 32 1 s 1 a 7 33 1 31 3 S 18 1 2 6 5 2 5 4 A 16 1 4 3 ie 14.76 12.26 9.76 * 3-L s 6 x 4-X^x O-3 for 6 Wt. 8^ 2-L? 0-2^5 5" Wt. 7 4 10.6 9.6 8.6 7.6 2 2 2 2 7 8 13 16 32 21 32 33~ 11 32 1 4 3. 16 ] j 3 6 5 18 5-S- 5 4 5 A 16 B 18 T ~ie" 3 18 10.6 9.S 8.6 7.6 4 & t|f 2 -"s----" 4 3 7.6 6.6 6.6 2i 2ft 2 ie 32 1 4 S 32' 1 It 1 4 I 2 6 5 5^6 4 16 7.6 6.6 6.6 3 All rivets In standard framing angles arc ',' diam. Weights of " Include weight of shop rivets only. "When beams frame opposite each other into another beam with web thickness less than JL" or where .beams of short span lengths are loaded to their full capacity ^ it may be necessary to use framing angles of greater strength than the standards. See table below for ^minimum span lengths. 20 n 800 800 650 220 220 180 18 15 80.0 55.0 14.0 600 - 420 200 * 180 5.5 15.5 12 400 11.5 1O 25.0 90 7 15.0 4.0 11.0 1 " 315 90 & 210 7.0 i Att 3 5 8 40.00 35.00 3-nr 7 Iff " " 2w 21 2 35.00 33.00 olS. O32 13 32 u - " 252 O i- 4ia 1 2 33:00 40.00 313 32 3_ ,,, 10 i 1 a iii 232 3i- * 40.00 35.00 Sf* IT M II < 2JL 32 31- 01. ie 35.00 12 30.00 3& "2" 1* " " 3 4 1 31 13 3 2. 18 30.00 12 25.00 3fr 13 32 " " " " 1 7 Is H 7 18 25.00 20.50 215 Te 32 " " " " li- 2J 3 20.50 35.00 3* it " 84- 7 8 " IT 2ia 3l8 7 8 35.00 30.00 335 11 16 " I. " its. lie 3is 3 4 30.00 10 25.00 21- 17 32 " " 7 16 3_ 4 1 ?5. 132 3l8 5 8 25.00 JLO 20.00 2ft- 3 8 li M " " If 2l 7 18 20.00 15.00 21 T " " " " li 2f 1a~ 15.00 25.00 2it 5 8 74- 7- 8 tt- 11 31 ft 25.00 9 20.00 15.00 21 O-i A 2 7 16 8 32 IS- i.i 1,1 ,, 3 4 " 1 3 ! 2 a" 3 8 20.00 15.00 9 13.25 r. 7 en 7 32 - " " Hit 21- * 13.25 2125 21 9 Ta IS 6J " f In IS 3ra JL 8 21.25 18.75 2% f " 1.1 lie 3 9 16 18.75 8 16.25 2.f 8 13. 32 " - I, f 1 - 1 - 8 - 1.32 21 'T5 16.2.5 8 13.75 252 fa n- " U " 11 2 il a 8 13..75 11.25 21- 3T " - 1ft 2r "18 11. 25 19.75 2i 8 IT U^' i. ift i* 3i 16" 19.75 17.25 2 35 32 - 1.1 II " Hi 3^ 9 19 17.25 7 1475 2. 7 13 " ,., w 6, 8 - li ,-jis i 14.75 7 12.25 Q A Aja 18" li- " U ... " 11- 2 T 12.25 9.75 2-3% 7 32 - " " " 1ft 9- 21 A i 4 9.75 15.50 23% -S 4fc " " -15. 16 li- 3^ f 15.50 6 13.00 28 32 7 13 - " " B. " 11- 215 Ta 1 2 13,00 o 10.50 23^ 5 16 i< " '- " li- T 10.50 8.00 in 16 li " " " If 2 i 8.00 11.50 2& _15_ 32 O 3_ : ft 7 8 1* 3 9 Ya" 11. 50 3 9.00 4 29 Iff 32 " 1 2 " l& 015. A 18 3 8 9.00 5 6.50 11- S " " " " 1* 21a- T 6.50 7.25 111 _5_ l 2i -1- ^_ liV 313 18 3 8 7.25 4 6.25 13% 1 4 - " 1 2 " 1 .2! 5. 18 6.25 4 5.25 1* 3 18 " " " 15 ie rj.n t 5. 25 6.00 14- a "8" tt- M -4" 5 a' 1 2|- JL 13 6.00 3 5.00 If 1 " " " t 2 " 1 2f ft 5.00 3 4.00 lil- 5 32 '' " " " 23 33 2& i. 4.00 99 SJ2E THICKNESS ACTUAL SIZE WEIGHT PER FOOT AREA IN SQ. INCHES GAUGE G MAX. RIVETS GAUGE THICKNESS NOMINAL SIZE FLANGES & WEB G Of* i 4 2;:--. x 3 x 2;; 6.7 1.97 a- a 4 i- li 4" 1 2? x 3 : ' a x 22 8.4 2.48 - " - 5, 16 3 8" 9.7 2.86 - " - - 3. 8 8 _L 23 1 03 4 x ojo x *-* -\ 2 x 3 x 2& 11.4 12..5 3.36 3.69 ,, ,, (< " 1 2 ,5 i 2< 3 x 3ft x 21 14.2 4.18 9. 16 i 3.e x 4 x 3 re 8.2 2.41 2 3 4 1 2 1 4 5 16 31 x 4ft x 31 10.3 3.03 " - _ 16 3 8 3&x 4i: x 3ft 12.4 3.66 " " " - a 8 7 IS 3ft x 4 x 3ft- 13.8 4.05 < " 7 18" i 31 x 4f a x 3k 15.8 4.66 " - - 1 2 4 A 3ft x 41 x 3ft 17.9 5.27 " - & 4 .5 8 3ft x 4 x 3k 18.9 5.55 " " ." 8 3i- A 1 I