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GIFT OF 
 
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STANDARD STEEL 
 CONSTRUCTION 
 
 A MANUAL FOR 
 
 ARCHITECTS, ENGINEERS 
 AND CONTRACTORS 
 
 CONTAINING USEFUL TABLES 
 FORMULAS AND OTHER INFORMA- 
 TION RELATING TO THE USE OF 
 
 BEAMS, CHANNELS AND 
 STRUCTURAL SHAPES 
 
 REVISED BY F. L. GARLINGHOUSE, C.E., Member A.S. C.E, 
 
 SIXTH EDITION 
 1908 
 
 AS MADE BY 
 
 JONES & LAUGHLIN STEEL 
 COMPANY 
 
 AMERICAN IRON AND STEEL WORKS 
 
 PITTSBURGH CHICAGO 
 
Copyrighted, 1896 
 Jones & Laughlins, Limited 
 
 Copyrighted, 1898 
 Jones & Laughlins, Limited 
 
 Copyrighted, 1900 
 Jones & Laughlins, Limited 
 
 Copyrighted, 1903 
 Jones & Laughlin Steel Co. 
 
 Copyrighted, 1908 
 Jones & Laughlin Steel Co. 
 
 PRICE, $1.50 
 
JONES & LAUGHLIN S TTJE L J , 
 
 Preface to Sixth Edition 
 
 IN submitting this revised edition of Standard Steel 
 Construction, it is our aim to put in concise form such 
 information as should prove most useful to Structural 
 Engineers, Architects and Contractors. 
 
 We have thoroughly revised all data relating to steel 
 shapes manufactured by us, which shapes conform with the 
 standard sections adopted by the American Association of 
 Steel Manufacturers, omitting sections we no longer make, 
 and adding a few new shapes. 
 
 We have discontinued manufacturing corrugated steel, 
 but give a table conforming with the most approved practice. 
 
 We state in this edition the extreme length of beams, 
 channels, angles, tees, bars and plates which we are willing 
 to make, but we call attention that these lengths might be 
 exceeded in some special cases, and would invite correspond- 
 ence on this subject in cases where longer lengths are 
 imperative. 
 
 The Standard Specifications for Structural Steel corre- 
 spond with those adopted February, 1903, by the Association 
 of American Steel Manufacturers. 
 
 The permissible working shear and bearing for rivets has, 
 in many handbooks, been kept the same as when in former 
 times wrought iron was used instead of steel. This is 
 inconsistent with the balance of unit loads which are univer- 
 sally used in proportioning steel structures. We therefore 
 give tables where the shear and bearing for rivets are given, 
 which are permissible for quiescent loads such as in buildings, 
 and for moving loads as in bridges, craneways, motor supports, 
 or for similar purposes. 
 
 We have inserted data relating to chains which we 
 manufacture, pages 40 and 41. Also a table of wrought steel 
 pipe for steam, gas and water, which we do not manufacture, 
 for reference only ; and a table of the Metric System com- 
 pared with the U. S. Standard weights and measures. Other 
 data will be noticed not contained in former editions. 
 
 Pittsburgh, July, 1908. 
 
i -*t C r C "J'OJ 1 ? E & A LAUGHLIN STEEL CO 
 
 * * * t C ^ ' i> ^ v * i. 
 
 STANDARD SECTIONS 
 
 Steel Beams 
 
 B. O. 
 
 80, 85, 90, 95and100lbs. 
 to. 30" 
 
 Si 
 
JONES & LAUGHLIN STEEL CO. 
 
 STANDARD SECTIONS 
 Steel Beams 
 
 B. 2 
 
 65, 70, 75 
 \bs. 
 
 6.25?- *i. 
 
 6.399-- } 
 
 B. I 
 
 80, 85, 90, 95,100 
 Ibs. 
 
 ,^ 7.00^---. *j | 
 
 us. 7.284- '*} 
 
JONE^& LAUGHLIN STEEL CO 
 
 STANDARD SECTIONS 
 Steel Beams 
 
 B. 2% 
 55,60,65&70lbs, 
 
 [* 2.77~-*i 
 
 R=r0.56' 
 
 M 
 
 : 
 
 
 
 ^ 
 
 
 0-p 
 
 
 
 ci 
 
 
 ^ 
 
 
 
 
 
 
 
 ^ 
 
 
 6- 
 25 
 
 o" 
 
 K-- - - 6. 
 
 9 - 
 
 B - 
 
 - ---------- 6.40- ------- -* 
 
JONES & LAUGHLIN STEEL CO. 7 
 
 STANDARD SECTIONS 
 
 IT" 
 
 ^ Steel Beams R. o.354"/f 
 
 T 
 
 
 \ B. 3. / 
 
 ^! 
 
 
 \ / 
 
 
 
 
 I 60,65,70 & 75 Lbs. / 
 
 
 v 
 
 \ R. 0.69'V J 
 
 
 - s 
 
 v 17. 
 
 y 
 
 
 0.590"TO 0.884" 'j 4'' 
 
 
 to 
 
 .L 
 
 : 
 
 
 // \ 
 j i 
 
 ,* j 
 
 -j \^~ 
 
 
 i*"* 4 
 
 0.59" 
 
 -y 
 
 \R 246"^ 
 
 |~T 
 
 
 B.4. / 
 
 4 
 
 
 42,45,50 & 55 Lbs. / 
 
 3 
 
 
 
 
 ^ 
 
 R.O.M^J 
 
 1 
 
 IP ^ 
 
 0.41"TO 0.664" n'<,Qi T 
 
 
 5- 
 
 JL 15-" 4-fc 
 
 
 -* 
 
 r i 
 
 J V 
 
 
 6.41" 
 
 Tf 
 
 \"/f r 
 
 T 
 
 
 B.5. f 
 
 
 
 40,45,50 & 55 Lbs. / 
 
 * 
 
 
 R. 0.56'V-J 
 
 
 ill 
 
 0.46"TO 0.82" 6^88/7 
 
 
 ,t --. i 
 
 It 
 
 I t 
 
 y t 
 
 k* 
 
 0.4 
 
 i" 
 
 - -r- 
 
 n B.e. " o - 2io 'f] 
 
 ~T 
 
 
 \ 3 1 % &. 35 Lbs. / 
 
 
 
 \ R. 0.45 "^-J 
 
 r 
 
 ^ 
 
 v O, . 
 
 y 
 
 8V, 
 
 0.35"TO 0.435" o '7^c^ 
 
 
 in 
 
 in 
 
 f~ 1 
 
 
 
 ^ //- 12 \ * 
 
 
 ,.i: 
 
 1 1 
 
 |* 
 
 
 0.35" 
 
JONES & LAUGHLIN STEEL CO 
 
 STANDARD SECTIONS 
 Steel Beams 
 
 R 0.174/TT-: 
 
 B. 9 R 0.162', 
 
 18, 20%, 23,25% Ibs. 
 
 0.37, 
 
 0.17" 
 
 IV 
 
 B. 10 R0.15 
 
 15, 17%, & 20 Ibs. 
 
 0.35' r ' 
 
JONES & LAUGHLIN STEEL CO. 
 
 STANDARD SECTIONS 
 Steel Beams 
 
 S3 
 
 V 2 :: 
 
 B. 1 1 R 0.138 
 
 , I4?i, I7 Ibs. 
 
 n ./ .. ^ 
 
 i-_yf~ \ 
 
 .0.489" 
 
 
 0.443" 
 
 3 SPECIAL BEAM 
 B. 15 
 
 __ 
 
10 
 
 JONES & LAUGHLIN STEEL CO 
 
 STANDARD SECTIONS 
 Steel Channels 
 
 C.- I. 
 
 33,35,40,45,50 & 55 
 
 Ibs. 
 
 0.4 TO O.f 
 
 -15-' 
 
 n 
 
 \ 3 1 % to 52 
 \ Ibs. 
 
 V ,0.376'Vo 0.84" 
 
 R. 0.192"P 
 
 / * o . es " 
 
 
 C.^2. . R. 0.168' 
 
 20^', 25, 30, 35 & 40 
 Ibs. 
 
 ,0.28o 0.758 
 
 R. 0.38>- 
 
 <N 
 -JL 
 
 12-- 
 
 f I. 
 
 C 3. 
 
 I 5, 20, 25, 30 & 35 
 IbS. 
 
 ,0.24 TO Q.828^ 
 
 10 
 
 " 
 
 C.-4. 
 
 )4, I 5, 20 & 25 
 Ibs. 
 
 0.23 TO 0.014 
 
 R. 0.881, 
 
JONES & LAUGHLIN STEEL CO. 11 
 
 STANDARD SECTIONS 
 Steel Channels 
 
 C. 5 
 
 13%, 16#, 
 
 A C> 
 
 \9X, 12>i, 14^ 
 
 r 
 
 C. 6 
 
 Ibs.. R. 0.5 
 
 0.21 TO 0.68 
 
 \ 
 
 ^ 
 
 C. 7 
 
 8, 10K, 13, &15> / 
 
 Ibs. 
 
 a 
 
 -6- 
 
 :. s 
 
 o \ 2> lbs - /J ^ 
 
JONES & LAUGHLIN STEEL CO. 
 
 SPECIAL CHANNELS 
 
 TT" 
 \i ^i 
 in w 
 
 0.475" 
 
 7 "SHIP CHANNEL ,' 
 
 "JC 
 
 0.3'" 
 
 C. 21 
 18.20,22.1 Ibs. 
 
 R 
 0.828^0. 41 2 A 0.60" C 
 
 0.34" 
 
 6"SHIP CHANNEL 0.28' 
 
 1C. 16 Ro. 
 13.3.14.6,15.9,17.1 
 & 18.4 Ibs. 
 
 'O.B 
 
 0.3125 TOO. 5625 N 
 
 I 
 
 '.-t- 
 
 G SHIP CHANNEL 
 
 C. 22 
 15.0 Ibs. 
 
 3 AVERY CHANNEL 
 
 C. 13 
 CSee Note) 
 
 6 
 
 4? 4 "CHANNEL 
 
 C. 14 
 
 ,2 Ibs. 
 
 '-- 5X-" *| 
 
 Note: C 13 made only by special arrangement 
 
JONES & LAUGHLIN STEEL CO. 13 
 
 ANGLES WITH EQUAL LEGS 
 
14 JONES & LAUGHLIN STEEL CO 
 
 ANGLES WITH EQUAL LEGS 
 
JONES & LAUGHLIN STEEL CO. 
 
 ANGLES WITH EQUAL LEGS 
 
16 JONES & LAUGHLIN STEEL CO. 
 
 ANGLES WITH UNEQUAL LEGS 
 
JONES & LAUGHLIN STEEL CO. 17 
 
 ANGLES WITH UNEQUAL LEGS 
 
18 
 
 JONES & LAUGHLIN STEEL CO. 
 
 ANGLES WITH UNEQUAL LEGS 
 
JONES & LAUGHLIN STEEL CO. 
 
 1!) 
 
 ANGLES WITH UNEQUAL LEGS 
 
20 
 
 JONES & LAUGHLIN STEEL CO. 
 
 UNEQUAL LEGGED TEES STEEL 
 
 V 
 
 T. 33 
 
 8.6 Ibs. 
 
 (See note) 
 
 Uf- 
 Kl 
 
 r ---3V-- --- >i K-- ---3H-"-- ---* i* 
 
 ; V 
 
 i *? 
 
 J T 
 
 v* ~^ I" "^ I ^ f 1"^ 
 
 ^^rT"^ ' ^-'^f- 1 ^ 
 
 T. 29 
 
 10.0 Ibs. 
 
 T. 30 
 12.8 Ibs. 
 
 T. 23 
 9.8 Ibs. 
 
 *!.*!- 
 
 -r 
 
 k--- ---3H-' 1 ^ <<-- ---3-'' H 
 
 I 5^r- ^ [-L I ?pr- ^ j- 
 
 -i L ^f 
 
 T. 24 
 
 8.7 Ibs. 
 
 T. 25 
 
 8.6 Ibs. 
 
 T. 26 
 
 5 9 - 8Ibs 
 
 K- ---- 2*-" 
 
 T. 28 
 
 4.9 Ibs. 
 
 Note: T 31 & T 33 made only by special arrangement 
 
JONES & LAUGHLIN STEEL CO. 21 
 
 EQUAL LEGGED TEES STEEL 
 
 T. 1 
 13.9 Ibs. 
 
 t* 3X-- - 
 
 V 
 
 T. 3 
 10.6 Ibs. 
 
 |s_ 4"- 
 
 <* i J~ 
 
 T. 2 
 12.4 Ibs. 
 
 T. 4 
 
 9.3 Ibs. 
 
 r** 
 
 3-- - K- ---3-"- -* }*-- ---3--- 
 
 T. 5 
 7.85 Ibs. 
 
 T. 7 
 
 6.5 ibs. 
 
 T. 6 
 
 6.8 Ibs. 
 
 *HJ|" 
 
 1o T. 32 
 
 5.7 Ibs. 
 i 
 ...i. 
 
 2K 
 
 T. 8 
 
 5.6 Ibs. 
 
 --i. 
 
JONES & LAUGHLIN STEEL CO. 
 
 EQUAL LEGGED TEES STEEL 
 
 M -234* J 
 
 T. 16 
 
 1.60 Ibt, 
 
 T. 17 1 T;-18 
 
 1.25 
 
 T. 
 
 0.9 Ibs.V 
 
 STEEL Z BARS 
 
 Z. 4- 
 6,7,8,4,10.1 Ibs, 
 
 SPECIAL Z BAR. 
 
 Z. 9 
 3. 6 Ibs. 
 
JONES & LAUGHLIN STEEL CO. 23 
 
 GROOVED STEEL 
 
 G. 13 
 
 0.94 Ibs. 
 
24 
 
 JONES & LAUGHLIN STEEL CO 
 
 GROOVED STEEL 
 
 G. 23 
 
 to 2.50 Ibs. 
 
 * ..... -1%---- > 
 
 
 G. 17 
 
 .43 to 2. 28 Ibs. 
 
 to 2.28 Ibs. )-r"t* 
 
 v^YJjI 
 
 .jL. 
 
 G. 19 
 
 2.6 Ibs. 
 
 G. 16 
 
 1-33 to ;>6U- 
 
 G. 21 
 
 2.75 Ibs. 
 (See note) 
 
 ._*- 
 
 G. 20 
 
 .. f _ 1.6 Ibs. 
 
 (See note) 
 
 G.25 
 
 (< -1 % - - i 
 
 J. 15 ~ 
 
 G. 14 
 .1.46 Ibs. 
 
 "{"'PI .1.46 Ibs. i-1 
 
 \+ \ 
 
 T Vs__+ X . 
 
 t I - 19 ' ->- ? h 
 
 G.27 jjg,r 
 
 3L/(i 
 
 Note : G 20 and G 21 made only by special arrangement 
 
JONES & LAUGHLIN STEEL CO. 25 
 
 MISCELLANEOUS SHAPES STEEL 
 Channel Tires 
 
 _ ! M, 92 
 
 -1K-- >{ i 1.9 Ibs. 
 
 -2^4" 
 
 M. 93 ;*- --ir -* , K -'--- 
 
 1.84 Ibs. ! k- -11-^ >j ! i^ R . sfUf""*^) %"R. 
 
 , -.- , 100 
 
 ^_.^j.iJ 0.57 Ibs. 
 
 M. 95 ~ "- ! * -.^' -i 
 
 1.53 Ibs. ! I*- 1*"- 3// "f-f 
 
 ~ f 
 
 / M. 127 
 N tV 1.64 Ibs. 
 
 M. 128 2.10 Ibs. 
 
 Can roll 2.00 Ibs. per foot by special arrangement 
 
 - *&-- - 
 
26 
 
 JONES & LAUGHLIN STEEL CO. 
 
 MISCELLANEOUS SHAPES STEEL 
 Harvester Tires 
 
 M.68 
 
 50 Ibs. 
 
 M. 74 
 
 6.75 Ibs. 
 
 -;;- -j HUH*---- --^-.-'-MicJ' 1 
 
 ?fH I^r3=fi=? 
 
 M. 76 
 
 1.63 Ibs. 2.68. 3. 14 & 4.0 Ibs. 
 
 * . 
 
 at 
 
JONES & LAUGHLIN STEEL CO. 27 
 
 MISCELLANEOUS SHAPES STEEL 
 
 DASH CHANNEL 
 M. 126 
 0.72 Ibs. 
 
 ICE SLIDE 
 M. 29 
 
 60 ^. 1.34 Ibs. 
 
 M-'V5\><-^-"H ^ 
 
28 
 
 JONES & I, AUGHLIN STEEL CO. 
 
 MISCELLANEOUS SHAPES STEEL 
 Curved Sled Shoe Dropper Bar 
 
 M.,1 
 
 CYLINDERT 
 M. 19 
 
 3.83 Ibs. M g 7.6 | bs . 
 
 "^ 
 
 Complete Lists of Sizes ^ T 
 
 o rf*MRai M. 1 3 4.95 ibsLJ-*-- 
 
 0.84 Ibs. 
 Note: M 15 & M 16 made only by special arrangement 
 
JONES & LAUGHLIN STEEL CO. 
 
 29 
 
 MISCELLANEOUS SHAPES STEEL 
 M. 62 
 
 T H- --------- 2k- -------- H T 
 
 Note : M 102, M 103 and M 105 made only by special arrangement 
 
30 
 
 JONES & LAUGHLIN STEEL CO. 
 
 MISCELLANEOUS SHAPES STEEL 
 
 M. 113 
 
 Plow Beams 
 
 2" 13. 17 Ibs. 
 
 10.84 it 
 1IT 9.67 ii 
 1M" 8.50 ii 
 
 M. 125 
 
 ,1.50, Ibs. 
 
 
 11.87lbs. 
 
 9.18 Ibs. 
 
JONES & LAUGHLIN STEEL CO. 31 
 
 MISCELLANEOUS SHAPES STEEL 
 
 Cultivator Beams 
 
 is. \s m. oo ... ^ M. an M.I 
 
 Rack Rails 
 
 M. 81 20 Ibs. M. 82 18.75 Ibs. M. 83 12.5 Ibs 
 
 \ 
 
 M.88 
 
 9. 22 Ibs. 9$ / 
 (See note) .' ,' 
 
 Note: M 37 and M 88 made only by special arrangement 
 
JONES &LAUGHLIN STEEL CO. 
 
 COLD-ROLLED REAPER AND HARVESTER 
 
 FINGER BARS 
 Accurately Finished and Straightened 
 
 H. 4 
 
 2.6 Ibs. 
 
 XX 
 
 H. 6 
 
 4.28 Ibs. ^ 
 
 ^ 
 
 H. 7 
 2.75 to 3.4 Ibs. 
 
 Note: H3 made only by special arrangement 
 
JONES & LAUGHLIN STEEL CO. 
 
 33 
 
 COLD-ROLLED. REAPER AND HARVESTER 
 
 VlNGER BARS 
 Accurately Finished and Straightened 
 
 k 
 
 H. 10 
 
 1.8 Ibs. 
 
 12 
 
 - - 
 
34 JONES & LAUGHLIN STEEL CO. 
 
 HOT-ROLLED REAPER AND HARVESTER 
 FINGER BARS 
 
 H. 20 (see note) 
 
 4 
 
 h* 
 
 H. 19 (see note) 
 
 3.1 Ibs. 
 
 bfl 
 
 srn^pL 
 
 j* itf-'- j 
 X' 
 
 H. 2 I (see note) 
 
 4.0 Ibs. 
 Hot or Cold Rolled 
 
 NOTE: H. t9, 20 & 21 made only by special arrangement. 
 
JONES & LAUGHLIN STEEL CO. 35 
 
 STEEL T RAILS 
 
 SECTION R. I 
 
 40 Ibs. 
 
 SECTION R. 2 
 35 Ibs. 
 
 * L // 
 2 
 
 HEAD 42 Ji 
 WEB 21JJ 
 FLANGE 37$ 
 
JONES & LAUGHLIN STEEL CO. 
 
 STEEL TEE RAILS 
 
 SECTION R. 3 SECTION R. 8 
 
 30 Ibs. 
 
 it ! 
 
 5l * '- 
 
 L i v. 
 
 *R 
 
 ite3 
 
 J 1- 3 ^ -H 
 
 -4MJF--*] 
 
 SECTION R. 4 
 
 25 Ibs. 
 
 SECTION R. 7 
 12 Ibs. 
 
 Vw*--4i-'">! 
 
 y-l'v , 
 
 i fJa&ju-^p 41< 
 
 ^CsjiT /wt1' WEB 21* 
 
 I ^ 8 _12_'B^V_ LANGE38 ^ 
 
 I <r 
 
 i&. 
 
 SECTION R. 5 
 20 Ibs. 
 
 SECTION R. 8 
 16 Ibs. 
 
JONES & LAUGHLIN STEEL CO. 
 
 FOR REFERENCE ONLY 
 Not Rolled by Jones & Laughlin Steel Co. 
 
 Rail sections recommended as standard by the Committee on Standard Rail Sections 
 of the American Society of Civil Engineers. Dimensions which are constant for all 
 sections are shown only, on the xoo-pound section. On other sections the dimensions 
 special to each are alone shown. 
 
 !* ' iyarr- - -2 63 /6r - T- *r 
 
 7 ' ,t_: 
 
 j, 5 ?i'/ 4- 
 
 u.-i /8 iv -3/^-|-H*/^r 
 
 WV^ 
 
 ^ V I _ 
 
 . -L-. 
 
 !* 4M //_ri-_" 
 
 kr^*--2%;4^ 
 
JONES & LAUGHLIN STEEL CO. 39 
 
 METHOD OF INCREASING SECTIONAL AREAS 
 
 Dark portions represent the minimum sections, and the 
 blank portions the added areas 
 
 No. f 
 
 No. 2 
 
 No. 3 
 
40 JONES & LAUGHLIN STEEL CO. 
 
 CHAINS 
 Straight Link Coil Chain. 
 
 Standard Close Link Cable Chain. 
 
 < - 
 
 k f >" 
 
 Standard Stud Link Cable Chain. 
 
 Conveyor or Sprocket Wheel Chain. 
 
 Twist Coil Chain. 
 
 For sizes, dimensions and notes on the above chains, see page 
 
JONES & LAUGHLIN STEEL CO. 
 
 41 
 
 CHAINS 
 
 Sizes, Weights, Dimensions and Proof Tests of Chains 
 Manufactured by Jones & Laughlin Steel Co. 
 
 SIZE OF CHAIN 
 IN INCHES 
 
 STRAIGHT LINK COIL S'T'D CLOSE LINK 
 CHAIN CABLE CHAIN 
 
 S'T'D STUD LINK 
 CABLE CHAIN 
 
 
 
 .T2 1 "" 1 
 
 $ 
 
 r 
 
 Is 
 
 II 
 
 u * 
 
 Sail 
 
 8-g 2* 
 
 5 3 
 
 !i 
 
 
 
 -I 
 
 | 
 
 r 
 
 H 
 
 || 
 
 1 
 
 I 
 
 t 
 
 2X 
 2% 
 
 2% 
 3% 
 4 4 
 
 4% 
 
 w 
 
 Lbs. 
 
 .5 
 
 .75 
 1.10 
 1.55 
 2.00 
 2.65 
 
 3.25 
 4.2 
 5.0 
 5.9 
 7.0 
 8.0 
 9.0 
 10.0 
 
 Tons 
 
 Tons 
 
 Tons 
 
 
 
 w 
 
 Life. 
 
 Tons 
 
 1 
 
 w 
 
 Lbs. 
 
 Tons 
 
 9 
 
 I 
 
 5 
 
 H 
 
 if 
 
 1% 
 
 i4 
 
 i 
 8 
 
 1* 
 1% 
 
 3 
 
 3% 
 
 .39 .45 
 .66 .75 
 1-3^ 1.6 
 1.92 2.21 
 2.64 3.05 
 3.41 3.92 
 
 4.29 4.93 
 5.28 6.07 
 6.32 7.28 
 7.59 8.74 
 8.9110.3 
 10.3 11.9 
 11.8 13.6 
 13.5 15.6 
 
 .5 
 
 .8 
 1.7 
 2.36 
 3.33 
 
 4.42 
 
 5.5, 
 6.67 
 8.02 
 9.24 
 10.7. 
 12.1 
 14.5 
 16.3 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 .... 
 
 .... 
 
 .... 
 
 .... 
 
 .... 
 
 .... 
 
 .... 
 
 .... 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 p! 
 
 .... 
 
 .... 
 
 .... 
 
 4/4- 
 
 5 
 
 5% 
 
 5H 
 
 7% 
 7% 
 
 8% 
 8% 
 
 ii 
 
 10 
 10% 
 lOg 
 
 11% 
 
 12 
 12% 
 13 
 
 2% 5.510.1 
 3 6.312.0 
 3X 8.213.7 
 3% 9.215.7 
 3^10.218.0 
 
 3%11.5|20.3 
 
 4/812.322.8 
 4X13.525.5 
 4% 15.0 28.1 
 4^816.231.0 
 4% 18.3 34.0 
 5/818.837.2 
 5^21.240.5 
 
 5^23.844.0 
 5% 25. 047. 5 
 6 26.251.2 
 6X28.855.2 
 6K 33.8 63.3 
 7 35.867.5 
 7X38.872.0 
 
 7% 42.3 76.5 
 7% 46.081.2 
 8 48.386.1 
 8X50.091.0 
 
 
 
 
 
 
 
 
 
 5 
 
 5% 
 5% 
 5% 
 6 
 
 Ok 
 
 6% 
 7 */ 
 
 3% 10.3 
 
 3^8 11.8 
 3% 12.7 
 4/813.7 
 4X15.2 
 4% 16.5 
 4K 18.8 
 5 19.7 
 5X21.7 
 
 5% 23.0 
 5% 25.3 
 
 12.0 
 
 12.5 
 15.1 
 16.9 
 18.7 
 20.6 
 22.6 
 24.7 
 27.0 
 
 29.2 
 31.6 
 
 5% 
 
 3% 
 
 12.5 
 
 16.2 
 
 18.6 
 
 19.6 
 
 6 
 
 4X 
 
 16.0 
 
 20.1 
 
 23.1 
 
 24.0 
 
 6% VA 
 
 19.0 
 
 24.2 
 
 27.8 
 
 28.7 
 
 7X 
 
 5X 
 
 21.0 
 
 28.9 
 
 33.2 
 
 34.6 
 
 7% 
 
 VA 
 
 25.0 
 
 34.9 
 
 39.0' 
 
 41.0 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 NOTES. Safe working loads of chains are one-half of Proof Test Loads. 
 Twist Coil Chains are made in all sizes from f 5 * to 3-inch, inclusive. Conveyor 
 or Sprocket Wheel Chains are made to any dimensions required, and in order- 
 ing give dimensions of links wanted, or preferably a sketch of same. 
 
42 JONES & LAUGHLIN STEEL CO. 
 
 ROUND BARS 
 
 Sizes Rolled by Jones & Laughlin Steel Co. 
 
 
 H 
 
 X 
 
 K 
 
 H 
 
 
 M 
 
 H 
 
 MAXIMUM 
 
 M 
 
 . 
 
 5 
 
 H 
 
 r_, 
 
 
 
 H 
 
 
 M 
 C 
 
 
 
 LENGTH 
 
 E 
 
 fa 
 
 z 
 
 M 
 
 fa 
 
 z 
 
 
 fa 
 
 FEET 
 
 < i 
 
 Q g 
 
 6-1 
 
 H o 
 
 J H 
 
 sg 
 gfa 
 
 S M 
 < I 
 1-1 U 
 
 h O 
 
 1! 
 
 1 u 
 
 < I 
 
 (5 z 
 
 i 
 
 
 M 
 
 L 
 
 >J^ H 
 
 X p i 
 
 -. 
 
 ^ ^ ^^ 
 
 SO, 
 
 8 
 
 H- -ij ^ H 
 
 XCL, 
 
 S 
 
 J9 
 
 d 
 
 
 
 M 
 
 X 
 
 % 
 
 d 
 
 o 
 
 s 
 
 X 
 
 s 
 
 o 
 
 B 
 
 3 
 
 w 
 
 i 
 
 7ft 
 
 142.8 
 
 23 
 
 3 ^ 
 
 40.10 
 
 45 
 
 1H 
 
 3.379 
 
 60 
 
 
 7 
 
 140.4 
 
 23 
 
 3/4 
 
 37.56 
 
 45 
 
 1^5 
 
 3.014 
 
 60 
 
 
 73*1 
 
 135.6 
 
 23 
 
 35/| 
 
 35.09 
 
 45 
 
 1 
 
 2.670 
 
 60 
 
 
 7 
 
 130.9 
 
 25 
 
 3^2 
 
 32.71 
 
 45 
 
 
 
 
 
 
 
 
 3% 
 
 30.42 
 
 45 
 
 J* 
 
 2.347 
 
 60 
 
 
 6% 
 
 126.2 
 
 25 
 
 334 
 
 28.20 
 
 45 
 
 
 2.044 
 
 60 
 
 
 
 121.7 
 
 27 
 
 33^ 
 
 26.08 
 
 45 
 
 if 
 
 1.763 
 
 60 
 
 
 8w 
 
 117.2 
 
 27 
 
 3 
 
 24.03 
 
 45 
 
 / 
 
 1.502 
 
 60 
 
 225 
 
 6^ 
 
 112.8 
 
 30 
 
 
 
 
 tt 
 
 1.262 
 
 40 
 
 265 
 
 53^ 
 
 108.5 
 
 30 
 
 2J^ 
 
 22.07 
 
 45 
 
 
 1.043 
 
 40 
 
 315 
 
 634 
 
 104.3 
 
 32 
 
 2^ 
 
 20.20 
 
 45 
 
 A 
 
 0.845 
 
 40 
 
 285 
 
 gi^ 
 
 100.2 
 
 32 
 
 2^ 
 
 18.40 
 
 45 
 
 H 
 
 0.754 
 
 40 
 
 395 
 
 6 
 
 96.14 
 
 34 
 
 2% 
 
 16.69 
 
 45 
 
 
 0.667 
 
 40 
 
 450 
 
 
 
 
 2/^ 
 
 15.07 
 
 45 
 
 
 
 
 
 5% 
 
 92.17 
 
 34 
 
 23^ 
 
 13.52 
 
 60 
 
 H 
 
 0.587 
 
 40 
 
 255 
 
 s| 
 
 88.29 
 84.49 
 
 38 
 38 
 
 r 
 
 12.06 
 10.68 
 
 60 
 60 
 
 1 
 
 0.511 
 0.441 
 
 40 
 40 
 
 295 
 340 
 
 5^ 
 
 80.77 
 
 42 
 
 
 
 
 N 
 
 0.375 
 
 40 
 
 400 
 
 5/^ 
 
 77.15 
 
 42 
 
 lit 
 
 10.02 
 
 60 
 
 g 
 
 0.316 
 
 40 
 
 475 
 
 5/4 
 
 73.60 
 
 45 
 
 l/-^ 
 
 9.388 
 
 60 
 
 
 0.261 
 
 40 
 
 575 
 
 53^ 
 
 70.14 
 
 45 
 
 113 
 To 
 
 8.773 
 
 60 
 
 A 
 
 0.211 
 
 30 
 
 90 
 
 5 
 
 66.76 
 
 45 
 
 1M 
 
 8.178 
 
 60 
 
 
 0.167 
 
 30 
 
 90 
 
 
 
 
 1H 
 
 7.604 
 
 60 
 
 ^ 
 
 0.128 
 
 30 
 
 85 
 
 47^ 
 
 63.46 
 
 45 
 
 1/^8 
 
 7.051 
 
 60 
 
 A 
 
 0.094 
 
 30 
 
 65 
 
 4/4 
 
 60.25 
 
 45 
 
 J^L 
 
 6.520 
 
 60 
 
 
 
 
 
 4/^ 
 
 57.12 
 
 45 
 
 IK 
 
 6.008 
 
 60 
 
 
 
 
 
 43^ 
 
 54.07 
 
 45 
 
 1A 
 
 5.518 
 
 60 
 
 
 
 
 
 4^i 
 
 51.11 
 
 45 
 
 1/^8 
 
 5.049 
 
 60 
 
 
 
 
 
 434 
 
 48.24 
 
 45 
 
 1& 
 
 4.600 
 
 60 
 
 
 
 
 
 43^ 
 
 45.44 
 
 45 
 
 1M 
 
 4.173 
 
 60 
 
 
 
 
 
 4 
 
 42.73 
 
 45 
 
 1A 
 
 3.766 
 
 60 
 
 
 
 
 
 NOTE. Maximum lengths denote shipping lengths. 
 
JONES & LAUGHLIN ST 
 
 E E L C O . 43 
 
 SQUARE BARS 
 
 
 
 Sizes Rolled by Jones & Laughlin Steel Co. 
 
 
 H 
 
 5 
 
 
 H 
 
 X 
 
 
 
 H 
 
 
 MAXIMUM 
 
 
 o 
 
 ft 
 
 
 o 
 
 
 
 
 o 
 
 
 LENGTH 
 
 Q 
 
 C* w 
 
 I 
 
 , 
 
 ^ J? 
 
 w 
 
 
 CO 
 
 fe 
 
 
 
 FEET 
 
 ^ 
 
 H Z 
 
 1-5 H 
 
 
 gg 
 
 ^ w 
 
 w x 
 
 w 
 
 
 
 
 
 
 H O 
 
 
 
 H O 
 
 
 
 H 
 
 
 
 \ 
 
 "u 
 
 Dp4 
 
 X&H 
 
 I . 
 
 1 ~"" 
 
 
 S 
 
 
 - 
 
 xf 
 
 
 
 . . 
 
 
 
 
 3 
 
 X 
 
 <J 
 
 1 1 
 
 O 
 
 X 
 < 
 
 E 
 
 
 H 
 
 
 1 
 
 o 
 
 
 
 
 
 S 
 
 
 ^ 
 
 S 
 
 
 
 ? 
 
 
 
 
 4M 
 
 61.41 
 
 45 
 
 1M 
 
 10.41 
 
 60 
 
 3 ^ 
 
 ( 
 
 1.913 
 
 60 
 
 
 4 
 
 54.40 
 
 45 
 
 lii 
 
 9.682 
 
 60 
 
 f 
 
 I 
 
 1.607 
 
 40 
 
 
 3M 47.82 
 
 45 
 
 l/^ 
 
 8.978 
 
 60 
 
 ^ 
 
 / 
 
 s 
 
 1.328 
 
 40 
 
 
 
 41.65 45 
 
 1& 
 
 8.301 
 
 60 
 
 * 
 
 1.076 
 
 40 
 
 
 3M 
 
 35.92 45 
 
 l;Hj 
 
 7.650 
 
 60 
 
 ^ 
 
 1 
 
 0.960 
 
 40 
 
 
 3 
 
 30.60 
 
 45 
 
 1& 
 
 7.026 
 
 60 
 
 
 ^ 
 
 0.850 
 
 40 
 
 
 
 25.71 
 
 45 
 
 1% 
 
 6.428 
 
 60 
 
 
 
 0.747 
 
 40 
 
 
 22 
 
 23.43 
 
 45 
 
 IA 
 
 5.857 
 
 60 
 
 5 
 
 C 
 
 0.651 
 
 40 
 
 70 
 
 2i^ 
 
 21.25 
 
 45 
 
 
 5.313 
 
 60 
 
 i 
 
 i 
 
 0.561 
 
 40 
 
 70 
 
 2/^ 
 
 19.18 
 
 45 
 
 1& 
 
 4.795 
 
 60 
 
 3 / 
 
 X 
 
 0.478 
 
 40 
 
 75 
 
 2/4 
 
 17.21 
 
 45 
 
 l^g 
 
 4.303 
 
 60 
 
 
 1 
 
 0.402 
 
 30 
 
 75 
 
 2/^ 
 
 15.35 
 
 45 
 
 1^5 
 
 3.838 
 
 60 
 
 T'V 
 
 0.332 
 
 30 
 
 80 
 
 2 
 
 13.60 60 
 
 1 
 
 3.400 
 
 60 
 
 
 , 
 
 0.269 
 
 30 
 
 80 
 
 lit 
 
 12.76 
 11.95 
 
 60 
 60 
 
 H 
 
 2.988 
 2.603 
 
 60 
 60 
 
 
 T 
 
 0.212 
 0.163 
 
 30 
 30 
 
 75 
 70 
 
 I 13 
 
 11.17 
 
 60 
 
 8 
 
 2.245 
 
 60 
 
 5 
 
 f 
 
 0.120 
 
 30 
 
 70 
 
 
 OVAL EDGE OR 
 
 BEVEL EDGE OR 
 
 WAGON Box 
 
 REACH PLATE 
 
 I U -c 
 
 >i/j s 
 
 
 
 R-^-f ^R 
 
 B 
 
 Z 
 
 
 
 ft A . J 
 
 \ I 
 
 
 
 
 A 
 
 B 
 
 R 
 
 A 
 
 B 
 
 C 
 
 A 
 
 B 
 
 c 
 
 Ins. 
 
 Ins. 
 
 Ins. 
 
 Ins. 
 
 Ins. 
 
 Ins. 
 
 Ins. 
 
 Ins. 
 
 Ins. 
 
 If 
 
 & 
 
 Ys 
 
 H 
 
 No. 12 
 
 
 Ys 
 
 M 
 
 H 
 
 
 Vs 
 
 Y* 
 
 3 4 
 
 No. 12 
 
 
 1 
 
 ^ 
 
 A 
 
 % 
 
 A 
 
 Ys 
 
 3 4 
 
 No. 14 
 
 
 1 
 
 No. 12 
 
 
 II 
 
 H 
 
 Vs 
 
 
 & 
 
 
 1 
 
 K 
 
 
 Ys 
 
 
 Ys 
 
 M 
 
 
 
 \y% 
 
 No. 12 
 
 
 i 8 
 
 H 
 
 Ys 
 Ys 
 
 1 
 
 No. 13 
 
 No. 14 
 
 
 ixl 
 
 T 
 
 
 i/^ 
 
 A 
 
 Ys 
 
 Ys 
 
 ii 
 
 
 1M 
 
 il 
 
 
 NOTE. Maximum lengths denote shipping lengths. 
 
44 
 
 
 JONES & LAUGHLIN STEEL CO. 
 
 OVALS, HALF OVALS, HALF ROUNDS, 
 HEXAGONALS AND BLUNT OVALS 
 
 Sizes Rolled by Jones & Laughlin Steel Company 
 
 OVALS 
 
 HALF OVALS 
 i ' 
 
 HALF 
 
 ROUNDS 
 
 HEXAG- 
 ONALS 
 
 
 
 1 
 
 *! 
 
 *| 
 
 II 
 
 <a 
 
 ,1 
 
 1 
 
 11 
 
 8 
 
 "we 
 '53 3 
 
 1 
 
 |c| 
 
 
 
 
 
 
 
 
 1 
 1 
 
 M 
 
 1 
 
 M 
 
 If 
 
 II 
 ft 
 If 
 tt 
 
 ^ 
 || 
 
 if 
 
 0.297 
 0.376 
 0.465 
 0.551 
 0.669 
 0.632 
 0.774 
 0.910 
 1.030 
 1.170 
 1.508 
 1.860 
 2.670 
 
 $ 
 1 
 
 IM 
 
 2 4 
 2 
 
 2M 
 
 3 2 
 3 
 
 
 
 *13 
 
 s 
 
 t 
 
 M 
 
 H 
 
 3 A 
 
 Y2 
 
 5 /8 
 
 X 
 II 
 
 ft 
 
 II 
 
 12 
 
 II 
 If 
 
 fi 
 
 i? 
 IM 
 in 
 
 ill 
 
 1A 
 
 0.084 
 0.114 
 0.149 
 0.170 
 0.198 
 0.232 
 0.282 
 0.335 
 0.455 
 0.585 
 0.754 
 0.930 
 0.876 
 1.100 
 1.335 
 1.825 
 2.380 
 1.751 
 1.623 
 2.915 
 3.716 
 2.584 
 3.006 
 
 & 
 
 H 
 A 
 
 5 /8 
 
 H 
 
 1* 
 
 i 
 
 IM 
 
 2 4 
 
 0.131 
 0.187 
 0.256 
 0.334 
 0.522 
 0.631 
 0.751 
 1.032 
 1.335 
 1.690 
 2.086 
 3.004 
 4.089 
 5.34 
 
 N 
 
 A 
 
 A 
 
 y s 
 
 $ 
 
 if 
 
 IP 
 
 *7* 
 
 lil 
 
 0.283 
 0.414 
 0.564 
 0.736 
 0.932 
 1.150 
 1.392 
 1.656 
 1.944 
 2.254 
 2.588 
 2.945 
 3.324 
 3.727 
 4.152 
 4.601 
 5.072 
 5.567 
 6.085 
 6.625 
 7.189 
 7.775 
 8.385 
 9.018 
 9.673 
 10.352 
 11.053 
 
 BLUNT OVALS 
 
 7f^r~~y 
 
 v~ r Q?'' y ^ 
 
 i~ w *i 
 
 <0 
 
 J3 
 
 a 
 
 T 
 
 * 
 
 1 
 I 
 
 A 
 
 II 
 
 V. 
 
 II. 
 
 H 
 
 1 
 
 0.557 
 0.735 
 1.020 
 
 
JONES & LAUGHLIN STEEL CO. 45 
 
 STEEL HOOPS 
 Sizes Rolled by Jones & Laughlin Steel Company 
 
 WIDTH 
 INCHES 
 
 GAUGE 
 
 WIDTH 
 INCHES 
 
 GAUGE 
 
 y* 
 
 13 to 19 
 13 to 19 
 13 to 19 
 13 to 19 
 
 13 to 19 
 13 to 19 
 13 to 19 
 13 to 19 
 13 to 19 
 13 to 19 
 
 1M 
 2 
 
 2M 
 3 
 
 13 to 19 
 
 13 to 18 
 13 to 16 
 13 to 16 
 13 to 16 
 13 to 16 
 13 to 16 
 13 to 16 
 
 13 to 16 
 
 ROUND EDGE STEEL FLATS 
 (Measurement Over All) 
 
 ( Advancing in 
 
 to 3% in. wide by 3^ to 1 in. thick . < width and thick- 
 
 t ness by 16ths. 
 
 ROUND EDGE STEEL TIRE 
 (Measurement on Flat) 
 
 ( Advancing in 
 
 to 3 in. wide by ^ to 1 in. thick . < width and thick- 
 
 ' ness by 16ths. 
 
46 JONES & LAUGHLIN STEEL CO. 
 
 LONGEST LENGTHS 
 
 IN FEET, OF FLAT BARS 
 
 Rolled by Jones & Laughlin Steel Company 
 
 Bfl 
 
 THICKNESS IN INCHES 
 
 2 5 
 
 A 
 
 H 
 
 A 
 
 M 
 
 A 
 
 H 
 
 A 
 
 H 
 
 H 
 
 H 
 
 tt 
 
 H 
 
 1 
 
 IX 
 
 IM 
 
 IK 
 
 2 
 
 16 
 
 
 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 70 
 
 70 
 
 60 
 
 45 
 
 44 
 
 38 
 
 15 
 
 .. 
 
 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 70 
 
 70 
 
 60 
 
 45 
 
 44 
 
 38 
 
 14 
 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 70 
 
 68 
 
 05 
 
 50 
 
 40 
 
 40 
 
 35 
 
 13 
 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 70 
 
 05 
 
 05 
 
 50 
 
 40 
 
 40 
 
 35 
 
 12 
 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 70 
 
 05 
 
 65 
 
 50 
 
 40 
 
 40 
 
 35 
 
 11 
 
 .. 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 70 
 
 05 
 
 05 
 
 50 
 
 40 
 
 40 
 
 35 
 
 10 
 
 50 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 75 
 
 70 
 
 66 
 
 05 
 
 50 
 
 40 
 
 40 
 
 35 
 
 9M 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 46 
 
 42 
 
 38 
 
 35 
 
 32 
 
 30 
 
 26 
 
 21 
 
 17 
 
 15 
 
 13 
 
 9M 
 
 50 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 40 
 
 42 
 
 38 
 
 35 
 
 32 
 
 30 
 
 M 
 
 21 
 
 17 
 
 15 
 
 13 
 
 9 " 
 
 50 
 
 75 
 
 75 
 
 75 
 
 75 75 75 
 
 75 
 
 75 
 
 75 
 
 70 
 
 68 
 
 66 
 
 50 
 
 40 
 
 40 
 
 35 
 
 sx 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 47 41 
 
 37 
 
 33 
 
 31 
 
 28 
 
 20 
 
 23 
 
 18 
 
 15 
 
 13 
 
 11 
 
 8 
 
 50 
 
 50 
 
 50 50 
 
 50 50 50 
 
 45 
 
 41 
 
 37 
 
 34 
 
 32 
 
 28 
 
 22 
 
 18 
 
 10 
 
 14 
 
 7H 
 
 50 
 
 75 
 
 75 75 
 
 75 
 
 75 75 
 
 75 
 
 75 
 
 75 
 
 70 
 
 05 
 
 66 
 
 50 
 
 40 
 
 40 
 
 35 
 
 iy 
 
 50 
 
 50 
 
 50 50 
 
 50 50 50 
 
 45 
 
 41 
 
 38 
 
 34 
 
 32 
 
 28 
 
 22 
 
 19 
 
 16 
 
 14 
 
 jy 4 
 
 50 
 
 50 
 
 50 50 
 
 50 50 50 
 
 50 
 
 47 
 
 43 
 
 39 
 
 30 
 
 32 
 
 25 
 
 21 
 
 18 
 
 16 
 
 7 
 
 50 
 
 50 
 
 50 50 
 
 50 50 50 
 
 50 
 
 48 
 
 44 
 
 40 
 
 38 
 
 33 
 
 26 
 
 22 
 
 19 
 
 16 
 
 8H 
 
 40 
 
 40 
 
 40 40 
 
 40 40 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 38 
 
 33 
 
 26 
 
 22 
 
 18 
 
 16 
 
 y. 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 50 50 
 
 50 
 
 48 
 
 44 
 
 41 
 
 38 
 
 33 
 
 26 
 
 22 
 
 19 
 
 16 
 
 6 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 50 
 
 50 
 
 50 
 
 49 
 
 45 
 
 42 
 
 30 
 
 29 
 
 24 
 
 21 
 
 18 
 
 5X 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 50 
 
 48 
 
 43 
 
 40 
 
 30 
 
 34 
 
 30 
 
 24 
 
 20 
 
 17 
 
 15 
 
 5 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 50 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 47 
 
 38 
 
 31 
 
 20 
 
 23 
 
 4k 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 50 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 40 
 
 34 
 
 29 
 
 25 
 
 4^ 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 50 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 43 
 
 37 
 
 32 
 
 28 
 
 4 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 50 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 50 
 
 45 
 
 39 
 
 33 
 
 29 
 
 32i 
 
 40 
 
 40 
 
 40 40 
 
 40 40 40 
 
 37 
 
 33 
 
 32 
 
 29 
 
 27 
 
 24 
 
 19 
 
 15 
 
 34 
 
 30 
 
 3/^ 
 
 40 
 
 40 
 
 40 40 
 
 40 40 40 
 
 40 
 
 37 
 
 34 
 
 31 
 
 29 
 
 25 
 
 20 
 
 17 
 
 37 
 
 32 
 
 3/^ 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 34 
 
 3 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 38 
 
 2M 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 2^ 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 2M 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 2 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 40 
 
 36 
 
 30 
 
 25 
 
 
 1% 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 &5 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 
 
 1H 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 
 
 
 1M 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 
 
 
 
 1 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 35 
 
 
 
 
 
 
JONES & LAUGHLIN STEEL CO. 47 
 
 FLATS 
 
 Sizes Rolled by Jones & Laughlin Steel Co. 
 
 WIDTH 
 
 THICKNESS 
 
 WIDTH 
 
 THICKNESS 
 
 WIDTH 
 
 THICKNESS 
 
 INCHES 
 
 INCHES 
 
 INCHES 
 
 
 INCHES 
 
 INCHES 
 
 INCHES 
 
 H 
 
 
 No. 
 No. 
 
 12 to A 
 12 to A 
 
 n 
 
 No. 12 to 33^ 
 No. 12 to 334 
 
 7 
 
 No. 11 to 2 
 No. 11 to 2 
 
 54 
 
 
 No. 
 
 12 to ii 
 
 3^i 
 
 No. 12 to 3 
 
 71^ 
 
 No. 11 to 2 
 
 7^ 
 
 
 No. 
 
 12 to i$ 
 
 3M 
 
 N 
 
 0. 
 
 [2 to 33^ 
 
 754 
 
 No. 11 to 2 
 
 
 
 
 
 g?^ 
 
 
 
 
 77^ 
 
 No. 10 to 3 
 
 1 
 
 
 No. 
 
 12 to H 
 
 
 
 
 
 
 
 
 
 No. 
 
 12 to 1 
 
 4 
 
 No. 12 to 33^ 
 
 8 
 
 No. 11 to 2 
 
 1J4 
 
 
 No. 
 
 12 to 13^ 
 
 4/^ 
 
 N 
 
 o. 
 
 11 to 2 
 
 8V 
 
 No. 11 to 2 
 
 1% 
 
 
 No. 
 
 12 to 1M 
 
 434 
 
 No. 12 to 2 
 
 
 
 13>^ 
 
 
 No. 
 
 12 to \Y % 
 
 4/^ 
 
 K 
 
 o. 
 
 11 to 2 
 
 9 
 
 No. 11 to 2 
 
 JS/j 
 
 
 No. 
 
 12 to 1H 
 
 43^ 
 
 N 
 
 0. 
 
 LI to 2 
 
 
 3 5 tO 2 
 
 1/4 
 
 
 No. 
 
 
 45^ 
 
 No. 11 to 2 
 
 9/4 
 
 
 IJi 
 
 
 No. 
 
 12 to 154 
 
 4M 
 
 No. 11 to 2 
 
 
 
 
 
 
 
 4J'8 
 
 N 
 
 0. 
 
 11 to 2 
 
 10 
 
 & to 2 
 
 2 
 
 
 No. 
 
 12 to \% 
 
 
 
 
 
 
 
 23^3 
 
 
 No. 
 
 12 to 13^ 
 
 5 
 
 N 
 
 0. 
 
 LI to 2 
 
 11 
 
 J4 to 2 
 
 oH 
 
 
 No. 
 
 12 to 2 
 
 
 No. 11 to 2 ' 
 
 
 
 
 
 No. 
 
 12 to 1 1 A ' 
 
 5M 
 
 N 
 
 0. 
 
 11 to 2 
 
 12 
 
 34 to 2 
 
 2V4 
 
 
 No. 
 
 12 to 234 
 
 5M 
 
 No. 11 to 2 
 
 
 
 2^| 
 
 
 No. 12 to l]4 
 
 
 
 
 
 13 
 
 Mto2 
 
 254 
 
 
 No. 
 
 12 to 2J^ 
 
 6 
 
 N 
 
 0. 
 
 Ito2 
 
 
 
 2% 
 
 
 No. 
 
 12 to 2M 
 
 
 No. 11 to 2 
 
 14 
 
 J4 to 2 
 
 
 
 
 
 63^ 
 
 N 
 
 0. 
 
 Ito2 
 
 
 
 3 
 
 
 No. 
 
 12 to 2^ 
 
 654 
 
 No. 11 to 2 
 
 15 
 
 9^to2 
 
 Ix 
 
 
 No. 
 
 12 to 3 2 
 
 
 
 
 
 16 
 
 i^to2 
 
 NUT STEEL 
 
 S^ 
 
 W f> 
 
 H o 
 S O 
 
 II 
 
 :KNESS 
 
 CHES 
 
 H o 
 
 II 
 
 1| |l 
 
 W 
 
 H"" 
 
 Is 
 
 is ,5 
 
 i- 
 
 "^ ft. 
 
 * s 
 
 Hz ,* 
 
 3i 
 
 1 
 
 0.664 
 0.767 
 1.080 
 
 i 
 
 1 
 
 ' 
 
 2.630 
 2.776 
 3.280 
 
 1 
 
 IrV 5-757 
 ItV 7. 192 
 lf> 8.785 
 
 if 
 
 Tff 
 
 1.162 
 
 
 
 
 3.237 
 
 2A 
 
 ITT 10.69 
 
 
 M 
 
 1.434 
 
 ll 
 
 i 
 
 
 3.367 
 
 2% 
 
 IfV 12.61 
 
 7^ 
 
 M 
 
 1.580 
 
 US 
 
 ij 
 
 
 3.410 
 
 
 
 IrV 
 
 8 
 
 2.483 
 
 ill 
 
 1 
 
 
 4.482 
 
 
 
 NOTE. See page 46 for maximum lengths of flats. 
 
4S 
 
 JONES & LAUGHLIN STEEL CO. 
 
 tc 
 
 3 
 
 fc 
 
 W < 
 
 h M 
 
 Q -o 
 H v 
 
 K 8 
 
 s 
 
 IM M <>4 -i 
 
 
 
 <M l ^i -H ^H , 
 
 ? O -^ O OD CO Tf ^ ( 
 =; s -- .- -r-r : 
 
 i c-5 el cl <M ?5 
 
 
 ;-:sg^^s 
 
 :ggS?S??gSS : 
 
JONES & LAUGHLIN STEEL CO. 
 
 4'.) 
 
 RECTANGULAR PLATES ROLLED ON 78-INCH 
 
 MILL 
 Sizes Rolled by Jones & Laughlin Steel Company 
 
 THICKNESS 
 
 No. 11 . 
 No. 10 . 
 No. 9 . 
 
 No. 8 . 
 ^ inch . 
 -/% and 
 T^ inch . 
 inch . 
 
 inch 
 
 WIDTH AND LENGTH OF PLATES IN INCHES 
 
 66 60 56 52 
 
 44 40 
 
 32 28 24 
 
 ... 144 168 180 192 204 216 228 240 252 264 
 120 168 180 192 204 216 ! 228 240 252 264 276 
 120|l68;i80 192 204:216 228 240352 264 276 
 120 168 180 192 216 228 { 240 252 264 276 ! 288 
 120 192 204 216 2281240 264 288^300 300 300 
 120 192|204:216i228^240 252 264 276 288 300 
 108 144J156 168 180 192i204 216 264 300 300 
 96 120 144 156 180:192:216240252264 276 
 
 CIRCULAR PLATES 
 
 THICKNESS IN 
 INCHES 
 
 MAXIMUM 
 DIAMETER IN 
 INCHES 
 
 THICKNESS IN 
 INCHES 
 
 MAXIMUM 
 DIAMETER IN 
 INCHES 
 
 H 
 
 65 
 
 A 
 
 103 
 
 & 
 
 65 
 
 II 
 
 103 
 
 M 
 
 90 
 
 ii 
 
 103 
 
 * 
 
 100 
 
 M ) 
 
 
 H 
 
 103 
 
 up to [ 
 
 103 
 
 & 
 
 103 
 
 V/2 ) 
 
 
 to 
 
 103 
 
 
 
 Plates of greater width than shown in this schedule may 
 be submitted for special consideration. 
 
 All our plates are accurately straightened by the most 
 improved straightening methods known. 
 
50 
 
 JONES 
 
 LAUGHLIN STEEL CO. 
 
 WEIGHTS AND DIMENSIONS OF STEEL TEES 
 With Equal Legs 
 
 SECTION 
 No. 
 
 SIZE IN INCHES 
 
 Flange Stem 
 
 THICKNESS OF METAL, INCHES 
 
 Flange 
 
 Stem 
 
 T 1 
 T 2 
 T 3 
 T 4 
 T 5 
 T 6 
 T32 
 T 7 
 T 8 
 T 9 
 T10 
 Til 
 T12 
 T13 
 T14 
 T15 
 T16 
 T17 
 T18 
 T19 
 
 to A 
 
 to 
 
 With Unequal Legs 
 
 SECTION 
 No. 
 
 SIZE IN INCHES 
 
 Flange Stem 
 
 THICKNESS OF METAL, INCHES 
 
 Flange 
 
 Stem 
 
 T31 
 T33 
 T30 
 T29 
 T23 
 T24 
 T25 
 T26 
 T27 
 T28 
 
 NOTE. The maximum length in which we can furnish tees is 35 feet. 
 In ordering extreme lengths a leeway of five feet will facilitate the execution 
 of orders. 
 
JONES & LAUGHLIN STEEL CO. 
 
 51 
 
 Z BARS 
 
 Sizes, Weights, Dimensions and Maximum Lengths, 
 Rolled by Jones & Laughlin Steel Co. 
 
 
 c/3 
 o a 
 
 SIZE IN INCHES 
 
 d 
 
 
 ' ** 
 
 IS 
 
 ll 
 
 
 s 
 
 
 
 J J 
 
 1^ 
 
 H g 
 
 2 * 
 
 
 s 8 
 
 
 G K 
 
 
 u 
 
 
 
 
 M 
 
 
 X 
 5^ 
 
 
 Hi 
 
 Flange 
 
 Web 
 
 Flange 
 
 ^ 
 
 
 ^ H 
 
 Z4 
 
 X 
 
 2H 
 
 3 
 
 2H 
 
 6.7 
 
 1.97 
 
 54 
 
 Z4 
 
 
 23^ 
 
 ^rs 
 
 52 
 
 8.4 
 
 2.48 
 
 50 
 
 Z4 
 
 H 
 
 8H 
 
 8>| 
 
 
 10.1 
 
 3.00 
 
 41 
 
 Z8 
 
 A 
 
 2^ 
 
 2 15 
 
 2^ 
 
 10.9 
 
 3.20 
 
 34 
 
 Z8 
 
 i^ 
 
 2li 
 
 3 
 
 2li 
 
 12.5 
 
 3.69 
 
 30 
 
 Z8 
 
 T 9 S 
 
 23/ 
 JB 
 
 "T^ 
 
 2^ 
 
 14.2 
 
 4.18 
 
 26 
 
 Z8 
 
 ft 
 
 2 T6 
 
 
 m 
 
 16.0 
 
 4.69 
 
 23 
 
 Z9 
 
 A 
 
 IK 
 
 3 
 
 iy 2 
 
 3.6 
 
 1.06 
 
 
52 
 
 JON 
 
 E S & L A 
 
 UGHLIN STEEL CO. 
 
 
 
 5 
 
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 S 
 
 
 
 00 
 
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 HS 
 
 
 
 s 
 
 
 
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 rH 
 
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 00 
 
 
 
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 t>l 
 
 
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 3 
 
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 Tj< CO(N 00 
 
 rHC<l^iOt>-OOO--( 
 
 
 s 
 
 $ 
 
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 i-HOOiOOt^cOcOO 
 
 1 1 T 1 
 
 
 q 
 2 
 
 HS 
 
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 t^"*' ^-1 
 
 OOrHCOCOOOi ICOCOOS 
 
 ososooi>cdcdic^co 
 
 
 < 
 
 / 
 
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 COS<NCOOSCO1>O-* 
 
 
 H 
 
 w\ 
 
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 OOCOOSiOrHt^iNOO^ ' O iO 
 
 
 w 
 
 
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 t^. -^ i I 00 *C <N 00 C C<l OS 
 
 
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 CO CO CO <N (M (M (N rH rH rH rH rH 
 
 

 
 JONES & LAUGHLIN STEEL CO. 53 
 
 
 w 
 
 
 H 
 
 5005 
 88 
 
 
 w 
 J 
 
 J 
 
 o : c- 
 
 C5CC <M 
 
 5^ S 
 
 
 < 
 
 D 
 0> 
 
 w 
 
 
 
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 ^^^^?j 22S 
 
 
 2: 
 
 D 
 
 Hg 
 
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 S^ZZZS'ZZ 
 
 
 w 
 
 
 OTf.-ioooeoccict^-'* 
 
 
 J 
 
 ,< 
 
 ^^sss^^s^s 
 
 
 O 
 
 
 oooioeo^^oooooin 
 
 
 S 
 
 MM 
 
 -ioa5ocb-oo'*eo<M 
 
 
 < 
 
 
 H "" '- | 
 
 
 fc 
 
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 OO5OOOOt^t-t~3i-';>o v 10 
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 ^ 
 
 
 
 
 
 
 
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 ^ ^^^^ ^^ ^ ^ ^ ^ 
 
 
 
 M 
 
 c/5 
 
 
 
54 JON ES & LAUG 
 
 HLIN STEEL CO. 
 
 LONGEST LENGTHS 
 Rolled by Jones & 
 
 IN FEET OF ANGLES 
 Laughlin Steel Co. 
 
 a 
 
 N X 
 *l 
 
 THICKNESS IN INCHES 
 
 H 
 
 A 
 
 M 
 
 A 
 
 K 
 
 A 
 
 M 
 
 A 
 
 K 
 
 tt 
 
 X 
 
 it 
 
 H 
 
 1 
 
 1& 
 
 IK 
 
 8 X8 
 
 6 X6 
 6 X4 
 6 X3H 
 
 5 X5 
 5 X4 
 5 X3H 
 5 X3 
 
 4KX3 
 
 4 X4 
 4 X3^ 
 4 X3 
 
 3HX3^ 
 3HX3 
 3HX2H 
 3>iX3>i 
 
 3 X3 
 3 X2H 
 3 X2 
 
 2MX29i 
 
 2HX2^ 
 2HX2 
 2^X1>4 
 
 2!*X1H 
 2&X2M 
 
 2 X2 
 2 X1H 
 2 X1H 
 
 IHX1H 
 
 IHXl^ 
 
 IXXU4 
 
 1 XI 
 
 &X 5i 
 
 
 
 
 
 
 
 95 
 
 100 
 100 
 100 
 
 100 
 100 
 100 
 100 
 
 54 
 
 54 
 54 
 54 
 
 54 
 54 
 54 
 54 
 
 54 
 
 54 
 
 81 
 
 2S 
 
 31 
 86 
 
 45 
 
 45 
 35 
 
 45 
 
 95 
 
 100 
 100 
 100 
 
 100 
 100 
 100 
 100 
 
 54 
 
 54 
 54 
 54 
 
 54 
 54 
 54 
 54 
 
 54 
 
 54 
 
 95 
 
 100 
 100 
 100 
 
 100 
 100 
 100 
 100 
 
 54 
 
 52 
 54 
 54 
 
 54 
 54 
 54 
 54 
 
 54 
 54 
 
 95 
 
 100 
 100 
 100 
 
 100 
 100 
 100 
 100 
 
 50 
 
 47 
 50 
 54 
 
 54 
 54 
 54 
 
 95 
 
 100 
 100 
 1(10 
 
 100 
 100 
 100 
 100 
 
 46 
 
 44 
 
 40 
 50 
 
 50 
 
 95 
 
 100 
 100 
 100 
 
 100 
 100 
 100 
 100 
 
 44 
 
 42 
 42 
 
 4(5 
 
 40 
 
 95 
 
 100 
 100 
 100 
 
 100 
 100 
 100 
 100 
 
 M 
 
 100 
 100 
 100 
 
 100 
 
 95 
 
 95 
 
 
 
 
 
 100 
 100 
 100 
 
 100 
 100 
 100 
 100 
 
 54 
 
 54 
 54 
 54 
 
 54 
 
 l\ 
 
 54 
 
 a 
 
 40 
 38 
 
 40 
 45 
 
 ; 
 
 ; 
 
 i 
 
 35 
 35 
 
 100 
 100 
 100 
 
 100 
 100 
 100 
 100 
 
 54 
 
 54 
 54 
 54 
 
 54 
 54 
 54 
 54 
 
 54 
 54 
 35 
 
 32 
 
 K 
 
 45 
 45 
 
 45 
 
 40 
 
 45 
 35 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 100 
 100 
 
 54 
 
 54 
 
 '54 
 54 
 
 54 
 54 
 54 
 54 
 
 54 
 54 
 50 
 44 
 
 K 
 
 50 
 50 
 
 50 
 50 
 
 50 
 35 
 35 
 
 35 
 35 
 35 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 ... 
 
 54 
 
 54 
 54 
 54 
 54 
 
 54 
 
 54 
 50 
 50 
 
 50 
 
 50 
 50 
 
 50 
 50 
 
 50 
 35 
 35 
 
 35 
 35 
 35 
 
 45 
 
 
 
 54 
 
 54 
 54 
 
 1 
 
 'SO 
 50 
 
 35 
 35 
 35 
 45 
 45 
 
 50 
 
 " 
 
 50 
 50 
 50 
 
 50 
 
 50 
 
 50 
 35 
 35 
 
 35 
 35 
 35 
 45 
 45 
 
 Lengths given are in feet. In ordering extreme lengths, a leeway of 
 five feet will facilitate the execution of orders. 
 
JONES & LAUGH LIN STEEL CO. 
 
 AREAS OF ANGLES 
 
 SIZE 
 INCHES 
 
 M 
 
 A 
 
 X 
 
 A 
 
 K 
 
 A 
 
 H 
 
 A 
 
 H 
 
 tt 
 
 K 
 
 tf 
 
 12.34 
 9.09 
 7.47 
 7.06 
 7.47 
 6.65 
 6.25 
 5.84 
 5.44 
 5.84 
 5.44 
 5.03 
 5.03 
 
 n 
 
 8 X8 
 6 X6 
 6 X4 
 
 5 X5 
 5 X4 
 5 \/ QL 
 
 5 X3 
 
 4 2 X4 
 4 \x 7i/ 
 
 4 X3 
 
 3jjx3 3 
 
 3MX2 4 
 
 3 4 X3 2 
 3 X2>6 
 3 X2 
 
 2%X2M 
 
 2>|x2 2 
 
 2 4 X2 4 
 o \s 1 1/ 
 
 1 4 xi 4 j 
 i x M ! 
 
 /4^ x^ 
 
 
 
 
 
 
 
 7.75 
 5.75 
 4.75 
 4.50 
 4.75 
 4.26 
 4.00 
 3.75 
 3.50 
 3.75 
 3.50 
 3.25 
 3.25 
 3.00 
 2.75 
 3.00 
 2.38 
 
 2.75 
 2.50 
 2.25 
 2.50 
 2.25 
 2.00 
 
 1.76 
 2.00 
 1.75 
 
 8.68 
 6.43 
 5.31 
 5.03 
 5.31 
 4.74 
 4.47 
 4.18 
 3.91 
 4.18 
 3.91 
 3.62 
 3.62 
 3.34 
 3.06 
 3.34 
 2.64 
 
 3.06 
 
 2.78 
 
 9.61 
 7.11 
 5.86 
 5.55 
 5.86 
 5.24 
 4.92 
 4.61 
 4.29 
 4.61 
 4.29 
 3.98 
 3.98 
 3.67 
 3.^36 
 3.67 
 
 3.36 
 3.06 
 
 10.53 
 7.78 
 6.41 
 6.06 
 6.41 
 5.71 
 5.37 
 5.03 
 4.68 
 5.03 
 4.68 
 4.34 
 4.34 
 4.00 
 3.60 
 
 J 11.44 
 8.44 
 6.94 
 6.56 
 6.94 
 6.18 
 5.81 
 5.44 
 5.06 
 5.44 
 5.06 
 4.69 
 4.69 
 
 13.23 
 9.74 
 7.99 
 7.55 
 7.99 
 7.12 
 6.67 
 6.28 
 
 
 
 
 
 4.36 
 3.61 
 3.42 
 3.61 
 3.24 
 3.05 
 2.86 
 2.68 
 2.86 
 2.68 
 2.48 
 2.48 
 2.30 
 2.11 
 2.30 
 ,82 
 
 2.11 
 1.92 
 1.73 
 1.92 
 1.73 
 ll. 
 
 1.36 
 1.55 
 1.36 
 1.17 
 1.12 
 1.17 
 1.09 
 0.99 
 
 5.0 
 
 4.1? 
 3.97 
 4. IS 
 3.76 
 3.53 
 3.31 
 3.09 
 3.31 
 3.09 
 2.87 
 2.87 
 2.65 
 2.43 
 2.65 
 2.11 
 
 2.43 
 2.22 
 2.00 
 2.22 
 2.00 
 1.78 
 
 1.56 
 1.78 
 1.56 
 
 1.30 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 2.40 
 2.25 
 2.40 
 
 
 
 
 
 
 1.94 
 
 
 
 
 A 
 
 i: 
 
 2.09 
 2.09 
 1.93 
 1.78 
 1.93 
 1.56 
 
 1.78 
 1.62 
 1.47 
 1.62 
 1.47 
 1.31 
 
 1.15 
 1.31 
 1.15 
 1.00 
 3.97 
 1.00 
 3.92 
 3.84 
 3.71 
 
 1.09 
 
 .' i!66 ! 
 "!"6!8S 
 
 0.76.... 
 
 0.71.'... 
 0.620.88 
 ....0.81 
 . ... 0. 76 
 ....0.71 
 
 h.480.7l 
 . ... 0. 62 
 ....0.59 
 0.420.62 
 ...0.57 
 0.360.53 
 0.300.43 
 0.240.34 
 3.190.27 
 3.170.25 
 
 1.44 
 1.56 
 1.26 
 
 L31 
 1.19 
 1.31 
 1.19 
 1.06 
 1.00 
 0.94 
 1.06 
 0.94 
 0.81 
 0.79 
 0.81 
 0.76 
 0.69 
 0.56 
 0.44 
 
 SIZE 
 INCHES 
 
 If 
 
 1 
 
 1A 
 
 1H 
 
 8X8 
 6X6 
 6X4 
 
 5X5 2 
 
 14.12 
 10.37 
 8.50 
 8.03 
 8.50 
 
 15.00 
 11.00 
 9.00 
 8.50 
 9.00 
 
 15.87 
 
 16.73 
 
 SIZE 
 
 OF 
 
 HOLE 
 
 07 
 
 AREA TO BE DEDUCTED FOR ONE HOLE 
 
 18'.21 
 21 .25 
 25 .30 
 29.35 
 
 , 7 * X A ^ 
 
 .40 
 
 .76 
 
 K It 1 
 
 5f, 
 
 .73 
 
 .86 
 
 1.00 
 
 .77 
 
 .91 
 
 1.06 
 
 Above table gives area of angles corresponding to thickness varying 
 by jVinch. 
 
56 
 
 JONES & LAUGHLIN STEEL CO. 
 
 K 
 
 
 .-DIMENSIONS OF STAN- 
 
 
 Tj 
 
 ^ {t 1 j DARD STEEL BEAMS, 
 
 * M 
 
 A \ 11 AND MAXIMUM 
 
 fir 
 
 /T LENGTHS 
 
 
 *s 
 
 
 1 
 
 
 
 
 
 MS 
 
 
 
 
 1 
 
 
 
 
 
 &8 
 
 
 
 V 
 
 ,c 
 
 to 
 
 b 
 
 8 
 
 1 
 
 1 
 
 1 
 
 !" 
 
 -i 
 
 I 
 
 t 
 
 1 
 
 4) 
 
 ^3 
 
 J 
 
 1 
 
 II 
 
 to 
 
 1 
 
 & 
 
 1 
 
 1 
 
 1 
 
 1 
 
 "o <n 
 
 z 
 
 1 
 
 a 
 
 g 
 
 | 
 
 g 
 
 1 
 
 
 c 
 
 ^ 
 
 | 
 
 Si 
 
 - 
 
 - 
 
 
 
 3 
 
 H-) 
 
 ^ 
 
 ^ 
 
 t 
 
 
 
 -* 
 
 N 
 
 
 
 S"3 
 
 I-J 
 x' 
 
 <t 
 
 
 
 
 
 
 
 
 5533 
 
 
 
 
 
 
 
 
 
 c/2ffi 
 
 
 
 1007.254 
 95 7. 192 
 
 0.754 
 0.692 
 
 
 
 
 57 
 HO 
 
 12 
 
 35 
 
 31.5 
 
 5. OSS 
 5.000 
 
 0.436 
 0.350 
 
 0.35 
 
 2M 
 
 if 
 
 75 
 75 
 
 24 
 
 90 
 
 7.131 
 
 0.631 0.60 
 
 4 
 
 H 
 
 til' 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 857.070 
 807.000 
 
 0.5701 
 
 0.500 
 
 0.884 
 
 
 
 .!i! 
 
 45 
 
 10 
 
 40 
 35 
 30 
 os 
 
 5.1010.751 
 4.9540.604 
 4.8070.457 
 4fifiO ft 9in 
 
 0.31 
 
 
 
 if 
 
 75 
 
 75 
 75 
 75 
 
 1007.284 
 
 
 
 
 957.210 
 
 0.810 
 
 
 
 47 
 
 
 
 
 . DOU 
 
 V. CH.V 
 
 
 
 
 20 
 
 90 7. 137 
 85 7 063 
 
 0.737 
 
 663 
 
 0.65 
 
 4 
 
 if 
 
 50 
 
 
 35 
 
 4.787 
 
 0.747 
 
 
 
 75 
 
 
 807!000 
 
 0*.600 
 
 
 
 
 53 
 
 9 
 
 30 
 25 
 
 4.6240.584! n 2q 
 
 4.4(11 0.421 u '^ y 
 
 2M 
 
 H 
 
 75 
 75 
 
 OA 
 
 756.399 
 
 0.649 
 
 
 
 
 H 
 
 
 21 
 
 4.330 
 
 0.290 
 
 
 
 
 75 
 
 20 
 
 70 6. 325 
 656.250 
 
 0.575 
 0.500 
 
 0.55 
 
 3H 
 
 
 til) 
 )4 
 
 
 25.5 
 
 4.272 
 
 0.542 
 
 
 
 
 75 
 
 
 
 
 
 :_ 
 
 
 
 
 
 
 
 
 _' 
 
 
 23 
 
 4.181 
 
 0.451 
 
 t\ O*7 
 
 
 13 
 
 75 
 
 
 706.259 
 
 0.719 
 
 
 
 
 r,o 
 
 
 20.5 
 
 4.0900.360""" 
 
 2M 
 
 if 
 
 75 
 
 18 
 
 65 6. 177 
 60 6 098 
 
 0.637 
 555 
 
 0.46 
 
 3J* 
 
 if 
 
 13 
 (15 
 
 
 18 
 
 4.000 
 
 0.27W 
 
 
 
 75 
 
 
 556! 000 
 
 0^460 
 
 
 
 
 70 
 
 
 20 
 
 3.8700.460 
 
 
 
 75 
 
 1006.792 
 
 1.192 
 
 
 
 
 43 
 
 7 
 
 17.5 
 15 
 
 3.765 
 3.660 
 
 0.355 
 0.250 
 
 0.25 
 
 2M 
 
 tt 
 
 75 
 75 
 
 
 yo 
 
 t>.t>',H 
 
 1.094 
 
 
 
 
 45 
 
 
 
 
 
 
 
 
 
 15 
 
 906.596 
 
 0.996 
 
 0.80 
 
 3% 
 
 if 
 
 4S 
 
 r~" 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 85 
 
 C..49S 
 
 0.898 
 
 
 
 
 51 
 
 
 17.253.5750.475 
 
 
 
 
 75 
 
 
 806.400 
 
 0.800 
 
 
 
 
 55 
 
 (1 
 
 14.753.4530.353 
 
 0.23 
 
 2 
 
 H 
 
 75 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 12.253.3300.230 
 
 
 
 
 75 
 
 
 756.294 
 
 0.884 
 
 
 3M 
 
 
 5(1 
 
 
 
 
 
 
 
 
 
 15 
 
 70 6. 196 
 656.098 
 606.000 
 
 0.786 
 0.688 
 0.590 
 
 0.59 
 
 1 
 
 if 
 
 (10 
 (14 
 70 
 
 ft 
 
 14.75 
 12.25 
 9.75 
 
 3.2940.504 
 3.1470.357 
 3.0000.210 
 
 0.21 
 
 IK 
 
 A 
 
 75 
 75 
 75 
 
 
 555.754 
 
 0.664 
 
 
 
 
 75 
 
 __ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 15 
 
 505.656 
 455.558 
 425.500 
 
 0.566 
 0.468 
 0.410 
 
 0.41 
 
 3 
 
 if 
 
 75 
 75 
 75 
 
 4 
 
 10.5 
 9.5 
 
 8.5 
 
 2.8800.410 
 2.8060.366 
 2.7330.263 
 
 0.19 
 
 1H 
 
 A 
 
 50 
 50 
 50 
 
 
 605.740 
 
 0.950 
 
 
 
 
 55 
 
 
 7.5 
 
 2.660 
 
 0.190 
 
 
 
 
 50 
 
 
 55 
 
 5.618 
 
 0.828 
 
 
 
 
 (10 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 12 
 
 505.496 
 
 0.706 
 
 0.46 
 
 3 
 
 if 
 
 (15 
 
 
 7.5 
 
 2.5260.366 
 
 
 
 
 50 
 
 
 45 
 
 5.373 
 
 0.583 
 
 
 
 
 (15 
 
 3 6.5 
 
 2.4280.268 
 
 0.17 
 
 JJL. j JL 
 
 50 
 
 
 405.250 
 
 0.460 
 
 
 
 
 75 
 
 5.5 2.3300.170 
 
 
 
 50 
 
 Lengths given are in feet. In ordering extreme lengths, a leeway of five 
 feet will faci itate the execution of orders. 
 
JONES 
 
 & LAUGHLIN STEEL CO. 57 
 
 DIMENSIONS OF STANDARD STEEL 
 
 CHANNELS AND MAXIMUM LENGTHS 
 
 
 
 K- ^ v 
 
 
 
 U~"fc~. 
 
 
 
 
 
 
 
 
 1 
 
 
 
 
 
 d 
 
 ,r 
 
 
 * 
 
 
 
 
 
 c *^ 
 
 * 
 
 0) 
 
 8 
 
 8 
 
 8 
 
 i 
 
 t> 
 
 /. 
 
 e 
 
 to 
 
 J3 
 
 8 
 
 V 
 
 i> 
 
 J3 
 
 8 
 
 t 
 
 c a 1 c 
 
 g 
 
 | 
 
 c 
 
 - 
 
 j 
 
 Z 
 
 a 
 
 1 
 
 | 
 
 1 
 
 jj 
 
 W 
 
 V 
 
 c 
 
 
 
 
 
 
 *c 
 
 
 
 
 
 ~~ 
 
 | 
 
 
 "5 
 
 
 
 
 <* 
 
 bJO 
 
 H 
 
 M 
 
 
 55 
 
 3.836 
 
 0.831 
 
 
 2W 
 
 
 75 
 
 
 19.75 
 
 ?, 510 
 
 630 
 
 
 
 
 75 
 
 
 50 3.7330.733 
 
 2M 
 
 
 75 
 
 
 17.25 
 
 2.405 
 
 0.525 
 
 
 1H 
 
 
 75 
 
 15 
 
 45 
 40 
 
 3.6380.636 
 3.5380.538 
 
 0.40 
 
 1^ 
 
 
 
 75 
 75 
 
 7 
 
 14.75 
 12.25 
 
 2.3000.420 
 2.1950.315 
 
 0.21 
 
 }$ 
 
 H 
 
 75 
 75 
 
 
 35 
 
 3.440 
 
 0.440 
 
 
 J7^ 
 
 
 75 
 
 
 9.75 
 
 2.090 
 
 210 
 
 
 Jl^ 
 
 
 75 
 
 
 33 
 
 3 400 
 
 400 
 
 
 
 
 -- 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 p 
 
 
 
 
 
 
 
 
 13 
 
 52 
 to 
 31.5 
 
 4.4600.840 
 to to 
 4.0000.375 
 
 0.34 
 
 2% 
 
 \i 
 
 00 
 to 
 75 
 
 7 
 
 22.0 
 20.5 
 18.0 
 
 3.5 
 3.43 
 3.33 
 
 0.50 
 0.43 
 0.33 
 
 0.475 
 
 2 
 2 
 
 2 
 
 if 
 
 90 
 90 
 90 
 
 40 
 
 3.4100.758 
 
 
 2 
 
 
 75 
 
 
 15.50 
 
 2.288 
 
 0.568 
 
 
 1/$ 
 
 
 75 
 
 35 
 1230 
 
 3.2900.636 
 3.1700.513 
 
 0.28 
 
 2 
 2 
 
 !? 
 
 75 
 75 
 
 6 
 
 13.00 
 10.50 
 
 2.166 
 ?. 043 
 
 0.446 
 0,323 
 
 0.20 
 
 ivf 
 
 rt 
 
 75 
 75 
 
 
 25 
 
 3.0500.390 
 
 1% 
 
 
 75 
 
 
 8.00 
 
 1.920 
 
 0.200 
 
 
 m 
 
 
 75 
 
 
 20 5 
 
 2 940 
 
 280 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 1/4 
 
 
 ' '' 
 
 
 18 40 
 
 ftfiO 
 
 5fi2 
 
 
 
 
 
 10 
 
 35 
 30 
 25 
 20 
 15 
 
 3.1880.828 
 3.0410.681 
 2.8940.5340.24 
 2.7470.3781 
 2.6000.240 
 
 2 
 2 
 
 2 
 
 if 
 
 75 
 75 
 
 75i 
 75 
 75 
 
 G 
 
 17.10 
 15.90 
 14.60 
 13.30 
 15.0 
 
 3.000 
 2.936 
 2.874 
 2.812 
 3.5 
 
 0.500 
 0.437 
 0.375 
 0.312 
 0.35 
 
 0.28 
 0.34 
 
 i^ 
 
 2 
 
 if 
 H 
 
 58 
 90 
 
 9 
 
 25 
 20 
 15 
 
 2.814 
 2.651 
 
 2.478 
 
 0,614 
 0.451 
 0.288 
 
 0.23 
 
 "i 
 
 ti 
 
 75 
 75 
 75 
 
 5 
 
 11.50 
 9.00 
 6.50 
 
 2.044 
 
 1.897 
 1.750 
 
 0.484 
 0.337 
 0.190 
 
 0.19 
 
 
 A 
 
 75 
 75 
 75 
 
 13.25 
 
 2.4300.230 
 
 
 1% 
 
 
 75 
 
 
 7.25 
 
 1.727 
 
 0.327 
 
 
 
 
 50 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 4 
 
 6.25 
 
 1.6540.254 
 
 0.18 
 
 1 
 
 A 
 
 50 
 
 
 21.25 
 
 2.628 
 
 0.588 
 
 
 i/^ 
 
 
 75 
 
 
 5.25 
 
 1.5800.180 
 
 
 
 
 50 
 
 18 75 
 
 9 Wfi 
 
 1 AOfi 
 
 
 
 
 T- 
 
 
 
 
 
 
 
 
 
 8 16. 25'2. 444 0.404 0.22 
 
 i;4 
 
 '-?- 
 
 75 
 
 
 6.00 
 
 1 606 
 
 366 
 
 
 
 
 50 
 
 
 13.75 
 11.25 
 
 2.3520.312 
 2.2600.220 
 
 w 
 
 
 75 
 75 
 
 3 
 
 5.00 
 4.00 
 
 1.508 
 1.410 
 
 0.268 
 0.170 
 
 0.17 
 
 tt 
 
 A 
 
 50 
 50 
 
 Lengths given are in feet. In ordering extreme lengths, a leeway of five 
 feet will facilitate the execution of orders. 
 
58 JONES & LAUGHLIN STEEL CO. 
 
 CAST SEPARATORS FOR BEAMS 
 
 Separators with Two Bolts 
 
 DESIGNATION 
 OF BEAM 
 
 DISTANCES 
 
 BOLTS 
 
 WEIGHTS 
 
 5 2 
 24 
 
 Number of Shape 
 
 11 
 
 *! 
 
 Out to Out of 
 Flanges of Beams 
 Inches 
 
 Center to Center 
 of Beam 
 Inches 
 
 sl 
 
 fa 1 Distance, Center 
 to Center, Inches 
 
 I! 
 
 Bolts and Nuts 
 Pounds 
 
 Increase of Bolts 
 for i inch Additional 
 Spread of Beams 
 Pounds 
 
 Separator 
 Pounds 
 
 Add to Separator 
 Weight for each Inch 
 Spread of Beams 
 Pounds 
 
 BO 
 
 80 
 
 14% 
 
 7% 
 
 % 
 
 9% 
 
 3% 
 
 0.25 
 
 29% 
 
 5^ 
 
 20 
 20 
 
 Bl 
 B2 
 
 80 
 65 
 
 v& 
 
 7 * 
 
 % 
 
 10 
 
 10 
 
 8* 
 
 3% 
 
 0.25 
 0.25 
 
 8* 
 
 1% 
 
 18 
 
 B2* 
 
 55 
 
 12% 
 
 6% 
 
 % 
 
 9 
 
 8K 
 
 3H 
 
 0.25 
 
 19 
 
 2% 
 
 15 
 15 
 15 
 
 B4 
 
 80 
 60 
 42 
 
 I 
 
 
 
 I 
 
 7 
 7 
 7 
 
 9 
 8 
 
 
 
 0.25 
 0.25 
 0.25 
 
 12% 
 
 1 
 
 12 
 
 B6 
 
 31* 
 
 10% 
 
 5% 
 
 % 
 
 6K 
 
 7% 
 
 3 
 
 0.25 
 
 9% 
 
 1H 
 
 Separators with One Bolt 
 
 12 
 12 
 
 B 5 
 B 6 
 
 40 
 
 11- 
 
 10% 
 
 5% 
 
 
 
 
 m 
 
 iH 
 
 0.12 
 0.12 
 
 % 
 
 IS 
 
 10 
 10 
 
 B 7 
 B 7 
 
 40 
 25 
 
 11 
 
 10% 
 
 6 
 
 % 
 
 .... 
 
 
 
 1% 
 
 '0.12 
 iO.12 
 
 7 
 
 TM. 
 
 IS 
 
 9 
 9 
 
 B 8 
 B 8 
 
 35 
 21 
 
 10% 
 
 5 
 
 % 
 
 :::: 
 
 6% 
 
 m 
 
 0.12 
 0.12 
 
 j)K 
 
 IS 
 
 8 
 
 B9 
 B 9 
 
 SJ 
 
 8% 
 
 5 
 
 4% 
 
 % 
 
 .... 
 
 6 2 
 
 1M 
 
 0.12 
 0.12 
 
 & 
 
 If 
 
 7 
 7 
 
 BIO 
 BIO 
 
 20 
 15 
 
 1% 
 
 5 
 
 % 
 
 .... 
 
 5% 
 
 1* 
 
 0.12 
 0.12 
 
 8 
 
 ?! 
 
 6 
 6 
 
 Bll 
 Bll 
 
 17% 
 12% 
 
 81 
 
 4 
 3% 
 
 % 
 
 .... 
 
 5H 
 
 $ 
 
 0.12 
 0.12 
 
 & 
 
 A 
 
 5 
 5 
 
 B12 
 B12 
 
 14% 
 
 7 
 
 ?& 
 
 % 
 
 .... 
 
 4% 
 
 $ 
 
 0.12 
 0.12 
 
 % 
 
 
 
 4 
 
 B13 
 
 7^ 
 
 5% 
 
 3% 
 
 % 
 
 
 
 4H 1% 
 
 0.12 
 
 1H 
 
 Ji 
 
 3 
 
 B14 
 
 5^ 
 
 5% 
 
 3 
 
 % 
 
 
 4% % 
 
 0.12 
 
 id % 
 
 Separators for 18, 20 and 24-inch beams are made of fs-inch metal. 
 Separators for 6 to 15-inch beams are made of %-inch metal. 
 Separators for 5-inch beams and under are made of 34-inch metal. 
 Minimum widths given. Separators can be made wider. 
 
JONE 
 
 S & LAUGHLIN STEEL CO. 59 
 
 STANDARD 
 
 SPACING AND DIMENSIONS OF 
 
 RIVET AND BOLT HOLES 
 
 Through Flanges of Beams, Channels, Connection Angles 
 
 TK-B-H 
 
 
 3 
 
 
 
 ^ 
 
 r 
 
 dL Jf 
 
 
 ^wil 
 'wssJT^ 
 
 Jl 
 
 
 f 
 
 STEEL BEAMS 
 
 STEEL CHANNELS 
 
 ANGLES 
 
 Inches 
 
 I 
 
 II 
 
 A 
 
 B 
 
 S 
 
 1 
 
 o 
 o 
 ta ^ 
 
 y 
 
 A 
 
 
 B 
 
 S? 
 
 i. of Bolt 
 Inches 
 
 C 
 
 A 
 
 a 
 
 |l 
 
 II 
 
 ,c 
 
 $ 
 
 c 
 
 i 
 
 f 2 
 
 o > 
 
 IS 
 
 f 
 
 
 V 
 
 fl 
 
 B +T 
 
 1 
 
 
 
 * 
 
 S 
 
 1 
 
 S 
 
 P 
 
 ^ 
 
 
 
 
 S 
 
 P 
 
 J S 
 
 a 
 
 24 
 
 80. 
 
 X 
 
 4 
 
 
 y?. 
 
 15 
 
 45. 
 
 X 
 
 2J 
 
 4 
 
 5% 
 
 6 
 
 1 
 
 3K 
 
 
 
 
 
 
 
 15 
 
 33. 
 
 X 
 
 17^ 
 
 
 
 
 
 20 
 20 
 
 80. 
 65. 
 
 V 
 
 4 
 
 s 
 
 x , 
 
 5$ 
 
 13 
 
 31.5 
 
 X 
 
 2^ 
 
 53^ 
 
 5 
 
 1 
 
 2^ 
 
 18 
 
 55. 
 
 X 
 
 3 
 
 /2 
 
 X 
 
 5K 
 
 12 
 
 12 
 
 30. 
 20.5 
 
 X 
 
 2 
 
 Ij 
 
 4 
 
 6A 
 
 4 
 
 1 
 1 
 
 2X 
 
 2 
 
 15 
 
 80. 
 60. 
 
 X 
 X 
 
 3^ 
 
 ?4 
 
 10 
 10 
 
 25. 
 15. 
 
 X 
 
 2 
 
 I 1 
 
 4 
 
 5^ 
 
 3X 
 
 H 
 
 IX 
 
 15 
 
 42. 
 
 X 
 
 3 
 
 
 5 T V 
 
 9 
 
 20. 
 
 
 13 
 
 4 
 
 5V 
 
 3 
 
 H 
 
 IX 
 
 12 
 
 40. 
 
 X 
 
 3 
 
 
 5K 
 
 9 
 
 13.25 
 
 X 
 
 1^ 
 
 /8 
 
 5^ 
 
 o a/ 
 
 3/ 
 
 I 1 / 
 
 12 
 
 31.5 
 
 X 
 
 2 
 
 X 
 
 5/8 
 
 8 
 
 16.25 
 
 
 1 r 
 
 4 
 
 
 J* 
 
 74 
 
 /2 
 
 10 
 
 25. 
 
 X 
 
 2 
 
 H 
 
 Mr 
 
 8 
 
 11.25 
 
 X 
 
 il 
 
 4 
 
 s3 
 
 2/ 2 
 
 X 
 
 1/8 
 
 9 
 
 21. 
 
 X 
 
 2 
 
 X 
 
 
 7 
 
 7 
 
 17.25 
 9.75 
 
 X 
 
 I 1 / 
 
 5A 
 6X 
 
 2X 
 
 X 
 
 IX 
 
 8 
 
 17.75 
 
 X 
 
 2 
 
 l /4 
 
 5^ 
 
 7 
 
 Ship 
 
 X 
 
 2 
 
 
 5r 5 S 
 
 2 
 
 >* 
 
 l# 
 
 7 
 
 15., 
 
 # 
 
 2 
 
 X 
 
 5X 
 
 6 
 6 
 
 13. 
 
 8. 
 
 tl 
 
 1/8 
 
 5 1 ? 
 
 IX 
 
 # 
 
 it 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 1 3 
 
 6 
 
 12.25 
 
 H 
 
 2 
 
 
 5X 
 
 6 
 
 Ship 
 
 X 
 
 2 
 
 
 5^ 
 
 /2 
 
 /2 
 
 TS 
 
 5 
 
 975 
 
 x 
 
 1 
 
 X 
 
 5V 
 
 5 
 
 9. 
 
 ^ 
 
 IX 
 
 5/8 
 
 1J< 
 
 K 
 
 H 
 
 
 
 
 
 
 
 5 
 
 6.5 
 
 ^ 
 
 1 
 
 
 5 A 
 
 
 
 
 4 
 
 7.5 
 
 K 
 
 1 
 
 % 
 
 5 T *s 
 
 4 
 
 5.25 
 
 
 1 
 
 
 5l S 5 
 
 1 
 
 ^8 
 
 T* 
 
 3 
 
 5.5 
 
 rs 
 
 1 
 
 b 
 
 6ft 
 
 3 
 
 4. 
 
 /8 
 
 
 tf 
 
 5ft 
 
 * 
 
 X 
 
 T ? 6 
 
 The spaces " B " correspond with spacing 
 Standard Connection Angles. 
 
 given on page 61 for 
 
60 JONES & LAUGHLIN STEEL CO. 
 
 Notes on Standard Connection Angles for 
 Jones & Laughlin Steel Co.'s Beams 
 
 The Standard Connection Angles for Jones & Laughlin 
 Steel Co.'s Steel Beams, illustrated on next page, are designed 
 for an allowed shearing strain of 10,000 pounds per square 
 inch, and a bearing strain for 20,000 pounds per square inch 
 on rivets or bolts, corresponding with an extreme fiber strain 
 of 16,000 pounds per square inch in the beam. The minimum 
 span length at and above which the standard connections can 
 be used with safety (the beam being loaded with its full capacity) 
 are shown in the tables below. For shorter spans (the beam 
 being loaded with its full capacity) additional strength in the 
 connection should be made. 
 
 Table of Minimum Spans for Jones & Laughlin Steel Co.'s 
 Steel Beams for which Standard Connection Angles may be 
 Safely Used with Beams Loaded to their Pull Capacity. 
 
 Section 
 No. 
 
 Size 
 of 
 Beam 
 Inches 
 
 Weight 
 & r t 
 
 Minimum 
 Safe Span 
 in Feet 
 
 Section 
 No. 
 
 Size 
 of 
 Beam 
 Inches 
 
 Weight 
 iffi 
 
 Minimum 
 Safe Span 
 in Feet 
 
 BO 
 
 24 
 
 80 
 
 18.0 
 
 B 8 
 
 9 
 
 25 
 
 9.6 
 
 Bl 
 
 20 
 
 80 
 
 16.0 
 
 B 8 
 
 9 
 
 21 
 
 8.6 
 
 B2 
 
 20 
 
 65 
 
 14.0 
 
 B 9 
 
 8 
 
 25X 
 
 7.6 
 
 B2>^ 
 
 18 
 
 55 
 
 14.0 
 
 B 9 
 
 8 
 
 17* 
 
 7.0 
 
 B2^ 
 
 15 
 
 80 
 
 12.6 
 
 BIO 
 
 7 
 
 20 
 
 6.0 
 
 B3 
 
 15 
 
 70 
 
 12.0 
 
 BIO 
 
 7 
 
 15 
 
 5.6 
 
 B4 
 
 15 
 
 60 
 
 11.6 
 
 Bll 
 
 6 
 
 17* 
 
 6.6 
 
 B4 
 
 15 
 
 50 
 
 11.0 
 
 Bll 
 
 6 
 
 12X 
 
 6.0 
 
 B4 
 
 15 
 
 42 
 
 10.6 
 
 B12 
 
 5 
 
 14* 
 
 4.0 
 
 B5 
 
 12 
 
 40 
 
 8.6 
 
 B12 
 
 5 
 
 9# 
 
 4.0 
 
 B6 
 
 12 
 
 31^ 
 
 7.6 
 
 B13 
 
 4 
 
 W/2 
 
 3.0 
 
 B7 
 
 10 
 
 35 
 
 10.6 
 
 B13 
 
 4 
 
 7/2 
 
 3.0 
 
 B7 
 
 10 
 
 25 
 
 9.0 
 
 
 
 
 
 
JONES & LAUGHLIN STEEL CO. 
 
 (51 
 
 STANDARD CONNECTION ANGLES 
 For I Beams and Channels 
 
 For 24" I 
 
 For 20 I 
 
 For 18"! 
 
 For 15 I.'s & C.'s 
 
 + m ^ +-]" _ ^4 "j Weight 40 Ibs. 
 
 o x L x :i s L.O-IOH i& 
 
 Weight 28 Ibs. 
 
 6 T 4 x ft L-0-8 Ig. 
 Weight 21.9 Ibs. 
 
 For 12 L's & t.'s 
 
 For 7 8 9 & 10 I.'s & [ .'s 
 
 For 5 & 6 I.'s & [ .'a 
 
 For 3 & 4 I.'s & [\s 
 
 .[I 6x4x ft L-0-31g. 
 Weight 8.2 Ibs. 
 
 jr^iir ^ 
 
 :: 
 
 * 
 
 6xlxft L-0-l?i Ig. 
 Weight 5.6 Jbs. 
 
 All holes for %-inch bolts or rivets. The weights of connections include 
 . shop and field rivets. 
 
n 
 
 JONES & LAUGHLIN STEEL CO. 
 
 LOCATION OF CONNECTION ANGLES 
 
 (For Beams of Different Sizes Framing opposite, 
 
 Bottoms or Tops being Flush) 
 
 T T 
 
 12" I to 
 
 l&- , I | 
 
 -k*ai 
 
 10 "i to 9" i 
 
 10" I I 
 9l> 
 
 8"l) 
 
 to 7" I 
 
 See Punching cf Connection Angles on page 61. 
 
JONES & LAUGHLIN STEEL CO. G3 
 
 BEARING PLATES FOR BEAMS 
 AND CHANNELS ON BRICK OR MASONRY 
 
 SIZE OF BEAM 
 OR CHANNEL 
 
 BEARING ON WALL 
 INCHES 
 
 SIZE OF 
 BEARING 
 PLATES 
 
 WEIGHT IN POUNDS 
 
 SAFE BEARING VALUES 
 IN TONS FOR PLATES 
 RESTING ON 
 
 c 
 || 
 1* 
 
 First Class 
 Brick 
 
 Ordinary 
 Masonry 
 
 345 &6 
 
 inch 
 
 6 
 6 
 
 6X QXH 
 6X 6X^ 
 
 4 
 5 
 
 1.8 
 
 2.7 
 
 4.5 
 
 7& 8 
 inch 
 
 8 
 8 
 
 8X 8X> 
 8* 8X% 
 
 9 
 
 14 
 
 3.2 
 
 4.8 
 
 8.0 
 
 9 &10 
 
 inch 
 
 8 
 
 8 
 
 8X12XK 
 8X12XM 
 
 14 
 20 
 
 4.8 
 
 7.2 
 
 12.0 
 
 12 inch 
 31.5 pounds 
 
 12 
 12 
 
 12X12X^ 
 12X12XM 
 
 20 
 31 
 
 7.2 
 
 10.8 
 
 18.0 
 
 12 inch 
 40 pounds 
 and up 
 15 inch 
 42 pounds 
 
 12 
 12 
 
 12X16X% 
 12X16X1 
 
 41 
 54 
 
 9.6 
 
 14.4 
 
 24.0 
 
 15 inch 
 60 and 80 
 pounds 
 
 12 
 12 
 
 12X18X?4 
 12X18X1 
 
 46 
 61 
 
 10.8 
 
 16.2 
 
 27.0 
 
 18 20 24 
 
 inch 
 
 16 
 
 16X16X1 
 
 73 
 
 12.8 
 
 19.2 
 
 32.0 
 
 Above bearing valu 
 
 Allowable load on brick 
 Allowable load on first c 
 Allowable load on maso 
 
 Use the thicker pla 
 common brick work. 
 When end reaction 
 plates will be provided 
 special calculations. 
 
 es are based on the folio 
 work ' 
 
 wing table : 
 
 00 pounds per square inch 
 50 pounds per square inch 
 250 pounds per square inch 
 
 ceeding those given under 
 
 e bearing values, special 
 earns will usually require 
 
 lass work .... 
 
 te for bearing values ex 
 
 exceeds the above sa 
 20-inch and 24-inch b 
 
64 JONES & LAUGH LIN STEEL CO. 
 
 BUILT COLUMN SECTIONS 
 
 Fig. I , 
 
 Fig. 4 
 
 Fig. 7 
 
 Fig. 2 
 
 Fig. 5 
 
 Fig. 8 
 
 n n 
 
 Fig. 3 
 
 H K K 
 
 Fig. 6 
 
 nun 
 
 Fig. 9 
 
 nrir 
 JLL 
 
 Fig. 10 Fig. 11 
 
 I - 
 
 Fig. 12 
 
 Fig. 14 
 
 Column Base 
 for light. loads. 
 
 Fig. 13 
 
 \ 
 
 Column Base with 
 
 Cast Iron or 
 Cast Steel Base. 
 
 \ Fig. 15 
 
 Built up Column Base 
 for heavy loads. 
 
 Dotted lines indicate lattice. 
 
JONES & LAUGHLIN STEEL CO. 
 
 66 
 
 GENERAL DETAILS 
 
 of Column Splices and of 
 Connections for I Beams to 
 Plate and Angle Columns 
 
 NOTE; Lug T applies to all-connections. 
 Reactions given are for Colu 
 of ^is* metal and over; for 
 metal reduce reactions by 15 per 
 cent. Rivets are assumed as 
 
66 JONES & LAUGHLIN STEEL CO. 
 
 Notes on Splicing of Columns and Connection 
 of Beams to Columns 
 
 Page 65 illustrates manner of splicing columns and also 
 methods of attaching floor beams and girders to columns. 
 
 It will be noted that the columns are composed of four angles 
 and one web plate. 
 
 Experience in the construction of skeleton steel frames for 
 buildings, in the past ten years, has plainly demonstrated that 
 columns so constructed are generally as economical in the use 
 of material as when composed of zees or other shapes. Besides, 
 the angles are easier to get from the mills and the connections 
 on such columns are more simple and accessible. 
 
 In the fabrication of plate and angle columns less trouble 
 is encountered in keeping them straight and out of wind. The 
 designer has at his command a large list of sizes and weights 
 of angles, so that the proper strength can be easily attained 
 either with the four shaft angles or by the addition of flange 
 plates. 
 
 Three kinds of splices are shown, designated as A, B and C. 
 The first and last are for light and heavy columns of same 
 widths of web plates, while that marked B is for columns 
 of different widths of web plates, necessitating the use of 
 pressure plates D and fillers F. 
 
 Pressure plates are commonly ^-inch thick, and splice 
 plates 2^-inch to ^4 -inch; the latter being about eighteen 
 inches long ; the columns being spliced about 1 foot 3 inches 
 above finished floor level. 
 
 The beam connections illustrated will cover most cases 
 occurring in practice. 
 
 The reactions given for the various connections apply to 
 columns with metal >-inch thick or more. With shafts #- 
 inch thick, the reaction must be reduced accordingly. 
 
 The bearing value of rivets should equal the double shear- 
 ing value, where beams or girders connect on each side of 
 column webs. See tables on pages 184 and 185. 
 
JONES & LAUGHLIN STEEL CO. 67 
 
 FIREPROOF FLOOR CONSTRUCTION 
 
 Fig. 1. End Construction. Fig. 4 Fig. 5 
 
 DDD 
 DDD 
 DDD 
 
 Fig. 2. Combination Construction. Fig. 6 
 
 " : ,* v >i "/^yA-*.''-^> ' -T -^ * ! 
 
 Fig. 3. Parallel Web or 
 Side Construction. 
 
 Fig- 7 
 
 Fig. 8 
 
 Fig. 9 
 
68 
 
 JONES & LAUGHLIN STEEL CO. 
 
 FIREPROOF FLOORS, PARTITIONS, CEILINGS 
 AND ROOFS 
 
 Fig. 15 Fig. 16 
 
 Fig. 17 
 
JONES & LAUGHLIN STEEL CO. 
 
 GENERAL DETAILS OF FLOORS AND 
 CONNECTIONS 
 
 Fig. 1 
 
 Fig. 5 
 
 Fig. 6 
 
 Fig. 8 
 
 Fig. 9 
 
70 JONES & LAUGHLIN STEEL CO. 
 
 GENERAL DETAILS OF CEILINGS 
 
 Fig. 1 
 
 
 Fig. 2 
 
 Fig. 3 
 
 H 
 
JONES & LAUGHLIN STEEL CO. 71 
 
 DETAILS OF PARTITIONS 
 
 Fig. 6 
 
 Fig- 4 
 
 Fig. 5 
 
 Fig. 7 
 
 FIREPROOFING COLUMNS 
 
 Fig. 8 
 
 Fig. 9 
 
 Fig. 10 
 
72 JONES & LAUGHLIN STEEL CO. 
 
 General Notes on Floors and Fireproofing 
 
 Floors 
 
 Examples of girders and joists and their connections, as 
 they most commonly occur, are shown on page 69, Figs. 1, 2 
 and 4, although we occasionally have cases where a large beam 
 frames into a smaller beam, as in Fig. 3. This is somewhat 
 objectionable and should be avoided as much as possible. 
 Girders consisting of two or more beams side by side, as in 
 Fig. 4, should be connected by means of cast-iron separators, 
 using either 1-bolt separators or 2-bolt separators, according 
 to the size of the beams. These separators in a measure hold 
 in position the compression flanges of the beams, preventing 
 side deflections or buckling. They also unite the two beams 
 and cause them to act in unison as regards vertical deflection. 
 Separators should be placed near the supports and then spaced 
 at regular intervals of about 6 feet. Figs. 5 and 6 show cuts 
 of separators. (For weights of separators for different sizes 
 of beams, see page 58.) 
 
 Figs. 1, 2, 3 and 4 show different methods of framing joists 
 into girders. Figs. 1 and 2 represent the joist framed into 
 single girders, with standard angle connections, flush either 
 top or bottom as the case may be. In this case the girders 
 are of a greater depth than the joists. Fig. 4 represents joist 
 framed into double girders, flush top and bottom. In this 
 case the joists are of the same depth as the girders, connection 
 being made as before with standard connection angles. Joist 
 or floor beams should be placed about 5 or 6 feet center to 
 center. 
 
 Information regarding standard sizes of connection angles 
 for the different sizes of beams is given on pages 60, 61 and 62. 
 The anchors shown in Figs. 3 and 8 are in the wall end of the 
 beams and are embedded in the stone or brick work, thus 
 tieing walls together. Fig. 9 shows tie rods used between 
 floor beams. They are usually made of 24-inch diameter 
 rods and should be spaced about 6 feet apart. 
 
JONES & LAUGHLIN STEEL CO. 
 
 Fireproofing 
 
 Within a few years, great improvements have been made 
 in the methods and materials employed for the interior con- 
 struction of buildings ; especially is this true of the arch filling 
 between the steel floor members of the skeleton frame. 
 
 Formerly ordinary brick arches, or corrugated sheets, curved 
 to proper radii and filled up level with concrete to tops of floor 
 beams, were used. 
 
 This construction being too heavy for high buildings, has 
 been discarded, and the hollow tile arches, shown on page 67, 
 (Figs. 1 to 6) are generally used. 
 
 The material is well-burned terra cotta blocks, with voids 
 formed in them to decrease the weight. The result is that the 
 blocks consist of a series of ribs, over which the pressure, from 
 their own weight and the super-imposed loads, is distributed 
 as uniformly as is practicable. 
 
 Figs. 1, 4 and 5 show the ribs running lengthwise of the 
 blocks or arches. 
 
 In Figs. 2 and 6 the voussoirs have the ribs longitudinal as . 
 before, but the keys, springers or skewbacks have the ribs 
 parallel with the axis of the arch or supporting beams. Some- 
 times solid-bearing tiles are inserted between the skewbacks 
 and voussoirs or at intervals between the various voussoirs; 
 the object being to secure a better bearing for the ribs. 
 
 Fig. 3 illustrates all ribs parallel with axis of arch or support- 
 ing beams. The first is styled "end" construction; the second 
 "combination" construction, being a combination of the first 
 and third, while the last is termed "side" construction. 
 
 Practically, it is easier to get better joints with the "side" 
 construction, which is certainly a great desideratum in a good 
 solid floor. 
 
 The tiles are made of suitable strength to meet conditions 
 imposed by varying the thickness of the ribs. 
 
74 JONES & LAUGHLIN STEEL CO. 
 
 The following formula is used in calculating the strength 
 of flat arches : 
 
 L= 208 A. D. in which 
 
 ~s^ 
 
 L=Safe load in pounds per square foot of floor. 
 
 A = Least effective area of terra cotta in square inches in 
 section of arch 12 inches wide. 
 
 D=Total depth of arch in feet. 
 S=Span of arch in feet. 
 
 Two hundred and eight pounds is the permissible com- 
 pression per square inch on terra cotta, or brick work laid in 
 cement mortar, according to New York and Philadelphia 
 building laws; and is equivalent to a factor of safety of 7. 
 
 From the safe load thus .obtained should be deducted the 
 dead weight, consisting of the terra cotta arch, concrete filling 
 over same, floor finish and ceiling. 
 
 The weights of terra cotta arches, of various spans and 
 depths, are given in table in column marked " W." 
 
 The total dead weight made up as stated will vary from 22 
 to 35 pounds per square foot of floor area, dependent upon 
 depth and span of 'arch, nature of filling over same and kind 
 of finish used for floors and ceilings. 
 
 The net permissible live loads thus obtained should be as 
 follows, to accord with the New York building laws : 
 
 For dwellings and hotels .... 70 Ibs. per sq. ft. 
 
 For office buildings 100 Ibs. per sq. ft. 
 
 For places of public assembly 120 Ibs. per sq. ft. 
 For stores, factories and 
 
 warehouses 150 Ibs. per sq. ft. (or more) 
 
 For roofs 50 Ibs. per sq. ft. 
 
JONES & LAUGHLIN STEEL CO. 75 
 
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JONES & LAUGHLIN STEEL CO. 
 
 A great many tests have been made as to strength of hollow 
 tile arches, both by quiescent load and by dropping of heavy 
 weights, and in every case the "end section" method has 
 demonstrated its greater efficiency over the older systems. 
 The usual manner of setting tile arches is by the use of portable 
 scaffolds formed of 2 XlO plank, supported underneath by 
 "center stringers," which in turn are carried by bolts attached 
 to cross pieces resting on the tops of the beams. After the tile 
 arches have been set in cement mortar for thirty-six hours, the 
 center scaffolding is removed and the tops of the arches are 
 then filled in with cement concrete to the required level, 2 x4 
 wooden sleepers being embedded in the concrete to afford 
 nailing surface for the wood flooring ; or if marble or ^nosaic 
 flooring is required, the wood strips are omitted. 
 
 Fig. 7 illustrates a hollow tile arch between beams with 
 a segment soffit and flat top. This form of arch has been 
 extensively used in breweries, warehouses, etc., where the 
 necessity for a level ceiling did not exist. 
 
 Fig. 8 represents a segment hollow tile arch set in place 
 between beams spaced 18 feet from center to center. The tiles 
 forming this arch are 6 X 6 inches square with outside shell 
 J^-inch thick, and center web %-inch thick. This form of 
 arch costs less than the flat systems shown in Figs. 1 and 2, 
 effecting as it does a considerable saving in steel beams. Its 
 use is becoming general for warehouses, malt houses and also 
 office structures, although great care is necessary in the arrange- 
 ment of steel framing to anticipate the thrust by the proper 
 distribution of tie rods. 
 
 Fig. 10 shows in detail the abutment piece completely 
 enclosing the steel beam, also the concrete filling in haunches 
 cored out with metallic cores to lighten the weight of the floor ; 
 the wood strips are shown embedded in the concrete, same as 
 described above. 
 
 Segment arches the sizes described have been built of 6-inch 
 tile with a span of 18 feet, having 14 inches rise in the center, 
 and tested to carry 300 pounds per foot, with factor of 6 for 
 
JONES & LAUGHLIN STEEL CO. 77 
 
 safety. Segment arches of 5-inch and 4-inch thick tile are 
 used for smaller spans, and effect considerable saving when a 
 level ceiling is not essential. The weight of a 5-inch segment 
 arch is about 28 pounds per square foot; that of a 6-inch arch, 
 35 pounds. 
 
 Fig. 9 shows method of fireproofing a beam or girder built 
 in a floor that projects below the ceiling line. When desired 
 special formed tile can be made to suit the outline required 
 for ornamental cornices, etc. 
 
 On page 68, Figs. 15, 16 and 17 illustrate single and double 
 isolated steel girders enclosed with fireproofing material, and 
 finished out to the plaster line. On same page, Fig. 9 illus- 
 trates method of constructing mansard or flat fireproof roofs. 
 For this purpose tees of the required weight are used, spaced 
 18 inches from center to center. Between the tees hollow tiles 
 12 X 18 inches are bedded in cement mortar and left ready for 
 the weathering. On steep pitched and mansard roofs the 
 porous tiles are preferable, as the slates or roofing tiles can be 
 nailed directly to the same. Fig. 10 illustrates a fireproof 
 ceiling constructed by a combination of steel and tile. The 
 main supports are constructed of 3 X 3 angles spaced 6 feet 
 from center to center, punched at regular intervals of 12-inch 
 centers, with triangular holes of sufficient size to permit 
 1 X 1-inch tees passing through the same. The 3x3 angles 
 are supported by rods of the required length from the roof 
 rafters at intervals of 8 feet. After the 1 X 1-inch tees are set 
 in place J^-inch thick flat tiles with grooved edges are set in 
 place between same and the under surface left ready for the 
 receipt of the plaster. This form of fireproof ceiling is suffi- 
 ciently strong to bear the weight of a man, but should not be 
 used if required to carry anything but its own weight. 
 
 x Fig. 11 shows tees and tile construction suited for ceilings 
 or attic floors of fireproof buildings. The tees are spaced 16 
 inches from center to center, 3-inch thick tiles being bedded 
 between same ; the soffits of the tees are protected with a slab 
 of tile. A thin coat of cement mortar spread upon the tops 
 
78 JONES & LAUGHLIN STEEL CO. 
 
 of the tile leaves a finished surface suitable for attic floor. Figs. 
 12, 13 and 14 illustrate three different forms of fireproof 
 covering applied to steel columns. These tiles are molded to 
 suit any size or form of column, and are secured to each other 
 with steel clamps, and to the column with suitable fastenings. 
 Any form of steel column can be fireproofed in a like manner. 
 
 Fig. 14 shows a steel column first enclosed in a few inches 
 of cement concrete, protecting the steel against corrosion and 
 then encased by hollow tiles as a protection against fire and 
 also to obtain the desired shape of column. 
 
 By fireproofing columns as shown, a channel or duct 
 between the column and tile is formed, thus allowing space 
 for pipes, etc., to be carried up through the building without 
 increasing the exterior dimensions of the column. 
 
 Figs. 7 and 8 show an isometrical view and plan of hollow 
 tile partition. These tiles . are manufactured from 2 to 6 
 inches thick, and are 12 inches square. They are laid in place 
 in cement mortar, joints being regularly broken in every course. 
 Steel clamps are used to tie the tiles together whenever the walls 
 are of unusual heights. 
 
 In addition to the well known systems of terra cotta and 
 hollow tile construction, we show on pages 70 and 71 examples 
 of one of the standard systems of concrete construction and 
 different methods of building fireproof partitions under what 
 is known as the expanded metal system of fireproofing. This 
 system is well beyond the experimental stage, having been 
 used in different classes of buildings upwards of twelve years 
 in different cities of the United States. 
 
 Page 70, Fig. 1 shows a method of construction where the 
 floor beams are dispensed with and suitable steel channels 
 substituted in their stead. These channels are sprung in 
 arch form from girder to girder and are spaced generally 
 about four feet on centers. 
 
 Concrete is filled on top of these channels by means of 
 centering, and over the whole structure is then laid a slab of 
 concrete of the required thickness, in which are imbedded 
 sheets of expanded metal. 
 
JONES & LAUGHLIN STEEL CO. 79 
 
 Fig. 2 is in all' respects similar to Fig. 1, except that the 
 channel arches are left out and the floor beams are spaced 
 from 5 feet to 8 feet on centers. 
 
 One-half of the cut shows the method of floor construction 
 giving paneled ceiling effect, and is the type generally used 
 in warehouses where flat ceilings are not especially required. 
 
 The other half of the cut shows the method of construction 
 to give flat ceiling effect. This is accomplished by attaching 
 small channel or angle irons spaced 12 inches to 16 inches on 
 centers to the bottom of the beam with malleable iron clamps, 
 to which the expanded metal lathing is attached with No. 19 
 annealed wire, the space between the ceiling and the floor 
 plate being used to conceal the pipes, speaking tubes and 
 electric wires. This method is generally used for office and 
 public buildings, schools, etc. 
 
 This system can be made to carry almost any weight that 
 may be imposed upon it by simply using a thicker concrete 
 plate and a heavier form of expanded metal. The usual 
 requirement for a warehouse load to carry 250 pounds live 
 load would be a plate 4 inches thick, with one sheet of No. 
 10 gauge, 3-inch mesh expanded metal. 
 
 Fig. 3 shows the common type of floor used in apartment 
 houses, office buildings, etc. 
 
 This system is generally used where 5-inch to 7-inch beams 
 are used spaced about 4 feet on centers. 
 
 This is a very economical system, as it gives a flat ceiling 
 effect without the additional expense of furring and lathing. 
 
 This system may be used on floors where not more than 
 150 pounds per square foot, live load, is required. 
 
 Page 71, Fig. 4 shows a very light and economical method 
 of construction for partitions. 
 
 The studding is made with two bars of light angle irons 
 riveted together with pieces of strap iron every 2 or 3 feet, 
 and expanded metal lathing tied on both sides with annealed 
 wire. This affords an air space of 3 or 4 inches, depending 
 
JONES & LAUGHLIN STEEL CO. 
 
 upon the width of the partitions in which the piping may be 
 concealed as shown in the cut. 
 
 It has a unique advantage, possessed by no other partition, 
 in the fact that the pipes may be run either vertically or hori- 
 zontally, as may be desired. 
 
 Another advantage possessed by this partition is the fact 
 that it may be plastered with common mortar, the framework 
 being made very rigid and stiff. 
 
 Fig. 5 shows detail of framing around door openings for 
 these partitions. 
 
 Fig. 6 shows the well known type of solid partition which 
 has been in use throughout the United States for some time. 
 
 This partition is so well and favorably known that no 
 explanation is necessary further than to say that the studding 
 is made of light channel or angle irons, generally three- 
 quarters of an inch, set about 16 inches on centers, on one 
 side of which expanded metal lathing is securely tied. 
 
 It is then plastered on both sides with any one of the patent 
 hard mortars to a total thickness of 1^ to 2 inches. 
 
 Fig. 8 shows a method of fireproofing steel columns. 
 
 Light angle iron uprights are placed at each corner and 
 expanded metal lathing is then bent around and securely tied. 
 Plastering is then applied in the usual manner. 
 
 Fig. 9 shows the method of fireproofing columns with a 
 double air space, which is considered preferable by many 
 prominent engineers. 
 
 Fig. 10 shows the method of fireproofing round cast-iron 
 columns. 
 
 The lathing in this case is tied on as tightly as possible to 
 the column, the peculiar shape of the strands giving it ample 
 set-off so that mortar will be securely keyed on the back. 
 
JONES & LAUGHLIN STEEL CO. 81 
 
 Girders in Buildings 
 
 In the design of a building cases may occur where a single 
 beam girder will not answer. It may be found desirable to 
 increase the lengths of the spans so as to reduce the number 
 of supporting columns to a minimum, or it often occurs that 
 heavy concentrated loads, such as vaults, brick walls, etc., 
 will render single beam girders inadequate. Various forms of 
 girders may be used in such cases. Where the ends of the 
 girders rest upon the wall, bearing plates should be used to 
 distribute the pressure over a greater surface and thereby 
 prevent the crushing of the material in the wall directly under 
 the girder (see page 63). 
 
 The allowed pressure per square foot for brick work should 
 not exceed six tons, and for stone twelve to twenty tons, accord- 
 ing to its character. 
 
 For spanning openings in brick walls, girders composed of 
 two or more I-beams connected by bolts and separators are 
 most commonly used. 
 
 The probable line of rupture where the bricks have been 
 laid regularly, if the girders should fail, will be found to be 
 inside the sides of an isosceles triangle, whose base is the span, 
 and whose height is one-third of the span. In order to be en- 
 tirely on the safe side, the weight of wall between vertical lines 
 directly over the girder for a height equal to that of the triangle 
 is frequently adopted as the load to be carried. It should be 
 noted, however, that for green walls, or walls having openings, 
 this rule does not 'apply. 
 
 Placing the weight of brick work at 112 pounds per cubic 
 foot, the weights per superficial foot for different walls are as 
 
 follows : 
 
 For 9-inch wall 84 pounds 
 
 For 13-inch wall 121 pounds 
 
 For 18-inch wall 168 pounds 
 
 For 22-inch wall 205 pounds 
 
 For 26-inch wall 243 pounds 
 
82 JONES & LAUGH LIN STEEL CO. 
 
 Explanation of Tables 
 
 Jones & Laughlin's Steel Co.'s Sections 
 
 The tables on pages 86 to 105, for beams and channels, 
 give the loads which a beam or channel will carry safely 
 (distributed uniformly over its length) for the distances between 
 supports indicated. These loads include the weight of the 
 beam or channel, which must be deducted in order to arrive 
 at the net load which the beam or channel will carry. On 
 pages 106 to 110 will also be found the safe loads for other 
 sections; and on pages 140 to 148 for built-up girders. 
 
 The values given are based on a maximum fiber strain of 
 16,000 Ibs. per square inch. 
 
 It has been assumed in these tables that proper provision is 
 made for preventing the compression flanges of the beams from 
 deflecting sideways. They should be held in position at dis- 
 tances not exceeding twenty times the width of the flange, 
 otherwise the strain allowed should be reduced as per table, 
 page 84. 
 
 In some instances deflection, rather than absolute strength, 
 may become the governing consideration in determining the 
 size of beam to be used. For beams carrying plastered ceilings, 
 for example, it has been found by practical tests that if the 
 deflection exceeds ^Itf of the distance between supports, or -57$ 
 of an inch per foot of the distance, there is danger of the ceiling 
 cracking. This limit is indicated in the following tables by 
 cross lines, beyond which the beams should not be used, if 
 intended to carry plastered ceilings, unless the allowable loads 
 given in the tables are reduced. There is an element of safety 
 not taken into account in the tables, viz., the fact that the dead 
 load of the floor is carried by the beams before the plaster is 
 applied ; consequently, only the deflection due to the live load 
 is liable to cause damage to the plaster. The following method 
 can be used to obtain the reduced loads: 
 
 Multiply the load given immediately above the cross line by 
 the square of the corresponding span and divide by the square 
 
JONES & LAUGHLIN STEEL CO. 83 
 
 of the required span; the result will be the required load. See 
 example II. on page 84. 
 
 A table of deflection of Jones & Laughlin Steel Co.'s sections 
 is given on page 85. It may generally be assumed, both for 
 rolled and built beams, that the above limit is not exceeded so 
 long as the depth of the beam is not less than $$ of the distance 
 between supports (^-inch per foot). 
 
 Inasmuch as the carrying capacity of beams increases largely 
 with their depth, and it is therefore economical to use the 
 greatest depth of beam consistent with the other conditions to 
 which it is necessary to conform (as clear height, etc.), the 
 above cases of extreme deflection will rarely be met with in 
 practice. 
 
 As the deflection of beams is not very uniform either in iron 
 or steel, the question of the relative deflection of iron and steel 
 beams can be decided only from the average results of a large 
 number of tests. Such experiments as have been made, though 
 insufficient in number to be conclusive, indicate that a steel 
 beam will deflect slightly less than an iron beam of the same 
 section, under the same load, in about the inverse ratio of the 
 moduli of elasticity for these materials as generally assumed, 
 or say as 14 to 15. 
 
84 JONES & LAUGHLIN STEEL CO. 
 
 Examples of Application of Tables 
 
 I. What size and weight of 
 
 beam 19 feet 6 inches long in 
 
 clear between walls, and therefore 20 feet long between 
 
 centers of supports, will be required to carry safely a uni- 
 
 formly distributed load of 16 
 
 tons, the weight of the beam 
 
 included ? 
 
 
 ANSWER : From the table for safe loads of beams, a 15-inch 
 
 beam, 42 Ibs., will carry safely for a span of 20 feet, 15.71 tons, 
 
 or .29 tons less than required in this case. Therefore, a beam 
 
 of this size and weight will be sufficient to carry the load. 
 
 Otherwise use beam weighing 
 
 45 Ibs., which will carry 16.29 
 
 tons. 
 
 
 II. What load uniformly distributed, including its own 
 
 weight, will a 15-inch beam, weighing 50 Ibs. per foot, carry 
 
 for a span of 30 feet, without deflecting sufficiently to 
 
 endanger a plastered ceiling? 
 
 
 ANSWER : From the table for safe loads of beams we find, 
 
 at the limit indicated for plastered ceilings, that a 15-inch, 
 
 50-lb. beam will carry safely 
 
 a uniform load of 11.91 tons 
 
 over a span of 29 feet. In order not to give rise to undue 
 
 deflection, the safe load for a 
 
 30-foot span, according to the 
 
 rule given on page 82, will be 
 
 
 11.91 X29 2 
 
 
 n!9 trm 
 
 30 2 
 
 
 BEAMS WITHOUT 
 
 LATERAL SUPPORT 
 
 LENGTH OF BEAM 
 
 PROPORTION OF TABULAR LOAD 
 
 FORMING GREATEST SAFE LOAD 
 
 20 times flange width 
 
 Whole tabular load 
 
 30 times flange width 
 
 9-10 tabular load 
 
 40 times flange width 
 
 8-10 tabular load 
 
 50 times flange width 
 
 7-10 tabular load 
 
 60 times flange width 
 
 6-10 tabular load 
 
 70 times flange width 
 
 5-10 tabular load 
 
 
JONES & LAUGHLIN STEEL CO. 
 
 85 
 
 DEFLECTION COEFFICIENTS 
 For Different Shapes, Given in 64ths of an Inch 
 
 COEFFICIENT 
 INDEX 
 
 DISTANCE BETWEEN SUPPORTS IN FEET 
 
 6 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 C 
 C 7 
 
 C 
 C 7 
 
 38.0 
 30.0 
 
 68.0 
 53.0 
 
 106.0 
 83.0 
 
 152.5 
 119.0 
 
 208.0 
 162.0 
 
 271.0 
 212.0 
 
 343.0 
 268.0 
 
 424.0 
 331.0 
 
 513.0 
 400.5 
 
 DISTANCE BETWEEN SUPPORTS IN FEET 
 
 24 
 
 26 
 
 28 
 
 30 
 
 32 
 
 34 
 
 36 
 
 38 
 
 40 
 
 610.0 
 477.0 
 
 716.0 
 559.0 
 
 830.5 
 649.0 
 
 953.0 
 748.0 
 
 1085.0 
 847.0 
 
 1225.0 
 957.0 
 
 1373.0 
 1073.0 
 
 1530.0 
 1195.0 
 
 1695.0 
 1324.0 
 
 The figures given opposite C and C' are the deflection 
 coefficients for steel shapes subject to transverse strain for 
 varying spans, under their maximum uniformly distributed 
 safe loads, derived from a fiber strain of 16,000 and 12,500 
 respectively, the modulus of elasticity being taken at 29,000,000. 
 
 To find the deflection of any symmetrical shape used as a 
 beam, under its corresponding safe load, divide the coefficients 
 given in the above tables by the depth of the beam. This 
 applies to such shapes as beams, channels, etc. For those 
 shapes having unsymmetrical axes, such as tees, angles, etc., 
 divide by twice the greatest distance of the neutral axis from 
 the outside fiber. 
 
 Example: Required, the deflection of a 10-inch beam, 25 
 Ibs. per foot, 20-foot span, under its maximum uniformly dis- 
 tributed safe load of 6.51 tons as given on page 94. The above 
 tables give 424.0 as the deflection coefficient; dividing this by 
 10 gives 42 as the required deflection in 64ths of an inch. For 
 deflections due to different systems of loading, see page 115. 
 
86 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co. 's 
 Steel Beams 
 
 DISTANCE IN 
 FEET BETWEEN 
 SUPPORTS 
 
 24-lNCH BEAM, STANDARD 
 
 100 
 Pounds 
 
 95 
 Pounds 
 
 90 
 Pounds 
 
 85 
 Pounds 
 
 80 
 Pounds 
 
 Deflection 
 Inches 
 
 10 
 11 
 12 
 
 105.32 
 95.74 
 87.76 
 
 102.18 
 92.89 
 85.15 
 
 99.04 
 90.04 
 82.53 
 
 95.90 
 87.18 
 79.92 
 
 92.76 
 84.33 
 77.30 
 
 .07 
 .09 
 .10 
 
 13 
 14 
 15 
 16 
 
 81.01 
 75.23 
 70.21 
 65.82 
 
 78.60 
 72.99 
 68.12 
 63.86 
 
 76.18 
 70.74 
 66.03 
 61.90 
 
 73.77 
 68.50 
 63.93 
 59.90 
 
 71.36 
 66.26 
 61.84 
 57.97 
 
 .12 
 .14 
 .16 
 
 .18 
 
 17 
 18 
 19 
 20 
 
 61.95 
 58.51 
 55.42 
 52.66 
 
 60.10 
 56.76 
 53.78 
 51.09 
 
 58.26 
 55.02 
 52.13 
 49.52 
 
 56.41 
 53.28 
 50.47 
 47.95 
 
 54.57 
 51.53 
 
 48.82 
 46.38 
 
 .21 
 .23 
 .26 
 .29 
 
 21 
 22 
 23 
 24 
 
 50.15 
 
 47.87 
 45.79 
 43.88 
 
 48.66 
 46.44 
 44.43 
 42.57 
 
 47.16 
 45.02 
 43.06 
 41.27 
 
 45.67 
 43.59 
 41.69 
 39.96 
 
 44.17 
 42.16 
 40.33 
 38.65 
 
 .31 
 .35 
 .38 
 
 .41 
 
 25 
 26 
 27 
 28 
 
 42.13 
 40.51 
 39.01 
 37.61 
 
 40.87 
 39.30 
 37.84 
 36.49 
 
 39.62 
 38.09 
 36.68 
 35.37 
 
 38,36 
 36.88 
 35.52 
 34.25 
 
 37.11 
 35.68 
 34.36 
 33.13 
 
 .45 
 .48 
 .52 
 .56 
 
 29 
 30 
 31 
 32 
 
 36.31 
 35.11 
 33.97 
 32.91 
 
 35.23 
 34.06 
 32.96 
 31.93 
 
 34.15 
 33.01 
 31.95 
 30.95 
 
 33.07 
 31.97 
 30.94 
 29.97 
 
 31.99 
 30.92 
 29.92 
 28.98 
 
 .60 
 .64 
 .69 
 .73 
 
 33 
 34 
 35 
 36 
 
 31.91 
 30.98 
 30.09 
 29.25 
 
 30.96 
 30.05 
 29.19 
 
 28.38 
 
 30.01 
 29.13 
 28.30 
 27.51 
 
 29.06 
 28.20 
 27.40 
 26.64 
 
 28.11 
 27.28 
 26.50 
 25.76 
 
 .78 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 
JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 
 Steel Beams 
 
 DISTANCE IN 
 FEET BETWEEN 
 SUPPORTS 
 
 20-iNCH BEAM, HEAVY SECTION 
 
 100 
 Pounds 
 
 95 
 Pounds 
 
 90 
 Pounds 
 
 85 
 Pounds 
 
 80 
 Pounds 
 
 Deflection 
 Inches 
 
 10 
 
 88.66 
 
 86.05 
 
 83.43 
 
 80.82 
 
 78.21 
 
 .09 
 
 11 
 
 80.59 
 
 78.22' 
 
 75.84 
 
 73.47 
 
 71.10 
 
 .10 
 
 12 
 
 73.88 
 
 71.70 
 
 69.53 
 
 67.35 
 
 65.17 
 
 .12 
 
 13 
 
 68.20 
 
 66.19 
 
 64.18 
 
 62.17 
 
 60.16 
 
 .14 
 
 14 
 
 63.33 
 
 61.46 
 
 59.59 
 
 57.73 
 
 55.86 
 
 .17 
 
 15 
 
 59.11 
 
 57.36 
 
 55.62 
 
 53.88 
 
 52.14 
 
 .19 
 
 16 
 
 55.41 
 
 53.78 
 
 52.15 
 
 50.51 
 
 48.88 
 
 .22 
 
 17 
 
 52.15 
 
 50.61 
 
 49.08 
 
 47.54 
 
 46.00 
 
 .25 
 
 18 
 
 49.25 
 
 47.80 
 
 46.35 
 
 44.90 
 
 43.45 
 
 .28 
 
 19 
 
 46.66 
 
 45.29 
 
 43.91 
 
 42.54 
 
 41.16 
 
 .31 
 
 20 
 
 44.33 
 
 43.02 
 
 41.72 
 
 40.41 
 
 39.10 
 
 .34 
 
 21 
 
 42.22 
 
 40.97 
 
 39.70 
 
 38.49 
 
 37.24 
 
 .38 
 
 22 
 
 40.30 
 
 39.11 
 
 37.93 
 
 36.74 
 
 35.55 
 
 .41 
 
 23 
 
 38.55 
 
 37.41 
 
 36.28 
 
 35.14 
 
 34.00 
 
 .45 
 
 24 
 
 36.94 
 
 35.85 
 
 34.76 
 
 33.68 
 
 32.59 
 
 .49 
 
 25 
 
 35.46 
 
 34.42 
 
 33.37 
 
 32.33 
 
 31.28 
 
 .54 
 
 26 
 
 34.10 
 
 33.09 
 
 32.09 
 
 31.08 
 
 30.08 
 
 .58 
 
 27 
 
 32.83 
 
 31.87 
 
 30.90 
 
 29.93 
 
 28.97 
 
 .62 
 
 28 
 
 31.66 
 
 30.73 
 
 29.80 
 
 28.87 
 
 27.93 
 
 .67 
 
 29 
 
 30.57 
 
 29.67 
 
 28.77 
 
 27.87 
 
 26.97 
 
 .72 
 
 30 
 
 29.55 
 
 28.68 
 
 27.81 
 
 26.94 
 
 26.07 
 
 .77 
 
 31 
 
 28.60 
 
 27.76 
 
 26.91 
 
 26.07 
 
 25.23 
 
 .82 
 
 32 
 
 27.70 
 
 26.89 
 
 26.07 
 
 25.25 
 
 24.44 
 
 .88 
 
 33 
 
 26.86 
 
 26.07 
 
 25.31 
 
 24.49 
 
 23.70 
 
 .93 
 
 34 
 
 26.07 
 
 25.31 
 
 24.52 
 
 23.77 
 
 23.00 
 
 
 35 
 
 25.33 
 
 24.58 
 
 23.84 
 
 23.09 
 
 22.33 
 
 
 36 
 
 24.63 
 
 23.90 
 
 23.18 
 
 22.45 
 
 21.72 
 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 
 Steel Beams 
 
 s| g 
 
 20-INCH BEAM, STANDARD 
 
 1"! 
 
 75 
 
 70 
 
 G5 
 
 Deflection 
 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Inches 
 
 10 
 
 68.13 
 
 65.51 
 
 62.90 
 
 .09 
 
 11 
 
 61.93 
 
 59.56 
 
 57.18 
 
 .10 
 
 12 
 
 56.82 
 
 54.59 
 
 52.41 
 
 .12 
 
 13 
 
 52.40 
 
 50.39 
 
 48.38 
 
 .14 
 
 14 
 
 48.66 
 
 46.79 
 
 44.93 
 
 .17 
 
 15 
 
 45.42 
 
 43.67 
 
 41.93 
 
 .19 
 
 16 
 
 42.58 
 
 40.94 
 
 39.31 
 
 .22 
 
 17 
 
 40.07 
 
 38.54 
 
 37.00 
 
 .25 
 
 18 
 
 37.85 
 
 36.40 
 
 34.94 
 
 .28 
 
 19 
 
 35.86 
 
 34.48 
 
 33.10 
 
 .31 
 
 20 
 
 34.06 
 
 32.76 
 
 31.45 
 
 .34 
 
 21 
 
 32.44 
 
 31.20 
 
 29.95 
 
 .38 
 
 22 
 
 30.97 
 
 29.78 
 
 28.59 
 
 .41 
 
 23 
 
 29.62 
 
 28.48 
 
 27.35 
 
 .45 
 
 24 
 
 28.41 
 
 27.29 
 
 26.21 
 
 .49 
 
 25 
 
 27.25 
 
 26.20 
 
 25.16 
 
 .54 
 
 26 
 
 26.20 
 
 25.19 
 
 24.19 
 
 .58 
 
 27 
 
 25.23 
 
 24.26 
 
 23.29 
 
 .62 
 
 28 
 
 24.33 
 
 23.45 
 
 22.46 
 
 .67 
 
 29 
 
 23.49 
 
 22.59 
 
 21.69 
 
 .72 
 
 30 
 
 22.71 
 
 21.83 
 
 20.97 
 
 .77 
 
 31 
 
 21.98 
 
 21.13 
 
 20.29 
 
 .82 
 
 32 
 
 21.29 
 
 20.47 
 
 19.66 
 
 .88 
 
 33 
 
 20.64 
 
 19.85 19.06 
 
 .93 
 
 34 
 
 20.04 
 
 19.27 18.50 
 
 
 35 
 
 19.46 
 
 18.72 
 
 17.97 
 
 
 36 
 
 18.94 
 
 18.20 
 
 17.47 
 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
JONES & LAUGHLIN STEEL CO. 89 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Beams 
 
 DISTANCE IN 
 FEET BETWEEN 
 SUPPORTS 
 
 18-lNCH BEAM, STANDARD 
 
 70 
 Pounds 
 
 65 
 Pounds 
 
 GO 
 Pounds 
 
 55 
 Pounds 
 
 Deflection 
 Inches 
 
 10 
 
 11 
 
 12 
 
 54.52 
 49.56 
 45.43 
 
 52.16 
 
 47.42 
 43.47 
 
 49.80 
 45.27 
 41.50 
 
 47.06 
 42.78 
 39.22 
 
 .10 
 .12 
 .14 
 
 13 
 14 
 15 
 16 
 
 41.94 
 38.94 
 36.34 
 34.07 
 
 40.12 
 37.26 
 34.77 
 32.60 
 
 38.30 
 35.57 
 33.20 
 31.12 
 
 36.20 
 33.62 
 31.38 
 29.42 
 
 .16 
 .19 
 .21 
 .24 
 
 17 
 18 
 19 
 20 
 
 32.07 
 30.29 
 28.70 
 27.26 
 
 30.68 
 28.98 
 27.46 
 26.08 
 
 29.29 
 27.66 
 26.21 
 24.90 
 
 27.68 
 26.14 
 24.77 
 23.53 
 
 .28 
 .31 
 .34 
 .38 
 
 21 
 22 
 23 
 
 24 
 
 25.97 
 24.78 
 23.70 
 22.71 
 
 24.84 
 23.71 
 22.68 
 21.73 
 
 23.71 
 22.63 
 21.65 
 20.75 
 
 22.41 
 21.39 
 20.46 
 19.61 
 
 .42 
 .46 
 .50 
 .55 
 
 25 
 26 
 
 27 
 28 
 
 21.81 
 20.97 
 20.19 
 19.47 
 
 20.86 
 20.06 
 19.32 
 18.63 
 
 19.92 
 19.15 
 18.44 
 17.78 
 
 18.82 
 18.10 
 17.43 
 16.81 
 
 .60 
 .64 
 .69 
 .75 
 
 29 
 30 
 31 
 32 
 
 18.80 
 18.17 
 
 17.99 
 17.39 
 
 17.17 
 16.60 
 
 16.23 
 15.69 
 
 .80 
 .86 
 .92 
 .98 
 
 17.58 
 17.04 
 
 16.83 
 16.30 
 
 16.06 
 15.56 
 
 15.18 
 14.71 
 
 33 
 34 
 35 
 36 
 
 16.52 
 16.03 
 15.58 
 15.14 
 
 15.81 
 15.34 
 14.91 
 14.49 
 
 15.09 
 14.65 
 14.23 
 13.83 
 
 14.27 
 13.84 
 13.45 
 13.07 
 
 1.04 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
90 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Beams 
 
 DISTANCE IN 
 FEET BETWEEN 
 SUPPORTS 
 
 15-lNCH BEAM, HEAVY SECTION 
 
 100 
 
 Pounds 
 
 95 
 Pounds 
 
 90 
 Pounds 
 
 85 
 Pounds 
 
 80 
 Pounds 
 
 Deflection 
 Inches 
 
 10 
 
 11 
 
 12 
 
 63.96 
 58.14 
 53.30 
 
 62.00 
 
 56.36 
 51.66 
 
 60.04 
 54.58 
 50.03 
 
 58.08 
 
 52.80 
 48.40 
 
 56.11 
 
 51.01 
 46.76 
 
 .11 
 
 .14 
 
 .16 
 
 13 
 14 
 15 
 16 
 
 49.20 
 45.68 
 42.64 
 39.97 
 
 47.69 
 44.28 
 41.33 
 38.75 
 
 46.18 
 42.88 
 40.02 
 37.52 
 
 44.67 
 41.48 
 38.72 
 36.30 
 
 43.17 
 40.03 
 37.41 
 35.07 
 
 .19 
 
 .22 , 
 .26 
 .29 
 
 17 
 18 
 19 
 20 
 
 37.62 
 35.53 
 33.66 
 31.98 
 
 36*47 
 34.44 
 
 32. as 
 
 31.00 
 
 35.32 
 33.35 
 31.60 
 30.02 
 
 34.16 
 32.26 
 30.57 
 29.04 
 
 33.01 / 
 31.17 
 29.52 
 28.06 
 
 .33 
 .37 
 .41 
 
 .46 
 
 21 
 22 
 23 
 24 
 
 30.45 
 29.07 
 27.81 
 26.65 
 
 29.52 
 28.18 
 26.96 
 25.83 
 
 28.59 
 27.29 
 26.10 
 25.01 
 
 27.66 
 26.40 
 25.25 
 24.20 
 
 26.73 
 25.51 
 24.40 
 23.38 
 
 .50 
 .55 
 .60 
 .66 
 
 25 
 26 
 27 
 
 28 
 
 25.58 
 24.60 
 23.69 
 22.84 
 
 24.80 
 23.84 
 22.96 
 22.14 
 
 24.01 
 23.09 
 22.24 
 21.44 
 
 23.23 
 22.34 
 21.51 
 20.74 
 
 22.45 
 21.58 
 20.78 
 20.04 
 
 .71 
 .77 
 .83 
 .90 
 
 29 
 30 
 31 
 32 
 
 22.05 
 
 21.38 
 
 20.70 
 
 20.03 
 
 19.35 
 
 .96 
 1.03 
 1.10 
 1.17 
 
 21.32 
 20.63 
 19.99 
 
 20.67 
 20.00 
 19.37 
 
 20.01 
 19.37 
 18.76 
 
 19.36 
 18.73 
 18.15 
 
 18.70 
 18.10 
 17.54 
 
 33 
 34 
 35 
 36 
 
 19.38 
 18.81 
 18.27 
 17.76 
 
 18.79 
 18.23 
 17.71 
 17.22 
 
 18.19 
 17.66 
 17.15 
 16.68 
 
 17.60 
 17.08 
 16.59 
 16.13 
 
 17.00 
 16.50 
 16.03 
 15.59 
 
 1.24 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
JONES & LAUGHLIN STEEL CO. 
 
 ill 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 
 Steel Beams 
 
 DISTANCE IN 
 FEET BETWEEN 
 SUPPORTS 
 
 15-lNCH BEAM, LIGHT SECTION 
 
 80 
 Pounds 
 
 75 
 
 Pounds 
 
 70 
 Pounds 
 
 65 
 Pounds 
 
 60 
 Pounds 
 
 Deflection 
 Inches 
 
 10 
 11 
 
 12 
 
 51.15 
 46.50 
 42.62 
 
 49.19 
 44.72 
 40.99 
 
 47.23 
 42.93 
 39.36 
 
 45.27 
 41.15 
 37.72 
 
 43.31 
 39.37 
 36.09 
 
 .11 
 
 .14 
 .16 
 
 13 
 14 
 15 
 16 
 
 39.35 
 36.54 
 34.10 
 31.97 
 
 37.84 
 35.13 
 32.79 
 30.74 
 
 36.33 
 33.73 
 31.49 
 29.52 
 
 34.82 
 32.33 
 30.18 
 28.29 
 
 33.31 
 30.93 
 
 28.87 
 27.07 
 
 .19 
 .22 
 .26 
 .29 
 
 17 
 18 
 19 
 20 
 
 30.09 
 
 28.42 
 26.92 
 25.57 
 
 28.93 
 27.33 
 25.89 
 24.59 
 
 27.78 
 26.24 
 24.86 
 23.61 
 
 26.63 
 25.15 
 23.82 
 22.63 
 
 25.47 
 24.06 
 22.79 
 21.65 
 
 .33 
 
 .37 
 .41 
 
 .46 
 
 21 
 22 
 23 
 24 
 
 24.36 
 23.25 
 22.24 
 21.31 
 
 23.42 
 22.36 
 21.39 
 20.50 
 
 22.49 
 21 .47 
 20.53 
 19.68 
 
 21.56 
 20.58 
 19.68 
 18.86 
 
 20.62 
 19.69 
 18.83 
 18.04 
 
 .50 
 .55 
 .60 
 .66 
 
 25 
 26 
 
 27 
 28 
 
 20.46 
 19.67 
 18.95 
 18.27 
 
 19.68 
 18.92 
 18.22 
 17.57 
 
 18.89 
 18.16 
 17.49 
 16.87 
 
 18.11 
 17.41 
 16.77 
 16.17 
 
 17.32 
 16.66 
 16.04 
 15.47 
 
 .71 
 
 .77 
 .83 
 .90 
 
 29 
 30 
 31 
 32 
 
 17.64 
 
 16.96 
 
 16.29 
 
 15.61 
 
 14.93 
 
 .96 
 1.03 
 1.10 
 1.17 
 
 17.05 
 16.50 
 15.98 
 
 16.40 
 15.87 
 15.37 
 
 15.74 
 15.23 
 14.76 
 
 15.09 
 14.60 
 14.14 
 
 14.44 
 13.97 
 13.53 
 
 33 
 34 
 35 
 36 
 
 15.50 
 15.04 
 14.61 
 14.21 
 
 14.91 
 14.47 
 14.05 
 13.66 
 
 14.31 
 13.89 
 ,13.49 
 13.12 
 
 13.72 
 13.31 
 12.93 
 12.57 
 
 13.12 
 12.74 
 12.36 
 12.03 
 
 1.24 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
92 
 
 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 
 Steel Beams 
 
 ill 
 
 15-lNCH BEAM, STANDARD 
 
 n 
 
 55 
 
 50 
 
 45 
 
 42 
 
 Deflection 
 
 j. ~ - 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Inches 
 
 
 
 
 
 
 
 10 
 
 36.52 
 
 34.55 
 
 32.59 
 
 31.41 
 
 .11 
 
 11 
 
 33.19 
 
 31.41 
 
 29.63 
 
 28.56 
 
 .14 
 
 12 
 
 30.42 
 
 28.79 27.16 
 
 26.18 
 
 .16 
 
 18 
 
 28.08 26.58 
 
 25.07 
 
 24.16 
 
 .19 
 
 14 
 
 26.08 24.68 
 
 23.28 
 
 22.44 
 
 .22 
 
 15 
 
 24.34 23.03 
 
 21.73 
 
 20.94 
 
 .26 
 
 16 
 
 22.82 21.59 
 
 20.37 
 
 19.63 
 
 .29 
 
 17 
 
 21.49 
 
 20.32 
 
 19.17 
 
 18.48 
 
 .33 
 
 18 
 
 20.28 
 
 19.19 
 
 18.10 
 
 17.45 
 
 .37 
 
 19 
 
 19.21 
 
 18.18 
 
 17.15 
 
 16.53 
 
 .41 
 
 20 
 
 18.26 
 
 17.26 
 
 16.29 
 
 15.71 
 
 .46 
 
 21 
 
 17.38 
 
 16.45 
 
 15.52 
 
 14.96 
 
 .50 
 
 22 
 
 16.59 
 
 15.70 
 
 14.81 
 
 14.28 
 
 .55 
 
 23 
 
 15.87 
 
 15.02 
 
 14.17 
 
 13.66 
 
 .60 
 
 24 
 
 15.21 
 
 14.40 
 
 13.58 
 
 13.09 
 
 .66 
 
 25 
 
 14.60 
 
 13.82 
 
 13.04 
 
 12.56 
 
 .71 
 
 26 
 
 14.04 13.29 
 
 12.53 
 
 12.08 
 
 .77 
 
 27 
 
 13.52 12.80 
 
 12.07 
 
 11.63 
 
 .83 
 
 28 
 
 13.04 
 
 12.34 
 
 11.64 
 
 11.22 
 
 .90 
 
 29 
 
 12.59 11.91 
 
 11.24 
 
 10.83 
 
 .96 
 
 30 
 
 12.17 11.52 10.86 
 
 10.47 
 
 1.03 
 
 31 
 
 11.78 
 
 11.14 10.51 
 
 10.13 
 
 1.10 
 
 32 
 
 11.41 
 
 10.80 
 
 10.18 
 
 9.82 
 
 1.17 
 
 33 
 
 11.06 10.47 
 
 9.88 
 
 9.52 
 
 1.24 
 
 34 
 
 10.74 10.16 
 
 9.58 
 
 9.24 
 
 
 35 
 
 10.43 
 
 9.87 
 
 9.31 
 
 8.97 
 
 
 36 
 
 10.14 
 
 9.60 
 
 9.05 
 
 8.73 
 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
JONES & LAUGH LIN STEEL CO. 93 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Beams 
 
 
 
 12-iNCH BEAM, SPECIAL SECTION 
 
 12-iNCH BEAM 
 
 fa 2 
 
 ^ o 
 
 
 . STANDARD 
 
 U Z 
 
 
 
 
 
 
 
 
 
 z w 
 
 -* [ll 
 
 60 
 
 55 
 
 50 
 
 45 
 
 40 
 
 35 
 
 31% 
 
 Def. 
 
 [A\iHH 
 M.SIQ 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Inches 
 
 10 
 
 30.18 
 
 28.61 
 
 27.04 
 
 25.48 
 
 23.91 
 
 20.28 
 
 19.18 
 
 .14 
 
 11 
 
 27.44 
 
 26.01 
 
 24.58 
 
 23.16 
 
 21.73 
 
 \ 18.44 
 
 17.44 
 
 .17 
 
 12 
 
 25.14 
 
 23.84 
 
 22.54 
 
 21.23 
 
 19.92 
 
 16.90 
 
 15.99 
 
 .21 
 
 13 
 
 23.22 
 
 22.01 
 
 20.80 
 
 19.60 
 
 18.39 
 
 15.60 
 
 14.76 
 
 .24 
 
 14 
 
 21.56 
 
 20.44 
 
 19.32 
 
 18.20 
 
 17.08 
 
 14.49 
 
 13.70 
 
 .28 
 
 15 
 
 20.13 
 
 19.08 
 
 18.03 
 
 16.98 
 
 15.94 
 
 13.52 
 
 12.79 
 
 .32 
 
 16 
 
 18.86 
 
 17.88 
 
 16.90 
 
 15.92 
 
 14.94 
 
 12.68 
 
 11.99 
 
 .37 
 
 17 
 
 17.75 
 
 16.83 
 
 15.91 
 
 14.99 
 
 14.06 
 
 11.93 
 
 11.28 
 
 .41 
 
 18 
 
 16.78 
 
 15.90 
 
 15.02 
 
 14.15 
 
 13.28 
 
 11.27 
 
 10.66 
 
 .46 
 
 19 
 
 15.89 
 
 15.06 
 
 14.23 
 
 13.41 
 
 12.58 
 
 10.67 
 
 10.10 
 
 .52 
 
 20 
 
 15.10 
 
 14.31 
 
 13.52 
 
 12.74 
 
 11.95 
 
 10.14 
 
 9.59 
 
 .57 
 
 21 
 
 14.38 
 
 13.63 
 
 12.88 
 
 12.13 
 
 11.38 
 
 9.66 
 
 9.14 
 
 .63 
 
 22 
 
 13.73 
 
 13.01 
 
 12.29 
 
 11.58 
 
 10.87 
 
 9.22 
 
 8.72 
 
 .69 
 
 23 
 
 13.12 
 
 12.44 
 
 11.76 
 
 11.08 
 
 10.39 8.82 
 
 8.34 
 
 .76 
 
 24 
 
 12.57 
 
 11.92 
 
 11.27 
 
 10.61 
 
 9.96 
 
 8.45 
 
 7.99 
 
 .82 
 
 25 
 
 12.08 
 
 11.45 
 
 10.82 
 
 10.19 
 
 9.56 
 
 8.11 
 
 7.67 
 
 .89 
 
 26 
 
 11.62 
 
 11.01 
 
 10.40 
 
 9.80 
 
 9.19 
 
 7.80 
 
 7.38 
 
 .97 
 
 27 
 
 11.18 
 
 10.60 
 
 10.02 
 
 9.43 
 
 8.85 
 
 7.51 
 
 7.10 
 
 1.04 
 
 28 
 
 10.78 
 
 10.22 
 
 9.66 
 
 9.10 
 
 8.54 
 
 7.24 
 
 6.85 
 
 1.12 
 
 29 
 
 10.41 
 
 9.87 
 
 9.33 
 
 8.78 
 
 8.24 
 
 6.99 
 
 6.62 
 
 1.20 
 
 30 
 
 10.07 
 
 9.54 
 
 9.01 
 
 8.48 
 
 7.97 
 
 6.76 
 
 6.39 
 
 1.29 
 
 31 
 
 9.74 
 
 9.23 
 
 8.72 
 
 8.21 
 
 7.71 
 
 6.54 
 
 6.19 
 
 1.37 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
94 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Beams 
 
 (DISTANCE IN FEET 1 
 BETWEEN SUPPORTS 
 
 ID-INCH BEAM, STANDARD 
 
 9-iNCH BEAM, STANDARD 
 
 
 
 *! 
 
 a 1 
 *l 
 
 i 
 
 *! 
 
 si 
 
 Deflection 
 Inches 
 
 | 
 
 PH 
 
 s1 
 
 *! 
 
 4 
 
 8 i 
 
 21 
 Pounds - 
 
 Deflection 
 Inches 
 
 10 
 
 11 
 
 12 
 
 16.94 
 15.40 
 14.12 
 
 15.64 
 14.22 
 13.03 
 
 14.33 
 13.03 
 11.94 
 
 13.02 
 11.85 
 10.85 
 
 .17 
 .21 
 .25 
 
 13.35 
 12.14 
 11.12 
 
 12.18 
 11.07 
 10.15 
 
 11.00 
 10.00 
 9.17 
 
 10.06 
 
 9.15 
 8.39 
 
 .19 
 .23 
 .27 
 
 13 
 14 
 15 
 16 
 
 17 
 18 
 19 
 20 
 
 13.03 
 12.10 
 11.30 
 10.59 
 
 12.03 
 11.17 
 10.42 
 9.77 
 
 11.02 
 10.24 
 9.55 
 8.96 
 
 10.02 
 9.30 
 8.68 
 8.14 
 
 7.66 
 7.24 
 6.85 
 6.51 
 
 .29 
 .34 
 .39 
 .45 
 
 .50 
 .56 
 .62 
 .69 
 
 10.27 
 9.53 
 8.90 
 8.34 
 
 7.85 
 7.42 
 7.03 
 6.67 
 
 9.36 
 8.70 
 8.12 
 7.61 
 
 7.16 
 6.76 
 6.41 
 6.09 
 
 8.46 
 7.86 
 7.34 
 
 7.74 
 7.19 
 6.71 
 6.29 
 
 5.92 
 5.60 
 5.30 
 5.03 
 
 .32 
 .37 
 .43 
 .49 
 
 .55 
 .62 
 .69 
 .76 
 
 6.88 
 
 6.47 
 6.11 
 5.79 
 5.50 
 
 9.97 
 9.41 
 8.92 
 
 8.47 
 
 9.20 
 8.69 
 8.23 
 
 7.82 
 
 8.43 
 7.96 
 7.54 
 7.16 
 
 21 
 22 
 23 
 
 24 
 
 8.07 
 7.71 
 7.37 
 7.06 
 
 7.45 
 7.11 
 6.80 
 6.52 
 
 6.82 
 6.51 
 6.23 
 5.97 
 
 6.20 
 5.92 
 5.66 
 5.43 
 
 .76 
 .83 
 .91 
 .99 
 
 
 
 
 
 
 25 
 
 6.78 
 
 6.25 
 
 5.73 
 
 5.21 
 
 1.07 
 
 
 
 
 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Beams 
 
 II 
 
 S-INH BEAM, STANDARD 
 
 7-iNCH BEAM, STANDARD 
 
 1 
 
 p 
 
 d 
 
 ] 
 
 'fl 
 
 tn 
 
 2 | 
 
 a 
 
 8-g 
 
 <c c 
 
 -9 
 
 *l 
 
 sj 
 
 al 
 
 Is 
 31 
 
 
 P4 
 
 A 
 
 P-( 
 
 
 
 <u ( 
 
 fin 
 
 PW 
 
 
 
 DM 
 
 w 
 
 
 
 
 
 a 
 
 
 
 
 Q 
 
 5 
 
 18.31 
 
 17.26 
 
 16.21 
 
 15.17 
 
 
 12.87 
 
 11.95 
 
 11.04 
 
 
 6 
 
 15.26 
 
 14.38 
 
 13.51 
 
 12.64 
 
 .08 
 
 10.73 
 
 9.96 
 
 920 
 
 .09 
 
 7 
 
 13.08 
 
 12.33 
 
 11.58 
 
 10.83 
 
 .10 
 
 9.19 
 
 8.53 
 
 7.89 
 
 .12 
 
 8 
 
 11.44 
 
 10.79 
 
 10.13 
 
 9.48 
 
 .14 
 
 8.04 
 
 7.47 
 
 6.90 
 
 .16 
 
 9 
 
 10.17 
 
 9.59 
 
 9.01 
 
 8.43 
 
 .17 
 
 7.15 
 
 6.64 
 
 6.13 
 
 .20 
 
 10 
 
 9.15 
 
 8.63 
 
 8.11 
 
 7.58 
 
 .21 
 
 6.44 
 
 5.98 
 
 5.52 
 
 .24 
 
 11 
 
 8.32 
 
 7.85 
 
 7.37 
 
 6.89 
 
 .26 
 
 5.85 
 
 5.43 
 
 5.02 
 
 .30 
 
 12 
 
 7.63 
 
 7.19 
 
 6.76 
 
 6.32 
 
 .31 
 
 5.36 
 
 4.98 
 
 4.60 
 
 .35 
 
 13 
 
 7.04 
 
 6.64 
 
 6.24 
 
 5.83 
 
 .36 
 
 4.95 
 
 4.60 
 
 4.25 
 
 .41 
 
 14 
 
 6.54 
 
 6.16 
 
 5.79 
 
 5.42 
 
 .42 
 
 4.60 
 
 4.26 
 
 3.94 
 
 .48 
 
 15 
 
 6.10 
 
 5.75 
 
 5.40 
 
 5.06 
 
 .48 
 
 4.29 
 
 3.99 
 
 3.68 
 
 .55 
 
 16 
 
 5.72 
 
 5.39 
 
 5.07 
 
 4.74 
 
 .55 
 
 4.02 
 
 3.74 
 
 3.45 
 
 .63 
 
 17 
 
 5.38 
 
 5.08 
 
 4.76 
 
 4.46 
 
 .62 
 
 
 
 
 
 18 
 
 5.08 
 
 4.79 
 
 4.50 
 
 4.21 
 
 .69 
 
 
 
 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
96 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Beams 
 
 DISTANCE IN FEET 
 BETWEEN SUPPORTS 
 
 6-iNCH BEAM, STANDARD 
 
 5-iNCH BEAM, STANDARD 
 
 t- g 
 
 4 
 
 4 
 
 Deflection 
 Inches 
 
 4 
 
 "" 
 
 1 
 
 Deflection 
 Inches 
 
 5 
 6 
 
 7 
 8 
 
 9.31 
 7.76 
 6.65 
 5.82 
 
 8.53 
 7.11 
 6.09 
 5.33 
 
 7.74 
 6.45 
 5. .53 
 4.84 
 
 .10 
 .14 
 .18 
 
 6.47 
 5.39 
 4.62 
 4.04 
 
 5.81 
 4.84 
 4.15 
 3.63 
 
 5.16 
 4.30 
 3.68 
 3.22 
 
 .09 
 .12 
 .17 
 .22 
 
 9 
 10 
 11 
 12 
 
 5.17 
 4.66 
 
 4.74 
 4.26 
 
 4.30 
 3.87 
 
 .23 
 .29 
 .35 
 .41 
 
 3.59 
 
 3.23 
 
 2.87 
 
 .28 
 .34 
 .41 
 .49 
 
 3.23 
 2.94 
 2.69 
 
 2.91 
 2.64 
 2.42 
 
 2.58 
 2.34 
 2.15 
 
 4.23 
 3.88 
 
 3.88 
 3.55 
 
 3.52 
 3.23 
 
 13 
 14 
 15 
 16 
 
 3.58 
 3.33 
 3.10 
 2.91 
 
 3.28 
 3.05 
 2.84 
 2.66 
 
 2.98 
 2.77 
 2.58 
 2.42 
 
 .48 
 .56 
 .64 
 .73 
 
 
 
 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 per square inch. 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
JONES 
 
 & LA 
 
 UGH 
 
 LIN STEEL CO. 97 
 
 SAFE 
 
 LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly 
 
 Distributed, 
 
 for Jones & Laughlin Steel Co.'s 
 
 / Steel Beams 
 
 w b 
 * 
 
 4-iNCH BEAM, STANDARD 
 
 3-iNCH BEAM, STANDARD 
 
 21 
 
 
 
 to 
 
 in 
 
 
 ! 
 
 4 4 4 ll 
 
 < K 
 
 
 
 
 
 
 
 if 
 
 3 
 
 3 
 
 00 3 
 
 ^ 3 
 
 B " 
 
 ?- ^0 >0 C 
 
 fig 
 
 
 
 * 
 
 * 
 
 
 
 Q^ 
 
 Ck On PH "^ 
 ft 
 
 5 
 
 3.81 
 
 3.60 
 
 3.39 
 
 3.18 
 
 .11 
 
 2.08 1.92 1.76 .14 
 
 6 
 
 3.17 
 
 3.00 
 
 2.82 
 
 2.65 
 
 .15 
 
 1.73 1.60 1.47 .21 
 
 7 
 
 2.72 
 
 2.57 
 
 2.42 
 
 2.27 
 
 .21 
 
 1.49 1.39 1.26 .28 
 
 8 
 
 2.38 
 
 2.25 
 
 2.12 
 
 1.99 
 
 .27 
 
 1.30 1.20 1.10 .37 
 
 9 
 
 2.12 
 
 2.00 
 
 1.88 
 
 1.77 
 
 .35 
 
 
 10 
 
 1.90 
 
 1.80 
 
 1.70 
 
 1.59 
 
 .43 
 
 
 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
 
 per square inch. 
 
 NOTE. Use spans above horizontal 
 
 bkck line for plastered ceilings. 
 
98 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Channels 
 
 DISTANCE IN 
 FEET BETWEEN 
 SUPPORTS 
 
 15-lNCH CHANNEL, STANDARD 
 
 55 
 Pounds 
 
 50 
 Pounds 
 
 45 
 Pounds 
 
 40 
 Pounds 
 
 35 
 Pounds 
 
 33 
 
 Pounds 
 
 10 
 
 11 
 
 12 
 13 
 
 30.85 
 28.05 
 25.71 
 23.73 
 
 28.80 
 26.27 
 24.08 
 22.22 
 
 26.93 
 24.48 
 22.44 
 20.72 
 
 24.97 
 22.70 
 20.81 
 19.21 
 
 23.01 
 20.92 
 19.17 
 17.70 
 
 22.22 
 20.20 
 18.52 
 17.10 
 
 14 
 15 
 16 
 17 
 
 22.04 
 20.57 
 19.28 
 18.15 
 
 20.64 
 19.26 
 18.06 
 16.99 
 
 19.24 
 17.96 
 16.83 
 15.84 
 
 17.84 
 16.65 
 15.61 
 14.69 
 
 16.44 
 15.34 
 14.38 
 13.53 
 
 15.87 
 14.82 
 13.89 
 13.07 
 
 18 
 19 
 20 
 21 
 
 17.14 
 16.24 
 15.43 
 14.69 
 
 16.05 
 15.21 
 14.45 
 13.76 
 
 14.96 
 14.17 
 13.47 
 12.82 
 
 13.87 
 13.14 
 12.48 
 11.89 
 
 12.78 
 12.11 
 11.50 
 10.96 
 
 12.35 
 11.69 
 11.11 
 10.58 
 
 22 
 23 
 24 
 25 
 
 14.02 
 13.41 
 12.86 
 12.34 
 
 13.13 
 12.56 
 12.04 
 11.56 
 
 12.24 
 11.71 
 11.22 
 10.77 
 
 11.35 
 10.86 
 10.40 
 9.99 
 
 10.46 
 10.00 
 9.59 
 9.20 
 
 10.10 
 9.66 
 9.26 
 
 8.89 
 
 26 
 27 
 28 
 29 
 30 
 
 11.87 
 11.43 
 11.02 
 
 11.11 
 
 10.70 
 10.32 
 
 10.36 
 9.97 
 9.62 
 
 9.60 
 9.25 
 8.92 
 
 8.85 
 8.52 
 8.22 
 
 8.55 
 8.23 
 7.94 
 
 10.64 
 10.28 
 
 9.96 
 9.63 
 
 9.29 
 8.98 
 
 8.61 
 8.32 
 
 7.93 
 7.67 
 
 7.66 
 7.41 
 
 Safe load includes weight of channel. Maximum fiber strain of 16,000 
 pounds per square inch. 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
JONES & LAUGHLIN STEEL CO. 99 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Channels 
 
 DISTANCE IN FEET 
 BETWEEN SUPPORTS 
 
 12-iNCH CHANNEL, STANDARD 
 
 40 
 Pounds 
 
 35 
 Pounds 
 
 30 
 Pounds 
 
 25 
 Pounds 
 
 20^ 
 Pounds 
 
 10 
 
 11 
 
 12 
 13 
 
 17.50 
 15.91 
 14.59 
 13.46 
 
 15.93 
 14.49 
 13.28 
 12.25 
 
 14.36 
 
 13.06 
 11.97 
 11.05 
 
 12.80 
 11.64 
 10.67 
 9.85 
 
 11.38 
 ^0.35 
 9.48 
 8.76 
 
 14 
 15 
 16 
 17 
 
 12.50 
 11.67 
 10.94 
 10.30 
 
 11.38 
 10.62 
 9.96 
 9.37 
 
 10.26 
 9.58 
 
 8.98 
 8.45 
 
 9.14 
 8.53 
 8.00 
 7.53 
 
 8.13 
 7.59 
 7.12 
 6.69 
 
 18 
 19 
 20 
 21 
 
 9.72 
 9.21 
 
 8.75 
 
 8.85 
 8.39 
 7.97 
 
 7.98 
 7.56 
 
 7.18 
 
 7.11 
 6.74 
 6.40 
 
 6.33 
 5.99 
 5.69 
 
 8.34 
 
 7.59 
 
 6.84 
 
 6.09 
 
 5.42 
 
 22 
 23 
 24 
 25 
 
 7.96 
 7.61 
 7.29 
 7.00 
 
 7.24 
 6.93 
 6.64 
 6.37 
 
 6.53 
 6.25 
 5.99 
 5.75 
 
 5.82 
 5.56 
 5.33 
 5.12 
 
 5.18 
 4.95 
 4.74 
 4.55 
 
 26 
 27 
 28 
 29 
 30 
 
 6.73 
 6.48 
 6.25 
 6.04 
 5.83 
 
 6.13 
 5.90 
 5.69 
 5.49 
 5.31 
 
 5.53 
 5.32 
 5.13 
 4.95 
 4.79 
 
 4.92 
 4.74 
 4.57 
 4.41 
 4.27 
 
 4.38 
 4.22 
 4.07 
 3.92 
 3.79 
 
 Safe load includes weight of channel. Maximum fiber strain of 16,000 
 pounds per square inch. 
 NOTE. Use spans above horizontal bkck line for plastered ceilings. 
 
100 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Channels 
 
 DISTANCE IN FEET 
 BETWEEN SUPPORTS 
 
 10-iNCH CHANNEL, STANDARD 
 
 35 
 Pounds 
 
 30 
 Pounds 
 
 25 
 Pounds 
 
 20 
 Pounds 
 
 15 
 Pounds 
 
 10 
 
 11 
 
 12 
 13 
 
 12.36 
 11.24 
 10.30 
 9.51 
 
 11.06 
 10.05 
 9.21 
 8.50 
 
 9.75 
 8.86 
 8.12 
 7.50 
 
 8.44 
 7.67 
 7.03 
 6.49 
 
 7.13 
 6.49 
 5.94 
 5.49 
 
 14 
 15 
 16 
 17 
 
 8.83 
 8.24 
 7.73 
 7.27 
 
 7.90 
 7.37 
 6.91 
 6.50 
 
 6.96 
 6.50 
 6.09 
 5.73 
 
 6.03 
 5.63 
 5.28 
 4.97 
 
 5.10 
 4.75 
 4.46 
 4.20 
 
 18 
 19 
 20 
 21 
 
 6.87 
 
 6.14 
 
 5.42 
 
 4.69 
 
 3.96 
 
 6.51 
 6.18 
 5.89 
 
 5.82 
 5.53 
 5.26 
 
 5.14 
 
 4.87 
 4.64 
 
 4.44 
 4.22 
 4.02 
 
 3.75 
 3.57 
 3.44 
 
 22 
 23 
 24 
 25 
 
 5.62 
 5.37 
 5.15 
 4.95 
 
 5.03 
 4.81 
 4.61 
 4.42 
 
 4.43 
 4.24 
 4.06 
 3.90 
 
 3.84 
 3.67 
 3.52 
 3.38 
 
 3.24 
 3.10 
 2.97 
 2.85 
 
 Safe load includes weight of channel. Maximum fiber strain of 16,000 
 pounds per square inch. 
 NOTE Use spans above horizontal black line for plastered ceilings. 
 
JONES & LAUGHLIN S ?'K E;L ^C G ;.; J 10V 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 
 Steel Channels 
 
 fa 
 
 9-lNCH CHANNEL, STANDARD 
 
 
 
 55 JjJ 
 
 
 W 
 
 2 W 
 
 - 
 
 w 
 
 . 
 
 ^| 
 
 < W 
 
 & 
 
 fi 
 
 1C C 
 
 
 Is 
 
 PH 
 
 PH 
 
 I 
 
 *! 
 
 10 
 
 8.37 
 
 7.20 
 
 6.02 
 
 5.61 
 
 11 
 
 7.61 
 
 6.54 
 
 5.47 
 
 5.10 
 
 12 
 
 6.98 
 
 6.00 
 
 5.02 
 
 4.67 
 
 13 
 
 6.44 
 
 5.54 
 
 4.63 
 
 4.31 
 
 14 
 
 5.98 
 
 5.14 
 
 4.30 
 
 4.01 
 
 15 
 
 5.58 
 
 4.80 
 
 4.01 
 
 3.74 
 
 16 
 
 5.23 
 
 4.50 
 
 3.76 
 
 3.51 
 
 17 
 
 4.92 
 
 4.23 
 
 3.54 
 
 3.30 
 
 18 
 
 4.65 
 
 4.00 
 
 3.34 
 
 3.12 
 
 19 
 
 4.41 
 
 3.79 
 
 3.17 
 
 2.95 
 
 20 
 
 4.19 
 
 3.60 
 
 3.01 
 
 2.80 
 
 21 
 
 3.99 
 
 3.43 
 
 2.87 
 
 2.67 
 
 Safe load includes weight of channel. Maximum fiber strain of 16,000 
 
 pounds per square inch 
 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
102 J'O N E-S '& L A U G H L I N STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Channels 
 
 ii 
 
 b 
 
 8-lNCH CHANNEL, STANDARD 
 
 DISTANCE IN 
 BETWEEN SUI 
 
 
 T, 21 *, 
 
 Pounds 
 
 UK 
 
 Pounds 
 
 1GK 
 Pounds 
 
 IS* 
 
 Pounds 
 
 r, 11 * 
 
 Pounds 
 
 10 
 
 11 
 
 12. 
 13 
 
 6.40 
 
 5.82 
 5.33 
 4.92 
 
 5.88 
 5.34 
 4.90 
 4.52 
 
 5.35 
 4.87 
 4.46 
 4.12 
 
 4.83 
 4.39 
 4.03 
 3.72 
 
 4.32 
 3.93 
 3.60 
 3.32 
 
 14 
 15 
 16 
 
 17 
 
 4.57 
 
 4.20 
 
 3.82 
 
 3.45 
 
 3.08 
 
 4.27 
 4.00 
 3.76 
 
 3.92 
 3.67 
 3.46 
 
 3.57 
 3.35 
 3.15 
 
 3.22 
 3.02 
 
 2.84 
 
 2.88 
 2.70 
 2.54 
 
 18 
 
 3.56 
 
 3.28 
 
 2.97 
 
 2.68 
 
 2.40 
 
 Safe load includes weight of channel. Maximum fiber strain of 16,000 
 pounds per square inch. 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
JONES & LAUGHLIN STEEL CO. 103 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Channels 
 
 I! 
 
 WC/2 
 
 I 
 
 7-iNCH CHANNEL, STANDARD 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 12 K 
 
 Pounds 
 
 Pounds 
 
 5 
 6 
 
 7 
 8 
 
 9 
 10 
 11 
 12 
 
 13 
 14 
 15 
 16 
 
 10.09 
 8.41 
 7.20 
 6.30 
 
 5.61 
 5.04 
 
 4.58 
 4.20 
 
 9.17 
 7.64 
 6.55 
 5.73 
 
 5.10 
 4.59 
 4.17 
 3.82 
 
 8.26 
 6.88 
 5.90 
 5.16 
 
 4.59 
 4.13 
 3.75 
 3.44 
 
 7.35 
 6.12 
 5.25 
 4.59 
 
 4.08 
 3.67 
 3.34 
 3.06 
 
 6.43 
 5.36 
 4.59 
 4.02 
 
 3.57 
 3.22 
 2.92 
 2.68 
 
 3.88 
 3.60 
 3.36 
 3.15 
 
 3.53 
 3.27 
 3.06 
 
 2.86 
 
 3.18 
 2.95 
 2.75 
 
 2.58 
 
 2.82 
 2.62 
 2.45 
 2.29 
 
 2.47 
 2.29 
 2.14 
 2.01 
 
 Safe load includes weight of channel. Maximum fiber strain of 16,000 
 pounds per square inch. 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
104 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 
 Steel Channels 
 
 If 
 
 6-iNCH CHANNEL, STANDARD 
 
 5-iNCH CHANNEL, STANDARD 
 
 Z D 
 
 
 
 Z H 
 < H 
 
 
 13 
 
 105* 
 
 8 
 
 115* 
 
 9 
 
 
 IE 
 
 og 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 Pounds 
 
 5 
 
 6.97 
 
 6.19 
 
 5.41 
 
 4.62 
 
 4.47 
 
 3.82 
 
 3.16 
 
 6 
 
 5.81 
 
 5.16 
 
 4.50 
 
 3.85 
 
 3.73 
 
 3.18 
 
 2.64 
 
 7 
 
 4.98 
 
 4.42 
 
 3.86 
 
 3.30 
 
 3.19 
 
 2.73 
 
 2.26 
 
 8 
 
 4.36 
 
 3.87 
 
 3.38 
 
 2.89 
 
 2.79 
 
 2.39 
 
 1.98 
 
 9 
 
 3.87 
 
 3.44 
 
 3.00 
 
 2.57 
 
 2.48 
 
 2.12 
 
 1.76 
 
 10 
 
 3.49 
 
 3.09 
 
 2.73 
 
 2.31 
 
 2.23 
 
 1.92 
 
 1.58 
 
 11 
 
 3.17 
 
 2.81 
 
 2.45 
 
 2.10 
 
 2.03 
 
 1.75 
 
 1.44 
 
 12 
 
 2.91 
 
 2.58 
 
 2.25 
 
 1.93 
 
 1.86 
 
 1.59 
 
 1.32 
 
 13 
 
 2.68 
 
 2.38 
 
 2.08 
 
 1.78 
 
 
 
 
 14 
 
 2.49 
 
 2.21 
 
 1.93 
 
 1.65 
 
 
 
 
 15 
 
 2.32 
 
 2.06 
 
 1.80 
 
 1.54 
 
 
 
 
 16 
 
 2.18 
 
 1.93 
 
 1.69 
 
 1.44 
 
 
 
 
 Safe load includes weight of channel. Maximum fiber strain of 16,000 
 pounds per square inch. 
 
 NOTE Use spans above horizontal black line for plastered ceilings. 
 
JONES & LAUGHLIN STEEL CO. 105 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Go's. 
 
 
 Steel Channels 
 
 DISTANCE IN FEET 
 BETWEEN SUPPORTS 
 
 4-lNCH CHANNEL 
 STANDARD 
 
 3-lNCH CHANNEL 
 STANDARD 
 
 7% 
 Pounds 
 
 OK 
 Pounds 
 
 Pounds 
 
 6 
 Pounds 
 
 5 
 Pounds 
 
 4 
 Pounds 
 
 5 
 6 
 
 2.44 
 2.04 
 
 2.23. 
 
 1.86 
 
 2.02 
 1.69 
 
 1.48 
 
 1.32 
 
 1.16 
 
 1.23 
 
 1.10 
 
 .97 
 
 7 
 
 1.74 
 
 1.59 
 
 1.44 
 
 1.06 
 .92 
 
 .94 
 
 .82 
 
 .83 
 .73 
 
 8 
 
 1.53 
 
 1.39 
 
 1.26 
 
 9 
 
 1.36 
 
 1.24 
 
 1.12 
 
 
 
 
 10 
 
 1.22 
 
 1.12 
 
 1.01 
 
 
 
 
 Safe load includes weight of channel. Maximum fiber strain of 16,000 
 pounds per square inch. 
 
 NOTE. Use spans above horizontal black line for plastered ceilings. 
 
106 
 
 JONES & LAUGHLIN STEEL CO 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Go's. 
 
 Angles with Equal Legs 
 
 SIZE 
 OF ANGLE 
 
 DISTANCE BETWEEN SUPPORTS IN FEET 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 8 X8 X H 
 
 44.64 
 
 22.32 
 
 14.88 
 
 11.16 
 
 8.93 
 
 7.44 
 
 6.38 
 
 5.58 
 
 4.96 
 
 4.46 
 
 8 X8 X1H 
 
 93.49 
 
 46.74 
 
 31.16 23.37 
 
 18.70 
 
 15.58 
 
 13.36 
 
 11.69 
 
 10.39 
 
 9.35 
 
 6 X6 X A 
 
 21.71 
 
 10.85 
 
 7.24 
 
 5.43 
 
 4.34 
 
 3.62 
 
 3.10 
 
 2.71 
 
 2.41 
 
 2.17 
 
 6 X6 X H 40.75 
 
 20.37 
 
 13.58 
 
 10.18 
 
 8.15 
 
 6.79 
 
 5.82 
 
 5.09 
 
 4.53 
 
 4.08 
 
 5 X5 X *i 
 
 11.84 
 
 5.92 
 
 3.95 
 
 2.96 
 
 2.37 
 
 1.97 
 
 1.69 
 
 1.48 
 
 1.32 
 
 1.18 
 
 5 X5 X M24.ll 
 
 12.05 
 
 8.04 
 
 6.03 
 
 4.82 
 
 4.02 
 
 3.44 
 
 3.01 
 
 2.68 12.41 
 
 4 X4 X K 8.11 
 
 4.05 
 
 2.70 
 
 2.03 
 
 1.62 
 
 1.35 
 
 1.16 
 
 1.01 
 
 0.90 10.81 
 
 4 X4 X M 
 
 14.99 
 
 7.49 
 
 5.00 
 
 3.75 
 
 3.00 
 
 2.50 
 
 2.14 1.87 
 
 1.67 1.50 
 
 
 
 
 
 
 
 
 
 _ 
 
 3HX3HX H 
 
 6.13 
 
 3.07 
 
 2.04 1.53 
 
 1.23 
 
 1.02 
 
 0.88 0.77 
 
 0.68 |o.61 
 
 3MX3VX M 
 
 10.83 
 
 5.41 
 
 3.61 2.71 
 
 2.17 1.81 
 
 1.55 1.35 
 
 1.20 jl.08 
 
 3MX3MX 8 i 
 
 5.28 
 
 2.64 
 
 1.76 1.32 
 
 1.05 0.88 
 
 0.75 0.66 
 
 0.59 0.53 
 
 3MX3MX M 
 
 7.25 
 
 3.62 
 
 2.42 
 
 1.81 
 
 1.45 
 
 1.21 
 
 1.04 
 
 0.91 
 
 0.81 
 
 0.73 
 
 3 X3 X M 
 
 3.09 
 
 1.54 
 
 1.03 
 
 077 
 
 0.62 0.51 0.44 
 
 0.39 
 
 0.34 
 
 0.31 
 
 3 X3 X % 
 
 6.93 
 
 3.47 
 
 2.31 
 
 1.73 
 
 1.39 1.16 
 
 0.99 ! 0.87 
 
 0.77 0.69 
 
 2MX2MX M 
 
 2.56 
 
 1.28 
 
 0.85 
 
 0.64 
 
 0.51 ! 0.43 0.37 0.32 
 
 0.28 0.26 
 
 2MX2MX M 
 
 4.75 
 
 2.37 
 
 1.58 
 
 1.19 
 
 0.95 1 0.79 0.68 
 
 0.59 
 
 0.53 0.48 
 
 2HX2HX M 
 
 2.13 
 
 1.07 
 
 0.71 
 
 0.53 
 
 0.43 
 
 0.36 
 
 0.30 
 
 0.27 
 
 0.24 
 
 0.21 
 
 2HX2J4X J^ 
 
 3.89 
 
 1.94 
 
 1.30 
 
 0.97 
 
 0.78 
 
 0.65 
 
 0.56 
 
 0.49 
 
 0.43 0.39 
 
 2MX2MX M 
 
 1.71 
 
 0.85 
 
 0.57 0.43 
 
 0.34 
 
 0.29 
 
 0.24 0.21 
 
 0.19 0.17 
 
 
 3.09 
 
 1.54 
 
 1.03 0.77 
 
 0.62 
 
 0.52 
 
 0.44 i 0.39 
 
 0.34 
 
 0.31 
 
 2 X2 X M 
 
 0.80 
 
 0.40 
 
 0.27 0.20 
 
 0.16 
 
 0.13 0.11 0.10 
 
 0.09 
 
 0.08 
 
 2 X2 X A 
 
 2.13 
 
 1.06 
 
 0.71 0.53 
 
 0.43 
 
 0.36 ; 0.30 0.27 
 
 0.24 
 
 0.21 
 
 1MX1MX >| 
 
 0.59 
 
 0.30 
 
 0.20 0.15 
 
 0.12 
 
 0.10 0.08 0.07 
 
 0.07 
 
 0.06 
 
 1MX1MX A 
 
 1.60 
 
 0.80 
 
 0.53 0.40 
 
 0.32 
 
 0.27 
 
 0.23 0.20 
 
 0.18 
 
 0.16 
 
 I^XIHX H 
 
 0.41 
 
 0.21 
 
 0.14 0.10 
 
 0.08 0.07 
 
 0.06 0.05 
 
 0.05 
 
 0.04 
 
 IV^XIHX ^ 
 
 1.03 
 
 0.52 
 
 0.34 
 
 0.26 
 
 0.21 0.17 0.15 0.13 
 
 0.11 
 
 0.10 
 
 1MX1/4X H 
 
 0.27 
 
 0.135 0.090 
 
 0.067 
 
 0.054 0.045 0.039 0.034 
 
 0.030 
 
 0.027 
 
 IMXIMX k 
 
 0.48 
 
 0.24 0.16 
 
 0.12 
 
 0.096 0.080 0.069 0.060 
 
 0.053 
 
 0.048 
 
 1 XI X H 
 
 0.17 
 
 0.085 
 
 0.057 
 
 0.042 
 
 0.034 0.028 0.024 0.021 
 
 0.019 0.017 
 
 1 xi x A 
 
 0.23 
 
 0.115 
 
 0.077 
 
 0.057 
 
 0.046 0.038 0.033 0.029 
 
 0.0250.023 
 
 MX MX H 
 
 0.09 
 
 0.045 0.030 
 
 0.022 
 
 0.018 0.015 0.013 0.011 
 
 0.0100.009 
 
 MX MX A 
 
 0.127 
 
 0.063 0.042 
 
 0.032 
 
 0.025 
 
 0.021 
 
 0.018 
 
 0.016 
 
 0.014 
 
 0.013 
 
 Safe loads include weight of angle. Maximum fiber strain of 16,000 pounds 
 per square inch. Neutral axis through center of gravity parallel to one leg. 
 
 For safe loads to the right of heavy line the deflection will be greater than 
 allowable for plastered ceiling. Limit for 8 x 8-inch L, 23 feet ; for 6 x 6-inch 
 L, 17 feet ; for 5 x 5-inch L, 13 feet ; for 4 x 4-inch L, n feet. 
 
JONES & LAUGHLIN 
 
 S T E E L C O . 107 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & 
 
 Laughlin Steel Go's. 
 
 Angles with Unequal Legs 
 
 Long Leg Vertical 
 
 
 DISTANCE BETWEEN SUPPORTS IN FEET 
 
 SIZE 
 
 
 
 OF ANGLE 
 
 
 
 
 
 
 
 
 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 6 X4 X% 17.71 
 
 8.85 
 
 5.91 
 
 4.43 
 
 3.55 
 
 2.95 
 
 2.53 
 
 2.21 
 
 1.96 
 
 1.77 
 
 6 X4 Xfi 
 
 35.47 
 
 17.73 11.83 i8. 87 7. 09 
 
 5.915.07 
 
 4.44 3.95 
 
 3.55 
 
 6 XS^X^I 
 
 17.33 
 
 8.67 5.77 4.333.472.892.48 
 
 2.17 1.92 
 
 1.73 
 
 6 X3HXH 
 
 33.07 
 
 16.53 
 
 11.03 
 
 8.27 
 
 6.61 
 
 5.51 
 
 4.72 
 
 4.13 
 
 3.68 
 
 3.31 
 
 5 X4 X*4 
 
 12.53 
 
 6.27 
 
 4.17 
 
 3.13 
 
 2.51 
 
 2.09 
 
 1.79 
 
 1.57 
 
 1.39 
 
 1.25 
 
 5 X4 XH 
 
 22.99 
 
 11.49 
 
 7.67 5.754.603.833.28 
 
 2.88 2.56 
 
 2.29 
 
 5 X3J^X% 
 
 12.21 
 
 6.11 
 
 4.07 3.052.44 
 
 2.04 1.75 1.53 1.36 
 
 1.23 
 
 5 X3 1 AX% 
 
 22.51 
 
 11.25 
 
 7.51 5.634.51 3.753.21 
 
 2.81 2.51 
 
 2.25 
 
 5 X3 XY 11.89 
 
 5.95 
 
 3.96 2.972.37 
 
 1.991.69 
 
 1.49 1.32 
 
 1.19 
 
 5 X3 XH 
 
 22.03 
 
 11.01 
 
 7.35 
 
 5.51 
 
 4.40 
 
 3.67 
 
 3.15 
 
 2.76 2.45 
 
 2.20 
 
 4^X3 XfV 8.21 
 
 4.11 
 
 2.74 
 
 2.05 
 
 1.64 
 
 1.37 
 
 1.17 
 
 1.03 0.91 
 
 0.82 
 
 4^X3 XT! 19.31 
 
 9.65 
 
 6.44 4.833.863.222.762.41 2.15 
 
 1.93 
 
 4 X3H}X 3 -1$ 
 
 8.00 
 
 4.00 
 
 2.66 2.001.60 
 
 1.331.151.00 0.90 
 
 0.80 
 
 4 X&ixtf 
 
 14.56 
 
 7.28 
 
 4.85 3.642.91 
 
 2.432.081.83 1.61 
 
 1.45 
 
 4 X3 XiHs 7.63 
 
 3.81 
 
 2.55 1.91 1.52 
 
 1.271.090.96 0.85 
 
 0.76 
 
 4 X3 XM 14.19 
 
 7.09 
 
 4.73 3.55 
 
 2.84 
 
 2.362.031.77 
 
 1.57 
 
 1.41 
 
 3^X3 XM 
 
 5.81 
 
 2.91 
 
 1.93 
 
 1.45 
 
 1.16 
 
 0.97 
 
 0.830.73 
 
 0.64 
 
 0.59 
 
 3HX3 XM 
 
 10.83 
 
 5.41 
 
 3.61 
 
 2.71 
 
 2.16 
 
 1.80 
 
 1.5511.36 1.20 
 
 1.08 
 
 
 4.00 
 
 2.00 
 
 1.33 
 
 1.00 
 
 0.80 
 
 0.66 
 
 0.570.51 0.44 
 
 0.40 
 
 3MX2HXM 
 
 7.79 
 
 3.89 
 
 2.60 
 
 1.95 
 
 1.56 
 
 1.29 
 
 I.llj0.97 0.87 
 
 0.77 
 
 3 X2^XM 
 
 2.99 
 
 1.49 
 
 1.00 
 
 0.75 
 
 0.60 
 
 0.500.43 
 
 0.38J 0.33 
 
 0.29 
 
 3 X2 L aX L 2 
 
 5.49 
 
 2.75 
 
 1.83 
 
 1.37 
 
 1.100.920.79 
 
 0.69| 0.61 
 
 0.55 
 
 3MX2 XM 
 
 2.72 
 
 1.36 
 
 0.91 
 
 0.68 
 
 0.550.450.39 
 
 0.35 
 
 0.31 
 
 0.27 
 
 3MX2 XH 
 
 6.19 
 
 3.09 
 
 2.07 
 
 1.55 
 
 1.24 
 
 1.03 
 
 0.88 
 
 0.77 
 
 0.64 
 
 0.61 
 
 3 X2 XA 
 
 1.75 
 
 0.87 
 
 0.58 
 
 0.44 
 
 0.35 
 
 0.29 
 
 0.25 
 
 0.22 
 
 0.19 
 
 0.17 
 
 3 X2 XK 
 
 5.33 
 
 2.66 
 
 1.77 
 
 1.33 
 
 1.07 
 
 0.89 
 
 0.76 
 
 0.67 
 
 0.59 
 
 0.53 
 
 2^X2 XtV 
 
 1.55 
 
 0.77 
 
 0.52 
 
 0.39 
 
 0.31 
 
 0.25 
 
 0.22 
 
 0.19 
 
 0.17 
 
 0.16 
 
 2^X2 XH 
 
 3.79 
 
 1.89 
 
 1.26 
 
 0.95 
 
 0.76 
 
 0.63 
 
 0.54 
 
 0.47 
 
 0.42 
 
 0.38 
 
 l^XlKXrV 
 
 1.11 
 
 0.56 
 
 0.37 
 
 0.28 
 
 0.220.19 
 
 0.16 
 
 0.14 
 
 0.12 
 
 0.11 
 
 1HX VsX l A 
 
 0.35 
 
 0.15 0.10 0.08 
 
 0.060.05 
 
 0.04 
 
 0.04 
 
 0.03 
 
 0.03 
 
 1 X ^XH 
 
 0.12 
 
 0.08 1 0.05 
 
 0.040.030.03 
 
 0.02 
 
 0.02 
 
 0.02 
 
 0.02 
 
 Safe loads include weight of angle. Maximum fiber strain of 16,000 
 
 pounds per square inch. Neutral axis through center of gravity parallel to 
 
 short leg. 
 
 
 See notes on page 106. 
 
 
108 JONES & LAUGH 
 
 LI N STEE L CO. 
 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Go's. 
 
 Angles with Unequal Legs 
 
 Short Leg 
 
 Vertical 
 
 
 
 DISTANCE BETWEEN SUPPORTS IN FEET 
 
 SIZE 
 
 
 
 
 OF ANGLE 
 
 
 
 
 
 
 
 
 
 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 
 6 X4 X % 
 
 8.53 
 
 4.27 
 
 2.84 
 
 2.13 
 
 1.71 
 
 1.43 
 
 1.22 
 
 1.07 
 
 0.95 
 
 0.85 
 
 
 6 X4 X T! 16.80 
 
 8.40 
 
 5.60 
 
 4.20 
 
 3.36 
 
 2.80 
 
 2.40 
 
 2.10 1.87 
 
 1.68 
 
 
 6 X3HXH 6.56 
 
 3.28 
 
 2.19 1.64 
 
 1.31 
 
 1.09 
 
 0.94 
 
 0.82 0.73 
 
 0.66 
 
 
 
 12.85 
 
 6.43 
 
 4.28 3^21 
 
 2.57 
 
 2.14 
 
 1.84 
 
 1.61 
 
 1.43 
 
 1.28 
 
 
 5 X4 XH 
 
 8.37 
 
 4.19 
 
 2.79 
 
 2.09 
 
 1.68 
 
 1.40 
 
 1.20 
 
 1.05 0.93 
 
 0.84 
 
 
 5 X4 X$4 
 
 15.25 
 
 7.63 
 
 5.08 
 
 3.81 
 
 3.05 
 
 2.54 
 
 2.18 
 
 1.91 11.69 
 
 1.52 
 
 
 
 6.40 
 
 3.20 
 
 2.13 
 
 1.60 
 
 1.28 
 
 1.07 
 
 0.92 0.80 0.71 0.64 
 
 
 6 XQtXH 11.63 
 
 5.81 
 
 3.88 
 
 2.91 
 
 2.32 
 
 1.94 
 
 1.66 1.45 1.29 1.16 
 
 
 5 X3 ~X% 
 5 X3 X& 
 
 4.75 
 8.59 
 
 2.37 
 4.29 
 
 1.59 
 2.87 
 
 1.19 
 2.15 
 
 0.95 
 1.72 
 
 0.79 
 1.43 
 
 0.68 
 1.23 
 
 0.60 
 1.08 
 
 O.f>3 
 0.96 
 
 0.48 
 0.86 
 
 
 4HX3 XA 
 
 4.05 
 
 2.03 
 
 1.35 
 
 1.01 
 
 0.81 
 
 0.68 
 
 0.58 
 
 0.51 
 
 0.45 
 
 0.41 
 
 
 4HX3 Xtf 9-12 
 
 4.56 
 
 3.04 2.28 
 
 1.82 
 
 1.52 
 
 1.30 1.14 
 
 1.01 
 
 0.91 
 
 
 4 X3HXH 6.29 
 
 3.15 
 
 2.09 
 
 1.57 
 
 1.25 
 
 1.05 
 
 0.90 0.79 
 
 0.70 0.63 
 
 
 4 XSHXtl 11-36 
 
 5.68 
 
 3.79 
 
 2.84 
 
 2.27 
 
 1.89 
 
 1.62 
 
 1.42 
 
 1.27 1.14 
 
 
 4 X3 X14 
 
 4.53 
 
 2.27 
 
 1.51 
 
 1.13 
 
 0.91 
 
 0.76 
 
 0.65 
 
 0.57 
 
 0.50 
 
 Of 
 
 
 4 X3 XX 
 
 8.32 
 
 4.16 
 
 2.77 
 
 2.08 
 
 1.67 
 
 1.39 
 
 1.19 
 
 1.04 
 
 0.92 0.83 
 
 
 O]Xy3 V?^ 
 
 4.43 
 
 2.21 
 
 1.48 
 
 1.11 
 
 0.88 
 
 0.74 
 
 0.63 
 
 0.56 
 
 0.49 0.44' 
 
 
 3VX3 XM 
 
 8.11 
 
 4.05 
 
 2.70 
 
 2.03 
 
 1.62 
 
 1.35 
 
 1.16 
 
 1.01 
 
 0.90 
 
 0.81 
 
 
 3:!^X2V^XM 
 
 2.19 
 
 1.09 
 
 0.73 
 
 0.55 
 
 0.44 
 
 0.36 
 
 0.31 
 
 0.28 
 
 0.24 
 
 0.22 
 
 
 3HX2HXH 
 
 4.32 
 
 2.16 
 
 1.44 
 
 1.08 
 
 0.87 
 
 0.72 
 
 0.62 
 
 0.54 
 
 0.48 
 
 0.43 
 
 
 3 X2HXM 
 
 2.13 
 
 1.07 
 
 0.71 
 
 0.53 
 
 0.43 
 
 0.36 
 
 0.32 
 
 0.27 
 
 0.24 
 
 0.21 
 
 
 3 X2^XH 
 
 3.89 
 
 1.95 
 
 1.29 
 
 0.97 
 
 ,0.78 
 
 0.65 
 
 0.56 
 
 0.49 
 
 0.43 
 
 0.39 
 
 
 3HX2 XX 
 
 1.12 
 
 0.56 
 
 0.37 
 
 0.28 
 
 '0.23 
 
 0.19 
 
 0.16 0.14 
 
 0.12 
 
 0.11 
 
 
 3MX2 XH 
 
 2.56 
 
 1.2S 
 
 0.85 
 
 0.64 
 
 0.51 
 
 0.43 
 
 0.36 0.32 
 
 0.28 
 
 0.26 
 
 
 3 X2 XA 
 3 X2 XH 
 
 1.07 
 2.51 
 
 0.53 
 1.25 
 
 0.36 
 0.84 
 
 0.27 
 0.63 
 
 0.21 
 J0.50 
 
 0.18 
 0.42 
 
 0.15 
 
 0.36 
 
 0.13 
 0.32 
 
 0.12 
 0.28 
 
 0.11 
 
 0.25 
 
 
 2HX2 XA 
 
 1.01 
 
 2.49 
 
 0.51 
 1.25 
 
 0.33 
 0.83 
 
 0.25 
 0.62 
 
 0.20 
 0.50 
 
 0.17 
 0.41 
 
 0.15 0.13 
 0.36 0.31 
 
 0.11 
 0.28 
 
 0.10 
 0.25 
 
 
 1MX1HXA 
 
 0.49 
 
 0.25 
 
 0.16 
 
 0.12 
 
 0.10 
 
 0.08 
 
 0.07 J0.06 
 
 0.05 
 
 0.05 
 
 
 \%X %XM 
 
 0.13 0.07 
 
 0.04 '0.03 
 
 0.03 
 
 0.02 
 
 0.02 0.02 
 
 0.02 0.01 
 
 
 i x y 8 xy& 
 
 0.064 
 
 0.032 
 
 0.021 
 
 0.0160.013 
 
 0.011 
 
 0.009 
 
 0.008 
 
 0.007 
 
 0.006 
 
 
 Safe loads include weight of angle. Maximum fiber strain of 16,000 
 pounds per square inch. Neutral axis through center of gravity parallel to 
 
 long leg. 
 
 
 
 See notes on page 106. 
 
 
 
JONES & LAUGHLIN STE 
 
 E L C 6 . 109 
 
 SAFE LOADS IN TONS OF 
 
 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Go's. 
 
 Tees 
 
 o . 
 
 H 
 
 SIZE FLANGE 
 
 DISTANCE BETWEEN SUPPORTS IN FEET 
 
 
 BY STEM 
 
 
 
 
 
 
 
 
 
 
 10 
 
 09 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 T 1 
 
 4 X4 
 
 11.67 
 
 5.83 
 
 3.89 
 
 2.92 
 
 2.33 
 
 1.95 
 
 1.67 
 
 1.45 
 
 1.29 
 
 >.n 
 
 
 T 2 
 
 4 X4 
 
 10.28 
 
 5.15 
 
 3.432.57 
 
 2.05 
 
 1.72 
 
 1.47 
 
 1.28 
 
 1.15 
 
 1.03 
 
 
 T31 
 
 c V9^<> 
 
 4.59 
 
 2.29 
 
 1.531.15 
 
 0.92 
 
 0.76:0.66 
 
 0.57 
 
 0.510.46 
 
 
 T29 
 
 3^X4 
 
 8.27 
 
 4.13 
 
 2.762.07 
 
 1.651.37il.l9 
 
 1.04 
 
 0.920.831 
 
 T33 
 
 T30 
 T 3 
 
 4^X3 
 
 4.32 
 
 10.56 
 7.37 
 
 2.161.44 
 
 5.28's.52 
 3.692.45 
 
 1.08 
 
 2.64 
 1.84 
 
 0.86 
 
 2.11 
 1.48 
 
 0.720.62 
 
 1.761.51 
 1.231.05 
 
 0.54 
 
 1.32 
 0.92 
 
 0~480~43 
 
 1.17 1.05 
 0.810.74 
 
 
 T 4 
 
 3)^X3L 
 
 6.393.192.13 
 
 1.60 
 
 1.28 
 
 1.070.92 
 
 0.800.71 0.64 
 
 
 T23 
 
 3HX3 
 
 5.452.721.81 
 
 1.36 
 
 1.09 
 
 0.91 
 
 0.77 
 
 0.680.600.55 
 
 
 T24 
 
 3^X3 
 
 4.72 
 
 2.36 
 
 1.57 
 
 1.18 
 
 0.95 
 
 0.79 
 
 0.68 
 
 0.59|o.52 
 
 0.47 
 
 
 T26 
 
 3 X3V 
 
 7.19 3.59 ! 2.40 1.80 1.44 1.20 
 
 1.03 
 
 0.890.800.721 
 
 T25 
 
 3 X3> 
 
 6.233.11 
 
 2.081.561.24 
 
 1.040.89 
 
 0.78|0.690.63| 
 
 T 5 
 
 3 X3 
 
 4.77 
 
 2.39 
 
 1.591.200.96 
 
 0.80 
 
 0.68 
 
 0.600.530.48 
 
 
 T 6 
 
 3 X3 
 
 4.11 
 
 2.051.37 
 
 1.03 
 
 0.83 
 
 0.68 
 
 0.59 
 
 0.510.45 
 
 0.41 
 
 
 T32 
 
 3 X3 
 
 3.30 
 
 1.65j 1.10 0.82 0.66 0.55 0.47 
 
 0.410.37 
 
 0.33 
 
 
 T 7 
 
 2^X2^ 
 
 3.25 
 
 1. 63 1. 08 0. 81 ! 0. 65 0.55 0.47 
 
 0.400.36 
 
 6.32 
 
 
 T8 
 
 2HX2>j 
 
 2.791.39 
 
 0.93|0. 69 0.56 0.47 
 
 0.40 
 
 0.350.31 
 
 0.28 
 
 
 T28 
 
 2HX2 
 
 1.690.85 
 
 0.560.42 
 
 0.33 
 
 0.28 
 
 0.24 
 
 0.21 
 
 0.19 
 
 0.17 
 
 
 T 9 
 
 T10 
 
 2$<2& 
 
 2.131.07 
 1.750.87 
 
 0.710.530.430.36 
 0.590.440.350.29 
 
 0.310.27 
 0.250.21 
 
 0.24 
 0.20 
 
 0.21 
 0.17 
 
 
 Til 
 
 2 X2' 
 
 1. 36 0.68!0. 45 0.34 0.27|0.23 0.20 0.17 
 
 0.15 
 
 0.14 
 
 
 T27 
 
 
 1.030.52 
 
 0.350.26 
 
 0.20 
 
 0.17 
 
 0.150.13 
 
 0.12 
 
 0.10 
 
 
 T13 
 
 1^X1% 
 
 1.030.5l!o.35 
 
 0.26 
 
 0.20 
 
 0.17 
 
 0.15 
 
 0.13 
 
 0.12 
 
 0.10 
 
 
 T12 
 
 iMxik 
 
 0.680.34 
 
 0.230.17 
 
 0.13 
 
 0.12 
 
 0.090.080.080.07 
 
 
 T14 
 
 
 0.730.370.240.19 
 
 0.1510.120.110.090.080.07 
 
 T15 
 
 iHxik 
 
 0.610.310.200.15 
 
 1 
 
 0.12 
 
 0.11 
 
 0.090.080.07^.06 
 
 
 T16 
 
 I^XIM 
 
 0. 52 ! 0.26 0.17 
 
 0.13|0.11 
 
 0.09 
 
 0.080.07 
 
 0.06 
 
 0.05 
 
 
 T17 
 
 ikxiM 
 
 0.39,0.200.13 
 
 0.100.08 
 
 0.07 
 
 0.050.05 
 
 0.04 
 
 0.04 
 
 
 T18 
 
 1 XI 
 
 0.25i0.13 
 
 0.08 
 
 0.07 
 
 0.05 
 
 0.04 
 
 0.040.03 
 
 0.03 
 
 0.03 
 
 
 T19 
 
 1 XI 
 
 0.1910.09 
 
 0.06 
 
 0.05 
 
 0.04 
 
 0.03 
 
 0.030.030.02 
 
 0.02 
 
 
 
 
 
 
 
 
 
 1 
 
 
 
 Safe loads include weight of tees. Maximum fiber 
 
 strain, 16,000 pounds 
 
 per square inch. 
 
 
 
 
 
 For safe loads to the right of heavy lines the deflection will be greater 
 than allowable for plastered ceilings. 
 
110 
 
 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Jones & Laughlin Steel Co.'s 
 Steel Z Bars 
 
 0* 
 
 fc 
 
 fc 
 
 INCHES 
 
 1ESS OF 1 
 TAL 
 HES 
 
 .DISTANCE BETWEEN SUPPORTS, FEET 
 
 jj 
 
 &T 
 
 | S ' 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 12 
 
 14 
 
 M 
 
 74 
 
 3 
 
 w 
 
 2.56 
 
 2.05 
 
 1.71 
 
 ~ 
 
 
 1.14 
 
 1.02 
 
 0.85 
 
 0.73 
 
 0.64 
 
 
 to 
 
 JL. 
 
 3 17 
 
 2 54 
 
 2.12 
 
 1,81 
 
 1,59 
 
 1.41 1.27 
 
 1.06 
 
 0.91 
 
 0.70 
 
 
 85 
 
 \i 
 
 3.77 
 
 3.02 
 
 2.51 
 
 2.16 
 
 1.88 
 
 1.68 
 
 1.51 
 
 1.26 
 
 1.08 
 
 0.94 
 
 78 
 
 2H 
 
 T* 
 
 3.57 
 
 2.86 
 
 2.38 
 
 2.04^1.79 
 
 1.59 
 
 1.43 
 
 1.19 
 
 1.02 
 
 0.89 
 
 
 3 
 
 H 
 
 4.08 
 
 3.26 2.72 2.33 
 
 2.04 
 
 1.81 
 
 1.63 
 
 1.36 
 
 1.16 
 
 1.02 
 
 
 to 
 
 JL 
 
 4.57 
 
 3.66 3.05 
 
 2.61 
 
 2.29,2.03 
 
 1.83 
 
 1.52 
 
 1.31 
 
 1.14 
 
 
 3Xs 
 
 \i 
 
 5.08 
 
 4.05 3.39 
 
 2.90 
 
 2.54 
 
 2.26 
 
 2.03 
 
 1.69 
 
 1.45 
 
 1.27 
 
 79 
 
 3 
 
 A 
 
 1.24 
 
 0.99 
 
 0.82 
 
 0.71 
 
 0.62 
 
 0.55 
 
 0.50 
 
 0.41 
 
 0.36 
 
 0.31 
 
 Safe loads include weight^of Z bar. Maximum fiber stress, 16,000 pounds 
 per square inch. 
 
JONES & LAUGHLIN STEEL CO. 
 
 Ill 
 
 W 
 
 S* 
 
 - 
 
 3 c 2 
 
 <5 rt +3 
 
 r 
 
 P- 
 
 N* 
 
 t J3 
 
 S f^ 
 
 ^ &5 
 
 s~ 
 t3^^ 
 
 2-S-S 
 
 sf^ 
 
 III 
 
 S'T 
 
 S't'S 
 
 w 
 
 PJ 
 %ra 
 
 SJ'S.9 
 
 Til 
 
 2?* 
 
 ^^^ 
 
 o 
 
 55 
 
 - 
 
 
 
 
 t o - co co c^ 
 
 CO N <-< 1-H i- - 
 
 pajurej 
 
 pus 
 
 C<) S<l i-H i-H r 
 
 Jig Xq 
 
 j II 
 Sc 
 
 5 la 
 
 o 1| 
 
 s Sfe 
 
 . 
 
 Hi 
 
 - >.s 
 
 4) C > 
 T3 it o 
 
 ' TJ 55 
 
 UK 
 
 8 "S^ 
 
 D JJ c jj 
 
 tsljj 
 
 II II 
 
112 JONES & LAUGHLIN STEEL CO. 
 
 Use of Tables on the Properties of 
 Rolled Shapes 
 
 (Pages 118 to 139.) 
 
 These tables afford a ready means of determining the safe 
 uniformly distributed load a particular shape will sustain, by 
 making one division only. 
 
 Refer to columns .headed " Coefficient of Strength " C and C' 
 and divide the numbers therein found by the length of span 
 measured between centers of bearings. The first column gives 
 safe uniformly distributed loads with fiber stress at 16,000 
 pounds per square inch. The second with fiber stress at 12,500 
 pounds for beams and channels and 12,000 pounds for tees 
 and zees. 
 
 Referring to 24-inch beam, 80 pounds per foot, in table under 
 C is found 1,855,900 and under C' 1,449,900. If span is thirty 
 feet divide said numbers by 30, giving 61,863 and 48,330 
 respectively, or the number of pounds uniformly distributed 
 which a 24-inch beam, 80 pounds per foot, will safely support 
 30 feet between supports, the extreme fibers of beam being 
 stressed 16,000 pounds per square inch in first case and 12,500 
 pounds in second. 
 
 Suppose we wish to know the safe load a tee will support ten 
 feet long, section T-30. We find, page 127, under C and C', 
 21,160 and 15,870. Dividing same by ten we have 2116 and 
 1587 pounds, respectively, as safe loads, stressing material 
 16,000 pounds per square inch in first case and 12,000 pounds 
 in second. 
 
 With any complicated system of loading it is only necessary 
 to determine the moment, multiply same by eight and look up 
 nearest number corresponding to this in columns C and C', 
 when proper beam, channel, tee or zee will be indicated. 
 
 For example, if a beam is loaded at the center with 10,000 
 pounds and the span is twenty feet, the reaction at each end 
 of beam is 5000 pounds and eight times the moment or 
 8 M=8X 10X500=400,000. 
 
 Under column C we find 405,800, which corresponds to a 
 12-inch 35-pound beam. 
 
 Under column C' we find 396,800, which corresponds to a 
 12-inch, 40-pound beam. 
 
JONES & LAUGHLIN STEEL CO. 113 
 
 Where two beams or two channels are connected together by 
 latticing or.stay plates, column 14 will be useful in spacing them 
 to make radii of gyration equal. 
 
 The value of I, I', r, r', R, R' will be found convenient in 
 applying the general formulae on the flexure of beams of any 
 cross-section, given on page 114, to particular sections. 
 
114 JONES & LAUGHLIN STEEL CO. 
 
 General Formulas on the Flexure of Beams 
 of any Cross-Section 
 
 Let A = area of section, in square inches. 
 
 1 = length of span, in inches 
 \V =; load, uniformly distributed, in pounds. 
 M = bending moment, in inch-pounds. 
 h = height of cross-section, out-to-out, in inches. 
 n = distance of center of gravity of section, from top or 
 
 from bottom, in inches. 
 
 s = strain per square inch in extreme fibers of beam, 
 either top or bottom, in pounds, according as n 
 relates to distance from top or from bottom of 
 section. 
 
 D = maximum deflection, in inches. 
 I = moment of inertia of section, neutral axis through 
 
 center of gravity. 
 I rf = moment of inertia of section, neutral axis parallel to 
 
 above, but not through center of gravity. 
 d = distance between these neutral axes. 
 R = section factor. 
 r = radius of gyration, in inches. 
 
 E = modulus of elasticity (for wrought iron, assume 
 27,000,000; for steel, 29,000,000). 
 
 M= 
 
 Then : R = r = J 
 
 Y 
 
 Sl 
 
 n 
 Mn 
 
 SK 
 
 M 
 
 I 
 
 8sl 
 
 R 
 
 8s 
 
 In 
 
 Win 
 
 1 
 Wl 
 
 81 8R 
 
 __ 5W1 8 for beam supported at both ends and 
 
 384 Eli uniformly loaded. 
 .p. _ PI 3 for beam supported at both ends and 
 
 ~ 48EI loaded with a single load P at middle. 
 _ Wl 3 for beam fixed at one end and unsupported 
 " gEl at the other and uniformly loaded. 
 
 p, 3 for beam fixed at one end and unsupported 
 
 D = at the other, and loaded with a single 
 
 3EI load P at the latter end. 
 
JONES & LAUGHLIN STEEL CO. 
 
 115 
 
 BENDING MOMENTS AND DEFLECTIONS OF 
 
 BEAMS UNDER VARIOUS SYSTEMS 
 
 OF LOADING 
 
 JF=total load. 
 /=length of beam. 
 
 /= moment of inertia. 
 = modulus of elasticity. 
 
 (1) Beam fixed at one end and 
 loaded at the other. 
 
 (2) Beam fixed at one end, and 
 uniformly loaded. 
 
 fs^7^o----> '-'::: W"-^-''?^' -."^ 
 
 ,<- -J - ->] 
 
 
 
 
 
 
 
 Safe load=MJ that given in tables. 
 Maximum bending moment at point 
 of support = Wl. 
 Maximum shear at point of support 
 
 JfY 3 
 Deflection = ^~ 
 
 Safe load= % that given in tables. 
 Maximum bending moment at 
 
 point of support= 
 
 Maximum shear at point of sup- 
 port = ]V. 
 IV l^ 
 Deflection= _ 
 8 E I 
 
 (3) Beam supported at both ends, 
 single load in the middle. 
 
 (4) Beam supported at both ends 
 and uniformly loaded. 
 W 
 
 r - 
 
 
 
 i A i 
 
 
 m vs) m 
 
 Safe load=^ that given in tables. 
 Maximum bending moment at mid- 
 107 
 die or beam= 
 4 
 Maximum shear at points of sup- 
 port- y z w. 
 Wl 3 
 Deflection^ 
 
 Safe load = that given in tables. 
 Maximum bending moment at mid- 
 Wl 
 die of beam= - 
 
 Q 
 
 Maximum shear at points of sup- 
 port- %W. 
 Wl* 
 
 48EI 
 
 1 7 6<S7 
 
 (5) Beams supported at both ends, 
 single unsymmetrical load. 
 
 (6) Beam supported at both ends, 
 two symmetrical loads. 
 
 ] i J, L 
 
 
 L r ->{' - ; 
 
 vf- -a- ->| k-a- -H 3 
 
 L , 
 
 ^.j ,*<* "li> 
 (w) 
 
 Safe load = that given in tables 
 
 X 8al> 
 Maximum bending moment under 
 i A Wab 
 
 ^^3 /^~\ ' ^~\ ^^ 
 
 K'Vjy *() 
 
 Safe load=that given in tables 
 
 X 
 
 4 a 
 Maximum bending moment between 
 
 Maximum shear : at support near 
 Wl, Wa 
 a = - ; at other support = 
 
 Maximum deflection 
 lVab("l a) i 
 
 loads=% Wa. 
 
 Maximum shear between load and 
 nearer support=% W. 
 
 Maximum deflection 
 
 ~^il~ V/3 (,/-) 
 
 =^>'-*">- 
 
116 JONES & LAUGHLIN STEEL CO. 
 
 VALUES OF MOMENTS OF INERTIA 
 
 ^ 
 __x .__ 
 
 fl 
 
 f*~ 
 
 1 
 
 U"^^^^ T rnrit Y Y ^ 
 
 1, axu. X X 12 
 
 .-dL-x. 
 
 | * j ^3^_^)^_//3^. (^4_/4) 
 
 T axis V V 
 
 -p T---- i - 
 
 1 
 
 __x _ 
 
 1 
 
 1 
 
 1 
 
 1) d* (>J4 /4) 
 
 >l T axis X X 
 
 NHJ 12 
 
 r^J- ^- I, axis Y-Y 
 ,\ > 
 
 'J 2J^ 3 +// 3 H (<J 4 f 4 ) A 2 
 
 4 i ! t x 2 
 
 *."H.^ jLii-'H*^ 
 
 h ^j*""*! T Area=A=2 ^ j+// /+^(<W) 
 
 iw 
 
 T> a |4-p r _ r 
 
 
 x 
 
 ~r 
 IP 
 
 >L. T __ r . v ^ +/(rf-) (^)(-/) 
 
 1 3 
 
 
 
 4- 
 it 
 
 i-- 
 
 ! 
 
 X 
 
 it 
 
 jf" f-y v v ^ 3 +/(^-) 3 -(^-0(-0 3 , 
 
 ^4 T> aX1S ,3 
 J ! x for uneven and even angles. 
 ' T uv v d tt*+t (b-n) 3 -(d-t)(n-t)* 
 
 ,.- 1^..-^] for uneven angles. 
 sX 2 4 -2(-/) 4 -|-4^-(2 )] 3 , 
 
 |X T ax io TT TT 
 
 i\ '\ -fc "i A ' < tAla w v Q 
 
 X " 
 
 T|^.">r"l' for even angles. 
 
 Jfr-dSi^"' n * ( 2 *+fy+ A2 for uneven and even 
 
 > ^-' ' 2(A+^) ' Angles. 
 
JONES & LAUGHLIN STEEL CO. 117 
 
 VALUES OF MOMENTS OF INERTIA 
 
 7= Moment of Inertia ^?= Moment of Resistance 
 
 Sections 
 
 --&-* 
 
 For axis X-X= 
 
 
 
 For axis Y-Y= 
 
 12 
 
 12 
 
 For axis 
 For axis 
 
 64 
 
 64 
 
 bh* 
 
 32 
 
 32^ 
 
 t 
 
 if__>> ^ 
 
 ' 
 
 64 
 
 32 
 
 12 
 
 2 I 
 
 12 
 
 2J 
 k 
 
 12 
 
 2J 
 k 
 
118 JONES & LAUGHLIN STEEL CO. 
 
 PROPERTIES OF 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 n Number 
 
 i of Beam 
 nches 
 
 11 
 
 of Section 
 re Inches 
 
 1 
 
 I! 
 
 of Flange 
 nches 
 
 n. of Inertia 
 utral Axis 
 endicular to 
 b at Center 
 
 n. of Inertia 
 utral Axis 
 icidentwith 
 ter Line of 
 Web 
 
 J%B* 
 
 .2 
 1 
 
 f 
 
 
 
 11 
 
 
 -= 
 
 9 
 
 PJP 
 
 m* 
 
 *!<r 
 
 
 
 
 
 H 
 
 
 I 
 
 V 
 
 r 
 
 
 
 100. 
 
 29.41 
 
 .754 
 
 7.254 
 
 2880.1 
 
 48.56 
 
 9roo 
 
 
 
 95. 
 
 27.94 
 
 .692 
 
 7.192 
 
 280&6 
 
 47.10 
 
 9.09 
 
 BO 
 
 24 
 
 90. 
 
 26.47 
 
 .631 
 
 7.131 
 
 2239. 1 
 
 45.70 
 
 9.20 
 
 
 
 85. 
 
 25. 
 
 .570 
 
 7.070 
 
 2168.6 
 
 44.35 
 
 9.31 
 
 
 
 80. 
 
 23-53 
 
 .500 7.000 
 
 2087.9 
 
 42.86 
 
 9.46 
 
 
 
 100. 
 
 29.41 
 
 .884 7.284 
 
 1655.8 
 
 52.65 
 
 7 50 
 
 
 
 95. 
 
 27.94 
 
 .810 i 7.210 
 
 1606.8 
 
 50.78 
 
 7.58 
 
 Bl 
 
 20 
 
 90. 
 
 26.47 
 
 .737 ! 7.137 
 
 1557.8 
 
 48.98 
 
 7.67 
 
 
 
 85. 
 
 25. 
 
 .663 7.063 
 
 1508.7 
 
 47.25 
 
 7.77 
 
 
 
 80. 
 
 23.53 
 
 .600 7.000 
 
 1466.5 
 
 45 81 
 
 7.86 
 
 
 
 75. 
 
 22.06 
 
 .649 6.399 
 
 1268.9 
 
 30.25 
 
 7.58 
 
 B2 
 
 20 
 
 70. 
 
 20.59 
 
 .575 
 
 6.325 
 
 1219. 
 
 29.04 
 
 7.70 
 
 
 
 65. 
 
 1908 
 
 .560 6.250 
 
 1169.6 
 
 27.86 
 
 7.83 
 
 
 
 70. 
 
 20.59 
 
 .719 6.259 
 
 921.3 
 
 24.62 
 
 6.69 
 
 
 Is 
 
 65. 
 
 19.12 
 
 .637 
 
 6.177 
 
 881.5 
 
 23.47 
 
 6.79 
 
 BZra 
 
 1 ^ 
 
 60. 
 
 17.65 
 
 .555 
 
 6.095 
 
 841.8 
 
 22.38 
 
 6.91 
 
 
 
 55. 
 
 15.93 
 
 .460 ! 6.000 
 
 795.6 
 
 21.19 
 
 7.07 
 
 
 
 100. 
 
 29.41 
 
 1.184 i 6.792 
 
 900.5 
 
 50.98 
 
 5.53 
 
 
 
 95. 
 
 27.94 
 
 1.085 
 
 6.694 
 
 872.9 
 
 48.37 
 
 5.59 
 
 B25i 
 
 15 
 
 90. 
 
 26.47 
 
 .987 
 
 6.596 
 
 845.4 
 
 45.91 
 
 5.65 
 
 
 
 85. 
 
 25. 
 
 .889 
 
 6.498 
 
 817.8 
 
 43.57 
 
 5.72 
 
 
 
 80. 
 
 23.53 
 
 .810 
 
 6.400 
 
 795.5 
 
 41.76 
 
 5.78 
 
 
 
 75. 
 
 22.06 
 
 .882 
 
 6.274 
 
 691.2 
 
 30.68 
 
 5.60 
 
 no 
 
 1 1C 
 
 70. 
 
 20.59 
 
 .784 
 
 6.183 
 
 663.6 
 
 29.00 
 
 5.68 
 
 DO 
 
 ID 
 
 05. 
 
 19.12 
 
 .686 
 
 6.091 
 
 636.0 27.42 
 
 5.77 
 
 
 
 60. 
 
 17.67 
 
 .590 
 
 6.000 
 
 609.0 25.% 
 
 5.87 
 
 
 
 55. 
 
 16.18 
 
 .656 
 
 5.754 
 
 511.0 
 
 17.06 
 
 5.62 
 
 n j 
 
 1 C 
 
 50. 
 
 14.71 
 
 .558 
 
 5.669 
 
 483.4 
 
 16.04 
 
 5.73 
 
 13 4 
 
 10 
 
 45. 
 
 13.24 
 
 .460 
 
 5.585 
 
 455.8 
 
 15.00 
 
 5.87 
 
 
 
 42. 
 
 12.48 
 
 .410 
 
 5 500 
 
 441.7 
 
 14.62 
 
 5.95 
 
 
 
 55. 
 
 16.18 
 
 .822 
 
 5.612 
 
 321.0 
 
 17.46 
 
 .45 
 
 'HE 
 
 10 
 
 50. 
 
 14.71 
 
 .699 
 
 5.489 
 
 303.3 
 
 16.12 
 
 .54 
 
 .150 
 
 11 
 
 45. 
 
 13.24 
 
 .576 
 
 5.366 
 
 285.7 
 
 14.89 
 
 .65 
 
 
 
 40. 
 
 11.84 
 
 .460 
 
 5.250 
 
 268.9 
 
 18.81 
 
 .77 
 
 "DA 
 
 10 
 
 35. 
 
 10.29 
 
 .436 5 086 
 
 228.3 
 
 10.07 
 
 .71 
 
 DO 
 
 u 
 
 31.50 
 
 9.26 
 
 .350 5.000 
 
 215.8 
 
 9.50 
 
 .83 
 
 
 
 40. 
 
 11.84 
 
 .749 ' 5 099 
 
 1.58.7 
 
 9.50 
 
 3.67 
 
 nT 
 
 1 A 
 
 35. 
 
 10.29 
 
 .602 4.952 
 
 146.4 
 
 8.52 
 
 3.77 
 
 B7 
 
 10 
 
 30. 
 
 8.82 
 
 .455 4.806 
 
 134.2 
 
 7.65 
 
 3.90 
 
 
 
 25. 
 
 7.37 
 
 .310 4.660 
 
 122.1 
 
 6.89 
 
 4.07 
 
 
 
 35. 
 
 10.29 
 
 .732 4.772 
 
 111.8 
 
 7.31 
 
 3.29 
 
 no 
 
 
 30. 
 
 8.82 
 
 .569 4.609 
 
 101.9 
 
 6.42 
 
 3.40 
 
 DO 
 
 
 25. 
 
 7.35 
 
 .406 4.446 
 
 91.9 
 
 5 65 
 
 3.54 
 
 
 
 21. 
 
 6.81 
 
 .290 
 
 4.330 
 
 84.9 
 
 5.16 
 
 3.67 
 
 L=Safe load in pounds uniformly distributed. I = Span in feet. 
 M= Moment of forces in foot pounds. C and C' Coefficients given on 
 opposite page. Weights in heavy print are standard ; others are special. 
 
JONES & LAUGHLIN STEEL CO. 119 
 
 STEEL BEAMS 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 
 
 15 
 
 H'" * 
 
 1 1 5^ 
 
 ^ x'S 
 
 Section Factor 
 Neutral Axis 
 Perpendicular to 
 VTeb at Center 
 
 Coefficient of 
 Strength for Fiber 
 Stress of 16,000 
 Pounds per Square 
 Inch. Used for 
 Buildings 
 
 Coefficient of 
 Strength for Fiber 
 Stress of 12,500 
 Pounds per Square 
 Inch. Used for 
 Bridges 
 
 .;| '-5 g 
 
 $$*s* 
 
 Section Number 
 
 r 7 
 
 R 
 
 c 
 
 C' 
 
 
 
 .28 
 
 198.4 
 
 2,115,800 
 
 1,653,000 
 
 17.82 
 
 
 .30 
 
 192.5 
 
 2,052,900 
 
 1,603,900 
 
 17.99 
 
 
 .31 
 
 186.6 
 
 1,990,300 
 
 1,554,900 
 
 18.21 
 
 BO 
 
 .33 
 
 180.7 
 
 1,927,600 
 
 1,505,900 
 
 18.43 
 
 
 .36 
 
 174.0 
 
 1,855,900 
 
 1,449,900 
 
 18.72 
 
 
 .34 
 
 165.6 
 
 1,766,100 
 
 1,379,800 
 
 14.76 
 
 
 .35 
 
 160.7 
 
 1,713,900 
 
 1,339,000 
 
 14.92 
 
 
 .36 
 
 155.8 
 
 1,661,600 
 
 1,298,100 
 
 15.10 
 
 Bl 
 
 .37 
 
 150.9 
 
 1,509,300 
 
 1,257,200 
 
 15.30 
 
 
 .39 
 
 146.7 
 
 1,564,300 
 
 1,222,100 
 
 15.47 
 
 
 .17 
 
 126.9 
 
 1,353,500 
 
 1,057,400 
 
 14.98 
 
 
 .19 
 
 122.0 
 
 1,301,200 
 
 1,016,600 
 
 15.21 
 
 B2 
 
 .21 
 
 117.0 
 
 1,247,600 
 
 974,700 
 
 15.47 
 
 
 .09 
 
 102.4 
 
 1,091,900 
 
 853,000 
 
 13.20 
 
 
 .11 
 
 97.9 
 
 1,044,800 
 
 81(1,200 
 
 13.40 
 
 
 .13 
 
 93.5 
 
 997,700 
 
 779,500 
 
 13.63 
 
 B2/3 
 
 .15 
 
 88.4 
 
 943,000 
 
 736,700 
 
 13.95 
 
 
 .31 
 
 120.1 
 
 1,280,700 
 
 1,000,600 
 
 10.75 
 
 
 .32 
 
 116.4 
 
 1,241,500 
 
 969,900 
 
 10.86 
 
 
 .32 
 
 112.7 
 
 1,202,300 
 
 939,300 
 
 10.99 
 
 B2 8 ^ 
 
 .32 
 
 109.0 
 
 1,163,000 
 
 '.tOX.tlOO 
 
 11.13 
 
 
 .32 
 
 106.1 
 
 1,131,300 
 
 883,900 
 
 11.25 
 
 
 .18 
 
 92.2 
 
 983,000 
 
 768,000 
 
 10.95 
 
 
 .19 
 
 88.5 
 
 943,800 
 
 737,400 
 
 11.11 
 
 
 .20 
 
 84.8 
 
 904,600 
 
 706,700 
 
 11.29 
 
 B3 
 
 .21 
 
 81.2 
 
 866,100 
 
 676,600 
 
 11.49 
 
 
 .02 
 
 68.1 
 
 726,800 
 
 567,800 
 
 11.05 
 
 
 1.04 
 
 64.5 
 
 687,500 
 
 537,100 
 
 11.27 
 
 
 1.07 
 
 60.8 
 
 648,200 
 
 506,400 
 
 11.54 
 
 B4 
 
 1.08 
 
 58.9 
 
 628,300 
 
 490,800 
 
 11.70 
 
 
 1.04 
 
 53.5 
 
 570,600 
 
 445,800 
 
 8.65 
 
 
 1.05 
 
 50.6 
 
 539,200 
 
 421,300 
 
 8.83 
 
 
 1.06 
 
 47.6 
 
 507,900 
 
 396,800 
 
 9.06 
 
 B5 
 
 1.08 
 
 44.8 
 
 478,100 
 
 373,500 
 
 9.29 
 
 
 0.99 
 
 38.0 
 
 405,800 
 
 317,000 
 
 9.21 
 
 T5A 
 
 1.01 
 
 36.0 
 
 383,700 
 
 299,700 
 
 9.45 
 
 DO 
 
 0.90 
 
 31.7 
 
 338,500 
 
 264,500 
 
 7.12 
 
 
 0.91 
 
 29.3 
 
 312,400 
 
 244,100 
 
 7.32 
 
 TJT 
 
 0.93 
 
 26.8 
 
 286,300 
 
 223,600 
 
 7.57 
 
 X>7 
 
 0.97 
 
 24.4 
 
 260,500 
 
 203,500 
 
 7.91 
 
 
 0.84 
 
 24.8 
 
 265,000 
 
 207,000 
 
 6.36 
 
 
 0.85 
 
 22.6 
 
 241,500 
 
 188,700 
 
 7.58 
 
 0.88 
 
 20.4 
 
 217,900 
 
 170,300 
 
 6.86 
 
 DO 
 
 90 
 
 18.9 
 
 201,300 
 
 157,300 
 
 7.12 
 
 
 L= C 
 
 orC' CorC' 8 s R 
 
 -I JYL ft U Ol U Li 1 oM - o 
 1 o JL/ 
 
120 'JONES & LAUGHLIN STEEL CO. 
 
 
 PROPERTIES OF 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 Section Number 
 
 C 
 
 1 
 
 Area of Section 
 Square Inches 
 
 fhickness of Web 
 Inches 
 
 Width of Flange 
 Inches 
 
 Mom. of Inertia 
 Neutral Axis 
 Perpendicular to 
 Web at Center 
 
 Mom. of Inertia 
 Neutral Axis 
 Coincident with 
 Center Line of 
 Web 
 
 Radius of 
 Gyration Neutral 
 Axis Perpen- 
 dicular to Web 
 at Center 
 
 
 
 
 
 
 
 I 
 
 i' 
 
 r 
 
 
 
 25.50 
 
 7.50 
 
 .541 
 
 4.271 
 
 68.4 
 
 4.75 
 
 3.02 
 
 
 
 23.00 
 
 6.76 
 
 .449 
 
 4.179 
 
 64.5 
 
 4.39 
 
 3.09 
 
 B V 
 
 
 20.50 
 
 6.03 
 
 .357 
 
 4.087 
 
 60.6 
 
 4.07 
 
 3.17 
 
 
 
 18.00 
 
 5.33 
 
 .270 
 
 4.000 
 
 56.9 
 
 3.78 
 
 3.27 
 
 
 
 20.00 
 
 5.88 
 
 .458 
 
 3.868 
 
 42.2 
 
 3.24 
 
 2.68 
 
 BIO 
 
 7 . 
 
 17.50 
 
 5.15 .353 
 
 2.763 
 
 39.2 
 
 2.94 
 
 2.76 
 
 
 
 15.00 
 
 4.42 .250 
 
 3.660 
 
 36.2 
 
 2.67 
 
 285 
 
 
 
 17.25 
 
 5.07 .475 
 
 3.575 
 
 26.2 
 
 2.36 
 
 2.27 
 
 Bll 
 
 6 
 
 14.75 
 
 4.34 .352 
 
 3.452 
 
 24.0 
 
 2.09 
 
 2.35 
 
 
 
 12.25 
 
 3.61 .230 
 
 3.330 
 
 21.8 
 
 1.85 
 
 2.46 
 
 
 
 14.75 
 
 4.34 
 
 .504 
 
 3.294 
 
 15.2 
 
 1.70 
 
 1.87 
 
 B12 
 
 5 
 
 12.25 
 
 3.60 
 
 .357 
 
 3.147 
 
 13.6 
 
 1.45 
 
 1.94 
 
 
 
 9.75 
 
 2.87 
 
 .210 
 
 3000 
 
 12.1 
 
 1.28 
 
 2.05 
 
 
 
 10.50 
 
 3.09 
 
 .410 
 
 2.880 
 
 '7.1 
 
 1.01 
 
 1.52 
 
 . 
 
 
 9.50 
 
 2.79 .337 
 
 2.807 
 
 6.7 
 
 0.93 
 
 1 55 
 
 Bll 
 
 4 
 
 8.50 
 
 2.50 
 
 .268 
 
 2.733 
 
 6.4 
 
 O.S5 
 
 1.59 
 
 
 
 7.50 
 
 2.21 
 
 .190 
 
 2.660 
 
 6.0 
 
 0.77 
 
 1.64 
 
 
 
 7.50 
 
 2.21 
 
 .361 
 
 2.521 
 
 2.9 
 
 0.60 
 
 1.15 
 
 B14 
 
 3 
 
 6.50 
 
 1.91 
 
 .263 
 
 2.423 
 
 2.7 
 
 0.53 
 
 1.19 
 
 
 
 5.50 
 
 1.63 
 
 .170 
 
 2.330 
 
 2.5 
 
 0.46 
 
 1.23 
 
 PROPERTIES OF SPECIAL 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 Section Number 
 
 Depth of Channel 
 Inches 
 
 I 
 
 fcf 
 
 Area of Section 
 Square Inches 
 
 Thickness of Web 
 Inches 
 
 Width of Flange 
 Inches 
 
 Mom. of Inertia 
 Neutral Axis 
 Perpendicular to 
 Web at Center 
 
 Mom. of Inertia 
 Neutral Axis 
 *N Parallel with 
 Center Line of 
 Web 
 
 Radius of 
 Gyration Neutral 
 *t Axis Perpen- 
 dicular to Web 
 at Center 
 
 
 
 52. 
 
 15.3 
 
 .84 
 
 4.46 
 
 318.2 
 
 13.07 
 
 4.56 
 
 C 1H 
 
 16 
 
 31.5 
 
 9.27 
 
 .375 
 
 4. 
 
 233. 
 
 10.39 
 
 5.01 
 
 tC21 
 
 7 
 
 22.1 
 18. 
 
 6.50 
 5.29 
 
 .50 
 .33 
 
 3.50 
 3.33 
 
 46.04 
 41.30 
 
 7.04 2.67 
 5.80 2.79 
 
 tC16 
 
 6 
 
 18.4 
 13.3 
 
 5.41 
 3.91 
 
 .562 
 3.12 
 
 3.06 
 2.81 
 
 25.44 
 20.94 
 
 3.66 2.17 
 2.65 2.31 
 
 tC22 
 
 6 
 
 15. 
 
 4.41 
 
 .35 
 
 3.50 
 
 25.02 
 
 4.25 2.38 
 
 * Special channels, t Ship channels. 
 

 JON E 
 
 S & LAUGHLIN STEEL CO. .121 
 
 STEEL BEAMS 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 
 
 15 
 
 * 
 
 m 
 
 31 
 
 Section Factor 
 Neutral Axis 
 Perpendicular to 
 Web at Center 
 
 Coefficient of 
 Strength for Fiber 
 Stress of 16,000 
 Pounds per Square 
 Inch. Used for 
 Buildings 
 
 Coefficient of 
 Strength for Fiber 
 Stress of 12,500 
 Pounds per Square 
 Inch. Used for 
 Bridges 
 
 IH 
 
 Section Number 
 
 r' 
 
 
 
 R 
 
 C 
 
 
 C' 
 
 
 
 .80 
 
 
 17.1 
 
 182,500 
 
 142,600 
 
 5.82 
 
 
 .81 
 
 
 16.1 
 
 172,000 
 
 134,400 
 
 5.96 
 
 Bq 
 
 .82 
 
 
 
 15.1 
 
 161,600 
 
 12 
 
 6,200 
 
 6.12 
 
 y 
 
 .84 
 
 
 14.2 
 
 151,700 
 
 118,500 
 
 6.32 
 
 
 .74 
 
 
 12.1 
 
 128,600 
 
 100,400 
 
 5.15 
 
 
 .76 
 
 
 11.2 
 
 119,400 
 
 93,300 
 
 5.31 
 
 BIO 
 
 .78 
 
 
 10.4 
 
 110,400 
 
 86,300 
 
 5.50 
 
 
 .68 
 
 
 
 8.7 
 
 93,100 
 
 72,800 
 
 4.33 
 
 
 .69 
 
 
 
 8.0 
 
 85,300 
 
 66,600 
 
 4.49 
 
 Bll 
 
 .72 
 
 
 
 7.3 
 
 77,500 
 
 60,500 
 
 4.70 
 
 
 .63 
 
 
 
 6.1 
 
 64,600 
 
 50,500 
 
 
 
 .63 
 
 
 
 5.4 
 
 55,100 
 
 45,400 
 
 
 B12 
 
 .65 
 
 
 
 4.8 
 
 51,600 
 
 40,300 
 
 3* 88 
 
 
 .57 
 
 
 
 3.6 
 
 38,100 
 
 29,800 
 
 
 
 
 .58 
 .58 
 
 
 
 3.4 
 3.2 
 
 3i,000 
 33,900 
 
 28,100 
 26,500 
 
 
 
 B13 
 
 .59 
 
 
 
 3.0 
 
 31,800 
 
 24,900 
 
 3'. 07 
 
 
 .52 
 
 
 
 1.9 
 
 20,700 
 
 16,200 
 
 .... 
 
 
 .52 
 
 
 
 1.8 
 
 19,100 
 
 1 
 
 5,000 
 
 
 B14 
 
 .53 
 
 
 
 1.7 
 
 17,600 
 
 15,800 
 
 2.24 
 
 
 AND SHIP STEEL 
 
 CHANNELS 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 15 
 
 16 
 
 Radius of 
 Gyration Neutral 
 Axis Parallel with 
 Center Line of Web 
 
 Section Factor 
 Neutral Axis 
 Perpendicular to 
 Web at Center 
 
 Coefficient of 
 Strength for Fiber 
 Stress of 16,000 
 Pounds per Square 
 Inch. Used for 
 Buildings 
 
 Coefficient of 
 Strength for Fiber 
 Stress of 12,500 
 Pounds per Square 
 Inch. Used for 
 Bridges 
 
 D^OO- +} p ,0 
 
 flip if! 
 
 s-i r g i| 
 
 iK isi 
 
 Section Number 
 
 r' 
 
 R 
 
 C 
 
 c' 
 
 
 
 .924 
 
 48.95 
 
 522,100 
 
 407,900 
 
 6.72 1.114 
 
 C1 LjT 
 
 1.059 
 
 35.85 
 
 382,400 
 
 298,800 
 
 7.66 10.72 
 
 1/2 
 
 1.04 
 
 13.15 
 
 140,300 
 
 109,600 
 
 2.83 1.05 
 
 P91 
 
 1.04 
 
 11.80 
 
 125,800 
 
 98,300 
 
 3.01 1.09 
 
 UH 
 
 .80 
 
 8.48 
 
 90,500 
 
 70,700 
 
 2.45 0.78 
 
 Plfi 
 
 .823 
 
 6.98 
 
 74,500 
 
 58,200 
 
 2.75 0.79 
 
 W4V 
 
 .98 
 
 8.34 
 
 88,960 
 
 69,500 
 
 2.24 1.05 
 
 C22 
 
 
122 JONES & LAUGHLIN STEEL CO. 
 
 PROPERTIES OF 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 | 
 
 5 
 Z 
 
 of Channel 1 
 nches | 
 
 I 
 
 |f 
 
 of Section 
 ,re Inches 
 
 :kness of 
 3, Inches 
 
 i of Flange 
 nches 
 
 .of Inertia 
 itral Axis 
 ndicular to 
 at Center 
 
 |||| 
 
 _! , 
 
 1 
 
 I 
 
 P 
 
 I! 
 
 ft 
 
 i 
 
 |l|| 
 
 plf 
 
 !<i rt 
 
 
 
 
 
 
 
 I 
 
 i' 
 
 r 
 
 
 
 65 S 
 
 16.18 
 
 .818 
 
 3.818 
 
 430.2 
 
 12.19 
 
 5.16 
 
 
 
 50? 
 
 14.71 
 
 .720 
 
 3.720 
 
 402.7 
 
 11.22 
 
 5.23 
 
 
 4 f 
 
 45. 
 
 13.24 
 
 .622 
 
 3.622 
 
 375.1 
 
 10.29 
 
 5.32 
 
 C 1 
 
 15 
 
 40. 
 
 11.76 
 
 524 
 
 3.524 
 
 347.5 
 
 9.39 
 
 5.43 
 
 
 
 35. 
 
 10.29 
 
 !426 
 
 3.426 
 
 320.0 
 
 8.48 
 
 5.58 
 
 
 
 33. 
 
 9.90 
 
 .400 
 
 3.400 
 
 312.6 
 
 8.23 
 
 5.62 
 
 
 
 40. 
 
 11.76 
 
 .758 
 
 3.418 
 
 197.0 
 
 6.63 
 
 4.09 
 
 
 
 35. 
 
 10.29 
 
 .636 
 
 3.296 
 
 179.3 
 
 5.90 
 
 4.17 
 
 C2 
 
 12 
 
 30. 
 
 8.82 
 
 513 
 
 3.173 
 
 161.7 
 
 5.21 
 
 4.28 
 
 
 
 25. 
 
 7.35 
 
 .390 
 
 3.050 
 
 144.0 
 
 4.53 
 
 4.43 
 
 
 
 20.5 
 
 6.03 .280 
 
 2.940 
 
 128.1 
 
 3 91 
 
 4.61 
 
 
 
 35. 
 
 10.29 .828 
 
 3.188 
 
 115.5 
 
 4.66 
 
 3.35 
 
 
 
 30. 
 
 8.82 i .676 
 
 3.036 
 
 103.2 
 
 3.90 
 
 3.42 
 
 C 3 
 
 10 
 
 25. 
 
 7.35 .529 
 
 2.889 
 
 91.0 
 
 3.40 
 
 3.52 
 
 
 
 20. 
 
 5.88 .382 
 
 2.742 
 
 78.7 
 
 2.S5 
 
 3.66 
 
 
 
 15. 
 
 4.46 
 
 .240 
 
 2.600 
 
 66.9 
 
 2.30 
 
 3.87 
 
 
 
 25. 
 
 7.35 
 
 .614 
 
 2.815 
 
 70.7 
 
 2.98 
 
 3.10 
 
 CM 
 
 
 20. 
 
 5.88 
 
 .452 
 
 2.652 
 
 60.8 
 
 2.45 
 
 3.21 
 
 4 
 
 
 15. 
 
 4.41 
 
 .288 
 
 2.488 
 
 50.9 
 
 .95 
 
 3.40 
 
 
 
 13.25 
 
 3.89 
 
 .230 
 
 2.430 
 
 47.3 
 
 .77 
 
 3.49 
 
 
 
 
 21.25 
 
 6.25 
 
 .588 
 
 2.628 
 
 47.8 
 
 .25 
 
 2.77 
 
 
 
 18.75 
 
 5.51 
 
 .490 
 
 2.530 
 
 43.8 
 
 .01 
 
 2.82 
 
 C 5 
 
 8 
 
 16.25 4.78 
 
 .399 
 
 2.439 
 
 39.9 
 
 .78 
 
 2.89 
 
 
 
 13.75 ' 4.04 
 
 .307 
 
 2.347 
 
 36.0 
 
 .55 
 
 2.98 
 
 
 
 11.25 
 
 335 
 
 .220 
 
 2.260 
 
 323 
 
 .33 
 
 3.11 
 
 
 
 19.75 
 
 5.81 
 
 .633 
 
 2.513 
 
 33.2 
 
 .85 
 
 2.39 
 
 
 
 17.25 
 
 5.07 
 
 .528 
 
 2.408 
 
 30.2 
 
 .62 
 
 2.44 
 
 C 6 
 
 7 
 
 14.75 
 
 4.34 
 
 .423 
 
 2.303 
 
 27.2 
 
 .40 
 
 2.50 
 
 
 
 12.25 
 
 3.60 
 
 .318 
 
 2.198 
 
 24.2 
 
 .19 
 
 2.50 
 
 
 
 9.75 
 
 2.85 
 
 .210 
 
 2.090 
 
 21.1 
 
 98 
 
 2.72 
 
 
 
 15.5 
 
 4.56 
 
 .568 
 
 2.288 
 
 19.5 
 
 .28 
 
 2.07 
 
 
 
 13. 
 
 3.82 
 
 .440 
 
 2.160 
 
 17.3 
 
 .07 
 
 2.13 
 
 C 7 
 
 6 
 
 10.5 
 
 3.09 .318 
 
 2.038 
 
 15.1 
 
 0.88 
 
 2.21 
 
 
 
 8.00 
 
 2.38 .200 
 
 1.920 
 
 13.0 
 
 0.70 
 
 2.34 
 
 
 
 11.5 
 
 3.38 ! .484 
 
 2.044 
 
 10.4 
 
 0.82 
 
 .75 
 
 C 8 
 
 5 
 
 9. 
 
 2.65 
 
 .330 
 
 .890 
 
 8.9 
 
 0.64 
 
 .83 
 
 
 
 6.5 
 
 1.95 
 
 .190 
 
 .750 
 
 7.4 
 
 0.48 
 
 .95 
 
 
 
 7.25 
 
 2.13 
 
 .327 
 
 .727 
 
 4.6 
 
 0.44 
 
 .46 
 
 C 9 
 
 4 
 
 6.25 
 
 .84 
 
 .252 
 
 .652 
 
 4.2 
 
 0.38 
 
 .51 
 
 
 
 5.25 
 
 .55 
 
 .180 
 
 .580 
 
 3.8 
 
 0.32 
 
 .56 
 
 
 
 6. 
 
 .76 
 
 .366 
 
 .606 
 
 2.1 
 
 0.31 
 
 .08 
 
 CIO 
 
 3 
 
 5. 
 
 .47 
 
 .264 
 
 .504 
 
 1.8 
 
 . 0.25 
 
 1.12 
 
 
 
 4. 
 
 .19 
 
 .170 
 
 1.410 
 
 16 
 
 0.20 
 
 1.17 
 
 L=Safe load in pounds uniformly distributed. I=Span in feet. 
 M= Moment of forces in foot pounds. C and C / =Coefficients given on 
 opposite page. Weights in heavy type are standard ; others are special. 
 

 JONES & LAUGHL1 
 
 N STEEL CO. 123 
 
 STEEL CHANNELS 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 
 
 15 
 
 1C 
 
 Radius of Gyration 
 Xeutral Axis Paral- 
 lel with Center 
 Line of Web 
 
 Section Factor 
 Neutral Axis 
 Perpendicular to 
 Web at Center 
 
 Coefficient of 
 Strength for Fiber 
 Stress of 16,000 Ibs. 
 per Square Inch. 
 Used for Buildings 
 
 Coefficient of 
 Strength for Filx?r 
 Stress of 12,500 Ibs. 
 per Square Inch 
 Used for Bridges 
 
 JH 
 
 Distance of 
 Center of Gravity 
 from Outside 
 of Web 
 
 Section Number 
 
 r f 
 
 R 
 
 C 
 
 C' 
 
 
 
 
 . MiX 
 
 57.4 
 
 611,900 
 
 478,000 
 
 8.53 
 
 .823 
 
 
 .873 
 
 53.7 
 
 572,700 
 
 447,400 
 
 8.71 
 
 .803 
 
 
 .882 
 
 50.0 
 
 533,500 
 
 416,800 
 
 8.92 
 
 .788 
 
 Ci 
 
 .893 
 
 46.3 
 
 494,200 
 
 386,100 
 
 9.15 
 
 .783 
 
 1 
 
 .905 
 
 42.7 
 
 455,000 
 
 355,500 
 
 9.43 
 
 .789 
 
 
 .912 
 
 41.7 
 
 444,500 
 
 347,300 
 
 9 50 
 
 .794 
 
 
 .751 
 
 32.8 
 
 350,200 
 
 273,600 
 
 6.60 
 
 .722 
 
 
 .757 
 
 29.9 
 
 318,800 
 
 249.100 
 
 6.81 
 
 .694 
 
 
 .768 
 
 26.9 
 
 287,400 
 
 224,500 
 
 7.07 
 
 677 
 
 C 2 
 
 .785 
 
 24.0 
 
 256,100 
 
 200.000 
 
 7.36 
 
 .678 
 
 
 .805 
 
 21.4 
 
 227,800 
 
 178,000 
 
 7 67 
 
 .704 
 
 
 .672 
 
 23.1 
 
 246,400 
 
 192,500 
 
 5.17 
 
 .695 
 
 
 .672 
 
 20.6 
 
 220,300 
 
 172,100 
 
 5.40 
 
 .651 
 
 
 .680 
 
 IS. 2 
 
 194,100 
 
 151,700 
 
 5.67 
 
 .620 
 
 C 3 
 
 . 69(i 
 
 15.7 
 
 168,000 
 
 131,200 
 
 5.07 
 
 .609 
 
 
 .718 
 
 13.4 
 
 142,700 
 
 111,500 
 
 6.33 
 
 .639 
 
 
 .637 
 
 15.7 
 
 167,600 
 
 130,900 
 
 4.84 
 
 .615 
 
 
 .646 
 
 13.5 
 
 144,100 
 
 112,600 
 
 5.12 
 
 .585 
 
 C4 
 
 .665 
 
 11.3 
 
 120,500 
 
 94,200 
 
 5.49 
 
 .590 
 
 Tt 
 
 .674 
 
 10.5 
 
 112,200 
 
 87,600 
 
 5.63 
 
 .607 
 
 
 .600 
 
 11.9 
 
 127,400 
 
 99,500 
 
 4.23 
 
 .587 
 
 
 .603 
 
 11.0 
 
 116,900 
 
 91,300 
 
 4.38 
 
 .567 
 
 
 .610 
 
 10.0 
 
 106,400 
 
 83,200 
 
 4.54 
 
 .556 
 
 C 5 
 
 .619 
 
 9.0 
 
 96,000 
 
 75,000 
 
 4.72 
 
 .557 
 
 
 .630 
 
 8.1 
 
 86,100 
 
 67,300 
 
 4.94 
 
 .576 
 
 
 .565 
 
 9.5 
 
 107,700 
 
 79,000 
 
 3.48 
 
 .583 
 
 
 .564 
 
 8.6 
 
 91,000 
 
 71,800 
 
 3.64 
 
 .555 
 
 
 .568 
 
 7.8 
 
 81,800 
 
 64,700 
 
 3.80 
 
 .535 
 
 C 6 
 
 .575 
 
 6.9 
 
 73,700 
 
 57,500 
 
 3.99 
 
 .528 
 
 
 .586 
 
 60 
 
 66,800 
 
 52,200 
 
 4.22 
 
 .546 
 
 
 .529 
 
 6.5 
 
 69,500 
 
 54,300 
 
 2.91 
 
 .546 
 
 
 .529 
 
 5.8 
 
 61,600 
 
 48,100 
 
 3.09 
 
 .517 
 
 C7 
 
 .534 
 
 5.0 
 
 53,800 
 
 42,000 
 
 3.28 
 
 .503 
 
 / 
 
 .542 
 
 4.3 
 
 46,200 
 
 36,100 
 
 3.52 
 
 .517 
 
 
 .493 
 
 4.2 
 
 44,400 
 
 34,700 
 
 2.34 
 
 .508 
 
 
 .493 
 
 3.5 
 
 37,900 
 
 29,600 
 
 2.56 
 
 .481 
 
 C8 
 
 .498 
 
 3.0 
 
 31,600 
 
 24,700 
 
 2.79 
 
 .489 
 
 .455 
 
 2.3 
 
 24,400 
 
 19,000 
 
 1.85 
 
 .463 
 
 .454 
 
 2.1 
 
 22,300 
 
 17,400 
 
 1.96 
 
 .458 C 9 
 
 .453 
 
 1.9 
 
 20,200 
 
 15,800 
 
 .2.06 
 
 .464 
 
 
 .421 
 
 1.4 
 
 14,700 
 
 11,500 
 
 1.07 
 
 .459 
 
 .415 
 
 1.2 
 
 13,100 
 
 10,300 
 
 1.19 
 
 .443 CIO 
 
 .409 
 
 1.1 
 
 11,600 
 
 9,100 
 
 1.31 
 
 .443 
 
 T CorC/ CorC' ^-rv T, ovr 8sR 
 
 1 
 
 8 
 
 
124 JONES & LAUGHLIN STEEL CO. 
 
 PROPERTIES OF 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 
 
 
 
 
 
 Moments of Inertia 
 
 
 
 
 1 
 
 
 
 I V 
 
 Section Number 
 
 Depth of Web 
 Inches 
 
 1 
 
 Thickness of Met 
 Inches 
 
 Weight per Foot 
 Pounds 
 
 Area of Section 
 Square Inches 
 
 Neutral Axis 
 hrough Center of 
 avity Perpendicular 
 to Web 
 
 Neutral Axis 
 irough Center of 
 iravity Coincident 
 
 HhWtfc 
 
 
 
 
 
 
 
 O 
 
 
 
 3 
 
 2tt 
 
 M 
 
 6.7 
 
 1.97 
 
 2.87 
 
 2.81 
 
 Z4 
 
 3^ 
 
 2M 
 
 ft 
 
 8.4 
 
 2.48 
 
 3.64 
 
 3.64 
 
 
 3^ 
 
 2tt 
 
 N 
 
 10.1 
 
 3.00 
 
 4.43 
 
 4.53 
 
 
 2it 
 
 2M 
 
 A 
 
 10.9 
 
 3.20 
 
 3.94 
 
 4.08 
 
 
 3 
 
 2tt 
 
 H 
 
 12.5 
 
 3.69 
 
 4.59 
 
 4.85 
 
 Z8 
 
 
 
 
 
 
 
 
 
 3t\j 
 
 2M 
 
 A 
 
 14.2 
 
 4.18 
 
 5.26 
 
 5.70 
 
 
 V/8 
 
 2 
 
 N 
 
 16.0 
 
 4.69 
 
 5.95 
 
 6.56 
 
 Z9 
 
 3 
 
 1M 
 
 ft 
 
 3.6 
 
 1.06 
 
 1.40 
 
 0.35 
 
 ' . 
 
JONES & LAUGHLIN STEEL CO. 125 
 
 STANDARD AND SPECIAL Z BARS 
 
 9 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 , 
 
 15 
 
 16 
 
 SectionJ^actors 
 
 Radii of Gyration 
 
 Coefficient of Strength 
 
 
 
 
 C C' 
 
 
 Neutral Axis through 
 Center of Gravity 
 Perpendicular to 
 Web 
 
 Neutral Axis through 
 Center of Gravity 
 Coincident with 
 Web 
 
 Neutral Axis through 
 Center of Gravity 
 Perpendicular to 
 Web 
 
 Neutral Axis through 
 Center of Gravity 
 Coincident with 
 Web 
 
 ill 
 
 IP 
 
 For Fiber Stress of 
 16,000 Pounds per 
 Sq. In. Axis Per- 
 pendicular to Web 
 at Center 
 
 For Fiber Stress of 
 12,000 Pounds per 
 Sq. In. Axis Per- 
 pendicular to Web 
 at Center 
 
 Section Number 
 
 1.92 
 
 1.10 
 
 1.21 
 
 1.19 
 
 0.55 
 
 20,500 
 
 15,400 
 
 
 2.38 
 
 1.40 
 
 1.21 
 
 1.21 
 
 0.56 
 
 25,400 
 
 19,000 
 
 Z4 
 
 2.83 
 
 1.73 
 
 1.22 
 
 1.23 
 
 0.57 
 
 30,190 
 
 22,600 
 
 
 2.68 
 
 1.70 
 
 1.10 
 
 1.13 
 
 0.54 
 
 28,600 
 
 21,440 
 
 
 3.06 
 
 1.99 
 
 1.12 
 
 1.15 
 
 0.55 
 
 32,600 
 
 24,500 
 
 
 
 
 
 
 
 
 
 Z8 
 
 3.43 
 
 2.31 
 
 1.12 
 
 1.17 
 
 0.56 
 
 36,600 
 
 27,400 
 
 
 3.81 
 
 2.62 
 
 1.13 
 
 1.18 
 
 0.57 
 
 40,600 
 
 30,480 
 
 
 0.93 
 
 0.25 
 
 1.15 
 
 0.57 
 
 0.40 
 
 9,900 
 
 7,400 
 
 Z9 
 
 
126 
 
 JONES 
 
 & LA 
 
 U GH L I 
 
 N STE 
 
 EL CO 
 
 
 
 
 PROF 
 
 'ERTIE 
 
 S OF 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 Section Numter 
 
 ze Flange by Stem 
 Inches 
 
 Weight per Foot 
 Pounds 
 
 Area of Section 
 Square Inches 
 
 Distance of Center 
 of Gravity from 
 Outside of Flange 
 Inches 
 
 Mom. of Inertia 
 Neutral Axis 
 through Center of 
 Gravity Parallel to 
 Flange 
 
 Least Section 
 Factor Neutral 
 Axis as before 
 
 
 * 
 
 
 
 
 I 
 
 R 
 
 T31 
 
 5 X2H 
 
 11. 
 
 3.24 
 
 .65 
 
 1.60 
 
 .86 
 
 T 1 
 
 4 X4 
 
 13.9 
 
 4.08 
 
 1.20 
 
 6.12 
 
 2.19 
 
 T2 
 
 4 X4 
 
 12.4 
 
 3.63 
 
 1.19 
 
 5.42 
 
 1.93 
 
 T30 
 
 3HX4 
 
 12.8 
 
 3.75 
 
 1.25 
 
 5.50 
 
 1.98 
 
 T29 
 
 3^X4 
 
 9.9 
 
 2.91 
 
 1.19 
 
 4.30 
 
 1.55 
 
 'T33 
 
 4^X3 
 
 8.6 
 
 2.55 
 
 .73 
 
 1.80 
 
 .81 
 
 
 
 
 
 
 
 
 T3 
 
 3/^X3H 
 
 10.4 
 
 3.06 
 
 1.00 
 
 3.46 
 
 1.38 
 
 T4 
 
 3>iX3H 
 
 9.3 
 
 2.73 
 
 .91 
 
 3.09 
 
 1.20 
 
 T23 
 T24 
 
 3^X3 
 3HX3 
 
 9.8 
 9. 
 
 2.88 
 2.65 
 
 .83 
 
 .75 . 
 
 2.22 
 1.99 
 
 1.02 
 .88 
 
 T26 
 
 3 X3^ 
 
 9.8 
 
 2.88 
 
 1.06 
 
 3.29 
 
 1.35 
 
 T25 
 
 
 8.6 
 
 2.50 
 
 .98 
 
 2.94 
 
 1.17 
 
 T 5 
 
 3 X3 
 
 7.85 
 
 2.30 
 
 .89 
 
 1.88 
 
 .89 
 
 T 6 
 
 3 X3 
 
 6.6 
 
 1.94 
 
 ' .87 
 
 1.63 
 
 .77 
 
 T32 
 
 3 X3 
 
 5.68 
 
 1.67 
 
 .83 
 
 1.35 
 
 .62 
 
 T 7 
 
 2HX2H 
 
 6.32 
 
 1.86 
 
 .79 
 
 1.04 
 
 .61 
 
 T8 
 
 2HX2H 
 
 5.4 
 
 1.59 
 
 .74 
 
 .92 
 
 .52 
 
 T28 
 
 2^X2 
 
 4.8 
 
 1.41 
 
 .54 
 
 .46 
 
 .32 
 
 T 9 
 
 2J4X2M 
 
 4.62 
 
 1.36 
 
 .68 
 
 .63 
 
 .40 
 
 T10 
 
 2MX2M 
 
 4.12 
 
 1.21 
 
 .67 
 
 .49 
 
 .33 
 
 Til 
 
 2 X2 
 
 3.5 
 
 1.03 
 
 .56 
 
 .37 
 
 .25 
 
 T27 
 
 
 3.9 
 
 1.15 
 
 .44 
 
 .25 
 
 .19 
 
 T13 
 
 1HX1% 
 
 3. 
 
 .88 
 
 51 
 
 .24 
 
 .19 
 
 T12 
 
 1MX1M 
 
 2.33 
 
 .69 
 
 .50 
 
 .16 
 
 .13 
 
 T14 
 
 I^XIM 
 
 2.5 
 
 .77 
 
 .46 
 
 .14 
 
 .14 
 
 T15 
 
 1^X1> 
 
 1.95 
 
 .56 
 
 .47 
 
 .12 
 
 .11 
 
 T16 
 
 1MX1M 
 
 2.04 
 
 .60 
 
 .42 
 
 .08 
 
 .097 
 
 T17 
 
 1&X1M 
 
 1.6 
 
 .45 
 
 .40 
 
 .062 
 
 .073 
 
 T18 
 
 1 XI 
 
 1.25 
 
 .36 
 
 .33 
 
 .032 
 
 .047 
 
 T19 
 
 1 XI 
 
 .90 
 
 .26 
 
 .30 
 
 .024 
 
 .034 
 
 
 
 
 
 
 
 
J 
 
 ONES 
 
 & L AUG 
 
 H L I N S 
 
 TE E L CC 
 
 127 
 
 
 
 STE 
 
 EL T'S 
 
 
 
 8 
 
 9 
 
 10 
 
 11 
 
 12 
 
 13 
 
 Radius of Gyration 
 Neutral Axis as 
 before 
 
 Mom. of Inertia 
 Neutral Axis 
 through Center of 
 Gravity Coincident 
 with Center Line 
 of Stem 
 
 Section Factor 
 Neutral Axis as 
 before 
 
 Radius of Gyration 
 Neutral Axis as 
 before 
 
 Coefficient of 
 Strength for Fiber 
 Stress of 16,000 
 Pounds per Square 
 Inch Neutral Axis 
 through Center of 
 Gravity Parallel to 
 Flange 
 
 Coefficient Of 
 Strength for Fiber 
 Stress of 12,000 
 Pounds per Square 
 Inch Neutral Axis 
 as before 
 
 r 
 
 i' 
 
 R' 
 
 r' 
 
 C 
 
 C' 
 
 .71 
 
 4.9 
 
 1.70 
 
 1.16 
 
 9,200 
 
 6,900 
 
 .21 
 
 3.05 
 
 1.52 
 
 .85 
 
 23,320 
 
 17,490 
 
 .22 
 
 2.61 
 
 1.31 
 
 .85 
 
 20,560 
 
 15,420 
 
 .21 
 
 1.89 
 
 1.08 
 
 .72 
 
 21,160 
 
 15,870 
 
 .22 
 
 1.42 
 
 .81 
 
 .70 
 
 16,500 
 
 12,380 
 
 .87 
 
 2.60 
 
 1.16 
 
 1.03 
 
 8,650 
 
 6,490 
 
 .04 
 
 1.70 
 
 .97 
 
 .73 
 
 14,740 
 
 11,060 
 
 .01 
 
 1.47 
 
 .84 
 
 .70 
 
 12,760 
 
 9,570 
 
 .87 
 
 1.70 
 
 .97 
 
 .76 
 
 10,890 
 
 8,170 
 
 .84 
 
 1.47 
 
 .84 
 
 .72 
 
 9,420 
 
 7,070 
 
 1.06 
 
 1.08 
 
 .71 
 
 .60 
 
 14,360 
 
 10,770 
 
 1.03 
 
 .93 
 
 .62 
 
 .58 
 
 12,440 
 
 9,330 
 
 .91 
 
 .93 
 
 .62 
 
 .64 
 
 9,550 
 
 7,160 
 
 .92 
 
 .78 
 
 .52 
 
 .63 
 
 8,200 
 
 6,150 
 
 .90 
 
 .64 
 
 .43 
 
 .62 
 
 6,610 
 
 4,960 
 
 .75 
 
 .54 
 
 .43 
 
 .54 
 
 6,490 
 
 ' 4,870 
 
 .75 
 
 .45 
 
 .36 
 
 .53 
 
 5,560 
 
 4,170 
 
 .57 
 
 .43 
 
 .34 
 
 .55 
 
 3,390 
 
 2,540 
 
 .67 
 
 .32 
 
 .28 
 
 .48 
 
 4,270 
 
 3,200 
 
 .67 
 
 .25 
 
 .23 
 
 .48 
 
 3,480 
 
 2,610 
 
 .59 
 
 .18 
 
 .18 
 
 .41 
 
 2,700 
 
 2,040 
 
 .48 
 
 .37 
 
 .29 
 
 .58 
 
 2,050 
 
 1,540 
 
 .51 
 
 .12 
 
 .14 
 
 .36 
 
 2,040 
 
 1,530 
 
 .48 
 
 .092 
 
 .10 
 
 .36 . 
 
 1,360 
 
 1,020 
 
 .44 
 
 .076 
 
 .10 
 
 .32 
 
 1,470 
 
 1,100 
 
 .47 
 
 .058 
 
 .077 
 
 .33 
 
 1,210 
 
 910 
 
 ' .37 
 
 .045 
 
 .072 
 
 .28 
 
 1,040 
 
 780* 
 
 .37 
 
 .034 
 
 .054 
 
 .27 
 
 770 
 
 580 
 
 .29 
 
 .017 
 
 .035 
 
 .22 
 
 510 
 
 380 
 
 .30 
 
 .012 
 
 .024 
 
 .21 
 
 360 
 
 270 
 
 
 
 
 
 
 
128 
 
 JONES & LAUGHLIN STEEL CO. 
 
 PROPERTIES OF STANDARD ANGLES 
 Equal Legs 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 
 1 
 
 I 
 
 
 fl 
 
 g^S Jf 
 
 <g 
 
 
 ll 
 
 11 
 
 ll 
 
 P| 
 
 |f f| 
 
 ll!*! 
 
 l\\ 
 
 l|i 
 
 $ 
 
 5 
 
 H 
 
 pgfi 
 
 s" 3 " 
 
 2^0(3 
 
 S < 
 
 5 
 
 
 hxh 
 
 . t 
 
 
 A 
 
 n 
 
 I 
 
 R 
 
 All 
 
 MX M 
 
 R 
 
 .6 
 
 .18 
 
 .23 
 
 .009 
 
 .017 
 
 
 
 A 
 
 .9 
 
 .25 
 
 .25 
 
 .012 
 
 .024 
 
 A10 
 
 1 XI 
 
 H 
 
 .8 
 
 .24 
 
 .30 
 
 .022 
 
 .031 
 
 
 
 JL 
 
 1.2 
 
 .34 
 
 .32 
 
 .030 
 
 .044 
 
 
 
 k 
 
 1.5 
 
 .44 
 
 .34 
 
 .037 
 
 .056 
 
 A 9 
 
 1MX1M 
 
 H 
 
 1.1 
 
 .30 
 
 .36 
 
 .044 
 
 .049 
 
 
 
 JL. 
 
 1.5 
 
 .44 
 
 .38 
 
 .061 
 
 .071 
 
 
 
 k 
 
 2.0 
 
 .57 
 
 .40 
 
 .077 
 
 .091 
 
 
 
 A 
 
 2.4 
 
 .69 
 
 .42 
 
 .090 
 
 .109 
 
 A 8 
 
 1>^X1H 
 
 H 
 
 1.3 
 
 .36 
 
 .42 
 
 .08 
 
 .072 
 
 
 
 A 
 
 1.8 
 
 .53 
 
 .44 
 
 .11 
 
 .104 
 
 
 
 k 
 
 2.4 
 
 .69 
 
 .47 
 
 .14 
 
 .134 
 
 
 
 j^ 
 
 2.9 
 
 .84 
 
 .49 
 
 .16 
 
 .162 
 
 
 
 7% 
 
 3.4 
 
 .99 
 
 .51 
 
 .19 
 
 .188 
 
 
 
 A 
 
 3.9 
 
 1.13 
 
 .53 
 
 .21 
 
 .214 
 
 A 7 
 
 1MX1M 
 
 j^ 
 
 2.2 
 
 .63 
 
 .51 
 
 .18 
 
 .14 
 
 
 
 k 
 
 2.8 
 
 .82 
 
 .53 
 
 .23 
 
 .19 
 
 
 
 A 
 
 3.4 
 
 .00 
 
 55 
 
 .27 
 
 .23 
 
 
 
 7% 
 
 4.0 
 
 .18 
 
 .57 
 
 .31 
 
 .26 
 
 
 
 A 
 
 4.6 
 
 .34 
 
 .59 
 
 .35 
 
 .30 
 
 
 
 k 
 
 5.1 
 
 .50 
 
 .61 
 
 .38 
 
 .33 
 
 A 6 
 
 2 X2 
 
 
 
 2.5 
 
 .72 
 
 .57 
 
 .27 
 
 .19 
 
 
 
 k 
 
 3.2 
 
 .94 
 
 .59 
 
 .35 
 
 .25 
 
 
 
 A 
 
 4.0 
 
 .16 
 
 .61 
 
 .42 
 
 .30 
 
 
 
 \/L 
 
 4.7 
 
 .36 
 
 .64 
 
 .48 
 
 .35 
 
 
 
 A 
 
 5.3 
 
 .56 
 
 .66 
 
 .54 
 
 .40 
 
 
 
 k 
 
 6.0 
 
 .75 
 
 .68 
 
 .59 
 
 .45 
 
 A 5 
 
 2i/v/2V< 
 
 A 
 
 3.1 
 
 .91 
 
 .69 
 
 .55 
 
 .30 
 
 
 
 k 
 
 4.1 
 
 .19 
 
 .72 
 
 .70 
 
 .39 
 
 
 
 A 
 
 5.0 
 
 .47 
 
 .74 
 
 .85 
 
 .48 
 
 
 
 i 
 
 5.9 
 
 .74 
 
 .76 
 
 .98 
 
 .57 
 
 
 
 A 
 
 6.8 
 
 .00 
 
 .78 
 
 .11 
 
 .65 ' 
 
 
 
 H 
 
 7.7 
 
 .25 
 
 .81 
 
 .23 
 
 .72 
 
 
 
 A 
 
 8.5 
 
 .50 
 
 .83 
 
 .34 
 
 .80 
 
 A 4 
 
 3 X3 
 
 M 
 
 4.9 
 
 .44 
 
 .84 
 
 .24 
 
 .58 
 
 
 
 A 
 
 6.1 
 
 .78 
 
 .87 
 
 .51 
 
 .71 
 
 
 
 z^ 
 
 7.2 
 
 2.11 
 
 .89 
 
 .76 
 
 .83 
 
 
 
 7 
 
 8.3 
 
 2.44 
 
 .91 
 
 1.99 
 
 .95 
 
 
 
 H 
 
 9.4 
 
 2.75 
 
 .93 
 
 2.22 
 
 1.07 
 
 
 
 A 
 
 10.4 
 
 3.06 
 
 .95 
 
 2.43 
 
 1.19 
 
 
 
 6xC 
 
 11.5 
 
 3.36 
 
 .98 
 
 2.62 
 
 1.30 
 
 
 
 H 
 
 12.5 
 
 3.66 
 
 1.00 
 
 2.81 
 
 1.40 
 
 
 
 
 
 
 
 
 
J 
 
 J N E S & 
 
 L A U G I 
 
 i L I N S" 
 
 PEEL C 
 
 0. 129 
 
 
 
 % 
 
 '^ 
 
 
 
 
 X 
 
 *tXX 
 
 ^* 
 
 7T-X 
 
 
 
 
 *s 
 
 /*' 
 
 9 
 
 
 
 
 
 
 YV*' 
 
 v' 
 
 
 
 9 
 
 10 
 
 11 
 
 1-J 
 
 13 
 
 1 
 
 ll?l 
 
 Mi 8 i 
 
 * 
 
 |S 
 
 all* 
 
 a 
 
 111- 
 
 IIJ$*~ 
 
 S~< 
 
 U.x 
 
 ^Hl 
 
 
 
 r 
 
 n" 
 
 I" 
 
 R" 
 
 r" 
 
 
 .22 
 
 .33 
 
 .004 
 
 .011 
 
 .14 
 
 A-ll 
 
 .22 
 
 .36 
 
 .005 
 
 .014 
 
 .14 
 
 
 .30 
 
 .42 
 
 .009 
 
 .021 
 
 .19 
 
 A-10 
 
 .30 
 
 .45 
 
 .013 
 
 .028 
 
 .19 
 
 
 .29 
 
 .48 
 
 .016 
 
 .034 
 
 .19 
 
 
 .38 
 
 .51 
 
 .018 ' 
 
 .035 
 
 .24 
 
 A-9 
 
 .38 
 
 .54 
 
 .025 
 
 .047 
 
 .24 
 
 
 .37 
 
 .57 
 
 .033 
 
 .057 
 
 .24 
 
 
 .36 
 
 .60 
 
 .040 
 
 .066 
 
 .24 
 
 
 .47 
 
 .60 
 
 .031 
 
 .053 
 
 .30 
 
 A-8 
 
 .46 
 
 .63 
 
 .045 
 
 .072 
 
 .29 
 
 
 .45 
 
 .66 
 
 .058 
 
 .088 
 
 .29 
 
 
 .44 
 
 .69 
 
 .070 
 
 .101 
 
 .29 
 
 
 .44 
 
 .72 
 
 .082 
 
 .114 
 
 .29 
 
 
 .43 
 
 .75 
 
 .094 
 
 .126 
 
 .29 
 
 
 .54 
 
 .72 
 
 .073 
 
 .10 
 
 .34 
 
 A-7 
 
 .53 
 
 .75 
 
 .Q94 
 
 .13 
 
 .34 
 
 
 .52 
 
 .78 
 
 .118 
 
 .15 
 
 .34 
 
 
 .51 
 
 .81 
 
 .133 
 
 .16 
 
 .34 
 
 
 .51 
 
 .84 
 
 .152 
 
 .18 
 
 .34 
 
 
 .50 
 
 .87 
 
 .171 
 
 .20 
 
 .34 
 
 
 .62 
 
 .80 
 
 .11 
 
 .14 
 
 .39 
 
 A-6 
 
 .61 
 
 .84 
 
 .14 
 
 .17 
 
 .39 
 
 
 .60 
 
 .87 
 
 .17 
 
 .20 
 
 .39 
 
 
 .59 
 
 .90 
 
 .20 
 
 .22 
 
 .39 
 
 
 .59 
 
 .93 
 
 .23 
 
 .25 
 
 .38 
 
 
 .58 
 
 ..90 
 
 .26 
 
 . .27 
 
 .38 
 
 
 .78 
 
 .98 
 
 .22 
 
 .22 
 
 .49 
 
 A-5 
 
 .77 
 
 1.01 
 
 .29 
 
 . .28 
 
 .49 
 
 
 .76 
 
 1.05 
 
 .35 
 
 .33 
 
 .49 
 
 
 .75 
 
 1 08 
 
 .41 
 
 .38 
 
 .48 
 
 
 .75 
 
 1.11 
 
 .46 
 
 .42 
 
 .48 
 
 
 .74 
 
 1.14 
 
 .52 
 
 .46 
 
 .48 
 
 
 .73 
 
 1.17 
 
 .58 
 
 .49 
 
 .48 
 
 
 .93 
 
 1.19 
 
 .50 
 
 .42 
 
 .59 
 
 A-4 
 
 .92 
 
 1.22 
 
 .61 
 
 .50 
 
 .59 
 
 
 .91 
 
 1.26 
 
 .72 
 
 .57 
 
 .58 
 
 
 .91 
 
 1.29 
 
 .82 
 
 .64 
 
 .58 
 
 
 .90 
 
 1.32 
 
 .92 
 
 .70 
 
 58 
 
 
 .89 
 
 1.35 
 
 1.02 
 
 .76 
 
 .58 
 
 . 
 
 .88 
 
 1.38 
 
 1.12 
 
 .81 
 
 .58 
 
 
 .88 
 
 1.41 
 
 1.22 
 
 .86 
 
 .58 
 
 
 
 
 
 
 
 
130 
 
 JONES & LAUGHLIN STEEL CO. 
 
 PROPERTIES OF STANDARD ANGLES 
 Equal Legs 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 J" 
 
 !i 
 
 11 
 
 Thickness 
 Inches. 
 
 & fl 
 
 p 
 
 AIM 
 of Section 
 
 Si|ii;ire 
 Inches 
 
 Distance of 
 Center of 
 Gravity from 
 Back of Leg 
 Inches 
 
 Moment of 
 Inertia 
 Axis Y-V 
 
 C v. 5 " 
 
 iij 
 
 
 hxh 
 
 t 
 
 
 A 
 
 n 
 
 I 
 
 R 
 
 A3 
 
 3HX3^ 
 
 f f 
 
 7.2 
 
 2.09 
 
 0.99 
 
 2.45 
 
 0.98 
 
 
 
 O 
 
 8.5 
 
 2.49 
 
 1.01 
 
 2.87 
 
 1.15 
 
 
 
 JL 
 
 9.8 
 
 2.88 
 
 .04 
 
 3.26 
 
 1.32 
 
 
 
 n 
 
 11.1 
 
 3.25 
 
 .06 
 
 3.64 
 
 1.49 
 
 
 
 A 
 
 12.4 
 
 3.63 
 
 .08 
 
 3.99 
 
 1.65 
 
 
 
 % 
 
 13.6 
 
 3.99 
 
 .10 
 
 4.33 
 
 1.81 
 
 
 
 ft 
 
 14.8 
 
 4.34 
 
 .12 
 
 4.65 
 
 1.96 
 
 
 
 8^ 
 
 16.0 
 
 4.69 
 
 .15 
 
 4.96 
 
 2.11 
 
 
 
 R 
 
 17.1 
 
 5.03 
 
 .17 
 
 5.25 
 
 2.25 
 
 
 
 H 
 
 18.3 
 
 5.36 
 
 .19 
 
 5.53 
 
 2.39 
 
 A2 
 
 4 X4 
 
 ft 
 
 8.2 
 
 2.41 
 
 .12 
 
 3.71 
 
 1.29 
 
 
 
 n 
 
 9.8 
 
 2.86 
 
 .14 
 
 4.36 
 
 1.52 
 
 
 
 A. 
 
 11.3 
 
 3.31 
 
 .16 
 
 4.97 
 
 1.75 
 
 
 
 14 
 
 12.8 
 
 3.75 
 
 .18 
 
 5.56 
 
 1.97 
 
 
 
 JL 
 
 14.3 
 
 4.19 
 
 .21 
 
 6.12 
 
 2.19 
 
 
 
 N 
 
 15.7 
 
 4.62 
 
 .23 
 
 6.66 
 
 2.40 
 
 
 
 n 
 
 17.1 
 
 5.03 
 
 .25 
 
 7.17 
 
 2.61 
 
 
 
 % 
 
 18.5 
 
 5.44 
 
 .27 
 
 7.66 
 
 2.81 
 
 
 
 n 
 
 19.9 
 
 5.84 
 
 .29 
 
 8.14 
 
 3.01 
 
 
 
 H 
 
 21.2 
 
 6.24 
 
 .31 
 
 8.59 
 
 3.20 
 
 Al 
 
 6 X6 
 
 y% 
 
 14.9 
 
 4.36 
 
 .64 
 
 15.39 
 
 3.53 
 
 
 
 JL 
 
 17.2 
 
 5.06 
 
 .66 
 
 17.68 
 
 4.07 
 
 
 
 A 
 
 19.6 
 21.9 
 
 5.75 
 6.44 
 
 fc 
 
 19.91 
 22.07 
 
 4.61 
 5.14 
 
 
 
 !Ni 
 
 24.2 
 
 7.11 
 
 .73 
 
 24.16 
 
 5.66 
 
 
 
 ft 
 
 26.5 
 
 7.78 
 
 .75 
 
 26.19 
 
 6.17 
 
 
 
 Z,{ 
 
 28.7 
 
 8.44 
 
 .78 
 
 28.15 
 
 6.66 
 
 
 
 n 
 
 31.0 
 
 9.09 
 
 .80 
 
 30.06 
 
 7.15 
 
 
 
 /& 
 
 33.1 
 
 9.74 
 
 .82 
 
 31.92 
 
 7.63 
 
 
 
 i$ 
 
 35.3 
 
 10.38 
 
 .84 
 
 33.72 
 
 8.11 
 
 
 
 1 
 
 37.4 
 
 11.00 
 
 .86 
 
 35.46 
 
 8.57 
 
 AA1 
 
 8 X8 
 
 H 
 
 26.4 
 
 7.75 
 
 2.19 
 
 48.65 
 
 8.37 
 
 
 
 JL 
 
 29.6 
 
 8.69 
 
 2.21 
 
 54.09 
 
 9.34 
 
 
 
 % 
 
 32.7 
 
 9.61 
 
 2.23 
 
 59.43 
 
 10.30 
 
 
 
 ii. 
 
 35.8 
 
 10.53 
 
 2.25 
 
 64.64 
 
 11.25 
 
 
 
 8/ i 
 
 38.9 
 
 11.44 
 
 2.28 
 
 69.74 
 
 12.18 
 
 
 
 ii 
 
 42.0 
 
 12.34 
 
 2.30 
 
 74.72 
 
 13.11 
 
 
 
 y 
 
 45.0 
 
 13.24 
 
 2.32 
 
 79.58 
 
 14.02 
 
 
 
 if 
 
 48.1 
 
 14.13 
 
 2.34 
 
 84.34 
 
 14.91 
 
 
 
 1 
 
 51.0 
 
 15.00 
 
 2.37 
 
 88.98 
 
 15.80 
 
 
 
 1-Ar 
 
 54.0 
 
 15.88 
 
 2.39 
 
 93.58 
 
 16.67 
 
 
 
 1H 
 
 56.9 
 
 16.74 
 
 2.41 
 
 97.97 
 
 17.53 
 
 
 
 
 
 
 
 
 
J< 
 
 3 N E S & 
 
 LAUG I 
 
 1 L I N SI 
 
 ^E EL C( 
 
 ) . * 131 
 
 
 
 S\. 
 
 ^' 
 
 r* 
 
 
 
 
 r 'O\v 
 
 /*' ' 
 
 * 
 
 
 
 
 
 '*. i 
 
 t._ 
 
 
 
 
 v- 
 
 v' 
 
 
 
 9 
 
 10 
 
 11 
 
 12 
 
 13 
 
 1 
 
 "SB* 
 
 o-~|_ 
 
 <*- 
 
 X 
 
 SB* 
 
 
 |||| 
 
 lljW 
 
 HI* 
 
 JJlj 
 
 *^i 
 
 |J|X 
 
 Id 
 1* 
 
 r 
 
 n" 
 
 i" 
 
 R" 
 
 r" 
 
 
 1.08 
 
 1.40 
 
 .99 
 
 .71 
 
 .69 
 
 A3 
 
 1.07 
 
 1.43 
 
 1.16 
 
 .81 
 
 .68 
 
 
 1.07 
 
 1.46 
 
 1.33 
 
 .91 
 
 .68 
 
 
 .06 
 
 1.50 
 
 1.50 
 
 .00 
 
 .68 
 
 
 .05 
 
 1.53 
 
 1.66 
 
 .09 
 
 .68 
 
 
 .04 
 
 1.56 
 
 1.82 
 
 .17 
 
 .68 
 
 k 
 
 .04 
 
 1.59 
 
 1.97 
 
 .24 
 
 .67 
 
 , 
 
 .03 
 
 1.62 
 
 2.13 
 
 .31 
 
 .67 
 
 
 .02 
 
 1.65 
 
 2.28 
 
 .38 
 
 .67 
 
 
 .02 
 
 1.68 
 
 2.43 
 
 .45 
 
 .67 
 
 
 .24 
 
 1.58 
 
 1.50 
 
 .95 
 
 .79 
 
 A2 
 
 .23 
 
 1.61 
 
 1.77 
 
 .10 
 
 .79 
 
 
 .23 
 
 1.64 
 
 2.02 
 
 .23 
 
 .78 
 
 
 .22 
 
 1.67 
 
 2.28 
 
 .36 
 
 .78 
 
 
 1 21 
 
 1.71 
 
 2.52 
 
 .48 
 
 .78 
 
 
 1.20 
 
 1.74 
 
 2 76 
 
 .59 . 
 
 .77 
 
 
 1.19 
 
 1.77 
 
 3.00 
 
 .70 
 
 .77 . 
 
 
 1.19 
 
 1.80 
 
 3.23 
 
 .80 
 
 .77 
 
 
 1.18 
 
 1.83 
 
 3.46 
 
 1.89 
 
 .77 
 
 
 1.17 
 
 1.86 
 
 3.69 
 
 1.99 
 
 .77 
 
 
 1.88 
 
 2.32 
 
 6.19 
 
 2.67 
 
 1.19 
 
 Al 
 
 1.87 
 
 2.34 
 
 7.13 
 
 3.04 
 
 1.19 
 
 
 1.86 
 
 2.38 
 
 8.04 
 
 3.37 
 
 1.18 
 
 
 1.85 
 
 2.41 
 
 8.94 
 
 3.70 
 
 1.18 
 
 
 1.84 
 
 2.45 
 
 9.81 
 
 4.01 
 
 1.17 
 
 
 1.83 
 
 2.48 
 
 10.67 
 
 4.31 
 
 1.17 
 
 
 1.83 
 
 2.51 
 
 11.52 
 
 4.59 
 
 1.17 
 
 
 1.82 
 
 2.54 
 
 12.35 
 
 4.86 
 
 1.17 
 
 
 1.81 
 
 2.57 
 
 13.17 
 
 5.12 
 
 1.16 
 
 
 1.80 
 
 2.60 
 
 13.98 
 
 5.37 
 
 1.16 
 
 
 1.80 
 
 2.64 
 
 14.78 
 
 5.61 
 
 1.16 
 
 
 2.51 
 
 3.09 
 
 19.56 
 
 6.33 
 
 1.59 
 
 AA1 
 
 2.50 
 
 3.12 
 
 21.79 
 
 6.98 
 
 1.58 
 
 
 2.49 
 
 3.16 
 
 23.97 
 
 7.60 
 
 1.58 
 
 
 2.48 
 
 3.19 
 
 26.13 
 
 8.20 
 
 1.58 
 
 
 2.47 
 
 3.22 
 
 28.24 
 
 8.77 
 
 1.57 
 
 
 2.46 
 
 3.25 
 
 30.33 
 
 9.33 
 
 1.57 
 
 
 2.45 
 
 3.28 
 
 32.38 
 
 9.86 
 
 1.56 
 
 
 2.44 
 
 3.32 
 
 34.40 
 
 10.38 
 
 1.56 
 
 
 2.44 
 
 3.35 
 
 36.40 
 
 10.88 
 
 1.56 
 
 
 2.43 
 
 3.38 
 
 38.38 
 
 11.36 
 
 1.56 
 
 
 2.42 
 
 3.41 
 
 40.33 
 
 11.83 
 
 1.55 
 
 
 
 
 
 
 
 
132 
 
 JONES 
 
 & L> 
 
 LUGH 
 
 LIN. 
 
 STEEL 
 
 CO. 
 
 
 
 PROPEI 
 
 *TIES 
 
 OF S 
 
 JPECI 
 
 A.L AN 
 
 GLES 
 
 
 
 
 
 Equal 
 
 Legs 
 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 d 
 
 
 1 
 
 Dimensions 
 Inches 
 
 Thickness 
 Indies 
 
 Weight per Foot 
 Pounds 
 
 Area of Section 
 Square Inches 
 
 Distance of Center 
 of Gravity from 
 Back of Leg 
 Inches 
 
 Moment of Inertia 
 Axis Y-Y 
 
 >< 
 
 'r 
 
 C/3 
 
 
 hxh 
 
 t 
 
 
 A 
 
 n 
 
 I 
 
 R 
 
 A 24 
 
 2XX2X 
 
 , 
 
 2.8 
 
 .81 
 
 .63 
 
 .39 
 
 .24 
 
 
 
 M 
 
 3.7 
 
 1.07 
 
 .65 
 
 .50 
 
 .32 
 
 
 
 JL. 
 
 4.5 
 
 .31 
 
 .68 
 
 .61 
 
 .39 
 
 
 
 \k 
 
 5.3 
 
 .55 
 
 .70 
 
 .70 
 
 .45 
 
 
 
 JL 
 
 6.1 
 
 .78 
 
 .72 
 
 .79 
 
 .52 
 
 
 
 H 
 
 6.8 
 
 .00 
 
 .74 
 
 .87 
 
 .58 
 
 A 23 
 
 2%X2% 
 
 JL 
 
 3.4 
 
 .00 
 
 .76 
 
 .73 
 
 .37 
 
 
 
 Lj 
 
 4.5 
 
 .32 
 
 .78 
 
 .95 
 
 .48 
 
 
 
 A 
 
 5.6 
 
 .63 
 
 .80 
 
 1.15 
 
 .59 
 
 
 
 \A 
 
 6.6 
 
 .93 
 
 .82 
 
 1.33 
 
 .69 
 
 
 
 & 
 
 7.6 
 
 2.22 
 
 .85 
 
 1.51 
 
 .79 
 
 
 
 H 
 
 8.5 
 
 2.50 
 
 .87 
 
 1.67 
 
 .89 
 
 A 21 
 
 5 X5 
 
 y g 
 
 12.3 
 
 3.61 
 
 1.39 
 
 8.74 
 
 2.42 
 
 
 
 JL 
 
 14.3 
 
 4.19 
 
 1.41 
 
 10.02 
 
 2.79 
 
 
 
 $4 
 
 16.2 
 
 4.75 
 
 1.43 
 
 11.25 
 
 3.16 
 
 
 
 JL 
 
 18.1 
 
 5.31 
 
 1.46 
 
 12.44 
 
 3.51 
 
 
 
 6 
 
 20.0 
 
 5.86 
 
 1.48 
 
 13.58 
 
 3.86 
 
 
 
 ii 
 
 21.8 
 
 6.41 
 
 1.50 
 
 14.68 
 
 4.20 
 
 
 
 M 
 
 23.6 
 
 6.94 
 
 . 1.52 
 
 15.75 
 
 4.53 
 
 
 
 ii 
 
 25.4 
 
 7.46 
 
 1.55 
 
 16.77 
 
 4.85 
 
 
 
 / 
 
 27.2 
 
 7.99 
 
 1.57 
 
 17.75 
 
 5.17 
 
 
 
 ii 
 
 28.9 
 
 8.50 
 
 1.59 
 
 18.71 
 
 5.49 
 
 
 
 1 
 
 30.6 
 
 9.00 
 
 1.61 
 
 19.64 
 
 5.80 
 
 
 
 
 
 
 
 
 
JO 
 
 N E S & 1 
 
 L AUG H I 
 
 , I N ST E 
 
 EL CO. 
 
 133 . 
 
 
 
 
 & 
 
 X 
 
 
 
 
 V>Cv> 
 
 ^1 * 
 
 
 
 
 
 /y \ 
 
 s 
 
 \ 
 
 
 
 9 
 
 10 
 
 11 
 
 12 
 
 13 
 
 1 
 
 adius of Gyration 
 Axis Y-Y 
 Inches 
 
 istance of Center 
 of Gravity from 
 External Apex 
 Inches 
 
 Least Moment 
 of Inertia 
 Axis X-X 
 
 Section Factor 
 Axis X-X 
 
 Least Radius 
 of Gyration 
 Axis X-X 
 
 d 
 
 J 
 
 1 
 DQ 
 
 M 
 
 n 
 
 
 
 
 
 r 
 
 n" 
 
 I" 
 
 R" 
 
 r" 
 
 
 .70 
 
 .89 
 
 .16 
 
 .18 
 
 .44 
 
 A 24 
 
 .69 
 
 .92 
 
 .21 
 
 .22 
 
 .44 
 
 
 .68 
 
 .96 
 
 .25 
 
 .26 
 
 .44 
 
 
 .67 
 
 .99 
 
 .29 
 
 .30 
 
 .43 
 
 
 .67 
 
 1.02 
 
 .33 
 
 * .33 
 
 .43 
 
 
 .66 
 
 1.05 
 
 .37 
 
 .37 
 
 .43 
 
 
 .86 
 
 1.07 
 
 .30 
 
 .28 
 
 .54 
 
 A 23 
 
 .85 
 
 1.10 
 
 .38 
 
 .35 
 
 .54 
 
 
 .84 
 
 1.13 
 
 .47 
 
 .41 
 
 .54 
 
 
 .83 
 
 1.17 
 
 .55 
 
 .47 
 
 .53 
 
 
 .83 
 
 1.20 
 
 .63 
 
 .52 
 
 .53 
 
 
 .82 
 
 1.23 
 
 .70 
 
 .57 
 
 .53 
 
 
 1.56 
 
 1.96 
 
 3.53 
 
 1.79 
 
 .99 
 
 A 21 
 
 1.55 
 
 2.00 
 
 4.05 
 
 2.03 
 
 .98 
 
 
 1.54 
 
 2.03 
 
 4.56 
 
 2.25 
 
 .98 
 
 
 1.53 
 
 2.06 
 
 5.06 
 
 2.46 
 
 .98 
 
 
 1.52 
 
 2.09 
 
 5.55 
 
 2.66 
 
 .97 
 
 
 1.51 
 
 2.12 
 
 6.03 
 
 2.84 
 
 .97 
 
 
 1.51 
 
 2.15 
 
 6.50 
 
 3.01 
 
 .97 
 
 
 1.50 
 
 2.18 
 
 6.96 
 
 3.16 
 
 .96 
 
 
 1.49 
 
 2.21 
 
 7.41 
 
 3.30 
 
 .96 
 
 
 1.48 
 
 2.24 
 
 7.85 
 
 3.42 
 
 .96 
 
 
 1.48 
 
 2.27 
 
 8.28 
 
 , 3.55 
 
 .95 
 
 
 
 
 
 
 
 
134 
 
 JONES & LAUGHLIN STEEL CO 
 
 PROPERTIES OF STANDARD ANGLES 
 Unequal Legs 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 Jo 
 
 1* 
 
 t/3 
 
 !i 
 
 s5 
 
 5 
 
 Thickness 
 Inches 
 
 58-S 
 
 ?:! 
 ^S. 
 
 Area 
 of Section 
 Square 
 Inches 
 
 IP 
 
 Moment of 
 Inertia 
 Axis Y-Y 
 
 n *> 
 
 B> 
 
 **J 
 
 
 dxb 
 
 t 
 
 
 A 
 
 n 
 
 I 
 
 R 
 
 A 20 
 
 2^X2 
 
 fg 
 
 2.8 
 
 .81 
 
 .51 
 
 .29 
 
 .20 
 
 
 
 T 
 
 3.7 
 
 1.07 
 
 .54 
 
 .37 
 
 .25 
 
 
 
 fg 
 
 4.5 
 
 1.31 
 
 .56 
 
 .45 
 
 .31 
 
 
 
 % 
 
 5.3 
 
 1.55 
 
 .58 
 
 .51 
 
 .36 
 
 
 
 "ft 
 
 6.1 
 
 1.78 
 
 .60 
 
 .58 
 
 .41 
 
 
 
 H 
 
 6.8 
 
 2.00 
 
 .63 
 
 .64 
 
 .46 
 
 
 
 A 
 
 T.ii 
 
 2.22 
 
 .65 
 
 .69 
 
 .51 
 
 A 19 
 
 3 X2H 
 
 \i 
 
 4.5 
 
 1.32 
 
 .68 
 
 .74 
 
 .40 
 
 
 
 fg 
 
 5.6 
 
 1.63 
 
 .68 
 
 .90 
 
 .49 
 
 
 
 12 
 
 6.6 
 
 1.93 
 
 .71 
 
 .04 
 
 .58 
 
 
 
 iV 
 
 . 7.6 
 
 2.22 
 
 .73 
 
 .18 
 
 .66 
 
 
 
 M 
 
 8.5 
 
 2.50 
 
 .75 
 
 .30 
 
 .74 
 
 
 
 A 
 
 9.5 
 
 2.78 
 
 .77 
 
 .42 
 
 .82 
 
 
 
 5i 
 
 10.4 
 
 3.05 
 
 .79 
 
 .53 
 
 .90 
 
 A 18 
 
 3HX2H 
 
 M 
 
 4.9 
 
 1.44 
 
 .61 
 
 .78 
 
 .41 
 
 
 
 A. 
 
 6.1 
 
 1.78 
 
 .64 
 
 .94 
 
 .50 
 
 
 
 2 
 
 7.2 
 
 2.11 
 
 .66 
 
 .09 
 
 .59 
 
 
 
 y^ 
 
 8.3 
 
 2.44 
 
 .68 
 
 .23 
 
 .68 
 
 
 
 V 
 
 9.4 
 
 2.75 
 
 .70 
 
 .36 
 
 .76 
 
 
 
 A 
 
 10.4 
 
 3.06 
 
 .73 
 
 .49 
 
 .84 
 
 
 
 % 
 
 11.5 
 
 3.36 
 
 .75 
 
 .61 
 
 .92 
 
 
 
 
 12.5 
 
 3.66 
 
 .77 
 
 .72 
 
 .99 
 
 
 
 H 
 
 13.4 
 
 3.94 
 
 .79 
 
 .83 
 
 1.07 
 
 A 17 
 
 3HX3 
 
 ft 
 
 6.6 
 
 1.94 
 
 .81 
 
 .58 
 
 .72 
 
 
 
 12 
 
 7.9 
 
 2.30 
 
 .83 
 
 .85 
 
 .85 
 
 
 
 W 
 
 9.1 
 
 2.66 
 
 .85 
 
 2.09 
 
 .98 
 
 
 
 i^ 
 
 10.2 
 
 3.00 
 
 .88 
 
 2.33 
 
 1.10 
 
 
 
 A 
 
 11.4 
 
 3.34 
 
 .90 
 
 2.55 
 
 1.21 
 
 
 
 ^ 
 
 12.5 
 
 3.68 
 
 .92 
 
 2.76 
 
 1.33 
 
 
 
 H 
 
 13.6 
 
 4.00 
 
 .94 
 
 2.96 
 
 1.44 
 
 
 
 % 
 
 14.7 
 
 4.32 
 
 .96 
 
 3.15 
 
 1.54 
 
 
 
 w 
 
 15.8 
 
 4.63 
 
 .98 
 
 3.33 
 
 1.65 
 
 
 
 H 
 
 16.8 
 
 4.93 
 
 1.00 
 
 3.50 
 
 1.75 
 
 A 16 
 
 4 X3 
 
 ft 
 
 7.2 
 
 2.09 
 
 .76 
 
 1.65 
 
 .73 
 
 
 
 8 
 
 8.5 
 
 2.49 
 
 .78 
 
 1.92 
 
 .87 
 
 
 
 
 9.8 
 
 2.88 
 
 .80 
 
 2.18 
 
 .99 
 
 
 
 M 
 
 11.1 
 
 3.25 
 
 .83 
 
 2.42 
 
 1.12 
 
 
 
 ft 
 
 12.4 
 
 3.63 
 
 .85 
 
 2.66 
 
 .23 
 
 
 
 % 
 
 13.6 
 
 3.99 
 
 .87 
 
 2.87 
 
 .35 
 
 
 
 j-j. 
 
 14.8 
 
 4.34 
 
 .89 
 
 3.08 
 
 .46 
 
 
 
 M 
 
 16.0 
 
 4.69 
 
 .92 
 
 3.28 
 
 .57 
 
 
 
 1 
 
 17.1 
 18.3 
 
 5.03 
 5.36 
 
 .94 
 .96 
 
 3.47 
 3.66 
 
 .68 
 .79 
 
 
 
 
 
 
 
 
 
JONES & LAUGHLIN STEEL CO. 135 
 
 -jir : * 
 
 9 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 
 
 15 
 
 1 
 
 |I|| ' 
 
 jffjjl 
 
 Moment of 
 Inertia 
 Axis Z-Z 
 
 Section 
 Factor 
 Axis Z-Z 
 
 Radius of 
 Gyration 
 Axis Z-Z 
 
 Tangent 
 of Angle 
 
 jji 
 
 |o 
 
 r 
 
 c u n/ 
 
 I' 
 
 R' 
 
 r' 
 
 a 
 
 r" 
 
 
 .60 
 
 .76 
 
 .51 
 
 .29 
 
 .79 
 
 .632 
 
 .43 
 
 A20 
 
 .59 
 
 .79 
 
 .65 
 
 .38 
 
 .78 
 
 .626 
 
 .42 
 
 
 .58 
 
 .81 
 
 .79 
 
 .47 
 
 .78 
 
 .620 
 
 .42 
 
 
 .58 
 
 .83 
 
 .91 
 
 .55 
 
 .77 
 
 .614 
 
 .42 
 
 
 .57 
 
 .85 
 
 1.03 
 
 .62 
 
 .76 
 
 .607 
 
 .42 
 
 
 .56 
 
 .88 
 
 1.14 
 
 .70 
 
 .75 
 
 .600 
 
 .42 
 
 
 .56 
 
 .90 
 
 1.24 
 
 .77 
 
 .75 
 
 .592 
 
 .42 
 
 
 .75 
 
 .91 
 
 1.17 
 
 .56 
 
 .95 
 
 .684 
 
 .53 
 
 A19 
 
 .74 
 
 .93 
 
 1.42 
 
 .69 
 
 .94 
 
 .680 
 
 .53 
 
 
 .74 
 
 .96 
 
 1.66 
 
 .81 
 
 .93 
 
 .676 
 
 .52 
 
 
 .73 
 
 .98 
 
 1.88 
 
 .93 
 
 .92 
 
 .672 
 
 .52 
 
 
 .72 
 
 1.00 
 
 2.08 
 
 1.04 
 
 .91 
 
 .666 
 
 .52 
 
 
 .72 
 
 1.02 
 
 2.28 
 
 1.15 
 
 .91 
 
 .661 
 
 .52 
 
 
 .71 
 
 1.04 
 
 2.46 
 
 1.26 
 
 .90 
 
 .655 
 
 .52 
 
 
 .74 
 
 1.11 
 
 1.80 
 
 .75 
 
 1.12 
 
 .506 
 
 .54 
 
 A18 
 
 .73 
 
 1.14 
 
 2.19 
 
 .93 
 
 1.11 
 
 .501 
 
 .54 
 
 
 .72 
 
 1.16 
 
 2.56 
 
 1.09 
 
 1.10 
 
 .496 
 
 .54 
 
 
 .71 
 
 1.18 
 
 2.91 
 
 1.26 
 
 1.09 
 
 .491 
 
 .54 
 
 
 .70 
 
 1.20 
 
 3.24 
 
 1.41 
 
 1.09 
 
 .486 
 
 53 
 
 
 .70 
 
 1.23 
 
 3.55 
 
 1.56 
 
 1.08 
 
 .480 
 
 .53' 
 
 
 .69 
 
 1.25 
 
 3.85 
 
 1.71 
 
 1.07 
 
 .472 
 
 .53 
 
 
 .69 
 
 1.27 
 
 4.13 
 
 1.85 
 
 1.06 
 
 .468 
 
 .53 
 
 
 .68 
 
 1.29 
 
 4.40 
 
 1.99 
 
 1.06 
 
 .461 
 
 .54 
 
 
 .90 
 
 1.06 
 
 2.33 ' 
 
 .95 
 
 1.10 
 
 .724 
 
 .63 
 
 A17 
 
 .90 
 
 1.08 
 
 2.72 
 
 1.13 
 
 1.09 
 
 .721 
 
 .62 
 
 
 .89 
 
 1.10 
 
 3.10 
 
 1.29 
 
 1.08 
 
 .718 
 
 .62 
 
 
 .88 
 
 1.13 
 
 3.45 
 
 1.45 
 
 1.07 
 
 .714 
 
 .62 
 
 
 .87 
 
 1.15 
 
 3.79 
 
 1.61 
 
 1.07 
 
 .711 
 
 .62 
 
 
 .87 
 
 1.17 
 
 4.11 
 
 1.76 
 
 1.06 
 
 .707 
 
 .62 
 
 
 .86 
 
 1.19 
 
 4.41 
 
 1.91 
 
 1.05 
 
 .703 
 
 .62 
 
 
 .85 
 
 1.21 
 
 4.70 
 
 2.05 
 
 1.04 
 
 .698 
 
 .62 
 
 
 .85 
 
 1.23 
 
 4.98 
 
 2.20 
 
 1.04 
 
 .694 
 
 .62 
 
 
 .84 
 
 1,25 
 
 5.24 
 
 2.33 
 
 1.03 
 
 .689 
 
 .62 
 
 
 .89 
 
 1.26 
 
 3.38 
 
 1.23 
 
 1.27 
 
 .554 
 
 .65 
 
 A16 
 
 .88 
 
 1.28 
 
 3.96 
 
 1.46 
 
 1.26 
 
 .551 
 
 .64 
 
 
 .87 
 
 1.30 
 
 4.52 
 
 1.68 
 
 1.25 
 
 .547 
 
 .64 
 
 
 .86 
 
 1.33 
 
 5.05 
 
 1.89 
 
 1.25 
 
 .543 
 
 .64 
 
 
 .86 
 
 1.35 
 
 5.55 
 
 2.00 
 
 1.24 
 
 .538 
 
 .64 
 
 
 .85 
 
 1.37 
 
 6.03 
 
 2.30 
 
 1.23 
 
 .534 
 
 .64 
 
 
 .84 
 
 1.39 
 
 6.49 
 
 2.49 
 
 1.22 
 
 .529 
 
 .64 
 
 
 .84 
 
 1.42 
 
 6.93 
 
 2.68 
 
 1.22 
 
 .524 
 
 .64 
 
 
 .83 
 
 1.44 
 
 7,35 
 
 2.87 
 
 1.21 
 
 .518 
 
 .64 
 
 
 .83 
 
 1.46 
 
 7.75 
 
 3.05 
 
 1.20 
 
 .512 
 
 .64 
 
 
 
136 
 
 JONES & LAUGHLIN STEEL CO. 
 
 PROPERTIES OF STANDARD 
 Unequal Legs 
 
 ANGLES 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 ' 8 
 
 if 
 
 j| 
 
 Thickness 
 Inches 
 
 jj| 
 
 Area 
 of Section 
 Square 
 Inches 
 
 lip 
 
 * * 
 
 if- 
 
 113 
 
 
 " 
 
 
 
 
 Q O J 
 
 
 
 
 dxb 
 
 t 
 
 
 A 
 
 n 
 
 I 
 
 R 
 
 A 15 
 
 5X3 
 
 JL 
 
 8.2 
 
 2.41 
 
 .68 
 
 1.75 
 
 .75 
 
 
 
 JQ 
 
 9.8 
 
 2.86 
 
 .70 
 
 2.04 
 
 .89 
 
 
 
 JL 
 
 11.3 
 
 3.31 
 
 .73 
 
 2.32 
 
 .02 
 
 
 
 7& 
 
 12.8 
 
 3.75 
 
 .75 
 
 2.58 
 
 .15 
 
 
 
 JL 
 
 14.3 
 
 4.19 
 
 .77 
 
 2.83 
 
 .27 
 
 
 
 % 
 
 15.7 
 
 4.61 
 
 .80 
 
 3.06 
 
 .39 
 
 
 
 U 
 
 17.1 
 
 5.03 
 
 .82 
 
 3.29 
 
 .51 
 
 
 
 ?4 
 
 18.5 
 
 5.44 
 
 '.84 
 
 3.51 
 
 1.62 
 
 
 
 Q 
 
 19.9 
 
 5.84 
 
 .86 
 
 3.71 
 
 1.74 
 
 
 
 yt 
 
 21.2 
 
 6.24 
 
 .88 
 
 3.91 
 
 1.85 
 
 A 14 
 
 5X3H 
 
 JL 
 
 8.7 
 
 2.56 
 
 .84 
 
 2.72 
 
 1.02 
 
 
 
 H 
 
 10.4 
 
 3.05 
 
 .86 
 
 3.18 
 
 1.21 
 
 
 
 JL 
 
 12.0 
 
 3.53 
 
 .88 
 
 3.63 
 
 1.39 
 
 
 
 H 
 
 13.6 
 
 4.00 
 
 .91 
 
 4.05 
 
 1.56 
 
 
 
 JL 
 
 15.2 
 
 4.47 
 
 .93 
 
 4.45 
 
 1.73 
 
 
 
 79: 
 
 16.8 
 
 4.93 
 
 .95 
 
 4.83 
 
 1.90 
 
 
 
 ft 
 
 18.3 
 
 5.38 
 
 .97 
 
 5.20 
 
 2.06 
 
 
 
 % 
 
 19.8 
 
 5.82 
 
 1.00 
 
 5.55 
 
 2.22 
 
 
 
 n 
 
 21.3 
 
 6.25 
 
 1.02 
 
 5.89 
 
 2.37 
 
 
 , 
 
 A 
 
 22.7 
 
 6.68 
 
 1.04 
 
 6.21 
 
 2.52 
 
 
 
 n 
 
 24.2 
 
 7.09 
 
 1.06 
 
 6.52 
 
 2.67 
 
 A 13 
 
 6X3H 
 
 % 
 
 11.7 
 
 3.43 
 
 .79 
 
 3.34 
 
 1.23 
 
 
 
 JL 
 
 13.5 
 
 3.97 
 
 .81 
 
 3.81 
 
 1.41 
 
 
 
 H 
 
 15.3 
 
 4.50 
 
 .83 
 
 4.25 
 
 1.59 
 
 
 
 JL 
 
 17.1 
 
 5.03 
 
 .86 
 
 4.67 
 
 1.77 
 
 
 
 H 
 
 18.9 
 
 5.55 
 
 .88 
 
 5.08 
 
 1.94 
 
 
 
 ii 
 
 20.6 
 
 6.06 
 
 .90 
 
 5.47 
 
 2.11 
 
 
 
 M 
 
 22.4 
 
 6.57 
 
 93 
 
 5.84 
 
 2.27 
 
 
 
 ii 
 
 24.0 
 
 7.06 
 
 .95 
 
 G.20 
 
 2.43 
 
 
 
 >1 
 
 25.7 
 
 7.55 
 
 .97 
 
 6.55 
 
 2.59 
 
 
 
 ii 
 
 27.3 
 
 S.03 
 
 .99 
 
 6.88 
 
 2.74 
 
 
 
 1 
 
 28.9 
 
 8.50 
 
 1.01 
 
 7.21 
 
 2.90 
 
 A 12 
 
 6X4 
 
 H 
 
 12.3 
 
 3.61 
 
 .94 
 
 4.90 
 
 *1.60 
 
 
 
 JL 
 
 14.3 
 
 4.19 
 
 .96 
 
 5.60 
 
 1.85 
 
 
 
 H 
 
 16.2 
 
 4.75 
 
 .99 
 
 6.27 
 
 2.08 
 
 
 
 JL 
 
 18.1 
 
 5.31 
 
 .01 
 
 6.91 
 
 2.31 
 
 
 
 INi 
 
 20.0 
 
 5.86 
 
 .03 
 
 7.52 
 
 2.54 
 
 
 
 Ii 
 
 21.8 
 
 6.41 
 
 .06 
 
 8.11 
 
 2.76 
 
 
 
 % 
 
 23.6 
 
 6.94 
 
 .08 
 
 8.68 
 
 2.97 
 
 
 
 13 
 
 25.4 
 
 7.47 
 
 .10 
 
 9.23 
 
 3.18 
 
 
 
 ys 
 
 27.2 
 
 7.99 
 
 .12 
 
 9.75 
 
 3.39 
 
 
 
 18 
 
 28.9 
 
 8.50 
 
 .14 
 
 10.26 
 
 3.59 
 
 
 
 1 
 
 30.6 
 
 9.00 
 
 1.17 
 
 10.75 
 
 3.79 
 
 
 
 
 
 
 
 
 
JONES & LAUGHLIN STEEL CO. 137 
 
 *i 
 
 Jw 
 
 t 
 
 * l z 
 
 9 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 
 
 15 
 
 1 
 
 ||*l 
 
 Distance of 
 Center of 
 Gravity from 
 Back of 
 Shorter Leg 
 Inches 
 
 Moment of 
 I nertia 
 Axis Z-Z 
 
 Section 
 Factor 
 Axis Z-Z 
 
 Radius of 
 Gyration 
 Axis Z-Z 
 
 Tangent 
 of Angle 
 
 Least 
 Radius of 
 Gyration 
 Axis X-X 
 
 I 6 
 
 r 
 
 n' 
 
 I' 
 
 R' 
 
 r' 
 
 a 
 
 r" 
 
 
 .85 
 
 1.68 
 
 6.26 
 
 1.89 
 
 1.61 
 
 .368 
 
 .66 
 
 A15 
 
 .84 
 
 1.70 
 
 7.37 
 
 2.24 
 
 1.61 
 
 .364 
 
 .65 
 
 
 .84 
 
 1.73 
 
 8.43 
 
 2.58 
 
 1.60- 
 
 .361 
 
 .65 
 
 
 .83 
 
 1.75 
 
 9.45 
 
 2.91 
 
 1.59 
 
 .357 
 
 .65 
 
 
 .82 
 
 1.77 
 
 10.43 
 
 3.23 
 
 1.58 
 
 .353 
 
 .65 
 
 
 .82 
 
 1.80 
 
 11.37 
 
 3.55 
 
 1.57 
 
 .349 
 
 .64 
 
 
 .81 
 
 1.82 
 
 12.28 
 
 3.86 
 
 1.56 
 
 .345 
 
 .64 
 
 
 .80 
 
 1.84 
 
 13.15 
 
 4.16 
 
 1.55 
 
 .340 
 
 .64 
 
 
 .80 
 
 1.86 
 
 13.98 
 
 4.46 
 
 1.55 
 
 .336 
 
 .64 
 
 
 .79 
 
 1.88 
 
 14.78 
 
 4.75 
 
 1.54 
 
 .331 
 
 .64 
 
 
 1.03 
 
 1.59 
 
 6.60 
 
 1.94 
 
 1.61 
 
 .489 
 
 .77 
 
 A14 
 
 1.02 
 
 1.61 
 
 7.78 
 
 2.29 
 
 1.60 
 
 .485 
 
 .76 
 
 
 1.01 
 
 1.63 
 
 8.90 
 
 2.64 
 
 1.59 
 
 .482 
 
 .76 
 
 
 1.01 
 
 1.66 
 
 9.99 
 
 2.99 
 
 1.58 
 
 .479 
 
 .75 
 
 
 1.00 
 
 1.68 
 
 11.03 
 
 3.32 
 
 1.57 
 
 .478 
 
 .75 
 
 
 .99 
 
 1.70 
 
 12.03 
 
 3.65 
 
 1.56 
 
 .472 
 
 .75 
 
 
 .98 
 
 1.72 
 
 12.99 
 
 3.97 
 
 1.56 
 
 .468 
 
 .75 
 
 
 .98 
 
 1.75 
 
 13.92 
 
 4.28 
 
 1.55 
 
 .464 
 
 .75 
 
 
 .97 
 
 1.77 
 
 14.81 
 
 4.58 
 
 1.54 
 
 .460 
 
 .75 
 
 
 .96 
 
 1.79 
 
 15.67 
 
 4.88 
 
 1.53 
 
 .455 
 
 .75 
 
 
 .96 
 
 1.81 
 
 16.49 
 
 5.17 
 
 1.53 
 
 .451 
 
 .75 
 
 
 .99 
 
 2.04 
 
 12.86 
 
 3.24 
 
 1.94 
 
 .350 
 
 .77 
 
 A13 
 
 .98 
 
 2.06 
 
 14.76 
 
 3.75 
 
 1.93 
 
 .347 
 
 .76 
 
 
 .97 
 
 2.08 
 
 16.59 
 
 4.24 
 
 1.92 
 
 .344 
 
 .76 
 
 
 .96 
 
 2.11 
 
 18.37 
 
 4.72 
 
 1.91 
 
 .341 
 
 .75 
 
 
 .96 
 
 2.13 
 
 20.08 
 
 5.19 
 
 1.90 
 
 .338 
 
 .75 
 
 
 .95 
 
 2.15 
 
 21.74 
 
 5.65 
 
 1.89 
 
 .334 
 
 .75 
 
 
 .94 
 
 2.18 
 
 23.34 
 
 6.10 
 
 1.89 
 
 .331 
 
 .75 
 
 
 .94 
 
 2.20 
 
 24.89 
 
 6.55 
 
 1.88 
 
 .327 
 
 .75 
 
 
 .93 
 
 /2.22 
 
 26.39 
 
 6.98 
 
 1.87 
 
 .323 
 
 .75 
 
 
 .93 
 
 2.24 
 
 27.84 
 
 7.41 
 
 1.86 
 
 .320 
 
 .75 
 
 
 .92 
 
 2.26 
 
 29.15 
 
 7.80 
 
 1.85 
 
 .317 
 
 .75 
 
 
 1.17 
 
 1.94 
 
 13.47 
 
 3.32 
 
 1.93 
 
 .446 
 
 .88 
 
 A12 
 
 1.16 
 
 1.96 
 
 15.46 
 
 3.83 
 
 1.92 
 
 .443 
 
 .87 
 
 
 1.15 
 
 1.99 
 
 17.40 
 
 4.33 
 
 1.91 
 
 .440 
 
 .87 
 
 
 1.14 
 
 2.01 
 
 19.26 
 
 4.83 
 
 1.90 
 
 .438 
 
 .87 
 
 
 1.13 
 
 2.03 
 
 21.07 
 
 5.31 
 
 1.90 
 
 .434 
 
 .86 
 
 
 1.13 
 
 2.06 
 
 22.82 
 
 5.78 
 
 1.89 
 
 .431 
 
 .86 
 
 
 1.12 
 
 2.08 
 
 24.51 
 
 6.25 
 
 1.88 
 
 .428 
 
 .86 
 
 
 1.11 
 
 2.10 
 
 26. 15 
 
 6.70 
 
 1.87 
 
 .425 
 
 .86 
 
 
 1.11 
 
 2.12 
 
 27.73 
 
 7.15 
 
 1.86 
 
 .421 
 
 .86 
 
 
 1.10 
 
 2.14 
 
 29.26 
 
 7.59 
 
 1.86 
 
 .418 
 
 .86 
 
 
 1.09 
 
 2.17 
 
 30.75 
 
 8.02 
 
 1.85 
 
 .414 
 
 .86 
 
 
 ' 
 
138 
 
 JONES & LAUGHLIN STEEL CO. 
 
 PROPERTIES OF SPECIAL ANGLES 
 Unequal Legs 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 
 
 Dimensions 
 Inches 
 
 Thickness 
 Inches 
 
 i 
 
 Area 
 of Section 
 
 Square 
 Inches 
 
 111 
 
 Moment of 
 Inertia 
 Axis Y-Y 
 
 
 
 dxb 
 
 t 
 
 
 A 
 
 n 
 
 I 
 
 R 
 
 A 31 
 
 2*AX\ 1 A 
 
 JL 
 
 2.5 
 
 .72 
 
 .35 
 
 .13 
 
 .11 
 
 
 ** 
 
 \i 
 
 3.2 
 
 ' .94 
 
 .38 
 
 .16 
 
 .14 
 
 
 
 JL 
 
 4.0 
 
 1.16 
 
 .40 
 
 .19 
 
 .17 
 
 
 
 y* 
 
 4.7 
 
 1.36 
 
 .42 
 
 .22 
 
 .20 
 
 
 
 A 
 
 5.3 
 
 1.56 
 
 .44 
 
 .24 
 
 .23 
 
 A29 
 
 3 X2 
 
 ft 
 
 3.1 
 4.1 
 
 .91 
 1.19 
 
 .47 
 .49 
 
 .31 
 .39 
 
 .20 
 .26 
 
 
 
 JL 
 
 5.0 
 
 1.47 
 
 .51 
 
 .47 
 
 .32 
 
 
 
 % 
 
 5.9 
 
 1.74 
 
 .54 
 
 54 
 
 .37 
 
 
 
 JL 
 
 6.8 
 
 2.00 
 
 .56 
 
 .61 
 
 .42 
 
 
 
 H 
 
 7.7 
 
 2.25 
 
 .58 
 
 .67 
 
 .47 
 
 A 28 
 
 3HX2 
 
 A 
 
 4.3 
 5.3 
 
 1.25 
 1.54 
 
 .48 
 .50 
 
 .40 
 .48 
 
 .26 
 .32 
 
 
 
 y* 
 
 6.3 
 
 1.83 
 
 .52 
 
 .55 
 
 .37 
 
 
 
 JL 
 
 7.2 
 
 2.11 
 
 .54 
 
 .62 
 
 .43 
 
 
 
 1^ 
 
 8.1 
 
 2.38 
 
 .57 
 
 .69 
 
 .48 
 
 
 
 A 
 
 9.0 
 
 2.64 
 
 .59 
 
 .75 
 
 .53 
 
 A 26 
 
 4 X3H 
 
 A 
 
 7.7 
 
 2.25 
 
 .93 
 
 2.59 
 
 1.01 
 
 
 
 % 
 
 9.1 
 
 2.67 
 
 .96 
 
 2.99 
 
 1.18 
 
 
 
 JL 
 
 10.6 
 
 3.09 
 
 .98 
 
 3.40 
 
 1.35 
 
 
 
 L 
 
 11.9 
 
 3. .50 
 
 1.00 
 
 3.79 
 
 1.52 
 
 
 
 A 
 
 13.3 
 
 3.90 
 
 1.02 
 
 4.17 
 
 1.68 
 
 
 
 % 
 
 14.7 
 
 4.30 
 
 1.04 
 
 4.52 
 
 1.84 
 
 
 
 11 
 
 16.0 
 
 4.68 
 
 1.07 
 
 4.86 
 
 2.00 
 
 
 
 8^ 
 
 17.3 
 
 5.06 
 
 1.09 
 
 5.18 
 
 2.15 
 
 
 
 H 
 
 18.5 
 
 5.43 
 
 1.11 
 
 5.49 
 
 2.30 
 
 A 62 
 
 4^X3 
 
 ft 
 
 7.7 
 9.1 
 
 2.25 
 
 2.67 
 
 .72 
 .74 
 
 1.73 
 
 1.98 
 
 .76 
 .88 
 
 
 
 JL 
 
 10.6 
 
 3.09 
 
 .76 ' 
 
 2.25 
 
 .01 
 
 
 
 LjJ 
 
 11.9 
 
 3.50 
 
 .79 
 
 2.51 
 
 .13 
 
 
 
 A 
 
 13.3 
 
 3.90 
 
 .81 
 
 2.75 
 
 .25 
 
 
 
 5^ 
 
 14.7 
 
 4.30 
 
 .83 
 
 2.98 
 
 .37 
 
 
 
 11 
 
 16.0 
 
 4.68 
 
 .85 
 
 3.19 
 
 .49 
 
 
 
 % 
 
 17.3 
 
 5.06 
 
 .88 
 
 3.40 
 
 .60 
 
 
 
 8 
 
 18.5 
 
 5.43 
 
 .90 
 
 3.60 
 
 1.71 
 
 A 25 
 
 5 X4 
 
 S 
 
 11.0 
 
 12.8 
 
 3.24 
 3.74 
 
 1.03 
 1.05 
 
 4.66 
 5.32 
 
 1.57 
 1.81 
 
 
 * 
 
 i^ 
 
 14.5 
 
 4.2.5 
 
 1.07 
 
 5.96 
 
 2.04 
 
 
 
 A 
 
 16.2 
 
 4.75 
 
 1.10 
 
 6.56 
 
 2.26 
 
 
 
 % 
 
 17.8 
 
 5.24 
 
 1.12 
 
 7.14 
 
 2.48 
 
 
 
 it 
 
 19.5 
 
 5.72 
 
 1.14 
 
 7.70 
 
 2.69 
 
 
 
 % 
 
 21.1 
 
 6.19 
 
 1.16 
 
 8.23 
 
 2.90 
 
 
 
 13 
 
 22.7 
 
 6.65 
 
 1.18 
 
 8.74 
 
 3.11 
 
 
 
 ii 
 
 24.2 
 
 7.11 
 
 1.21 
 
 9.23 
 
 3.31 
 
 
 
 
 
 
 
 
 

 JONES 
 
 5 & L 
 
 A.UGH 
 
 LI N 
 
 STEE 
 
 L CC 
 
 ). 139 
 
 
 
 Y 
 
 ^ 
 
 
 
 -Y 
 
 
 
 
 
 
 k -1 
 
 U-))<-> 
 
 " dr *t~ 
 
 "^f 
 
 
 
 
 
 
 I 
 
 > 
 
 
 
 
 9 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 
 
 15 
 
 1 
 
 Hi 
 
 IP 
 
 ill 
 
 Moment of 
 Inertia 
 Axis Z-Z 
 
 Section 
 Factor 
 
 Axis /-Z 
 
 Radius of 
 
 ( '.\ ration 
 Axis Z-Z 
 
 Tangent 
 of Angle 
 
 Least Radius 
 of Gyration 
 Axis X-X 
 Inches 
 
 j| 
 
 r 
 
 n' 
 
 I' 
 
 R' 
 
 r' 
 
 a 
 
 r" 
 
 
 .42 
 
 .85 
 
 .46 
 
 .28 
 
 .80 
 
 .364 
 
 .33 
 
 A31 
 
 .41 
 
 .88 
 
 .55 
 
 .36 
 
 .79 
 
 .357 
 
 .32 
 
 
 .41 
 
 .90 
 
 .71 
 
 .44 
 
 .79 
 
 .349 
 
 .32 
 
 
 .40 
 
 .92 
 
 .82 
 
 .52 
 
 .79 
 
 .340 
 
 .32 
 
 
 .40 
 
 .94 
 
 .92 
 
 .59 
 
 .77 
 
 .331 
 
 .32 
 
 
 .58 
 
 .97 
 
 .84 
 
 .41 
 
 .97 
 
 .446 
 
 .44 
 
 A29 
 
 .57 
 
 .99 
 
 1.09 
 
 .54 
 
 .96 
 
 .440 
 
 .43 
 
 
 .56 
 
 .02 
 
 1.32 
 
 .66 
 
 .95 
 
 .434 
 
 .43 
 
 
 .55 
 
 .04 
 
 1.53 
 
 .78 
 
 .94 
 
 .428 
 
 .43 
 
 
 .55 
 
 .06 
 
 1.73 
 
 .89 
 
 .93 
 
 .421 
 
 .43 
 
 
 .55 
 
 .08 
 
 1.92 
 
 1.00 
 
 .92 
 
 .414 
 
 .43 
 
 
 .57 
 
 .09 
 
 1.36 
 
 .63 
 
 .04 
 
 .380 
 
 .45 
 
 A28 
 
 .56 
 
 .12 
 
 1.65 
 
 .77 
 
 .03 
 
 .375 
 
 .45 
 
 
 .55 
 
 .15 
 
 1.92 
 
 .91 
 
 .02 
 
 .369 
 
 .44 
 
 
 .54 
 
 .17 
 
 2.18 
 
 .05 
 
 .02 
 
 .363 
 
 .44 
 
 
 .54 
 
 .19 
 
 2.42 
 
 .17 
 
 .01 
 
 .357 
 
 .44 
 
 
 .53 
 
 .21 
 
 2.64 
 
 .30 
 
 .00 
 
 .351 
 
 .44 
 
 
 1.07 
 
 .18 
 
 3.56 
 
 .26 
 
 .26 
 
 .757 
 
 .73 
 
 A26 
 
 .06 
 
 .21 
 
 4.18 
 
 .50 
 
 .25 
 
 .755 
 
 .73 
 
 
 .05 
 
 .23 
 
 4.76 
 
 .72 
 
 1.24 
 
 .753 
 
 .72 
 
 
 .04 
 
 .25 
 
 5.32 
 
 .93 
 
 1.23 
 
 .750 
 
 .72 
 
 
 .03 
 
 .27 
 
 5.86 
 
 2.15 
 
 1.23 
 
 .747 
 
 .72 
 
 
 .03 
 
 .29 
 
 6.37 
 
 2.35 
 
 1.22 
 
 .742 
 
 .72 
 
 
 .02 
 
 .32 
 
 6.86 
 
 2.56 
 
 1.21 
 
 .738 
 
 .72 
 
 
 .01 
 
 .34 
 
 7.32 
 
 2.75 
 
 .20 
 
 .734 
 
 .72 
 
 
 .01 
 
 .36 
 
 7.77 
 
 2.92 
 
 .19 
 
 .730 
 
 .72 
 
 
 .88 
 
 .47 
 
 4.69 
 
 1.54 
 
 .44 
 
 .444 
 
 .66 
 
 A62 
 
 .86 
 
 .49 
 
 5.50 
 
 1.83 
 
 .44 
 
 .440 
 
 .66 
 
 
 .85 
 
 .51 
 
 6.29 
 
 2.10 
 
 .43 
 
 .437 
 
 .65 
 
 
 .85 
 
 .54 
 
 7.04 
 
 2.37 
 
 .42 
 
 .431 
 
 .65 
 
 
 .85 
 
 .56 
 
 7.75 
 
 2.64 
 
 1.41 
 
 .428 
 
 .64 
 
 
 .83 
 
 .58 
 
 8.44 
 
 2.89 
 
 1.40 
 
 .424 
 
 .64 
 
 
 .83 
 
 .60 
 
 9.10 
 
 3.14 
 
 1.39 
 
 .419 
 
 .64 
 
 
 .82 
 
 .63 
 
 9.73 
 
 3.38 
 
 1.39 
 
 .414 
 
 .64 
 
 
 .81 
 
 .65 
 
 10.33 
 
 3.62 
 
 L38 
 
 .410 
 
 .64 
 
 
 1.20 
 
 .53 
 
 8.14 
 
 2.34 
 
 1.59 
 
 .631 
 
 .85 
 
 A25 
 
 1.19 
 
 .55 
 
 9.32 
 
 2.70 
 
 1.58 
 
 .629 
 
 .85 
 
 
 1.18 
 
 .57 
 
 10.46 
 
 3.05 
 
 1.57 
 
 .626 
 
 .85 
 
 
 1.18 
 
 .60 
 
 11.55 
 
 3.39 
 
 1.56 
 
 .623 
 
 .85 
 
 
 1.17 
 
 .62 
 
 12.61 
 
 3.73 
 
 1.55 
 
 .620 
 
 .84 
 
 
 1.16 
 
 .64 
 
 13.62 
 
 4.05 
 
 1.54 
 
 .617 
 
 .84 
 
 
 1.15 
 
 .66 
 
 14.60 
 
 4.37 
 
 1.54 
 
 .614 
 
 .84 
 
 
 1.15 
 
 .68 
 
 15.54 
 
 4.69 
 
 1.53 
 
 .611 
 
 .84 
 
 
 1.14 
 
 .71 
 
 16.42 
 
 4.99 
 
 1.52 
 
 .608 
 
 .84 
 
 
 
 
 
 
 
 
 
 
140 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Box Girders Composed of 
 
 Two 10" Beams and Two 12" x y 2 " Plates 
 
 iter to Center of 
 gs, Feet 
 
 2-10" Beams 2-12" x %" 
 25 Pounds per Foot Steel Plates 
 
 BJ 
 
 s 
 
 "So 
 
 1 
 
 MJ 
 
 2|j 
 
 g 
 
 s-og'S 
 
 !f|a 
 
 pq 
 
 Si 
 
 il 
 
 
 
 HHi 
 
 |^| 
 
 P 
 
 ill 1 
 
 41 
 
 I*? 
 
 N* 
 
 > V &> (U 
 
 o^M 
 *oO 5 
 
 ^ => o 
 
 
 2 
 
 K 
 
 < 8 
 
 <J2.S 
 
 < (2 
 
 <3 8 c 
 
 12 
 
 40.0 
 
 1114 
 
 1.92 
 
 2.89 
 
 120 
 
 61 
 
 13 
 
 36.9 
 
 1206 
 
 1.77 
 
 2.67 
 
 130 
 
 66 
 
 14 
 
 34.3 
 
 1299 
 
 1.64 
 
 2.48 
 
 140 
 
 71 
 
 15 
 
 32.0 
 
 1392 
 
 1.54 
 
 .31 
 
 150 
 
 77 
 
 16 
 
 30.0 
 
 1485 
 
 1.44 
 
 .16 
 
 160 
 
 82 
 
 17 
 
 28.2 
 
 1578 
 
 1.35 
 
 .04 
 
 170 
 
 87 
 
 18 
 
 26.7 
 
 1670 
 
 1.28 
 
 .93 
 
 180 
 
 92 
 
 19 
 
 25.3 
 
 1763 
 
 1.20 
 
 .82 
 
 190 
 
 97 
 
 20 
 
 24.0 
 
 1856 
 
 1.14 
 
 .73 
 
 200 
 
 102 
 
 21 
 
 22.8 
 
 1949 
 
 1.09 
 
 .64 
 
 210 
 
 107 
 
 22 
 
 21.7 
 
 2042 
 
 1.04 
 
 .57 
 
 220 
 
 112 
 
 23 
 
 20.9 
 
 2134 
 
 1.00 
 
 .51 
 
 230 
 
 117 
 
 24 
 
 20.0 
 
 2227 
 
 0.96 
 
 .44 
 
 240 
 
 122 
 
 25 
 
 19.2 
 
 2320 
 
 0.92 
 
 1.39 
 
 250 
 
 128 
 
 26 
 
 18.5 
 
 2413 
 
 0.89 
 
 1.33 
 
 260 
 
 133 
 
 27 
 
 17.8 
 
 2506 
 
 0.84 
 
 1.28 
 
 270 
 
 138 
 
 28 
 
 17.1 
 
 2598 
 
 0.82 
 
 1.24 
 
 280 | 143 
 
 29 
 
 16.5 
 
 2691 
 
 0.79 
 
 1.19 
 
 290 148 
 
 30 
 
 16.0 
 
 2784 
 
 0.76 
 
 1.16 
 
 300 ! 153 
 
 31 
 
 15.5 
 
 2877 
 
 0.74 
 
 1.12 
 
 310 ! 158 
 
 32 
 
 15.0 
 
 2970 
 
 0.71 
 
 1.08 
 
 320 
 
 163 
 
 33 
 
 14.5 
 
 3062 
 
 0.70 
 
 1.04 
 
 330 
 
 168 
 
 34 
 
 14.1 
 
 3155 
 
 0.68 
 
 1.02 
 
 340 173 
 
 35 
 
 13.7 
 
 3248 
 
 0.65 
 
 1.00 
 
 350 ! 179 
 
 36 
 
 13.3 
 
 3341 
 
 0.64 
 
 0.96 
 
 360 i 184 
 
 37 
 
 13.0 
 
 3434 
 
 0.62 
 
 0.93 
 
 370 189 
 
 38 
 
 12.6 
 
 3526 
 
 0.60 
 
 0.86 
 
 380 194 
 
 Above values are based on maximum fiber strain of 16,000 pounds per 
 
 square inch, }|-inch rivet holes deducted. Weights correspond to lengths, 
 
 center to center of bearings. 
 
JONES & LAUGHLIN STEEL CO. 141 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Box Girders Composed of Two 
 
 12" Steel Beams and Two 14" x y z " Steel Plates 
 
 :er to Center of I 
 js, Feet 
 
 ^o 'K- -6*i 
 
 *3<qrii*-u 
 
 t/j - |JS - rt 
 
 it TT & 
 
 |1JJ> 
 
 SIP 
 
 <u 
 
 Girder for &" In- 
 >s of Flange Plates 
 
 5| | 
 
 1 
 
 J*i 
 
 1 
 
 ' 1 
 
 Pi 
 
 o c 
 
 yg 
 
 i^ 
 
 Ijil 
 
 O 3 
 w 
 
 Hil'Sii 
 
 *| 
 
 sl^l 
 & O.SM 
 
 8 
 
 H 
 
 5 
 
 i 
 
 1 
 
 Iff 
 
 1 
 
 T 
 
 l:f 
 
 
 
 If 
 
 12 
 
 58.7 
 
 1351 
 
 1.82 
 
 65.2 
 
 1555 
 
 2.62 
 
 4.47 
 
 71 
 
 13 
 
 54.2 
 
 1464 
 
 1.68 
 
 60.2 
 
 1685 
 
 2.42 
 
 4.12 
 
 77 
 
 14 
 
 50.3 
 
 1576 
 
 1.57 
 
 55.9 
 
 1814 
 
 2.24 
 
 3.83 
 
 83 
 
 15 
 
 46.9 
 
 1689 
 
 1.46 
 
 52.1 
 
 1944 
 
 2.08 
 
 3.57 
 
 89 
 
 16 
 
 44.0 
 
 1802 
 
 1.38 
 
 48.9 
 
 2074 
 
 .96 
 
 3.35 
 
 95 
 
 17 
 
 41.4 
 
 1914 
 
 1.30 
 
 46.0 
 
 2203 
 
 .86 
 
 3.15 
 
 101 
 
 18 
 
 39.1 
 
 2027 
 
 1.22 
 
 43.5 
 
 2333 
 
 .74 
 
 2.98 
 
 107 
 
 19 
 
 37.1 
 
 2139 
 
 1.14 ; 
 
 41.2 
 
 2462 
 
 .66 
 
 2.82 
 
 113 
 
 20 
 
 35.2 
 
 2252 
 
 1.10 
 
 39.1 
 
 2592 
 
 .58 
 
 2.68 
 
 119 
 
 21 
 
 33.5 
 
 2365 
 
 1.04 I 
 
 37.2 
 
 2722 
 
 .50 
 
 2. 6 
 
 125 
 
 22 
 
 32.0 
 
 2477 
 
 1.00 
 
 35.5 
 
 2851 
 
 .42 
 
 2.44 
 
 131 
 
 23 
 
 30.6 
 
 2590 
 
 0.96 
 
 34.0 
 
 2981 
 
 .38 
 
 2.33 
 
 137 
 
 24 
 
 29.3 
 
 2702 
 
 0.92 
 
 32.6 
 
 3110 
 
 .30 
 
 2.24 
 
 143 
 
 25 
 
 28.2 
 
 2815 
 
 0.87 
 
 31.3 
 
 3240 
 
 1.26 
 
 2.15 
 
 149 
 
 26 
 
 27.1 
 
 2928 
 
 0.82 i 30.1 
 
 3370 
 
 1.22 
 
 2.06 
 
 155 
 
 27 
 
 26.1 
 
 3040 
 
 0.78 i 
 
 29.0 
 
 3499 
 
 1.16 
 
 1.98 
 
 161 
 
 28 
 
 25.1 
 
 3153 
 
 0.76 
 
 27.9 
 
 3629 
 
 1.12 
 
 1.91 
 
 167 
 
 29 
 
 24.3 
 
 3265 
 
 0.74 
 
 27.0 
 
 3758 
 
 1.08 
 
 1.84 
 
 173 
 
 30 
 
 23.5 
 
 3378 
 
 0.72 
 
 26.1 
 
 3888 
 
 1.02 
 
 1.78 
 
 179 
 
 31 
 
 22.7 
 
 3491 
 
 0.70 
 
 25.2 
 
 4018 
 
 1.00 
 
 1.73 
 
 184 
 
 32 
 
 22.0 
 
 3603 
 
 0.68 
 
 24.4 
 
 4147 
 
 0.98 
 
 1.68 
 
 190 
 
 33 
 
 21.3 
 
 3716 
 
 0.66 
 
 23.7 
 
 4277 
 
 0.96 
 
 1.63 
 
 196 
 
 34 
 
 20.7 
 
 3828 
 
 0.64 
 
 23.0 
 
 4406 
 
 0.92 
 
 1.58 
 
 202 
 
 35 
 
 20.1 
 
 3941 
 
 0.62 
 
 22.3 
 
 4536 
 
 0.90 
 
 1.53 
 
 208 
 
 36 
 
 19.5 
 
 4054 
 
 0.60 
 
 21.7 
 
 4666 
 
 0.88 
 
 1.49 
 
 214 
 
 37 
 
 19.0 
 
 4166 
 
 0.58 
 
 21.1 
 
 4795 
 
 0.86 
 
 1.45 
 
 220 
 
 38 
 
 18.5 
 
 4279 
 
 0.57 
 
 20.6 
 
 4925 
 
 0.84 
 
 1.41 
 
 226 
 
 Above values are based on maximum fiber strain of 16,000 pounds per 
 
 square inch, Ji-inch rivet holes deducted. Weights correspond to length, 
 
 . center to center of bearings. 
 
142 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Box Girders Composed of Two 
 
 15" Steel Beams and Two 14" x ft" Steel Plates 
 
 
 | *"'-*i 
 
 1 U-c*'^ % 
 
 C l> 
 
 "8 
 
 if TT y 
 
 liTT N I* 
 
 % 
 
 $ - 
 
 ^^ I . ^,15 
 
 5-1 11 
 
 5.J 
 
 2J 
 
 B 
 
 ^ ^tL-L 
 
 -5 2 *V " 
 
 c- 1 ^ "w 
 
 l^k^. 
 
 oo 
 
 *2^ 
 
 it 
 
 Jk 
 
 C 
 
 |3| 
 
 ja 
 
 5 
 
 ^ 0) 1* 
 
 1 
 
 li| 
 
 1 
 
 il 
 
 ffoS 
 
 |M. 
 
 ^-o 
 
 2"^ i 
 
 
 s. 
 
 ^Ofj E 
 
 
 X 
 
 ! 
 
 
 l 
 
 J5 o c 
 
 i-3 ^t g 
 
 "0 3 
 
 * 3 
 
 C/2 c 
 
 ^ 
 
 q 
 
 ifs* 
 
 
 |-|* 
 
 "o 
 
 IT 
 
 w O.55Q 
 
 2^^ 
 
 | 
 
 Q "** 
 
 il 
 
 
 i 
 
 
 
 < % 
 
 ^c 
 
 ^ 
 
 < J b 
 
 "^ 
 
 
 12~ 
 
 94.3 
 
 1746 
 
 0.60 
 
 111.0 
 
 2178 
 
 3.03 
 
 5.17 
 
 72 
 
 13 
 
 87.1 
 
 1891 
 
 0.55 
 
 102.4 
 
 2359 
 
 2.80 
 
 4.77 
 
 78 
 
 14 
 
 80.8 
 
 2037 
 
 0.51 
 
 95.1 
 
 2541 
 
 2.60 
 
 4.43 
 
 84 
 
 15 
 
 75.5 
 
 2182 
 
 0.48 
 
 88.8 
 
 2722 
 
 2.43 
 
 4.13 
 
 90 
 
 16 
 
 70.7 
 
 2328 
 
 0.45 
 
 83.2 
 
 2904 
 
 2.27 
 
 3.87 
 
 96 
 
 17 
 
 66.6 
 
 2473 
 
 0.42 
 
 78.3 
 
 3085 
 
 2.14 
 
 3.65 
 
 102 
 
 18 
 
 62.9 
 
 2619 
 
 0.40 
 
 74.0 
 
 3267 
 
 2.02 
 
 3.44 
 
 108 
 
 19 
 
 59.6 
 
 2764 
 
 0.38 
 
 70.1 
 
 3448 
 
 .91 
 
 3.26 
 
 114 
 
 20 
 
 56.6 
 
 2910 
 
 0.36 
 
 66.6 
 
 3630 
 
 .82 
 
 3.10 
 
 120 
 
 21 
 
 53.9 
 
 3055 
 
 0.34 
 
 63.4 
 
 3811 
 
 .73 
 
 2.95 
 
 126 
 
 22 
 
 51.4 
 
 3201 
 
 0.33 
 
 60.5 
 
 3993 
 
 .65 
 
 2.82 
 
 132 
 
 23 
 
 49.2 
 
 3346 
 
 0.31 
 
 57.9 
 
 4174 
 
 .58 
 
 2.70 
 
 138 
 
 24 
 
 47.1 
 
 3492 
 
 0.30 
 
 55.5 
 
 4356 
 
 .51 
 
 2.58 
 
 144 
 
 25 
 
 45.3 
 
 3637 
 
 0.29 
 
 52.2 
 
 4537 
 
 .45 
 
 2.48 
 
 150 
 
 26 
 
 43.5 
 
 3783 
 
 0.28 
 
 51.2 
 
 4719 
 
 .40 2.38 
 
 156 
 
 27 
 
 41.9 
 
 3928 
 
 0.27 
 
 49.3 4900 
 
 .35 2.29 
 
 162 
 
 28 
 
 40.4 
 
 4074 
 
 0.26 
 
 47.5 
 
 5082 
 
 .30 2.21 
 
 168 
 
 29 
 
 39.0 
 
 4219 
 
 0.25 
 
 46.1 
 
 5263 
 
 .25 ! 2.14 
 
 174 
 
 30 
 
 37.7 
 
 4365 
 
 0.24 
 
 44.4 
 
 5445 
 
 .21 2.07 
 
 180 
 
 31 
 
 36.5 
 
 4510 
 
 0.23 
 
 42.9 5626 
 
 .17 
 
 2.00 
 
 186 
 
 32 
 
 35.4 
 
 4656 
 
 0.22 
 
 41.6 5808 
 
 .13 
 
 1.94 
 
 192 
 
 33 
 
 34.3 
 
 4801 
 
 0.22 
 
 40.3 5989 
 
 .10 
 
 1.88 
 
 198 
 
 34 
 
 33.3 
 
 4947 
 
 0.21 
 
 39.1 
 
 6171 
 
 .07 
 
 1.82 
 
 204 
 
 35 
 
 32.3 
 
 5092 
 
 0.20 
 
 38.0 
 
 6352 
 
 .04 
 
 1.77 
 
 210 
 
 36 
 
 31.4 
 
 5238 
 
 0.20 
 
 37.0 6534 
 
 .01 
 
 1.72 
 
 216 
 
 37 
 
 30.6 
 
 5383 
 
 0.19 
 
 36.0 6715 
 
 0.98 
 
 1.67 
 
 222 
 
 38 
 
 29.8 
 
 5529 
 
 0.19 
 
 35.0 6897 
 
 0.95 
 
 1.63 
 
 228 
 
 Above values are based on maximum fiber strain of 16,000 pounds per 
 
 square inch, ^g-inth rivet holes deducted. Weights correspond to lengths, 
 center to center of bearings. 
 
' JONES & LAUGHLIN STEEL CO. 143 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Box Girders Composed of Two 
 
 18" Steel Beams and Two 16" x %" Steel Plates 
 
 ter to Center of 
 gs, Feet 
 
 !< -&&*.$ 
 1? ^z 
 II ll 
 
 C^lfL, ^SjLfcaJLi 
 
 g ^^ B ^^T" 
 
 1* Sr i ^s 
 
 g g. ^JS 
 
 J x^ 
 
 l! li 
 
 ^ PH ^vL l/-^ ^ C/5 
 
 g -^^^t^^^ 
 
 | 
 || 
 
 i* 
 
 13 % 
 
 c 
 
 *l 
 
 II 
 
 II 
 
 | 
 
 1 
 
 1h 
 
 M C 
 
 -of. 
 
 b 
 
 1 
 
 !|.| 
 
 re <u 
 O C 
 
 S 
 
 . 
 
 a 
 
 , g 
 
 5-3 
 
 S^is 
 
 o^-g , 
 
 -i 
 
 
 
 s.S 
 
 5 
 
 Q 
 
 JJlT 
 
 "o 
 
 f 
 
 I-! 1 
 
 ip 1 
 
 i 2 
 
 lyi 
 
 o.S 
 | 
 
 T3 w 
 
 
 
 
 
 
 <J,2'~ 
 
 j 
 
 *z 
 
 ^^ ^ 
 
 "5 
 
 *^ 
 
 12 
 
 162.6 
 
 2712 
 
 6.68 
 
 151.3 
 
 2352 
 
 3.92 
 
 6.68 
 
 82 
 
 13 
 
 150.1 
 
 2938 
 
 6.17 
 
 139.7 
 
 2548 
 
 3.62 
 
 6.17 
 
 88 
 
 14 
 
 139.4 
 
 3164 
 
 5.73 
 
 129.7 
 
 2744 
 
 3.36 
 
 5.73 
 
 95 
 
 15 
 
 130.1 
 
 3390 
 
 5.35 
 
 121.1 
 
 2940 
 
 3.14 
 
 5.35 
 
 102 
 
 16 
 
 121.9 
 
 3616 
 
 5.01 
 
 113.5 
 
 3136 
 
 2.94 
 
 5.01 
 
 109 
 
 17 
 
 114.8 
 
 3842 
 
 4.72 
 
 106.8 
 
 3332 
 
 2.77 
 
 4.72 
 
 116 
 
 18 
 
 108.4 
 
 4068 
 
 4.45 
 
 100.9 
 
 3528 
 
 2.61 
 
 4.45 
 
 122 
 
 19 
 
 102.7 
 
 4294 
 
 4.22 
 
 95.6 
 
 3724 
 
 2.47 
 
 4.22 
 
 129 
 
 20 
 
 97.5 
 
 4520 
 
 4.01 
 
 90.8 
 
 3920 
 
 2.35 
 
 4.01 
 
 136 
 
 21 
 
 92.9 
 
 4746 
 
 3.82 
 
 86.5 
 
 4116 
 
 2.24 
 
 3.82 
 
 143 
 
 22 
 
 88.7 
 
 4972 
 
 3.64 
 
 81.7 
 
 4312 
 
 2.14 
 
 3.64 
 
 150 
 
 23 
 
 84.8 
 
 5198 
 
 3.49 
 
 78.9 
 
 4508 
 
 2.04 
 
 3.49 
 
 156 
 
 24 
 
 81.3 
 
 5424 
 
 3.34 
 
 75.7 
 
 4704 
 
 1.96 
 
 3.34 
 
 163 
 
 25 
 
 78.0 
 
 5650 
 
 3.21 
 
 72.6 
 
 4900 
 
 1.88 
 
 3.21 
 
 170 
 
 26 
 
 75.0 
 
 5876 
 
 3.08 
 
 69.8 
 
 5096 
 
 1.81 
 
 3.08 
 
 177 
 
 27 
 
 72.2 
 
 6102 
 
 2.97 
 
 67.2 
 
 5292 
 
 .74 
 
 2.97 
 
 184 
 
 28 
 
 69.7 
 
 6328 
 
 2.86 
 
 64.8 
 
 5488 
 
 .68 
 
 2.86 
 
 190 
 
 29 
 
 67.3 
 
 6554 
 
 2.76 
 
 62.6 
 
 5684 
 
 .62 
 
 2.76 
 
 197 
 
 30 
 
 65.0 
 
 6780 
 
 2.67 
 
 60.5 
 
 5880 
 
 .57 
 
 2.67 
 
 204 
 
 31 
 
 62.9 
 
 7006 
 
 2.58 
 
 58.6 
 
 6076 
 
 .52 
 
 2.58 
 
 211 
 
 32 
 
 61.0 
 
 7232 
 
 2.50 
 
 56.7 
 
 6272 
 
 .47 
 
 2.50 
 
 218 
 
 33 
 
 59.1 
 
 7458 
 
 2.43 
 
 54.5 
 
 6468 
 
 .42 
 
 2.43 
 
 224 
 
 34 
 
 57.4 
 
 7684 
 
 2.36 
 
 53.4 
 
 6664 
 
 .38 
 
 2.36 
 
 231 
 
 35 
 
 55.7 
 
 7910 
 
 2.29 
 
 51.9 
 
 6860 
 
 .34 
 
 2.29 
 
 238 
 
 36 
 
 54.2 
 
 8136 
 
 2.23 
 
 50.4 
 
 7056 
 
 .30 
 
 2.23 
 
 245 
 
 37 
 
 52.7 
 
 8362 
 
 2.17 
 
 49.1 
 
 7252 
 
 .26 
 
 2.17 
 
 252 
 
 38 
 
 51.3 
 
 8588 
 
 2.11 
 
 47.8 
 
 7448 
 
 1.23 
 
 2.11 
 
 258 
 
 Above values are based on maximum fiber strain of 16,000 pounds per 
 
 square inch, ^-inch rivet holes deducted. Weights correspond to lengths, 
 center to center of bearings. 
 
144 
 
 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Box Girders Composed of Two 
 
 Steel Beams and Two 16" Steel Plates 
 
 
 II t*W">j II <-*-* 
 
 
 ! 
 
 i 
 
 *c 
 
 It -$r*fr $,s 
 
 it *-? . 
 
 w S g 
 
 8 TT 3 
 
 ^ 1 I 32 
 
 ncrease in 
 
 i 
 
 fifS <"\1 l/-^ N ^ ! 
 
 $ L ^ 
 
 ** 
 
 
 
 is 8" ^6 
 
 Q -**^ ^*^ 
 
 N So ^^ 
 
 ^*v 
 
 o Center of 
 
 f 
 
 1 
 
 5 Pounds 
 of Beams 
 
 li 
 
 
 
 M 
 
 Pounds 
 
 5 Pounds 
 )f Beams 
 
 |J 
 
 Girder for 
 ness of Pla 
 
 to 
 
 i 
 
 111 
 
 1 
 
 Is 
 
 <fl *> 
 
 Si 
 
 flj 
 
 1 
 
 H 
 
 08 v 
 
 J ^S 
 
 4- -* 
 o.a 
 
 & 
 
 u 
 
 V 
 
 cH 
 *3 
 
 
 ^ 
 
 3* 
 
 s 
 
 if 
 
 J^H 
 
 O 
 "o 
 
 3* 
 
 <0_g 
 
 If 
 
 5 
 
 1 
 
 3 
 
 1 
 
 si 
 
 81 
 
 J 
 
 1 
 
 si 
 
 If' 
 
 
 
 i 
 
 5 
 
 V 
 
 f 
 
 ii 
 
 31 
 
 C/3 
 
 * 
 
 3* 
 
 
 
 12 
 
 183.0 
 
 2563 
 
 4.36 
 
 8.00 
 
 256.6 
 
 2923 
 
 5.23 
 
 9.58 
 
 82 
 
 13 
 
 168.8 
 
 2777 
 
 4.02 
 
 , 7.38 
 
 236.8 
 
 3167 
 
 4.83 
 
 8.84 
 
 88 
 
 14 
 
 156.8 
 
 2990 
 
 3.74 
 
 6.85 
 
 219.9 
 
 3410 
 
 4.48 
 
 8.21 
 
 95 
 
 15 
 
 146.4 
 
 3204 
 
 3.48 
 
 6.40 
 
 205.2 
 
 3654 
 
 4.18 
 
 7.66 
 
 102 
 
 16 
 
 137.2 
 
 3418 
 
 3.26 
 
 6.00 
 
 192.4 
 
 3898 
 
 3.92 
 
 7.18 
 
 109 
 
 17 
 
 129.2 
 
 3631 
 
 3.02 
 
 5.64 
 
 181.1 
 
 4141 
 
 3.70 
 
 6.76 
 
 116 
 
 18 
 
 122.0 
 
 3845 
 
 2.90 
 
 5.33 
 
 171.0 
 
 4385 
 
 3.49 
 
 6.39 
 
 122 
 
 19 
 
 115.5 
 
 4058 
 
 2.76 
 
 5.05 
 
 162.1 
 
 4628 
 
 3.30 
 
 6.05 
 
 129 
 
 20 
 
 109.8 
 
 4272 
 
 2.62 
 
 4.80 
 
 153.9 
 
 4872 
 
 3.14 
 
 5.75 
 
 136 
 
 21 
 
 104.5 
 
 4486 
 
 2.50 
 
 4.56 
 
 146.6 
 
 5116 
 
 2.99 
 
 5.47 
 
 143 
 
 22 
 
 99.8 
 
 4699 
 
 2.38 
 
 4.36 
 
 139.9 
 
 5359 
 
 2.85 
 
 5.22 
 
 150 
 
 23 
 
 95.4 
 
 4913 
 
 2.28 
 
 4.17 
 
 133.9 
 
 5603 
 
 2.73 
 
 5.00 
 
 156 
 
 24 
 
 91.5 
 
 5126 
 
 2.18 
 
 4.00 
 
 128.3 
 
 5846 
 
 2.61 
 
 4.79 
 
 163 
 
 25 
 
 87.8 
 
 5340 
 
 2.08 
 
 3.84 
 
 123.1 
 
 6090 
 
 2.51 
 
 4.60 
 
 170 
 
 26 
 
 84.4 
 
 5554 
 
 2.00 
 
 3.69 
 
 118.4 
 
 6334 
 
 2.41 
 
 4.42 
 
 177 
 
 27 
 
 81.3 
 
 5767 
 
 1.92 
 
 3.55 
 
 114.0 
 
 6577 
 
 2.32 
 
 4.25 
 
 184 
 
 28 
 
 78.4 
 
 5981 
 
 1.86 
 
 3.43 
 
 109.9 
 
 6821 
 
 2.24 
 
 4.10 
 
 190 
 
 29 
 
 75.7 
 
 6194 
 
 1.80 
 
 3.31 
 
 106.1 
 
 7064 
 
 2.16 
 
 3.96 
 
 197 
 
 30 
 
 73.2 
 
 6408 
 
 1.74 
 
 3.20 
 
 102.6 
 
 7308 
 
 2.09 
 
 3.83 
 
 204 
 
 31 
 
 70.8 
 
 6622 
 
 1.68 
 
 3.09 99.3 
 
 7552 
 
 2.02 
 
 3.71 
 
 211 
 
 32 
 
 68.6 
 
 6835 
 
 1.62 
 
 3.00 
 
 96.2 
 
 7795 
 
 1.96 
 
 3.59 
 
 218 
 
 33 
 
 66.5 
 
 7049 
 
 1.58 
 
 2.91 
 
 93.3 
 
 8039 
 
 1.90 
 
 3.48 
 
 224 
 
 34 
 
 64.6 
 
 7262 
 
 1.52 
 
 2.82 
 
 90.5 
 
 8282 
 
 1.85 
 
 3.38 
 
 231 
 
 35 
 
 62.7 
 
 7476 
 
 1.46 
 
 2.74 
 
 88.0 
 
 8526 
 
 1.79 
 
 3.28 
 
 238 
 
 36 
 
 61.0 
 
 7690 
 
 1.40 
 
 2.66 
 
 85.5 
 
 8770 
 
 1.74 
 
 3.19 
 
 245 
 
 37 
 
 59.3 
 
 7903 
 
 1.38 
 
 2.59 
 
 83.2 
 
 9013 
 
 1.70 
 
 3.10 
 
 252 
 
 38 
 
 57.7 
 
 8117 
 
 1.36 
 
 2.52 
 
 81.0 
 
 9257 
 
 1.65 
 
 3.02 
 
 258 
 
 Above values are based on maximum fiber strain of 16,000 pounds per 
 
 square inch, Jjj-inch rivet holes deducted. Weights correspond to lengths, 
 center to center of bearings. 
 
JONES & LAUGH LIN STEEL CO. 145 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly 
 
 Distributed, for Steel Plate Girders 
 
 
 -jfcwSs 
 
 T^TT^KTw^ 
 
 ~ U 4> v 
 
 *^i|r^^ 
 
 " 'I 8 
 
 ft 
 
 1 
 
 I s | 
 
 
 x 3 "a 
 
 * % 
 
 
 
 
 8 8, v 
 
 i 
 
 s a ? 
 
 5 
 
 1 
 
 t^ C ^ 
 j^ rt "-^ 
 
 
 I * 
 
 "o 
 
 
 * ^ M 
 
 1 
 
 "N *V NN 
 
 x ^ 
 
 ll 
 
 ^{jilL 
 
 ^^^^^T 
 
 X V* ^ 
 
 ill 
 
 ^^"^"^^"^r 
 
 ^ x x 
 
 ? ^ V 
 
 b "- 
 
 ou. 
 
 
 
 
 Distance Center t 
 
 Safe Load, Including 
 Weight of Girder 
 Tons 
 
 Weight of Girder 
 Tons 
 
 Increase in Safe 
 Load for ^"Increase 
 in Thickness of 
 Flange Plates 
 
 Increase in Weight 
 of Girder for T y In- 
 crease in Thickness 
 of Flange Plates 
 
 Safe Load, Including 
 Weight of Girder 
 Tons 
 
 Weight of Girder 
 Tons 
 
 Increase in Safe 
 Load for T V'Increase 
 in Thickness of 
 Flange Plates 
 
 J!* 
 
 20 
 
 99.91 
 
 1.62 
 
 4.92 
 
 .05 
 
 112.87 
 
 1.70 
 
 5.41 
 
 .05 
 
 21 
 
 95.15 
 
 1.69 
 
 4.67 
 
 .05 
 
 107.49 
 
 1.77 
 
 5.13 
 
 .05 
 
 22 
 
 90.82 
 
 1.76 
 
 4.46 
 
 .06 
 
 102.60 
 
 1.84 
 
 4.90 
 
 .06 
 
 23 
 
 86.87 
 
 1.86 
 
 4.26 
 
 .06 
 
 98.14 
 
 1.95 
 
 4.68 
 
 .06 
 
 24 
 
 83.25 
 
 1.93 
 
 4.08 
 
 .06 
 
 94.05 
 
 2.02 
 
 4.48 
 
 .06 
 
 25 
 
 79.92 
 
 2.01 
 
 3.92 
 
 .06 
 
 90.29 
 
 2.09 
 
 4.31 
 
 .06 
 
 26 
 
 76.85 
 
 2.07 
 
 3.77 
 
 .07 
 
 86.82 
 
 2.17 
 
 4.14 
 
 .07 
 
 27 
 
 74.00 
 
 2.14 
 
 3.63 
 
 .07 
 
 83.60 
 
 2.24 
 
 3.99 
 
 .07 
 
 28 
 
 71.36 
 
 2.21 
 
 3.50 
 
 .07 
 
 80.63 
 
 2.31 
 
 3.85 
 
 .07 
 
 29 
 
 68.90 2.31 
 
 3.38 
 
 .07 
 
 77.84 
 
 2.42 
 
 3.71 
 
 .07 
 
 30 
 
 66. 60 12.38 
 
 3.27 
 
 .08 
 
 75.24 
 
 2.49 
 
 3.59 
 
 .08 
 
 31 64.45:2.45 
 
 3.17 
 
 .08 
 
 72.82 
 
 2.56 
 
 3.48 
 
 .08 
 
 32 62.44 2.52 
 
 3.07 
 
 .08 
 
 70.55 
 
 2.64 
 
 3.37 
 
 .08 
 
 33 
 
 60.55^2.59 
 
 2.97 
 
 .08 
 
 68.41 
 
 2.71 
 
 3.26 
 
 .08 
 
 34 [58.77,2.6 
 
 6 
 
 2.87 
 
 .09 
 
 66.40 
 
 2.78 
 
 3.16 
 
 .09 
 
 35 57.08 2.73 
 
 2.79 
 
 .09 
 
 64.49 
 
 2.85 3.07 
 
 .09 
 
 36 55.50 2.83 
 
 2.72 
 
 .09 
 
 62.70 
 
 2.96 
 
 2.99 
 
 .09 
 
 ' 37 54.00 2.90 
 
 2.65 
 
 .09 
 
 61.01 
 
 3.03 
 
 2.91 
 
 .09 
 
 38 
 
 52.58 2.97 
 
 2.58 
 
 .10 
 
 59.403.11 
 
 2. 84 
 
 .10 
 
 39 51.23 3.04 
 
 2.52 
 
 .10 
 
 57.883.18 
 
 2.77 
 
 .10 
 
 40 
 
 49.9513.11 
 
 2.46 
 
 .10 
 
 56.43:3.25 
 
 2.70 
 
 .10 
 
 The above values are founded on the moments of inertia of the sections 
 
 using a maximum fiber strain of 10,000 pounds per square inch for steel; 
 
 ii^-inch rivet holes in both flanges deducted. Weights of girders correspond 
 to lengths center to center of bearings and include' rivet heads, stiffeners 
 
 and fillers. 
 
 
146 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Steel Plate Girders 
 
 
 f 1 8 8 
 
 
 1 8 
 
 
 | 1 1 
 
 III 
 
 III 
 
 & 
 
 
 || 1 
 
 cu < c 
 
 a 
 
 ^ ;; 
 
 
 -2 | ? 
 
 i 
 
 ^ JS 
 
 1 
 
 ^ 
 
 5Q * 
 
 s ** &t *^ 
 
 1 
 
 ""* fe X 
 
 *0 
 
 ^ * as 
 
 
 ^ ^ ^ 
 
 k 
 
 X P?^ c*3 
 
 III 
 
 X c^ 
 
 1 
 
 1? * K ** 
 
 
 i> ^ x ^ 
 
 si 
 
 s o 
 
 ^T?" 
 
 
 
 i 
 
 w 
 
 Including 
 f Girder 
 is 
 
 f Girder 
 
 ns 
 
 in Safe 
 ''Increase 
 ness of 
 Plates 
 
 "S^cJS j 
 
 Including 
 [ Girder 
 is 
 
 f Girder 
 ns 
 
 
 D 
 
 2 
 
 fir 
 
 
 
 H 
 
 u '* u .5 , n r 
 
 S^ii i^- 8 ! 
 
 -0 , 5 
 
 r 
 
 
 Q 
 
 g 
 
 
 
 ll^ 
 
 pjb 
 
 i* 
 
 8 
 
 1|3* 
 
 12 h 
 
 
 
 
 
 J 
 
 ^3" 
 
 
 
 
 J 
 
 
 20 
 
 126.24 
 
 1.77 
 
 5.90 
 
 .05 
 
 187.74 
 
 2.72 
 
 8.25 
 
 .06 
 
 21 1120.23 1.85 
 
 5.63 
 
 .05 
 
 178.80 
 
 2.84 
 
 7.85 
 
 .06 
 
 22 114.761.92 
 
 5.37 
 
 .06 
 
 170.67 
 
 2.95 
 
 7.49 
 
 .07 
 
 23 109.772.04 
 
 5.14 
 
 .06 
 
 163.12 
 
 3.12 
 
 7.17 
 
 .07 
 
 24 105. 20 2. 17 
 
 4.93 
 
 .06 
 
 156.45 
 
 3.24 
 
 6.86 
 
 .07 
 
 25 100.992.19 
 
 4.73 
 
 .06 
 
 150.19 
 
 3.36 
 
 6.59 
 
 .07 
 
 26 i 97.10 
 
 2.26 
 
 4.55 
 
 .07 
 
 144.41 
 
 3.48 
 
 6.34 
 
 .08 
 
 27 
 
 93.51 
 
 2.34 
 
 4.37 
 
 .07 
 
 139.06 
 
 3.59 
 
 6.11 
 
 .08 
 
 28 
 
 90.17 
 
 2.41 
 
 4.21 
 
 .07 
 
 134.103.71 
 
 5.88 
 
 .08 
 
 29 
 
 87.06 
 
 2.53 
 
 4.07 
 
 .07 
 
 129.473.88 
 
 5.69 
 
 .09 
 
 30 
 
 84.16 
 
 2.60 
 
 3.94 
 
 .08 
 
 125.164.00 
 
 5.51 
 
 .09 
 
 31 
 
 81.44 
 
 2.68 
 
 3.81 
 
 .08 
 
 121.12 4.12 
 
 5.32 
 
 .09 
 
 32 
 
 78.90 
 
 2.75 
 
 3.69 
 
 .08 
 
 117.33 4.23 
 
 5.15 
 
 .10 
 
 33 
 
 76.81 
 
 2.82 
 
 3.58 
 
 .08 
 
 113.78 
 
 4.35 
 
 5.00 
 
 .10 
 
 34 
 
 74.26 
 
 2.89 
 
 3.47 
 
 .09 
 
 110.43 
 
 4.47 
 
 4.85 
 
 .10 
 
 35 
 
 72.13 
 
 2.98 
 
 3.37 
 
 .09 
 
 107.28 
 
 4.59 
 
 4.71 
 
 .10 
 
 36 
 
 70.13 
 
 3.09 
 
 3.27 
 
 .09 
 
 104.30 
 
 4.76 
 
 4.58 
 
 .11 
 
 37 
 
 68.23 
 
 3.16 
 
 3.18 
 
 .09 
 
 101.48 
 
 4.87 
 
 4.45 
 
 .11 
 
 38 
 
 66.44 
 
 3.24 
 
 3.10 
 
 .10 
 
 98.81 
 
 4.99 
 
 4.32 .11 
 
 39 
 
 64.74 
 
 3.31 
 
 3.03 
 
 .10 
 
 96.27 
 
 5.11 
 
 4.21 
 
 .12 
 
 40 
 
 63.12 
 
 3.39 
 
 2.95 
 
 .10 
 
 93.87 
 
 5.23 
 
 4.12 
 
 .12 
 
 The above values are founded on the moments of inertia of the sections 
 
 using a maximum fiber strain of 16,000 pounds per square inch for steel; 
 It-inch rivet holes in both flanges deducted. Weights of girders correspond 
 to lengths center to center of bearings and include rivet heads, stiffeners 
 
 and fillers. 
 

 J 
 
 ONES & LAUGHLIN 
 
 STEEL CO. 147 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Steel Box Girders 
 
 
 
 
 inf 
 
 Jr HL 
 
 ^ 
 
 Til! 
 
 
 
 ftl 
 f 
 
 ^^ 
 
 ( 
 
 ?T | | 4 
 
 & 
 
 
 s ^ 
 
 
 1 
 
 
 a< < 
 
 c 
 
 
 > M) $s 
 
 
 I 
 
 1 
 
 
 ^ So ^ 
 
 1 
 
 
 * t 
 
 
 I 
 j 
 
 
 ^ c 
 
 fc 
 
 
 ^ * ? 
 
 
 i 
 
 
 ^ 1 
 
 Ig 
 
 4J 
 
 
 X x 
 
 
 I 
 
 
 v* "x " X 
 
 r - 
 
 
 
 1 & 1 | 
 
 . 
 
 = 
 
 ( 
 
 
 
 y. " s 1. 1 
 
 :e Center t 
 
 ] 
 
 ncluding 
 Girder 
 
 5 
 
 Girder 
 s 
 
 sl-s, 
 
 !li| 
 
 Kll 
 
 ? h 
 
 $L 
 
 "S 
 
 o 
 
 
 
 % 
 
 a 2*0 s 
 M g83 
 
 e~ 
 
 If Is 
 
 i*3 
 
 
 
 
 
 
 
 
 
 
 s C &t 
 
 C O ^ 0) 
 
 
 
 
 
 o 5 
 
 t 5 
 
 i* ^-'^ 4) -S vt-i r^ j, 
 
 
 
 'o 
 
 "o 
 
 5 
 
 .* w 
 
 
 n 
 
 ^ ._. ' 
 
 y 
 
 r 
 
 '|" 
 
 8b.SS 
 
 USE 
 
 If 
 
 gr 
 
 
 jf 
 
 ii 3 ! 
 
 
 ^ 
 
 ^ - 
 
 5 g.S 
 
 gOSs 
 
 ^ 
 
 $ 
 
 
 M rt.S* 
 
 gc5 S^ 
 
 
 & 
 
 
 
 ^ 
 
 ~*3 u 
 
 j 
 
 
 
 
 3 
 
 Mt S 
 
 20 
 
 120.00 
 
 2.13 
 
 7.04 
 
 .07 
 
 160.2 
 
 2.44 
 
 9.54 
 
 .09 
 
 21 
 
 114.28 
 
 2.23| 
 
 6.70 
 
 .07 
 
 152.6 2.55 
 
 9.08 
 
 .09 
 
 22 
 
 109.09 
 
 2.32 
 
 6.40 
 
 .08 
 
 145.6 2.66 
 
 8.67 
 
 .09 
 
 23 
 
 104.34 
 
 2.45 
 
 6.12 
 
 .08 
 
 139.3 
 
 2.80 
 
 8.29 
 
 ,10 
 
 24 
 
 100.00 
 
 2.54 
 
 5.86 
 
 .08 
 
 133.5 
 
 2.91 
 
 7.95 
 
 .10 
 
 25 
 
 96.00 
 
 2.64 
 
 5.63 
 
 .09 
 
 128.2 
 
 3.03 
 
 7.63 
 
 .11 
 
 26 
 
 92.30 
 
 2.74 
 
 5.41 
 
 .09 
 
 ! 123.2 
 
 3.14 
 
 7.34 
 
 .11 
 
 27 
 
 88.88 
 
 2.83 
 
 5.21 
 
 .09 
 
 118.7 
 
 3.25 
 
 7.07 
 
 .12 
 
 28 
 
 85.71 
 
 2.93 
 
 5.03 
 
 .10 
 
 114.4 
 
 3.36 
 
 6.82 
 
 .12 
 
 29 
 
 82.76 
 
 3.06 
 
 4.85 
 
 .10 
 
 110.5 
 
 3.50 
 
 6.58 
 
 .12 
 
 30 
 
 80.00 
 
 3.16 
 
 4.69 
 
 .10 
 
 106.8 
 
 3.61 
 
 6.36 
 
 .13 
 
 31 
 
 77.42 
 
 3.25 
 
 4.54 
 
 .11 
 
 103. 3 !3. 72 
 
 6.15 
 
 .13 
 
 32 
 
 75.00 
 
 3.35 
 
 4.40 
 
 .11 
 
 100.1 
 
 3.83 
 
 5.96 
 
 .14 
 
 33 
 
 72.72 
 
 3.50 
 
 4.26 
 
 .11 
 
 97.1 
 
 3.95 
 
 5.78 
 
 .14 
 
 34 
 
 70.59 
 
 3.54J 
 
 4.14 
 
 .12 
 
 94.2 
 
 4.06 
 
 5.60 
 
 .14 
 
 35 
 
 68.57 
 
 3.64 
 
 4.02 
 
 .12 
 
 91.5 
 
 4.17 
 
 5.44 
 
 .15 
 
 36 
 
 66 66 
 
 3.76 
 
 3.91 
 
 .12 
 
 89.0 
 
 4.31 
 
 5.29 
 
 .15 
 
 37 
 
 64.86 
 
 3.86 
 
 3.80 
 
 .13 
 
 86.6 
 
 4.41 
 
 5.14 
 
 .16 
 
 38 
 
 63.16 
 
 3.95 
 
 3.70 
 
 .13 
 
 84.3 
 
 4.53 
 
 5.01 
 
 .16 
 
 39 
 
 61.54 
 
 4.05 
 
 3.61 
 
 .13 ; 82.1 
 
 4.65 
 
 4.88 
 
 .17 
 
 40 
 
 60.004.15 
 
 3.52 .14 II 80.1 
 
 4.76 
 
 4.77 
 
 .17 
 
 The above values are founded on the moments of inertia of the sections 
 
 using 
 
 a n 
 
 laxim 
 
 um fibe 
 
 r strain of 16,000 pot 
 
 nds per s 
 
 ]uare inch for steel: 
 
 Jg-inch rivet holes in both flanges deducted, 
 to lengths center to center of bearings and 
 
 Weights of girders correspond 
 include rivet heads, stiff eners 
 
 and fillers. 
 
148 JONES & LAUGHLIN 
 
 STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Uniformly Distributed, for Steel Box Girders 
 
 
 fll 
 
 <5 .22 ju 
 
 2 .9 M 
 
 
 
 ^|fc ( 
 
 ^T 8 | g 
 
 
 
 f I 
 
 & * 1 
 
 
 
 
 j? 
 
 T 
 
 1 1! 
 
 ^ = Sj 
 
 
 1 
 
 bo v 
 
 5 
 
 1 
 
 
 
 1 
 
 { * 2x 
 
 pq 
 
 1 1 
 
 EX 
 
 
 1 
 
 v E ">< 
 
 o 
 
 1 
 
 v x v 
 
 
 
 
 OJ 
 
 J 1 
 
 X H c<5 
 
 
 
 H "** H 
 
 
 n 
 
 T x J 
 
 
 
 
 S* 
 
 LI L 
 
 ^^ "^! 
 
 *. * It V 
 
 
 
 JP < 
 
 J 3 | ^ 
 
 Qk, 
 
 
 
 
 Distance Center t 
 
 Safe Load, Including 
 Weight of Girder 
 Tons 
 
 Weight of Girder 
 Tons 
 
 Increase in Safe 
 Load for A" Increase 
 in Thickness of 
 Flange Plates 
 
 Increase in Weight 
 of Girder for A" In- 
 crease in Thickness 
 of Flange Plates 
 
 Safe Load, Including 
 Weight of Girder 
 Tons 
 
 Weight of Girder 
 Tons 
 
 Increase in Safe 
 Load for A" Increase 
 in Thickness of 
 Flange Plates 
 
 Increase in Weight 
 of Girder for T \," In- 
 crease in Thickness 
 of Flange Plates 
 
 20 
 
 227.5 
 
 2.92 
 
 12.92 
 
 .10 
 
 35 
 
 5.0 3.78 
 
 19.43 
 
 .13 
 
 21 
 
 216.7 
 
 3.06 
 
 12.30 
 
 .11 
 
 33 
 
 8.1 
 
 3.95 
 
 18.50 
 
 .13 
 
 22 
 
 206.9 
 
 3.19 
 
 11.74 
 
 .11 
 
 322.8 
 
 4.13 
 
 17.66 
 
 .14 
 
 23 
 
 197.9 
 
 3.36 
 
 11.23 
 
 .42 
 
 308.7 
 
 4.34 
 
 16.89 
 
 .15 
 
 . 24 
 
 189.6 3.49 
 
 10.76 
 
 .12 
 
 296.0 
 
 4.52 
 
 16.19 
 
 .15 
 
 25 
 
 182.0 3.63 
 
 10.33 
 
 .13 
 
 284.0 
 
 4.69 
 
 15.54 
 
 .16 
 
 26 
 
 175.0 3.76 
 
 9.94 
 
 .13 
 
 273.1 
 
 4.87 
 
 14.94 
 
 .17 
 
 27 
 
 168.5 3.89 
 
 9.57 
 
 .14 
 
 263.0 
 
 5.04 
 
 14.39 
 
 .17 
 
 28 
 
 162.6 
 
 4.03 
 
 9.22 
 
 .14 
 
 253.6 
 
 5.21 
 
 13.88 
 
 .18 
 
 29 
 
 156.9 
 
 4.15 
 
 8.91 
 
 .15 
 
 244.8 
 
 5.43 
 
 13.40 
 
 .19 
 
 30 
 
 151.7 
 
 4.33 
 
 8.61 
 
 .15 
 
 236.7 
 
 5.61 
 
 12.95 
 
 .19 
 
 31 
 
 146.8 
 
 4.45 
 
 8.33 
 
 .16 
 
 229.0 
 
 5.78 
 
 12.53 
 
 .20 
 
 32' 
 
 142.2 
 
 4.60 
 
 8.07 
 
 .16 
 
 221.9 
 
 5.95 
 
 12.14 
 
 .20 
 
 33 
 
 137.9 
 
 4.74 
 
 7.83 
 
 .17 
 
 215.2 
 
 6.12 
 
 11.77 
 
 .21 
 
 34 
 
 133.8 
 
 4.87 
 
 7.60 
 
 .17 
 
 208.8 
 
 6.29 
 
 11.43 
 
 .22 
 
 35 
 
 130.0 5.00 
 
 7.38 
 
 .18 
 
 202.9 
 
 6.47 
 
 11.10 
 
 .22 
 
 36 
 
 126.4 5.17 
 
 7.17 
 
 .18 
 
 197.2 
 
 6.69 
 
 10.79 
 
 .23 
 
 37 
 
 123.015.31 
 
 6.98 
 
 .19 
 
 191.9 
 
 6.86 
 
 10.50 
 
 .24 
 
 38 
 
 119.7 5.44 
 
 6.80 
 
 .19 
 
 186.8 
 
 6.94 
 
 10.22 
 
 .24 
 
 39 
 
 116.7 
 
 5.58 
 
 6.62 
 
 .20 
 
 182.1 
 
 7.20 
 
 9.96 
 
 .25 
 
 40 
 
 113.8 5.71 
 
 6.46 
 
 .20 177.5 
 
 7.38 
 
 9.71 
 
 .26 
 
 The above values are founded on the moments of inertia of the sections 
 
 using a maximum fiber strain of 16,000 pounds per square inch for steel; 
 Jjj" rivet holes in both flanges deducted. Weights of girders correspond 
 to lengths center to center of bearings and include rivet heads, stiffeners 
 
 and fillers. 
 
 
JONES & LAUGHLIN STEEL CO. 149 
 
 Steel Columns in Fireproof Buildings 
 
 The construction of steel-frame fireproof buildings is be- 
 coming general in cities and towns. In the business centers of 
 our great cities no other form can be used to advantage, and the 
 'architects who are keeping pace with improvements recognize 
 the desirability of the improved construction. This change has 
 been facilitated in no small degree by the great improvements 
 made in the art of fireproof construction, insuring not only a 
 higher degree of efficiency, but a considerable reduction in 
 cost, as compared with methods formerly practiced. 
 
 The old style of solid brick or stone arch, at one time so 
 common, has been almost wholly supplanted by the modern 
 forms of hollow tile and terra cotta, and roofs, ceilings and par- 
 tition walls are now largely constructed of these refractory 
 materials. 
 
 The substitution of steel for iron in beams has hastened this 
 radical improvement. Our patterns of beams and channels, 
 having the highest efficiency, are well adapted for this purpose. 
 
 For some time past another change which has gradually 
 taken place has been the substitution of steel for cast-iron in 
 the composition of columns, cast-iron being a material so un- 
 certain in character that its use in bridge construction has long 
 since been abandoned. In buildings the loads are generally 
 quiescent, and the liability of sudden shocks is more remote 
 than in bridges; yet on the other hand, the columns seldom 
 receive their loads as favorably as in bridges. In many cases 
 there exists considerable eccentricity, that is, the loads on one 
 side of the column are heavier than on the other side, and the 
 bending strains arising therefrom increase the strains from 
 direct compression materially. 
 
 The following are some of the contingencies which may arise 
 in the manufacture of castings, and which preclude anything 
 approaching uniformity in the product: 
 
 In the case of hollow cast-iron columns, while the metal is 
 yet in a molten state, the buoyancy of the central core tends to 
 cause it to rise, thereby reducing the thickness of the metal 
 above and increasing the same below. When columns are of 
 
150 JONES & LAUGHLIN STEEL CO. 
 
 such lengths as to make it necessary to pour the metal into 
 the molds from both ends, it sometimes occurs that the iron 
 becomes too much chilled on the surface to properly mix and 
 unite, thus creating a weak seam at the very point where the 
 greatest strength will be needed. The presence of confined air, 
 producing "blowholes" and "honeycomb," and the collection 
 of impurities at the bottom of the mold, may be further men- 
 tioned as frequent sources of weakness in cast-iron. 
 
 The most critical condition, however, is that due to the un- 
 equal contraction of the metal during the process of cooling, 
 thereby giving rise to initial strains, at times of sufficient force 
 to produce rupture in the column or in its lugs on the slightest 
 provocation. In many cases the trouble can be ascribed to 
 faulty designing or carelessness in the execution of the work, 
 yet even under favorable conditions it is so difficult to secure 
 equal radiation from the molds in all directions, that castings, 
 entirely exempt from inherent shrinkage strains, are probably 
 seldom produced. 
 
 As a protection against these contingencies, resort must be 
 had either to the crude or uncertain expedient of a high safety 
 factor, not less than 8 or 10, or a material, such as rolled steel, 
 must be adopted, of a more uniform and reliable character than 
 cast-iron. 
 
 Steel columns fail either by deflecting bodily out of a straight 
 line, or by buckling of the metal between rivets or other points 
 of support. Both actions may take place at the same time, but 
 if the latter occurs alone, it may be an indication that the rivet 
 spacing or the thickness of the metal is insufficient. 
 
 The rule has been deduced from actual experiments upon 
 steel columns, that the distance between centers of rivets should 
 not exceed, in the line of strain, sixteen times the thickness of 
 metal of the parts joined, and that the distance between rivets 
 or other points of support, at right angles to the line of strain, 
 should not exceed thirty-two times the thickness of the metal. 
 
 On page 64 are shown sections of some of the most common 
 forms of built columns. Figs. 5, 6 and 7 are known as closed 
 columns. As it is impracticable to repaint the inner surface 
 of such columns, it is preferable to use them only for interior 
 
JONES & LAUGHLIN STEEL CO. 151 
 
 work where the changes in temperature are not considerable 
 and the air is dry. In places exposed to the extremes of tem- 
 perature and unprotected from rain, the paint on the inner 
 surface of the column will sooner or later cease to be a protec- 
 tion. Corrosion will set in, and, once begun, will continue as 
 long as there is unoxidized metal left in the column. The 
 remaining figures on this page represent columns with open 
 sections or latticed columns, which admit of repainting and 
 are suitable for out-of-door work. 
 
 Cast and steel bases are shown on page 64. Complete 
 tables giving the safe loads in tons for plate and channel col- 
 umns or plate and angle columns shown by Figures 5 and 10 on 
 same page, are given on pages 152 to 169. 
 
152 JONES 
 
 & LAUGHLIN STEEL CO. 
 
 SAFE 
 
 LOADS IN TONS OF 2000 POUNDS 
 
 6" Channel Column. Square Ends. 
 
 J-g 
 
 ->( 
 
 Allowable strain per square inch equals 
 
 1 O AAA .^ ..,.! *",.,. !.,.,!, X f\f\ 1" 
 
 H 2- 
 
 1,., or less; 17,100 57- for lengths over 
 
 T*|~ ? 1" 
 
 1 1 
 
 
 90 radii. Safety factor = 4. 
 
 rTM 
 
 ED 
 
 4. Section: 2-6" - laced with l#"x,y bars; 
 
 }J y^-i' 
 
 
 or 2-6" and 2-8" wide side plates. 
 
 Holes in flanges, }" or less. Rivets in flanges, ffi' or less. 
 
 
 fj 
 
 ^T3*j2 
 
 Unsupported Column Lengths 
 Feet 
 
 Section 
 
 |3 
 
 IP 
 
 3 14 16 18 20 22 24 
 
 Pounds Bars 
 2-6"- 8 laced.... 
 
 4.76 
 
 22.75 
 
 2.34 .... 28.6 28.2 26.8 25.4 24.0 
 
 2-6"- 8 2-8XK" 
 
 8.76 31.6 
 
 2.32 .... 52.6 51.6 49.1 46.5 44.0 
 
 2-6"- 8 2- 
 
 s ' .'."' " 
 
 9.76 35.0 
 
 2.32 .... 58.6 57.5 54.7 51.8 49.0 
 
 2-6".-- 8 2- 
 
 
 10.76 38.4 
 
 2.32 .... 64.6 63.4 60.3 57.1 54.0 
 
 2-6"- 8 2 
 
 -8XiV' 
 
 11.76 41.8 
 
 2.32 .... 70.6 69.3 65.9 62.4 59.0 
 
 2-6" 8 2-8XM" 
 
 12.76 
 
 45.2 
 
 2.321 .... 76.6 75.2 71.5 67.7 64.0 
 
 2-6"- 8 2- 
 
 s , , 
 
 13.76 
 
 48.6 
 
 2.32; .... 82.6 81.1 77.1 73.0 69.0 
 
 2-6" 8 2-SX%" 
 
 14.761 52.0 
 
 2.32 .... 88.6 87.0 82.7 78.3 74.0 
 
 2-6"- 8 2-8XH" 
 
 15.76 55.4 
 
 2.32 .... 94.6 92.9 88.3 83.6 79.1 
 
 2-6"- 10H laced.... 
 
 6.18 27.75 
 
 2.21 .... 37. ! 35.6 33.7 31.8 29.9 
 
 2-6" 10>$ 2- 
 
 -8XM" 
 
 10.18 36.6 
 
 2.25 .... 61. 59.2 56.1 52.9 49.9 
 
 2-6" 10H2-8XA" 
 
 11.18 40.0 
 
 2.25! .... 67. 65.0 61.6 58.1 54.8 
 
 2-6^- 10H 2 
 
 -s :; ," 
 
 12.181 43.4 
 
 2.26| .... 73. 70.9 67.3 63.6 59.9 
 
 
 -SX-rV" 
 
 13.18 46.8 
 
 2.2& .... 79. 76.8 72.8 68.8 64.8 
 
 2-6" 10)^ 2- 
 
 -8XH" 
 
 14.18! 50.2 
 
 2.26 .... 85. 82.6 78.3 74.0 69.7 
 
 2-6" 10H 2 
 
 
 15.18 53.6 
 
 2.26! .... 91. 88.4 83.8 79.3 74.7 
 
 2-6" 10H 2 
 
 -%YM" 
 
 16.18; 57.0 
 
 2.27 ....I 97. 94.5 89.6 84.5 79.8 
 
 2-6"-10H2-8Xii" 
 
 17.18 60.4 
 
 2.27 ....103.1100.3 95.1 89.9 84.7 
 
 2-6"- 13 laced. . . . 
 
 7.64 32.75 
 
 2.13 45.8 45.7 43.3 40.8 38.3 35.9 
 
 2-6"- 13 2-8XA" 
 
 12.64J 45.0 
 
 2.20 .... 75.8 72.7 68.8 64.8 60.9 
 
 2-6"- 13 1 
 
 -8X /9," 
 
 13.64! 48.4 
 
 2.21 .... 81.8 78.6 74.4 70.2 65.9 
 
 2-6" 13 2-8XA" 
 
 14.64 
 
 51.8 
 
 2.22 .... 87.8 84.5 80.0 75.4 70.9 
 
 2-6"- 13 2 
 
 -8X V*>" 
 
 15.64 
 
 55.2 
 
 2.22 .... 93.8 90.4 85.5 80.7 75.9 
 
 2-6"- 13 2-8XA" 
 
 16.64 
 
 58.6 
 
 2.23 .... 99.8 96.3 91.1 85.9 80.8 
 
 2-6"- 13 2-8X5i" 
 
 17.64 
 
 62.0 
 
 2.23 ....10S.8102.2 96.7 91.3 85.8 
 
 2-6" 13 2 
 
 -8X-H" 
 
 18.64 
 
 65.4 
 
 2.24 ....111.8108.1102.3 96.6 90.8 
 
 2-6"- 13 2-8XH" 
 
 19.64 
 
 68.8 
 
 2.24 ....117.8114.0107.9101.9 95.8 
 
 2-6"- 15^ laced.... 
 
 9.12 37.75 
 
 2.06 54.7 53.7 50.7 47.7 44.6 41.6 
 
 2-6" 15^ 2 
 
 ~ 8X K 
 
 14.121 50.0 
 
 2.15 .... 84.7 80.3 75.8 71.3 66.8 
 
 2-6" 15J^j 2 
 
 
 15.12 53.4 
 
 2.17 .... 90.7 86.4 81.5 76.7 71.8 
 
 2-6'^- 15>i 2 
 
 -8x2* 
 
 16.12 
 
 56.8 
 
 2.17 .... 96.7 92.1 87.0 82.0 76.9 
 
 
 
 17.12 
 
 60.2 
 
 2.181 ....102.7 98.0 92.6 87.3 81.9 
 
 2-6" 15J^ 2 
 
 _ow 9.// 
 
 18.12 
 
 63.6 
 
 2.19 ! ....108.7104.0 98.3 92.7 87.0 
 
 2-6" 15^ 2 
 
 -8X^" 
 
 19.12 
 
 67.0 
 
 2.20 ....114.7109.9104.0 98.0 92.0 
 
 2-6" 15^ 2 
 
 -8XH" 
 
 20. 12 70. 4 
 
 2. 20 .... 120. 7 115. 8 109. 6 103. 3 . 97. 1 
 
 2-6" 153^ 2 
 
 8X 5^" 
 
 21.12 
 
 73.8 
 
 2.21 .... 126.7121.7115.2108.6102.1 
 
 NOTE. Weights of column shafts include rivets. 
 
JONES & LAUGHLIN STEEL CO 
 
 153 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 7" Channel Column. Square Ends 
 
 H- **- 
 
 Allowable strain per square inch equals 
 
 I 
 
 
 
 
 12,000 pounds for lengths of 90 radii 
 
 at 
 
 
 
 ID jf- 
 
 r 
 
 g 
 
 4 4 
 
 or less ; 17,100 57 for lengths over 
 
 Ur- 7" r 
 
 i 
 
 
 90 radii. Safety factor = 4. 
 
 pi 1 - 
 
 
 
 Ti i 
 
 Section 
 bars ; 
 
 : 2-7" laced with 1 ^" x T \" 
 or 2-7" ^ and 2-9" bars. Holes, 
 
 
 
 
 i 
 
 j<- 8X^--*j -J-|"; rivets, $" diameter. 
 
 Section 
 
 cr 
 
 '~ 
 
 
 Unsupported Column Lengths 
 
 
 
 V 
 
 Feet 
 
 r- 
 
 *-* z 
 
 to 
 
 
 ? 
 
 
 
 18 
 
 20 
 
 22 
 
 24 
 
 26 
 
 28 
 
 2-7" 
 
 Pounds Bars 
 - 9Klaced 
 
 5.70 
 
 27.1 
 
 2.72 
 
 
 34.2 
 
 33.0 
 
 31.5 
 
 30.1 
 
 28.7 
 
 2-7" 
 
 
 :'- 
 
 9XM" 10.20 
 
 36.82.67 
 
 '. '. .. 
 
 61.2 
 
 58.5 
 
 55.9 
 
 53.2 
 
 50.6 
 
 2-7" 
 2-7" 
 
 - 9 3 /l2-9XA" 11.3240.62.67 
 9 3 42-9X 3 ^" 12.4544.5 ] 2.66 
 
 
 67.9 
 
 74.7 
 
 64.9 
 71.2 
 
 62.0 
 68.0 
 
 59.0 
 64.7 
 
 56.1 
 61.5 
 
 2-7" 
 
 - 9542-9XA" 13.5848.32.66 
 
 
 81.5 
 
 77.6 
 
 74.1 
 
 70.5 
 
 67.0 
 
 2-7" 
 2-7" 
 
 - 9 3 /42-9X^" 14.7052.12.65 
 - 934"2-9XA" 15.8555.92.65 
 
 '88'.2 
 95.0 
 
 87.8 
 94.4 
 
 83.9 
 90.3 
 
 80.1 
 86.2 
 
 76.3 
 82.0 
 
 72.5 
 77.9 
 
 2-7" 
 
 , , Q3^ 
 
 2- 
 
 9X^6" 
 
 16.9559.8 
 
 2.64 
 
 101.7 
 
 101.0 
 
 96.6 
 
 92.2 
 
 87.8 
 
 83.4 
 
 2-7" 
 
 - 12J4 laced .... 
 
 7.2032.1 
 
 2.59 
 
 43 2 
 
 42.5 
 
 40.6 
 
 38.7 
 
 36.8 
 
 34.9 
 
 2-7" 
 
 1 ' 12^1 
 
 2- 
 
 9XM" 11.70 
 
 41.8 
 
 2.59 
 
 70.2 
 
 69.1 
 
 66.0 
 
 62.9 
 
 59.9 
 
 56.8 
 
 2-7" 
 
 12J42-9XA" 12.8245.62.59 
 
 76.9 
 
 75.8 
 
 72.4 
 
 69.0 
 
 65.7 
 
 62.3 
 
 2-7" 
 
 -12H 
 
 2 
 
 9X^" 13.95 
 
 49.5 
 
 2.59 
 
 83.7 
 
 82.4 
 
 78.7 
 
 75.0 
 
 71.4 
 
 67.7 
 
 2-7" 
 
 
 
 9XA" 15.0853.32.59 
 
 90.5 
 
 89.1 
 
 85.1 
 
 81.1 
 
 77.2 
 
 73.2 
 
 2-7" 
 
 -12$ 
 
 2- 
 
 9XH" 16.20 
 
 57.1 
 
 2.59 
 
 97.2 
 
 95.7 
 
 91.4 
 
 87.2 
 
 82.9 
 
 78.6 
 
 2-7" 
 
 12M2-9XA" 17.3560.92.59 
 
 104.0 
 
 102.4 
 
 97.8 
 
 93.2 
 
 88.7 
 
 84.1 
 
 2-7" 
 
 \2]/4 
 
 2- 
 
 9X^3" 
 
 18.4564.8 
 
 2.59 
 
 110.7 
 
 109.0 
 
 104.1 
 
 99.3 
 
 94.4 
 
 89.5 
 
 2-7" 
 
 - 14 3 4 laced .... 
 
 8.6837.1 
 
 2.50 
 
 52.1 
 
 50.5 
 
 48.1 
 
 45.7 
 
 43.3 
 
 41.0 
 
 27" 
 
 
 2- 
 
 9XJ4" 13.18 
 
 46.8 
 
 2.53 
 
 79.1 
 
 77.0 
 
 73.5 
 
 69.9 
 
 66.4 
 
 62.9 
 
 2-7" 
 
 L4342-9X&" 14.3050.62.54 
 
 85.8 
 
 83.7 
 
 79.9 
 
 76.0 
 
 72.2 
 
 68.4 
 
 2-7" 
 2-7" 
 
 - 14?| 2-9X 
 
 15.4354.52.54 
 16.5658.32.55 
 
 92.6 
 99.4 
 
 90.4 
 97.1 
 
 86.3 
 92.7 
 
 82.1 
 
 88.2 
 
 78.0 
 83.8 
 
 73.8 
 79.3 
 
 2-7" 
 
 -H 3 ^ 
 
 2- 
 
 9Xjg; 
 
 17.68 
 
 62.1 
 
 2.55 
 
 106.1 
 
 103.8 
 
 99.0 94.3 
 
 89.6 
 
 84.8 
 
 2-7" 
 
 
 2- 
 
 
 18.81 
 
 65.92.55 
 
 112.9 
 
 110.5 
 
 105.4 
 
 100.4 
 
 95.4 
 
 90.2 
 
 2-7" 
 
 
 
 9X^s" 
 
 19.93 
 
 69.8.2.56 
 
 119.6 
 
 117.2 
 
 111.8 
 
 106.5 
 
 101.2 
 
 95.7 
 
 2-7" 
 
 17^4 laced . . . 
 
 10.1442.1 
 
 2.43 
 
 60.8 
 
 58.3 
 
 55.4 
 
 52.5 
 
 49.6 
 
 46.7 
 
 2-7" 
 
 - 17M2-9XJ4" 
 
 14.6451.82.49 
 
 87.8 
 
 85.0 
 
 80.9 
 
 76.9 
 
 72.9 
 
 68.9 
 
 2-7" 
 
 ' 17*^ 
 
 2 
 
 -9X^" 16.89 
 
 59.5 
 
 2.50 
 
 101.3 
 
 98.2 
 
 93.6 
 
 89.0 
 
 84.4 
 
 79.8 
 
 2-7" 
 
 17k 2-9X^1" 19.1467.1 
 
 2.51 
 
 114.8 
 
 111.5 106.3 101.1 
 
 95.9 
 
 90.7 
 
 2-7" 
 
 - 17M 2-9X^6" 121.39 
 
 74.8 
 
 2.52 
 
 128.3 
 
 124.8 
 
 119.0 
 
 113.2 
 
 107.4 
 
 101.6 
 
 2-7" 
 
 - W4 laced... 
 
 11.62 
 
 47.1 
 
 2.39 
 
 69.7 
 
 66.1 
 
 62.8 
 
 59.5 
 
 56.2 
 
 52.8 
 
 2-7" 1924" 2-9XM" 16. 12 56. 8 2. 45 
 2-7"- 19M2-9XM" 18.37 64.5 2. 46 
 
 96.7 
 110.2 
 
 92.8 
 106.0 
 
 88.3 
 100.9 
 
 83.8 
 95.8 
 
 79.3 
 90.7 
 
 74.8 
 85.7 
 
 2-7" 
 
 - 19 3 4 
 
 2-9X^" 20.6272.1 
 
 2.47 
 
 123.7 
 
 119.2 
 
 113.6 107.8 102.1 
 
 96.5 
 
 2-7' 
 
 19% 
 
 2- 
 
 -9X?^" 22.87 
 
 79.8 
 
 2.48 
 
 137.2 
 
 132.5 
 
 126.2 119.9 113.6 
 
 107.4 
 
 2-7' 
 
 -1% 
 
 
 -9X54" 25.1287.4 
 
 2.49 150.7 
 
 145.8 
 
 138.9 132.0 125.1 
 
 118.2 
 
 NOTE. Weights of column-shafts include rivets. 
 
154 
 
 JONES & LAUGHLIN STEELCO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 8" Channel Column. Square Ends 
 ---'-* Allowable strains per square inch = 
 
 _! i 12,000 pounds for lengths of 90 
 
 radii 
 
 ^T 
 
 
 fT 
 
 or less. 
 
 17,100 
 
 pounds 57 
 
 'for 
 
 14 
 
 -5H-- 
 
 i i 
 
 M 8" 
 
 lengths over 90 radii. 
 
 
 
 r 
 
 li 
 
 
 ] Safety factor = 4. 
 
 ode 
 
 1 ' 
 
 
 V-n 1 Section : 
 
 2-8" ^ laced with 1 
 
 y" x tv 
 
 
 
 i i 
 
 bars. 
 
 Holes J 
 
 \"\ rivets, M" 
 
 diameter, . 
 
 
 
 , t 
 
 k- 
 
 "tf 
 
 
 or 2-8" - and 2-10" bars. 
 
 Section 
 
 6- 
 
 j 
 
 
 Unsupported Column Lengths 
 
 &> < 
 
 J . 
 
 to 
 
 Feet 
 
 .-c 
 
 +*. 
 
 V 
 
 
 
 
 
 
 
 |2 
 
 '* 
 
 3 
 
 20 
 
 22 
 
 24 
 
 26 
 
 28 
 
 30 
 
 "^ 
 
 a 
 
 
 
 
 
 
 
 
 ] 
 
 3 ound 
 
 5 Bars 
 
 
 
 
 
 
 
 
 
 
 2-8^- 
 
 J 11K 
 
 laced 
 
 6.70 30.1 
 
 3.11 
 
 
 
 40.2 
 
 39.6 
 
 38.1 
 
 36.7 
 
 35.2 
 
 
 
 2-10XK" 
 
 11.70 
 
 41.53.03 
 
 .! .! 
 
 70.2 
 
 68.3 
 
 65.7 
 
 63.0 
 
 60.4 
 
 2-8"- 
 
 J UK 
 
 2-10XA" 
 
 12.95 
 
 45.7 
 
 3.02 
 
 
 77.7 
 
 75.5 
 
 72.6 
 
 69.6 
 
 66.7 
 
 2-8"- 
 
 J UK 
 
 2-10X5V' 
 
 14.20 50.03.02.. .. 
 
 85.2 
 
 82.7 
 
 79.5| 76.2 
 
 73.0 
 
 2-8"- 
 
 - 1 11K 
 
 2-lOXiV' 
 
 15.45 
 
 54.2 
 
 3.01 
 
 
 92.7 
 
 89.9 
 
 86.4 
 
 82.8 
 
 79.3 
 
 2-8"- 
 
 -UK 
 
 2-10XM" 
 
 16.70 58.53.00.. .. 
 
 100.2 
 
 97.1 
 
 93.3 
 
 89.5 
 
 85.7 
 
 2-8"- UK 
 
 2-8"- UK 
 
 2-10XA" 
 2-10XH" 
 
 17.95 62.73.00.. .. 
 19.20 67.02.99.. .. 
 
 107.7 
 115.2 
 
 104.3 
 111.5 
 
 100.2 
 107.1 
 
 96.1 
 102.7 
 
 92.0 
 98.3 
 
 2-8"- 
 
 - zx 
 
 laced 
 
 8.08 35.12.98.. .. 
 
 48.5 
 
 46.8 
 
 45.0 
 
 43.1 
 
 41.3 
 
 2-8"- VA 
 
 2-10XK" 
 
 13.08 
 
 46.53.00.. .. 
 
 78.5 
 
 76.0 
 
 73.0 
 
 70.1 
 
 67.1 
 
 2-8"- 
 
 - &A 
 
 2-10XA" 
 
 14.33 
 
 50.7 
 
 2.99 
 
 
 86.0 
 
 83.2 
 
 79.9 
 
 76.6 
 
 73.4 
 
 2-8"- 
 
 J 35i 
 
 2-lOX^i" 
 
 15 58 
 
 55 
 
 > <i,s 
 
 
 93.5 
 
 90.3 
 
 86.7 
 
 83.2 
 
 79.6 
 
 2-8"- 
 
 - 354 
 
 2-10XA" 
 
 16.83 59.22.98.. .. 
 
 101.0 
 
 97.5 
 
 93.5 
 
 89.8 
 
 85.9 
 
 2-8"- 3K 
 
 2-10XM" 
 
 18.08 
 
 63.52.97.. .. 
 
 108.5 
 
 104.6 
 
 100.4 
 
 96.3 
 
 92.1 
 
 2-8"- 3K 
 2-8"- 135* 
 
 2-lOXA 7 ' 
 
 19.33 67.72.96!.. .. 
 20.58 72.02.96.. .. 
 
 116.0111.7 
 123.5118.9 
 
 107.2 
 114.1 
 
 102.8 
 109.4 
 
 98.3 
 104.6 
 
 2-8"- 
 
 -16K 
 
 laced. . . . ; 
 
 9.56 40.12.89 
 
 57.4 
 
 56.8 
 
 54.6 
 
 52.3 
 
 50.1 
 
 47.8 
 
 2-8"- 
 
 -16^ 
 
 
 17.06 
 
 60.0 
 
 2.93 
 
 102.4 
 
 102.1 
 
 98.1 
 
 94.1 
 
 90.1 
 
 86.2 
 
 2-8"- 16K 
 
 2-10XT 3 t" 
 
 18.31 
 
 64.22.93109.9 
 
 109.5 
 
 105.3 
 
 101.0 
 
 96.7 
 
 92.5 
 
 2-8"- 
 
 - 1 16K 
 
 2-10XM 7 ' 
 
 19.56 
 
 68.52.92117.4 
 
 117.0 
 
 112.4 
 
 107.9 
 
 103.3 
 
 98.7 
 
 2-8"- 
 
 j 16K 
 
 2-10XA" 
 
 20.81 
 
 72.7 
 
 2.92 
 
 124.9 
 
 124.4 
 
 119.6 
 
 114.7 
 
 109.9 
 
 105.0 
 
 2-8"- 
 
 J 16K 
 
 2-10XH" 
 
 22.06 
 
 77.02.92132.4 
 
 131.8 
 
 126.7 
 
 121.5 
 
 116.4 
 
 111.2 
 
 2-8"- 
 
 j iQK 
 
 2-10XH" 
 
 23.33 
 
 81.2 
 
 2.92 
 
 139.9 
 
 139.3 
 
 133.9 
 
 128.4 
 
 123.0 
 
 117.5 
 
 2-8"- 16K 
 
 2-10X54" 
 
 24.56 
 
 85.52.92147.4 
 
 146.7 
 
 140.9 
 
 135.2 
 
 129.4 
 
 123.7 
 
 2-8" 1854 
 
 kced. . .. f 
 
 11.02 
 
 45.12.82 66. 
 
 64.8 
 
 62.2 
 
 59.5 
 
 56.8 
 
 54.1 
 
 2-8"- 
 
 Jl8 ^ 
 
 
 18.52 
 
 65.0 
 
 2.89 
 
 111. 
 
 110.1 
 
 105.7 
 
 101.4 
 
 97.0 
 
 92.6 
 
 2-8"- 
 
 
 2-wxy 2 " 
 
 21.02 
 
 73.52.89126. 
 
 125.0 
 
 120.0 
 
 115.0 
 
 110.1105.1 
 
 2-8"- 
 
 j ig?^ 
 
 2-lOX^g" 
 
 23.52 
 
 82.0 
 
 2.89 
 
 141. 
 
 139.8 
 
 134.3 
 
 128.7 
 
 123.2 
 
 117.6 
 
 2-8"- 
 
 J 1854 
 
 2-10XM" 
 
 26.02 
 
 90.52.89156. 
 
 154.7 
 
 148.6 
 
 142.4 
 
 136.3 
 
 130.1 
 
 2-8"- 
 
 J 21K 
 
 laced 
 
 12.5 
 
 50.12.77 
 
 75.0 
 
 72.9 
 
 69.8 
 
 66.7 
 
 63.7 
 
 60.6 
 
 2-8"- 
 
 - 21J4 
 
 2-10X^" 
 
 20.0 
 
 70.0 
 
 2.83 
 
 120.0 
 
 117.9 
 
 113.1 
 
 108.2 
 
 103.4 
 
 98.5 
 
 2-8" 21K 2-10XJ^" 
 
 22.5 
 
 78.52.83135.0 
 
 132.8 
 
 127.4 
 
 121.9 
 
 116.5 
 
 111.0 
 
 2-8"- 
 
 j 21J4 
 
 2 lOX^'' 
 
 25.0 
 
 87.0 
 
 2.84 
 
 150.0 
 
 147.6 
 
 141.6 
 
 135.6 
 
 129.5 
 
 123.5 
 
 2-8"- 21K 
 
 2-10X24" 
 
 27.5 
 
 95.52.84165.0 
 
 162.5 
 
 155.9 
 
 149.3 142.6 135.0 
 
 2-8 ''- 21K 
 
 2-10Xj^" 
 
 30.0 
 
 104.02.85180.0 
 
 177.3 
 
 170.1 
 
 162.9155.7 
 
 148.5 
 
 NOTE. Weights of column shafts include rivets. 
 
' J ON E S & 
 
 LAUGH LIN STEEL CO. 
 
 155 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 9" Channel 
 
 Column. Square Ends 
 
 Allowable 
 
 strain per square inch = 
 
 12,000 pounds for lengths of 90 
 
 radii 
 
 52= 
 
 
 7r T 
 
 or 
 
 less. 
 
 17,100 pounds 57 - for 
 
 i 
 
 
 - 
 
 lengths 
 
 over 90 radii. 
 
 r 
 
 "u 
 
 -6*-'- 
 
 n 
 
 Safety factor = 4. 
 
 
 
 1L J 
 
 Section 
 
 : 2-9" laced 
 
 with 
 
 2 // > 
 
 < T 5 /' 
 
 r^ 
 
 
 
 
 bars 
 
 M 
 
 ">lp. I.3.". rivpts 
 
 . 3/" 
 
 diam 
 
 eter, 
 
 i ' n 
 
 k ion* * 
 
 or 2-9" -" and 2-1 1" bars. 
 
 
 
 
 
 
 tn 
 
 = JJ 
 
 j 
 
 
 Unsupported Column 
 
 Lengths 
 
 
 
 
 . - 
 
 ^ . 
 
 In 
 
 Fc 
 
 et 
 
 
 
 
 Secti 
 
 on 
 
 rt C 
 
 Ji ; 
 
 S K 
 
 
 
 
 
 
 
 
 ^ 
 
 J 
 
 - 
 
 
 
 
 
 
 
 
 
 
 C/3 
 
 u ^ 
 
 i 
 
 22 
 
 24 
 
 26 
 
 28 
 
 30 
 
 32 
 
 Pounds 
 2-9" 13M 
 
 Bars 
 laced 
 
 7.78 
 
 34.93.49 
 
 
 46.7 
 
 46.7 
 
 45.2 
 
 '43.6 
 
 42.1 
 
 2-9"- 
 
 13J4 
 
 2-11XM" 
 
 13.28 
 
 47.2 
 
 3.41 
 
 
 79.7 
 
 78.9 
 
 76.3 
 
 73.6 
 
 70.9 
 
 2-9"- 
 
 13M 
 
 2-11XA" 
 
 14.66 
 
 57. S 
 
 3.40 
 
 
 88.0 
 
 86.8 
 
 83.9 
 
 80.9 
 
 78.0 
 
 2-9" 
 
 13/4 
 
 2-nxy s " 
 
 16.03 
 
 56.6 
 
 3.38 
 
 ! 96.2 94.7 
 
 91.5 
 
 88.3 
 
 85.0 
 
 2-9"- 
 
 13/4 
 
 2-11XTV 
 
 17.41 
 
 61.23.37 
 
 104.5102.0 
 
 99.1 
 
 95.6 
 
 92.1 
 
 2-9" 
 
 13M 
 
 2-11 XH" 
 
 18.78 
 
 65.93.35 
 
 112.7110.6 
 
 106.7 
 
 102.9 
 
 99.1 
 
 2-9"- 
 
 13/4 
 
 2-11XA" 
 
 20. 16 
 
 70.6 
 
 3.34 
 
 
 121.0 
 
 118.5 
 
 114.4 
 
 110.3 
 
 106.2 
 
 2-9" 
 
 13M 
 
 2-llX5i // 21.53 
 
 75.33.32 
 
 129.2 
 
 126.4122.0 
 
 117.6113.2 
 
 2-9" 
 
 15 
 
 kced. . . . 
 
 8.82 
 
 38.43.40... 
 
 52.9 
 
 52.3 
 
 50.6 
 
 48.8 
 
 47.0 
 
 2-9"- 
 
 15 
 
 2-11XM" 
 
 14.32 
 
 50.7 
 
 3.36 
 
 
 85.9 
 
 84.5 
 
 81.7 
 
 78.8 
 
 75.9 
 
 2-9" 
 
 15 
 
 2-1 IX A" 
 
 15.70 
 
 55.43.34.... 
 
 94.2 92.5 
 
 89.3 
 
 86.1 
 
 82.9 
 
 2-9" 
 
 15 
 
 2-nxy s " 
 
 17.07 
 
 60.1 
 
 3.33 
 
 
 102.41100.4 
 
 96.9 
 
 93.4 
 
 89.9 
 
 2-9"- 
 
 15 
 
 2-llX^^ 
 
 18.45 
 
 64.73.32... 
 
 110.7108.3 
 
 104.5 
 
 100.7 
 
 96.9 
 
 2-9" 
 
 15 
 
 
 19.82 
 
 69.4 
 
 3.31 
 
 
 118.9 
 
 116.2 
 
 112.1 
 
 108.0 
 
 103.9 
 
 2-9"- 
 
 15 
 
 2-1 IXA^ 
 
 21.20 74.13.30... 
 
 127.2 
 
 124.1 
 
 119.7 
 
 115.3 110.9 
 
 2-9" 
 
 15 
 
 
 22.57 
 
 78.83.29 
 
 135.4 
 
 132.0 
 
 127.3122.6,117.9 
 
 2-9" 
 
 20 
 
 laced 
 
 11.76 
 
 48.43.21.. .. 
 
 70.6 
 
 68.0 
 
 65.5 
 
 63.0 
 
 60.5 
 
 2-9"- 
 
 20 
 
 2-1 IX A" 
 
 18.64 
 
 65.43.27.. 
 
 111.8 
 
 108.7 
 
 104.8 100.9 
 
 97.0 
 
 2-9" 
 
 20 
 
 2-1 ixy s " 
 
 20.01 
 
 70.1 
 
 3.26 
 
 
 120.1 
 
 116.6 
 
 112.4 
 
 108.2 
 
 104.0 
 
 2-9"- 
 
 20 
 
 2-llXA^ 
 
 21.39 
 
 74.73.26.. .. 
 
 128.3 
 
 124. 5 
 
 120.0 115.5 
 
 111.0 
 
 2-9" 
 
 20 
 
 
 22.76 
 
 79.4 
 
 3.25 
 
 
 136.6 
 
 132.4 
 
 127.6 
 
 122.8 
 
 118.1 
 
 2-9"- 20 
 
 2-1 IXiV' 
 
 24.14 
 
 84.13.25.. .. 
 
 144.8 
 
 140.3 
 
 135.3130.2125.1 
 
 2-9"- 
 
 20 
 
 2-llX^i" 
 
 25.51 
 
 88.83.25.. 
 
 153.1 
 
 148.2 
 
 142.9137.5132.1 
 
 2-9"- 
 
 20 
 
 2-llXH" 
 
 26.89 
 
 93.4 
 
 3.24 
 
 
 161.3 
 
 156.2 
 
 150.5 
 
 144.8 
 
 139.1 
 
 2-9"- 
 
 20 
 
 2-nx 3 A" 
 
 28.26 
 
 98.13.24.. .. 
 
 169.6 
 
 164.1 
 
 158.1 
 
 152.1 
 
 146.2 
 
 2-9"- 
 
 25 
 
 kced 
 
 14.70 
 
 58.43.10 
 
 88.2 86.8 
 
 83.5 
 
 80.3 
 
 77.0 
 
 73.8 
 
 2-9"- 
 
 25 
 
 2-llX^" 
 
 22.95 
 
 80.1 
 
 3.18 
 
 137. 8137.0! 132.1 
 
 127.1 
 
 122.2 
 
 117.2 
 
 2-9"- 
 
 25 
 
 
 24.33 
 
 84. 7 3. 18 146. 145. 2' 140. 134. 7 
 
 129.51124.3 
 
 2-9"- 
 
 25 
 
 2-nxy 2 " 
 
 25.70 
 
 89.4 
 
 3.18 
 
 154.2 153.4:147.9 
 
 142.3 
 
 136.8 
 
 131.3 
 
 2-9"- 
 
 25 
 
 2-11XA" 
 
 27.08 94.13.18162.5161.6155.8 
 
 150.0 144.1 
 
 138.3 
 
 2-9"- 
 
 25 
 
 2-llX^" 
 
 28.45 
 
 98 .i 
 
 3.18 
 
 170.7 169.8 
 
 163.7 
 
 157.6 
 
 151.5 
 
 145.3 
 
 2-9"- 25 
 
 2-11XH" 
 
 29.83103.43.18179.0178.0171:6165.2 
 
 158.8 
 
 152.4 
 
 2-9"- 
 
 25 
 
 2-11XM" 
 
 31.20 
 
 108.1 
 
 3.18 
 
 187.2 186.3 179.5 
 
 172.8 
 
 166.1 
 
 159.4 
 
 2-9"- 25 
 2-9" 25 
 
 2-llXii" 
 2-1 1XK" 
 
 32. 58 112. 8 3. 18 195. 5 194. 5| 187. 4 180. 4^ 173. 4 
 33.95117.53.18203.7202.7 195.4 188.1 i 180. 7 
 
 166.4 
 173.4 
 
 2-9"- 25 
 
 2-11XM" 
 
 35.33122.13.18212.0210.9 
 
 203.3195.71188.1 
 
 180.5 
 
 NOTE. Weights of column shafts include rivets. 
 
156 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 10" Channel Column. Square Ends 
 
 U aM^'-H Allowable strain per square inch = 
 
 ] i ]_o 000 pound 
 
 3 for lengths of 90 radii 
 1 
 
 
 or less. 17,100 57 : for lengths 
 
 H ~ 7<t ~M i0 " over 90 radii. 
 
 1 Safety factor = 4. 
 rTJTI um 4- Section: 2-10" - laced with 2" x ^" 
 
 bars. Holes, ^$"; rivets, ^" diam- 
 
 -rll**"^ eter> or 2-10" ^ and 2-12" plates. 
 
 r j Unsupported Column Lengths 
 w 8 J . Feet 
 
 c JJ ^r e 2 , 
 
 Section || |3 J 
 
 
 
 26 28 30 32 34 
 
 Pounds Plates 
 2-10"- 15 laced 8.92 38.43.87; 
 
 . 53.5 52.6 51.0 49.5 
 
 2-10" 152-12XK" 14 92 52 43 76 
 
 89.5 86.9 84.2 82.5 
 
 2 10" 1 j 152 12XA" 16 42 57 53 74 
 
 98 5 95 4 92 3 89 3 
 
 2-10" 15 2-12X^6" 17.92 62.63.73 
 
 107.5107.2103.8100.5 97.2 
 
 2-10" 15 2-12X A" 19.42 67.73.71 
 
 116.5115.9112.2108.6105.0 
 
 2-10"-152-12xk" 20.92 72.83.69 
 
 12555 124.6 120.6 116.7 112.8 
 
 2-10" 15 2-12X A" 22.42 77.93.68 
 
 134.5133.2129.0124.8120.7 
 
 2-10"- 15 2-12X^" 23. 92 83. 3. 66 ..... 
 
 143.5141.9137.5133.0128.5 
 
 2-10"- 20 laced 11.76 48.43.68 
 
 70.6 69. 8i 67.6 65.4 63.2 
 
 2-10"- 20 2-12X5^" 20.75 72.63.65 
 2-10" 202-12XT*" 22.26 77.73.64 
 
 124.5123.0 119.1 115.2 111.3 
 133.5131.7127.5123.3119.1 
 
 2-10"-202-12XH" 23.76 82.83.63 
 
 142.6 140.4 135.9 131.5 127.0 
 
 2-10" 202-12X-rV' 25.26 87.93.62 
 
 151.6149.1144.4139.6134.8 
 
 2-10"- 20 2-12X^6" 26.76 93.03.61 
 
 160.6 157.8 152.8 147.7 142.6 
 
 2-10" 20 2-12XH" 28. 26 98. 1 3. 61 
 
 169.6166.6161.2155.9 150.5 
 
 2-10"- 20 2-12XM" 29. 76 103. 2 3. 60 
 
 178.6175.3,169.6164.0158.3 
 
 2-10"- 25 laced 14.70 58.43.52 
 
 88.2 85.7 82.8 80.0 77.1 
 
 2-10" 25 2-12X W 26. 70 92. 8 3. 57 
 
 160.2156.7151.5146.4141.2 
 
 2-10" 25 2-12X A" 28. 20 97. 9 3. 57| 
 
 169.2 165.4 159.9 154.5 149.0 
 
 2-10" 252-12X^" 29.70103.03.56 1178.2 174.0 168.3 162.5 156.8 
 
 2-10"- 25 2-12XH" 31.20 108. 1 3.56 
 
 187.2 182.7 176.7 170.6 164.6 
 
 2-10" 252-12XM" 32.70113.23.55 
 
 196.2191.4185.1 178.7172.4 
 
 2-10"- 25 2-12X ' 34. 20 118. 3 3. 55 
 
 205.2 200.1 193.5 186.8 180.2 
 
 2-10"- 25 2-12X \V' 35. 70 123. 4 3. 54 
 
 214.2208.7201.8194.9 188.0 
 
 2-10"^ 30 laced 17.64 68.43.42 
 
 105.8101.4 97.9 94.4 90.8 
 
 2MO" 30 2-12X5-6" 32.64113.03.50 
 
 195.8 189.8 183.4 177.0 170.6 
 
 2-10" 302-12X%" 35.64123.23.50 
 
 213.8207.1200.1 193.1 186.2 
 
 2-10" 25 2-12Xi" 38. 64 133.4 3.50 
 
 231.8 224.4 216.9 209.3 201.7 
 
 2-10" 302-12X1" 41.64143.63.49 
 
 249.8241.8233.6225.4217.3 
 
 2-10"- 35 laced i20.68 78.43.35123.5 
 
 121.3117.2:113.0108.9104.7 
 
 2-10" 35 2-12XH" 35. 58 124. 3. 45213. 5212. 5 205. 5 198. 4 191. 3 184. 3 
 
 2-10" 35 2-12X5^" 38. 58 133. 2 3. 45231. 5 230. 4 222. 8 215. 1 207. 5 199. 8 
 
 2-10"- 352-12X%" 41.58143.43.45249.5 
 
 248.3240.1 231.8223.6215.4 
 
 2-10"- 352-12X1" 44.58153.63.45267.5 
 
 266.2257.4248.6239.7230.9 
 
 2-10"- 352-12X1H" 47.58163.83.45285.5 
 
 284. 1 274. 7 265. 3 255. 8 246. 4 
 
 NOTE. Weights of column shafts include rivets. 
 
JONES & 
 
 L AU G H L I N 
 
 ST 
 
 E E 
 
 L C 
 
 0. 
 
 157 
 
 SAFE 
 
 LOADS IN TONS OF 2000 
 
 POUNDS 
 
 12" Channel 
 
 Column. Square Ends 
 
 .fHH/t.jj Allowable 
 
 strain per square inch= 
 
 . ,i, ! 12,000 pounds for lengths of 90 
 
 radii 
 
 
 
 F 
 
 or less. 
 
 17,100 
 
 57 - for lengths 
 
 
 --8k-'- 
 
 12 " over 
 
 90 radii. 
 
 r 
 
 
 
 
 .' 
 
 f 
 
 Safety factor = 4. 
 
 
 
 &__[ 
 
 Section 
 
 : 2-12" 
 
 i-- laced 
 
 with 
 
 2" 3 
 
 '*" 
 
 
 
 
 
 bars. 
 
 Holes, if" 
 
 ; nvets, 
 
 2^" diam- 
 
 i< 
 
 -13 9 /i 
 
 * 
 
 
 eter, 
 
 or 2-12" ir-- 
 
 and 2-14 x 
 
 plates. 
 
 
 
 
 A 
 
 
 
 
 Unsupported Column Lengths 
 
 
 Section 
 
 {/) tfi 
 
 C " 
 
 *^ 
 
 X 
 
 Feet 
 
 
 
 
 
 r 
 
 30 
 
 32 
 
 34 
 
 36 
 
 38 
 
 40 
 
 Pounds Plates 
 2-12" SfnuiarpH 
 
 12 06 
 
 49 4 
 
 4 r,i 
 
 
 
 72.4 
 
 70.9 
 
 69 1 
 
 67.3 
 
 
 -20^ 
 
 2-14XA" 
 
 20^81 
 
 72.74.39. . 
 
 124.9 
 
 122.8 
 
 119.6 
 
 116.3 
 
 113.1 
 
 2-12"- 
 
 -20V4 
 
 2-14X^1" 
 
 22.56 
 
 78.7 
 
 4.37 
 
 
 135.4 
 
 132.7 
 
 129.2 
 
 125.7 
 
 122.1 
 
 2-12"- 20 V| 
 
 2-14X&" 
 
 24.31 
 
 84.64.35. . 
 
 145.9142.7 
 
 138.9 
 
 135.0 
 
 131.2 
 
 2-12"- 20H 
 
 2-14XM" 
 
 26.06 
 
 90.64.33. . 
 
 156.4152.6 
 
 148.5 
 
 144.4 
 
 140.3 
 
 2-12"- 
 
 -20H 
 
 2-14XA" 
 
 27.81 
 
 96.5 
 
 4.32 
 
 
 166.9 
 
 162.6 
 
 158.2 
 
 153.7 
 
 149.3 
 
 2-12" 20 H 
 
 2-14X^6" 
 
 29.56102.54.30. . 
 
 177.4172.5 
 
 167.8 
 
 163.1 
 
 158.4 
 
 2-12"- 20H 
 
 2-14XH" 
 
 31.31168.44.28. . 
 
 187.9 
 
 182.5 
 
 177.1 
 
 172.5 
 
 167.4 . 
 
 2-12"- 20^ 
 
 2-14X9^" 
 
 33.06114.44.26. . 
 
 198.4 
 
 192.4 
 
 187.1 
 
 181.8 
 
 176.5 
 
 2-12"- 
 
 -25 
 
 laced 
 
 14.70 
 
 58.44.43. . 
 
 88.2 
 
 87.1 
 
 84.8 
 
 82.6 
 
 80.3 
 
 2-12"- 
 
 -25 
 
 2-14XH* 
 
 25.20 
 
 87.7 
 
 4.30 
 
 
 151.2 
 
 147.3 
 
 143.3 
 
 139.3 
 
 135.3 
 
 2-12"- 
 
 -25 
 
 2-14X&" 
 
 26.95 
 
 93.64.29. . 
 
 161.7 
 
 157.3 
 
 158.0 
 
 148.7|144.4 
 
 2-12"- 
 
 -25 
 
 2-14XH" 
 
 28.70 
 
 99.6 
 
 4.28 
 
 
 172.2 
 
 167.2 
 
 162.6 
 
 158.0 
 
 153.4 
 
 2-12"- 
 
 -25 
 
 2-14XiV' 
 
 30.45105.54.27. . 
 
 182.7 
 
 177.2 
 
 172.3167.4|162.5 
 
 2-12"- 
 
 -25 
 
 214X5^" 
 
 32.20 
 
 111.5 
 
 4.26 
 
 193.2 
 
 192.6 
 
 187.1 
 
 181.9 
 
 176.8 
 
 171.5 
 
 2-12"^ 
 
 -25 
 
 2-14XH" 
 
 33.95117.44.25203.7202.8 
 
 197.0 
 
 191.6 186.1^180.6 
 
 2-12"- 
 
 -25 
 
 2 14XM" 
 
 35.70 
 
 123.4 
 
 4.23 
 
 214.2 
 
 212.9 
 
 207.0 
 
 201.2 
 
 195.5 
 
 189.7 
 
 2-12"- 
 
 -25 
 
 2-14XH" 
 
 37.45129.34.22224.7223.1 
 
 216.9210.9204.81198.7 
 
 2-12"- 25 
 
 2-UXH" 
 
 39.20135.34.21235.2 
 
 233.3 
 
 226.9 
 
 220.5214.2 
 
 207.8 
 
 2-12"- 
 
 -30 
 
 laced 
 
 17.64 
 
 68.44.28... 
 
 105.8 
 
 102.9 
 
 100.1 
 
 97.3 
 
 94.4 
 
 2-12"- 
 
 -30 
 
 2-14X^" 31.64109.64.22189.8 
 
 188.5 
 
 183.3 
 
 178.21 173.1 
 
 168.0 
 
 2-12"- 
 
 -30 
 
 2 14X 5 '1i" 
 
 35.14 
 
 121.5 
 
 4.21 
 
 210.8 
 
 209.0 
 
 203.2 
 
 197.5 
 
 191.8 
 
 186.1 
 
 2-12"- 
 
 -30 
 
 2-14X54" 
 
 38.64133.44.19231.8229.5223.2216.9,210.5204.3 
 
 2-12"- 
 
 -30 
 
 2 14 X I/?." 
 
 42.16 
 
 145.3 
 
 4.18 
 
 252.8 
 
 249.9 
 
 243.1 
 
 236.2 
 
 229.2 
 
 222.4 
 
 2-12"- 
 
 -30 
 
 2-14X1" 
 
 45. 64 157. 2 4. 17 273. 8j 270. 4 
 
 263.0 
 
 255.5 
 
 247.9 
 
 240.5 
 
 2-12" 35 
 
 laced 
 
 20.58 
 
 78.44.17123.5 121.9 
 
 118.6 
 
 115.2 
 
 111.8 108.5 
 
 2-12"- 
 
 -35 
 
 2-14X^6" 
 
 38.08 
 
 113.5 
 
 4.16 
 
 228.5 
 
 224.4 
 
 218.4 
 
 212.4 
 
 206.4 
 
 200.3 
 
 2-12"- 
 
 -35 
 
 2-14XM" 
 
 41. 58 143. 4 4. 15 249. 5 245. 2 238.5231. 81225. 1'218.4 
 
 2-12"- 
 
 -35 
 
 2 14X "/%" 
 
 45.08 
 
 155.3 
 
 4.14 
 
 270.5 
 
 265.9 
 
 258.5 
 
 251.1 
 
 243.8 
 
 236.4 
 
 2-12"- 
 
 -35 
 
 2-14X1" 
 
 48. 58 167. 2 4. 13 291. 5 286. 6 
 
 278. 6^70. 5 
 
 262.5 
 
 254.4 
 
 2-12"- 40 
 
 laced 
 
 23.52 
 
 88.44.09141.1 
 
 138.2 
 
 134.2 
 
 130.3 
 
 126.4 
 
 122.8 
 
 2-12"- 
 
 -40 
 
 214X5^" 
 
 44.52 
 
 153.4 
 
 4.10 
 
 267.1 
 
 261.8 
 
 254.4 
 
 247.0 
 
 239.5 
 
 232.1 
 
 2-12"- 
 
 -40 
 
 2-14Xj^" 48.02165.34.10288.1 
 
 282.3 ; 274.3266.3 
 
 258.3 : 250.2 
 
 2-12"- 
 
 -40 
 
 2-14X1" 
 
 51.52 
 
 177.2 
 
 4.10 
 
 309.1 
 
 302.8 
 
 294.2 
 
 285.6 
 
 277.0 
 
 268.4 
 
 2-12"- 
 
 -40 
 
 2-14X1H" 
 
 55.02189.14.09330.1 
 
 323.3314.1 
 
 304.9;295.7 
 
 286.5 
 
 2-12" 40 
 
 2-14Xl^"58.52201.04.09351.1 
 
 343. 7,334. 0324. 2314.41304. 6 
 
 NOTE. Weights of column shafts include rivets. 
 
JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 15" Channel Column. Square Ends 
 Allowable strains per square inch= U 12%" ->t 
 12,000 pounds for lengths of 90 radii 
 
 or less. 17,100 57 - for lengths 
 
 over 90 radii. r 
 
 Safety factor = 4. 
 Section : 2-15"'-- laced with 2X"x */*" 
 
 bars. Holes, jf"; rivets, %" diameter, 
 
 or 2-15" and 2-16" plates. r* 15H-" >j 
 
 Section 
 
 *.!*! 
 
 m 
 
 < i a 
 
 E OK 
 
 Unsupported Column Lengths 
 Feet 
 
 35 
 
 37 
 
 39 
 
 41 
 
 43 
 
 45 
 
 Pounds Plates 
 
 
 
 
 
 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 2-15" 
 
 " 33 2-16X 
 -332-16X 
 -532-16XA" 
 
 -332-16X 5 /s" 
 
 - 33 2-16XH" 
 -332-16X?-4" 
 
 - 33 2-16X H" 
 33 2-16X * H" 
 
 - 33 2-16X 1" 
 
 - 35 laced. . . 
 
 352-16X1^" 
 
 352-16XH" 
 
 352-16X24'" 
 
 352-16XJ*" 
 
 352-16X1" 
 
 40 laced 
 
 402-16XH" 
 
 40 2-16X 1" 
 40 2-16X \W 
 40 2-16X \W 
 45 laced ....... 
 
 452-16XH" 
 452-16X^4'" 
 45 2-16X 1" 
 45 2-16X W 
 45 2-16X W 
 SOlaced ....... 
 
 502-16XM" 
 502-16X1" 
 502-16X1M' 7 
 502-16X1)^" 
 55 laced ....... 
 
 552-16XM" 
 552-16X1" 
 55 2-16X 1^" 
 552-16XW 
 
 31.80108.85.08... 
 33.80115.65.07... 
 35.80122.45.05... 
 37.80129.25.03... 
 39.80136.05.01... 
 41.80142.85.00... 
 43.80149.64.98... 
 45.80156.44.96... 
 47.80163.24.94... 
 51.80176.84.91310 
 20.58 80.65.32... 
 32.58112.85.07... 
 36.58126.45.04... 
 40.58140.05.00... 
 44.58153.64.97... 
 48.58167.24.94... 
 52.58180.84.90315 
 23.52 90.65.21... 
 39.52136.44.98... 
 47.52163.64.94... 
 55.52190.84.90333 
 63.52218.04.86381 
 71.52245.24.82429 
 26.48100.65.12... 
 42.48146.44.94... 
 50.48173.64.90302 
 58.48200.84.87350 
 66.48228.04.84398 
 74.48255.24.80446 
 29.42110.65.02... 
 53.42183.64.84320 
 61.42210.84.82368 
 69.42238.04.80416 
 77.42265.24.78464 
 32.36120.64.96... 
 .36193.64.82338 
 .36220.84.80'386 
 .36248.04.78434 
 .36275.24.76482 
 
 . 
 
 56. 
 64. 
 
 190. 
 . 202. 
 .j214. 
 
 .226. 
 .|238. 
 .i250. 
 . 262. 
 .274. 
 
 8310. 
 
 :;* 
 
 .|219. 
 .;243. 
 . 267, 
 .1291, 
 5.313, 
 
 :i23 7 : 
 
 . ^285. 
 1 330, 
 1377. 
 1:423 
 .158, 
 . 254, 
 5300 
 5347 
 5393 
 5,440 
 J176. 
 5,317 
 5,363. 
 5410 
 5457, 
 .194 
 2333 
 2380 
 2426 
 2473 
 
 8 188. 
 
 8 199. 
 8211. 
 8222. 
 8233. 
 8245. 
 8256. 
 8268. 
 8279. 
 8302. 
 Jl23. 
 5 192. 
 5215. 
 5238. 
 5261. 
 5283. 
 8306. 
 .[141. 
 
 1 232. 
 1277. 
 6322. 
 2368. 
 8413. 
 
 9 157. 
 5248. 
 8293. 
 4339. 
 9384. 
 5429. 
 5173. 
 1309. 
 7355. 
 3400. 
 0445. 
 
 2 189. 
 9325. 
 4371. 
 9416. 
 4461. 
 
 4 184. 1 179. 
 
 8 195.2 190. 
 2206.3201. 
 6217.4212. 
 9228.5223. 
 3239.5233. 
 7250.6244. 
 1 261.7255. 
 4272.8266. 
 2295.0287. 
 
 5 121.7119. 
 
 9 188.5 184. 
 6210.6205. 
 
 3 232. 7 227. 
 0254.8248. 
 7277.0270. 
 4299.1291. 
 1 137.8134. 
 0226.6221. 
 4270.8264. 
 8315.0307. 
 2359.3350. 
 6403.5393. 
 4153.9150. 
 5242.6236. 
 8286.8279. 
 2330.9322. 
 5 375. 1 365. 
 8419.2408. 
 
 4 169.4165. 
 5302.0294. 
 0,346.2337. 
 4! 390. 5 380. 
 9|434.8423. 
 61185.1 180. 
 9318.0310. 
 3362.1352. 
 6406.2395. 
 9450.4438. 
 
 8175.6 
 
 6 186.0 
 4196.5 
 2207.0 
 0217.5 
 8228.0 
 6238.5 
 4249.0 
 
 2 259. 5 
 7280.5 
 1 116.4 
 1 179.7 
 6200.6 
 1221.6 
 
 7 242. 5 
 2203.5 
 
 8 284. 4 
 7131.6 
 2215.8 
 2257.6 
 3299.5 
 3341.4 
 3383.2 
 
 3 146.8 
 8230.9 
 7 272. 7 
 7314.4 
 7356.2 
 6.398.0 
 
 4 161.4 
 4286.8 
 5328.8 
 6 370. 7 
 7412.6 
 6 176.2 
 0302.0 
 9343.8 
 9J385.6 
 91427.4 
 
 NOTE. Weights of column shafts include rivets. 
 
JONES & LAUGHLIN STEEL CO. 159 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Single Beam Columns. Square Ends 
 
 Assumed strains per square inch ( _ 50000 f/ 
 
 Factor of safety =4 1 (121) 2 
 
 + 36000r2 
 
 
 
 r* 
 Q 
 
 
 
 9 
 
 If 
 
 \ 
 
 UNSUPPORTED LENGTH OF BEAM IN INCHES 
 
 X 
 
 WBIGHI 
 
 P( 
 
 H 
 
 4 
 
 G 
 
 8 
 
 10 
 
 12 
 
 14 
 
 1(5 
 
 18 
 
 20 
 
 22 
 
 24 
 
 100 
 
 .29 
 
 
 
 
 148 
 
 135 
 
 124 
 
 113 
 
 102 
 
 93 
 
 84 
 
 24 
 
 80 
 
 .36 
 
 
 
 
 117 
 
 110 
 
 102 
 
 94 
 
 86 
 
 78 
 
 71 
 
 20 
 
 100 
 
 .34 
 
 
 
 
 151 
 
 140 
 
 129 
 
 117 
 
 108 
 
 98 
 
 89 
 
 20 
 
 80 
 
 .39 
 
 
 
 
 123 
 
 114 
 
 105 
 
 97 
 
 89 
 
 81 
 
 74 
 
 20 
 
 65 
 
 .21 
 
 . . 
 
 . 
 
 
 94 
 
 86 
 
 78 
 
 70 
 
 63 
 
 57 
 
 
 18 
 
 70 
 
 .09 
 
 . . 
 
 
 ioe 
 
 96 
 
 87 
 
 78 
 
 69 
 
 62 
 
 
 
 18 
 
 55 
 
 .15 
 
 . 
 
 
 83 
 
 77 
 
 70 
 
 63 
 
 56 
 
 50 
 
 
 
 15 
 
 100 
 
 .31 
 
 
 
 160 
 
 149 
 
 138 
 
 126 
 
 115 
 
 105 
 
 95 
 
 86 
 
 15 
 
 80 
 
 .32 
 
 
 
 128 
 
 120 
 
 111 
 
 102 
 
 93 
 
 85 
 
 77 
 
 70 
 
 15 
 
 60 
 
 .22 
 
 
 
 94 
 
 87 
 
 80 
 
 72 
 
 65 
 
 59 
 
 53 
 
 
 15 
 
 42 
 
 .08 
 
 
 
 64 
 
 58 
 
 53 
 
 47 
 
 42 
 
 37 
 
 
 
 12 
 
 55 
 
 .04 
 
 
 89 
 
 81 
 
 74 
 
 66 
 
 58 
 
 52 
 
 46 
 
 
 
 12 
 
 40 
 
 .08 
 
 
 66 
 
 60 
 
 55 
 
 50 
 
 44 
 
 40 
 
 35 
 
 
 
 12 
 
 31^2 
 
 .01 
 
 
 51 
 
 47 
 
 42 
 
 37 
 
 33 
 
 29 
 
 26 
 
 
 
 10 
 
 40 
 
 0.90 
 
 
 62 
 
 56 
 
 49 
 
 43 
 
 37 
 
 32 
 
 
 
 
 10 
 
 25 
 
 0.97 
 
 . 
 
 40 
 
 36 
 
 32 
 
 28 
 
 25 
 
 22 
 
 
 
 
 9 
 
 35 
 
 0.84 
 
 . 
 
 53 
 
 47 
 
 41 
 
 35 
 
 30 
 
 
 
 
 
 9 
 
 21 
 
 0.90 
 
 
 34 
 
 30 
 
 26 
 
 23 
 
 20 
 
 
 
 
 
 8 
 
 25^ 
 
 0.80 
 
 
 38 
 
 33 
 
 28 
 
 24 
 
 21 
 
 
 
 
 
 8 
 
 18 
 
 0.84 
 
 
 27 
 
 24 
 
 21 
 
 18 
 
 15 
 
 
 
 
 
 7 
 
 20 iO.74 
 
 33 
 
 29 
 
 25 
 
 21 
 
 18 
 
 
 
 
 
 
 7 
 
 15 
 
 0.78 
 
 25 
 
 22 
 
 20 
 
 17 
 
 14 
 
 
 
 
 
 
 6 
 
 17M 
 
 0.68 
 
 28 
 
 24 
 
 20 
 
 17 
 
 14 
 
 
 
 
 
 
 6 
 
 1234 
 
 0.72 
 
 20 
 
 17 
 
 15 
 
 13 
 
 11 
 
 
 
 
 
 
 5 
 
 14^ 
 
 0.63 
 
 24 
 
 20 
 
 16 
 
 12 
 
 
 
 
 
 
 
 5 
 
 9/4 
 
 0.65 
 
 15 
 
 13 
 
 11 
 
 9 
 
 
 
 
 
 
 
 4 
 
 10*^ 
 
 0.57 
 
 16 
 
 13 
 
 11 
 
 9 
 
 
 
 
 
 
 
 4 
 
 7^10.59 
 
 12 
 
 10 
 
 8 
 
 6 
 
 
 
 
 
 
 
 3 
 
 7^2 
 
 0.52 
 
 11 
 
 9 
 
 7 
 
 
 
 
 
 
 
 
 3 
 
 
 0.53 
 
 9 
 
 7 
 
 5 
 
 
 
 
 
 
 
 
 
160 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 For radius of gyration axis X-X using '* 6K-*-*i 
 12,000 pounds per square inch for 
 lengths of 90 radii or less. Over 90 radii x -fe {ji~ v 
 
 17,100 57 - = pounds per square inch. P 
 
 r SH" > 
 
 Size of Angles 
 Inches 
 
 Area of 
 
 wSssL itr 
 
 Inches Inches 
 
 Weight per 
 Foot of 
 Column 
 Pounds 
 
 Radius of 
 Gyration 
 Axis X-X 
 Inches 
 
 3X2HX& 
 
 6X34 6.78 
 
 23.1 
 
 1.24 
 
 3X2^X^ 
 
 6X& 8.40 
 
 28.6 
 
 1.27 
 
 3X2>|xH 
 
 6xi 9.97 
 
 33.9 
 
 1.30 
 
 3X2^XT^ 
 
 6X^ 11.51 
 
 39.1 
 
 1.33 
 
 3x2^X^ 
 
 6xi 13.00 
 
 44.2 
 
 1.36 
 
 3X23xjX T% 
 
 6XA 14.50 
 
 49.3 
 
 1.39 
 
 3X2^X^1 
 
 6X^i 15.95 
 
 54.2 
 
 1.43 
 
 4X3 X& 
 
 8X& 10.86 
 
 36.9 
 
 1.67 
 
 4X3 X% 
 
 8X?i 12.96 
 
 44.1 
 
 1.70 
 
 4X3 X& 
 
 8X& 15.02 
 
 51.07 
 
 .73 
 
 4X3 XYz 
 
 8X^ 17.00 
 
 57.8 
 
 .76 
 
 4X3 X^ 
 
 8XA 19-02 
 
 64.7 
 
 .79 
 
 4X3 xj| 
 
 SxJis 20.96 
 
 71.3 
 
 .82 
 
 4X3 X& 
 
 8XM 22.86 
 
 77.7 
 
 .86 
 
 4X3 XM 
 
 8XM 24.76 
 
 84.2 
 
 .89 
 
 4X3 Xil 
 
 8XH 26.62 
 
 90.5 
 
 1.92 
 
 
JONES & LAUGHLIN STEEL CO. 
 
 161 
 
 FOR PLATE AND ANGLE COLUMNS 
 Square Ends 
 
 Rivets, 24f" diameter. Holes, ||" diameter. 
 Short legs of angles riveted to web plates. 
 Column weights do not include rivets. 
 
 Length in Feet 
 
 9 
 
 10 
 
 12 
 
 14 
 
 1C 
 
 18 
 
 20 
 
 22 
 
 24 
 
 40 4 
 
 39.0 
 
 37.6 
 
 36.2 
 
 34.8 
 
 33.4 
 
 
 
 
 50.1 
 
 49 
 
 46.5 
 
 44.0 
 
 41.6 
 
 39.2 
 
 
 
 
 59 6 
 
 58 7 
 
 55.3 
 
 51.9 
 
 48.4 
 
 44.9 
 
 
 
 
 69 
 
 68 7 
 
 64.2 
 
 59.7 
 
 55.1 
 
 50.7 
 
 
 
 
 
 78 
 
 73.1 
 
 67.5 
 
 61.9 
 
 56.4 
 
 
 
 
 
 86 9 
 
 81.9 
 
 75.4 
 
 68.7 
 
 62.2 
 
 
 
 
 
 95 9 
 
 90.8 
 
 83.2 
 
 75.5 
 
 67.9 
 
 
 
 
 
 
 65 2 
 
 61 7 
 
 57 3 
 
 52 9 
 
 48 4 
 
 44 
 
 39 6 
 
 
 
 77 5 
 
 74 1 
 
 69 1 
 
 64 1 
 
 58 9 
 
 53 9 
 
 48 9 
 
 
 
 89 9 
 
 86 6 
 
 80 9 
 
 75 2 
 
 69 5 
 
 63 8 
 
 58 1 
 
 .... 
 
 
 102.0 
 113 9 
 
 99.0 
 111.5 
 
 92.7 
 104.5 
 
 86.4 
 97.5 
 
 80.0 
 90.6 
 
 73.7 
 
 83.6 
 
 67.7 
 76 7 
 
 
 
 125 5 
 
 123 9 
 
 116 3 
 
 108.7 
 
 101.1 
 
 93.5 
 
 86 
 
 
 
 137 2 
 
 136 3 
 
 128 1 
 
 119.9 
 
 111.6 
 
 103 5 
 
 95 2 
 
 
 
 
 148 6 
 
 139 9 
 
 131.0 
 
 122 2 
 
 113.4 
 
 104 5 
 
 
 
 
 159 7 
 
 151 7 
 
 142.2 
 
 132 7 
 
 123 3 
 
 113 8 
 
 
 
 
 
 
 
 
 
 
1G2 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 For radius of gyration axis X-X using * iox---j 
 12,000 pounds per square inch for ^ ^J 
 lengths of 90 radii or less. Over 90 radii *~~P ^1 X 
 17,100 57 - = pounds per square inch. J, 12*-'--^ 
 
 Size of Angles 
 Inches 
 
 Size of 
 Web Plates 
 
 Area of 
 Column 
 Square 
 
 Weight per 
 Foot of 
 Column 
 
 Radius of 
 Gyration 
 Axis X-X 
 
 
 
 Inches 
 
 Pounds 
 
 Inches 
 
 5X3X& 
 
 10XA 
 
 12.77 
 
 43.4 
 
 2.13 
 
 5X3X^ 
 
 10x/^ 
 
 15.19 
 
 51.6 
 
 2.15 
 
 5X3X f'ff 
 
 10X T^ 
 
 17.62 
 
 59.9 
 
 2.18 
 
 5X3X^-12 
 
 10XH 
 
 20.00 
 
 68.0 
 
 2.21 
 
 5X3X& 
 
 lOx ^ 
 
 22.38 
 
 76.1 
 
 2.24 
 
 5X3X % 
 
 10X ^i 
 
 24.69 
 
 83.9 
 
 2.27 
 
 5X3X& 
 
 lOxii 
 
 27.00 
 
 91.8 
 
 2.30 
 
 5X3X^1 
 5X3XM 
 
 ioxil 
 
 29.26 
 31.48 
 
 99.5 
 107.0 
 
 2.34 
 2.37 
 
 
 10X3-8 
 
 33.71 
 
 114.6 
 
 2.40 
 
 6X4X% 
 
 12X^ 
 
 18.94 
 
 64.4 
 
 2.51 
 
 6X4X i 3 * 
 
 12Xi^ 
 
 22.01 
 
 74.8 
 
 2.54 
 
 6X4X^ 
 
 12X^o 
 
 25.00 
 
 85.0 
 
 2.57 
 
 
 12X ^ 
 
 27.99 
 
 95.2 
 
 2.60 
 
 6X4X^ 
 
 12x 5 /s 
 
 30.94 
 
 105.2 
 
 2.63 
 
 6X4X& 
 
 12XH 
 
 33.89 
 
 115.2 
 
 2.66 
 
 6X4X % 
 
 
 36.76 
 
 125.0 
 
 2.69 
 
 6X4Xif 
 
 12Xi 
 
 39.63 
 
 134.7 
 
 2.72 
 
 
 12X3^ 
 
 42.46 
 
 144.4 
 
 2.75 
 
 6x4Xif 
 
 12Xif 
 
 45.25 
 
 153.9 
 
 2.78 
 
 6X4X1 
 
 12X1 
 
 48.00 
 
 163.2 
 
 2.81 
 
 \ 
 
JONES & LAUGHLIN STEEL CO. 
 
 163 
 
 FOR PLATE AND ANGLE COLUMNS 
 Square Ends 
 
 Rivets, ^" diameter. Holes, ^|" diameter. 
 Short legs of angles riveted to web plates. 
 Column weights do not include rivets. 
 
 Length in Feet 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 26 
 
 28 
 
 30 
 
 32 
 
 34 
 
 76.3 
 91.1 
 105.7 
 120.0 
 134.1 
 148.1 
 162.0 
 175.6 
 188.9 
 202.0 
 
 72.0 
 86.4 
 100.8 
 115.2 
 129.2 
 143.9 
 158.3 
 172.7 
 187.1 
 201.5 
 
 113.7 
 131.8 
 150.0 
 167.9 
 185.6 
 203.3 
 
 67.9 
 81.7 
 95.5 
 109.3 
 123.0 
 136.8 
 150.6 
 164.4 
 178.1 
 191.9 
 
 108.2 
 126.7 
 145.2 
 163.8 
 182.3 
 200.8 
 220.6 
 237.8 
 254.8 
 271.5 
 288.0 
 
 63.8 
 77.0 
 90.2 
 103.3 
 116.5 
 129.7 
 142.8 
 156.0 
 169.2 
 182.3 
 
 105.3 
 122.9 
 140.6 
 158.2 
 175.9 
 193.5 
 211.2 
 228.9 
 246.5 
 264.2 
 281.8 
 
 59.8 
 72.3 
 84.9 
 97.4 
 110.0 
 122.5 
 135.1 
 147.6 
 160.2 
 172.7 
 
 102.3 
 119.1 
 135.9 
 152.7 
 169.5 
 186.3 
 203.1 
 219.8 
 226.6 
 253.4 
 270.2 
 
 55.7 
 
 67.6 
 79.6 
 91.5 
 103.4 
 115.4 
 127.3 
 139.3 
 151.2 
 163.1 
 
 99.4 
 115.3 
 131.3 
 147.2 
 163.1 
 179.0 
 194.9 
 210.8 
 226.7 
 242.6 
 258.6 
 
 51.6 
 62.9 
 74.3 
 85.6 
 96.9 
 108.2 
 119.5 
 130.9 
 142.2 
 153.5 
 
 96.5 
 111.6 
 126.6 
 141.6 
 156.7 
 171.7 
 186.8 
 201.8 
 216.8 
 231.9 
 246.9 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 93.6 
 
 107.8 
 121.9 
 136.1 
 150.3 
 164.4 
 178.6 
 192.8 
 207.0 
 221.1 
 235.3 
 
 90.7 
 104.0 
 117.3 
 130.6 
 143.9 
 157.2 
 170.5 
 183.8 
 197.1 
 210.4 
 223.7 
 
 87.7 
 100.2 
 112.6 
 125.0 
 137.0 
 149.9 
 162.3 
 174.8 
 187.2 
 199.6 
 212.0 
 
 
 
 
 
 
 
 
 
 
 
 ...., 
 
 
 
 
Ifi4 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 For radius of gyration axis X-X using r^ (rfl-f"^ 
 
 12,000 pounds per square inch for Irnii iDll - 
 
 lengths of 90 radii or less. Over 90 radii x-JE^^^^jjfX ; ; 
 
 17,100 57- =pounds per square inch. If I[.._>IL 
 
 r !<- ISM* H 
 
 Size of 
 Angles 
 Inches 
 
 Size of 
 Web Plates 
 Inches 
 
 Size of 
 Cover Plates 
 Inches 
 
 Area of 
 Column 
 Square 
 Inches 
 
 Weight 
 per Foot 
 of Column 
 Pounds 
 
 Radius of 
 Gyration 
 Axis X-X 
 Inches 
 
 6X4X % 
 
 12X H 
 
 14X M 
 
 25.94 
 
 88.2 
 
 3.00 
 
 6X4X % 
 
 12x % 
 
 14X1 
 
 46.94 
 
 159.6 
 
 3.50 
 
 6X4X & 
 
 12X A 
 
 14X ^ 
 
 29.01 
 
 98.6 
 
 3.00 
 
 6X4X T 
 
 12X Tff 
 
 14X1 
 
 50.01 
 
 170.0 
 
 3.48 
 
 6X4X Y 2 
 
 12X ^ ! 14X 1 4 
 
 32.00 
 
 108.8 
 
 3.00 
 
 6X4X Yt 
 
 12X M ! 14X1 
 
 53.00 180.2 
 
 3.46 
 
 6X4X & 
 
 12X & 
 
 14X M 
 
 34.99 119.0 
 
 3.00 
 
 6X4X & 
 
 12X A 
 
 14X1 
 
 55.99 
 
 190.4 
 
 3.44 
 
 6X4X Ys 
 
 12X Ys 
 
 14X M 
 
 37.94 
 
 129.0 
 
 3.00 
 
 6X4X % 
 
 12X ^i 
 
 14X1 
 
 58.94 
 
 200.4 
 
 3.42 
 
 6X4X tt 
 
 12X H 
 
 14X K 
 
 40.89 
 
 139.0 
 
 3.00 
 
 6X4X tt 
 
 12X ft \ 14X1 
 
 61.89 
 
 210.4 
 
 3.41 
 
 6X4X M 
 
 12X M 
 
 14X M 
 
 43.76 
 
 148.8 
 
 3.00 
 
 6X4X M 
 
 12X M 
 
 14X1 
 
 64.76 
 
 220.2 
 
 3.39 
 
 6X4X % 
 
 12X ^ 
 
 14X ^ 
 
 49.46 
 
 168.2 
 
 3.00 
 
 6X4X % 
 
 12X Y* 
 
 14X1 
 
 70.46 
 
 239.6 
 
 3.35 
 
 6X4X1 
 
 12X1 
 
 14X % 
 
 55.00 
 
 187.0 
 
 3.00 
 
 6X4X1 
 
 12X1 
 
 14X1 
 
 76.00 
 
 258.4 
 
 3.31 
 
 Additional 
 
 for 
 
 2-14X ^5 
 
 1.75 
 
 5.95 
 
 
 
 
 
JONES & LAUGHLIN STEEL CO. 
 
 165 
 
 FOR PLATE AND ANGLE COLUMNS 
 Square Ends 
 
 Rivets, ^" diameter. Holes, j-f" diameter. 
 Short legs of angles riveted to web plates. 
 Column weights do not include rivets. 
 
 Length in Feet 
 
 22 
 
 28 
 
 34 
 
 155.6150. 
 281.6281. 
 173.8167. 
 300.0300. 
 192.0184. 
 318.0318, 
 209.9201, 
 335.9335. 
 227.6218, 
 353.6353, 
 245.3234, 
 371.3371. 
 262.6251. 
 388.6388. 
 296.8285. 
 422.8422. 
 330.0319. 
 456.0456 
 
 8144. 
 6281. 
 6161. 
 0299. 
 5177. 
 0318. 
 3193. 
 9335, 
 1209, 
 6353. 
 9225. 
 3364. 
 7241. 
 6380. 
 4274. 
 8413. 
 0306. 
 0446 
 
 9139.0133, 
 6272.9263 
 1154.5147 
 8288.7278, 
 2170.0162 
 0304.4293 
 4185.5177, 
 9320.2309 
 6201.0192 
 6335.9324 
 7216.6207 
 1861:7899. 
 9232.1222 
 5367.4354 
 2263.1251 
 4398.9384 
 6294.1281 
 2430.4414 
 
 1127, 
 7254 
 9136, 
 8269 
 8150, 
 9283 
 6165 
 0297 
 5180, 
 1312 
 4195 
 2326 
 2210 
 2341 
 9240 
 5370 
 7269 
 6398 
 
 2121, 
 6245 
 1134, 
 0259 
 9148, 
 5273 
 8161, 
 9286 
 7175, 
 3300 
 5189 
 7314 
 4202 
 2328 
 1229 
 0355 
 2256 
 8383 
 
 2115.3109. 
 5236.3227. 
 8128.2121. 
 2249.4239. 
 3141.1133. 
 0262.5252. 
 9154.0146. 
 8275.6264. 
 5166.9158. 
 5288.7:276. 
 0179.8170. 
 3301.8289. 
 6192.7182. 
 0314.9301. 
 7218.5207. 
 5341.1326. 
 8244.3231. 
 1367.3351 
 
 4103.5 
 2218.0 
 7115.1 
 6229.8 
 9126.7 
 0241.6 
 1138.3 
 5253.4 
 4149.9 
 9i265.1 
 6161.5 
 3276.9 
 9173.1 
 8288.7 
 4196.3 
 6312.2 
 9219.4 
 5335.7 
 
 
 
 
 
 
 
 
 10.5 10.5 
 
 11.5 
 
 11.3 
 
 11.0 
 
 10.7 
 
 10.4 10.2 
 
 9.9 9.6 
 
 
 
 
 
 
166 JONES & LAUGHLIN STEEL CO. 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 For radius of gyration axis X-X using f| fi"~ 
 
 12,000 pounds per square inch for L^Lj^J' - 
 
 lengths of 90 radii or less. Over 90 radii x ~| n!'* 3 
 
 17,100 57- = pounds per square inch. V--*- 
 r *--- HH-'-'-X 
 
 Size of 
 Angles 
 Inches 
 
 Size of 
 Web Plates 
 Inches 
 
 Size of 
 Cover Plates 
 Inches 
 
 Area of 
 Column 
 Square 
 Inches 
 
 Weight 
 per toot 
 of Column 
 Pounds 
 
 Radius of 
 Gyration 
 AxisX-X 
 Inches 
 
 6X6X^ 
 
 14X /^ 
 
 14X& 
 
 31.44 
 
 106.9 
 
 2.89 
 
 6x6x^ 
 
 14x5^ 
 
 14XM 
 
 43.69 
 
 148.5 
 
 3.25 
 
 6X6x'A 
 
 14Xi^ 
 
 
 35.12 
 
 119.4 
 
 2.85 
 
 6X6X T^ 
 
 14X A 
 
 14 X /^ 
 
 47.37 
 
 161.1 
 
 3.20 
 
 6X6XH 
 
 I4x% 
 
 14X^ 
 
 38.75 
 
 131.8 
 
 2.82 
 
 6x6x^ 
 
 14X34 
 
 14X 3 ^ 
 
 51.00 
 
 173.4 
 
 3.16 
 
 6X6X& 
 
 
 14Xfk 
 
 42.39 
 
 144.1 
 
 2.80 
 
 6X6X& 
 
 14X $s 
 
 14X % 
 
 54.64 
 
 185.8 
 
 3.12 
 
 6X6x|i 
 
 14X^ 
 
 14^^ 
 
 45.94 
 
 156.2 
 
 2.79 
 
 6X6X^8 
 
 14X^8 
 
 14X/4 
 
 58.19 
 
 197.8 
 
 3.10 
 
 6X6XH 
 
 ]4X ^ 
 
 14X^ 
 
 49.50 
 
 168.3 
 
 2.79 
 
 6x6Xii 
 
 14XH 
 
 14XM 
 
 61.75 
 
 209.9 
 
 3.08 
 
 6X6X ^ 
 
 14x /^ 
 
 14X A^ 
 
 53.01 
 
 180.2 
 
 2.79 
 
 6X6XM 
 
 14X% 
 
 14XM 
 
 65.26 
 
 221.9 
 
 3.06 
 
 6X6Xif 
 
 14Xil 
 
 
 56.49 
 
 192.1 
 
 2.79 
 
 6X6XH 
 
 14XH 
 
 14X% 
 
 68.74 
 
 233.0 
 
 3.05 
 
 6X6XK 
 
 14X l/^ 
 
 ]4X ^. 
 
 59.96 
 
 203.9 
 
 2.80 
 
 6X6X>8 
 
 14Xj 
 
 14X^1 
 
 72.21 
 
 245.5 
 
 3.04 
 
 Additional 
 
 fnr 
 
 2-14 X A 
 
 1.75 
 
 5.95 
 
 
 
 ^ AI/'N To 
 
 
 
 
 i 
 
JONES 
 
 LAUGHLIN STEEL CO. 
 
 167 
 
 FOR PLATE AND ANGLE COLUMNS 
 Square Ends 
 
 Rivets, ^" diameter. 
 Holes, -J-f " diameter. 
 Column weights do not include rivets. 
 
 Length in Feet 
 
 20 
 
 22 
 
 24 
 
 26 
 
 28 
 
 30 
 
 32 
 
 34 
 
 36 
 
 134.9 
 208.0 
 148.2 
 
 38 
 
 40 
 
 188.6 
 262.1 
 210.7 
 
 187.0 
 262.1 
 207.4 
 
 179.6 
 262.1 
 198.9 
 
 172.2 
 254.0 
 190.5 
 
 164.7 
 244.8 
 182.0 
 
 157.3 
 235.6 
 173.6 
 
 149.8 
 222.4 
 165.1 
 
 142.4 
 217.2 
 156.7 
 
 127.4120.0 
 198.81189.6 
 139.8131.3 
 
 284.2 284.2j284.2!273.3 263.2:253.1 243.0232.9222.8212.7202.6 
 
 232.5 227.9 21 8.5 209.1 199.8 190.4 181 .01 71 .6il62.2152.9|143.5 
 306.0 306.0'303.6 292.5 281.51270.4259.41248.3,237.31226.21215.2 
 
 254.0 248.5 238.2,227.9 217.6 207.3 197.0 186.6il76.3|166.0jl55.7 
 
 327.8 327.6 323.41311.5,299.5 287.6 275.6263.7|251.7j239.8i227.8 
 
 275.6 269.0 257.8 246.5 235.3 224.0212.8201.5jl90.3!179.0|167.7 
 
 349.1 349.1 343.4 330.6 317.7 304.9292.0279.2266.3253.5240.6 
 297.0,289.5 277.4 265.3i253.2 241.1 ! 229 .021 6.8 204.7J192.6 180.5 
 370.5 370.5 363.1 349.4J335.7 322.0308.3294.6280.8l267.1j253.4 
 318.0 310.0 297.0 284.0 271 .0 258.0 245.0;232.0219.0;206.0|193.0 
 391.5 391 .5 383.3J368.6 354.0 339.3 324.7i310.0 295.4'280.7J266.1 
 
 338.9 330.6|316.8i302.9 289.1:275.3 261 .4:247.6:233.8 219.9;206.1 
 412.4 412.4|402.6 387.2 371.8 356.4341.0325.6310.2 294.8;279.4 
 
 359.7 351.51336.8 322.2 307.5:292.8278.2263.5248.8234.11219.5 
 
 433.2 433.2 422.6 406.4 390.2 374.1 ;357.9 ( 341 .7|325.5|309.3|293.2 
 
 10.5 10.5 12.0 11.8 11.6 11.4 11.2 11.0 10.8 10.6 10.4 
 
168 JONES & LAUGHL 
 
 IN STEEL CO 
 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 For radius of gyration axis X-X using j< 14 ^._^) 
 
 12,000 pounds per square inch for ^ f~*~ 
 
 lengths of 90 radii or less. Over 90 radii 
 
 1 
 
 
 ^J ; 
 
 
 ^MggJ X ^J 
 
 17,100 57 = pounds per square inch. 
 
 Size of Angles 
 Inches 
 
 Size of 
 Web Plates 
 Inches 
 
 Size of 
 Cover 
 Plates 
 Inches 
 
 Area of 
 Column 
 Square 
 Inches 
 
 Weight 
 per Foot 
 of Column 
 Pounds 
 
 Radius 
 of 
 Gyration 
 Axis X-X 
 Inches 
 
 6x6X Y% 
 
 HX y 
 
 
 22.69 
 
 77 15 
 
 2 29 
 
 6x6X A 
 
 14X A 
 
 
 26.37 
 
 89 66 
 
 2 32 
 
 6X6X % 
 
 
 
 30 00 
 
 102 00 
 
 2 35 
 
 6X6X -fs 
 
 14X A 
 
 
 33 64 
 
 114 38 
 
 2 38 
 
 6X6X % 
 
 
 
 37 19 
 
 126 45 
 
 2 41 
 
 6X6X H 
 
 14X H 
 
 
 40 75 
 
 138 55 
 
 2 44 
 
 6X6X M 
 
 14X % 
 
 
 44.26 
 
 150.48 
 
 2.47 
 
 6X6X H 
 
 14X H 
 
 
 47.74 
 
 162.32 
 
 2.50 
 
 6X6X % 
 
 14X Y% 
 
 
 51.21 
 
 174.11 
 
 2.53 
 
 6X6X it 
 
 14X if 
 
 
 54 65 
 
 185 81 
 
 2 56 
 
 6X6X1 
 
 14X1 
 
 
 58 00 
 
 197 20 
 
 2 59 
 
 6X6X1 
 
 14X1 
 
 i4x y 
 
 65.00 
 
 221.00 
 
 2.78 
 
 6X6X1 
 
 14X1 
 
 14X YB 
 
 68.50 
 
 232.90 
 
 2.86 
 
 6X6X1 
 
 14X1 
 
 i4x y* 
 
 72.00 
 
 244.80 
 
 2.93 
 
 6X6X1 
 
 14X1 
 
 14X 5 /s 
 
 75.50 
 
 256.70 
 
 2.99 
 
 6X6X1 
 
 14X1 
 
 14X % 
 
 79.00 
 
 268.60 
 
 3.04 
 
 6X6X1 
 
 14X1 
 
 14X 7 A 
 
 82.50 
 
 280.50 
 
 3.09 
 
 6X6X1 
 
 14X1 
 
 14X1 
 
 86.00 
 
 292.40 
 
 3.14 
 
 
JONES & LAUGHLIN STEEL CO. 
 
 169 
 
 FOR PLATE AND ANGLE COLUMNS 
 Square Ends 
 
 Rivets, "$" diameter. 
 Holes, |f" diameter. 
 Column weights do not include rivets. 
 
 Length in Feet 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 26 
 
 28 
 
 30 
 
 32 
 
 34 
 
 36 
 
 38 
 
 40 
 
 136 
 
 133 
 
 126 
 
 119 
 
 113 
 
 106 
 
 99 
 
 92 
 
 86 
 
 79 
 
 
 
 
 158 
 
 156 
 
 148 
 
 140 
 
 133 
 
 125 
 
 118 
 
 111 
 
 103 
 
 94 
 
 
 
 
 180 
 
 178 
 
 170 
 
 161 
 
 153 
 
 145 
 
 137 
 
 129 
 
 119 
 
 108 
 
 
 
 
 202 
 
 201 
 
 191 
 
 182 
 
 173 
 
 165 
 
 156 
 
 148 
 
 135 
 
 123 
 
 
 
 
 223 
 
 223 
 
 213 
 
 202 
 
 193 
 
 184 
 
 175 
 
 166 152 
 
 138 
 
 
 
 
 245 
 
 245 
 
 235 
 
 223 
 
 213 
 
 204 
 
 194 
 
 184 168 
 
 153 
 
 
 
 
 266 
 
 266 
 
 256 
 
 244 
 
 233 
 
 223 
 
 213 
 
 203 1 185 
 
 167 
 
 
 
 
 286 
 
 286 
 
 278 264 
 
 254 
 
 243 
 
 232 
 
 221 202 
 
 182 
 
 
 
 
 307 
 
 307 
 
 300 
 
 285 
 
 274 
 
 262 
 
 251 
 
 2401218 
 
 197 
 
 
 
 
 328 
 
 328 
 
 321 
 
 306 
 
 294 
 
 283 
 
 270 
 
 258 
 
 235 
 
 212 
 
 
 
 
 348 
 
 348 
 
 343 
 
 327 
 
 314 
 
 301 
 
 289 
 
 276 
 
 251 
 
 226 
 
 
 
 
 390 
 
 390 
 
 390 
 
 380 
 
 364 
 
 348 
 
 332 316 300 
 
 284 
 
 268 
 
 252 
 
 236 
 
 411 
 
 411 
 
 411 
 
 405 
 
 388 
 
 372 
 
 355 
 
 3391323 
 
 306 
 
 290 
 
 273 
 
 257 
 
 432 
 
 432 
 
 432 
 
 429 
 
 413 
 
 397 
 
 379 
 
 362 345 
 
 328 
 
 311 
 
 295 
 
 278 
 
 453 
 
 453 
 
 453 
 
 453 
 
 437 
 
 420 
 
 402 
 
 385 368 
 
 350 
 
 333 
 
 316 
 
 299 
 
 474 
 
 474 
 
 474 
 
 474 
 
 461 
 
 444 
 
 426 
 
 308 390 
 
 373 
 
 355 337 
 
 320 
 
 495 
 
 495 
 
 495 
 
 495 
 
 486 
 
 467 
 
 449 
 
 431 413 
 
 395 
 
 3771359 
 
 340 
 
 516 
 
 516 
 
 516 
 
 516 
 
 510 
 
 491 
 
 473 
 
 454 
 
 436 
 
 417 
 
 399 
 
 380 
 
 361 
 
170 
 
 JONES & LAUGHLIN STEEL CO. 
 
 O 
 
 
 
 
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 11 
 
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 LOADS IN TONS OF 
 
 per square inch=12,000 pounds fo 
 
 
 
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 58 
 
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 8 
 
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 85 
 
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 ^ * 
 
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 3 
 
 ii 
 
 ll 
 
 j.7 
 
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 *^ 
 
 
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 35 
 
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 sj 
 
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 II S 
 
 
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 II S 
 
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 IIS 
 
 
 o 
 
 3* 
 
 
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 S 
 
 S 
 
 S 
 
JONES & LAUGH LIN STEEL CO. 171 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Hollow Cylindrical Cast- Iron Columns 
 
 E 
 
 
 LENGTH OF COLUMNS IN FEET 
 
 w 
 
 H 3 
 
 ^ Q 
 
 s 
 
 
 
 a* 
 *% 
 
 **! 
 
 BS .& 
 
 i-i w 
 
 " t/T 
 
 Q *" H 
 
 w 
 
 U| 
 
 2 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 ~ 
 w 
 
 W Q P) 
 
 3 
 O 
 
 ~ 
 
 
 
 
 
 
 
 
 
 
 CO 
 
 * 
 
 6 
 
 
 26.2 
 
 23.0 
 
 20.1 
 
 17.5 
 
 15.2 
 
 13.2 
 
 11.5 
 
 
 
 8.6 
 
 26.95 
 
 6 
 
 
 37.5 
 
 33.0 
 
 28.8 
 
 25.0 
 
 21.7 
 
 18.9 
 
 16.5 
 
 
 
 12.4 
 
 38.59 
 
 6 H 42.7 
 
 37.6 
 
 32.8 
 
 28.5 
 
 24.7 
 
 21.5 
 
 18.8 
 
 
 
 14.1 
 
 43 96 
 
 6 1 
 
 47 fi 
 
 41 9 
 
 36 5 
 
 31 8 
 
 27.6 
 
 24.0 
 
 21.0 
 
 
 
 15.7 
 
 49.01 
 
 6 IJi 52.2 
 
 46.0 
 
 40.1 
 
 34.8 
 
 30.2 
 
 26 3 
 
 23 
 
 
 
 17 2 
 
 53.76 
 
 
 47.7 
 
 43.1 
 
 38.5 
 
 34.3 
 
 30.4 
 
 26.9 
 
 23.9 
 
 21.2 
 
 18.914.7 
 
 45.96 
 
 7 1 4 
 
 61.1 
 
 55.2 
 
 49.3 
 
 43.8 
 
 38.9 
 
 34.4 
 
 30.6 
 
 27.1 
 
 24.2 18.9 
 
 58.90 
 
 7 
 
 \\/i. 
 
 67.2 
 
 60.8 
 
 54.3 
 
 48.3 
 
 42.8 
 
 37.9 
 
 33.7 
 
 29.9 
 
 26.7 
 
 20.8 
 
 64.77 
 
 8 ft 
 
 57.9 
 
 53.3 48.6 
 
 44.1 
 
 39.7 
 
 35.8 
 
 32.2 
 
 28.9 
 
 26.1 
 
 17.1 
 
 53.29 
 
 8 1 74.6 
 
 68.7 62.5 
 
 56.7 
 
 51.1 
 
 46.0 
 
 41.4 
 
 37.3 
 
 33.6 
 
 22.0 
 
 68.64 
 
 8 ! IK 89.9 
 
 82.8 75. 5i 68.4 
 
 61.7 
 
 55.5 
 
 49.9 
 
 44.9 
 
 40.526.5 
 
 82.71 
 
 9 %| 68.1 
 
 63. 6i 58.9 
 
 54.2 
 
 49.6 
 
 45.2 
 
 41.2 
 
 37.5 
 
 34.1 
 
 19.4 
 
 60.65 
 
 9 1 88.0 
 
 82.3 76.2 
 
 70.0 
 
 64.1 
 
 58.4 
 
 53.2 
 
 48.4 
 
 44.1 
 
 25.1 
 
 78.40 
 
 9 IK 106.6 
 
 99.6 92.2 
 
 84.8 
 
 77.6 
 
 70.8 
 
 64.4 
 
 58.7 
 
 53.430.4 
 
 94.94 
 
 9 l)i 123.8 
 
 115.7 107.1 
 
 98.5 
 
 90.1 
 
 82.2 
 
 74.8 
 
 68.1 
 
 62.0 
 
 35.3 
 
 110.26 
 
 9 I 1% 139.6 
 
 130.5120.8 
 
 111.1 
 
 101.6 
 
 92.7 
 
 84.4 
 
 76.8 
 
 69.939.9 
 
 124.36 
 
 10 1 1101.4 
 
 95. 9| 89.8 
 
 83.6 
 
 77.4 
 
 71.5 
 
 65.8 
 
 60.5 
 
 55.5 
 
 28.3 
 
 88.23 
 
 10 IK 123.3 
 
 116.5109.1 
 
 101.6 
 
 94.1 
 
 86.8 
 
 79.9 
 
 73 4 
 
 67.534.4 107.23 
 
 10 , 1H 143.7 
 
 135.8,127.3 
 
 118.5 
 
 109.7 
 
 101.2 
 
 93.2 
 
 85.6 
 
 78.7 
 
 40.M24.99 
 
 10 j 1MJ162.7 
 
 153.8 144.1 134.1 
 
 124.21.114.6 
 
 105.5 
 
 9? 
 
 89.145.4 141.65 
 
 11 1 1114.8 
 
 109.41103.5 
 
 1 97.3 
 
 91.0 
 
 84.8 
 
 80.2 
 
 73. 
 
 67.7 
 
 31.4 98.03 
 
 11 i IK H39.9 
 
 133. 3! 126.1 
 
 118.6 
 
 110.9 
 
 103 3 
 
 97.8 
 
 8J 4 
 
 82.5:38.3 119.46 
 
 11 1^ 163.5 
 
 155.9 
 
 147.5 
 
 138.6 
 
 128.7 
 
 12C.8 
 
 114.3 
 
 104.1 
 
 96.4 
 
 44.8; 139. 68 
 
 11 
 
 1M ll*5.7 
 
 177.1 
 
 167.5| 157. 5 
 
 147.3 
 
 13^.2 
 
 129.8 
 
 118.3 
 
 109.550.9 158.68 
 
 11 2 1206.6 
 
 196.9 
 
 186.3 
 
 1175.1 
 
 163.8 
 
 152.6 
 
 144.4 
 
 131.5 
 
 121.8 
 
 56.6 176.44 
 
 12 1 1128.0 
 
 122.9 
 
 117.2 
 
 111.0 
 
 104.7 
 
 98.4 
 
 92.2 
 
 86.1 
 
 80. 4 34. 6 ! 107. 51 
 
 12 
 
 IK: 156. 4 
 
 150.1 
 
 143.1 
 
 135.7 
 
 127.9 
 
 120.2 
 
 112.6 105.2 
 
 98.2 
 
 42.2 131.41 
 
 12 1^ ! 1S3.3 
 
 175.9 
 
 167.7 
 
 159.0 149.9 
 
 140.9 
 
 132.0123.3 
 
 115.149.5154.10 
 
 12 1 13O08.7 
 
 200.4 
 
 191.0 
 
 181.1 
 
 170.7 
 
 160.4 
 
 150.3140.5 
 
 131.1 
 
 56.4 175.53 
 
 12 
 
 2 
 
 232.7 
 
 223.4213.0201.9 
 
 190.4 
 
 178.9 
 
 167.6 
 
 156.6 
 
 146.162.8195.75 
 
 13 
 
 1 
 
 141.2 
 
 136.3130.7 
 
 124.7 
 
 118.5 
 
 S112.1 
 
 105.8 
 
 99.5 
 
 93.5 
 
 37.7:117.53 
 
 13 
 
 IK 172.8 
 
 166.8,160.0 152.7 
 
 145.0 
 
 137.2 
 
 129.4 
 
 121.8 
 
 114.4146.1 143.86 
 
 13 
 
 1^1203.0 
 
 195.91187.9 
 
 ,179.3 
 
 170.3 
 
 161.1 
 
 152.0 
 
 143.1 
 
 134.3 
 
 54.2 168.98 
 
 13 
 
 
 231.6 
 
 223.6 
 
 214.5204.7 
 
 194.4 
 
 183.9 
 
 173.5 
 
 163.3 
 
 153.361.91192.88 
 
 13 
 
 2* 
 
 258.9 
 
 249.9 
 
 239.7 
 
 228.7 
 
 217.3 
 
 205.5 
 
 193.9 
 
 182.5 
 
 171.3 
 
 69.1 215.56 
 
 14 
 
 
 154.3 
 
 149.6 
 
 144.3 138.5 
 
 132.3 
 
 125.9 
 
 119.5 
 
 113.1 
 
 106.840.8127.60 
 
 14 
 
 IK 
 
 189.2 
 
 183.4 
 
 176.9 
 
 169.7 
 
 162.2 
 
 154.4 
 
 146.5 
 
 138.6 
 
 131.0 
 
 50.1 156 31 
 
 14 
 
 1M 
 
 222.6 
 
 215.8 
 
 208.1 
 
 199.7 
 
 190.8 
 
 181.7 
 
 172.3 163.1 
 
 154. r 58. 9 183 67 
 
 14 
 
 m 254.4 
 
 246. 7 237. S 
 
 228.3 
 
 218.1 
 
 207.6 
 
 197.0186.5 
 
 176.2 
 
 67.4210.00 
 
 14 
 
 2 1284.8 
 
 276.2266.4 
 
 255.6244.2232.4 
 
 220.6208.8 
 
 197.275.4235 12 
 
 15 
 
 1 1167.4 
 
 162.9 
 
 157.8 
 
 ' 152.1 
 
 146.0 
 
 139.7 
 
 133.31 126. S 
 
 120.4 
 
 44.0 137 28 
 
 15 IK 1205. 5 
 
 200.0 
 
 193.7 186.7 
 
 179.3 
 
 171.5 
 
 163.6 155.7 
 
 147.954.0168.48 
 
 15 1M 1 242.1 
 
 235.7228.2 
 
 220.0 
 
 211.2 
 
 202.1 
 
 192.8183.5 
 
 174.2 
 
 63.6 198 74 
 
 15 
 15 
 
 2* 
 
 277.2 
 310.8 
 
 269.8J261.3 251.9 241.9 231.4 
 302.5293.0:282.5271.2:259.5 
 
 220.7210.1 
 247.5235.5 
 
 199.572.9227 45 
 223.681.7254 90 
 
 
172 
 
 JONES & LAUGHLIN STEEL CO 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 For Equal Leg Angle Struts 
 
 Assumed strain per square inch= 12,500 pounds. Reduced 
 by Gordon's formulae. 
 
 SIZE OF 
 ANGLES IN 
 INCHES 
 
 LENGTH IN FEET 
 
 6 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 22 
 
 24 
 
 8X8X1H-.. 
 8X8X ^... 
 
 98.93 
 45.80 
 
 94.41 
 44.02 
 
 89.89 
 41.85 
 
 84.54 
 39.37 
 
 79.01 
 37.05 
 
 74.33 
 34.64 
 
 67.96 
 32.16 
 
 63.28 
 29.60 
 
 57.75 
 27.51 
 
 53.06 
 25.34 
 
 6X6X1 ... 62.1558.0853.02 
 6X6X H-.' 24.4123.1021.36 
 
 48.95 
 19.18 
 
 43.56 
 17.44 
 
 38.94 
 15.69 
 
 34.76 
 13.95 
 
 31.4628.08 
 12.64 11.33 
 
 
 5X5X1 ... 
 5X5X H... 
 
 48.6044.1041.40 
 19.49^7.6915.88 
 
 34.20 
 14.08 
 
 29.7026.10 
 12.6411.04 
 
 23.40 
 9.75 
 
 
 
 
 4X4X %... 
 4X4X &.-. 
 
 31.2027.4523.09 
 12.0510.60 9.16 
 
 19.34 
 7.71 
 
 16.85 
 6.75 
 
 
 
 
 
 
 8888x2 
 
 25.9020.9017.69 
 10.03, 8.36 7.10 
 
 14.47 
 5.85 
 
 
 
 
 
 
 
 3X3XH.... 
 3X3X*.... 
 
 15.73 12.81 
 6.33 5.18 
 
 10.24 
 4.03 
 
 
 
 
 
 
 
 
 IS&IBxJ 
 
 9.50 
 3.55 
 
 7.25 
 2.73 
 
 
 
 
 
 
 
 
 
 2X2XH... 
 2X2X&.... 
 
 5.41 
 2.30 
 
 
 
 
 
 
 
 
 
 
JONES & LAUGHLIN STEEL CO. 173 
 
 ULTIMATE STRENGTH OF STEEL STRUTS 
 
 For different proportions of length in feet=l. 
 
 To least radius of gyration in inches=r. 
 Ultimate strength in pounds per square inch= 
 
 Column Column Column 
 
 Square Bearing Pin and Square Bearing Pin Bearing 
 
 50000 50000 50000 
 
 (12 I) 2 (12 I) 3 (12 l) a 
 
 11 11 11 
 
 SGOOOr 2 24000r 2 18000r a 
 
 To obtain safe ( For quiescent loads, as in buildings, divide by 4. 
 
 resistance | For moving loads, as in bridges, divide by 5. 
 
 1 
 
 Ultimate Strength per 
 Square Inch, Pounds 
 
 1 
 
 Ultimate Strength per 
 Square Inch, Pounds 
 
 r 
 
 Square 
 
 Pin and 
 _Square_ 
 
 Pin 
 
 r 
 
 Square 
 
 Pin and 
 Square 
 
 Pin 
 
 3.0 
 
 48262 
 
 47437 
 
 46637 
 
 11.6 
 
 32500 
 
 27662 
 
 24087 
 
 3.2 
 
 48037 
 
 47100 
 
 46212 
 
 11.8 
 
 32112 
 
 272.50 
 
 23662 
 
 3.4 
 
 47787 
 
 46750 
 
 45762 
 
 12.0 
 
 31725 
 
 26825 
 
 23237 
 
 3.6 
 
 47537 
 
 46387 
 
 45300 
 
 12.2 
 
 31337 
 
 26412 
 
 22825 
 
 3.8 
 
 47275 
 
 46012 
 
 44825 
 
 12.4 
 
 30962 
 
 26012 
 
 22425 
 
 4.0 
 
 46987 
 
 45625 
 
 44325 
 
 12.6 
 
 30587 
 
 25612 
 
 22025 
 
 4.2 
 
 46700 
 
 45212 
 
 43812 
 
 12.8 
 
 30212 
 
 25225 
 
 21637 
 
 4 4 
 
 46400 
 
 44800 
 
 43300 
 
 13.0 
 
 29837 
 
 24825 
 
 21250 
 
 4.6 
 
 46087 
 
 44375 
 
 42762 13.2 
 
 29462 
 
 244.50 
 
 20887 
 
 4.8 
 
 45775 
 
 43925 
 
 42212 13.5 
 
 28925 
 
 23887 
 
 20350 
 
 5.0 
 
 45450 
 
 43475 
 
 41662 13.8 
 
 28375 
 
 23337 
 
 19812 
 
 5.2 
 
 45112 
 
 43025 
 
 41112 14.0 
 
 28025 
 
 22975 
 
 19475 
 
 5.4 
 
 44775 
 
 42562 j 40550 1 14.2 
 
 27687 
 
 22625 
 
 19137 
 
 5.6 
 
 44425 
 
 42087 
 
 39975 II 14.5 
 
 27175 
 
 22112 
 
 18650 
 
 5.8 
 
 44075 
 
 41600 
 
 39400 
 
 14.8 
 
 26650 
 
 21612 
 
 18162 
 
 6.0 
 
 43706 
 
 41112 
 
 38825 
 
 15.0 
 
 26312 
 
 21275 
 
 17862 
 
 6.2 
 
 43337 
 
 40625 
 
 38237 
 
 15.2 
 
 25987 
 
 20950 
 
 17550 
 
 6.4 
 
 42962 
 
 40137 
 
 37662 , 
 
 15.5 
 
 25362 
 
 20487 
 
 17112 
 
 6.6 
 
 42575 
 
 39637 
 
 37087 
 
 15.8 
 
 25025 
 
 20012 
 
 16687 
 
 6.8 
 
 42187 
 
 39137 
 
 36500 
 
 16.0 
 
 24700 
 
 19712 
 
 16400 
 
 7.0 
 
 41800 
 
 38637 
 
 35925 
 
 16.2 
 
 24387 
 
 19425 
 
 16137 
 
 7.2 
 
 41412 
 
 38137 
 
 35337 
 
 16.5 
 
 23937 
 
 18987 
 
 15737 
 
 7.4 
 
 41012 
 
 37637 
 
 34775 
 
 16.8 
 
 23487 
 
 18562 
 
 15350 
 
 7.6 
 
 40612 
 
 37137 
 
 34200 
 
 17.0 
 
 23187 
 
 18287 
 
 15100 
 
 7.8 
 
 40212 
 
 36637 
 
 33637 
 
 17.2 
 
 22900 
 
 18012 
 
 14850 
 
 8.0 
 
 39812 
 
 36123 
 
 33075 
 
 17.5 
 
 22475 
 
 17625 
 
 14487 
 
 8.2 
 
 39400 
 
 35625 ' 
 
 32512 
 
 17.8 
 
 22050 
 
 17237 
 
 14150 
 
 8.4 
 
 38987 
 
 35125 
 
 31962 
 
 18.0 
 
 21775 
 
 16987 
 
 13925 
 
 8.6 
 
 38587 
 
 34625 
 
 31412 
 
 18.2 
 
 21500 
 
 16737 
 
 13700 
 
 8.8 
 
 38175 
 
 34137 
 
 30875 
 
 18.5 
 
 21100 
 
 16375 
 
 13375 
 
 9.0 
 
 37762 
 
 33650 
 
 30337 
 
 18.8 
 
 20712 
 
 16025 
 
 13062 
 
 9.2 
 
 373.50 
 
 33162 
 
 29812 
 
 19.0 
 
 20462 
 
 15787 
 
 12862 
 
 9.4 
 
 36937 
 
 32675 
 
 29287 
 
 19.2 
 
 20212 
 
 15562 
 
 12662 
 
 9.6 
 
 36537 
 
 32200 
 
 28785 
 
 19.5 
 
 19837 
 
 15237 
 
 12362 
 
 9.8 
 
 36125 
 
 31712 
 
 28275 
 
 19.8 
 
 19462 
 
 14912 
 
 12087 
 
 10.0 
 
 35712 
 
 31250 
 
 27775 
 
 20.0 
 
 19225 
 
 14700 
 
 11900 
 
 10.2 
 
 35312 
 
 30787 
 
 27287 
 
 20.2 
 
 19000 
 
 14500 
 
 11725 
 
 10.4 
 
 34900 
 
 30325 
 
 26800 
 
 20.5 
 
 186.50 
 
 14200 
 
 11462 
 
 10.6 
 
 34500 
 
 29862 
 
 26325 
 
 20.8 
 
 18312 
 
 13900 
 
 11212 
 
 10.8 
 
 34087 
 
 29412 
 
 25862 
 
 21.0 
 
 18140 
 
 13710 
 
 11040 
 
 11.0 
 
 33687 
 
 28962 
 
 25412 
 
 21.2 
 
 17870 
 
 13520 
 
 10880 
 
 11.2 
 
 33300 
 
 28525 
 
 24950 
 
 21.5 
 
 17550 
 
 13250 
 
 10640 
 
 11.4 
 
 32900 
 
 28087 
 
 24512 
 
 21.8 
 
 17240 
 
 12980 
 
 10410 
 
 
174 JONES & LAUGHLIN STEEL CO. 
 
 ' RADII OF GYRATION 
 
 For Two Equal Legged Angles, Placed Back to Back 
 
 ^ Jilc ~ J ' * ilk mi ^ 
 
 ^ ' ( 
 
 1 * ' 1 t " i 
 
 Size 
 Inches 
 
 Thickness 
 Inches 
 
 Weight 
 per Foot of 
 Single 
 Angle 
 Pounds 
 
 Radii of Gyration 
 
 r 
 
 ' 
 
 r a 
 
 r - 
 
 8 X8 
 
 
 
 26.4 
 56.9 
 
 2.50 
 2.42 
 
 3.32 
 3.42 
 
 3.49 
 3.60 
 
 3.58 
 3.69 
 
 6 X6 
 
 K 
 
 14.9 
 37.4 
 
 1.88 
 1.80 
 
 2.49 
 2.59 
 
 2.67 
 
 2.77 
 
 2.76 
 
 2.87 
 
 5 X5 
 
 1* 
 
 12.3 
 30.6 
 
 1.56 
 1.48 
 
 2.09 
 2.19 
 
 2.26 
 2.38 
 
 2.35 
 
 2.48 
 
 4 X4 
 
 if 
 
 6.6 
 19.9 
 
 1.25 
 1.18 
 
 1.65 
 1.75 
 
 1.84 
 1.94 
 
 1.93 N 
 2.04 
 
 3KX3J, 
 
 it 
 
 7.2 
 17.1 
 
 1.09 
 1.02 
 
 1.46 
 1.55 
 
 1.64 
 1.74 
 
 1.73 
 1.85 
 
 3 X3 
 
 ^ 
 
 4.9 
 11.5 
 
 0.93 
 0.88 
 
 1.25 
 1.32 
 
 1.43 
 1.51 
 
 1.53 
 1.62 
 
 2MX2M 
 
 8 
 
 4.5 
 8.5 
 
 0.84 
 0.80 
 
 1.15 
 1.18 
 
 1.34 
 1.38 
 
 1.44 
 1.48 
 
 2^X2H 
 
 fi 
 
 3.1 
 
 7.7 
 
 0.78 
 0.74 
 
 1.04 
 1.10 
 
 1.22 
 1.29 
 
 1.32 
 
 1.40 
 
 2MX2M 
 
 A 
 
 2.7 
 6.8 
 
 0.70 
 0.65 
 
 0.94 
 0.98 
 
 1.12 
 1.18 
 
 1.23 
 1.29 
 
 2 X2 
 
 A 
 
 2.5 
 6.0 
 
 0.62 
 0.58 
 
 0.84 
 0.89 
 
 1.03 
 1.09 
 
 1.13 
 1.20 
 
 
JONES & LAUGHLIN STEEL CO. 175 
 
 RADII OF GYRATION 
 
 For Two Unequal Legged Angles, Placed with Longer 
 
 Legs Back to Back 
 
 
 J ^ ^j _ 
 
 ^r w 
 
 Size 
 
 Thickness 
 
 Weight 
 per Foot of 
 
 Radii of Gyration 
 
 Inches 
 
 Inches 
 
 Single 
 
 
 
 
 
 
 
 Angle 
 Pounds 
 
 r 
 
 fi 
 
 r 2 
 
 r 3 
 
 6 X4 
 
 H 
 
 12.3 
 30.6 
 
 .93 
 
 .85 
 
 1.50 
 1.60 
 
 1.67 
 1.79 
 
 1.76 
 1.89 
 
 
 % 
 
 11.7 
 
 .94 
 
 1.26 
 
 1.43 
 
 1.53 
 
 X3/ 
 
 i 
 
 28.9 
 
 .85 
 
 1.37 
 
 1.56 
 
 .67 
 
 5 X4 
 
 % 
 
 11.0 
 24.2 
 
 .59 
 .52 
 
 1.58 
 1.66 
 
 1.75 
 1.85 
 
 .85 . 
 .95 
 
 
 & 
 
 8.7 
 
 .61 
 
 1.33 
 
 1.50 
 
 .59 
 
 5 X3J/2 
 
 7 A 
 
 22.7 
 
 .53 
 
 1.42 
 
 1.61 
 
 .71 
 
 5 X3 
 
 & 
 
 8.2 
 21.3 
 
 .61 
 .54 
 
 1.09 
 1.20 
 
 1.26 
 1.39 
 
 .35 
 
 .49 
 
 4V/ O "I / 
 
 tk 
 
 7.7 
 
 .26 
 
 1.42 
 
 1.60 
 
 .69 
 
 X 0^/2 
 
 if 
 
 18.5 
 
 .19 
 
 1.50 
 
 1.69 
 
 .79 
 
 4 X3 
 
 ft 
 
 7.2 
 17.1 
 
 .27 
 .21 
 
 1.17 
 1.25 
 
 1.35 
 1.45 
 
 .44 
 .55 
 
 3^X3 
 
 ft 
 
 5.3 
 13.6 
 
 1.11 
 1.02 
 
 1.20 
 1.28 
 
 1.38 
 1.48 
 
 .47 
 
 .58 
 
 3^X2^ 
 
 if 
 
 4.9 
 12.5 
 
 1.12 
 1.06 
 
 0.96 
 1.03 
 
 1.13 
 1.23 
 
 .23 
 .33 
 
 3\/ Ol / 
 
 M 
 
 4.5 
 
 0.95 
 
 1.00 
 
 1.18 
 
 .28 
 
 /\^,X2 
 
 
 10.5 
 
 0.90 
 
 1.06 
 
 1.26 
 
 .36 
 
 3MX2 
 
 M 
 A 
 
 4.3 
 9.0 
 
 1.04 
 1.00 
 
 0.74 
 0.79 
 
 0.92 
 0.99 
 
 .02 
 .10 
 
 3 X2 
 
 ft 
 
 3.1 
 
 7.7 
 
 0.97 
 0.92 
 
 0.75 
 0.80 
 
 0.93 
 1.00 
 
 .03 
 1.10 
 
 2^X2 
 
 * 
 
 2.8 
 6.8 
 
 0.79 
 0.75 
 
 0.79 
 0.84 
 
 0.97 
 1.04 
 
 1.07 
 1.15 
 
 
176 
 
 J 
 
 ON 
 
 E S I 
 
 t LA 
 
 UG 
 
 H L 
 
 IN 
 
 ST 
 
 EE 
 
 L 
 
 CO. 
 
 RADII OF GYRATION 
 
 For Two Unequal Legged Angles, Placed with Shorter 
 Legs Back to Back 
 
 Size 
 
 Thickness 
 
 Weight 
 per Foot of 
 
 
 Radii of 
 
 Gyration 
 
 
 Inches 
 
 Inches 
 
 Single 
 Angle 
 
 
 
 
 
 
 
 Pounds 
 
 r 
 
 fl 
 
 T> 
 
 
 
 H 
 
 12.3 
 
 1.17 
 
 2.74 
 
 2.92 
 
 3.01 
 
 6 X4 
 
 
 30.6 
 
 1.09 
 
 2.85 
 
 3.04 
 
 3.14 
 
 
 % 
 
 11.7 
 
 0.99 
 
 2.81 
 
 3.00 
 
 3.10 
 
 6 X3^ 
 
 i 
 
 28.9 
 
 0.92 
 
 2.93 
 
 3.13 
 
 3.23 
 
 
 y* 
 
 11.0 
 
 1.20 
 
 2.20 
 
 2.38 
 
 2.48 
 
 5 X4 
 
 y% 
 
 24.2 
 
 1.14 
 
 2.29 
 
 2.48 
 
 2.58 
 
 5 X3^ 
 
 
 
 . 8.7 
 22.7 
 
 1.03 
 0.96 
 
 2.26 
 2.36 
 
 2.44 
 2.55 
 
 2.54 
 2.65 
 
 5 X3 
 
 ft 
 
 8.2 
 21. 3 
 
 0.85 
 0.79 
 
 2.33 
 2.43 
 
 2.51 
 2.64 
 
 2.61 
 2.74 
 
 4 X3M 
 
 
 
 7.7 
 
 18.5 
 
 1.07 
 1.01 
 
 .73 
 
 .81 
 
 1.91 
 2.01 
 
 2.00 
 2.11 
 
 
 A 
 
 7.2 
 
 0.89 
 
 .79 
 
 1.97 
 
 2.07 
 
 4 X3 
 
 i 
 
 17.1 
 
 0.83 
 
 .88 
 
 2.08 
 
 2.18 
 
 3^X3 
 
 
 5.3 
 
 13.6 
 
 0.91 
 0.86 
 
 .51 
 .59 
 
 1.70 
 
 1.78 
 
 1.79 
 
 1.88 
 
 
 
 M 
 
 4.9 
 
 0.74 
 
 .58 
 
 1.76 
 
 1.86 
 
 372X2/2 
 
 ii 
 
 12.5 
 
 0.67 
 
 .66 
 
 .86 
 
 1.96 
 
 
 \s 
 
 4.5 
 
 0.75 
 
 1.31 
 
 .50 
 
 1.59 
 
 3 X2^ 
 
 y^ 
 
 10.5 
 
 0.72 
 
 1.38 
 
 .57 
 
 1.67 
 
 3MX2 
 
 A 
 
 4.3 
 9.0 
 
 0.57 
 0.53 
 
 1.51 
 1.57 
 
 .70 
 
 .77 
 
 1.80 
 1.88 
 
 3 X2 
 
 i 
 
 3.1 
 
 7.7 
 
 0.59 
 0.55 
 
 1.37 
 1.42 
 
 .55 
 1.62 
 
 1.65 
 1.73 
 
 2^X2 
 
 A 
 
 8 
 
 2.8 
 6.8 
 
 0.60 
 0.56 
 
 1.10 
 1.16 
 
 1.28 
 1.35 
 
 1.39 
 1.46 
 
 
 
 
 
 
 
 
JONES & LAUGHLIN STEEL CO. 177 
 
 CAST WASHERS 
 
 Diameter of bolt = d 
 
 A 4d + X - inch C = d -f >finch 
 
 B = 2d + X-inch D = d 
 
 For sizes not given below. 
 
 W--D---X 
 
 STANDARD CAST WASHER 
 
 Diameter of 
 Bolt=d-inch 
 
 Weight in 
 Pounds 
 
 12M 
 
 3 
 
 3M 
 
 5M 
 
 
 20 
 
 36 
 
 46 
 
178 
 
 JONES 
 
 LAUGHLIN STEEL CO. 
 
 WOODEN BEAMS 
 
 Table of safe quiescent loads in pounds for horizontal rectangular beams 
 of white pine or spruce one inch broad, supported at both ends, the load 
 being equally distributed over the span. 
 
 \l 
 
 OT 5 
 
 DEPTH OF 
 
 BEAM IN INCHES 
 
 6 
 
 '1 
 
 9 
 
 10 
 
 11 
 
 12 
 
 13 
 
 14 
 
 15 
 
 16 
 
 5 
 
 800 
 
 10901420 
 
 1800 
 
 2220 
 
 2690 
 
 3200 
 
 3750 
 
 4350 
 
 5000 
 
 5690 
 
 6 
 
 670 
 
 910ill80 
 
 1500 
 
 1850 2240 2670 3130 3630 
 
 4170 
 
 4740 
 
 7 
 
 570 
 
 7801010 
 
 1290 1590 1920 2280 2680 3110 
 
 3570 
 
 4060 
 
 8 
 
 500 
 
 680 
 
 890 1120 1390 1680 2000 2350 2720 3130 
 
 3566 
 
 9 
 
 440 
 
 600 
 
 790 
 
 1000 
 
 1210 
 
 1490178020902420 
 
 2780 
 
 3160 
 
 10 
 
 400 
 
 540 
 
 710 
 
 900 
 
 1110 
 
 1340 
 
 160018802180 
 
 2500 
 
 2840 
 
 11 
 
 360 
 
 490 
 
 650 820 
 
 1010 
 
 1220 1450 1710 1980 
 
 2270 
 
 2590 
 
 12 
 
 330 
 
 450 
 
 590| 750 
 
 930 1120 1330 1560 
 
 1810 
 
 2080 
 
 2370 
 
 13 
 
 310 
 
 420 
 
 550 
 
 690 
 
 850 
 
 1030 1230 
 
 1440 
 
 1680 
 
 1920 
 
 2190 
 
 14 
 
 290 
 
 390 
 
 510 
 
 640 
 
 790 
 
 9601140 
 
 1340 
 
 1560 
 
 1790 
 
 2030 
 
 
 
 
 
 
 
 
 
 
 
 
 
 15 
 
 270 
 
 360 
 
 470 
 
 600 
 
 740| 900107012501450 
 
 1670 
 
 1900 
 
 16 
 
 250 
 
 340 
 
 440, 560 
 
 690 840 
 
 100011701360 
 
 1560 
 
 1780 
 
 17 
 
 230 
 
 320 
 
 420 530 650| 790 
 
 94011001280 
 
 1470 
 
 1670 
 
 18 
 
 220 
 
 300 
 
 400 500 620 750 
 
 8901040| 1210 
 
 1390 
 
 1580 
 
 19 
 
 210 
 
 290 
 
 380! 470| 590| 710 
 
 840 
 
 990 
 
 1150 
 
 1320 
 
 1500 
 
 20 
 
 200 
 
 270 
 
 360' 450 
 
 560 670 
 
 800 
 
 940 
 
 1090 
 
 1250 
 
 1420 
 
 21 
 
 *190 
 
 260 
 
 340 430 530 640 
 
 760 8901040 
 
 1190 
 
 1350 
 
 22 
 
 180 
 
 250 
 
 320 410J 500 610 
 
 730 850 990 
 
 1140 
 
 1290 
 
 23 
 
 170 
 
 240 
 
 300 390 480, 580 
 
 700 810 950 
 
 1090 
 
 1230 
 
 24 
 
 160 
 
 230 
 
 290, 370 460j 560 
 
 670 780 910 
 
 1040 
 
 1180 
 
 25 
 
 160 
 
 220 
 
 280 350; 440 540 
 
 640 750 870 
 
 1000 
 
 1130 
 
 26 
 
 150 
 
 210 
 
 270, 3401 420 520 
 
 6101 720 840 
 
 960 
 
 1090 
 
 27 
 
 150 
 
 200 
 
 260! 330| 400 500 
 
 590 690! 810 
 
 920 
 
 1050 
 
 28 
 
 140 
 
 190 
 
 250 320 390 480 
 
 570 670 780 890 
 
 1010 
 
 29 
 
 140 
 
 190 
 
 250! 310; 380! 460 
 
 550 650 750 860 
 
 980 
 
 30 
 
 130 
 
 180 
 
 240| 3001 370 450 
 
 530 
 
 63C 
 
 730 
 
 830 
 
 950 
 
 This table has been calculated for extreme fiber strain of 1000 pounds per 
 square inch, being one-sixth the breaking strain, ordinary building 
 timber of fair quality. 
 
 Oak and yellow pine will carry a load one-fourth greater. 
 
 When more accuracy is required, the weight of the beam itself must be 
 deducted. 
 
 Care must be taken to let the beams rest for a sufficient distance on their 
 supports to guard against crushing at the ends, especially in placing very 
 heavy loads upon short but deep and strong beams, i . 
 
JONES & L A.U GHLIN STEEL CO. 179 
 
 SAFE LOADS IN TONS OF 2000 POUNDS 
 
 Square Wooden Posts 
 
 Half seasoned white or common yellow pine 
 
 C. Shaler Smith's Formula. Safe load in pounds per square inch 
 
 1 
 
 1250 
 
 I 
 
 X ( ^ X .004 } 
 
 l=Length of post in inches. d=Width of side in inches 
 
 HEIGHT 
 FEET 
 
 SIDE OF SQUARE POST 
 INCHES 
 
 4 
 
 6 
 
 8 
 
 10 
 
 12 
 
 14 
 
 16 
 
 18 
 
 20 
 
 4 
 6 
 8 
 10 
 
 6.4 
 4.4 
 3.0 
 
 2.2 
 
 17.8 
 14.3 
 11.1 
 8.6 
 
 35.0 
 30.2 
 25.4 
 21.1 
 
 57.2 
 51.6 
 45.7 
 39.7 
 
 84.6 
 
 78.7 
 71.4 
 64.3 
 
 117.0 
 110.0 
 102.8 
 94.9 
 
 154.6 
 147.3 
 140.0 
 130.5 
 
 196.8 
 189.3 
 181.7 
 171.4 
 
 244.2 
 237.2 
 229.0 
 218.4 
 
 12 
 14 
 16 
 18 
 20 
 
 1.6 
 1.2 
 1.0 
 .8 
 .6 
 
 6.8 
 5.4 
 4.4 
 3.6 
 3.0 
 
 17.5 
 14.5 
 12.2 
 10.2 
 8.7 
 
 34.2 
 29.4 
 25.3 
 21.8 
 18.9 
 
 57.1 
 50.5 
 44.5 
 39.2 
 34.6 
 
 86.0 
 77.6 
 70.0 
 62.7 
 56.3 
 
 121.0 
 111.2 
 101.6 
 92.7 
 84.3 
 
 161.3 
 150.1 
 139.2 
 128.2 
 118.2 
 
 207.2 
 194.9 
 182.6 
 170.2 
 158.5 
 
 22 
 24 
 26 
 28 
 30 
 
 . . 
 
 2.6 
 2.2 
 1.9 
 1.6 
 1.5 
 
 7.5 
 6.5 
 5.6 
 5.0 
 4.4 
 
 16.5 
 14.5 
 12.8 
 11.3 
 10.1 
 
 .30.7 
 27.2 
 24.3 
 21.8 
 19.6 
 
 51.0 
 45.6 
 41.4 
 37.2 
 33.9 
 
 76.7 
 69.7 
 63.3 
 57.7 
 52.9 
 
 108.6 
 100.0 
 91.8 
 84.6 
 77.8 
 
 147.3 
 136.6 
 126.8 
 117.6 
 108.9 
 
 32 
 34 
 36 
 38 
 40 
 
 . . 
 
 1.3 
 1.1 
 1.0 
 
 .9 
 .8 
 
 3.9 
 3.5 
 3.2 
 
 2.9 
 2.6 
 
 9.0 
 8.2 
 7.4 
 6.7 
 6.1 
 
 17.6 
 16.0 
 14.5 
 13.3 
 12.2 
 
 30.5 
 27.7 
 25.5 
 23.5 
 21.6 
 
 48.4 
 44.5 
 40.9 
 37.5 
 34.7 
 
 71.7 
 66.4 
 61.3 
 56.8 
 52.6 
 
 101.1 
 93.8 
 87.4 
 81.2 
 75.6 
 
 42 
 44 
 46 
 48 
 50 
 
 52 
 
 54 
 56 
 58 
 60 
 
 '.'.'.'. 
 
 :::: 
 
 2.4 
 2.2 
 2.0 
 1.8 
 1.7 
 
 5.6 
 5.1 
 4.7 
 4.4 
 4.2 
 
 11.2 
 10.3 
 9.5 
 8.8 
 8.2 
 
 7.6 
 7.1 
 6.6 
 6.2 
 5.9 
 
 19.9 
 18.5 
 17.1 
 16.0 
 14.8 
 
 14.0 
 13.2 
 12.3 
 11.5 
 10.6 
 
 32.2 
 30.0 
 27.7 
 25.8 
 24.1 
 
 22.7 
 21.3 
 19.9 
 18.8 
 17.6 
 
 49.0 
 45.6 
 42.6 
 39.8 
 37.2 
 
 34.7 
 32.8 
 30.8 
 
 28.8 
 27.4 
 
 70.8 
 66.1 
 61.9 
 58.0 
 54.3 
 
 51.0 
 
 48.2 
 45.4 
 42.8 
 40.3 . 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 NOTE. Oak posts will carry loads 15 per cent greater than given 
 above. Southern yellow pine will carry loads 40 per cent greater than 
 given above. The loads given in table are for posts in permanent 
 structures. For posts in temporary structures add 25 per cent to the 
 above loads. 
 
180 JONES & LAUGHLIN STEEL CO. 
 
 STANDARD DETAIL FOR ROOF TRUSSES 
 C 
 
 b[ l _E 
 
 Load per square foot of roof (hori- 
 zontal) = W 
 
 Distance center to center of trusses 
 = m 
 
 Number of panels in truss = n 
 
 Length of span in feet = / 
 
 Load on purlin = P 
 Load on truss = Wy. m". 
 W is usually 30 to 40 Ibs. 
 
 J^X in X / 
 
 NOTES. Coefficients given in table on opposite page are for dead load 
 on roof from purlins and for additional stress from concentrated loads, L, L t 
 and L 2 , suspended from bottom chord as shown. 
 
 Distance from center to center of purlins should not exceed six feet. 
 
 Roof covering generally used, No. 20 corrugated steel. 
 
JONES & LAUGHLIN STEEL CO. 181 
 
 8SS888888888SSS 
 
 J ~C^ <^l~ ~ 
 
 3 _* * ' ',-i ' '** ' 'TH'I-"^H^HH 
 
 "Tj ::::::::::::: :222288888S8S888 
 ^| ::::::::::::: :SSSS^SS8888SSS8 
 * o^ j 
 
 rt w 
 
 J^ y^S582?Sg?SSJoS8SS8^SS8S8SSg8 
 
 J P OT 
 
 aaSS8S5SSSgS88S!5!53!SS3S&8g888SS8 
 
 JOOH 
 uo pBOi JSKScoc^^HFiiSiooeCT-Hr^oif^t- 
 
 || 
 
 S"S 
 
 nanoij z anaoi j 
 
 SC Q. S c 
 .2 g K w 
 
 
 ^ :i- 
 
 g .a s 
 o ^^ s g 
 
 H .5 H 
 
 3 E Ztt&* ^2|"3^ H-|j 
 
 i bc.S'O.a ^G^^ - -, 1 " oi2^ S2 . 2^i 
 '..SSJ =~II.,- S 5 a rt c.^S^,S_S 
 
 
 . ' S <U ' 
 
 ^rt o^' 
 
182 
 
 JONES & LAUGHLIN STEEL CO. 
 
 LENGTH OF RIVETS FOR VARIANT GRIPS 
 
 w- Grip *J 
 
 - -Length- 
 
 }< Length- 
 
 DIAMETER IN INCHES 
 
 K 9i 
 
 Length in Inches 
 
 B 
 
 5 
 
 z 
 
 0~ 
 
 z 
 
 DIAMETER IN INCHES 
 
 Length in Inches 
 
JONES & LAUGHLIN STEEL CO. 
 
 183 
 
 CONVENTIONAL SIGNS FOR RIVETING 
 
 + o 
 
 a 
 
 
 
 Q 
 
 
 c 
 
 
 Q 
 
 Q 
 
 C 
 
 i : 
 
 c 
 
 Maximum height of heads marked 0.- H 
 n &=V 
 
 j, ,, n C**%' 
 
 Two full heads 
 
 Countersunk and chipped other side(or side not 
 
 %. x 
 
 Countersunkand chipped this side (or side visible) >^_J^ 
 
 Shop Field 
 
 o 
 
 Counters.unkand chipped both sides 
 
 Countersunk but not chipped limit 
 
 Other side This side Both 
 (Not Visible) (Visible) Sides 
 
 f\) P) 
 high \Jx \ ( 
 
 ?ec=; 
 
 Flattened head^high and countersunkVY 
 Flattened head % high and not countersunk 
 
184 
 
 JONES & LAUGHLIN STEEL CO. 
 
 SHEARING AND BEARING VALUE OF RIVETS FOR QUIESCENT LOADS AS 
 USED IN BUILDINGS 
 
 D 
 Ri 
 
JONES & LAUGHLIN STEEL CO. 
 
 185 
 
 IVETS AS USED FOR MOV 
 NEWAYS, ETC. 
 
 R 
 
 SHEARING AND BEARING VALUE OF 
 IN BRIDGES, CRA 
 
 Plate at 15,000 Ibs. pe 
 ss of Plate X 15,000 I 
 
 Value for Different Thickn 
 ( = Diameter of Rivet X 
 
 hi 
 
 !> 00 00 
 
 rHCO 
 OOr-l 
 
 GO *O CO 
 
 IO 
 
 GO 
 CO 
 
 10 
 <N 
 
 ^O iH t^* CO 
 I> 00 00 O> 
 
186 
 
 JONES & LAUGHLIN STEEL CO. 
 
 _. 
 
 ,6 o 6 1 
 
 
 ii 
 
 x x *x 
 
 
 IS 
 
 ^ iR ^ 
 S ^ 
 
 
 
 \ N J 
 
 
 
 
 
 gg 
 
 
 
 - 
 
 d !! C^> 
 
 u 
 
 4) 
 
 4?J 
 3 
 
 XXX 
 
 E 
 
 h/,e 
 
 w S 
 
 & 
 
 if 
 
 XXX 
 
 
 
 XXX 
 
 
 s 
 
 oo ci rj 
 
 
 jj 
 
 2 ' S S 
 
 
 2S 
 
 J3 J JS 
 
 
 P 
 
 VI 3 S 
 
 
 CO 
 
 's s s 
 
 
 II 
 
 s; 8 s 
 
 
 
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JONES & LAUGHLIN STEEL CO. 187 
 
 Standard specifications governing the 
 chemical and physical properties of struct- 
 ural and special open-hearth plate and rivet 
 steel, as adopted by the Association of 
 American Steel Manufacturers. Revised 
 February 6, 1903. 
 
 STRUCTURAL STEEL 
 
 PROCESS OF MANUFACTURE 
 
 1. Steel may be made by either the open-hearth or Bessemer 
 process. 
 
 TESTING AND INSPECTION 
 
 2. All tests and inspections shall be made at the place of 
 manufacture prior to shipment. 
 
 TEST PIECES 
 
 3. The tensile strength, limit of elasticity and ductility shall 
 be determined from a standard test piece cut from the finished 
 material. The standard shape of the test piece for sheared 
 plates shall be as shown by the following sketch : 
 
 _ JP_aErallel_Se_ctl<HL _ _ 
 Xot le 
 
 __ 
 less than 9* 
 
 tr 
 
 *C_i:_i"_<Lt c _i A bout 13^ J 
 
 Piece to be of same thickness as the plate 
 
 On tests cut from other material the test piece may be either 
 the same as for sheared plates or it may be planed or turned 
 parallel throughout its entire length, and in all cases where 
 possible two opposite sides of the test piece shall be the rolled 
 
188 JONES & LAUGHLIN STEEL CO. 
 
 surfaces. The elongation shall be measured on an original 
 length of 8 inches, except as modified in section 12, paragraph c. 
 Rivet rounds and small bars shall be tested of full size as rolled. 
 Two test pieces shall be taken from each melt or blow of 
 finished material, one for tension and one for bending; but in 
 case either test develops flaws, or the tensile test piece breaks 
 outside of the middle third of its gauged length, it may be dis- 
 carded and another test piece substituted'therefor. 
 
 ANNEALED TEST PIECES 
 
 4. Material which is to be used without annealing or further 
 treatment shall be tested in the condition in which it conies 
 from the rolls. When material is to be annealed or otherwise 
 treated before use, the specimen representing such material 
 shall be similarly treated before testing. 
 
 MARKING 
 
 5. Every finished piece of steel shall be stamped with the 
 blow or melt number, and steel for pins shall have the blow 
 or melt number stamped on the ends. Rivet and lacing steel, 
 and small pieces for pin plates and stiffeners, may be shipped in 
 bundles securely wired together, with the blow or melt number 
 on a metal tag attached. 
 
 FINISH 
 
 6. Finished bars shall be free from injurious seams, flaws or 
 cracks, and have a workmanlike finish. 
 
 CHEMICAL PROPERTIES 
 
 7a. Steel for buildings, train sheds, highway bridges and 
 similar structures, maximum phosphorus .10 per cent. 
 
 7&. Steel for railway bridges, maximum phosphorus .08 per 
 cent. 
 
 PHYSICAL PROPERTIES 
 
 8. Structural steel shall be of three grades, Rivet, Railway 
 Bridge and Medium. 
 
JONES & LAUGHLIN STEEL CO. 189 
 
 RIVET STEEL 
 
 9. Ultimate strength, 48,000 to 58,000 pounds per square 
 inch. Elastic limit, not less than one-half the ultimate strength. 
 Percentage of elongation, 
 
 1,400,000 
 
 ultimate strength' Bendin g test > 18 de S rees flat on itself > 
 without fracture on outside of bent portion. 
 
 STEEL FOR RAILWAY BRIDGES 
 
 10. Ultimate strength, 55,000 to 65,000 pounds per square 
 inch. Elastic limit, not less than one-half the ultimate strength. 
 Percentage of elongation, 
 
 1,400,000 
 
 ultimate strength' Bendin 8 test ' 18 de S rees to a diameter 
 equal to thickness of piece tested, without fracture on outside 
 of bent portion. 
 
 MEDIUM STEEL 
 
 11. Ultimate strength, 60,000 to 70,000 pounds per square 
 inch. Elastic limit, not less than one-half the ultimate strength. 
 Percentage of elongation, 
 
 1,400,000 
 
 ultimate strength* Bendin S test > 18 de S rees to a diameter 
 equal to thickness of piece tested, without fracture on outside of 
 bent portion. 
 
 MODIFICATIONS IN ELONGATION FOR THIN AND 
 THICK MATERIAL 
 
 in thickness, the following modifications shall be made in the 
 requirements for elongation: 
 
 a. For each increase of 3^-inch in thickness above ^-inch, 
 a deduction of 1 per cent, shall be made from the specified elon- 
 gation, except that the minimum elongation shall be 20 per 
 cent, for eye-bar material and 18 per cent, for other structural 
 material. 
 
 b. For each decrease of ^g-inch in thickness below -A-inch, 
 a deduction of 2^ per cent, shall be made from the specified 
 elongation. 
 
190 JONES & LAUGHLIN STEEL CO. 
 
 c. In rounds of ^-inch or less in diameter, the elongation 
 shall be measured in a length equal to eight times the diameter 
 of section tested. 
 
 d. For pins made from any of the before-mentioned grades 
 of steel, the required elongation shall be 5 per cent, less than 
 that specified for each grade, as determined on a test piece, 
 the center of which shall be 1 inch from the surface of the bar. 
 
 VARIATION IN WEIGHT 
 
 13. The variation in cross-section or weight of more than 2% 
 per cent, from that specified will be sufficient cause for rejection 
 except in the case of sheared plates, which will be covered by 
 the following permissible variations: 
 
 a. Plates 12% pounds per square foot or heavier, up to 100 
 inches wide, when ordered to weight, shall not average more 
 than 2% per cent, variation above or 2% per cent, below the 
 theoretical weight. When 100 inches wide and over, 5 per cent, 
 above or 5 per cent, below the theoretical weight. 
 
 &., Plates under 12^ pounds per square foot, when ordered 
 to weight, shall not average a greater variation than the 
 following : 
 
 Up to 75 inches wide, 2% per cent, above or 2^ per cent, 
 below the theoretical weight. 75 inches wide up to 100 inches 
 wide, 5 per cent, above or 3 per cent, below the theoretical 
 weight. When 100 inches wide and over, 10 per cent, above 
 or 3 per cent, below the theoretical weight. 
 
 c. For all plates ordered to gauge there will be permitted 
 an average excess of weight over that corresponding to the 
 dimensions on the order equal in amount to that specified in 
 the following table: 
 
JONES & LAUGHLIN STEEL CO 
 
 TABLE OF ALLOWANCES FOR OVERWEIGHT FOR RECTAN- 
 GULAR PLATES WHEN ORDERING TO GAUGE 
 
 Plates will be considered up to gauge if measuring not over 
 T ^-inch less than the ordered gauge 
 
 PLATES X' INCH AND OVER IN THICKNESS 
 
 
 WIDTH OF PLATE 
 
 OF PLATE 
 
 Up to 
 
 75 Inches to 
 
 Over 100 
 
 Over 115 
 
 INCH 
 
 75 Inches 
 
 100 Inches 
 
 to 115 Inches 
 
 Inches 
 
 
 Per Cent 
 
 Per Cent 
 
 Per Cent 
 
 Per Cent 
 
 M 
 
 10 
 
 14 
 
 18 
 
 
 rV 
 
 8 
 
 12 
 
 16 
 
 
 3/ 
 
 7 
 
 10 
 
 13 
 
 17 
 
 T5 
 
 6 
 
 8 
 
 10 
 
 13 
 
 /^ 
 
 5 
 
 7 
 
 9 
 
 12 
 
 & 
 
 43^ 
 
 6^2 
 
 83^ 
 
 11 
 
 H 
 
 4 
 
 6 
 
 8 
 
 10 
 
 Over Y% 
 
 3y * 
 
 5 
 
 6^ 
 
 9 
 
 PLATES UNDER I/-INCH IN THICKNESS 
 
 
 WIDTH OF PLATE 
 
 
 
 OF PLATE 
 INCH 
 
 Up to 50 inches 
 Per Cent 
 
 50 Inches to 
 70 Inches 
 Per Cent 
 
 Over 70 inches 
 Per Cent 
 
 y* UP to /z 
 
 10 
 
 15 
 
 20 
 
 3 5 2 Up tO & 
 
 8H 
 
 12^ 
 
 17 
 
 TIT Up tO >| 
 
 7 
 
 10 
 
 15 
 
 NOTE. The weight of 1 cubic inch of rolled steel is assumed to be 
 0.2833 pound. 
 
 STRUCTURAL CAST-IRON 
 
 1. Except when chilled iron is specified, all castings shall be 
 tough gray iron, free from injurious cold-shuts or blow-holes, 
 true to pattern, and of a workmanlike finish. Sample pieces 
 one inch square, cast from the same heat of metal in sand 
 molds, shall be capable of sustaining on a clear span of 4 feet 
 
 8 inches a central load of 500 pounds when tested to the rough 
 bar. 
 
192 JONES & LAUGHLIN STEEL CO. 
 
 SPECIAL OPEN-HEARTH PLATE AND 
 RIVET STEEL 
 
 TESTING AND INSPECTION 
 
 1. All tests and inspections shall be made at the place of 
 manufacture prior to shipment. 
 
 TEST PIECES 
 
 2. The tensile strength, limit of elasticity and ductility shall 
 be determined from a standard test piece cut from the finished 
 material. The standard shape of the test piece for sheared 
 plates shall be as shown by the following sketch : 
 
 ParaIlel_SectIpn_ 
 "Not less than 9" 
 
 Piece to be of same thickness as the plate 
 
 On tests cut from other material the test piece may bejeither 
 the same as for sheared plates or it may be planed or turned 
 parallel throughout its entire length, and in all cases where 
 possible two opposite sides of the test piece shall be the rolled 
 surfaces. The elongation shall be measured on an original 
 length of 8 inches, except as modified in section 12, paragraph c. 
 Rivet rounds and small bars shall be tested of full size as rolled. 
 Four test pieces shall be taken from each melt of finished ma- 
 terial, two for tension and two for bending; but in case either 
 test develops flaws, or the tensile test piece breaks outside of 
 the middle third of its gauged length, it may be discarded and 
 another test piece substituted therefor. 
 
 ANNEALED TEST PIECES 
 
 3. Material which is to be used without annealing or further 
 treatment shall be tested in the condition in which it comes 
 from the rolls. When material is to be annealed or otherwise 
 
JONES & LAUGHLIN STEEL CO. 193 
 
 treated before use, the specimen representing such material 
 shall be similarly treated before testing. 
 
 MARKING 
 
 4. Every finished piece of steel shall be stamped with the 
 melt number. Rivet steel may be shipped in bundles securely 
 wired together, with the melt number on a metal tag attached. 
 
 FINISH 
 
 5. All plates shall be free from injurious surface defects 
 and have a workmanlike finish. 
 
 CHEMICAL PROPERTIES 
 
 6a. Flange or Boiler Steel, maximum phosphorus .06 per 
 cent., maximum sulphur .04 per cent. 
 
 6Z>. Extra Soft and Fire Box Steel, maximum phosphorus .04 
 per cent., maximum sulphur .04 per cent. 
 
 PHYSICAL PROPERTIES 
 
 7. Special Open-hearth Plate and Rivet Steel shall be of 
 three grades, Extra Soft, Fire Box and Flange or Boiler 
 Steel. 
 
 EXTRA SOFT STEEL 
 
 8. Ultimate strength, 45,000 to 55,000 pounds per square 
 inch. Elastic limit, not les^ than one-half the ultimate strength. 
 Elongation, 28 per cent. Cold and Quench Bends, 180 degrees 
 flat on itself, without fracture on outside of bent portion. 
 
 FIRE Box STEEL 
 
 9. Ultimate strength, 52,000 to 62,000 pounds per square 
 inch. Elastic limit, not less than one-half the ultimate strength. 
 Elongation, 26 per cent. Cold and Quench Bends, 180 degrees 
 flat on itself, without fracture on outside of bent portion. 
 
 FLANGE OR BOILER STEEL 
 
 10. Ultimate strength, 55,000 to 65,000 pounds per square 
 inch. Elastic limit, not less than one-half the ultimate strength. 
 
194 JONES & LAUGHLIN STEEL CO. 
 
 Elongation, 25 per cent. Cold and Quench Bends, 180 degrees 
 flat on itself, without fracture on outside of bent portion. 
 
 BOILER RIVET STEEL 
 
 11. Steel for boiler rivets shall be made of the extra soft 
 grade specified in paragraph No. 8. 
 
 MODIFICATIONS IN ELONGATION FOR THIN AND 
 THICK MATERIAL 
 
 12. For material less than ^-inch and more than j^-inch 
 in thickness, the following modifications shall be made in the 
 requirements for elongation: 
 
 a. For each increase of ^-inch in thickness above %-inch, 
 a deduction of 1 per cent, shall be made from the specified 
 elongation. 
 
 b. For each decrease of -j^-inch in thickness below -&-inch, 
 a deduction of 2% per cent, shall be made from the specified 
 elongation. 
 
 c. In rounds of ^-inch or less in diameter, the elongation 
 shall be measured in a length equal to eight times the diameter 
 of section tested. 
 
 VARIATION IN WEIGHT 
 
 13. The variation in cross-section or weight of more than 2^ 
 per cent, from that specified will be sufficient cause for rejection 
 except in the case of sheared plates, which will be covered by 
 the following permissible variations: 
 
 a. Plates 12% pounds per square foot or heavier, up to 100 
 inches wide, when ordered to weight, shall, jiot average more 
 than 2^2 per cent, variation above or 2}/ 2 per cent, below the 
 theoretical weight. When 100 inches wide and over, 5 per cent. 
 above or 5 per cent, below the theoretical weight. 
 
 b. Plates under 12^o pounds per square foot, when ordered 
 to weight, shall not average a greater variation than the 
 following: 
 
 Up to 75 inches wide, 2% per cent, above or iy> per cent, 
 below the theoretical weight. 75 inches wide up to 100 inches 
 
JONES & LAUGHLIN 
 
 S T E E L C . 195 
 
 wide, 5 per cent, above or 3 per cent, below the 
 
 theoretical 
 
 weight. When 100 inches wide and over, 10 per cent, above 
 
 or 3 per cent, below the theoretical weight. 
 
 c. For all plates ordered to gauge 
 
 there will be permitted 
 
 an average excess of weight over that corresponding to the di- 
 
 mensions on the order equal in amount to that specified in the 
 
 following table: 
 
 TABLE OF ALLOWANCES 
 
 FOR OVERWEIGHT FOR RECTAN- 
 
 GULAR 
 
 PLATES WHEN ORDERED TO GAUGE 
 
 Plates will be 
 
 considered 
 
 up to gauge 
 
 if measuring not over 
 
 T iy^-inch less than ordered gauge 
 
 PLATES ^-INCH 
 
 AND OVER 
 
 IN THICKNESS 
 
 
 WIDTH OF PLATE 
 
 THICKNESS 
 OF PLATES 
 
 Up to 
 
 75 Inches to 
 
 Over 100 Inche 
 
 s Over 115 
 
 INCHES 
 
 75 Inches 
 
 100 Inches 
 
 to 115 Inches 
 
 Inches 
 
 
 Per Cent 
 
 Per Cent 
 
 Per Cent 
 
 Per Cent 
 
 M 
 
 10 
 
 14 
 
 18 
 
 
 1 
 
 8 
 
 12 
 
 16 
 
 
 
 7 
 
 10 
 
 13 
 
 17 
 
 Tff 
 
 6 
 
 8 
 
 10 
 
 13 
 
 L 
 
 5 
 
 7 
 
 9 
 
 12 
 
 fV 
 
 4^3 
 
 6/^ 
 
 8/^ 
 
 11 
 
 5/Q 
 
 4 
 
 6 
 
 8 
 
 10 
 
 Over % 
 
 VA 
 
 5 
 
 VA 
 
 9 
 
 PLATES UNDER J^-INCH IN THICKNESS 
 
 
 WIDTH OF PLATE 
 
 OF PLATE 
 INCHES 
 
 50 Inches to 
 Up to 50 Inches 70 Inches Ov 
 Per Cent Per Cent 
 
 er 70 Inches 
 Per Cent 
 
 3/8 up to 3^2 ' 
 
 10 
 
 15 
 
 20 
 
 /2 Up tO ^6 
 
 8}/2 
 
 1 
 
 VA 
 
 17 
 
 ft up to M 
 
 7 
 
 10 
 
 15 
 
 NOTE. The weight of 1 cubic inch of rolled steel is assumed to be 0.2833 
 
 . pound. 
 
 
 
 
 
196 JONES & LAUGHLIN STEEL CO. 
 
 WEIGHTS OF FLAT ROLLED STEEL 
 
 Per Lineal Foot 
 
 For thicknesses from &" to 2" and widths from 1" to 12%" 
 
 I 
 
 WIDTH IN INCHES 
 
 || 
 
 1 
 
 IX 
 
 i% 
 
 i* 
 
 2 
 
 2X 
 
 2% 
 
 2K 
 
 12 
 
 N~ 
 
 
 
 
 
 
 
 
 
 
 ., 
 
 .638 
 
 .797 
 
 .957 
 
 1.11 
 
 1.28 
 
 1.44 
 
 1.59 
 
 1.75 
 
 7.65 
 
 M 
 
 .850 
 
 1.06 
 
 1.28 
 
 1.49 
 
 1.70 
 
 1.91 
 
 2.12 
 
 2.34 
 
 10.20 
 
 & 
 
 1.06 
 
 1.33 
 
 1.59 
 
 1.86 
 
 2.12 
 
 2.39 
 
 2.65 
 
 2.92 
 
 12.75 
 
 3/g 
 
 1.28 
 
 1.59 
 
 1.92 
 
 2.23 
 
 2.55 
 
 2.87 
 
 3.19i 3.51 
 
 15.30 
 
 A 
 
 1.49 
 
 1.86 
 
 2.23 
 
 2.60 
 
 2.98 
 
 3.35 
 
 3.72 4.09 
 
 17.85 
 
 
 1.70 
 
 2.12 
 
 2.55 
 
 2.98 
 
 3.40 
 
 3.83 
 
 4.25 
 
 4.67 
 
 20.40 
 
 A 
 
 1.92 
 
 2.39 
 
 2.87 
 
 3.35 
 
 3.83 
 
 4.30 
 
 4.78 
 
 5.26 
 
 22.95 
 
 % 
 
 2.12 
 
 2.65 
 
 3.19 
 
 3.72 
 
 4.25 
 
 4.78 
 
 5.31 5.84 
 
 25.50 
 
 H2.34 
 
 2.92 
 
 3.51 
 
 4.09 
 
 4.67 
 
 5.26 
 
 5.84 
 
 6.43 
 
 28.05 
 
 /4 
 
 2.55 
 
 3.19 
 
 3.83 
 
 4.47 
 
 5.10 
 
 5.75 
 
 6.38 
 
 7.02 
 
 30.60 
 
 tt 
 
 2.76 
 
 3.45 
 
 4.14 
 
 4.84 
 
 5.53 
 
 6.21 
 
 6.90 
 
 7.60 
 
 33.15 
 
 |^ 2.98 
 
 3.72 
 
 4.47 
 
 5.20 
 
 5.95 
 
 6.69 
 
 7.44 8.1835.70 
 
 tt|3.19 
 
 3.99 
 
 4.78 
 
 5.58 
 
 6.38 
 
 7.18 
 
 7.97 8.77 
 
 38.25 
 
 1 3.40 
 
 4.25 
 
 5.10 
 
 5.95 
 
 6.80 
 
 7.65 
 
 8.50 
 
 9.35 
 
 40.80 
 
 1^3.61 
 
 4.52 
 
 5.42 
 
 6.32 
 
 7.22 
 
 8.13 
 
 9.03 
 
 9.93 
 
 43.35 
 
 1^3.83 
 
 4.78 
 
 5.74 
 
 6.70 
 
 7.65 
 
 8.61 
 
 9.57 
 
 10.52 
 
 45.90 
 
 1&4.04 
 
 5.05 
 
 6.06 
 
 7.07 
 
 8.08 
 
 9.09 
 
 10.1011.11 
 
 48.45 
 
 1M 
 
 4.25 
 
 5.31 
 
 6.38 
 
 7.44 
 
 8.50 
 
 9.57 
 
 10.63 
 
 11.69 
 
 51.00 
 
 1A 
 
 4.46 
 
 5.58 
 
 6.69 
 
 7.81 
 
 8.93 
 
 10.04 
 
 11.16 
 
 12.27 
 
 53.55 
 
 1^4.67 
 
 5.84 
 
 7.02 
 
 8.18 
 
 9.35 
 
 10.52 
 
 11.6912.85 
 
 56.10 
 
 1&4.89 
 
 6.11 
 
 7.34 
 
 8.56 
 
 9.78 
 
 11.00 
 
 12.2213.44 
 
 58.65 
 
 IK 
 
 5.10 
 
 6.38 
 
 7.65 
 
 8.93 
 
 10.20 
 
 11.48 
 
 12.75 
 
 14.03 
 
 61.20 
 
 1& 
 
 5.32 
 
 6.64 
 
 7.97 
 
 9.30 
 
 10.63 
 
 11.95 
 
 13.28 
 
 14.61 
 
 63.75 
 
 1^5.52 
 
 6.90 
 
 8.29 
 
 9.67 
 
 11.05 
 
 12.43 
 
 13.81 15.19 
 
 66.30 
 
 1HI5.74 
 
 7.17 
 
 8.61 
 
 10.04 
 
 11.47 
 
 12.91 
 
 14.3415.78 
 
 68.85 
 
 1M 
 
 5.95 
 
 7.44 
 
 8.93 
 
 10.42 
 
 11.90 
 
 13.40 
 
 14.8816.37 
 
 71.40 
 
 lif 
 
 6.16 
 
 7.70 
 
 9.24 
 
 10.79 
 
 12.33 
 
 13.86 
 
 15.4016.95 
 
 73.95 
 
 J7X 
 
 6.38 
 
 7.97 
 
 9.57 
 
 11.15 
 
 12.75 
 
 14.3415.9417.53 
 
 76.50 
 
 1^| 
 
 6.59 
 
 8.24 
 
 9.88 
 
 11.53 
 
 13. 18 14. 83 16. 47 18. 12J79. 05 
 
 2 
 
 6.80 
 
 8.50 10.20 
 
 11.90 
 
 13.60 
 
 15.30 
 
 17.0018.70 
 
 81.60 
 
 
JONES & LAUGHLIN STEEL CO. 197 
 
 WEIGHTS OF FLAT ROLLED STEEL 
 
 Per Lineal Foot 
 
 v_ b i THICKNESS 
 *\Sr 1 INCHES 
 
 WIDTH IN INCHES 
 
 3 
 
 3* 
 
 * 
 
 3% 
 
 4 
 
 x 
 
 4% 
 
 4* 
 
 12 
 
 1.91 
 2.55 
 
 2.07 
 2.76 
 
 2.23 
 2.98 
 
 2.39 
 3.19 
 
 2.55 
 3.40 
 
 2.71 
 3.61 
 
 2.87 
 3.83 
 
 3.03 
 4.04 
 
 7.65 ' 
 10.20 
 
 A 
 
 i 
 
 3.19 
 3.83 
 4.46 
 5.10 
 
 3.45 
 4.15 
 4.83 
 5.53 
 
 3.72 
 
 4.47 
 5.20 
 5.95 
 
 3.99 
 
 4.78 
 5.58 
 6.38 
 
 4.25 
 5.10 
 5.95 
 6.80 
 
 4.52 
 5.42 
 6.32 
 
 7.22 
 
 4.78 
 5.74 
 6.70 
 7.65 
 
 5.05 
 6.06 
 7.07 
 8.08 
 
 12.75 
 15.30 
 17.85 
 20.40 
 
 I 
 
 5.74 
 6.38 
 7.02 
 7.65 
 
 6.22 
 6.91 
 7.60 
 8.29 
 
 6.70 
 
 7.44 
 8.18 
 8.93 
 
 7.17 
 7.97 
 8.76 
 9.57 
 
 7.65 
 8.50 
 9.35 
 10.20 
 
 8.13 
 9.03 
 9.93 
 
 10.84 
 
 8.61 
 9.57 
 10.52 
 11.48 
 
 9.09 
 10.10 
 11.11 
 12.12 
 
 22.95 
 25.50 
 28.05 
 30.60 
 
 ,5 
 
 8.29 
 8.93 
 9.57 
 10.20 
 
 8.98 
 9.67 
 10.36 
 11.05 
 
 9.67 
 10.41 
 11.16 
 11.90 
 
 10.36 
 11.16 
 11.95 
 12.75 
 
 11.05 
 11.90 
 12.75 
 13.60 
 
 11.74 
 12.65 
 13.55 
 14.45 
 
 12.43 
 13.39 
 14.34 
 15.30 
 
 13.12 
 14.13 
 15.14 
 16.15 
 
 33.15 
 35.70 
 38.25 
 40.80 
 
 j| 
 
 10.84 
 11.48 
 12.12 
 12.75 
 
 11.74 
 12.43 
 13.12 
 13.81 
 
 12.65 
 13.39 
 14.13 
 
 14.87 
 
 13.55 
 14.34 
 15.14 
 15.94 
 
 14.45 
 15.30 
 16.15 
 17.00 
 
 15.35 
 16.26 
 17.16 
 18.06 
 
 16.26 
 17.22 
 18.17 
 19.13 
 
 17.16 
 18.17 
 19.18 
 20.19 
 
 43.35 
 45.90 
 48.45 
 51.00 
 
 j$ 
 
 13.39 
 14.03 
 14,66 
 15.30 
 
 14.50 
 15.20 
 15.88 
 16.58 
 
 15.62 
 16.36 
 17.10 
 17.85 
 
 16.74 
 17.53 
 18.33 
 19.13 
 
 17.85 
 18.70 
 19.55 
 20.40 
 
 18.96 
 19.87 
 20.77 
 21.68 
 
 20.08 
 21.04 
 21.99 
 22.95 
 
 21.20 
 22.21 
 23.22 
 24.23 
 
 53.55 
 56.10 
 58.65 
 61.20 
 
 m 
 
 15.9417.27 
 16.58il7.96 
 17.2218.65 
 17.8519.34 
 
 18.60 
 19.34 
 20.08 
 20.83 
 
 19.92 
 20.72 
 21.51 
 22.32 
 
 21.25 
 22.10 
 22.95 
 23.80 
 
 22.58 
 23.48 
 24.38 
 25.29 
 
 23.91 
 
 24.87 
 25.82 
 26.78 
 
 25.24 
 26.25 
 27.26 
 28.27 
 
 63.75 
 66.30 
 68.85 
 71.40 
 
 2 1 
 
 18.49 
 19.13 
 19.77 
 20.40 
 
 20.03 
 20.72 
 21.41 
 22.10 
 
 21.57 
 22.31 
 23.06 
 23.80 
 
 23.11 
 23.91 
 24.70 
 25.50 
 
 24.65 
 25.50 
 26.35 
 27.20 
 
 26.19 
 27.10 
 28.00 
 28.90 
 
 27.73 
 28.69 
 29.64 
 30.60 
 
 29.27 
 30.28 
 31.29 
 32.30 
 
 73.95 
 76.50 
 79.05 
 81.60 
 
 ' 
 
198 
 
 JONES & LAUGHLIN STEEL CO. 
 
 WEIGHTS OF FLAT ROLLED STEEL 
 Per Lineal Foot 
 
 THICKNESS 
 INCHES 
 
 WIDTH IN INCHES 
 
 5 
 
 5tf 
 
 5% 
 
 5K 
 
 G 
 
 GK 
 
 G% 
 
 CK 
 
 12 
 
 A 
 % 
 
 3.19 
 4.25 
 
 3.35 
 4.46 
 
 3.51 
 4.67 
 
 3.67 
 4.89 
 
 3.83 
 5.10 
 
 3.99 
 5.31 
 
 4.14 
 5.53 
 
 4.30 
 5.74 
 
 7.65 
 10.20 
 
 1 
 
 5.31 
 6.38 
 7.44 
 8.50 
 
 5.58 
 6.69 
 7.81 
 8.93 
 
 5.84 
 7.02 
 8.18 
 9.35 
 
 6.11 
 7.34 
 8.56 
 9.77 
 
 6.38 
 7.65 
 8.93 
 10.20 
 
 6.64 
 7.97 
 9.29 
 10.63 
 
 6.90 
 8.29 
 9.67 
 11.05 
 
 7.17 
 
 8.61 
 10.04 
 11.48 
 
 12.75 
 15.30 
 17.85 
 20.40. 
 
 I 
 
 9.57 
 10.63 
 11.69 
 12.75 
 
 10.04 
 11.16 
 12.27 
 13.39 
 
 10.52 
 11.69 
 12.85 
 14.03 
 
 11.00 
 12.22 
 13.44 
 14.67 
 
 11.48 
 12.75 
 14.03 
 15.30 
 
 11.95 
 13.28 
 14.61 
 15.94 
 
 12.43 
 13.81 
 15.20 
 16.58 
 
 12.91 
 14.34 
 15.78 
 17.22 
 
 22.95 
 25.50 
 28.05 
 30.60 
 
 
 
 ft 
 
 13.81 
 14.87 
 15.94 
 17.00 
 
 14.50 
 15.62 
 16.74 
 17.85 
 
 15.19 
 16.36 
 17.53 
 18.70 
 
 15.8816.58 
 17.1017.85 
 18.3319.13 
 19.5520.40 
 
 17.27 
 18.60 
 19.92 
 21.25 
 
 17.95 
 19.34 
 20.72 
 22.10 
 
 18.6533.15 
 20.0835.70 
 21.5138.25 
 22.9540.80 
 
 1* 
 
 IH 
 
 ift 
 
 18.06 
 19.13 
 20.19 
 21.25 
 
 18.96 
 20.08 
 21.20 
 22.32 
 
 19.87 
 21.04 
 22.21 
 23.38 
 
 20.7721.68 
 21.9922.95 
 23.2224.23 
 24.4425.50 
 
 22.58 
 23.91 
 25.23 
 26.56 
 
 23.48 
 24.87 
 26.24 
 27.62 
 
 24.3943.35 
 25.8245.90 
 27.2548.45 
 28.6951.00 
 
 -E-ES 
 
 1 1 1 I T 1 T-l 
 
 22.32 
 23.38 
 24.44 
 25.50 
 
 23.43 
 24.54 
 25.66 
 26.78 
 
 24.54 
 25.71 
 26.88 
 28.05 
 
 25.6626.78 
 26.8828.05 
 28.1029.33 
 29.3330.60 
 
 27.90 
 29.22 
 30.55 
 31.88 
 
 29.01 
 30.39 
 31.77 
 33.15 
 
 30.12 
 31.56 
 32.99 
 34.43 
 
 53.55 
 56.10 
 58.65 
 61.20 
 
 W 
 
 26.57 
 27.63 
 28.69 
 29.75 
 
 27.8929.22 
 29. 01130. 39 
 30.1231.55 
 31.2432.73 
 
 30.5531.88 
 31.7733.15 
 32.9934.43 
 34.2235.70 
 
 33.20 
 34.53 
 35.86 
 37.19 
 
 34.53 
 35.91 
 37.30 
 38.68 
 
 35.8663.75 
 37.2966.30 
 38.7368.85 
 40.1771.40 
 
 i 
 
 m 
 lit 
 
 2 
 
 30.81 
 31.87 
 32.94 
 34.00 
 
 32.35 
 33.47 
 34.59 
 35.70 
 
 33.89 
 35.06 
 36.23 
 37.40 
 
 35.4336.98 
 36.6538.25 
 37.8839.53 
 39.1040.80 
 
 1 
 
 38.52 
 39.85 
 41.17 
 42.50 
 
 40.05 
 41.44 
 
 42.82 
 44.20 
 
 41.60 
 43.03 
 44.46 
 45.90 
 
 73.95 
 76.50 
 79.05 
 81.60 
 
 
 
JONES 
 
 LAUGHLIN STEEL CO. 
 
 199 
 
 WEIGHTS OF FLAT ROLLED STEEL 
 Per Lineal Foot 
 
 THICKNESS 
 INCHES 
 
 WIDTH IN INCHES 
 
 7 
 
 7* 
 
 4.62 
 6.16 
 
 7H 
 
 m 
 
 8 
 
 8X 
 
 
 
 
 
 12 
 
 A 
 
 H 
 
 4.46 
 5.95 
 
 4.78 
 6.36 
 
 4.94 
 6.58 
 
 5.10 
 6.80 
 
 5.26 
 7.01 
 
 5.42 
 7.22 
 
 5.58 
 7.43 
 
 7.65 
 10.20 
 
 \ 
 
 7.44 
 8.93 
 10.41 
 11.90 
 
 7.70 
 9.25 
 10.78 
 12.32 
 
 7.97 
 9.57 
 11.16 
 12.75 
 
 8.23 
 9.88 
 11.53 
 13.18 
 
 8.50 
 10.20 
 11.90 
 13.60 
 
 8.76 
 10.52 
 12.27 
 14.03 
 
 9.03 
 10.84 
 12.64 
 14.44 
 
 9.29 
 11.16 
 13.02 
 14.87 
 
 12.75 
 15.30 
 17.85 
 20.40 
 
 M 
 
 13.39 
 
 14.87 
 16.36 
 17.85 
 
 13.86 
 15.40 
 16.94 
 18.49 
 
 14.34 
 15.94 
 17.53 
 19.13 
 
 14.82 
 16.47 
 18.12 
 19.77 
 
 15.30 
 17.00 
 18.70 
 20.40 
 
 15.78 
 17.53 
 19.28 
 21.04 
 
 16.26 
 18.06 
 19.86 
 21.68 
 
 16.74 
 18.59 
 20.45 
 22.32 
 
 22.95 
 25.50 
 28.05 
 30.60 
 
 1 
 
 19.34 
 20.83 
 22.32 
 23.80 
 
 20.0320.72 
 21.5722.32 
 23.1123.91 
 24.6525.50 
 
 21.41 
 23.05 
 24.70 
 26.35 
 
 22.10 
 23.80 
 25.50 
 27.20 
 
 22.79 
 24.55 
 26.30 
 28.05 
 
 23.48 
 25.30 
 27.10 
 28.90 
 
 24.17 
 26.04 
 27.89 
 29.75 
 
 33.15 
 35.70 
 38.25 
 40.80 
 
 jl 
 
 25.29 
 
 26.78 
 28.26 
 29.75 
 
 26.19 
 27.73 
 29.27 
 30.81 
 
 27.10 
 
 28.68 
 30.28 
 
 31.88 
 
 28.00 
 29.64 
 31.29 
 32.94 
 
 28.90 
 30.60 
 32.30 
 34.00 
 
 29.80 
 31.56 
 33.31 
 35.06 
 
 30.70 
 32.52 
 34.32 
 36.12 
 
 31.61 
 33.47 
 35.33 
 37.20 
 
 43.35 
 45.90 
 48.45 
 51.00 
 
 ii 
 
 31.23 
 32.72 
 34.21 
 35.70 
 
 32.35 
 33.89 
 35.44 
 36.98 
 
 33.4834.59 
 35.0636.23 
 36.6637.88 
 38.2639.53 
 
 35.70 
 37.40 
 39.10 
 40.80 
 
 36.81 
 38.57 
 40.32 
 
 42.08 
 
 37.93 
 39.74 
 41.54 
 43.35 
 
 39.05 
 40.91 
 
 42.77 
 44.63 
 
 53.55 
 56.10 
 58.65 
 61.20 
 
 m 
 
 11 1 
 TS 
 
 37.1938.51 
 38.6740.05 
 40.1641.59 
 41.6543.14 
 
 39.8441.17 
 41.4442.82 
 43.0344.47 
 44.6346.12 
 
 42.50 
 44.20 
 45.90 
 47.60 
 
 43.83 
 45.58 
 47.33 
 49.09 
 
 45.16 
 46.96 
 48.76 
 50.58 
 
 46.49 
 48.34 
 50.20 
 52.07 
 
 63.75 
 66.30 
 
 68.85 
 71.40 
 
 il 
 
 2 
 
 43.14 
 44.63 
 46.12 
 47.60 
 
 44.68 
 46.22 
 47.76 
 49.30 
 
 46.2247.76 
 47.82:49.40 
 49. 41 151. 05 
 51.0052.70 
 
 49.30 
 51.00 
 52.70 
 54.40 
 
 50.84 
 52.60 
 54.35 
 56.10 
 
 52.38 
 54.20 
 56.00 
 57.80 
 
 53.92 
 55.79 
 57.64 
 59.50 
 
 73.95 
 76.50 
 79.05 
 81.60 
 
 
200 JONES&L 
 
 AUG 
 
 HLIN STEEL CO. 
 
 
 WEIGHTS OF 
 
 FLAT ROLLED STEEL 
 
 Per Lineal Foot 
 
 V-ML I THICKNESS 
 *\3" 1 INCHES 
 
 WIDTH IN INCHES 
 
 9 
 
 9K 
 
 
 
 
 
 10 
 
 
 
 K 
 
 m 
 
 12 
 
 5.74 
 7.65 
 
 5.90 
 7.86 
 
 6.06 
 8.08 
 
 6.22 
 8.29 
 
 6.38 
 8.50 
 
 6.54 
 8.71 
 
 6.70 
 8.92 
 
 6.86 
 9.14 
 
 7.65 
 10.20 
 
 I 
 
 9.56 
 11.48 
 13.40 
 15.30 
 
 9.83 
 11.80 
 13.76 
 15.73 
 
 10.10 
 12.12 
 14.14 
 16.16 
 
 10.36 
 12.44 
 14.51 
 16.58 
 
 10.62 
 12.75 
 14.88 
 17.00 
 
 10.89 
 13.07 
 15.25 
 17.42 
 
 11.16 
 13.39 
 15.62 
 
 17.85 
 
 11.42 
 13.71 
 15.99 
 18.28 
 
 12.75 
 15.30 
 17.85 
 20.40 
 
 A 
 
 17.2217.6918.1818.6519.14 
 19. 13|19. 65 20. 19 20. 72 21. 25 
 21.0421.6222.2122.7923.38 
 22.9623.5924.2324.8625.50 
 
 19.61 
 21.78 
 23.96 
 26.14 
 
 20.08 
 22.32 
 24.54 
 
 26.78 
 
 20.5622.95 
 22.8525.50 
 25.13i28.05 
 27.4230.60 
 
 H 
 
 24.86 25.55 26.24 26.94 27.62 28.32 29.00 29 .69 33 . 15 
 26.7827.5228.2629.0129.7530.5031.2431.9835.70 
 28.6929.4930.2831.0831.8832.6733.4834.2838.25 
 30.6031.4532.3033.1534.0034.8535.7036.5540.80 
 
 1A 32.52 
 \Ys 34.43 
 1& 36.34 
 1M 38.26 
 
 33.41 
 35.38 
 37.35 
 39.31 
 
 34.3235.22 
 36.3437.29 
 38.3639.37 
 40.3741.44 
 
 36.1237.03 
 38.2539.21 
 40.3841.39 
 42.5043.56 
 
 37.92 
 40.17 
 42.40 
 44.63 
 
 38.8343.35 
 41.1245.90 
 43.4048.45 
 45.6951.00 
 
 II 
 
 40.16 
 42.08 
 44.00 
 45.90 
 
 41. 28 42. 40 43. 52 ! 44. 64 45. 75 46. 86 
 43.2544.4145.5846.7547.9249.08 
 45. 22 46. 44i47.66 48. 88 50. 10 51. 32 
 47.1848.4549.7351.0052.2853.55 
 
 47.9753.55 
 50.2556.10 
 52.5458.65 
 54.8361.20 
 
 1^ 47.82 
 \Y% 49.73 
 1H 51.64 
 1M 53.56 
 
 49.1450.4851.8053.1454.4655.7857.1163.75 
 51.1052.4953.8755.2556.6358.0259.4066.30 
 53.0754.51 55.9457.3858.81 60.2461.6868.85 
 55.0456.5358.0159.5060.99,62.4863.9771.40 
 
 P 
 
 55.46 
 57.38 
 59.29 
 61.20 
 
 57.0058.5460.0961.62 
 58.9760.5662.1663.75 
 60.9462.5864.2365.88 
 62.9064.6066.3068.00 
 
 63.1764.70 
 65.3566.94 
 67.5269.18 
 69.7071.40 
 
 66.2473.95 
 68.5376.50 
 70.8379.05 
 73.1081.60 
 
 
JONES & LAUGHLIN STEEL CO. 201 
 
 WEIGHTS OF FLAT ROLLED STEEL 
 
 Per Lineal Foot 
 
 Ig 
 
 WIDTH IN INCHES 
 
 
 55 W 
 
 
 
 SI 
 
 
 
 
 
 
 
 
 
 '*' 
 
 Xi-| 
 
 H 
 
 11 
 
 UK 
 
 11% 
 
 11* 
 
 12 
 
 I2X 
 
 12% 
 
 12% 
 
 j; 
 
 ft 
 
 7.02 
 
 7.17 
 
 7.32 
 
 7.49 
 
 7.65 
 
 7.82 
 
 7.98 
 
 8.13 
 
 It 
 
 12 
 
 9.34 
 
 9.57 
 
 9.78 
 
 10.00 
 
 10.20 
 
 10.42 
 
 10.63 
 
 10.84 
 
 2 
 
 ft 
 
 11.68 
 
 11.95 
 
 12.22 
 
 12.49 
 
 12.75 
 
 13.01 
 
 13.28 
 
 13.55 
 
 |a 
 
 5 rt 
 
 8 
 
 14.03 
 
 14.3514.68 
 
 14.99 
 
 15.30 
 
 15.62 
 
 15.94 
 
 16.26 
 
 o ^ 
 
 
 16.36 
 
 16.7417.12 
 
 17.49 
 
 17.85 
 
 18.23 
 
 18.60 
 
 18.97 
 
 SJa 
 
 H 
 
 18.70 
 
 19.13 
 
 19.55 
 
 19.97 
 
 20.40 
 
 20.82 
 
 21.25 
 
 21.67 
 
 ja 
 
 <U ""* C 
 
 
 21.02 
 
 21.51 
 
 22.00 
 
 22.48 
 
 22.95 
 
 23.43 
 
 23.90 
 
 24.39 
 
 WX^ 
 
 /% 
 
 23.3823.9124.4424.97 
 
 25.50 
 
 26.0326.56 
 
 27.09 
 
 "i^3 
 
 tt 
 
 25.7026.3026.8827.47 
 
 28.05 
 
 28.6429.22 
 
 29.80 
 
 Ki 
 
 M 
 
 28.05 
 
 28.68 
 
 29.33 
 
 29.97 
 
 30.60 
 
 31.25 
 
 31.88 
 
 32.52 
 
 ill 
 
 if 
 
 30.40 
 
 31.08 
 
 31.76 
 
 32.46 
 
 33.15 
 
 33.83 
 
 34.53 
 
 35.22 
 
 Iff 
 
 jf 
 
 32.72 
 35.06 
 
 33.4734.21 
 35.8636.66 
 
 34.9535.70 
 37.4638.25 
 
 36.44 
 39.05 
 
 37.19 
 39.84 
 
 37.93 
 40.64 
 
 flf 
 
 
 37.40 
 
 38.25 
 
 39.10 
 
 39.95 
 
 40.80 
 
 41.65 
 
 42.50 
 
 43.35 
 
 g.'c 8 
 
 
 
 
 
 
 
 
 
 
 is! 
 
 ift 
 
 39.74 
 
 40.6441.54 
 
 42.45 
 
 43.35 
 
 44.25 
 
 45.16 
 
 46.06 
 
 
 lU 142.08 43.04 44.00 44.94 
 
 45.90 
 
 46.86 
 
 47.82 
 
 48.77 
 
 |lx 
 
 1ft 
 
 44. 42 45. 4246. 44 47.45 48. 45 
 
 49.46 
 
 50.46 
 
 51.48 
 
 
 1}J 46.76 
 
 47.82 
 
 48.88 
 
 49.94 
 
 51.00 
 
 52.06 
 
 53.12 
 
 54.19 
 
 ls'1 
 
 1ft 49.08 
 
 50.20 
 
 51.32 
 
 52.44 
 
 53.55 
 
 54.67 
 
 55.78 
 
 56.90 
 
 ll 
 
 iy 8 151.42 52.59 53.76 54.93 56.10 57.27 58.44 
 
 59.60 
 
 rt <M C 
 
 1ft J53.76J54.99 56.21 57.43 58.65 
 
 59.8761.10 
 
 62.32 
 
 T3 C^ 
 
 l>i 
 
 56.10 
 
 57.37 
 
 58.6559.93 
 
 61.20 
 
 62.48 
 
 63.75 
 
 65.03 
 
 '*!$ 
 
 1ft 
 
 58.42 
 
 59.76 
 
 61.1062.43 
 
 63.75 
 
 65.08 
 
 66.40 
 
 67.74 
 
 ill 
 
 1H 60.78:62.1663.5464.9266.30 
 
 67.68 
 
 69.06 
 
 70.44 
 
 ^ 8 " 
 
 lii 
 
 63.10 64.55 65.98 67.42 68.85 
 
 70.29 
 
 71.72 
 
 73.15 
 
 5 
 
 1% 
 
 65.4566.93 
 
 68.43 
 
 69.92 
 
 71.40 
 
 72.90 
 
 74.38 
 
 75.87 
 
 wUg 
 
 
 : 
 
 
 
 
 
 
 
 ^! 
 
 llf 67.80 
 
 69.33 
 
 70.86 
 
 72.41 
 
 73.95 
 
 75.48 
 
 77.03 
 
 78.57 
 
 |j3^ 
 
 1^170.12 
 
 71.72 
 
 73.31 
 
 74.90 
 
 76.50 
 
 78.09 
 
 79.69 
 
 81.28 
 
 x- S 
 
 1H 72.46 
 
 74.11 
 
 75.76 
 
 77.41 
 
 79.05 
 
 80.7082.3483.99 
 
 ^ ^'c 
 
 2 
 
 74.80 
 
 76.50 
 
 78.20 
 
 79.90 
 
 81.60 
 
 83.30 
 
 85.0086.70 
 
 6<8 
 
 
202 
 
 JONES & LAUGHLIN STEEL CO. 
 
 WEIGHTS AND AREAS 
 
 Square and Round Steel, and also Circumference of 
 Round Bars 
 
 Thickness or 
 Diameter 
 Inches 
 
 jfi 
 
 $1 
 
 ill 
 
 ||j 
 
 lA 
 
 jj! 8 
 
 |j| 
 
 0^ 
 
 A 
 
 .120 
 
 .094 
 
 .0352 
 
 .0276 
 
 .5890 
 
 M 
 
 i 
 
 .213 
 .332 
 
 .478 
 .651 
 
 .167 
 .261 
 .375 
 .511 
 
 .0625 
 .0977 
 .1406' 
 .1914 
 
 .0491 
 .0767 
 .1104 
 .1503 
 
 .7854 
 .9817 
 .1781 
 .3744 
 
 i 
 
 H 
 
 .851 
 1.076 
 1.329 
 1.608 
 
 .668 
 .$45 
 1.044 
 1.263 
 
 .2.500 
 .3164 
 .3906 
 .4727 
 
 .1963 
 .2485 
 .3068 
 .3712 
 
 .5708 
 .7671 
 .9635 
 2.1598 
 
 M 
 
 ti 
 
 1.914 
 2.246 
 2.605 
 2.990 
 
 1.503 
 1.764 
 2.046 
 2.348 
 
 .5625 
 .6602 
 .7656 
 .8789 
 
 .4418 
 .5185 
 .6013 
 .6903 
 
 2.3562 
 2.5525 
 2.7489 
 2.9452 
 
 A 
 
 3.402 
 3.841 
 4.306 
 4.798 
 
 2.672 
 3.017 
 3.382 
 3.768 
 
 1.0000 
 1.1289 
 1.2656 
 1.4102 
 
 .7854 
 .8866 
 .9940 
 1.1075 
 
 3.1416 
 3.3379 
 3.5343 
 3.7306 
 
 M 
 
 i 
 
 5.316 
 5.861 
 6.432 
 7.030 
 
 4.175 
 4.603 
 5.052 
 5.521 
 
 1.5625 
 1.7227 
 1.8906 
 2.0664 
 
 1.2272 
 1.3530 
 1.4849 
 1.6230 
 
 3.9270 
 4.1233 
 4.3197 
 4.5160 
 
 if 
 
 7.655 
 
 8.306 
 8.984 
 9.688 
 
 6.012 
 6.524 
 7.056 
 7.609 
 
 2.2500 
 2.4414 
 2.6406 
 2.8477 
 
 1.7671 
 1.9175 
 2.0739 
 2.2365 
 
 4.7124 
 4.9087 
 5.1051 
 5.3014 
 
 I 
 
 10.419 
 11.177 
 11.961 
 12.772 
 
 8.183 
 8.778 
 9.394 
 10.031 
 
 3.0625 
 3.2852 
 3.5156 
 3.7539 
 
 2.4053 
 2.5802 
 2.7612 
 2.9483 
 
 5.4978 
 5.6941 
 5.8905 
 6.0868 
 
 Inth 
 
 2 above table 
 
 one cubic foo 
 
 is assumed t 
 
 o weigh 490 p 
 
 ounds. 
 
JONES & LAUGHLIN STEEL CO. 203 
 
 WEIGHTS AND AREAS 
 
 Square and Round Steel, and also Circumference of 
 Round Bars 
 
 Thickness or 
 Diameter 
 Inches 
 
 !l| 
 
 fsi 
 
 *g* 
 
 Weight of 
 Round Bar 
 1 Foot Long 
 
 !- 
 
 <t.s 
 $| 
 
 s 8" 
 
 *ll 
 
 m 
 
 -Area of 
 Round Bar 
 Square Inches 
 
 Circumference 
 of Round Bar 
 Inches 
 
 2 
 
 -h 
 
 i 
 
 13.61 
 14.47 
 15.36 
 16.28 
 
 10.69 
 11.36 
 12.06 
 12.79 
 
 4.0000 
 4.2539 
 4.5156 
 4.7852 
 
 3.1416 
 3.3410 
 3.5466 
 3.7583 
 
 6.2832 
 6.4795 
 6.6759 
 
 6.8722 
 
 i 
 
 i 
 
 17.22 
 18.19 
 19.19 
 20.21 
 
 13.52 
 14.29 
 15.07 
 
 15.87 
 
 5.0625 
 5.3477 
 5.6406 
 5.9414 
 
 3.9761 
 4.2000 
 4.4301 
 4.6664 
 
 7.0686 
 7.2649 
 7.4613 
 7.6576 
 
 1 
 
 21.26 
 22.34 
 23.44 
 24.57 
 
 16.70 
 17.55 
 18.41 
 19.30 
 
 6.2500 
 6.5664 
 6.8906 
 7.2227 
 
 4.9087 
 5.1572 
 5.4119 
 5.6727 
 
 7.8540 
 8.0503 
 8.2467 
 8.4430 
 
 % 
 p 
 
 Ys 
 if 
 
 25.73 
 26.91 
 28.12 
 29.36 
 
 20.21 
 21.14 
 22.09 
 23.06 
 
 7.5625 
 7.9102 
 8.2656 
 8.6289 
 
 5.9396 
 6.2126 
 6.4918 
 6.7771 
 
 8.6394 
 8.8357 
 9.0321 
 9.2284 
 
 3 
 
 A 
 
 1 A 
 
 & 
 
 30.62 
 31.91 
 33.23 
 34.57 
 
 24.05 
 25.06 
 26.10 
 27.15 
 
 9.0000 
 9.3789 
 9.7656 
 10.160 
 
 7.0686 
 7.3662 
 7.6699 
 7.9798 
 
 9.4248 
 9.6211 
 9.8175 
 10.014 
 
 M 
 
 ft 
 
 To 
 & 
 
 35.94 
 37.33 
 38.75 
 40.20 
 
 28.23 
 29.32 
 30.43 
 31.57 
 
 10.563 
 10.973 
 11.391 
 11.816 
 
 8.2958 
 8.6179 
 8.9462 
 9.2806 
 
 10.210 
 10.407 
 10.603 
 10.799 
 
 H 
 
 
 41.68 
 43.17 
 44.71 
 46.26 
 
 32.74 
 33.91 
 35.12 
 36.33 
 
 12.250 
 12.691 
 13.141 
 13.598 
 
 9.6211 
 9.9678 
 10.321 
 10.680 
 
 10.996 
 11.192 
 11.388 
 11.585 
 
 M 
 
 ft 
 
 if 
 
 47.84 
 49.45 
 51.09 
 52.75 
 
 37.57 
 38.84 
 40.13 
 41.43. 
 
 14.063 
 14.535 
 15.016 
 15.504 
 
 11.045 
 11.416 
 11.793 
 12.177 
 
 11.781 
 11.977 
 12.174 
 12.370 
 
 In the above table one cubic foot is assumed to weigh 490 pounds. 
 
204 JONES & LAUGHLIN STEEL CO. 
 
 WEIGHTS AND AREAS 
 
 Square and Round Steel, and also Circumference of 
 Round Bars 
 
 Thickness or 
 Diameter 
 Inches 
 
 111 
 
 III 
 *J* 
 
 2*! 
 
 ~T3 
 
 -*|l 
 *** 
 
 Area of 
 Square Bar 
 Square Inches 
 
 Area of 
 Round Bar 
 Square Inches 
 
 * u 
 
 HL 
 
 T! v 
 
 111 
 
 2* 
 
 5-3 . 
 
 4 
 
 H 
 
 1 A 
 
 y* 
 
 ' 54.45 
 57.90 
 61.47 
 65.13 
 
 42.77 
 45.47 
 48.28 
 51.15 
 
 16.000 
 17.016 
 18.063 
 19.141 
 
 12.566 
 13.364 
 14.186 
 15.033 
 
 12.566 
 12.959 
 13.352 
 13.744 
 
 y* 
 
 oXj 
 
 Vb 
 
 69.81 
 72.79 
 76.78 
 80.87 
 
 54.83 
 57.17 
 60.30 
 63.52 
 
 20.250 
 21.391 
 22.563 
 23.766 
 
 15.904 
 16.800 
 17.721 
 18.665 
 
 14.137 
 14.530 
 14.923 
 15.315 
 
 5 
 
 K 
 
 M 
 
 y*- 
 
 85.08 
 89.38 
 93.80 
 98.31 
 
 66.82 
 70.20 
 73.67 
 77.21 
 
 25.000 
 26.266 
 27.563 
 28.891 
 
 19.635 
 20.629 
 21.648 
 22.691 
 
 15.708 
 16.101 
 16.493 
 16.886 
 
 \ 
 
 102.94 
 107.67 
 112.52 
 117.45 
 
 80.85 
 84.56 
 88.37 
 92.25 
 
 30.250 
 31.641 
 33.063 
 34.516 
 
 23.758 
 24.850 
 25.967 
 27.109 
 
 17.279 
 17.671 
 18.064 
 18.457 
 
 6 
 
 y* 
 
 M 
 
 A 
 
 122.51 
 127.66 
 132.94 
 138.30 
 
 96.22 
 100.26 
 104.41 
 108.62 
 
 36.000 
 37.516 
 39.063 
 40.641 
 
 28.274 
 29.465 
 30.680 
 31.919 
 
 18.850 
 19.242 
 19.635 
 20.028 
 
 H 
 
 7 /8 
 
 143.78 
 149.35 
 155.05 
 160.84 
 
 112.92 
 117.30 
 121.78 
 125.32 
 
 42.250 
 43.891 
 45.563 
 47.266 
 
 33,183 
 34.472 
 35.785 
 37.122 
 
 20.420 
 20.813 
 21.206 
 21.598 
 
 7 
 
 H 
 K 
 
 % 
 
 166.75 
 172.75 
 178.87 
 185.08 
 
 130.97 
 135.68 
 140.48 
 145.36 
 
 49.000 
 50.766 
 52.563 
 54.391 
 
 38.485 
 39.871 
 41.282 
 42.718 
 
 21.991 
 ; 22.384 
 22.777 
 23.169 
 
 /A* 
 
 191.42 
 197.85 
 204.39 
 211.03 
 
 150.34 
 155.39 
 160.53 
 165.74 
 
 56.250 
 58.141 
 60.063 
 62.016 
 
 44.179 
 45.664 
 47.173 
 48.707 
 
 23.562 
 23.955 
 24.347 
 24.740 
 
 In the above table one cubic foot is assumed to weigh 490 pounds. 
 
JONES & LAUGHLIN STEEL CO. 205 
 
 WEIGHTS AND AREAS 
 Square and Round Steel, and also Circumference of 
 Round Bars 
 
 llj 
 
 H 
 
 ** >- w 
 
 Ij 
 
 "So 
 
 . bO 
 
 ill 
 
 olj 
 
 P! 
 
 |ll 
 If 
 
 8 
 
 217.78 
 224.64 
 231.61 
 238.68 
 
 171.04 
 176.43 
 181.91 
 187.46 
 
 64.000 
 66.016 
 68.063 
 70.141 
 
 50.265 
 51.849 
 53.456 
 55.088 
 
 25.133 
 25.525 
 25.918 
 26.311 
 
 n 
 
 245.86 
 253.14 
 260.54 
 268.03 
 
 193.10 
 198.82 
 204.63 
 210.51 
 
 72.250 
 74.391 
 76.593 
 78.766 
 
 56.745 
 58.426 
 60.132 
 61.862 
 
 26.704 
 27.096 
 27.489 
 
 27.882 
 
 9 
 
 Ys 
 M 
 
 275.64 
 283.34 
 291.16 
 299.08 
 
 216.49 
 222.54 
 
 228.68 
 234.90 
 
 81.000 
 83.266 
 85.563 
 87.891 
 
 63.617 
 65.397 
 67.201 
 69.029 
 
 28.274 
 28.667 
 29.060 
 29.452 
 
 | 
 
 307.11 
 315.24 
 323.49 
 331.83 
 
 241.20 
 247.59 
 254.07 
 260.62 
 
 90.250 
 1 92.641 
 95.063 
 97.516 
 
 70.882 
 72.760 
 74.662 
 76.589 
 
 29.845 
 30.238 
 30.631 
 31.023 
 
 10 
 
 H 
 
 340.29 
 348.85 
 357.52 
 366.29 
 
 267.16 
 273.99 
 280.80 
 287.68 
 
 100.00 
 102.52 
 105.06 
 107.64 
 
 78.540 
 80.516 
 82.516 
 84.541 
 
 31.416 
 31.809 
 32.201 
 32.594 
 
 I 
 
 375.17 
 384.15 
 393.25 
 402.44 
 
 294.66 
 301.71 
 308.86 
 316.08 
 
 110.25 
 112.89 
 115.56 
 118.27 
 
 86.590 
 88.664 
 90.763 
 
 92.886 
 
 32.987 
 33.379 
 33.772 
 34.165 
 
 11 
 
 Ys 
 M 
 % 
 
 411.75 
 421.16 
 430.68 
 440.30 
 
 323.39 
 330.78 
 338.26 
 345.81 
 
 ! 121.00 
 i 123.77 
 126.56 
 129.39 
 
 95.033 
 97.205 
 99.402 
 101.62 
 
 34.558 
 34.950 
 35.343 
 35.739 
 
 7 /S 
 
 450.03 
 459.87 
 469.81 
 479.86 
 
 353.45 
 361.18 
 368.99 
 
 376.88 
 
 132.25 
 135.14 
 138.06 
 141.02 
 
 103.87 
 106.14 
 108.43 
 110.75 
 
 36.128 
 36.521 
 36.914 
 37.306 
 
 In the above table one cubic foot is assumed to weigh 490 pounds. 
 
206 JONES & LAUGHLIN STEEL CO. 
 
 AVERAGE WEIGHT PER 100 
 
 Round Head Rivets 
 
 LENGTH 
 INCHES 
 
 DIAMETER 
 
 3-8 
 
 1-2 
 
 5-8 3-4 
 
 7-8 
 
 I 
 
 I 1-8 
 
 I 1-4 
 
 1 
 
 2 4 
 
 5.5 
 6.3 
 7.0 
 7.9 
 
 12.9 
 14.2 
 15.6 
 16.9 
 
 21.9 
 
 24.2 
 26.3 
 28.4 
 
 29.3 
 32.4 
 35.6 
 
 38.7 
 
 44.0 
 48.2 
 52.4 
 56.7 
 
 66.6 
 72.1 
 
 77.7 
 83.2 
 
 93.3 
 100.4 
 107.1 
 114.2 
 
 125.5 
 135.7 
 144.8 
 153.0 
 
 2^ 
 
 2^ 
 
 JB 
 
 8.7 
 ' 9.4 
 10.2 
 11.0 
 
 18.4 
 19.8 
 21.1 
 22.5 
 
 30.6 
 32.8 
 35.0 
 37.1 
 
 41.8 
 45.0 
 48.0 
 51.2 
 
 61.0 
 64.3 
 69.5 
 73.7 
 
 88.8 
 94.4 
 100.0 
 105.1 
 
 121.4 
 128.5 
 135.7 
 
 142.8 
 
 162.2 
 170.3 
 179.5 
 187.7 
 
 3^ 
 3^ 
 3M 
 4 
 
 11.7 
 
 12.5 
 13.4 
 14.1 
 
 24.0 
 25.3 
 26.7 
 28.1 
 
 39.4 
 41.5 
 43.7 
 45.9 
 
 54.4 
 57.5 
 60.6 
 63.8 
 
 78.0 
 82.3 
 86.5 
 90.8 
 
 111.2 
 '116.3 
 122.4 
 127.5 
 
 149.9 
 157.1 
 164.2 
 170.3 
 
 196.9 
 205.0 
 214.2 
 222.4 
 
 4K 
 
 P 
 
 14.9 
 15.7 
 16.5 
 17.2 
 
 29.5 
 30.9 
 32.2 
 33.7 
 
 48.0 
 50.2 
 52.4 
 54.6 
 
 66.9 
 70.0 
 73.1 
 76.3 
 
 95.1 
 99.3 
 104.0 
 108.1 
 
 133.6 
 138.7 
 144.8 
 149.9 
 
 177.5 
 184.6 
 191.8 
 198.9 
 
 231.5 
 
 240.7 
 248.9 
 258.1 
 
 5^ 
 53^ 
 5^ 
 6 
 
 18.1 
 18.8 
 19.6 
 20.4 
 
 35.1 
 36.4 
 37.8 
 39.3 
 
 56.7 
 58.9 
 61.1 
 63.2 
 
 79.4 
 82.5 
 
 85.7 
 88.7 
 
 112.2 
 116.3 
 120.4 
 124.4 
 
 156.1 
 161.2 
 166.3 
 172.4 
 
 206.0 
 213.2 
 220.3 
 227.5 
 
 266.2 
 275.4 
 283.6 
 292.7 
 
 6^ 
 
 1* 
 
 21.9 
 23.5 
 25.1 
 26.6 
 
 42.0 
 44.8 
 47.5 
 50.4 
 
 67.6 
 71.9 
 76.3 
 80.6 
 
 95.1 
 101.3 
 108.1 
 114.2 
 
 133.6 
 141.8 
 149.9 
 159.1 
 
 183.6 
 194.8 
 206.0 
 217.3 
 
 240.7 
 255.0 
 269.3 
 283.6 
 
 310.1 
 327 A 
 344.8 
 362.1 
 
 S* 
 
 i^ 
 
 28.2 
 29.8 
 31.3 
 32.8 
 
 53.1 
 55.9 
 58.8 
 61.5 
 
 85.0 
 89.4 
 93.6 
 98.0 
 
 120.3 167.3 227.5 
 126.5 176.5 238.7 
 132.61184.6 249.9 
 138. 7; 192. 8 261.1 
 
 297.8 
 312.1 
 325.4 
 339/7 
 
 379.4 
 396.8 
 410.1 
 431.5 
 
 Heads.. 
 
 1.8 
 
 5.8 
 
 11.1 
 
 13.7 
 
 22.6 
 
 38.8 
 
 58.1 
 
 83.6 
 
 In the above table the length is from under the head. 
 
JONES & LAUGHL 
 
 STEEL CO. 
 
 207 
 
 AVERAGE WEIGHT PER 100 
 Square Head Machine Bolts 
 
 DIAMETER 
 
 LENGTH 
 
 
 
 
 
 
 
 
 
 
 1-4 
 
 5-16 
 
 3-8 
 
 7-16 
 
 1-2 
 
 5-8 
 
 3-4 
 
 7-8 
 
 I 
 
 m 
 
 4.0 
 
 6.8 
 
 10.6 
 
 15.0 
 
 23.9 
 
 40.5 
 
 70.0 
 
 
 
 llii 
 
 4.4 
 
 7.3 
 
 11.3 
 
 16.1 
 
 25.1 
 
 42.7 
 
 73.1 
 
 ...".. 
 
 
 2 
 
 4.7 
 
 7.8 
 
 12.0 
 
 17.2 
 
 26.3 
 
 44.8 
 
 76.2 
 
 
 
 
 2H 
 
 5.1 
 
 8.4 
 
 12.6 
 
 18.2 
 
 27.7 
 
 47.0 
 
 79.3 
 
 
 
 184 
 
 5.4 
 
 8.9 
 
 13.3 
 
 19.2 
 
 29.0 
 
 49.2 
 
 82.4 
 
 126' 5 
 
 
 2% 
 
 5.8 
 
 9 5 
 
 14.0 
 
 20.2 
 
 30.4 
 
 51.4 
 
 85.5 
 
 124.7 
 
 
 3 
 
 6.1 
 
 10.0 14.7 
 
 21.2 
 
 31.8 
 
 53.5 
 
 88.7 
 
 128.9 
 
 185.0 
 
 3H 
 
 6 8 
 
 11.1 16.0 
 
 23.2 
 
 34.7 
 
 57.9 
 
 95.0 
 
 137.4 
 
 196.0 
 
 4 
 
 7.5 
 
 12.2 17.4 
 
 25 2 
 
 37.5 
 
 62.3 
 
 101.2 
 
 145.8 
 
 207.0 
 
 4^ 
 
 8.2 
 
 13.2 18.7 
 
 27.2 
 
 40.2 
 
 66.7 
 
 107.5 
 
 159.2 
 
 218.0 
 
 5 
 
 8.9 
 
 14.3 20.0 
 
 29.1 
 
 43.0 
 
 71.0 
 
 113.7 
 
 167.7 
 
 229.0 
 
 5Y 2 
 
 9.6 
 
 15.4 21.4 
 
 31.2 
 
 45.7 
 
 75.4 
 
 120.0 
 
 176.1 
 
 240.0 
 
 6 
 
 10.3 
 
 }6.5 22.8 
 
 33.1 
 
 48 4 
 
 79.8 
 
 126.2 
 
 184.6 
 
 251.0 
 
 6^ 
 
 11.0 
 
 17.6 24.1 
 
 35.1 
 
 51.2 
 
 84.1 
 
 132.5 
 
 193.0 
 
 262.0 
 
 7 
 
 11.7 
 
 18.6 25.9 
 
 37.1 
 
 54.0 
 
 88.5 
 
 138.7 
 
 201.4 
 
 273.0 
 
 7^ 
 
 12.4 \ 19.7 27.7 
 
 39.1 
 
 56.7 92.9 
 
 145.0 
 
 209.9 
 
 284.0 
 
 8 
 
 13.1 
 
 20.8 29.5 
 
 41.0 
 
 59.4 97.2 
 
 151.2 
 
 218.3 
 
 295.0 
 
 9 
 
 
 .... 33.1 
 
 45.0 
 
 64.8 106.0 
 
 163.7 
 
 240.2 
 
 317.0 
 
 10 
 
 
 
 36.7 
 
 49.0 
 
 70.3 114.7 
 
 176.2 
 
 257.1 
 
 339.0 
 
 11 
 
 . . . . 
 
 
 40.4 
 
 53.0 
 
 75.8 
 
 123.5 
 
 188.7 
 
 273.9 
 
 360.0 
 
 12 
 
 
 
 44.0 
 
 57.0 
 
 81.3 
 
 132.2 
 
 201.0 
 
 290.0 
 
 382.0 
 
 13 
 
 
 
 
 
 86 7 
 
 140 7 
 
 213 4 
 
 307.7 
 
 404 
 
 14 
 
 
 
 
 
 92.2 
 
 149.2 
 
 225.9 
 
 324.5 
 
 426.0 
 
 15 
 
 
 
 
 
 97 7 
 
 157 6 
 
 238 3 
 
 341.4 
 
 448 
 
 16 
 
 
 
 
 
 103.1 
 
 166.1 
 
 250.8 
 
 358.3 
 
 470.0 
 
 17 
 
 
 
 
 
 108 6 
 
 174 6 
 
 263 2 
 
 375 2 
 
 492. 
 
 18 
 
 
 < 
 
 
 
 114.1 
 
 183.1 
 
 275.6 
 
 392.0 
 
 514.0 
 
 19 
 
 
 
 
 
 119 5 191 * 
 
 288 1 
 
 408 9 
 
 536 
 
 20 
 
 
 
 
 
 125.0 
 
 200.0 
 
 300.5 
 
 425.8 
 
 558.0 
 
 
 
 
 
 
 
 
 
 
 
 Per inch 
 
 
 
 
 
 
 
 
 
 
 addi- 
 
 1.4 
 
 2.2 
 
 3.6 
 
 4.0 
 
 5.5 
 
 8.5 
 
 12.4 
 
 16.9 
 
 22.0 
 
 ' tional 
 
 
 
 
 
 
 
 
 
 
 APPROXIMATE WEIGHT IN POUNDS 
 Nuts and Bolt Heads 
 
 Diameter of Bolt, Inches 
 
 X 
 
 i 6 
 
 y s 
 
 & . 
 
 Vz 
 
 H 
 
 & 
 
 Weight of Hexagon Nut ) 
 and Head j 
 
 .017 
 
 .042 
 
 .057 
 
 .109 
 
 .128 
 
 .267 
 
 .43 
 
 Weight of Square Nut ) 
 and Head ) 
 
 .021 
 
 .049 
 
 .069 
 
 .120 
 
 .164 
 
 .320 
 
 .55 
 
 
 
 
 
 
 
 
 
 Diameter of Bolt, Inches 
 
 H 
 
 1 
 
 IK 
 
 \% 
 
 1% 
 
 2- 
 
 2% 
 
 Weight of Hexagon Nut ) 
 and Head ) 
 
 .73 
 
 1.10 
 
 2.14 
 
 3.78 
 
 5.6 
 
 8.75 
 
 17.0 
 
 Weight of Square Nut ) 
 and Head. .. .. ) 
 
 .88 
 
 1.31 
 
 2.56 
 
 4.42 
 
 7.0 
 
 10.5 
 
 21.0 
 
208 JONES & LAUGHLIN STEEL CO. 
 
 SIZES AND WEIGHTS, U. S. STANDARD 
 
 Hot Pressed Square Nuts 
 
 /K 
 
 f & 
 / \ 
 
 \ 
 \ 
 
 X 
 
 .\ 
 
 'f ^ ? 
 
 \^ ^A ir 
 
 
 
 
 DIMENSIONS 
 
 1 
 
 H 
 1 
 
 5 
 
 H 
 
 SIZE OF HOLE 
 
 Si 
 
 o> 
 
 1 
 
 ti. <f. 
 
 Beg 
 
 Si< 
 
 ^^ 
 
 a 
 
 
 
 \ 
 
 .71 
 .84 
 .97 
 1.11 
 
 1 
 
 0.185 
 0.240 
 0.294 
 0.344 
 
 & scant 
 14 scant 
 41 scant 
 
 it 
 
 lie 
 
 1.4 
 2.2 
 4.3 
 6.1 
 
 7270 
 4700 
 2350 
 1630 
 
 V* 
 
 n 
 
 1* 
 
 1M 
 
 1.24 
 1.37 
 1.50 
 1.77 
 
 1 
 
 0.400 
 0.454 
 0.507 
 0.620 
 
 It scant 
 
 ' i 
 
 % scant 
 
 16 
 
 X 
 
 9.0 
 11.2 
 15.6 
 26.3 
 
 1120 
 890 
 640 
 380 
 
 IH 
 id 
 
 2 
 
 2.03 
 2.30 
 2.56 
 2.83 
 
 1 8 
 
 1 Y 8 
 
 0.731 
 0.837 
 0.940 
 1.065 
 
 | scant 
 f i scant 
 it full 
 l^B full 
 
 \ 
 
 35.7 
 
 58.8 
 76.9 
 104.2 
 
 280 
 170 
 130 
 96 
 
 i 
 
 3.09 
 3.36 
 3.62 
 3.89 
 
 \% 
 
 1.160 
 1.284 
 1.389 
 1.491 
 
 1& full 
 1-fo full 
 Iff scant 
 \}/2 scant 
 
 11 
 
 142.8 
 172.4 
 227.3 
 294.1 
 
 70 
 58 
 44 
 34 
 
 i 
 
 4.15 
 4.42 
 4.68 
 4.95 
 
 2 8 
 
 2M 
 
 1.616 
 1.712 
 1.836 
 1.962 
 
 1^8 scant 
 Iff scant 
 Iff scant 
 If scant 
 
 2 8 
 
 2M 
 
 370.4 
 416.7 
 500.0 
 
 588.2 
 
 27 
 24 
 20 
 17 
 
 NOTE. Both weights and sizes are for unfinished nuts. 
 
JONES'S LAUGHLIN STEEL CO 209 
 
 SIZES AND WEIGHTS, U. S. STANDARD 
 
 Hot Pressed Hexagon Nuts 
 
 X. 
 
 / X 
 
 < \ 
 
 DIMENSIONS 
 
 THICKNESS 
 
 SIZE OF HOLE 
 
 u. 
 
 H 
 
 si 
 
 to 
 
 WEIGHT OF 
 100 NUTS 
 
 lei 
 
 s p 
 
 a 
 
 b 
 
 if 
 ft 
 
 .58 
 .68 
 .79 
 .90 
 
 1 A 
 
 l 
 
 0.185 
 0.240 
 0.294 
 0.344 
 
 tV scant 
 }A scant 
 \\ scant 
 H 
 
 ft 
 
 1.3 
 1.9 
 3.3 
 5.0 
 
 7615 
 5200 
 3000 
 2000 
 
 t! 
 
 1.01 
 1.12 
 1.23 
 1.44 
 
 I 
 
 0.400 
 0.454 
 0.507 
 0.620 
 
 \\ scant 
 
 flfull 
 % scant 
 
 % 
 
 7.0 
 9.1 
 13.5 
 22.2 
 
 1430 
 1100 
 740 
 450 
 
 2 16 
 
 1.66 
 
 1.88 
 2.09 
 2.31 
 
 H 
 
 IX 
 IX 
 
 0.731 
 0.837 
 0.940 
 1.065 
 
 || scant 
 f | scant 
 
 ll full 
 
 1 
 IX 
 
 VA 
 
 32.4 
 46.3 
 67.6 
 90.1 
 
 309 
 216 
 148 
 111 
 
 2t4 
 
 2\53 
 
 2.74 
 2.96 
 3.18 
 
 1 
 
 1.160 
 1.284 
 1.389 
 1.491 
 
 l/z full 
 1 A full 
 Iff scant 
 \Yi scant 
 
 1% 
 
 117.5 
 147.1 
 178.6 
 250.0 
 
 85 
 68 
 56 
 40 
 
 iff 
 
 3.39 
 3.61 
 3.82 
 4.04 
 
 2/ / 6 
 2/4 
 
 1.616 
 1.712 
 1.836 
 1.962 
 
 1^ scant 
 If | scant 
 If | scant 
 \\\ scant 
 
 2M 
 
 285.7 
 344.8 
 384.6 
 434.8 
 
 35 
 29 
 26 
 23 
 
 NOTE. Both weights and sizes are for unfinished nuts. 
 
JONES & LAUGHLIN STEEL CO. 
 
 UPSET SCREW ENDS 
 For Round and Square Bars 
 
 DIAMETER OF ROUND II 
 OR SIDE OF SQUARE 
 BAR, INCHES 
 
 ROUND BARS 
 
 SQUARE BARS 
 
 Diameter of Upset 
 Screw End 
 Inches 
 
 Diameter of Screw 
 at Root of Thread 
 Inches 
 
 Threads per Inch 
 No. 
 
 Excess of Effective 
 Area of Screw End 
 over Bar, Per Cent 
 
 Diameter of Upset 
 Screw End 
 Inches 
 
 Diameter of Screw 
 at Root of Thread 
 Inches 
 
 Threads per Inch 
 No. 
 
 Excess of Effective 
 Area of Screw End 
 over Bar, Per Cent 
 
 Yl 
 
 % 
 
 .620 
 
 10 
 
 54 
 
 M 
 
 .620 
 
 10 
 
 21 
 
 & 
 
 % 
 
 .620 
 
 10 
 
 21 
 
 K 
 
 .731 
 
 9 
 
 33 
 
 % 
 
 K 
 
 .731 
 
 9 
 
 37 
 
 1 
 
 .837 
 
 8 
 
 41 
 
 tt 
 
 1 
 
 .837 
 
 8 
 
 48 
 
 1 
 
 .837 
 
 8 
 
 17 
 
 1 
 
 1 
 
 .837 
 .940 
 
 8 
 
 7 
 
 25 
 34 
 
 18 
 
 .940 
 1.065 
 
 7 
 7 
 
 23 
 35 
 
 7^ 
 
 1J4 
 
 1.065 
 
 7 
 
 48 
 
 i 3 ^ 
 
 1.160 
 
 6 
 
 38 
 
 it 
 
 1M 
 
 1.065 
 
 7 
 
 29 
 
 li 
 
 1.160 
 
 6 
 
 20 
 
 1 
 
 l/i 
 
 1.160 
 
 6 
 
 35 
 
 i/^ 
 
 1.284 
 
 6 
 
 29 
 
 l^j 
 
 \y% 
 
 1.160 
 
 6 
 
 19 
 
 1^ 
 
 1.389 
 
 53^ 
 
 34 
 
 IK 
 
 1^2 
 
 1.284 
 
 6 
 
 30 
 
 i/^ 
 
 1.389 
 
 53^ 
 
 20 
 
 IA 
 
 13^ 
 
 1.284 
 
 6 
 
 17 
 
 1M 
 
 1.490 
 
 5 
 
 24 
 
 1/4 
 
 1% 
 
 1.389 
 
 53^ 
 
 23 
 
 IK 
 
 1.615 
 
 5 
 
 31 
 
 i& 
 
 IM 
 
 1.490 
 
 5 
 
 29 
 
 IK 
 
 1.615 
 
 5 
 
 19 
 
 1% 
 
 1% 
 
 1.490 
 
 5 
 
 18 
 
 2 
 
 1.712 
 
 43^ 
 
 22 
 
 1A 
 
 IK 
 
 1.615 
 
 5 
 
 26 
 
 2K 
 
 1.837 
 
 43^ 
 
 28 
 
 iy% 
 
 2 
 
 1.712 
 
 4^2 
 
 30 
 
 23^ 
 
 1.837 
 
 43^2 
 
 18 
 
 i& 
 
 2 
 
 1.712 
 
 4H 
 
 20 
 
 2M 
 
 1.962 
 
 4^^ 
 
 24 
 
 i/^ 
 
 2K 
 
 1.837 
 
 4H 
 
 28 
 
 2% 
 
 2.087 
 
 4/^j 
 
 30 
 
 1H 
 
 2K 
 
 1.837 
 
 43^ 
 
 18 
 
 2^8 
 
 2.087 
 
 43^ 
 
 20 
 
 1M 
 
 2M 
 
 1.962 
 
 ^A 
 
 26 
 
 23^ 
 
 2.175 
 
 4 
 
 21 
 
 18 
 
 234 
 
 1.962 
 
 % 
 
 17 
 
 2^ 
 
 2.300 
 
 4 
 
 26 
 
 IK 
 
 23^ 
 
 2.087 
 
 43^ 
 
 24 
 
 2^ 
 
 2.300 
 
 4 
 
 18 
 
 lit 
 
 23^ 
 
 2.175 
 
 4 
 
 26 
 
 2M 
 
 2.425 
 
 4 
 
 23 
 
 2 
 
 23^ 
 
 2.175 
 
 4 
 
 18 
 
 2K 
 
 2.550 
 
 4 
 
 28 
 
 2A 
 
 2^ 
 
 2.300 
 
 4 
 
 24 
 
 2J/o 
 
 2.550 
 
 4 
 
 20 
 
 2^g 
 
 25^ 
 
 2.300 
 
 4 
 
 17 
 
 3 
 
 2.629 
 
 33^ 
 
 20 
 
 2& 
 
 2M 
 
 2.425 
 
 4 
 
 23 
 
 3K 
 
 2.754 
 
 33^ 
 
 24 
 
 
JONES & LAUGHLIN STEEL CO. 211 
 
 UPSET SCREW ENDS 
 
 For Round and Square Bars 
 
 p 
 
 ROUND BARS 
 
 SQUARE BARS 
 
 
 
 
 SJa 
 
 a. '-fi _ 
 
 o a, z 
 a o 1 "" 
 u w K ~ 
 
 iij 
 
 er of Screw 
 t of Thread 
 nches 
 
 V . 
 
 do 
 
 of Effective 
 Screw End 
 ir, PerCent 
 
 l| s 
 
 er of Screw 
 t of Thread 
 iches 
 
 1 
 
 PI 
 
 M 
 
 ~s 
 
 w r^ ** 
 
 IF 
 
 6 ~ 
 
 1 
 
 1 m 25 
 
 l 
 
 ir 
 
 1 
 
 ^^w 
 
 < 2; 
 
 
 & 
 
 &* 
 
 1 
 
 o v o3 
 x *- -> ' 
 
 W ^ 
 
 Q 
 
 
 6 
 
 III 
 
 2M 
 
 2 7 A 
 
 2.550 
 
 4 
 
 28 
 
 31^ 
 
 2.754 
 
 31^ 
 
 18 
 
 
 %H 
 
 2.550 4 
 
 22 
 
 3M 
 
 2.879 
 
 3^ 
 
 22 
 
 2^8 
 
 3 
 
 2.629 3^ 
 
 23 
 
 3% 
 
 3.004 
 
 3/^ 
 
 26 
 
 2& 
 
 3>i 
 
 2.754 
 
 3;Hj 
 
 28 
 
 3^ 
 
 3.004 
 
 3> 
 
 19 
 
 iy> 
 
 3^ 
 
 2.754 
 
 31^ 
 
 21 
 
 3/^ 
 
 3.100 
 
 3/4 
 
 21 
 
 2^ 
 
 3M 
 
 2.879 
 
 3H 
 
 26 
 
 3^ 
 
 3.225 
 
 3M 
 
 24 
 
 2^ 
 
 3M 
 
 2.879 
 
 33^ 
 
 20 
 
 3^ 
 
 3.225 
 
 3^ 
 
 19 
 
 2U 
 
 
 3.004 3y 2 
 
 25 
 
 3M 
 
 3.317 
 
 3 
 
 20 
 
 2M 
 
 33^ 
 
 3.004 
 
 31^ 
 
 19 
 
 3j^ 
 
 3.442 
 
 3 
 
 23 
 
 2H 
 
 3% 
 
 3.100 
 
 3M 
 
 22 
 
 3J^ 
 
 3.442 
 
 3 
 
 18 
 
 2^8 
 
 35^ 
 
 3.225 
 
 3M 
 
 26 
 
 4 
 
 3.567 
 
 3* 
 
 21 
 
 2 ii 
 
 3^8 
 
 3.225 
 
 3M 
 
 21 
 
 4^8 
 
 3.692 
 
 3 
 
 24 
 
 3 
 
 3M 
 
 3.317 
 
 3 
 
 22 
 
 41^ 
 
 3.692 
 
 3 
 
 19 
 
 33^ 
 
 3j| 
 
 3.442 
 
 3 
 
 21 
 
 4^8 
 
 3.923 
 
 2J^ 
 
 24 
 
 3M 
 
 4 
 
 3.567 
 
 3 
 
 20 
 
 4j^ 
 
 4.028 
 
 2% 
 
 21 
 
 3^i 
 
 4^g 
 
 3.692 
 
 3 
 
 20 
 
 4^ 
 
 4.153 
 
 2% 
 
 19 
 
 31^ 
 
 4M 
 
 3.798 
 
 27^ 
 
 18 
 
 
 
 
 
 3^ 
 
 43^ 
 
 4.028 
 
 2M 
 
 23 
 
 
 
 
 
 3/ 
 
 4^ 
 
 4.153 
 
 2M 
 
 23 
 
 
 
 
 
 3% 
 
 4M 
 
 4.255 
 
 
 21 
 
 
 
 
 
 REMARKS. As upsjetting reduces the strength of iron, bars having the 
 
 same diameter at root of thread as that of the bar invariably break in the 
 
 screw end, when tested to destruction, without developing the full strength 
 
 of the bar. It is therefore necessary to make up for this loss in strength 
 
 by an excess of metal in the upset screw ends over that in the bar. 
 
 The screw threads in the above table are the Franklin Institute 
 
 standard. 
 
 To make one upset end for 5-inch length of thread, allow 6-inch length of 
 
 rod additional. 
 
212 JONES & LAUGHLIN STEEL CO. 
 
 STANDARD SCREW THREADS, NUTS AND 
 BOLT HEADS 
 
 Recommended by Franklin Institute, December 15, 1864, and adopted 
 by Navy Department of the United States, by the R. R. Master Mechanics' 
 and Master Car-Builders' Associations, by the Jones & Laughlin Steel 
 Company, and by many other of the prominent engineering and mechanical 
 establishments of the country. 
 
 Angle of thread 60. Flat at top and bottom % of pitch. 
 
 Diameter 
 of Screw 
 
 Threads 
 per Inch 
 
 Diameter at 
 Root of 
 Thread 
 
 Diameter 
 of Screw 
 
 Threads 
 per Inch 
 
 Diameter at 
 Root of 
 Thread 
 
 M 
 
 20 
 
 .185 
 
 2 
 
 4^ 
 
 1.712 
 
 A 
 
 18 
 
 .240 
 
 234 
 
 4H 
 
 1.962 
 
 fi 
 
 16 
 
 .294 
 
 2Vi 
 
 4 
 
 2.176 
 
 
 14 
 
 .344 
 
 2% 
 
 4 
 
 2.426 
 
 z 
 
 13 
 
 .400 
 
 3 
 
 3/^ 
 
 2.629 
 
 A 
 
 12 
 
 .454 
 
 334 
 
 3H 
 
 2.879 
 
 K 
 
 11 
 
 .507 
 
 33^} 
 
 3M 
 
 3.100 
 
 1 
 
 10 
 9 
 
 .620 
 .731 
 
 4 
 
 3 
 3 
 
 3.317 
 3.567 
 
 i 
 
 8 
 
 .837 
 
 4/4 
 
 2% 
 
 3.798 
 
 tj* 
 
 7 
 
 .940 
 
 4^ 
 
 2^ 
 
 4.028 
 
 ik 
 
 7 
 
 .065 
 
 4^ 
 
 
 4.256 
 
 18 
 
 6 
 
 .160 
 
 5 
 
 2V^ 
 
 4.480 
 
 
 6 
 
 .284 
 
 5/4 
 
 2^ 
 
 4.730 
 
 l/^ 
 
 5^ 
 
 .389 
 
 5J^ 
 
 2/^ 
 
 4.953 
 
 1% 
 
 5 
 
 .491 
 
 5M 
 
 2% 
 
 5.203 
 
 IS 
 
 5 
 
 .616 
 
 6 
 
 2M 
 
 5.423 
 
 Nuts and bolt heads are determined by the following rules, which apply 
 to both square and hexagon nuts : 
 
 Short diameter of rough nut = 1% X diameter of bolt + J^-inch. 
 
 Short diameter of finished nut = \% X diameter of bolt -J- jVhich. 
 
 Thickness of rough nut = diameter of bolt. 
 
 Thickness of finished nut = diameter of bolt ^-inch. 
 
 Short diameter of rough head = \%. X diameter of bolt -\- J4-inch. 
 
 Short diameter of finished head = \ l / 2 X diameter of bolt + ^-inch. 
 
 Thickness of rough head = % short diameter of head. 
 
 Thickness of finished headj= diameter of bolt j^-inch. 
 
 The long diameter of a hexagon nut may be obtained by multiplying the 
 short diameter by 1.155 and the long diameter of a square nut by multi- 
 plying the short diameter by 1.414. 
 
JONES & LAUGHLIN STEEL CO. 213 
 
 WEIGHT PER SUPERFICIAL FOOT 
 
 Sheet Iron and Steel 
 
 BIRMINGHAM 
 
 WEIGHT 
 POUNDS 
 
 BIRMINGHAM 
 
 WEIGHT 
 POUNDS 
 
 GAUGE 
 
 
 
 GAUGE 
 
 
 
 
 Iron 
 
 Steel ! 
 
 
 Iron 
 
 Steel 
 
 No. 1=.3 
 
 12.12 
 
 12.36 
 
 No. 16=. 065 
 
 2.63 
 
 2.68 
 
 2=.284 
 
 11.48 s 
 
 11.71 i 
 
 - 17=. 058 
 
 2.34 
 
 2.39 
 
 " 3=.259 
 
 10.47 
 
 10.68 
 
 - 18=. 049 
 
 1.98 
 
 2.02 
 
 " 4=.238 
 
 9.62 
 
 9.81 
 
 " 19=. 042 
 
 1.70 
 
 1.73 
 
 " 5=.22 
 
 8.89 
 
 9.07 
 
 - 20=. 035 
 
 1.56 
 
 1.59 
 
 " 6=.203 
 
 8.20 
 
 8.36 
 
 " 21=. 032 
 
 1.40 
 
 1.43 
 
 " 7=.18 
 
 7.27 
 
 7.42 
 
 22=. 028 
 
 1.25 
 
 1.28 
 
 " 8=.165 
 
 6.67 
 
 6.80 
 
 23=. 025 
 
 1.12 
 
 1.14 
 
 " 9=.148 
 
 5.98 
 
 6.10 
 
 " 24=. 022 
 
 1. 
 
 1.02 
 
 " 10=. 134 
 
 5.42 
 
 5.53 
 
 " 25=. 02 
 
 .9 
 
 .92 
 
 " 11=. 12 
 
 4.85 
 
 4.95 
 
 " 26=. 018 
 
 .8 
 
 .82 
 
 " 12=. 109 4.41 
 
 4.50 
 
 " 27=. 016 
 
 .72 
 
 .73 
 
 " 13=. 095 3.84 
 
 3.92 
 
 " 28=. 014 
 
 .64 
 
 .65 
 
 " 14=. 083 
 
 3.35 
 
 3.42 
 
 - 29=. 013 
 
 .56 
 
 .57 
 
 - 15=. 072 
 
 2.91 
 
 2.97 
 
 30=. 012 
 
 .5 
 
 .51 
 
 Tank Iron and Steel 
 
 
 WEIGHT 
 
 
 WEIGHT 
 
 THICKNESS 
 
 POUNDS 
 
 THICKNESS 
 
 POUNDS 
 
 INCHES 
 
 
 
 INCHES 
 
 
 
 
 Iron 
 
 Steel 
 
 
 Iron 
 
 Steel 
 
 3^=. 03125 
 
 1.27 
 
 1.30 
 
 &= .3125 
 
 12.63 
 
 12.88 
 
 ^=.0625 
 
 2.52 
 
 2.57 
 
 y 8 = .375 
 
 15.16 
 
 15.46 
 
 ^=.09375 
 H -125 
 
 3.79 
 5.05 
 
 3.87 
 5.15 
 
 &= .4375 
 
 y 2 = .5 
 
 17.68 
 20.21 
 
 18.03 
 20.61 
 
 3^r=. 15625 
 
 ^=.1875 
 
 6.32 
 
 7.68 
 
 6.45 
 7.73 
 
 &= .5625 
 J| .625 
 
 22.73 
 25.26 
 
 23.19 
 
 25.77 
 
 &=.21875 
 
 8.84 
 
 9.02 
 
 %= -75 
 
 30.31 
 
 30.92 
 
 M=-25 
 
 10.10 
 
 10.30 
 
 7 / 8 = -875 
 
 35.37 
 
 36.08 
 
 3%=. 28123 
 
 11.38 
 
 11.61 
 
 1 =1 
 
 40.42 
 
 41.23 
 
 The low temperature (as compared with iron) at which steel plates have 
 to be finished, causes a slight springing of the rolls, leaving the plate thicker 
 in the center. This, combined with greater density, causes steel plates, if 
 
 kept up to full thickness on the edges, to weigh more than iron. Both 
 
 iron and steel over 72 inches wide are apt to run even heavier than the 
 
 weights given above. 
 
214 JONES & LAUGHLIN STEEL CO. 
 
 STANDARD STEAM, GAS AND WATER PIPE 
 
 Not Manufactured by Jones & Laughlin Steel Co. 
 
 M 
 
 i 
 
 M 
 
 N 
 
 M 
 
 ORDINARY PIPE 
 
 X STRONG PIPE 
 
 XX STRONG PIPE 
 
 Nominal 
 Inside 
 Diameter 
 
 Actual 
 Outside 
 Diameter 
 
 H 
 
 1 
 
 
 
 
 fl 
 
 ^ *~ 
 
 Nominal 
 Inside 
 Diametei 
 
 -c " 
 
 .405 
 
 K 
 
 Nominal 
 
 Inside 
 Diametei 
 
 Actual 
 
 ( tutside 
 Diametei 
 
 
 
 .27 
 
 .405 
 
 .24 
 
 .205 
 
 .29 
 
 
 
 X 
 
 .364 
 
 .540 
 
 .42 
 
 .294 
 
 .540 
 
 .54 
 
 
 
 
 H 
 
 .494 
 
 .675 
 
 ..56 
 
 .421 
 
 .675 
 
 .74 
 
 
 
 
 X 
 
 .623 
 
 .84 
 
 .84 
 
 ..542 
 
 .84 
 
 1.09 
 
 .244 
 
 .84 
 
 1.70 
 
 K 
 
 .824 
 
 1.05 
 
 1.12 
 
 .736 
 
 1.05 
 
 1.39 
 
 .422 
 
 1.05 
 
 2.44 
 
 i 
 
 1.048 
 
 1.315 
 
 1.67 
 
 .951 
 
 1.315 
 
 2.17 
 
 .587 
 
 1.315 
 
 3.05 
 
 Vi 
 
 1.38 
 
 1.66 
 
 2.24 
 
 1.272 
 
 1.66 
 
 3.00 
 
 .885 
 
 1.66 
 
 5.20 
 
 IH 
 
 1.611 
 
 1.90 
 
 2.68 
 
 1.494 
 
 1.90 
 
 3.63 
 
 1.088 
 
 1.90 
 
 6.40 
 
 2 
 
 2.067 
 
 2.375 
 
 3 61 
 
 1.933 
 
 2.375 
 
 5.02 
 
 1.491 
 
 2.375 
 
 9.02 
 
 2 1 A 
 
 2.468 
 
 2.875 
 
 5.74 
 
 2.315 
 
 2.875 
 
 7.67 
 
 1.755 
 
 2.875 
 
 13.68 
 
 3 
 
 3.067 
 
 3.50 
 
 7.54 
 
 2.892 
 
 3.50 
 
 10.25 
 
 2.284 
 
 3.50 
 
 18.56 
 
 3H 
 
 3.548 
 
 4.00 
 
 9.00 
 
 3.358 
 
 4.00 
 
 12.47 
 
 2.716 
 
 4.00 
 
 22.75 
 
 4 
 
 4.026 
 
 4.50 
 
 10.66 
 
 3.818 
 
 4.50 
 
 14.97 
 
 3.13G 
 
 4.50 
 
 27.48 
 
 VA 
 
 4.508 
 
 5.00 
 
 12.49 
 
 4.28 
 
 5.00 
 
 18.'22 
 
 3.564 
 
 5.00 
 
 32.53 
 
 5 
 
 5.045 
 
 5.563 
 
 14.. 50 
 
 4.813 
 
 5.563 
 
 20.54 
 
 4.063 
 
 5.563 
 
 38.12 
 
 6 
 
 6.065 
 
 6.625 
 
 18.76 
 
 5.75 
 
 6.625 
 
 28.58 
 
 4.875 
 
 6.625 
 
 53.11 
 
 7 
 
 7.023 
 
 7.625 
 
 23.27 
 
 6.625 
 
 7.625 
 
 37.67 
 
 5.875 
 
 7 625 
 
 62.38 
 
 3 
 
 7.982 
 
 8.625 
 
 28.18 
 
 7.625 
 
 8 625 
 
 43.00 
 
 6.875 
 
 8.625 
 
 71.62 
 
 9 
 
 8.937 
 
 9.625 
 
 33.70 
 
 
 
 
 
 
 
 10 
 
 10 019 
 
 10.75 
 
 40.00 
 
 
 
 
 
 
 
 - 
 
JONES & LAUGHLIN STEEL CO. 215 
 
 WEIGHT PER CUBIC FOOT OF SUBSTANCES 
 
 Average Weight 
 Name of Substances Pounds 
 
 Aluminum, cast . . * . . - . . . 160 
 
 Aluminum, rolled . , . . . 167 
 
 Anthracite, solid, of Pennsylvania . . . 93 
 
 Anthracite, broken, loose . . / . . . . 54 
 
 Anthracite, broken, moderately shaken . . . 58 
 
 Anthracite, heaped bushel, loose . . . . (80) 
 
 Ash, American white, dry ...... 38 
 
 Asphaltum 87 
 
 Brass (copper and zinc), cast . . . . . 504 
 
 Brass, rolled . . . . .' . . . . 524 
 
 Brick, best pressed . . . . . 150 
 
 Brick, common hard . . .. . . . . 125 
 
 Brick, soft, inferior . . ..... . 100 
 
 Brickwork, pressed brick '.',,. . . 140 
 
 Brickwork, ordinary . . ... , . . . 112 
 
 Cement, hydraulic, ground, loose, American Rosendale 56 
 
 Cement, hydraulic, ground, loose, American Louisville 50 
 
 Cement, hydraulic, ground, loose, English Portland . 90 
 
 Concrete . - . . . . . . 148 to 160 
 
 Cinder concrete . . . '. . ' . 98 to 102 
 
 Cherry, dry . . ' '. . ..''..' . . . 42 
 
 Chestnut, dry . . .- . . . , . . -,., 41 
 
 Clay, potters', dry . . . . . . 119 
 
 Clay, in lumps, loose . . . . . 63 
 
 Coal, bituminous, solid . . . . 84 
 
 Coal, bituminous, broken, loose . . . . . 49 
 
 Coal, bituminous, heaped bushel, loose . . . (74) 
 
 Coke, loose, of good coal j. '. . . . . 26 
 
 Coke, loose, heaped bushel . . . . . (40) 
 
 Copper, cast . . ... . . . 549 
 
 Copper, rolled . . . . . . . . 556 
 
 Earth, common loam, dry, loose ..... 76 
 
 Earth, common loam, dry, moderately rammed . . 95 
 
 Earth, as a soft flowing mud ..... 108 
 
 Ebony, dry ... . . . '. . 76 
 
 Elm, dry . . 35 
 
 Flint . . . '. '. . . .... 162 
 
 Glass, common window . . . . . . 157 
 
 Gneiss, common . . 168 
 
JONES & LAUGHLIN STEEL CO. 
 
 WEIGHT PER CUBIC FOOT OF SUBSTANCES 
 
 Average Weight 
 Name of Substances Pounds 
 
 Gold, cast pure, or 24-carat "..... 1204 
 
 Gold, pure hammered . . . . . . . 1217 
 
 Grain, at 60 pounds per bushel ..... 48 
 
 Granite . . . . ... . . 170 
 
 Gravel, about the same as sand (see Sand) 
 
 Gypsum (plaster of paris) . . ' f . . . 142 
 
 Hemlock, dry . . .... . . 25 
 
 Hickory, dry . . . . ... . 53 
 
 Hornblende, black ... ; . . . .203 
 
 Ice . . . 58.7 
 
 Iron, cast . . . . . . . . .450 
 
 Iron, wrought, purest . . . . . . 485 
 
 Iron, wrought, average . . . . . . 480 
 
 Iron, ore . . . .- . . . . . 175 
 
 Ivory .' . .' 114 
 
 Lead . . . . . . . . . .711 
 
 Lignum-vitae, dry . ...... . . 83 
 
 Lime, quick, ground, loose, or in small lumps . . 5:J 
 
 Lime, quick, ground, loose, thoroughly shaken . . 7-~> 
 
 Lime, quick, ground, loose, per struck bushel . . (66) 
 
 Limestones arid marbles ... . . . . 168 
 
 Limestones and marbles, loose, in irregular fragments ( .)<; 
 
 Magnesium . 100 
 
 Mahogany, Spanish, dry . . ... . 53 
 
 Mahogany, Honduras, dry 35 
 
 Maple, dry . . . . . ... . 49 
 
 Marbles (see Limestones) 
 
 Masonry, of granite or limestone, well dressed . . 165 
 
 Masonry, of mortar rubble 154 
 
 Masonry, of dry rubble, well scabbled . . . 138 
 
 Masonry, of sandstone, well dressed . . . . . 144 
 
 Mercury, 32 Fahrenheit , . . . , . .849 
 
 Mica . . . \ ... ...'.' . . 183 
 
 Mortar, hardened . . . . fc . . . 103 
 
 Mud, dry, close . .' . . . . . 80 to 110 
 
 Mud, wet, fluid, maximum . . . . . . 120 
 
 Oak, live, dry . .> . '. . ... . ; 59 
 
 Oak, white, dry . . . ... . . 50 
 
 Oak, other kinds . . ..-..-. . 32 to 45 
 
JONES & LAUGHLIN STEEL CO.' 217 
 
 WEIGHT PER CUBIC FOOT OF SUBSTANCES 
 
 Average Weight 
 Name of Substances Pounds 
 
 Paper . . . . . . . . . 48 to 50 
 
 Petroleum . .,..'.. . . . .' . 55 
 
 Pine, white, dry ........ 25 
 
 Pine, yellow, Northern ...... 34 
 
 Pine, yellow, Southern ...... 45 
 
 Platinum ......... 1342 
 
 Quartz, common, pure ...... 165 
 
 Resin 69 
 
 Salt, coarse, Syracuse, N. Y. . . . . . 45 
 
 Salt, fine, Liverpool, for table use . . . 49 
 
 Sand, of pure quartz, dry, loose . . . . 90 to 106 
 
 Sand, well shaken . . . . . . 99 to 117 
 
 Sand, perfectly wet . . . . .'.'. 120 to 140 
 
 Sandstones, fit for building . . . . . . 151 
 
 Shales, red or black . . ... . . 162 
 
 Silver . . . ., . '. ^ . . .. . 655 
 
 Slate . .,.....-. ..:'.- : . . 175 
 
 Snow, freshly fallen . . . . . 5 to 12 
 
 Snow, moistened and compacted by rain . . 15 to 50 
 Spruce, dry . ' " . . . . , . 25 
 
 Steel .. . . . . .'/ . . . . . 490 
 
 Sulphur . , . " . . . . . 125 
 
 Sycamore, dry . . . . . . . ' . 37 
 Tar . . . . . . . 62 
 
 Tin, cast .... . . - . . . . 459 
 
 Turf or peat, dry, unpressed . . . . 20 to 30 
 
 Walnut, black, dry . . . . . . 38 
 
 Water, pure rain or distilled at 60 Fahrenheit . . 62 >^ 
 Water, sea . ... . ' . . . . 64 
 
 Wax, bees . . . . . . . 60.5 
 
 Zinc or spelter .;..... . . . 437.5 
 
 Green timbers usually weigh from one-fifth to one-half more than dry. 
 
218 JONES & LAUGHLIN STEEL CO. 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 0.0 
 
 
 
 4.0 
 
 12.5664 
 
 12.5664 
 
 .1 
 
 .007854 
 
 .31416 
 
 .1 
 
 13.2025 
 
 12.8805 
 
 .2 
 
 .031416 
 
 .62832 
 
 fy 
 
 13.8544 
 
 13.1947 
 
 .3 
 
 .070686 
 
 .94248! 
 
 !3 
 
 14.5220 
 
 13.5088 
 
 .4 
 
 .12566 
 
 1.2566 II .4 
 
 15.2053 
 
 13.8230 
 
 .5 
 
 .19635 
 
 1.5708 
 
 .5 
 
 15.9043 
 
 14.1372 
 
 .6 
 
 .28274 
 
 1.8850 
 
 .6 
 
 16.6190 
 
 14.4513 
 
 .7 
 
 .38485 
 
 2.1991 
 
 .7 
 
 17.3494 
 
 14.7655 
 
 .8 
 
 .50266 
 
 2.5133 
 
 .8 
 
 18.0956 
 
 15.0796 
 
 .9 
 
 .63617 
 
 2.8274 
 
 .9 
 
 18.8574 
 
 15.3938 
 
 1.0 
 
 .7854 
 
 3.1416 
 
 5.0 
 
 19.6350 
 
 15.7080 
 
 .1 
 
 .9503 
 
 3.4558 
 
 .1 
 
 20.4282 
 
 16.0221 
 
 .2 
 
 1.1310 
 
 3.7699 
 
 .2 
 
 21.2372 
 
 16.3363 
 
 ,3 
 
 1.3273 
 
 4.0841 
 
 .3 
 
 22.0618 
 
 16.6504 
 
 .4 
 
 1.5394 
 
 4.3982 
 
 .4 
 
 22.9022 
 
 16.9646 
 
 .5 
 
 1.7671 
 
 4.7124 
 
 .5 
 
 23.7583 
 
 17.2788 
 
 .6 
 
 2.0106 
 
 5.0265 
 
 .6 
 
 24.6301 
 
 17.5929 
 
 .7 
 
 2.2698 
 
 5.3407 
 
 .7 
 
 25.5176 
 
 17.9071 
 
 .8 
 
 2.5447 
 
 5.6549 
 
 .8 
 
 26.4208 
 
 18.2212 
 
 .9 
 
 2.8353 
 
 5.9690 
 
 .9 
 
 27.3397 
 
 18.5354 
 
 2.0 
 
 3.1416 
 
 6.2832 
 
 6.0 
 
 28.2743 
 
 18.8496 
 
 .1 
 
 3.4636 
 
 6.5973 
 
 .1 
 
 29.2247 
 
 19.1637 
 
 .2 
 
 3.8013 
 
 6.9115 
 
 .2 
 
 30.1907 
 
 19.4779 
 
 .3 
 
 4.1548 
 
 7.2257 
 
 .3 
 
 31.1725 
 
 19.7920 
 
 .4 
 
 4.5239 
 
 7.5398 
 
 .4 
 
 32.1699 
 
 20.1062 
 
 .5 
 
 4.9087 
 
 7.8540 .5 
 
 33.1831 
 
 20.4204 
 
 .6 
 
 5.3093 
 
 8.1681 i .6 
 
 34.2119 
 
 20.7345 
 
 .7 
 
 5.7256 
 
 8.4823 .7 
 
 35.2565 
 
 21.0487 
 
 .8 
 
 6.1575 
 
 8.7965 : .8 
 
 36.3168 
 
 21.3628 
 
 .9 
 
 6.6052 
 
 9.1106 ! .9 
 
 37.3928 
 
 21.6770 
 
 3.0 
 
 7.0686 
 
 9.4248 1 
 
 7.0 
 
 38.4845 
 
 21.9911 
 
 .1 
 
 7.5477 
 
 9.7389 
 
 .1 
 
 39.5919 
 
 22.3053 
 
 .2 
 
 8.0425 
 
 10.0531 i .2 
 
 40.7150 
 
 22.6195 
 
 .3 
 
 8.5530 
 
 10.3673 
 
 .3 
 
 41.8539 
 
 22.9336 
 
 .4 
 
 9.0792 
 
 10.6814 
 
 .4 
 
 43.0084 
 
 23.2478 
 
 .5 
 
 9.6211 
 
 10.9956 
 
 .5 
 
 44.1786 
 
 23.5619 
 
 .6 
 
 10.1788 
 
 11.3097 
 
 .6 
 
 45.3646 
 
 23.8761 
 
 .7 
 
 10.7521 
 
 11.6239 
 
 .7 
 
 46.5663 
 
 24.1903 
 
 .8 
 
 11.3411 
 
 11.9381 
 
 .8 
 
 47.7836 
 
 24.5044 
 
 .9 
 
 11.9459 
 
 12.2522 
 
 .9 
 
 49.0167 
 
 24.8186 
 
 For diameters from ^ to 100, advancing by tenths. 
 
JONES & LAUGHLIN STEEL CO. 219 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 8.0 
 
 50.2655 
 
 25.1327 
 
 12.0 
 
 113.0973 
 
 37.6991 
 
 .1 
 
 51.5300 
 
 25.4469 
 
 .1 
 
 114.9901 
 
 38.0133 
 
 .2 
 
 52.8102 
 
 25.7611 
 
 .2 
 
 116.8987 
 
 38.3274 * 
 
 .3 
 
 54.1061 
 
 26.0752 
 
 .3 
 
 118.8229 
 
 38.6416 
 
 .4 
 
 55.4177 
 
 26.3894 
 
 .4 
 
 120.7628 
 
 38.9557 
 
 .5 
 
 56.7450 
 
 26.7035 
 
 .5 
 
 122.7185 
 
 39.2699 
 
 .6 
 
 58.0880 
 
 27.0177 
 
 .6 
 
 124.6898 
 
 39.5841 
 
 .7 
 
 59.4468 
 
 27.3319 
 
 .7 
 
 126.6769 
 
 39.8982 
 
 .8 
 
 60.8212 
 
 27.6460 ! 
 
 .8 
 
 128.6796 
 
 40.2124 
 
 .9 
 
 62.2114 
 
 27.9602 | 
 
 .9 
 
 130.6981 
 
 40.5265 
 
 9.0 
 
 63.6173 
 
 28.2743 
 
 13.0 
 
 132.7323 
 
 40.8407 
 
 .1 
 
 65.0388 
 
 28.5885 
 
 .1 
 
 1-34.7822 
 
 41 . 1549 
 
 2 
 
 66.4761 
 
 28.9027 
 
 .2 
 
 136.8478 
 
 41.4690 
 
 .3 
 
 67.9291 
 
 29.2168 
 
 .3 
 
 138.9291 
 
 41.7832 
 
 A 
 
 69.3978 
 
 29.5310 
 
 .4 
 
 141.0261 
 
 42.0973 
 
 .5 
 
 70.8822 
 
 29.8451 
 
 .5 
 
 143.1388 
 
 42.4115 
 
 .6 
 
 72.3823 
 
 30.1593 
 
 .6 
 
 145.2672 
 
 42.7257 
 
 .7 
 
 73.8981 
 
 30.4734 
 
 .7 
 
 147.4114 
 
 43.0398 
 
 .8 
 
 75.4296 
 
 30.7876 
 
 .8 
 
 149.5712 
 
 43.3540 
 
 .9 
 
 76.9769 
 
 31.1018 
 
 .9 
 
 151.7468 
 
 43.6681 
 
 10.0 
 
 78.5398 
 
 31.4159 
 
 14.0 
 
 153.9380 
 
 43.9823 
 
 .1 
 
 80.1185 
 
 31.7301 
 
 .1 
 
 156.1450 
 
 44.2965 
 
 2 
 
 81.7128 
 
 32.0442 
 
 _2 
 
 158.3677 
 
 44.6106 
 
 '.3 
 
 83.3229 
 
 32.3584 
 
 '.3 
 
 160.6061 
 
 44.9248 
 
 .4 
 
 84.9487 
 
 32.6726 
 
 A 
 
 162.8602 
 
 45.2389 
 
 .5 
 
 86.5901 
 
 32.9867 
 
 .5 
 
 165.1300 
 
 45.5531 
 
 .6 
 
 88.2473 
 
 33.3009 
 
 .6 
 
 167.4155 
 
 45.8673 
 
 .7 
 
 89.9202 
 
 33.6150 
 
 .7 
 
 169.7167 
 
 46.1814 
 
 .8 
 
 91.6088 
 
 33.9292 
 
 .8 
 
 172.0336 
 
 46.4956 
 
 .9 
 
 93.3132 
 
 34.2434 | .9 
 
 174.3662 
 
 46.8097 
 
 11.0 
 
 95.0332 
 
 34.5575 
 
 15.0 
 
 176.7146 
 
 47.1239 
 
 .1 
 
 96.7689 
 
 34.8717 
 
 .1 
 
 179.0786 
 
 47.4380 
 
 2 
 
 98.5203 
 
 35.1858 
 
 .2 
 
 181.4584 
 
 47.7522 
 
 '.3 
 
 100.2875 
 
 35.5000 
 
 .3 
 
 183.8539 
 
 48.0664 
 
 A 
 
 102.0703 
 
 35.8142 
 
 .4 
 
 186.2650 
 
 48.3805 
 
 .5 
 
 103.8689 
 
 36.1283 
 
 .5 
 
 188.6919 
 
 48.6947 
 
 .6 
 
 105.6832 
 
 36.4425 
 
 .6 
 
 191 . 1345 
 
 49.0088 
 
 .7 
 
 107.5132 
 
 36.7566 
 
 .7 
 
 193.5928 
 
 49.3230 
 
 .8 
 
 109.3588 
 
 37.0708 
 
 .8 
 
 196.0668 
 
 49.6372 
 
 .9 
 
 111.2202 
 
 37.3850 
 
 .9 
 
 198.5565 
 
 49.9513 
 
 For diameters from T \; to 100, advancing by tenths. 
 
220 JONES & LAUGHLIN STEEL CO. 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 16.0 
 
 201.0619 
 
 50.2655 
 
 20.0 
 
 314.1593 
 
 62.8319 
 
 .1 
 
 203.5831 
 
 50.5796 
 
 .1 
 
 317.3087 
 
 63.1460 
 
 .2 
 
 206.1199 
 
 50.8938 
 
 .2 
 
 320.4739 
 
 63.4602 
 
 .3 
 
 208.6724 
 
 51.2080 
 
 .3 
 
 323.6547 
 
 63.7743 
 
 .4 
 
 211.2407 
 
 51.5221 
 
 .4 
 
 326.8513 
 
 64.0885 
 
 .5 
 
 213.8246 
 
 51.8363 
 
 .5 
 
 330.0636 
 
 64.4026 
 
 .6 
 
 216.4243 
 
 52.1504 
 
 .6 
 
 333.2916 
 
 64.7168 
 
 .7 
 
 219.0397 
 
 52.4646 
 
 .7 
 
 336.5353 
 
 65.0310 
 
 .8 
 
 221.6708 
 
 52.7788 
 
 .8 
 
 339.7947 
 
 65.3451 
 
 .9 
 
 224.3176 
 
 53.0929 
 
 .9 
 
 343.0698 65.6593 
 
 17.0 
 
 226.9801 
 
 53.4071 
 
 21.0 
 
 346.3606 
 
 65.9734 
 
 .1 
 
 229.6582 
 
 53.7212 
 
 .1 
 
 349.6671 
 
 66 .'2876 
 
 .2 
 
 232.3522 
 
 54.0354 
 
 .2 
 
 352.9894 
 
 66.6018 
 
 .3 
 
 235.0618 
 
 54.3496 
 
 .3 
 
 356.3273 
 
 66.9159 
 
 .4 
 
 237.7871 
 
 54.6637 
 
 .4 
 
 359.6809 
 
 67.2301 
 
 .5 
 
 240.5282 
 
 54.9779 
 
 .5 
 
 363.0503 
 
 67.5442 
 
 .6 243.2849 
 
 55.2920 
 
 .6 
 
 366.4354 
 
 67.8584 
 
 .7 246.0574 
 
 55.6062 
 
 .7 
 
 369.8361 
 
 68.1726 
 
 .8 248.8456 
 
 55.9203 
 
 .8 
 
 373.2526 
 
 68.4867 
 
 .9 
 
 251.6494 
 
 56.2345 
 
 .9 
 
 376.6848 
 
 68.8009 
 
 18.0 
 
 254.4690 
 
 56.5486 
 
 22.0 
 
 380.1327 
 
 69.1150 
 
 .1 257.3043 
 
 56.8628 
 
 .1 
 
 383.5963 69.4292 
 
 .2 260.1553 
 
 57.1770 
 
 .2 
 
 387.0756 69.7434 
 
 .3 263.0220 
 
 57.4911 
 
 .3 
 
 390.5707 70.0575 
 
 .4 265.9044 
 
 57.8053 
 
 .4 
 
 394.0814 
 
 70.3717 
 
 .5 268.8025 
 
 58.1195 
 
 .5 
 
 397.6078 
 
 70.6858 
 
 .6 271.7164 
 
 58.4336 
 
 .6 
 
 401.1500 
 
 71.0000 
 
 .7 274.6459 
 
 58.7478 
 
 .7 
 
 404.7078 
 
 71.3142 
 
 .8 ! 277.5911 
 
 59.0619 
 
 .8 
 
 408.2814 71.6283 
 
 .9 280.5521 
 
 59.3761 
 
 .9 
 
 411.8707 
 
 71.9425 
 
 19.0 
 
 283.5287 
 
 59.6903 
 
 23.0 
 
 415.4756 
 
 72.2566 
 
 .1 
 
 286.5211 
 
 60.0044 
 
 .1 
 
 419.0963 
 
 72.5708 
 
 .2 
 
 289.5292 
 
 60.3186 
 
 .2 
 
 422.7327 
 
 72.8849. 
 
 .3 
 
 292.5530 
 
 60.6327 
 
 .3 
 
 426.3848 73.1991 
 
 .4 
 
 295.5925 
 
 60.9469 
 
 .4 
 
 430.0526 73.5133 
 
 .5 
 
 298.6477 
 
 61.2611 
 
 .5 
 
 433.7361 73.8274 
 
 .6 301.7186 
 
 61.5752 
 
 .6 
 
 437.4354 74.1416 
 
 .7 304.8052 
 
 61.8894 
 
 / 
 
 441.1503 74.4557 
 
 .8 
 
 307.9075 
 
 62.2035 
 
 .8 
 
 444.8809 
 
 74.7699 
 
 .9 
 
 311.0255 
 
 62.5177 
 
 .9 
 
 448.6273 
 
 75.0841 
 
 For diameters from j 1 ^ to 100, advancing by tenths. 
 
JONES & LAUGHLIN STEEL CO. 221 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 24.0 
 
 452.3893 
 
 75.3982 
 
 28.0 
 
 615.7522 
 
 87.9646 
 
 .1 
 
 456.1671 
 
 75.7124 
 
 .1 
 
 620.1582 
 
 88.2788 
 
 .2 
 
 459.9606 
 
 76.0265 
 
 .2 
 
 624.5800 
 
 88.5929 
 
 .3 
 
 463.7698 
 
 76.3407 
 
 .3 
 
 629.0175 
 
 88.9071 
 
 .4 
 
 467.5947 
 
 76.6549 
 
 .4 
 
 633.4707 
 
 89.2212 
 
 .5 
 
 471.4352 
 
 76.9690 
 
 .5 
 
 637.9397 
 
 89.5354 
 
 .6 
 
 475.2916 
 
 77.2832 
 
 .6 
 
 642.4243 
 
 89.8495 
 
 .7 
 
 479.1636 
 
 77.5973 
 
 .7 
 
 646.9246 
 
 90.1637 
 
 .8 
 
 483.0513 77.9115 
 
 .8 
 
 651.4407 
 
 90.4779 
 
 .9 
 
 486.9547 78.2257 
 
 .9 
 
 655.9724 
 
 90.7920 
 
 25.0 
 
 490.8739 78.5398 
 
 29.0 
 
 660.5199 
 
 91.1062 
 
 .1 
 
 494.8087 78.8540 
 
 .1 
 
 665.0830 
 
 91.4203 
 
 .2 
 
 498. 7592 ! 79.1681 
 
 .2 
 
 669.6619 
 
 91.7345 
 
 .3 
 
 502.7255; 79.4823 
 
 .3 
 
 674.2565 
 
 92.0487 
 
 .4 
 
 506.7075 79.7965 
 
 .4 
 
 678.8668 
 
 92.3628 
 
 .5 
 
 510.7052 80.1106 
 
 .5 
 
 683.4928 
 
 92.6770 
 
 .6 | 514. 7185 80.4248 
 
 .6 
 
 688.1345 
 
 92.9911 
 
 .7 J518.7476 80.7389 
 
 .7 
 
 692.7919 
 
 93.3053 
 
 .8 522.7924 81.0531 
 
 .8 
 
 697.4650 
 
 93.6195 
 
 .9 
 
 526.8529 
 
 81.3672 
 
 .9 
 
 702.1538 
 
 93.9336 
 
 26.0 
 
 530.9292 
 
 81.6814 
 
 30.0 
 
 706.8583 
 
 94.2478 
 
 .1 
 
 535.0211 
 
 81.9956 
 
 .1 
 
 711.5786 
 
 94.5619 
 
 .2 
 
 539.1287 
 
 82.3097 
 
 2 
 
 716.3145 
 
 94.8761 
 
 .3 
 
 543.2521 
 
 82.6239 
 
 '.3 
 
 721.0662 
 
 95.1903 
 
 .4 
 
 547.3911 
 
 82.9380 
 
 .4 
 
 725.8336 
 
 95.5044 
 
 .5 
 
 551.5459 
 
 83.2522 
 
 .5 
 
 730.6167 
 
 95.8186 
 
 .6 
 
 555.7163 i 83.5664 
 
 .6 
 
 735.4154 
 
 96.1327 
 
 .7 
 
 559.9025! 83.8805 
 
 .7 
 
 740.2299 
 
 96.4469 
 
 .8 
 
 564.1044 84.1947 
 
 ,.8 
 
 745.0601 
 
 96.7611 
 
 .9 
 
 568.3220 84.5088 
 
 .9 
 
 749.9060 
 
 97.0752 
 
 27.0 
 
 572.5553 
 
 84.8230 
 
 31.0 
 
 754.7676 
 
 97.3894 
 
 .1 
 
 576.8043 
 
 85.1372 
 
 .1 
 
 759.6450 
 
 97.7035 
 
 2 
 
 581.0690 85.4513 
 
 .2 
 
 764.5380 
 
 98.0177 
 
 '.3 
 
 585.3494 
 
 85.7655 
 
 .3 
 
 769.4467 
 
 98.3319 
 
 .4 
 
 589.6455 
 
 86.0796 
 
 .4 
 
 774.3712 
 
 98.6460 
 
 .5 
 
 593.9574! 86.3938 
 
 .5 
 
 779.3113 
 
 98.9602 
 
 .6 
 
 598.2849 86.7080 
 
 .6 
 
 784.2672 
 
 99.2743 
 
 .7 
 
 602.6282 87.0221 
 
 .7 
 
 789.2388 
 
 99.5885 
 
 .8 
 
 606.9871 87.3363 
 
 .8 
 
 794.2260 
 
 99.9026 
 
 .9 
 
 611. 3618 | 87.6504 
 
 .9 
 
 799.2290 
 
 100.2168 
 
 For diameters from ^ to 100, advancing by tenths. 
 
222 JONES & LAUGHLIN STEEL CO. 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 32.0 
 
 804.2477 
 
 100.5310 
 
 36.0 
 
 1017.8760 
 
 113.0973 
 
 .1 
 
 809.2821 
 
 100.8451 
 
 .1 
 
 1023.5387 
 
 113.4115 
 
 .2 
 
 814.3322 
 
 101.1593 
 
 .2 
 
 1029.2172 
 
 113.7257 
 
 .3 
 
 819.3980 
 
 101.4734 
 
 .3 
 
 1034.9113 
 
 114.0398 
 
 .4 
 
 824.4796 
 
 101.7876' 
 
 .4 
 
 1040.6212 
 
 114.3540 
 
 .5 
 
 829.5768 
 
 102.1018 
 
 .5 
 
 1046.3467 
 
 114.6681 
 
 .6 
 
 834.6898 
 
 102.4159 
 
 .6 
 
 1052.0880 
 
 114.9823 
 
 .7 
 
 839.8185 
 
 102.7301 ! .7 
 
 1057.8449 
 
 115.2965 
 
 .8 
 
 844.9628 
 
 103.0442 .8 
 
 1063.6176 
 
 115.6106 
 
 .9 
 
 850.1229 
 
 103.3584 .9 
 
 1069.4060 
 
 115.9248 
 
 33.0 
 
 855.2986 
 
 103.672I) 
 
 37.0 
 
 1075.2101 
 
 116.2389 
 
 .1 
 
 860.4902 
 
 103.9867 
 
 .1 
 
 1081.0299 
 
 116.5531 
 
 .2 
 
 865.6973 
 
 104.3009 
 
 .2 
 
 1086.8654 
 
 116.8672 
 
 .3 
 
 870.9202 
 
 104.6150 
 
 .3 
 
 1092.7166 
 
 117.1814 
 
 .4 
 
 876.1588 
 
 104.9292 
 
 .4 
 
 1098.5835 
 
 117.4956 
 
 .5 
 
 881.4131 
 
 105.2434 
 
 .5 
 
 1104.4662 
 
 117.8097 
 
 .6 
 
 886.6831 
 
 105.5575 
 
 .6 
 
 1110.3645 
 
 118.1239 
 
 .7 
 
 891.9688 
 
 105.8717 
 
 .7 
 
 1116.2786 
 
 118.4380 
 
 .8 
 
 897.2703 
 
 106. 1858 j 
 
 .8 
 
 1122.2083 
 
 118.7522 
 
 .9 
 
 902.5874 
 
 106.5000 
 
 .9 ' 
 
 1128.1538 
 
 119.0664 
 
 34.0 
 
 907.9203 
 
 106.8142 
 
 38.0 
 
 1134.1149 
 
 119.3805 
 
 .1 
 
 913.2688 
 
 107.1283. 
 
 .1 
 
 1140.0918 
 
 119.6947 
 
 .2 
 
 918.6331 
 
 107.4425; 
 
 .2 
 
 1146.0844 
 
 120.0088 
 
 .3 
 
 924.0131 
 
 107.7566 
 
 .3 
 
 1152.0927 
 
 120.3230 
 
 .4 
 
 929.4088 
 
 108.0708 
 
 .4 
 
 1158.1167 
 
 120.6372 
 
 .5 
 
 934.8202 
 
 108.3849 
 
 .5 
 
 1164.1564 
 
 120.9513 
 
 .6 
 
 940.2473 
 
 108.6991 
 
 .6 
 
 1170.2118 
 
 121.2655 
 
 .7 
 
 945.6901 
 
 109.0133 
 
 .7 
 
 1176.2830 
 
 121.5796 
 
 .8 
 
 951.1486 
 
 109.3274 
 
 .8 
 
 1182.3698 
 
 121.8938 
 
 .9 
 
 956.6228 
 
 109.6416 
 
 .9 
 
 1188.4724 
 
 122.2080 
 
 35.0 
 
 962.1128 
 
 109.9557 
 
 39.0 
 
 1194.5906 
 
 122.5221 
 
 .1 
 
 967.6184 
 
 110.2699 
 
 .1 
 
 1200.7246 
 
 122.8363 
 
 .2 
 
 973.1397 
 
 110.5841 
 
 .2 
 
 1206.8742 
 
 123.1504 
 
 .3 
 
 978.6768 
 
 110.8982 
 
 .3 
 
 1213.0396 
 
 123.4646 
 
 .4 
 
 984.2296 
 
 111.2124 
 
 .4 
 
 1219.2207 
 
 123.7788 
 
 .5 
 
 989.7980 
 
 111.5265 
 
 . .5 
 
 1225.4175 
 
 124.0929 
 
 .6 
 
 995.3822 
 
 111.8407 
 
 .6 
 
 1231.6300 
 
 124.4071 
 
 .7 
 
 1000.9821 
 
 112.1549 
 
 .7 
 
 1237.8582 
 
 124.7212 
 
 .8 
 
 1006.5977 
 
 112.4690 
 
 .8 
 
 1244.1021 
 
 125.0354 
 
 .9 
 
 1012.2290 
 
 112.7832 
 
 .9 
 
 1250.3617 
 
 125.3495 
 
 For diameters from ^ to 100, advancing by tenths. 
 
JONES & 
 
 LAUGHLIN STEEL CO. 223 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 40.0 
 
 1256.6371 
 
 125.6637 
 
 44.0 
 
 1520.5308 
 
 138.2301 
 
 .1 
 
 1262.9281 
 
 125.9779 
 
 .1 
 
 1527.4502 
 
 138.5442 
 
 2 
 
 1269.2348 
 
 126.2920 
 
 .2 
 
 1534.3853 
 
 138.8584 
 
 '.3 
 
 1275.5573 
 
 126.6062 
 
 .3 
 
 1541.3360 
 
 139.1726 
 
 A 
 
 1281.8955 
 
 126.9203 
 
 .4 
 
 1548.3025 
 
 139.4867 
 
 .5 
 
 1288.2493 
 
 127.2345 
 
 .5 
 
 1555.2847 
 
 139.8009 
 
 .6 i 1294. 6189 
 
 127.5487 
 
 .6 
 
 1562.2826 
 
 140.1153 
 
 .7 1301.0042 
 
 127.8628 
 
 .7 
 
 1569.2962 
 
 140.4292 
 
 .8 
 
 1307.4052 128.1770 
 
 .8 
 
 1576.3255 
 
 140.7434 
 
 .9 
 
 1313.8219 
 
 128.4911 
 
 .9 
 
 1583.3706 
 
 141.0575 
 
 41.0 
 
 1320.2543 
 
 128.8053 
 
 45.0 
 
 1590.4313 
 
 141.3717 
 
 .1 
 
 1326. 7024! 129. 1195 
 
 .1 
 
 1597.5077 
 
 141.6858 
 
 .2 
 
 1333.1663 
 
 129.4336 
 
 .2 
 
 1604.5999 
 
 142.0000 
 
 .3 
 
 1339.6458 
 
 129.7478 
 
 .3 
 
 1611.7077 
 
 142.3142 
 
 .4 
 
 1346.1410 
 
 130.0619 
 
 .4 
 
 1618.8313 
 
 142.6283 
 
 .5 
 
 1352.6520 
 
 130.3761 
 
 .5 
 
 1625.9705 
 
 142.9425 
 
 .6 
 
 1359.1786 
 
 130.6903 
 
 .6 
 
 1633.1255 
 
 143.2566 
 
 .7 
 
 1365.7210 
 
 131.0044 
 
 .7 
 
 1640.2962 
 
 143.5708 
 
 .8 
 
 1372.2791 
 
 131.3186 
 
 .8* 
 
 1647.4826 
 
 143.8849 
 
 .9 
 
 1378.8529 
 
 131.6327 
 
 .9 
 
 1654.6847 
 
 144.1991 
 
 42.0 
 
 1385.4424 
 
 131.9469 
 
 46.0 
 
 1661.9025 
 
 144.5133 
 
 .1 
 
 1392.0476 
 
 132.2611 
 
 .1 
 
 1669.1360 
 
 144.8274 
 
 .2 
 
 1398.6685 
 
 132.5752 
 
 .2 
 
 1676.3853 
 
 145.1416 
 
 .3 
 
 1405. 3051 j 132. 8894 
 
 .3 
 
 1683.6502 
 
 145.4557 
 
 .4 
 
 1411.9574 
 
 133.2035 
 
 .4 
 
 1690.9308 
 
 145.7699 
 
 .5 
 
 1418.6254 
 
 133.5177 
 
 .5 
 
 1698.2272 
 
 146.0841 
 
 .6 
 
 1425.3092 
 
 133.8318 
 
 .6 
 
 1705.5392 
 
 146.3982 
 
 .7 
 
 1432.0086 
 
 134.1460 
 
 .7 
 
 1712.8670 
 
 146.7124 
 
 .8 
 
 1438.7238 
 
 134.4602 
 
 .8 
 
 1720.2105 
 
 147.0265 
 
 .9 
 
 1445.4546 
 
 134.7743 
 
 .9 
 
 1727.5697 
 
 147.3407 
 
 43.0 
 
 1452.2012 
 
 135.0885 
 
 47.0 
 
 1734.9445 
 
 147.6550 
 
 .1 
 
 1458. 9635 1!35.4026 
 
 .1 
 
 1742.3351 
 
 147.9690 
 
 .2 
 
 1465.7415 
 
 135.7168 
 
 .2 
 
 1749.7414 
 
 148.2832 
 
 .3 
 
 1472.5352 
 
 136.0310 
 
 .3 
 
 1757.1635 
 
 148.5973 
 
 .4 
 
 1479.3446 
 
 136.3451 
 
 .4 
 
 1764.6012 
 
 148.9115 
 
 .5 
 
 1486.1697 
 
 136.6593 
 
 .5 
 
 1772.0546 
 
 149.2257 
 
 .6 
 
 1493.0105 
 
 136.9734 
 
 .6 
 
 1779.5237 
 
 149.5398 
 
 .7 
 
 1499.8670 
 
 137.2876 
 
 .7 
 
 1787.0086 
 
 149.8540 
 
 .8 
 
 1506.7393 
 
 137.6018 
 
 .8 
 
 1794.5091 
 
 150.1681 
 
 .9 
 
 1513.6272 
 
 137.9159 
 
 .9 
 
 1802.0254 
 
 150.4823 
 
 For diameters from ^g to 100, advancing by tenths. 
 
224 JONES & LAUGHLIN STEEL CO. 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClKCUM. 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 48.0 
 
 1809.5574 
 
 150.7964 
 
 52.0 
 
 2123.7166 
 
 163.3628 
 
 .1 
 
 1817.1050 
 
 151.1106 
 
 .1 
 
 2131.8926 
 
 163.6770 
 
 .2 
 
 1824.6684 
 
 151.4248 
 
 .2 
 
 2140.0843 
 
 163.9911 
 
 .3 
 
 1832.2475 
 
 151.7389 
 
 .3 
 
 2148.2917 
 
 164.3053 
 
 .4 
 
 1839.8423 
 
 152.0531 
 
 .4 
 
 2156.5149 
 
 164.6195 
 
 .5 
 
 1847.4528 
 
 152.3672 
 
 .5 
 
 2164.7537 
 
 164.9336 
 
 .6 
 
 1855.0790 152.6814 
 
 .6 
 
 2173.0082 
 
 165.2479 
 
 ^7 
 
 1862.7210 
 
 152.9956 
 
 7 
 
 2181.2785 
 
 165.5619 
 
 '.8 
 
 1870.3786 153.3097 
 
 
 
 2189.5644 
 
 165.8761 
 
 .9 
 
 1878.0519 
 
 153.6239 
 
 !9 
 
 2197.8661 
 
 166.1903 
 
 49.0 
 
 1885.7409 
 
 153.9380 
 
 i 53.0 2206.1834 
 
 166.5044 
 
 .1 
 
 1893.4457 
 
 154.2522 
 
 .1 12214.5165 
 
 166.8186 
 
 .2 1901.1662 
 
 154.5664 
 
 .2 2222.8653 
 
 167.1327 
 
 .3 U908.9024 
 
 154.8805 
 
 3 
 
 2231.2298 
 
 167.4469 
 
 .4 1916.6543 
 
 155.1947 
 
 .4 2239.6100 
 
 167.7610 
 
 .5 11924.4218 
 
 155.5088 
 
 .5 2248.0059 
 
 168.0752 
 
 .6 11932.2051 155.8230 
 
 .6 2256.4175 
 
 168.3894 
 
 .7 1940.0042 156.1372 
 
 .7 
 
 2264.8448 
 
 168.7035 
 
 .8 11947.8189 
 
 156.4513 
 
 .8 
 
 2273.2879 
 
 169.0177 
 
 .9 1955.6493 
 
 156.7655 
 
 .9 
 
 2281. 7466 i 169. 3318 
 
 50.0 1963.4954 
 
 157.0796 
 
 54.0 
 
 2290.2210 
 
 169.6460 
 
 . .1 1971.3572 
 
 157.3938 
 
 .1 
 
 2298.7112 
 
 169.9602 
 
 .2 11979.2348 
 
 157.7080 
 
 .2 
 
 2307.2171 
 
 170.2743 
 
 .3 1987.1280 
 
 158.0221 
 
 .3 
 
 2315.7386 
 
 170.5885 
 
 .4 11995.0370 
 
 158.3363 
 
 .4 
 
 2324.2759 
 
 170.9026 
 
 .5 12002.9617 
 
 158.6504 
 
 .5 2332.8289 
 
 171.2168 
 
 .6 2010.9020 
 
 158.9646 
 
 .6 2341.3976 
 
 171.5310 
 
 .7 
 
 2018.8581 
 
 159.2787 
 
 .7 2349.9820 
 
 171.8451 
 
 .8 
 
 2026.8299 
 
 159.5929 
 
 .8 ! 2358.5821 
 
 172.1593 
 
 .9 
 
 2034.8174 
 
 159.9071 
 
 .9 12367.1979 
 
 172.4735 
 
 51.0 
 
 2042.8206 160.2212 
 
 55.0 2375.8294 
 
 172.7876 
 
 .1 2050.8395 160.5354 
 
 .1 2384.4767 
 
 173.1017 
 
 .2 12058.8742 
 
 160.8495 
 
 .2 2393.1396 
 
 173.4159 
 
 .3 2066.9245 
 
 161.1637 
 
 .3 
 
 2401.8183 
 
 173.7301 
 
 .4 2074.9905 
 
 161.4779 
 
 .4 
 
 2410.5126 
 
 174.0442 
 
 .5 12083.0723 
 
 161.7920 
 
 .5 2419.2227 
 
 174.2584 
 
 .6 12091.1697 
 
 162.1062 
 
 .6 2427.9485 
 
 174.6726 
 
 .7 2099.2829 
 
 162.4203 
 
 .7 2436.6899 
 
 174.9867 
 
 .8 2107.4118 
 
 162.7345 
 
 .8 2445.4471 
 
 175.3009 
 
 .9 
 
 2115.5563 
 
 163.0487 
 
 .9 
 
 2454.2200 
 
 175.6150 
 
 For diameters from T \, to 100, advancing by tenths. 
 
JONES & LAUGHLIN STEEL CO. 225 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 DlAM. 
 
 AREA 
 
 CIRCUM: 
 
 56.0 
 
 2463.0086 
 
 175.9292 
 
 60.0 
 
 2827.4334 
 
 188.4956 
 
 .1 
 
 2471.8130 
 
 176.2433 
 
 .1 
 
 2836.8660 
 
 188.8097 
 
 .2 
 
 2480.6330 
 
 176.5575 
 
 .2 
 
 2846.3144 
 
 189:1239 
 
 .3 
 
 2489.4687 
 
 176.8717 
 
 .3 
 
 2855.7784 
 
 189.4380 
 
 .4 
 
 2498.3201 
 
 177.1858 
 
 .4 
 
 2865.2582 
 
 189.7522 
 
 .5 
 
 2507.1873 
 
 177.5000 
 
 .5 
 
 2874.7536 
 
 190.0664 
 
 .6 
 
 2516.0701 
 
 177.8141 
 
 .6 
 
 2884.2648 
 
 190.3805 
 
 .7 
 
 2524.9687 
 
 178.1283 
 
 .7 
 
 2893.7917 
 
 190.6947 
 
 .8 
 
 2533.8830 
 
 178.4425 
 
 .8 
 
 2903.3343 
 
 191.0088 
 
 .9 
 
 2542.8129 
 
 178.7566 
 
 .9 
 
 2912.8926 
 
 191.3230 
 
 57.0 
 
 2551.7586 
 
 179.0708 
 
 61.0 
 
 2922.4666 191.6372 
 
 .1 
 
 2560.7200 
 
 179.3849 
 
 .1 
 
 2932.0563 
 
 191.9513 
 
 .2 
 
 2569.6971 
 
 179.6991 
 
 .2 
 
 2941.6617 
 
 192.2655 
 
 .3 
 
 2578.6899 
 
 180.0133 
 
 .3 
 
 2951.2828 
 
 192.5796 
 
 .4 
 
 2587.6985 
 
 180.3274 
 
 .4 
 
 2960.9197 
 
 192.8938 
 
 .5 
 
 2596.7227 
 
 180.6416 
 
 .5 
 
 2970.5722 
 
 193.2079 
 
 .6 
 
 2605.7626 
 
 180.9557 
 
 .6 
 
 2980.2405 
 
 193.5221 
 
 .7 
 
 2614.8183 
 
 181.2699 
 
 .7 
 
 2989.9244 
 
 193.8363 
 
 .8 
 
 2623.8896 
 
 181.5841 
 
 .8 
 
 2999.6241 
 
 194.1504 
 
 .9 
 
 2632.9767 
 
 181.8982 
 
 .9 
 
 3009.3395 
 
 194.4646 
 
 58.0 
 
 2642.0794 
 
 182.2124 
 
 62.0 
 
 3019.0705 
 
 194.7787 
 
 .1 
 
 2651.1979 
 
 182.5265 
 
 .1 
 
 3028.8173 195.0929 
 
 .2 
 
 2660.3321 
 
 182.8407 
 
 .2 
 
 3038.5798 195.4071 
 
 .3 
 
 2669.4820 
 
 183.1549 
 
 .3 
 
 3048.3580 
 
 195.7212 
 
 .4 
 
 2678.6476 
 
 183.4690 
 
 .4 
 
 3058.1520 
 
 196.0354 
 
 .5 
 
 2687.8289 
 
 183.7832 
 
 .5 
 
 3067.9616 
 
 196.3495 
 
 .6 
 
 2697.0259 
 
 184.0973 
 
 .6 
 
 3077.7869 
 
 196.6637 
 
 .7 
 
 2706.2386 
 
 184.4115 
 
 .7 
 
 3087.6279 
 
 196.9779 
 
 .8 
 
 2715.4670 
 
 184.7256 
 
 .8 
 
 3097.4847 
 
 197.2920 
 
 .9 
 
 2724.7112 
 
 185.0398 
 
 .9 
 
 3107.3571 
 
 197.6062 
 
 59.0 
 
 2733.9710 
 
 185.3540 
 
 63.0 
 
 3117.2453 
 
 197.9203 
 
 .1 
 
 2743.2466 
 
 185.6681 
 
 .1 
 
 3127.1492 
 
 198.2345 
 
 .2 
 
 2752.5378 
 
 185.9823 
 
 .2 
 
 3137.0688 
 
 198.5487 
 
 .3 
 
 2761.8448 
 
 186.2964 
 
 .3 
 
 3147.0040 
 
 198.8628 
 
 .4 
 
 2771.1675 
 
 186.6106 
 
 .4 
 
 3156.9550 
 
 199.1770 
 
 .5 
 
 2780.5058 
 
 186.9248 
 
 .5 
 
 3166.9217 
 
 199.4911 
 
 .6 
 
 2789.8599 
 
 187.2389 
 
 .6 
 
 3176.9043 
 
 199.8053 
 
 .7 
 
 2799.2297 
 
 187.5531 
 
 .7 
 
 3186.9023 
 
 200.1195 
 
 .8 
 
 2808.6152 
 
 187.8672 
 
 .8 
 
 3196.9161 
 
 200.4336 
 
 .9 
 
 2818.0165 
 
 188.1814 
 
 .9 
 
 3206.9456 
 
 200.7478 
 
 For diameters from ^ to 100, advancing by tenths. 
 
226 J O N E S & 
 
 LAUGHLIN STEEL CO. 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 64.0 
 
 216.9909 
 
 201.0620 
 
 68.0 
 
 3631.6811 
 
 213.6283 
 
 .1 
 
 227.0518 
 
 201.3761 
 
 .1 
 
 3642.3704 
 
 213.9425 
 
 .2 
 
 237.1285 
 
 201.6902 
 
 .2 
 
 3653.0754 
 
 214.2566 
 
 .3 
 
 247.2222! 
 
 202.0044 i 
 
 .3 
 
 3663.7960 
 
 214.5708 
 
 .4 
 
 257.3289 202.3186 
 
 .4 
 
 3674.5324 
 
 214.8849 
 
 .5 
 
 267.4527 
 
 202.6327 
 
 .5 
 
 3685.2845 
 
 215.1991 
 
 .6 . 
 
 3277.5922 
 
 202.9469 
 
 .6 3696.0523 
 
 215.5133 
 
 .7 
 
 3287.7474 203.2610 
 
 .7 3706.8359 
 
 215.8274 
 
 .8 
 
 3297.9183: 
 
 203.5752 
 
 .8 3717.6351 
 
 216.1416 
 
 .9 
 
 3308.1049 
 
 203.8894 
 
 .9 13728.4500 
 
 216.4556 
 
 65.0 
 
 3318.3072 
 
 204.2035 
 
 69.0 3739.2807 
 
 216.7699 
 
 .1 
 
 3328.5253 
 
 204.5176 
 
 .1 3750.1270217.0841 
 
 .2 
 
 3338.7590 
 
 204.8318 
 
 .2 3760.9891 217.3982 
 
 .3 
 
 3349.0085 
 
 205.1460 
 
 .3 3771.8668 217.7124 
 
 .4 
 
 3359.2736 
 
 205.4602 
 
 .4 
 
 3782.7603 
 
 218.0265 
 
 .5 
 
 3369.5545 
 
 205.7743 
 
 .5 
 
 3793.6695 218.3407 
 
 .6 
 
 3379.8510 
 
 206.0885 
 
 .6 
 
 3804.5944 218.6548 
 
 .7 
 
 3390.1633 
 
 206.4026 
 
 .7 
 
 3815.5350 218.9690 
 
 .8 
 
 3400.4913 
 
 206.7168 
 
 .8 
 
 3826.4913 
 
 219.2832 
 
 .9 
 
 3410.8350 
 
 207.0310 
 
 .9 3837.4633 
 
 219.5973 
 
 66.0 
 
 3421.1944 
 
 207.3451 
 
 70.0 ;3848.4510 
 
 219.9115 
 
 .1 
 
 3431.5695 
 
 207.6593 
 
 .1 3859.4544 
 
 220.2256 
 
 .2 
 
 3441.9603 
 
 207.9734 
 
 .2 3870.4736 
 
 220.5398 
 
 .3 
 
 3452.3669 
 
 208.2876 
 
 .3 3881.5084220.8540 
 
 .4 
 
 3462.7891 
 
 208.6017 
 
 .4 3892.5590 
 
 221.1681 
 
 .5 
 
 3473.2270 
 
 1208.9159 .5 3903.6252 
 
 221.4823 
 
 .6 
 
 3483.6807 
 
 209.2301 .6 3914.7072 
 
 221.7964 
 
 .7 
 
 3494.1500 209.5442 
 
 .7 3925.8049 
 
 222.1106 
 
 .8 
 
 3504.6351 
 
 209.8584 
 
 .8 
 
 3936.9182 
 
 222.4248 
 
 .9 
 
 3515.1359 210.1725 
 
 .9 
 
 3948.0473 
 
 222.7389 
 
 67.0 
 
 3525.6524 
 
 210.4867 
 
 71.0 3959.1921 223.0531 
 
 .1 
 
 3536.1845 
 
 210.8009 
 
 .1 3970.3526 223.3672 
 
 .2 
 
 3546.7324 
 
 211.1150 
 
 .2 i 3981. 5289 
 
 223.6814 
 
 .3 
 
 3557.2960 211.4292 
 
 .3 3992.7208 
 
 223.9956 
 
 .4 
 
 3567. 8754! 211. 7433 
 
 .4 4003.9284 
 
 224.3097 
 
 .5 
 
 3578.4704 212.0575 
 
 .5 4015.1518 
 
 224.6239 
 
 .6 
 
 3589.0811 
 
 212.3717 
 
 .6 I4026.390S 
 
 224.9380 
 
 .7 
 
 3599. 70751212. 6858 
 
 .7 4037.6456 
 
 225.2522 
 
 .8 
 
 3610.3497 
 
 213.0000 
 
 .8 
 
 4048.9160 
 
 225.5664 
 
 .9 
 
 3621.0075 
 
 213.3141 
 
 .9 
 
 4060.2022 
 
 225.8805 
 
 For diameters from T 1 D to 100, advancing by tenths. 
 
JONES & LAUGHLIN STEEL CO. 227 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 72.0 
 
 4071.5041 
 
 226.1947 
 
 76.0 
 
 4356.4598 238.7610 
 
 .1 
 
 4082.8217 
 
 226.5088 
 
 .1 
 
 4548.4057 239.0752 
 
 .2 
 
 4094.1550 
 
 '226.8230 
 
 .2 
 
 4560.3673 239.3894 
 
 .3 
 
 4105 J 5040 
 
 227.1371 
 
 .3 
 
 4572. 3446 1 239. 7035 
 
 .4 
 
 4116.8687 
 
 227.4513 
 
 .4 
 
 4584.3377 240.0177 
 
 .5 
 
 4128.2491 
 
 227.7655 
 
 .5 
 
 4596.3464 240.3318 
 
 .6 
 
 4139.6452 
 
 228.0796 .6 
 
 4608.3708 240.6460 
 
 .7 
 
 4151.0571 
 
 228.3938 
 
 .7 
 
 4620.4110 240.9602 
 
 .8 
 
 4162.4846 228.7079 .8 
 
 4632.4669 241.2743 
 
 .9 
 
 4173.9279229.0221 .9 
 
 4644.5384 
 
 241.5885 
 
 73.0 
 
 4185 . 3868 1 229 . 3363 77 . 
 
 4656.6257 
 
 241.9026 
 
 .1 
 
 4196.8615229.6504 .1 
 
 4668.7287 
 
 242.2168 
 
 .2 
 
 4208.35191229.9646 
 
 .2 
 
 4680.8474 
 
 242.5310 
 
 .3 
 
 4219.8579 230.2787 
 
 .3 
 
 4692.9818 
 
 242.8451 
 
 A 
 
 4231.3797 
 
 230.5929 
 
 .4 
 
 4705.1319 
 
 243.1592 
 
 .5 
 
 4242.9172 
 
 230.9071' 
 
 .5 
 
 4717.2977 
 
 243.4734 
 
 .6 
 
 4254.4704 231.2212 
 
 .6 
 
 4729.4792 
 
 243.7876 
 
 .7 
 
 4266.0394 231.5354 ; 
 
 .7 
 
 4741.6765 
 
 244.1017 
 
 .8 
 
 4277.6240 231.8495 
 
 .8 
 
 4753.8894 
 
 244.4159 
 
 .9 
 
 4289.2243 232.1637 
 
 .9 
 
 4766.^181 
 
 244.7301 
 
 74.0 
 
 4300.8403 232.4779 
 
 78.0 
 
 4778.3624 
 
 245.0442 
 
 .1 
 
 4312.4721 232.7920 
 
 .1 
 
 4790.6225 245.3584 
 
 .2 
 
 4324.1195 233.1062 .2 
 
 4802.8983 245.6725 
 
 .3 
 
 4335.7827 233.4203 
 
 o 
 
 4815.1897 
 
 245.9867 
 
 .4 
 
 4347.4616:233.7345 
 
 'A 
 
 4827.4969 
 
 246.3009 
 
 .5 
 
 4359.1562 234.0487 
 
 .5 
 
 4839.8198 
 
 246.6150 
 
 .6 
 
 4370.8664234.3628 .6 
 
 4852.1584 
 
 246.9292 
 
 .7 
 
 4382.5924234.67701 .7 
 
 4864.5128 
 
 247.2433 
 
 .8 
 
 4394.3341 234.99111 .8 
 
 4876.8828 
 
 247.5575 
 
 .9 
 
 4406.0916 235.3053 
 
 .9 
 
 4889.2685 
 
 247.8717 
 
 75.0 
 
 4417.8647 235.6194 
 
 79.0 
 
 4901.6699 
 
 248.1858 
 
 .1 
 
 4429.6535 235.9336 
 
 .1 
 
 4914.0871 
 
 248.5000 
 
 .2 
 
 4441.4580 236.2478 
 
 .2 
 
 4926.5199 
 
 248.8141 
 
 .3 
 
 4453. 2783! 236. 5619 
 
 .3 
 
 4938.9685 249.1283 
 
 .4 
 
 4465.1142 
 
 236.8761 
 
 .4 
 
 4951.4328 
 
 249.4425 
 
 .5 
 
 4476.9658 
 
 237.1902 
 
 .5 
 
 4963.9127 
 
 249.7566 
 
 .6 
 
 4488.8332 
 
 237.5044 
 
 .6 
 
 4976.4084 
 
 250.0708 
 
 .7 
 
 4500.7163 
 
 237.8186 
 
 .7 
 
 4988. 9198 j 250. 3850 
 
 .8 
 
 4512.6151 
 
 238.1327 
 
 .8 
 
 5001. 4469 1250.6991 
 
 .9 
 
 4524.5296 238.4469 
 
 .9 
 
 5013. 9897 j 251. 0133 
 
 For diameters from ^ to 100, advancing by tenths. 
 
228 
 
 [ONES & LAUGHLIN STEEL CO. 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. j DlAM. 
 
 AREA CIRCUM. 
 
 80.0 
 
 15026.5482 
 
 251.3274 84.0 
 
 5541.7694 263.8938 
 
 .1 
 
 15039.1225 
 
 251.6416 .1 
 
 5554.9720 264.2079 
 
 .2 
 
 5051.7124 
 
 251.9557 .2 
 
 5568. 1902; 264. 5221 
 
 .3 
 
 5064.3180 
 
 252.2699 ' .3 
 
 5581.4242 264.8363 
 
 .4 
 
 5076.9394 
 
 252. 5840 ij .4 
 
 5594.6739 265.1514 
 
 .5 
 
 5089.5764 
 
 252.8982, .5 
 
 5607.9392 265.4646 
 
 .6 
 
 5102.2292 
 
 253.2124;! .6 
 
 5621.2203 265.7787 
 
 .7 
 
 15114.8977 
 
 253.5265 .7 
 
 5634.5171 266.0929 
 
 .8 
 
 J5127.5819 
 
 253.8407 .8 
 
 5647.8296 266.4071 
 
 .9 
 
 !5140.2818 
 
 254. 1548 !| .9 
 
 5661.1578 266.7212 
 
 81.0 
 
 5152.9973 
 
 254.4690 85.0 
 
 5674.5017 267.0354 
 
 .1 
 
 i5165.7287 
 
 254. 7832 !! .1 
 
 5687.8614 267.3495 
 
 .2 
 
 5178.4757 
 
 255.0973 .2 
 
 5701.2367 267.6637 
 
 .3 
 
 5191.2384 
 
 255.4115 .3 
 
 5714.6277 267.9779 
 
 .4 
 
 5204.0168 
 
 255.7256| .4 
 
 5728.0345 268.2920 
 
 .5 
 
 5216.8110 
 
 256.0398 .5 
 
 5741.4569 268.6062 
 
 .6 
 
 5229.6208 
 
 256.3540 .6 
 
 5754.8951 268.9203 
 
 .7 
 
 5242.4463 
 
 256.6681 .7 
 
 5768.3490 269.2345 
 
 .8 
 
 5255.2876 
 
 256.9823 .8 
 
 5781. 8185' 269. 5486 
 
 .9 
 
 5268.1446 
 
 257.2966 .9 
 
 5795.3038; 269.8628 
 
 82.0 
 
 5281.0173 
 
 257.6106 86.0 
 
 5808.8048 270.1770 
 
 .1 
 
 5293.9056 
 
 257.9247; .1 
 
 5822.3215 270.4911 
 
 .2 
 
 5306.8097 
 
 258.2389 .2 
 
 5835.8539 270.8053 
 
 .3 
 
 5319.7295 
 
 258.5531 .3 
 
 5849.4020 271.1194 
 
 .4 
 
 5332.6650 
 
 258.8672 .4 
 
 5862.9659 271.4336 
 
 .5 
 
 5345.6162 
 
 259.1814 .5 
 
 5876.5454 271.7478 
 
 .6 
 
 5358.5832 
 
 259.4956 .6 
 
 5890.1407 272.0619 
 
 .7 
 
 5371.5658 
 
 259.8097 .7 
 
 5903.7516 272.3761 
 
 .8 
 
 5384.5641 
 
 260.1239^ .8 
 
 5917.3783 272.6902 
 
 .9 
 
 5397.5782 
 
 260.4380 |j . .9 
 
 5931.0206 273.0044 
 
 83.0 
 .1 
 
 5410.6079 
 5423.6534 
 
 260.7522 87.0 
 261.0663| .1 
 
 5944.6787 273.3186 
 5958.3525 273.6327 
 
 .2 
 
 5436.7146 
 
 261.3805:1 .2 
 
 5972.0420 273.9469 
 
 .3 
 
 5449.7915 
 
 261.6947! .3 
 
 5985.7472 274.2610 
 
 .4 
 
 5462.8840 
 
 262. 0088 j .4 
 
 5999.4681 274.5752 
 
 .5 
 
 5475.9923 
 
 262.3230! .5 
 
 6013.2047 274.8894 
 
 / 
 
 5489.1163 
 
 262.6371 i! .6 
 
 6026.9570 275.2035 
 
 !? 
 
 5502.2561 
 
 262. 9513 j! .7 
 
 6040.7250 275.5177 
 
 .8 
 
 5515.4115 
 
 263.2655 :i .8 
 
 6054.5088 275.8318 
 
 .9 
 
 5528.5826 
 
 263.5796! .9 
 
 6068.3082 276.1460 
 
 For diameters from ^ to 100, advancing by tenths. 
 
J 
 
 ONES & LAUGHLIN STEEL CO. 229 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 DlAM. 
 
 AREA 
 
 ClRCUM. 
 
 88.0 
 
 6082.1234 
 
 276.4602 i 
 
 92.0 
 
 6647.6101 
 
 289.0265 
 
 .1 
 
 6095.9542 
 
 276.7743 
 
 .1 
 
 6662.0692 
 
 289.3407 
 
 .2 
 
 6109.8008 
 
 277.0885 
 
 .2 
 
 6676.5441 
 
 289.6548 
 
 .3 
 
 6123.6631 
 
 277.4026 
 
 .3 
 
 6691.0347 
 
 289.9690 
 
 .4 
 
 6137.5411 
 
 277.7168 
 
 .4 
 
 6705.5410 
 
 290.2832 
 
 .5 
 
 6151.4348 
 
 278.0309 
 
 .5 
 
 6720.0630 
 
 290.5973 
 
 .6 
 
 6165.3442 
 
 278.3451 
 
 .6 
 
 6734.6008 
 
 290.9115 
 
 .7 
 
 6179.2693 
 
 278.6593 
 
 .7 
 
 6749.1542 
 
 291.2256 
 
 .8 
 
 6193.2101 
 
 278.9740 
 
 .8 6763.7233 
 
 291.5398 
 
 .9 
 
 6207.1666 
 
 279.2876 
 
 .9 
 
 6778.3082 
 
 291.8540 
 
 89.0 
 
 6221.1389 
 
 279.6017 
 
 93.0 
 
 6792.9087 
 
 292.1681 
 
 .1 
 
 6235.1268 
 
 279.9159 
 
 .1 
 
 6807.5250 
 
 292.4823 
 
 .2 
 
 6249.1304 
 
 280.2301 
 
 .3 
 
 6822.1569 
 
 292.7964 
 
 .3 
 
 6263.1498 
 
 280.5442 
 
 .3 
 
 6836.8046 
 
 293.1106 
 
 4 
 
 6277.1849 
 
 280.8584 
 
 .4 
 
 6851.4680 
 
 293.4248 
 
 .5 
 
 6291.2356 
 
 281.1725 
 
 .5 
 
 6866.1471 
 
 293.7389 
 
 .6 
 
 6305.3021 
 
 281.4867 ! .6 6880.8419 
 
 294.0531 
 
 .7 
 
 6319.3843 
 
 281.8009 
 
 .7 6895 5524 
 
 294.3672 
 
 .8 
 
 6333.4822 
 
 282.1150 
 
 .8 6910.2786 
 
 294.6814 
 
 .9 
 
 6347.5958 
 
 282.4292 
 
 .9 6925.0205 
 
 294.9956 
 
 90.0 
 
 6361.7251 
 
 282.7433 
 
 94.0 6939.7782 
 
 295.3097 
 
 .1 
 
 6375.8701 
 
 283.0575 
 
 .1 6954.5515 
 
 295.6239 
 
 .2 
 
 6390.0309 
 
 283.3717 
 
 .2 6969.3106 
 
 295.9380 
 
 .3 
 
 6404.2073 
 
 283.6858 
 
 .3 6984.1453 
 
 296.2522 
 
 .4 
 
 6418.3995 
 
 284.0000 
 
 .4 6998.9658 
 
 296.5663 
 
 .5 
 
 6432.6073 
 
 284.3141 
 
 .5 17013.8019 
 
 296.8805 
 
 .6 
 
 6446.8309 
 
 284.6283 
 
 .6 7028.6538 
 
 297.1947 
 
 .7 
 
 6461.0701 
 
 284.9425 
 
 .7 17043.5214 
 
 297.5088 
 
 .8 
 
 6475.3251 
 
 285.2566 
 
 .8 7058.4047 
 
 297.8230 
 
 .9 
 
 6489.5958 
 
 285.5708 
 
 .9 
 
 7073.3033 
 
 298.1371 
 
 91.0 '6503.8822 
 
 285.8849 
 
 95.0 
 
 7088.2184 
 
 298.4513 
 
 .1 
 
 6518.1843 
 
 286.1991 
 
 .1 
 
 7103.1488 
 
 298.7655 
 
 .2 i 6532. 5021 
 
 286.5133 
 
 .2 
 
 7118.1950 
 
 299.0796 
 
 .3 
 
 6546.8356 
 
 286.8274 
 
 .3 
 
 7133.0568 
 
 299.3938 
 
 .4 
 
 6561.1848 
 
 287.1416 
 
 .4 
 
 7148.0343 
 
 299.7079 
 
 .5 
 
 6575.5498 
 
 287.4557 
 
 .5 7163.0276 
 
 300.0221 
 
 .6 
 
 6589.9304 
 
 287.7699 
 
 .6 7178.0366 
 
 300.3363 
 
 .7 
 
 6604.3268 
 
 288.0840 i .7 7193.0612 
 
 300.6504 
 
 .8 
 
 6618.7388 
 
 288.3982 ! .8 7208.1016 
 
 300.9646 
 
 .9 
 
 6633.1666 
 
 288.7124 
 
 .9 7223.1577 
 
 301.2787 
 
 For diameters from ^ to ICO, advancing by tenths. 
 
230 JONES & LAUGH 
 
 LIN STEEL CO. 
 
 AREAS AND CIRCUMFERENCES OF CIRCLES 
 
 DlAM. 
 
 AREA | CIRCUM. 
 
 DlAM. 
 
 AREA 
 
 CIRCUM. 
 
 96.0 
 
 7238.2295 301.5929 
 
 98.0 
 
 7542.9640 
 
 307.8761 
 
 .1 
 
 7253.3170 301.9071 
 
 .1 
 
 7558.3656 
 
 308.1902 
 
 .2 
 
 7268.4202 302.2212 
 
 .2 
 
 7573.7830 
 
 308.5044 
 
 .3 
 
 7283.5391 302.5354 
 
 .3 
 
 7589.2161 
 
 308.8186 
 
 .4 
 
 7298.6737 302.8405 
 
 .4 
 
 7604.6648 
 
 309.1327 
 
 .5 
 
 7313.8240 303.1637 
 
 .5 
 
 7620.1293 
 
 309.4469 
 
 .6 
 
 7328.9901 303.4779 
 
 .6 
 
 7635.6095 309.7610 
 
 .7 
 
 7344.1718 303.7920 
 
 .7 
 
 7651.1054 310.0752 
 
 .8 
 
 7359.3693 304.1062 
 
 .8 
 
 7666.6170 
 
 310.3894 
 
 .9 
 
 7374.5824 304.4203 
 
 .9 
 
 7682.1444 
 
 310.7035 
 
 97.0 
 
 7389.8113 304.7345 
 
 99.0 
 
 7697.6893 
 
 311.0177 
 
 .1 
 
 7405.0559 305.0486 
 
 .1 7713.2461 
 
 311.3318 
 
 .2 
 
 7420.3162 305.3628 
 
 .2 17728.8206 
 
 311.6460 
 
 .3 
 
 7435.5922 305.6770 
 
 .3 
 
 7744.4107 
 
 311.9602 
 
 .4 
 
 7450.8839 305.9911 
 
 .4 
 
 7760.0166 
 
 312.2743 
 
 .5 
 
 7466.1913 306.3053 
 
 .5 
 
 7775.6382 
 
 312.5885 
 
 .6 
 
 7481.5144 306.6194 
 
 .6 
 
 7791.2754 
 
 312.9026 
 
 .7 
 
 7496.8532 306.9336 
 
 .7 
 
 7806.9284 
 
 313.2168 
 
 .8 
 
 7512.2078 307.2478 
 
 .8 
 
 7822.5971 
 
 313.5309 
 
 .9 
 
 7527.5780 307.5619 
 
 .9 
 
 7838.2815 
 
 313.8451 
 
 
 1 |ioo.o 
 
 7853.9816 
 
 314.1593 
 
 For diameters from ^ to 100, advancing by tenths. 
 
 To compute the area or circumference of a diameter greater 
 than M)0 and less than 1001 : 
 
 Take out the area or circumference from table as though 
 the number had one decimal, and move the decimal point two 
 places to the right for the area, and one place for the circum- 
 ference. 
 
 EXAMPLE. Wanted, the area and circumference of 5G7. The tabular 
 area for5C.7 is 2524.9G87, and circumference 178.1283. Therefore area for 
 507=252496.87 and circumference= 1781. 283. 
 
 To compute the area or circumference of a diameter greater 
 than 1000: 
 
 Divide by a factor, as 2, 3, 4, 5, etc., if practicable, that will 
 leave a quotient to be found in table, then multiply the tabular 
 area of the quotient by the square of the factor, or the tabular 
 circumference by the factor. 
 
 EXAMPLE. Wanted, the area and circumference of 2109. Dividing by 
 3, the quotient is 703, for which the area is 388150.84, and the circumference 
 2208.54. Therefore area of 2109=388150.84 X 9=3493357.50 and circumfer- 
 ence=2208.54 X3=25.t;2. 
 
JO 
 
 N E S & 
 
 L AU G H L I 
 
 N STE 
 
 EL CO 
 
 231 
 
 RAILROAD SPIKES 
 
 SIZE MEASURED 
 UNDER HEAD 
 INCHES 
 
 AVERAGE NUM- 
 BER PER KEG 
 OF 200 POUNDS 
 
 NUMBER REQUIRED 
 PER MILE, FOR TIES 
 2 FEET ON CENTERS, 
 4 SPIKES PER TIE 
 
 USED FOR 
 RAILS OF 
 WEIGHT 
 PER YARD 
 
 5/^X 1% 
 
 
 360 
 
 5920 
 
 lbs.=29^ kegs 
 
 45 to 100 
 
 5 X& 
 
 405 
 
 5230 
 
 lbs.=26 
 
 kegs 
 
 40 to 56 
 
 
 
 460 
 
 4606 
 
 lbs.=23 
 
 kegs 
 
 35 to 40 
 
 5 2 xH 
 
 
 475 
 
 4460 
 
 Lbs.=23& kegs 
 
 35 to 40 
 
 A\/ \s \/ 
 
 
 518 
 
 4080 
 
 lbs.=20A kegs 
 
 28 to 35 
 
 4 2 x 1 A 
 
 605 
 
 3515 lbs.=173^ kegs 
 
 24 to 35 
 
 
 
 670 
 
 3180 
 
 lbs.=15T^ kegs 
 
 20 to 30 
 
 4>|x^ 
 
 
 690 
 
 3090 
 
 lbs.=15H kegs 
 
 20 to 30 
 
 4 XA 
 
 
 780 
 
 2730 
 
 lbs.=13| 
 
 - kegs 
 
 20 to 30 
 
 
 
 890 
 
 2377 
 
 lbs.=12 
 
 kegs 
 
 16 to 25 
 
 4>|xM 
 
 
 780 
 
 2730 
 
 lbs.=13| 
 
 kegs 
 
 16 to 25 
 
 4 X^ 
 
 1025 
 
 2044 
 
 lbs.=104 kegs 
 
 16 to 25 
 
 
 
 1250 
 
 1740 lbs.= 83^ kegs 
 
 16 to 20 
 
 3 2 X^| 
 
 1380 
 
 1592 
 
 lbs.= 8 
 
 kegs 
 
 16 to 20 
 
 2;KXiN 
 
 i 
 
 1650 
 
 1280 
 
 lbs.= 6f kegs 
 
 12 to 16 
 
 3 ~X& 
 
 1880 
 
 1152 
 
 lbs.= 5^ 
 
 i kegs 
 
 12 to 16 
 
 2i^xt^ 
 
 
 2230 
 
 948 
 
 lbs.= 4^ 
 
 ikegs 
 
 8 to 12 
 
 BOAT SPIKES 
 
 % inch square, 12 to 24 
 
 inches in 
 
 length 
 
 
 % inch square, 8 to 16 inches in 
 
 length 
 
 
 Yi inch square, 8 to 16 
 
 inches in 
 
 length 
 
 
 ik inch square, 6 to 12 
 
 inches in 
 
 length 
 
 
 2/8 inch square, 4 to 12 
 
 inches in 
 
 length 
 
 
 j^ inch square, 4 to 12 
 
 inches in 
 
 length 
 
 
 34 inch square, 3 to 8 
 
 inches in 
 
 length 
 
 
 
 
 TWISTED 
 
 BARS 
 
 
 
 "> S 
 
 < S o 
 
 ELASTIC LIMIT 
 
 ULTIMATE TENSILE STRENGTH 
 
 IS ga 
 
 gjf 
 
 -2 
 
 ^2 5 S 
 
 e| 
 
 1 
 
 j s ll 
 
 &. z 2 * 
 
 ,3 ' 
 
 3 
 
 ||o 
 
 jj 
 
 J 
 
 <u .2^ 
 
 M C* D 2 
 
 
 
 
 
 p 
 
 
 W *- k / "' 
 
 W H 
 
 H 
 
 5*5fc 
 
 ^H 
 
 H 
 
 ^H^ 
 
 M 4 
 
 38400 
 
 78400 
 
 104 
 
 68800 
 
 91200 
 
 32 
 
 
 39130 
 
 71160 
 
 82 
 
 61180 
 
 85380 
 
 39 
 
 H 3 2 
 
 38600 
 
 66000 
 
 71 
 
 60400 
 
 83200 
 
 38 
 
 M 1J^ 
 
 39120 
 
 72720 
 
 86 
 
 60080 
 
 81060 
 
 35 
 
 1 1 
 
 37400 
 
 67500 
 
 80 
 
 61000 
 
 74000 
 
 21 
 
 1M *A 
 
 38250 
 
 62510 
 
 63 
 
 61300 
 
 79270 
 
 29 
 
 
232 JONES & LA U 
 
 GH LI N 
 
 STE 
 
 EL CO. 
 
 
 WEIGHTS OF ROLLED STEEL PLATES 
 
 
 WIDTH, INCHES 
 
 THICKNESS 
 
 
 
 
 
 
 
 INCHES 
 
 
 
 
 
 
 
 
 
 
 
 12 
 
 13 
 
 14 
 
 15 
 
 16 
 
 17 
 
 18 
 
 19 
 
 20 
 
 A 
 
 7.65 
 
 8.28 
 
 8.92 
 
 9.56 
 
 10.2 
 
 10.84 
 
 11.48 
 
 12.1 
 
 12.76 
 
 H 
 
 10.2 
 
 11.05 
 
 11.9 
 
 12.75 
 
 13.6 
 
 14.44 
 
 15.3 
 
 16.16 
 
 17.0 
 
 A 
 
 12.75 
 
 13.81 
 
 14.88 
 
 15.94 
 
 17.0 
 
 18.06 
 
 19.12 
 
 20.2 
 
 21 24 
 
 % 
 
 15.3 
 
 16.58 17.86 
 
 19.14 
 
 20.4 
 
 21.68 
 
 22.96 
 
 24.25 
 
 25.5 
 
 R 
 
 17.85 
 
 19.34 20.82 
 
 22.32 
 
 23.8 
 
 25.28 
 
 26.76 
 
 28.28 
 
 29.75 
 
 7$ 
 
 20.4 
 
 22.1 
 
 23.8 
 
 25.5 
 
 27.2 
 
 28.89 
 
 30.6 
 
 32.31 
 
 34.0 
 
 
 
 
 
 
 
 
 
 
 
 JL 
 
 22.95 
 
 24.86 
 
 26.78 
 
 28.7 
 
 30.6 
 
 32.52 
 
 34 44 
 
 36.34 
 
 38.27 
 
 6^ 
 
 25.5 
 
 27.62 29.71 
 
 31.88 
 
 34.0 
 
 36.12 
 
 38.25 
 
 40.37 
 
 42.5 
 
 n 
 
 28.05 30.39 32.72 
 
 35.06 
 
 37.4 
 
 39.72 
 
 42.08 
 
 44.42 
 
 46.74 
 
 % 
 
 30.6 
 
 33.16 35.71 
 
 38.26 
 
 40.8 
 
 43.36 
 
 45.92 
 
 48.46 
 
 51.0 
 
 
 
 
 
 
 
 
 
 
 
 i| 
 
 33.15 
 
 35.91 
 
 38.67! 41.43 
 
 44.2 
 
 46.96 
 
 49.72 
 
 52.48 
 
 55.25 
 
 7 
 
 35.7 
 
 38.62 
 
 41.65 
 
 44.62 
 
 47.6 
 
 50.6 
 
 53.56 
 
 56.52 
 
 59.5 
 
 n 
 
 38.25 
 
 41.44 
 
 44.63 
 
 47.82 
 
 51.0 
 
 54.2 
 
 57.38 
 
 60.57 
 
 63.76 
 
 i 
 
 40.8 
 
 44.2 
 
 47.63 
 
 51.0 
 
 54.4 
 
 57.8 
 
 61.2 
 
 64.6 
 
 68.0 
 
 A 
 
 43.35 
 
 46.96 50.57 
 
 54.2 
 
 57.8 
 
 61.4 
 
 65.02 
 
 68.64 
 
 72.25 
 
 H 
 
 45.9 
 
 49.72 
 
 53.55 
 
 57.37 
 
 61.2 
 
 65.04 
 
 68.85 72.68 
 
 76.5 
 
 
 48.45 
 
 52.48 
 
 56 52 
 
 60.56 
 
 64.6 
 
 68.64 
 
 72.68 
 
 76.72 
 
 80.75 
 
 Yi 
 
 51.0 
 
 55.25 
 
 59.5 
 
 63.76 
 
 68.0 
 
 72.26 
 
 76.5 
 
 80.74 
 
 85.0 
 
 JL 
 
 53.55 
 
 58.02 
 
 62.47 
 
 66.95 
 
 71.4 
 
 75.86 
 
 80.33 
 
 84.8 
 
 89.28 
 
 JQ 
 
 56.1 
 
 60.77 
 
 65.45 
 
 70.12 
 
 74.8 
 
 79.48 
 
 84.15 
 
 88.83 
 
 93.5 
 
 JL 
 
 58.65 
 
 63.54 
 
 68.42 
 
 73. 32 
 
 78.2 
 
 83.08 
 
 88.0 
 
 92.88 
 
 97.75 
 
 M 
 
 61.2 
 
 66.3 
 
 71.4 
 
 76.51 
 
 81.6 
 
 86.7 
 
 91.8 
 
 96.9 
 
 102.0 
 
 JL 
 
 63.75 
 
 69.06 
 
 74.38 
 
 79.69 
 
 85.0 
 
 90.31 
 
 95.63 
 
 100.9 
 
 100.3 
 
 
 
 66.3 
 
 71.83 
 
 77.35 
 
 82.88 
 
 88.4 
 
 93.93 
 
 99. 45; 105.0 
 
 110.5 
 
 n 
 
 68.85 
 
 74.58 
 
 80 33 
 
 86.06 
 
 91.8 
 
 97.54 
 
 103.3 109.0 
 
 114.8 
 
 5i 
 
 71.4 
 
 77.35 
 
 83.3 
 
 89.25 
 
 95.2 
 
 101.5 
 
 107.1 
 
 113.1 
 
 119.0 
 
 i| 
 
 78.95 
 
 80.11 
 
 86.28 
 
 92.44 
 
 98.6 
 
 104.8 
 
 110.9 
 
 117.1 
 
 123.3 
 
 >! 
 
 76.5 82.88 
 
 89.25 
 
 95.63 
 
 102.0 
 
 108.4 
 
 114.8 
 
 121.1 
 
 127.5 
 
 n 
 
 79.05 85.64 
 
 92.23 
 
 98.81 
 
 105.4 
 
 112.0 
 
 118.6 
 
 125.2 
 
 131.8 
 
 2 
 
 81.6 
 
 88.4 
 
 95.2 
 
 102.0 
 
 108.8 
 
 115.6 
 
 122.4 
 
 129.2 
 
 136.0 
 
 
JONES & LAUGHLIN STEEL CO. 233 
 
 WEIGHTS OF ROLLED STEEL PLATES 
 
 WIDTH, INCHES 
 
 21 
 
 22 
 
 23 
 
 24 
 
 25 
 
 26 
 
 27 
 
 28 
 
 29 
 
 30 
 
 21.03 
 28.05 
 
 13.4 
 
 17.84 
 
 14.04 
 18.69 
 
 14.64 
 19.56 
 
 16.85 
 22.44 
 
 17.56 
 23.39 
 
 18.22 
 24.33 
 
 18.92 
 25.26 
 
 19.62 
 26.18 
 
 20.32 
 27.1 
 
 22.32 
 26.78 
 31.24 
 35.7 
 
 23.36 
 28.06 
 32.72 
 37.4 
 
 24.44 
 29.36 
 34.24 
 39.1 
 
 27.56 
 32.74 
 37.86 
 42.82 
 
 27.89 
 34.11 
 39.43 
 44.62 
 
 29.83 
 35.48 
 41.0 
 46.41 
 
 30.97 
 36.85 
 42.58 
 48.21 
 
 32.14 
 38.22 
 44.15 
 49.98 
 
 33.26 
 39.56 
 45.73 
 51.74 
 
 34.43 
 40.96 
 47.32 
 53.55 
 
 40.16 
 
 44.64 
 49.08 
 53.56 
 
 42.04 
 46.76 
 51.4 
 56.1 
 
 44.0 
 
 48.88 
 53.76 
 58.66 
 
 47.99 
 53.01 
 58.09 
 63.34 
 
 49.95 
 55.25 
 60.49 
 65.99 
 
 51.97 
 57.45 
 62.91 
 68.64 
 
 53.97 
 59.66 
 65.32 
 71.29 
 
 55.97 
 61.87 
 67.73 
 73.92 
 
 57.98 
 64.06 
 70.14 
 76.56 
 
 59.98 
 66 31 
 72.59 
 79.21 
 
 58.01 
 62.49 
 66.96 
 71.4 
 
 60.79 
 65.44 
 70.13 
 74.8 
 
 63.53 
 68.43 
 73.32 
 
 78.2 
 
 68.61 
 73.90 
 79.18 
 84.46 
 
 71.48 
 76.99 
 82.47 
 87.98 
 
 74.34 
 80.07 
 85.78 
 91.5 
 
 77.19 
 83.14 
 89.08 
 95.01 
 
 80.05 
 86.22 
 92.39 
 98.53 
 
 82.9 
 89.31 
 95.68 
 102. 1 
 
 85.76 
 92.37 
 99.99 
 105.6 
 
 75.85 
 80.33 
 84.79 
 89.26 
 
 79.48 83.08 
 84.16 88.0 
 88.83 92.88 
 93.52 97.76 
 
 89.74 
 95.01 
 100.3 
 105.6 
 
 93.48 
 98.99 
 104.5 
 110.0 
 
 97.21 
 102.9 
 108.6 
 114.4 
 
 101.0 
 106.9 
 112.8 
 118.8 
 
 104.7 
 110.9 
 117.0 
 123.2 
 
 108.4 
 114.8 
 121.2 
 127.6 
 
 112.2 
 
 118 7 
 125.4 
 132.0 
 
 93.72 
 98.17 
 102.7 
 107.1 
 
 98.16 
 102.8 
 107.5 
 112.2 
 
 102.6 
 107.5 
 112.4 
 117.3 
 
 110.9 
 116.1 
 121.4 
 126.7 
 
 115.6 
 121.0 
 126.5 
 132.0 
 
 120.1 
 125.8 
 131.5 
 137.2 
 
 124.7 
 130.7 
 136.6 
 142.5 
 
 129.3 
 135.5 
 141.6 
 147.8 
 
 133.9 
 140.3 
 146.7 
 153.1 
 
 138.6 
 145.2 
 151.8 
 158.4 
 
 111.6 
 116.0 
 120.5 
 125.0 
 
 116.9 
 121.6 
 126.2 
 130.9 
 
 122.2 
 127.1 
 132.0 
 136.9 
 
 132.0 
 137.2 
 142.5 
 147.8 
 
 137.5 
 143.0 
 148.5 
 154.0 
 
 143.0 
 
 148.7 
 154.4 
 160.1 
 
 148.5 
 154.4 
 160.3 
 166.3 
 
 154.0 
 160.1 
 166.3 
 172.4 
 
 159.5 
 165.8 
 172.2 
 178.6 
 
 164.9 
 171.6 
 178.2 
 184.1 
 
 129.4 
 133.9 
 138.3 
 142.8 
 
 135.6 
 140.3 
 144.9 
 149.6 
 
 141.8 153.1 
 146.5 158.4 
 151.5 163.6 
 156.4 168.9 
 
 159.5 
 164.9 
 170.5 
 176.0 
 
 165.8 
 171.6 
 177.3 
 183.0 
 
 172.2 
 
 178.2 
 184.1 
 190.0 
 
 178.6 
 184.8 
 190.9 
 197.1 
 
 185.0 
 191.4 
 197.7 
 204.1 
 
 191.4 
 198.0 
 203.6 
 211.1 
 
 Allowances for overweight added to plates 24 inches wide and upwards, 
 according to Manufacturers' Standard Specifications on page 191. 
 
234 JONES &LAU 
 
 GH L 
 
 IN STEEL CO. 
 
 WEIGHTS OF ROLLED STEEL PLATES 
 
 THICKNESS 
 
 WIDTH, INCHES 
 
 INCHES 
 
 
 
 
 
 
 
 
 
 
 
 31 
 
 32 
 
 33 
 
 34 
 
 35 ' 
 
 36 
 
 38 
 
 40 
 
 42 
 
 A 
 
 21.73 
 
 22.44 
 
 23.14 
 
 23.85 
 
 24.55 
 
 25.26 
 
 26.62 
 
 *28.07 
 
 29.48 
 
 H 
 
 29.0 
 
 29.92 
 
 30.84 
 
 31.77 
 
 32.69 
 
 33.65 
 
 35.55 
 
 37.04 
 
 39 25 
 
 
 
 
 
 
 
 
 
 
 
 
 jg 
 
 35.57 
 
 36.72 
 
 37.84 
 
 39.0 
 
 40.13 
 
 41.3 
 
 43.62 
 
 45.88 
 
 48.21 
 
 $j 
 
 42.31 
 
 43.66 
 
 45.03 
 
 46.39 
 
 47.76 
 
 49.14 
 
 51.87 
 
 54.57 
 
 57.31 
 
 n 
 
 48.89 
 
 :,ii |.; 
 
 52.03 
 
 53.6 
 
 55.2 
 
 56.80 
 
 .Vi I'.', 
 
 63.07 
 
 66.23 
 
 y* 
 
 55.34 
 
 57. 12 
 
 H '.'1 
 
 60.67 
 
 >,_' is 
 
 64.26 
 
 67.85 
 
 71.4 
 
 74.97 
 
 fs 
 
 61.99 
 
 63.98 
 
 65.96 
 
 67.97 
 
 69.97 
 
 70.98 
 
 75.95 
 
 79.09 
 
 83.95 
 
 H 
 
 68.fi 
 
 70.72; 72.94 
 
 75.13 
 
 77.33 
 
 79.56 
 
 S3. 07 
 
 vs. 44 
 
 92.85 
 
 n 
 
 75.02 
 
 77.43 
 
 82.22 
 
 84.66 
 
 s: n 
 
 91.95 
 
 96.75101.6 
 
 x-l 
 
 81.85 
 
 84.47 
 
 87.11 
 
 89.75 
 
 '.'_' 4:1 
 
 95.07100.3 
 
 105.0 110.9 
 
 1$ 
 
 88.62 91.48 
 
 94.34 
 
 97.2 
 
 100.1 
 
 102.9 
 
 108.6 
 
 114.4 
 
 120.1 
 
 el 
 
 95.43 98.53101.6 
 
 104.8 
 
 107.8 110.9 
 
 117.0 
 
 123.2 129.4 
 
 XI 
 
 102.3 105.6 108.9 
 
 112.2 
 
 115.5 1118.8 
 
 125.4 
 
 Ktt 
 
 138.6 
 
 1 
 
 109.1 
 
 112.6 116.1 
 
 119.7 
 
 123.2 
 
 126.7 
 
 133.7 
 
 140.8 
 
 147.8 
 
 5ft 
 
 115.9 
 122.7 
 
 119.6 
 126.7 
 
 123 4 
 130.7 
 
 127.1 
 134.0 
 
 130.8 
 
 l.> ti 
 
 134.6 
 142.5 
 
 142.1 
 150.4 
 
 149.6 
 1.58.4 
 
 157.0 
 166. 3 
 
 UJ 
 
 129.5 
 136.4 
 
 133.7 
 140.8 
 
 137.9 
 145.2 
 
 142.1 il46.3 
 149.6 154.0 
 
 150.5 
 
 158.4 
 
 158.8 
 167.0 
 
 166.7 
 176.0 
 
 175.5 
 
 184.8 
 
 l* 
 
 143.2 
 
 147.8 
 
 152.4 
 
 157.0 
 
 161.7 
 
 166.2 
 
 175.5 184.8 194.0 
 
 8J 
 
 1.50.0 
 
 154 8 
 
 160.7 
 
 164.4 
 
 169.4 
 
 174.2 
 
 1S3.9 193.6 203.3 
 
 1 
 
 156.8 
 163.6 
 
 161.9 
 168.9 
 
 166.9 
 174.2 
 
 172.0 
 179.5 
 
 177.1 
 184.8 
 
 182.2 
 190.0 
 
 192.3 202.3 212.5 
 200.6 211.1 221.7 
 
 1A 
 
 170.5 
 
 176.0 
 
 181.5 
 
 186.5 
 
 192.4 
 
 198.0 
 
 208.9 219.9 231.0 
 
 js^ 
 
 177.3 
 
 183.0 
 
 188.7 
 
 194.4 
 
 200.2 205.9 1218.0 228.7 240.2 
 
 Ml 
 
 184.1 
 
 190.0 
 
 196.0 
 
 201.9 
 
 307.8 218.8 225.7 237.5 24'.). 4 
 
 l^i 
 
 190.9 
 
 197.1 
 
 203.2 
 
 .'in :i 
 
 215.5 221.7 234.0 246.3 2.YS.U 
 
 
 
 
 
 
 
 
 1 
 
 197.7 
 204.6 
 211.4 
 
 204.1 
 211.1 
 218.2 
 
 210.5 
 217.8 
 225.0 
 
 216.9 
 224.3 
 231.8 
 
 223.3 229.6 
 231.0 237.5 
 238.7 245.5 
 
 242.4 255.1 2C.7.9 
 2.50.7 263.9 277.1 
 259.1 272.7 i2S6.4 
 
 2 
 
 218.2 
 
 225.2 
 
 232.3 
 
 239.3 
 
 246.3 
 
 253.4 
 
 267.5 281.5 295.6 
 
 Allowances for overweight added to plates 24 inches wide and upwards, 
 
 according to Manufacturers' Standard Specifications on page 191. 
 
JONES & LAUGHLIN STEEL CO. 235 
 
 WEIGHTS OF ROLLED STEEL PLATES 
 
 WIDTH IN INCHES 
 
 44 
 
 46 
 
 48 
 
 50 
 
 52 
 
 54 
 
 56 
 
 58 
 
 60 
 
 30.89 
 
 32.22 
 
 33.7 
 
 35.11 
 
 36.43 
 
 37.84 
 
 39.25 
 
 40.66 
 
 42.06 
 
 41.12 
 
 43.02 
 
 44.88 
 
 46.77 
 
 48.66 
 
 50.51 
 
 52.36 
 
 54.21 
 
 56.10 
 
 50.46 
 
 52.79 
 
 55.13 
 
 57.37 
 
 59.66 
 
 61.95 
 
 64.27 
 
 66.53 
 
 68.86 
 
 60.05 
 
 62.82 
 
 65.43 
 
 68.22 
 
 70.96 73.7 
 
 76.44 
 
 79.18 
 
 81.92 
 
 69.37 
 
 72.58 75.73 
 
 78.86 
 
 82.01 ! 85.16 
 
 88.3 
 
 91.46 
 
 94.64 
 
 78.54 
 
 82.11 85.68 
 
 89.25 
 
 92.82 96.43 
 
 99.96 
 
 103.5 
 
 107.1 
 
 87.88 
 
 91.96 95.97 
 
 99.9 
 
 103.9 107.9 
 
 111.9 
 
 116.0 
 
 120.0 
 
 97.26 
 
 101.7 
 
 105.1 
 
 110.5 
 
 114.9 1119.3 
 
 123.7 
 
 128.1 
 
 132.6 
 
 106.4 
 
 111.3 
 
 116.2 
 
 121.0 
 
 125.8 |130.6 
 
 135.5 
 
 140.3 
 
 145.2 
 
 116.1 
 
 121.4 
 
 126.7 
 
 132.0 
 
 137.3 ! 142.6 
 
 147.9 
 
 153.1 
 
 158.4 
 
 
 
 
 
 . 
 
 
 
 
 125.8 
 
 131.5 
 
 137.2 
 
 143.0 
 
 148.7 154.4 
 
 160.1 
 
 165.8 
 
 171.5 
 
 135.5 
 
 141.7 
 
 147.8 
 
 154.0 
 
 160.1 166.3 
 
 172 4 
 
 178.6 
 
 184.7 
 
 145.2 
 154.8 
 
 151.8 
 161.9 
 
 158.4 
 168.9 
 
 164.9 
 176.0 
 
 171.6 178.2 
 183.0 190.0 
 
 184.8 
 197.1 
 
 191.4 
 204.1 
 
 198.0 
 211.1 
 
 164.6 
 
 172.0 
 
 179.5 
 
 187.0 194.4 
 
 201.9 
 
 209.3 
 
 216.8 
 
 224 3 
 
 174.2 
 
 182.1 
 
 190.0 
 
 198.0 205.8 1213.8 
 
 221.7 229.6 
 
 237.5 
 
 183.9 
 
 192.3 
 
 200.6 
 
 208.9 217.3 225.7 
 
 234.0 242.4 
 
 250.7 
 
 193.6 
 
 202.4 
 
 211.1 
 
 219.9 228.8 
 
 237.6 
 
 246.3 
 
 255.1 
 
 264.0 
 
 203.2 
 
 212.5 
 
 221.7 
 
 230.9 
 
 240.2 
 
 249.4 
 
 258.6 
 
 267.9 
 
 277.2 
 
 212.9 
 
 222.6 
 
 232.4 
 
 241.9 
 
 251.6 
 
 261.3 
 
 271.0 
 
 280.7 
 
 290.3 
 
 222.6 
 
 232.7 
 
 242.8 
 
 253.0 
 
 263.1 
 
 273.2 
 
 283.3 i293.4 
 
 303.5 
 
 232.3 
 
 242.8 
 
 253.8 
 
 263.9 
 
 274.5 
 
 285. 1 
 
 295.6 
 
 306.2 
 
 316.7 
 
 241.9 
 
 252.9 
 
 263.9 
 
 274.9 
 
 285.9 
 
 296.9 
 
 307.9 
 
 318.9 
 
 329.9 
 
 251.6 
 
 263.1 
 
 274. 5 
 
 285.9 
 
 297.4 
 
 308.8 
 
 320.2 
 
 331.7 
 
 343.1 
 
 261.3 
 
 273.2 
 
 285.0 
 
 296.9 
 
 308.8 
 
 320.7 
 
 332.6 
 
 344.4 
 
 356.3 
 
 271.0 
 
 283.3 
 
 295.6 
 
 307.9 
 
 320.2 
 
 332.6 
 
 344.9 
 
 357.2 
 
 369.5 
 
 280.7 
 
 293.4 
 
 306.1 
 
 318.9 
 
 331.7 
 
 344.4 
 
 357.2 
 
 370.0 
 
 382.7 
 
 290.3 
 
 303.5 316.7 
 
 329.9 
 
 343.1 
 
 356.3 
 
 369.5 382.7 385.9 
 
 300.0 
 
 313.6 326.3 
 
 340.9 
 
 354.5 
 
 368.2 
 
 381.8 395.5 
 
 409.1 
 
 309.7 
 
 323.8 
 
 337.8 
 
 351.0 
 
 366.0 
 
 380.1 
 
 394.1 
 
 408.2 
 
 422.3 
 
 Allowances for overweight added to plates 24 inches wide and upwards, 
 
 according to Manufacturers' Standard Specifications on page 191. 
 
236 JONES & LAUGHL 
 
 IN STEEL CO. 
 
 RADII OF GYRATION 
 
 Two Equal Legged Angles Star Section 
 
 I '"" \ \J 
 
 i'ig xir IT iitt 
 
 I./' 
 kx. 
 
 i f 
 
 J 
 
 "T* 
 
 X 
 
 Radii corresponding to direction of arrows 
 
 bub, Inches 
 
 Inches 
 
 Area 
 
 2 Angles 
 
 \\ cljilit 
 
 per Ft. 
 2 Angles 
 
 ''o 
 
 '* 
 
 r, 
 
 2 X2 
 
 K 
 
 1.88 
 
 
 6.4 
 
 .75 
 
 .96 
 
 1.12 
 
 
 tk 
 
 2.30 
 
 
 8.0 
 
 .74 
 
 .97 
 
 1.15 
 
 
 % 
 
 2.72 
 
 
 9.4 
 
 .73 
 
 .99 
 
 1.17 
 
 
 y* 
 
 3.12 
 
 10.6 
 
 .72 
 
 1.00 
 
 1.20 
 
 2^X2^ 
 
 y 
 
 2.38 
 
 
 8.2 
 
 .96 
 
 .16 
 
 .32 
 
 
 ~fs 
 
 2.94 
 
 10.0 
 
 .95 
 
 .17 
 
 .35 
 
 
 % 
 
 3.46 
 
 11.8 
 
 .94 
 
 .18 
 
 .38 
 
 
 A 
 
 4.00 
 
 13.6 
 
 .93 
 
 .20 
 
 .41 
 
 
 y* 
 
 4.50 
 
 15.4 
 
 .92 
 
 .21 
 
 .43 
 
 3 X3 
 
 M 
 
 2.88 
 
 
 9.8 
 
 1.17 
 
 .36 
 
 .52 
 
 
 A 
 
 3.56 
 
 12.2 
 
 .16 
 
 .37 
 
 .55 
 
 
 H 
 
 4.22 
 
 14.4 
 
 .14 
 
 .38 
 
 .59 
 
 
 
 4.86 
 
 16.6 
 
 .13 
 
 .39 
 
 .61 
 
 
 % 
 
 5.50 
 
 18.8 
 
 .12 
 
 .40 
 
 .64 
 
 
 & 
 
 6.12 
 
 20.8 
 
 .11 
 
 .42 
 
 1.67 
 
 
 y% 
 
 6.72 
 
 23.0 
 
 .10 
 
 1.43 
 
 1.70 
 
 3^X3^ 
 
 \i 
 
 3.38 
 
 11.6 
 
 .37 
 
 1.56 
 
 1.72 
 
 
 JL 
 
 4.18 
 
 14.4 
 
 .36 
 
 1.57 
 
 1.75 
 
 
 8 
 
 4.96 
 
 17.0 
 
 .35 
 
 1.58 
 
 .78 
 
 
 
 5.74 
 
 19.6 
 
 .34 
 
 1.59 
 
 .81 
 
 
 y& 
 
 6.50 
 
 22.2 
 
 .32 
 
 1.60 
 
 .84 
 
 
 X 
 
 7.24 
 
 24.8 
 
 .31 
 
 1.62 
 
 .87 
 
 
 H 
 
 7.96 
 
 27.2 
 
 .30 
 
 1.63 
 
 .90 
 
 
JONES & LAUGHLIN STEEL CO. 237 
 
 RADII OF GYRATION 
 
 Two Equal Legged 
 
 Angles Star Section 
 
 "A - -- 
 * x 
 i N ^ 
 
 " ^is Tic Plate 
 
 / ^ s ? 
 
 "~/ r *\ 
 
 Radii corresponding to direction of arrows 
 
 b x b, Inches 
 
 t 
 
 Inches 
 
 Area 
 
 2 Angles 
 
 Weight 
 per Ft. 
 2 Angles 
 
 r 
 
 '. 
 
 r, 
 
 4X4 
 
 .ft 
 
 4.80 
 
 16.4 
 
 .57 
 
 1.78 
 
 1.96 
 
 
 | 
 
 5.72 
 
 19.6 
 
 .55 
 
 1.79 
 
 1.98 
 
 
 
 6.62 
 
 22.6 
 
 .54 
 
 1.80 
 
 2.01 
 
 
 &j 
 
 7.50 
 
 25.6 
 
 .53 
 
 1.81 
 
 2.04 
 
 
 ft 
 
 8.36 
 
 28.6 
 
 .51 
 
 1.82 
 
 2.07 
 
 
 H 
 
 9.22 
 
 31.4 
 
 .50 
 
 1.83 
 
 2.10 
 
 
 H 
 
 10.06 
 
 34.2 
 
 .49 
 
 1.84 
 
 2.13 
 
 
 M 
 
 10.88 
 
 37.0 
 
 .48 
 
 1.85 
 
 2.16 
 
 5X5 
 
 % 
 
 7.22 
 
 24.6 
 
 .96 
 
 2.19 
 
 2.39 
 
 
 A 
 
 8.36 
 
 28.6 
 
 .95 
 
 2.20 
 
 2.42 
 
 
 
 9.50 
 
 32.4 
 
 .94 
 
 2.21 
 
 2.45 
 
 
 1% 
 
 10.62 
 
 36.2 
 
 .92 
 
 2.22 
 
 2.47 
 
 
 % 
 
 11.72 
 
 40.0 
 
 .91 
 
 2.23 
 
 2.50 
 
 
 I 
 
 12.82 
 13.88 
 
 43.6 
 47.2 
 
 .90 
 
 .89 
 
 2.24 
 2.25 
 
 2.53 
 2.56 
 
 
 if 
 
 14.94 
 
 50.8 
 
 .88 
 
 2.26 
 
 2.59 
 
 
 
 15.98 
 
 54.4 
 
 .86 
 
 2.27 
 
 2.62 
 
 
238 JONES & LAUGHLIN STEEL CO. 
 
 RADII OF GYRATION 
 
 Two Equal Legged Angles Star Section 
 
 T --4- X Tie Plate 
 X J Kj 
 
 
 ~^~ 
 
 
 
 ; '/ X 'F 
 
 * 
 
 
 
 Radii corresponding to direction of arrows 
 
 b x b t Inches 
 
 Inches 
 
 Area Weight 
 2 Angles P es " 
 
 ^ 
 
 r,- 
 
 6X6 
 
 v% 
 
 8.72 
 
 29.8 
 
 2.36 
 
 2.59 
 
 2.80 
 
 
 A 
 
 10.12 
 
 34.4 
 
 2.35 
 
 2.60 
 
 2.82 
 
 
 L 
 
 11.50 
 
 39.2 
 
 2.34 
 
 2.61 
 
 2.85 
 
 
 A 
 
 12.86 
 
 43.8 
 
 2.33 
 
 2.63 
 
 2.88 
 
 
 % 
 
 14.22 
 
 48.4 
 
 2.32 
 
 2.64 
 
 2.91 
 
 
 ii 
 
 15.56 
 
 53.0 
 
 2.31 
 
 2.65 
 
 2.94 
 
 
 M 
 
 16.88 
 
 57.4 
 
 2.30 
 
 2.66 
 
 2.96 
 
 
 it 
 
 18.18 
 
 62.0 
 
 2.28 
 
 2.67 
 
 2.99 
 
 
 % 
 
 19.48 
 
 66.2 
 
 2.27 
 
 2.68 
 
 3.02 
 
 8X8 
 
 K 
 
 15.50 
 
 52.8 
 
 3.16 
 
 3.42 
 
 
 
 JL 
 
 17.36 
 
 59.2 
 
 3.15 
 
 3.43 
 
 
 
 y* 
 
 19.22 
 
 65.4 
 
 3.14 
 
 3.44 
 
 
 
 ii 
 
 21.06 
 
 71.6 
 
 3.12 
 
 3.45 
 
 
 
 % 
 
 22.88 
 
 77.8 
 
 3.11 
 
 3.46 
 
 
 
 it 
 
 24.68 
 
 84.0 
 
 3.10 
 
 3.48 
 
 
 
 V% 
 
 26.46 
 
 90.0 
 
 3.09 
 
 3.49 
 
 
 
 it 
 
 28.24 
 
 96.2 
 
 3.08 
 
 3.50 
 
 
 
 1 
 
 30.00 
 
 102.0 
 
 3.06 
 
 3.51 
 
 
 
 Ithi 
 
 31.74 
 
 108.0 
 
 3.05 
 
 3.52 
 
 
 
 IY * 
 
 33.46 
 
 113.8 
 
 3.04 
 
 3.53 
 
 
 
JONES & LAUGHLIN STEEL CO. 239 
 
 METRIC CONVERSION TABLE 
 
 Arranged by C. W. Hunt, New York 
 
 Millimetres X .03937 = inches. 
 
 Millimetres -r- 25. 4 = inches 
 
 Centimetres X . 3937 = inches. 
 
 Centimetres -r- 2. 54 = inches. 
 
 Metres X 39. 37 = inches. (Act Congress.) 
 
 Metres X 3.281 = feet. 
 
 Metres X 1-094 = yards. 
 
 Kilometres X . 621 = miles. 
 
 Kilometres -v- 1.6093= miles. 
 
 Kilometres X 3280.8693 = feet. 
 
 Square millimetres X .00155 = square inches. 
 
 Square millimetres -=- 645. 1 = square inches. 
 
 Square centimetres X . 155 = square inches. 
 
 Square centimetres H- 6. 451 square inches. 
 
 Square metres X 10.764 = square feet. 
 
 Square kilometres X 247. 1 = acres. 
 
 Hectare X 2.471 = acres. 
 
 Cubic centimetres -f- 16.383 = cubic inches. 
 
 Cubic centimetres * 3. 69 = fluid drams (U. S. Phar.). 
 
 Cubic centimetres + 29.57 = fluid ounce (U. S. Phar.). 
 
 Cubic metres X 35.315 = cubic feet. 
 
 Cubic metres X 1 . 308 = cubic yards. 
 
 Cubic metres X 264.2 = gallons (231. cubic inches). 
 
 Litres X 61.022 = cubic inches (Act Congress). 
 
 Litres X 33.84= fluid ounces (U. S. Phar.). 
 
 Litres X .2642 = gallons (231. cubic inches). 
 
 Litres -r- 3. 78 = gallons (231. cubic inches) 
 
 Litres * 28. 316 = cubic feet. 
 
 Hectolitres X 3.531 = cubic feet. 
 
 Hectolitres X 2.84 = bushels (2150. 42 cubic inches). 
 
 Hectolitres X 131 = cubic yards. 
 
 Hectolitres X 26.42 = gallons (231. cubic inches). 
 
 Grammes X 15.432 = grains (Act Congress). 
 
 Grammes -^ 981. = dynes. 
 
 Grammes (water) -r- 29.57 = fluid ounces. 
 
 Grammes H- 28.35= ounces avoirdupois. 
 
 Grammes per cubic centimetre -r- 27.7 = pounds per cubic inch. 
 
 Joule X .7373= foot pounds. 
 
 Kilo-grammes X 2.2046 = pounds. 
 
 Kilo-grammes X 35.3 = ounces avoirdupois. 
 
 Kilo-grammes + 907.2 = tons (2000 pounds). 
 
 Kilo-grammes per square centimetreX 14.223= pounds per square inch. 
 
 Kilo-gram-metres X 7.233 = foot pounds. 
 
 Kilo-grammes per metre X . 672 = pounds per foot. 
 
 Kilo-grammes per cubic metre X.062 = pounds per cubic foot. 
 
 Kilo-grommes per cheval X 2.235 = pounds per horse-power. 
 
 Kilo-watts X 1.34 = horse-power. 
 
 Watts -r- 746. = horse-power. 
 
 Watts X . 7373 = foot pounds per second. 
 
 Calorie X 3.968 = B. T. U. 
 
 Cheval vapeur X .9863 = horse-power. 
 
 (Centigrade X 1.8) + 32 = degrees Fahrenheit. 
 
 Franc X . 193 = dollars. 
 
 Gravity Paris = 980.94 centimetres per second. 
 
 Tonneau X 1. 1023 = tons (2000 pounds). 
 
240 
 
 JON 
 
 E S 
 
 & 
 
 LA 
 
 UG 
 
 H LI 
 
 N 
 
 ST 
 
 E 
 
 E L 
 
 CO. 
 
 AREAS OF ANGLES AND PLATES 
 Plate and Angle Columns 
 
 si 
 
 S 
 
 
 AREA 
 
 AREA 
 
 I 
 
 w 2 
 
 o 
 
 AREA 
 
 13-iNCH PLATE 
 
 14-iNCH PLATE 
 
 v> *-* 
 
 l-l 
 
 < s 
 
 
 
 
 W i 
 
 u < 
 
 fc <-> 
 
 
 
 
 
 
 
 ^ j" 
 
 == H 
 
 H 
 
 2 Angles 
 
 4 Angles 
 
 1 Plate 
 
 2 Plates 
 
 1 Plate 
 
 2 Plates 
 
 Kg 
 
 38 
 
 C/5 
 
 
 
 
 
 
 
 S 
 
 ^ 
 
 6X6 
 
 8.72 
 
 17.44 
 
 4.88 
 
 9.76 
 
 5.25 
 
 10.50 
 
 y* 
 
 
 
 10.12 
 
 20.24 
 
 5.69 
 
 11.38 
 
 6.13 
 
 12.26 
 
 * 
 
 S 
 
 
 11.50 
 
 23.00 
 
 6.50 
 
 13.00 
 
 7.00 
 
 14.00 
 
 
 A 
 
 
 12.88 
 
 25.76 
 
 7.31 
 
 14.62 
 
 7.88 
 
 15.76 
 
 A 
 
 % 
 
 
 14.22 
 
 28.44 
 
 8.13 
 
 16.26 
 
 8.75 
 
 17.50 
 
 5 /8 
 
 tt 
 
 
 15.56 
 
 31.12 
 
 8.94 
 
 17.88 
 
 9.63 
 
 19.26 
 
 tt 
 
 
 
 16.88 
 
 33.76 
 
 9.75 
 
 19.50 
 
 10.50 
 
 21.00 
 
 s/A. 
 
 13 
 16 
 
 
 18.18 
 
 36.36 
 
 10.56 
 
 21.12 
 
 11.38 
 
 22.76 
 
 tt 
 
 % 
 
 
 19.48 
 
 38.96 
 
 11.38 
 
 22.76 
 
 12.25 
 
 24.50 
 
 H 
 
 tt 
 
 
 20.76 
 
 41.52 
 
 12.19 
 
 24.38 
 
 13.13 
 
 26.26 
 
 tt 
 
 
 
 22.00 
 
 44.00 
 
 13.00 
 
 26.00 
 
 14.00 
 
 28.00 
 
 
 *iS 
 S 
 
 S 
 
 
 AREA 
 
 AREA 
 
 x 
 
 og 
 
 II 
 
 l| 
 
 AREA 
 
 13-iNCH PLATE 
 
 12-iNCH PLATE 
 
 83 
 
 2 .* 
 
 u < 
 
 M 1 "" 
 
 2 Angles 
 
 4 Angles 
 
 1 Plate 
 
 2 Plates 
 
 1 Plate 
 
 2 Plates 
 
 ^ J 
 X 
 
 ^ 
 
 6X4 
 
 7.22 
 
 14.44 
 
 4.88 
 
 9.76 
 
 4.50 
 
 9.00 
 
 */8 
 
 "A 
 
 or 
 
 8.38 
 
 16.76 
 
 5.69 
 
 11.38 
 
 5.25 
 
 10.50 
 
 A 
 
 /^ 
 
 5X5 
 
 9.50 
 
 19.00 
 
 6.50 
 
 13.00 
 
 6.00 
 
 12.00 
 
 l /2 
 
 A 
 
 
 10.62 
 
 21.24 
 
 7.31 
 
 14.62 
 
 6.75 
 
 13.50 
 
 A 
 
 ^ 
 
 
 11.72 
 
 23.44 
 
 8.13 
 
 16.26 
 
 7.50 
 
 15.00 
 
 
 tt 
 
 
 12.82 
 
 25.64 
 
 8.94 
 
 17.88 
 
 8.25 
 
 16.50 
 
 tt 
 
 
 
 13.88 
 
 27.76 
 
 9.75 
 
 19.50 
 
 9.00 
 
 18.00 
 
 M 
 
 tt 
 
 
 14.94 
 
 29.88 
 
 10.56 
 
 21.12 
 
 9.75 
 
 19.50 
 
 tt 
 
 /B 
 
 
 15.98 
 
 31.96 
 
 11.38 
 
 22.76 
 
 10.50 
 
 21.00 
 
 H 
 
 tt 
 
 
 17.00 
 
 34.00 
 
 12.19 
 
 24.38 
 
 11.25 
 
 22.50 
 
 tt 
 
 1 
 
 
 18.00 
 
 36.00 
 
 13.00 
 
 26.00 
 
 12.00 
 
 24.00 
 
 1 
 
JONES & LAUGHLIN STEEL CO. 241 
 
 AREAS OF ANGLES AND PLATES 
 
 Plate and Angle Columns 
 
 8 S 
 
 9 
 
 AREA 
 
 AREA 
 12-iNCH PLATE 
 
 AREA 
 13-iNCH PLATE 
 
 X 
 
 y,z 
 
 H'I-H 
 'f. ., 
 
 < x 
 
 
 
 
 w 1 - 1 
 
 U < 
 
 82 
 
 
 
 
 
 
 
 u < 
 
 
 u 
 
 N 
 
 2 Angles 
 
 4 Angles 
 
 1 Plate 
 
 2 Plates 
 
 1 Plate 
 
 2 Plates 
 
 
 "SB 
 
 Qj 
 
 
 
 
 
 
 
 ^s 
 
 X 
 
 6X3^ 
 
 6.86 
 
 13.78 
 
 4.50 
 
 9.00 
 
 4.88 
 
 9.76 
 
 V 
 
 lo 
 
 
 7.94 
 
 15.88 
 
 5.25 
 
 10.50 
 
 5.69 
 
 11.38 
 
 A 
 
 
 
 9.00 
 
 18.00 
 
 6.00 
 
 12.00 
 
 6.50 
 
 13.00 
 
 1^ 
 
 A 
 
 
 10.06 
 
 20.12 
 
 6.75 
 
 13.50 
 
 7.31 
 
 14.62 
 
 A 
 
 /% 
 
 
 11.10 
 
 22.20 
 
 7.50 
 
 15.00 
 
 8.13 
 
 16.26 
 
 5^ 
 
 tt 
 
 
 12.12 
 
 24.24 
 
 8.25 
 
 16.50 
 
 8.94 
 
 17.88 
 
 H 
 
 M 
 
 
 13.14 
 
 26.28 
 
 9.00 
 
 18.00 
 
 9.75 
 
 19.50 
 
 % 
 
 if 
 
 
 14.12 
 
 28.24 
 
 9.75 
 
 19.50 
 
 10.56 
 
 21.12 
 
 if 
 
 J^ 
 
 
 15.10 
 
 30.20 
 
 10.50 
 
 21.00 
 
 11.38 
 
 22.76 
 
 T/Z 
 
 if 
 
 
 16.06 
 
 32.12 
 
 11.25 
 
 22.50 
 
 12.19 
 
 24.38 
 
 if 
 
 l 
 
 
 17.00 
 
 34.00 
 
 12.00 
 
 24.00 
 
 13.00 
 
 26.00 
 
 1 
 
 o x 
 u > < 
 
 a 
 
 ] 
 
 AREA 
 
 AREA 
 10-iNCH PLATE 
 
 AREA 
 12-iNCH PLATE 
 
 a 
 
 a i i 
 
 * J~ 
 
 u < 
 
 gjs 
 
 1 
 
 
 
 
 
 u < 
 
 
 H "^ 
 
 2 Angles 
 
 4 Angles 
 
 1 Plate 
 
 2 Plates 
 
 1 Plate 
 
 2 Plates 
 
 
 A 
 
 5X3^ 
 
 5.12 
 
 10.24 
 
 3.13 
 
 6.26 
 
 3.75 
 
 7.50 
 
 A 
 
 iMJ 
 
 
 6.10 
 
 12.20 
 
 3.75 
 
 7.50 
 
 4.50 
 
 9.00 
 
 
 A 
 
 
 7.06 
 
 14.12 
 
 4.38 
 
 8.76 
 
 5.25 
 
 10.50 
 
 A 
 
 /^ 
 
 
 8.00 
 
 16.00 
 
 5.00 
 
 10.00 
 
 6.00 
 
 12.00 
 
 
 9 
 
 
 8.94 
 
 17.88 
 
 5.63 
 
 11.26 
 
 6.75 
 
 13.50 
 
 A 
 
 y 
 
 
 9.86 
 
 19.72 
 
 6.25 
 
 12.50 
 
 7.50 
 
 15.00 
 
 n 
 
 1 
 
 
 10.76 
 11.64 
 
 21.52 
 23.28 
 
 6.88 
 7.50 
 
 13.76 
 15.00 
 
 8.25 
 9.00 
 
 16.50 
 18.00 
 
 g 
 
 | 
 
 
 12.50 
 13.36 
 
 25.00 
 26.72 
 
 8.13 
 
 8.75 
 
 16.26 
 17.50 
 
 9.75 
 10.50 
 
 19.50 
 21.00 
 
 \ 
 
 
 
 
 14.18 
 
 28.36 
 
 9.38 
 
 18.76 
 
 11.25 
 
 22.50 
 
 15 
 
 
 
 
 
 
 
 
 ' 
 
 
242 JONES & LAUGHLIN STEEL CO. 
 
 AREAS OF ANGLES AND PLATES 
 
 Plate and Angle Columns 
 
 
 si 
 
 <r u 
 
 
 AREA 
 
 AREA, S-INCH 
 PLATE 
 
 AREA 10-iNCH 
 PLATE 
 
 O I 
 
 
 SIZE OF 
 
 
 
 
 
 2- 
 
 \i 
 
 ANGLES 
 INCHBS 
 
 
 
 
 
 
 
 
 H | 
 
 
 2 Angles 
 
 4 Angles 
 
 IPlate 
 
 2 Plates 
 
 IPlate 
 
 2 Plates 
 
 Jl 
 
 A 
 
 5X3 
 
 4.82 
 
 I 
 
 9.64 2.50 
 
 ' 5.00 3.13 
 
 6.26 
 
 A 
 
 % 
 
 or 
 
 5.72 
 
 11.44 3.00 
 
 6.00 3.75 
 
 7.50 
 
 y* 
 
 JL 
 
 4X4 
 
 6.62 
 
 13.24 3.50 
 
 7.00 4.38 
 
 8.76 
 
 A 
 
 /^ 
 
 
 7.50 15.00 4.00 
 
 8.00 5.00 
 
 10.00 
 
 8 
 
 A 
 
 
 8.38 16.76 4.50 
 
 9.00 5.63 
 
 11.26 
 
 A 
 
 % 
 
 
 9.22 18.44 5.00 
 
 10.00 6.25 
 
 12.50 
 
 M 
 
 it 
 
 
 10.06 20.12 5.50 
 
 11.00 6.88 
 
 13.76 
 
 ift 
 
 ^ 
 
 
 10.88 
 
 21.76 6.00 
 
 12.00 7.50 
 
 15.00 
 
 
 it 
 
 
 11.68 
 
 23.36 6.50 
 
 13.00 8.13 
 
 16.26 
 
 if 
 
 ji 
 
 
 12.48 
 
 24.96 
 
 7.00 
 
 14.00 8.75 
 
 17.50 
 
 IA 
 
 si 
 
 
 AREA 
 
 AREA, S-INCH 
 PLATE 
 
 AREA 10-iNCH 
 PLATE 
 
 <s> 
 
 tt. U 
 
 la 
 
 SIZE OF 
 
 
 
 
 
 
 i- 
 
 S< 
 
 ANGLES 
 
 INCHES 
 
 
 
 
 
 
 
 X J 
 
 1" 
 
 * 
 
 2 Angles 
 
 4 Angles 
 
 1 Plate 
 
 2 Plates 
 
 IPlate 
 
 2 Plates 
 
 -H 
 
 A 
 
 4X3 
 
 4.18 
 
 8.36 
 
 2.50 
 
 5.00 
 
 3.13 
 
 6.26 
 
 A 
 
 % 
 
 or 
 
 4.98 
 
 9.96 
 
 3.00 
 
 6.00 3.75 
 
 7.50 
 
 /% 
 
 A 
 
 3^X3^ 
 
 5.76 11.52 
 
 3.50 
 
 7.0014.38 
 
 8.76 
 
 
 /^ 
 
 
 6. ,50 13.00 
 
 4.00 
 
 S.OOiS.OO 
 
 10.00 y> 
 
 A 
 
 
 7.26,14.52 
 
 4.50 
 
 9.00 
 
 5.63 
 
 11.26 A 
 
 5^ 
 
 
 7.98 15.96 
 
 5.00 
 
 10.00 
 
 6.25 
 
 12.50 y 8 
 
 n 
 
 
 8.68 17.36i 5.50 11.00 
 
 6.88 
 
 13.76 H 
 
 3/ 
 
 
 9.38:18.76! 6.00 12.00 
 
 7.50 
 
 15.00 M 
 
 1 
 
 
 10.06 
 10.72 
 
 20.12 6.50 
 21.44 7.00 
 
 13.00 
 14.00 
 
 8.13 
 
 8.75 
 
 16.26 
 17.50 
 
 r 
 
 
JONES & LAUGHLIN STEEL CO. 243 
 
 AREAS OF ANGLES AND PLATES 
 
 Plate and Angle Columns 
 
 ^ 
 
 
 AREA 
 
 AREA, S-INCH 
 PLATE 
 
 AREA, 10-INCH 
 PLATE 
 
 tn 
 
 i M 
 X 
 (f u 
 
 K 
 
 SIZE OF 
 
 
 
 
 
 'jt J 
 
 U < 
 
 INCHES 
 
 
 
 
 
 
 
 X - 
 
 U < 
 
 
 
 2 Angles 
 
 4Angles 
 
 1 Plate 
 
 2 Plates 
 
 1 Plate 
 
 2 Plates 
 
 
 
 A 
 
 33^X3 
 
 3.88 
 
 7.76 
 
 2.50 
 
 5.00 
 
 3.13 
 
 6.26 
 
 A 
 
 3 /8 
 
 
 4.60 
 
 9.20 
 
 3.00 
 
 6.00 
 
 3.75 
 
 7.50 
 
 14 
 
 
 
 5.32 
 
 10.64 
 
 3.50 
 
 7.00 4.38 
 
 8.76 
 
 
 ^2 
 
 
 6.00 
 
 12.00 
 
 4.00 
 
 8.00 5.00 
 
 10.00 
 
 i^ 
 
 ft 
 
 
 6.68 
 
 13.36 
 
 4.50 
 
 9.00 
 
 5.63 
 
 11.26 
 
 ft 
 
 y% 
 
 
 7.36 
 
 14.72 
 
 5.00 
 
 10.00 
 
 6.25 
 
 12.50 
 
 5^ 
 
 H 
 
 
 8.00 
 
 16.00 
 
 5.50 
 
 11.00 
 
 6.88 
 
 13.76 
 
 H 
 
 3 /r 
 
 
 8.64 
 
 17.28 
 
 6.00 
 
 12.00 
 
 7.50 
 
 15.00 
 
 3^ 
 
 p 
 
 
 9.26 
 
 18.52 
 
 6.50 
 
 13.00 
 
 8.13 
 
 16.26 
 
 ^ 
 
 Y* 
 
 
 9.86 
 
 19.72 
 
 7.00 
 
 14.00 
 
 8.75 
 
 17.50 
 
 7/8 
 
 X 
 tj- i-> 
 
 
 AREA 
 
 AREA, S-INCH 
 PLATE 
 
 AREA, IO-INCH 
 PLATE 
 
 $ 
 
 (J 
 
 la 
 
 SIZE OF 
 
 
 
 
 a 
 
 ^ *-' 
 
 vJ < 
 
 INCHES 
 
 
 
 
 
 
 
 B'f 
 
 $ 
 
 
 2 Angles 
 
 4Angles 
 
 1 Plate 
 
 2 Plates 
 
 1 Plate 
 
 2 Plates 
 
 
 y 
 
 3 y 2 X2y 2 
 
 2.88 
 
 5.76 
 
 2.00 
 
 4.00 
 
 2.50 
 
 5.00 
 
 M 
 
 A 
 
 or 
 
 3.56 
 
 7.12 
 
 2.50 
 
 5.00 
 
 3.13! 6.26 
 
 A 
 
 
 3X3 
 
 4.22 i 8.44 
 
 3.00 
 
 6.00 
 
 3.75 7.50 
 
 fa 
 
 ft 
 
 
 4.88 i 9.76 
 
 3.50 
 
 7.00|4.38 8.76 
 
 ft 
 
 Ml 
 
 
 5.50 
 
 11.00 
 
 4.00 
 
 8.00 5.00 10.00 
 
 i^ 
 
 ft 
 
 
 6.12 
 
 12.24 
 
 4.50 
 
 9.00 5.63 11.26 
 
 ft 
 
 
 
 6.72 
 
 13.44 
 
 5.00 
 
 10.00 6.25 
 
 12.50 
 
 
 H 
 
 
 7.32 
 
 14.64 
 
 5.50 
 
 11.00 6.88 
 
 13.76 
 
 H 
 
 X 
 
 
 7.88 
 
 15.76 
 
 6.00 
 
 12.00 
 
 7.50 
 
 15.00 
 
 K 
 
 
244 JONES & LAUGHLIN STEEL CO. 
 
 AREAS OF ANGLES AND PLATES 
 
 Plate and Angle Columns 
 
 s! 
 
 if u 
 
 
 AREA 
 
 AREA, G-INCH 
 PLATE 
 
 AREA, S-INCH 
 PLATE 
 
 I 
 
 / - 
 
 13 
 
 SIZE OF 
 
 
 
 
 f. z 
 
 ta 
 
 2 .. 
 
 ANGLES 
 INCHES 
 
 
 
 
 
 
 
 P <~ 
 
 Ij 
 
 
 2 Angles 
 
 4 Angles 
 
 1 Plate 
 
 2 Plates 
 
 1 Plate 
 
 2 Plates 
 
 ^ 
 
 M 
 
 3v/ O1 / 
 X^/^2 
 
 2.64 
 
 5.28 
 
 1.50 
 
 3.00 
 
 2.00 
 
 4.00 
 
 X 
 
 A 
 
 
 3.26 
 
 6.52 
 
 1.88 
 
 3.76 
 
 2.50 
 
 5.00 
 
 TIT 
 
 % 
 
 
 3.86 
 
 7.72 
 
 2.25 
 
 4.50 
 
 3.00 
 
 6.00 
 
 fi 
 
 7 
 
 
 4.44 
 
 8.88 
 
 2.63 
 
 5.26 
 
 3.50 
 
 7.00 A 
 
 /4 
 
 
 5.00 
 
 10.00 
 
 3.00 
 
 6.00 
 
 4.00 
 
 8.00 
 
 1 S 
 
 I 
 
 
 5.56 
 6.10 
 
 11.12 
 12.20 
 
 3.38 
 3.75 
 
 6.76 
 7.50 
 
 4.50 
 5.00 
 
 9.00 
 10.00 
 
 i 
 
 H 
 
 2^X2^ 
 
 2.38 
 
 4.76 
 
 1.50 
 
 3.00 
 
 2.00 
 
 4.00 
 
 y\ 
 
 
 
 2.94 
 
 5.88 
 
 1.88 
 
 3.76 
 
 2.50 
 
 5.00 
 
 A 
 
 % 
 
 
 3.48 
 
 6.96 
 
 2.25 
 
 4.50 
 
 3.00 
 
 6.00 
 
 
 A 
 
 
 4.00 
 
 8.00 
 
 2.63 
 
 5.26 
 
 3.50 
 
 7.00 
 
 A 
 
 LZ 
 
 
 4.50 
 
 9.00 
 
 3.00 
 
 6.00 
 
 4.00 
 
 8.00 
 
 /^ 
 
 A 
 
 
 5.00 
 
 10.00 
 
 3.38 
 
 6.76 
 
 4.50 
 
 9.00 
 
 A 
 
 M 
 
 Ol / v/ O 
 ^ZijX ^ 
 
 2.14 
 
 4.28 
 
 1.50 
 
 3.00 
 
 2.00 
 
 4.00 
 
 M 
 
 A 
 
 
 2.62 
 
 5.24 
 
 1.88 
 
 3.76 
 
 2.50 
 
 5.00 
 
 A 
 
 3^ 
 
 
 3.10 
 
 6.20 
 
 2.25 
 
 4.50 
 
 3.00 
 
 6.00 
 
 
 A 
 
 
 3.56 
 
 7.12 
 
 2.63 
 
 5.26 
 
 3.50 
 
 7.00 
 
 A 
 
 M 
 
 
 4.00 
 
 8.00 
 
 3.00 
 
 6.00 
 
 4.00 
 
 8.00 
 
 
 A 
 
 
 4.44 
 
 8.88 
 
 3.38 
 
 6.76 
 
 4.50 
 
 9.00 
 
 A 
 
 
 
JONES & LA 
 
 UGHLIN STEEL CO. 245 
 
 LOGARITHMS OF NUMBERS 
 
 No. 
 10 
 
 II 
 12 
 13 
 
 14 
 15 
 16 
 
 17 
 18 
 19 
 
 20 
 
 21 
 22 
 23 
 
 24 
 25 
 26 
 
 27 
 28 
 29 
 
 30 
 
 31 
 32 
 33 
 
 34 
 35 
 36 
 
 37 
 38 
 39 
 
 
 
 1 
 
 2 
 
 0086 
 
 3 
 
 0128 
 
 0531 
 0899 
 1239 
 
 1553 
 
 1847 
 2122 
 
 2380 
 2625 
 2856 
 
 4 
 
 5 
 
 6 
 
 0253 
 
 7 
 
 0294 
 
 0682 
 1038 
 1367 
 
 1673 
 1959 
 2227 
 
 2480 
 2718 
 2945 
 
 3160 
 
 8 
 
 0334 
 
 9 
 
 0374 
 
 Diff. 
 40 
 
 0000 
 
 0043 
 
 0453 
 0828 
 1173 
 
 1492 
 1790 
 2068 
 
 2330 
 2577 
 2810 
 
 0170 
 
 0569 
 0934 
 1271 
 
 1584 
 1875 
 2148 
 
 2405 
 2648 
 
 2878 
 
 0212 
 
 0607 
 0969 
 1303 
 
 1614 
 1903 
 2175 
 
 2430 
 2672 
 2900 
 
 0414 
 0792 
 1139 
 
 1461 
 1761 
 2041 
 
 2304 
 2553 
 
 2788 
 
 0492 
 0864 
 1206 
 
 1523 
 1818 
 2095 
 
 2355 
 2601 
 2833 
 
 0645 
 1004 
 1335 
 
 1644 
 1931 
 2201 
 
 2455 
 2695 
 2923 
 
 3139 
 
 0719 
 1072 
 1399 
 
 1703 
 1987 
 2253 
 
 2504 
 2742 
 2967 
 
 0755 
 1106 
 1430 
 
 1732 
 2014 
 2279 
 
 2529 
 2765 
 2989 
 
 37 
 33 
 31 
 
 29 
 27 
 25 
 
 24 
 23 
 21 
 
 ~2T 
 
 20 
 19 
 
 18 
 
 17 
 17 
 16 
 
 16 
 15 
 14 
 
 3010 
 
 3222 
 3424 
 3617 
 
 3802 
 3979 
 4150 
 
 4314 
 4472 
 4624 
 
 3032 
 
 3243 
 3444 
 3636 
 
 3820 
 3997 
 4166 
 
 4330 
 4487 
 4639 
 
 3054 
 
 3075 3096 
 
 31 IS 
 
 3181 
 
 3201 
 
 3263 
 3464 
 3655 
 
 3838 
 4014 
 4183 
 
 4346 
 4502 
 4654 
 
 4800 
 
 32843304 
 3483 3502 
 3674 3692 
 
 3856 3874 
 4031 4048 
 42004216 
 
 43624378 
 45184533 
 46694683 
 
 3324 
 3522 
 ; 3711 
 
 3892 
 4065 
 4232 
 
 4393 
 4548 
 4698 
 
 4843 
 
 4983 
 5119 
 5250 
 
 5378 
 5502 
 5623 
 
 5740 
 5855 
 ,5966 
 
 3345 
 3541 
 3729 
 
 3909 
 4082 
 4249 
 
 4409 
 4564 
 4713 
 
 3365 
 3560 
 3747 
 
 3927 
 4099 
 4265 
 
 4425 
 4579 
 4728 
 
 3385 
 3579 
 3766 
 
 3945 
 4116 
 4281 
 
 4440 
 4594 
 4742 
 
 3404 
 3598 
 3784 
 
 3962 
 4133 
 4298 
 
 4456 
 4609 
 4757 
 
 4771 
 
 4786 
 
 48144829 
 
 4857 
 
 4997 
 5132 
 5263 
 
 5391 
 5144 
 5635 
 
 5752 
 5866 
 5977 
 
 4871 
 
 5011 
 5145 
 5276 
 
 5403 
 5527 
 5647 
 
 5763 
 
 5877 
 5988 
 
 4886 
 
 5024 
 5159 
 5289 
 
 5416 
 5539 
 5658 
 
 5775 
 
 5888 
 5999 
 
 49CO 
 
 5038 
 5172 
 5302 
 
 5428 
 5551 
 5670 
 
 5786 
 5899 
 6010 
 
 9 
 
 14 
 
 4914 
 5051 
 5185 
 
 5315 
 5441 
 5563 
 
 5682 
 5798 
 5911 
 
 4928 
 5065 
 5198 
 
 5328 
 5453 
 5575 
 
 5694 
 5809 
 5922 
 
 4942 
 5079 
 5211 
 
 5340 
 5465 
 
 5587 
 
 5705 
 5821 
 5933 
 
 4955 
 5092 
 5224 
 
 5353 
 
 5478 
 5599 
 
 5717 
 
 5832 
 5944 
 
 4969 
 5105 
 5237 
 
 5366 
 5490 
 5611 
 
 5729 
 5843 
 5955 
 
 13 
 13 
 13 
 
 13 
 12 
 
 12 
 
 12 
 12 
 11 
 
 No. 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 Diff. 
 
 
24C JONES & LA UG 
 
 H L I 
 
 N STEEL CO. 
 
 LOGARITHMS 
 
 OF 
 
 NUMBERS 
 
 No. 
 40 
 
 41 
 42 
 43 
 
 12314 
 
 6021 6031 6042 6053 6064 
 
 5 
 
 16075 
 
 6 
 
 7 
 
 8 
 
 9 
 
 6117 
 
 Diff. 
 
 608560966107 
 
 i 11 
 
 61286138614961606170 
 6232 6243 6253 6263 6274 
 6335 6345 6355 6365 6375 
 
 61806191620162126222 10 
 62846294630463146325 10 
 63856395640564156425 10 
 
 44 64356444645464646474 
 45 65326542655165616571 
 46 66286637664666566665 
 
 6484 6493 6503 6513 6522 
 65806590659966096618 
 6675 6684 6693 6702 6712 
 
 10 
 10 
 9 
 
 47 
 48 
 49 
 
 50 
 
 51 
 52 
 53 
 
 67216730673967496758 
 6812 6821 6830 6839 6848 
 6902 6911 6920 6928 6937 
 
 6767 6776 6785 6794 6803 
 6857 6866 6875 6884 6893 
 69466955696469726981 
 
 9 
 9 
 9 
 
 9 
 
 8 
 8 
 8 
 
 6990 6998 7007 7016 7024 
 
 70767084709371017110 
 7160 7168 7177 7185 7193 
 7243 7251 7259 7267 7275 
 
 70337042 
 
 7050 7059 7067 
 
 71187126 
 7202 7210 
 7284 7292 
 
 7135 7143 7152 
 7218 7226 7235 
 730073087316 
 
 54 
 55 
 56 
 
 7324 7332 7340 7348 7356, 
 7404 7412 7419 7427 7435 
 7482i7490 749717505 7513 
 
 J7364 7372 
 7443 7451 
 75207528 
 
 7380 7388 7396 
 7459 7466 7474 
 7536 7543 7551 
 
 8 
 8 
 8 
 
 57 
 
 58 
 59 
 
 60 
 
 61 
 62 
 63 
 
 7559 7566 7574 7582 7589 
 7634 7642 7649 7657 7664 
 7709 7716 7723 7731 7738 
 
 75977604761276197627 
 7672 7679 7686 7694 7701 
 7745 7752 7760 7767 7774 
 
 7 
 
 8 
 8 
 
 7 
 
 7 
 6 
 
 7 
 
 7782 7789 7796 7803 7810 
 
 7818 7825 
 
 7832 7839 
 
 7846 
 
 78537860786878757882 
 79247931793879457952 
 7993:8000800780148021 
 
 7889 7896 7903 7910 7917 
 7959 7966 7973 7980 7987 
 8028 8035 8041 8048 8055 
 
 64 
 65 
 66 
 
 8062 8069 8075 8082 8089 
 8129 8136 8142 8149 8156 
 81958202820982158222 
 
 80968102810981168122 
 81628169817681828189 
 82288235824182488254 
 
 7 
 6 
 
 7 
 
 67 
 68 
 69 
 
 8261 8267 8274 8280 8287 
 8325 8331 8338 8344 8351 
 8388 8395 8401 8407 8414 
 
 8293 8299 8306 8312 8319 
 8357 8363 8370 8376 8382 
 8420 8426 8432 8439 8445 
 
 6 
 6 
 6 
 
 Diff. 
 
 No. 
 
 01234 
 
 & 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
JONES & 
 
 LA 
 
 UGHLIN STEE 
 
 L CO. 247 
 
 LOGARITHMS OF NUMBERS 
 
 No. 
 70 
 
 71 
 72 
 
 73 
 
 
 
 1 
 
 A 
 
 8463 
 
 _L 
 
 8470 
 
 4 
 
 5 
 
 6 
 
 8488 
 
 8549 
 8609 
 8669 
 
 7 
 
 8 
 
 9, 
 
 Diff. 
 
 7 
 
 6 
 6 
 6 
 
 8451 
 
 8457 
 
 8476 
 
 8482 
 
 8494 
 
 8500 
 
 8561 
 8621 
 8681 
 
 8506 
 
 8567 
 8627 
 8686 
 
 8513 8519 
 8573 8579 
 8633 8639 
 
 8525^531 
 8585 8591 
 8645 8651 
 
 8537 
 8597 
 8657 
 
 8543 
 '8603 
 8663 
 
 8555 
 8615 
 8675 
 
 74 
 75 
 76 
 
 8692 8698 8704 8710 8716 
 8751 8756 8762 8768 8774 
 8808 8814 8820 8825 8831 
 
 8722 8727 8733 8739 8745 
 8779 8785 8791 8797 8802 
 8837 8842 8848 8854 8859 
 
 6 
 6 
 6 
 
 77 
 78 
 79 
 
 88658871887688828887 
 89218927893289388943 
 89768982898789938998 
 
 8893 8899 8904 8910 
 8949,8954 8960 8965 
 9004 9009 9015 9020 
 
 8915 
 8971 
 9025 
 
 6 
 5 
 6 
 
 80 
 
 81 
 82 
 83 
 
 9031 
 
 9036 
 
 9042 
 
 90479053 
 
 9058 
 
 9063 
 
 9069;9074 
 
 9079 
 
 6 
 
 5 
 5 
 5 
 
 9085 9090 9096 9101 9106 
 91389143914991549159 
 9191 9196 9201 9206 9212 
 
 91129117912291289133 
 9165 9170 9175 9180 9186 
 9217 9222 9227 9232 9238 
 
 84 
 85 
 86 
 
 9243 9248 9253 9258 9263 9269 9274 9279 9284 9289 5 
 9294 9299 9304 9309 9315 9320 9325 9330 9335 9340 5 
 9345 9350 9355 9360 9365 9370 9375 9380 9385 9390 5 
 
 87 
 88 
 89 
 
 90 
 
 91 
 92 
 93 
 
 9395 9400 9405 9410 9415 
 9445 9450 9455 9460 9465 
 9494 9499 9504 9509 9513 
 
 9420 
 9469 
 
 9518 
 
 9425 9430 9435 
 9474 9479 9484 
 9523 9528 9533 
 
 9440 
 9489 
 9538 
 
 5 
 5 
 4 
 
 4 
 
 5 
 5 
 4 
 
 95429547 
 
 9552 
 
 9557 
 
 9562 
 
 9566 
 
 9571 9576 19581 
 
 9586 
 
 9633 
 9680 
 9727 
 
 9590 9595 9600 9605 9609 
 9638 9643 9647 9652 9657 
 9685 9689 9694 9699 9703 
 
 9614 
 9661 
 ;9708 
 
 9619 9624 9628 
 9666 9671 9675 
 9713 9717 9722 
 
 94 
 95 
 96 
 
 97 
 98 
 99 
 
 9731 9736 9741 9745 9750 
 9777 9782 9786 9791 9795 
 9823 9827 9832 9836 9841 
 
 9868J 9872: 9877 9881 9886 
 9912 9917 9921 9926 9930 
 99569961996599699974 
 
 9754 
 9800 
 9845 
 
 9890 
 9934 
 9978 
 
 5 
 
 9759 9763 9768 
 9805 9809 9814 
 98509854 : 9859 
 
 9894 9899 9903 
 9939 9943; 9948 
 9983 9987 9991 
 
 9773 
 
 9818 
 9863 
 
 9908 
 9952 
 9996 
 
 4 
 5 
 5 
 
 4 
 4 
 4 
 
 No. 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 6 
 
 | 7 
 
 8 
 
 9 
 
 Diff. 
 
 
248 JONES & LAUGHLIN STEEL CO. 
 
 NATURAL SINES, TANGENTS AND SECANTS 
 
 Advancing by 10 Minutes 
 
 O DEGREES 
 
 MINUTES! 
 
 M 
 2 
 
 c/5 
 
 TANGENT 
 
 SECANT 
 
 01 DEGREES 
 
 </J 
 
 P 
 
 2 
 
 ~. 
 
 00 
 10 
 
 20 
 
 H 
 2 
 
 C/3 
 
 TANGENT 
 
 H 
 2 
 
 3 
 
 C/3 
 
 00 
 10 
 20 
 
 .0000 
 .0029 
 .0058 
 
 .001)0 
 
 .0029 
 .0058 
 
 1.0000 
 1.0000 
 
 1.0000 
 
 .0872 
 .0901 
 .0929 
 
 .0875 
 .0904 
 .0934 
 
 1.0038 
 1.0041 
 1.0043 
 
 
 30 
 40 
 50 
 
 .0087 
 .0116 
 .0145 
 
 .0087 
 .0116 
 .0145 
 
 1.0000 
 1.0001 
 1.0001 
 
 
 30 
 40 
 
 r,o 
 
 .0958 
 .0987 
 .1016 
 
 .0963 
 .0992 
 .1022 
 
 1.0046 
 1.0049 
 1.0052 
 
 1 
 
 00 
 10 
 20 
 
 .0175 
 .0204 
 .0233 
 
 .0175 
 .0204 
 .0233 
 
 1.0002 
 1.0002 
 1.0003 
 
 6 
 
 00 
 10 
 20 
 
 .1045 
 .1074 
 .1103 
 
 .1051 
 .1080 
 .1110 
 
 1.0055 
 1.0058 
 1.0061 
 
 
 30 
 
 40 
 50 
 
 .0262 
 .0291 
 .0320 
 
 .0262 
 .0291 
 .0320 
 
 1.0003 
 1.0004 
 1.0005 
 
 
 30 
 40 
 50 
 
 .1132 
 .1161 
 .1190 
 
 .1139 
 .1169 
 .1198 
 
 1.0065 
 1.0068 
 1.0072 
 
 2 
 
 00 
 10 
 20 
 
 .0349 
 .0378 
 .0407 
 
 .0349 
 .0378 
 .0407 
 
 1.0006 
 1.0007 
 1.0008 
 
 7 
 
 00 
 10 
 20 
 
 .1219 
 .1248 
 .1276 
 
 .1228 
 .1257 
 .1287 
 
 1.0075 
 1.0079 
 1.0082 
 
 
 30 
 40 
 50 
 
 .0436 
 .0465 
 .0494 
 
 .0437 
 .0466 
 .0495 
 
 1.0010 
 1.0011 
 1.0012 
 
 
 30 
 40 
 50 
 
 .1305 
 .1334 
 .1363 
 
 .1317 
 .1346 
 .1376 
 
 1.0086 
 1.0090 
 1.0094 
 
 3 
 
 00 
 10 
 20 
 
 .0523 
 .0552 
 .0581 
 
 .0524 
 .0553 
 .0582 
 
 1.0014 
 1.0015 
 1.0017 
 
 8 
 
 00 
 10 
 20 
 
 .1392 
 .1421 
 .1449 
 
 .1405 
 .1435 
 .1465 
 
 1.0098 
 1.0102 
 1.0107 
 
 
 30 
 40 
 50 
 
 .0610 
 .0640 
 .0669 
 
 .0612 
 .0641 
 .0670 
 
 1.0019 
 1.0021 
 1.0022 
 
 
 30 
 40 
 50 
 
 .1478 
 .1507 
 .1536 
 
 .1495 
 .1524 
 .1554 
 
 1.0111 
 1.0116 
 1.0120 
 
 4 
 
 00 
 10 
 20 
 
 .0698 
 .0727 
 .0756 
 
 .0699 
 .0729 
 .07-58 
 
 1.0024 
 1.0027 
 1.0029 
 
 9 
 
 00 
 10 
 20 
 
 .1564 
 .1593 
 .1622 
 
 .1584 
 .1614 
 .1644 
 
 1.0125 
 1.0129 
 1.0134 
 
 
 30 
 40 
 50 
 
 .0785 
 .0814 
 .0843 
 
 .0787 
 .0816 
 .0846 
 
 1.0031 
 1.0033 
 1.0036 
 
 
 30 
 40 
 50 
 
 .1650 
 .1679 
 .1708 
 
 .1673 
 .1703 
 .1733 
 
 1.0139 
 1.0144 
 1.0149 
 
 
JONES & LAUGHLIN STEEL CO. 249 
 
 NATURAL SINES, TANGENTS AND SECANTS 
 
 Advancing by 10 Minutes 
 
 in 
 
 
 a 
 
 3 
 
 H 
 
 H 
 Z 
 
 H 
 Z 
 
 | 
 
 H 
 
 H 
 
 h 
 
 Z 
 
 H 
 Z 
 
 I 
 
 3 
 Z 
 
 Z 
 
 QQ 
 
 1 
 
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 Q 
 
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 H 
 
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 10 
 
 00 
 
 .1736 
 
 .1763 
 
 1.0154 
 
 15 
 
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 .2588 
 
 .2679 
 
 1.0353 
 
 
 10 
 
 .1765 
 
 .1793 
 
 1.0160 
 
 
 10 
 
 .2616 
 
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 1.0361 
 
 
 20 
 
 .1794 
 
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 1.0165 
 
 
 20 
 
 .2644 
 
 .2742 
 
 1.0369 
 
 
 30 
 
 .1822 
 
 .1853 
 
 1.0170 
 
 
 30 
 
 .2672 
 
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 1.0377 
 
 
 40 
 
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 40 
 
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 50 
 
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 1.0181 
 
 
 50 
 
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 .2836 
 
 1.0394 
 
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 .1908 
 
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 1.0187 
 
 16 
 
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 .2756 
 
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 1.0403 
 
 
 10 
 
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 1.0193 
 
 10 
 
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 1.0412 
 
 
 20 
 
 .1965 
 
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 20 
 
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 30 
 
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 1.0205 
 
 
 30 
 
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 1.0429 
 
 
 40 
 
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 .2065 
 
 1.0211 
 
 
 40 
 
 .2868 
 
 .2994 
 
 1.0439 
 
 
 50 
 
 .2051 
 
 .2095 
 
 1.0217 
 
 
 50 
 
 .2896 
 
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 1.0448 
 
 12 
 
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 1.0223 
 
 17 
 
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 10 
 
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 1.0230 
 
 
 10 
 
 .2952 
 
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 1.0466 
 
 
 20 
 
 .2136 
 
 .2186 
 
 1.0236 
 
 
 20 
 
 .2979 
 
 .3121 
 
 1.0476 
 
 
 30 
 
 .2164 
 
 .2217 
 
 1.0243 
 
 
 30 
 
 .3007 
 
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 1.0485 
 
 
 40 
 
 .2193 
 
 .2247 
 
 1.0249 
 
 
 40 
 
 .3035 
 
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 1.0495 
 
 
 50 
 
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 .2278 
 
 1.0256 
 
 
 50 
 
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 1.0505 
 
 13 
 
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 1.0263 
 
 18 
 
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 10 
 
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 20 
 
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 20 
 
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 .3314 
 
 1.0535 
 
 
 30 
 
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 1.0284 
 
 
 30 
 
 .3173 
 
 .3346 
 
 1.0545 
 
 
 40 
 
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 .2432 
 
 1.0291 
 
 
 40 
 
 .3201 
 
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 1.0555 
 
 
 50 
 
 .2391 
 
 .2462 
 
 1.0299 
 
 
 50 
 
 .3228 
 
 .3411 
 
 1.0566 
 
 14 
 
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 .2493 
 
 1.0306 
 
 19 
 
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 20 
 
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 20 
 
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 50 
 
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 50 
 
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250 JONES & LAUGHLIN STEE 
 
 L CO. 
 
 
 NATURAL SINES 
 
 , TANGENTS AND SECANTS 
 
 Advancing by 10 Minutes 
 
 B 
 
 8 
 
 H 
 
 i 
 
 z : 1 
 
 8 
 
 M 
 
 ' H 
 
 5 
 
 H 
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 Q 
 
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 1.0653 
 
 10 
 
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 1 . 1049 
 
 
 20 
 
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 1.0665 
 
 20 
 
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 .4734 
 
 1.1064 
 
 
 30 
 
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 1.0676 
 
 30 
 
 .4305 
 
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 1.1079 
 
 
 40 
 
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 1.0688 
 
 40 
 
 .4331 
 
 .4806 
 
 1.1095 
 
 
 50 
 
 .3557 
 
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 1.0700 
 
 50 
 
 .4358 
 
 .4841 
 
 1.1110 
 
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 1.0711 26 
 
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 1.1126 
 
 
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 20 
 
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 1.0736 
 
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 30 
 
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 1.0748 
 
 30 
 
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 1.1174 
 
 
 40 
 
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 1.0760 
 
 40 .4488 
 
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 1.1190 
 
 
 50 
 
 .3719 .4006 
 
 1.0773 
 
 50 .4514 
 
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 1.0785 27 
 
 00 .4540 
 
 .5095 
 
 1.1223 
 
 
 10 .3773 .4074 
 
 1.0798 
 
 10 .4566 
 
 .5132 
 
 1.1240 
 
 
 20 
 
 .3800 .4108 
 
 1.0811 
 
 20 .4592 
 
 .5169 
 
 1.1257 
 
 
 30 
 
 .3827 
 
 .4142 
 
 1.0824 
 
 30 
 
 .4617 
 
 .5206 
 
 1.1274 
 
 
 40 .3854 
 
 .4176 
 
 1.0837 
 
 40 
 
 .4643 
 
 .5243 
 
 1.1291 
 
 
 50 .3881 .4210 
 
 1.0850 
 
 50 
 
 .4669 
 
 .5280 
 
 1.1308 
 
 23 00 .3907 .4245 
 
 1.0864 28 
 
 00 
 
 .4695 
 
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 1.1326 
 
 10 .3934 
 
 .4279 
 
 1.0877 
 
 10 
 
 .4720 
 
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 1 . 1343 
 
 
 20 
 
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 1.0891 
 
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 1.1361 
 
 
 30 
 
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 1.0904 
 
 30 
 
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 1.1379 
 
 
 40 
 
 .4014 .4383 
 
 1.0918 
 
 40 
 
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 .5467 
 
 1.1397 
 
 
 50 
 
 .4041 
 
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 1.0932 
 
 50 
 
 .4823 
 
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 1.1415 
 
 
 
 
 
 
 
 
 
 
 24 
 
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 1.0946 29 
 
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 1.1434 
 
 
 10 .4094 .4487 
 
 1.0961 
 
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 20 .4120 ,.4522 
 
 1.0975 
 
 20 
 
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 30 .4147 
 
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 30 
 
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 40 .4173 .4592 
 
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 1.1509 
 
 
 50 .4200 .4628 
 
 1.1019 
 
 50 
 
 .4975 
 
 .5735 
 
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 1 
 
 
 
JONES & LAUGHLIN STEEL CO. 251 
 
 NATURAL SINES, TANGENTS AND SECANTS 
 
 Advancing by 10 Minutes 
 
 e/3 
 
 H 
 
 i 
 
 Q 
 
 MINUTES 
 
 H 
 Z 
 
 TANGENT 
 
 SECANT 
 
 DEGREES 
 
 MINUTES 
 
 M 
 
 z 
 
 09 
 
 TANGENT 
 
 H 
 Z 
 
 C/3 
 
 30 
 
 00 
 10 
 20 
 
 .5000 
 .5025 
 .5050 
 
 .5774 
 .5812 
 .5851 
 
 1.1547 
 1.1566 
 1.1586 
 
 35 
 
 00 
 10 
 20 
 
 .5736 
 .5760 
 .5783 
 
 .7002 
 .7046 
 .7089 
 
 1.2208 
 1.2233 
 1.2258 
 
 
 30 
 40 
 50 
 
 .5075 
 .5100 
 .5125 
 
 .5890 
 .5930 
 .5969 
 
 1.1606 
 1.1626 
 1.1646 
 
 
 30 
 40 
 50 
 
 .5807 
 .5831 
 .5854 
 
 .7133 
 .7177 
 .7221 
 
 1.2283 
 1.2309 
 1.2335 
 
 31 
 
 00 
 10 
 20 
 
 .5150 
 .5175 
 .5200 
 
 .6009 
 .6048 
 .6088 
 
 1.1666 
 1.1687 
 1.1707 
 
 36 
 
 00 
 10 
 20 
 
 .5878 
 .5901 
 .5925 
 
 .7265 
 .7310 
 .7355 
 
 1.2361 
 1.2387 
 1.2413 
 
 
 30 
 
 40 
 50 
 
 .5225 
 .5250 
 .5275 
 
 .6128 
 .6168 
 .6208 
 
 1.1728 
 1 . 1749 
 1 . 1770 
 
 
 30 
 40 
 50 
 
 .5948 
 .5972 
 .5995 
 
 .7400 
 .7445 
 .7490 
 
 1.2440 
 1,2467 
 1.2494 
 
 32 
 
 00 
 10 
 20 
 
 .5299 
 .5324 
 .5348 
 
 .6249 
 .6289 
 .6330 
 
 1.1792 
 1.1813 
 1.1835 
 
 37 
 
 00 
 10 
 20 
 
 .6018 
 .6041 
 .6065 
 
 .7536 
 .7581 
 .7627 
 
 1.2521 
 1.2549 
 1.2577 
 
 
 30 
 40 
 50 
 
 .5373 
 .5398 
 .5422 
 
 .6371 
 .6412 
 .6453 
 
 1.1857 
 1.1879 
 1.1901 
 
 
 30 
 40 
 50 
 
 .6088 
 .6111 
 .6134 
 
 .7673 
 .7720 
 .7766 
 
 1.2605 
 1.2633 
 1.2661 
 
 33 
 
 00 
 10 
 20 
 
 .5446 
 .5471 
 .5495 
 
 .6494 
 .6536 
 .6577 
 
 1.1924 
 1.1946 
 1.1969 
 
 38 
 
 00 
 10 
 20 
 
 .6157 
 .6180 
 .6202 
 
 .7813 
 .7860 
 .7907 
 
 1.2690 
 1.2719 
 1.2748 
 
 
 30 
 40 
 50 
 
 .5519 
 .5544 
 .5568 
 
 .6619 
 .6661 
 .6703 
 
 .1992 
 .2015' 
 .2039 
 
 
 30 
 40 
 50 
 
 .6225 
 .6248 
 .6271 
 
 .7954 
 .8002 
 .8050 
 
 1.2778 
 1.2808 
 1.2837 
 
 34 
 
 00 
 10 
 20 
 
 .5592 
 .5616 
 .5640 
 
 .6745 
 .6787 
 .6830 
 
 .2062 
 .2086 
 .2110 
 
 39 
 
 00 
 10 
 20 
 
 .6293 
 .6316! 
 .6338 
 
 .8098 
 .8146 
 .8195 
 
 1.2868 
 1.2898 
 1.2929 
 
 
 30 
 40 
 50 
 
 .5664 
 .5688 
 .5712 
 
 .6873 
 .6916 
 .6959 
 
 .2134 
 .2158 
 .2183 
 
 
 30 
 40 
 50' 
 
 .6361 
 .63831 
 .6406 
 
 .8243 
 .8292 
 .8342 
 
 1.2960 
 1.2991 
 1.3022 
 
 
252 JONES & LAUGHLIN STEEL CO. 
 
 NATURAL SINES, TANGENTS AND SECANTS 
 
 Advancing by 10 Minutes 
 
 
 
 
 i 
 40 
 
 MINUTES 
 
 z 
 
 c/3 
 
 T \-.(,l \ ! 
 
 SECANT 
 
 DEGKEES 
 
 MINUTES 
 
 H 
 Z 
 
 TANGENT 
 
 h 
 1 
 
 00 
 10 
 20 
 
 .6428 
 .6450 
 .6472 
 
 .8391 
 .8441 
 .8491 
 
 1.3054 
 1.3086 
 1.3118 
 
 45 
 
 00 
 10 
 20 
 
 .7071 
 .7092 
 .7112 
 
 1.0000 
 1.0058 
 1.0117 
 
 .4142 
 .4183 
 .4225 
 
 
 30 
 40 
 50 
 
 .6494 
 .6517 
 .6539 
 
 .8541 
 .8591 
 .8642 
 
 1.3151 
 1.3184 
 1.3217 
 
 
 30 
 40 
 50 
 
 .7133 
 .7153 
 .7173 
 
 1.0176 
 1.0235 
 1.0295 
 
 .4267 
 .4310 
 .4352 
 
 41 
 
 00 
 10 
 20 
 
 .6561 
 .6583 
 .6604 
 
 .8693 
 .8744 
 .8796 
 
 1.3250 
 1.3284 
 1.3318 
 
 46 
 
 00 
 10 
 20 
 
 .7193 
 .7214 
 .7234 
 
 1.0355 
 1.0416 
 1.0477 
 
 .4396 
 .4439 
 .4483 
 
 
 30 
 40 
 50 
 
 .6626 
 .6648 
 .6670 
 
 .8847 
 ..ss'.Ml 
 .8952 
 
 1.3352 
 1.3386 
 1.3421 
 
 
 30 
 
 40 
 50 
 
 .7254 
 .7274 
 .7294 
 
 1.0538 
 1.0599 
 1.0661 
 
 .4527 
 .4572 
 .4617 
 
 42 
 
 00 
 10 
 20 
 
 .6691 
 .6713 
 .6734 
 
 ]9057 
 .9110 
 
 1.3456 
 1.3492 
 1.3527 
 
 47 
 
 00 
 10 
 20 
 
 .7314 
 .7333 
 .7353 
 
 1.0724 
 1.0786 
 1.0850 
 
 .4663 
 .4709 
 .4755 
 
 
 30 
 40 
 50 
 
 .6756 
 .6777 
 .6799 
 
 .9163 
 .9217 
 .9271 
 
 1.3563 
 1.3600 
 1.3636 
 
 
 30 
 40 
 50 
 
 .7373 
 .7392 
 .7412 
 
 1.0913 
 1.0977 
 1.1041 
 
 .4802 
 .4849 
 .4897 
 
 43 
 
 00 
 10 
 20 
 
 .6820 
 .6841 
 .6862 
 
 .9325 
 .9380 
 .9435 
 
 1.3673 
 1.3711 
 1.3748 
 
 48 
 
 00 
 10 
 20 
 
 .7431 
 .7451 
 .7470 
 
 1.1106 .4945 
 1.1171 .4993 
 1.1237 1.5042 
 
 
 30 
 40 
 50 
 
 .6884 
 .6905 
 .6926 
 
 .9490 
 .9545 
 .9601 
 
 1.3786 
 1.3824 
 1.3863 
 
 
 30 
 40 
 50 
 
 .7490 
 .7509 
 
 .7528 
 
 1.1303 1.5092 
 1.1369 1.5141 
 1.1436 1.5192 
 
 44 
 
 00 
 10 
 20 
 
 .6947 
 .6967 
 .6988 
 
 .9657 
 .9713 
 .9770 
 
 1.3902 
 1.3941 
 1.3980 
 
 49 
 
 00 .7547 
 10 | .7566 
 20 .7585 
 
 1.1504 1.5243 
 1.1571 1.5294 
 1.1640 1.5345 
 
 
 30 
 40 
 50 
 
 .7009 
 .7030 
 .7050 
 
 .9827 
 .9884 
 .9942 
 
 1.4020 
 1.4061 
 1.4101 
 
 
 30 .7604 
 40 .7623 
 50 .7642 
 
 1.1708 1.5398 
 1.1778 1.5450 
 1.1847 1.5504 
 
 
J ON E 
 
 S & L 
 
 AUGHLIN STEEL CO 
 
 253 
 
 NATURAL SINES, TANGENTS AND SECANTS 
 
 Advancing by 10 Minutes 
 
 s 
 
 1/3 
 
 M 
 
 z 
 
 H 
 Z 
 
 i 
 
 I 
 
 
 H 
 Z 
 
 h 
 
 z 
 
 2^ 
 
 D 
 
 z 
 
 S 
 
 
 2 
 
 D 
 
 z 
 
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 B 
 
 Z 
 
 C/5 
 
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 I 
 
 g 
 
 
 C/3 
 
 | 
 
 
 
 
 S 
 
 
 H 
 
 C/2 
 
 ft 
 
 S 
 
 H 
 
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 50 
 
 00 
 
 .7660 
 
 1.1918 
 
 1.5557 55 
 
 00 .8192 
 
 .4281 
 
 1.7434 
 
 
 10 
 
 .7679 
 
 1.19881.561111 
 
 10 
 
 .8208 
 
 .4370 
 
 1.7507 
 
 
 20 
 
 .7698 
 
 1.2059 
 
 1.5666 
 
 
 20 
 
 .8225 
 
 .4460 
 
 1.7581 
 
 
 30 
 
 .7716 
 
 1.2131 
 
 1.5721 
 
 
 30 
 
 .8241 
 
 .4550 
 
 1.7655 
 
 
 40 
 
 .7735 
 
 1.2203 
 
 1.5777 
 
 
 40 
 
 .8258 
 
 .4641 
 
 1.7730 
 
 
 50 
 
 .7753 
 
 1.2276 
 
 1.5833 
 
 
 50 
 
 .8274 
 
 .4733 
 
 1.7806 
 
 51 00 .7771 
 
 1.2349 
 
 1.5890 
 
 56 00 .8290 1.4826 
 
 1.7883 
 
 
 10 .7790 
 
 1.2423 
 
 1.5948 
 
 10 .8307*1.4919 
 
 1.7960 
 
 
 20 
 
 .7808 
 
 1.24971.6005 
 
 
 20 .8323 ! 1.6013" 1,8039 
 
 
 
 
 
 
 
 
 
 
 30 
 
 .7826 
 
 1.2572 
 
 1.6064 
 
 
 30 .83391.51081.8118 
 
 
 40 .7844 
 
 1.2647 
 
 1-.6123 
 
 40 .8355! 1.5204 
 
 1.8198 
 
 
 50 .7862 
 
 1.2723 
 
 1.6183 
 
 50 
 
 .8371 1.5301 
 
 1.8279 
 
 
 
 
 
 
 
 52 00 .7880 
 
 .27991.6243 57 
 
 00 .83871.5399 
 
 1.8361 
 
 
 10 .7898 
 
 .28761.6303 
 
 10 
 
 .8403 1.5497 
 
 1.8443 
 
 20 
 
 .7916 
 
 .2954 
 
 1.6365 
 
 
 20 .8418 1.5597 
 
 1.8527 
 
 
 
 
 
 
 
 
 
 i30 
 
 .7934 
 
 .3032 
 
 1.6427 
 
 
 30 
 
 .8434 
 
 1.5697 1.8612 
 
 40 
 
 .7951 
 
 .3111 
 
 1.6489 
 
 
 40 
 
 .8450 1.5798 
 
 1.8699 
 
 
 50 
 
 .7969 
 
 1.31901.6553 
 
 
 50 
 
 .8465 1.5900 
 
 1.8783 
 
 53 
 
 00 
 
 .7986 
 
 1.32701.6616 58 
 
 00 .8480 1.6003 
 
 1.8871 
 
 
 10 
 
 .8004 
 
 1.3352 
 
 1.6681 
 
 
 10 
 
 .8496 
 
 1.6107 
 
 1.8959 
 
 
 20 
 
 .8021 
 
 1.3432 
 
 1.6746 
 
 
 20 
 
 .8511 
 
 1.6213 
 
 1.9048 
 
 
 30 .8039 
 
 .3514 
 
 1.6812 
 
 
 30 
 
 .8526 
 
 1.6319 
 
 1.9139 
 
 40 \ .8056 
 
 .3597 
 
 1.6878 
 
 
 40 .8542 
 
 1.6426 
 
 1.9230 
 
 
 50 
 
 .8073 
 
 .3680 
 
 1.6945 
 
 
 50 
 
 .8557 
 
 1.6534 
 
 1.9323 
 
 54 00 
 
 .8090 
 
 .3764 
 
 1.7013 
 
 59 
 
 00 
 
 .8572 
 
 1.6643 
 
 1.9416 
 
 10 .8107 
 
 .3848 
 
 1.7081i 
 
 10 
 
 .8587 
 
 1.6753 
 
 1.9511 
 
 
 20 
 
 .8124 
 
 .3934 
 
 1.7151 
 
 
 20 
 
 .8601 
 
 1.6864 
 
 1.9606 
 
 
 30 
 
 .8141 
 
 .4019 
 
 1.7221 
 
 
 30 
 
 .8616J 1.6977 
 
 1.9703 
 
 
 40 .8158 
 
 .4106 
 
 1.7291 
 
 40 .8631 1.7090 
 
 1.9801 
 
 
 50 .8175 
 
 1.4193 
 
 1.7362 
 
 50 .8646 
 
 1.7205 
 
 1.9900 
 
 
254 JONES & LAUGHLIN STEEL CO. 
 
 NATURAL SINES, TANGENTS AND SECANTS 
 
 Advancing by 10 Minutes 
 
 1 
 
 INUTKS 
 
 E 
 
 M 
 
 H 
 I 
 
 < 
 
 1 
 
 INUTES 
 
 H 
 1 
 
 H 
 Z 
 
 3 
 
 z 
 
 H 
 Z 
 
 < 
 
 fl 
 
 S3 
 
 
 H 
 
 C/3 
 
 (5 
 
 ss 
 
 
 H 
 
 C/D 
 
 60 
 
 00 
 
 .8660 
 
 1.7321 
 
 2.0000 
 
 65 00 
 
 .9063 
 
 2.1445 2.3662 
 
 
 10 
 
 .8675 
 
 1.74372.0101 
 
 10 
 
 .9075 2.1609 2.3811 
 
 
 20 
 
 .8689 
 
 1.75562.0204 
 
 20 
 
 .9088 2.1775,2.3961 
 
 
 30 
 
 .8704 
 
 .7675 
 
 2.0308 
 
 30 
 
 .9100 2.1943 
 
 2.4114 
 
 
 40 
 
 .8718 
 
 .77962.0413 
 
 
 40 
 
 .9112 2.2113 
 
 2.4269 
 
 
 50 
 
 .8732 
 
 .79172.0519 
 
 
 50 
 
 .9124 
 
 2.2286 
 
 2.4426 
 
 61 
 
 00 
 
 .8746 .80402.0627 
 
 66 00 
 
 .9135 2.2460 
 
 2.4586 
 
 
 10 
 
 .8760 .81652.0736 
 
 10 
 
 .9147 2.2637 
 
 2.4748 
 
 
 20 
 
 .8774 
 
 .8291 
 
 2.0846 
 
 
 20 
 
 .9159 
 
 2.2817 
 
 2.4912 
 
 
 30 
 
 .8788 
 
 .84182.0957 
 
 
 30 
 
 .9171 2.2998 
 
 2.5078 
 
 
 40 
 
 .8802 
 
 .85462.1070 
 
 
 40 
 
 .9182 2.3183 
 
 2.5247 
 
 
 50 
 
 .8816 
 
 .8676 
 
 2.1185 
 
 
 50 
 
 .9194 
 
 2.3369 
 
 2.5419 
 
 62 
 
 00 
 
 .8829 
 
 1.8807 
 
 2.1301 
 
 67 
 
 00 
 
 .9205 
 
 2.3559 
 
 2.5593 
 
 
 10 
 
 .8843 
 
 1.89402.1418 
 
 
 10 
 
 .9216 2.3750 
 
 2.5770 
 
 
 20 
 
 .8857 
 
 1.90742.1537 
 
 
 20 
 
 .9228 2.3945 2.5949 
 
 
 30 
 
 .8870 
 
 1.92102.1657 
 
 
 30 
 
 .9239 2.4141 2.6131 
 
 
 40 
 
 .8884 1.93472.1786 
 
 
 40 
 
 .9250 2.4342 2.6316 
 
 
 50 
 
 .8897 
 
 1.94862.1902 
 
 
 50 
 
 .9261 
 
 2.4545 2.6504 
 
 63 
 
 00 
 
 .8910 
 
 1.96262.2027 
 
 68 00 
 
 .9272 
 
 2.4751 
 
 2.6695 
 
 
 10 
 
 .8923 1.97682.2153 
 
 10 
 
 .9283 2.4960 2.6888 
 
 
 20 
 
 .8936 1.99122.2282 
 
 
 20 
 
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 NATURAL SINES, TANGENTS AND SECANTS 
 
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256 J O N E S & 
 
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 NATURAL SINES, TANGENTS AND SECANTS 
 
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JONES & LAUGHLIN STEEL CO. 257 
 
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 6 539 203 
 
 13.6748 
 
 5.7185 
 
 138 
 
 19044 
 
 2 628 072 
 
 11.74735.1676 
 
 188 
 
 35344 
 
 6644672 
 
 13.71135.7287 
 
 139 
 
 19321 
 
 2685619 
 
 11.7898 
 
 5 1801 
 
 189 
 
 35721 
 
 6 751 269 
 
 13.7477 
 
 5. 7388 
 
 140 
 
 19600 
 
 2744000 
 
 11.83225.1925 
 
 190 
 
 36100 
 
 6 S59 000 13.7840 5. 7489 
 
 141 
 
 1 98 81 
 
 2 803 221 
 
 11.87435.2048 
 
 191 
 
 36481 
 
 6 967 871 
 
 13.82035.7590 
 
 142 
 
 201 64 
 
 2 863 28S 
 
 11.9164 
 
 5.2171 
 
 192 
 
 36864 
 
 7 077 S8S 
 
 13.8564 
 
 5. 7690 
 
 143 20449 
 
 2 924 207 
 
 11.95835.2293 
 
 193 
 
 37249 
 
 7 189 057 
 
 13.81)24 
 
 5.7790 
 
 144 2 07 36 
 
 2 985 984 
 
 12.0000 
 
 5.2415 
 
 194 
 
 37636 
 
 7 301 384 
 
 13.9284 
 
 5.7890 
 
 145 21025 
 
 3048625 
 
 12.04165.2536 
 
 195 
 
 38025 
 
 7 414 875 
 
 13.9642 5. 7989 
 
 146 2 13 16 
 
 3 112 136 
 
 12.08305 2656 196 
 
 38416 
 
 7 529 536 
 
 14.00005.8088 
 
 147 21609 
 
 3 176 523 
 
 12.12445.2776 
 
 197 
 
 38809 
 
 7 645 373 14.0357 5. 8186 
 
 148 
 
 21904 
 
 3 241 792 
 
 12. 1655 
 
 5.2896 
 
 198 
 
 39204 
 
 7 762 392 
 
 14.0712 
 
 5.8285 
 
 149 
 
 22201 
 
 3 307 949 
 
 12.2066 
 
 5.3015 
 
 199 
 
 39601 
 
 7 880 599 
 
 14.1067 
 
 5.8383 
 
 150 
 
 22500 
 
 3375000 
 
 12.24745.3133 
 
 200 
 
 40000 
 
 8000000 
 
 14. 1421; 5. 8480 
 
 
J 
 
 ONES & LAUGHLIN STEEL CO. 
 
 259 
 
 SQUARES, CUBES, 
 
 SQUARE ROOTS AND CUBE 
 
 ROOTS 
 
 04 w 
 
 1 < 
 
 i is 
 
 S8 
 
 ' w a 
 
 H S 
 
 H 
 
 1 I 
 
 a I* 
 
 5* 
 
 s. I 5 ** 
 
 
 201 40401 
 
 8 120 601 14. 1774 
 
 5.8578 
 
 ! 251 ! 6 30 01 15 813 251 15.8430 
 
 6.3080 
 
 20240804 
 
 824240814.21275.8675 
 
 252,6 35 04 16 003 008 15.8745 
 
 6.3164 
 
 20341209 
 
 836542714.2478 
 
 5.8771 
 
 253 ! 6 40 09 16 194 277(15.9060 
 
 6.3247 
 
 20441616 
 
 848966414.28295.8868 
 
 254 6 45 16 16 387 064 15.9374 
 
 6.3330 
 
 205 4 20 25 
 
 8 615 125 14.3178; 5. 8964 
 
 255 6 50 25 16 581 375 15.9687 
 
 6.3413 
 
 206 4 24 36 
 
 874181614.35275.9059 
 
 256 ! 6 55 36 16 777 216 16. 0000 
 
 6.3496 
 
 207 4 28 49 
 
 8 869 743 14. 3875 5. 9155 
 
 257 6 60 49 16 974 593 16.0312 
 
 6.3579 
 
 208 4 32 64 
 
 8998912 14.4222 
 
 5.9250 
 
 258665641717351216.0624 
 
 6. 3661 
 
 209 4 36 81 
 
 9129329 14.45685.9345 
 
 259 6 70 81 17 373 979 16. 0935 
 
 6.3743 
 
 21044100 
 
 926100014.49145.9439 
 
 260676001757600016.1245 
 
 6.3825 
 
 21144521 
 
 9393931 14.52585.9533 
 
 26168121 17 779 581 16. 1555 
 
 6.3907 
 
 21244944 
 
 9528128 14.56025.9627 
 
 262686441798472816.1864 
 
 6.3988 
 
 213 4 53 69 
 
 9663597 14.5945 
 
 5.9721 
 
 263 6 91 69 18 191 447jl6.2173 
 
 6.4070 
 
 214 4 57 96 
 
 9800344 14.62875.9814 
 
 264696961839974416.2481 
 
 6.4151 
 
 215 4 62 25 
 
 993837514.66295.9907 
 
 265 7 02 25 18 609 625 i 16 2788 
 
 6.4232 
 
 216 4 66 56 
 
 10 077 696 14. 6969 
 
 6.0000 
 
 266 7 07 56 18 821 096 16. 3095 
 
 6.4312 
 
 217 4 70 89 
 
 1021831314.7309 
 
 G.00!)2 
 
 267712891903416316.3401 
 
 6.4393 
 
 218 4 75 24 
 
 10360232 14.76486.0185 
 
 268 7 18 24 19 248 832 16. 3707 
 
 6.4473 
 
 219 4 79 61 
 
 1050345914.7986 
 
 6.0277 
 
 26972361 1946510916.4012 
 
 6.4553 
 
 220 4 84 00 
 
 1064800014.83246.0368 
 
 270729001968300016.4317 
 
 6.4633 
 
 221 4 88 41 
 
 10793861 14.8661 
 
 6.0459 
 
 271 7 34 41 19 902 511 16.4621 
 
 6.4713 
 
 222 4 92 84 
 
 1094104814.8997 
 
 r,. ().-,.-,() 
 
 272739842012364816.4924 
 
 6. 4792 
 
 223 4 97 29 
 
 11089567 14.93326.0641 
 
 273 7 45 29 20 340 417 16.5227 
 
 6 4872 
 
 224 5 01 76 
 
 1123942414.9666 
 
 6.0732 
 
 274750762057082416.5529 
 
 6.4951 
 
 225 5 06 25 
 
 1139062515.00006.0822 
 
 275756252079687516.5831 
 
 6.5030 
 
 226 5 10 76 
 
 11543176 15.03336.0912 
 
 276761762102457616.6132 
 
 6.5108 
 
 22751529 
 
 1169708315.0655 
 
 6.1002 
 
 277 7 67 29 21 253 933 16. 6433 
 
 6. 5187 
 
 22851984 
 
 11852352 15.09976.1091 
 
 278772842148495216.6733 
 
 6.5265 
 
 229 5 24 41 
 
 12008989 15.13276.1180 
 
 279 7 78 41 21 717 639 16. 7033 
 
 6.5343 
 
 23052900 
 
 1216700015.16586.1269 
 
 280784002195200016.7332 
 
 6.5421 
 
 23153361 
 
 12326391 15.19876.1358 
 
 2817896122188041 16.7631 
 
 6.5499 
 
 232 5 38 24 
 
 12487168 15.23156.1446 
 
 282 7 95 24 22 425 768 16. 7929 
 
 6.5577 
 
 233 5 42 89 
 
 1264933715.2843 
 
 6. 1534 
 
 283800892266518716.8226 
 
 6.5654 
 
 234 5 47 56 
 
 1281290415.2971 6.1622 
 
 284 8 06 56 22 906 304 16.8523 
 
 6.5731 
 
 23555225 
 
 1297787515.32976.1710 
 
 285 8 12 25 23 149 125 16.8819 
 
 6.5808 
 
 236 5 56 96 
 
 1314425615.36236.1797 
 
 286817962339365616.9115 
 
 6.5885 
 
 23756169 
 
 13312053 15.3948 
 
 6. 1885 
 
 287823692363990316.9411 
 
 6.5962 
 
 238 5 66 44 
 
 1348127215.42726.1972 
 
 288 8 29 44 23 887 872 16. 9706 
 
 6.6039 
 
 239 5 71 21 
 
 13651919 15.4596 
 
 6.2058 
 
 289835212413756917.0000 
 
 6.6115 
 
 24057600 
 
 13824000 15.49196.2145 
 
 290 8 41 00 24 389 000 17.0294; 
 
 6.6191 
 
 241 i 5 80 81 
 
 13997521 15.52426.2231 
 
 291 8 46 81 24 642 171 17. 0587 i 
 
 6. (5267 
 
 24258564 
 
 14172488 15.5563 
 
 6.2317 
 
 292852642489708817.0880 
 
 6. 6343 
 
 243 5 90 49 
 
 1434890715.58856.2403 
 
 293 8 58 49 25 153 757 17. 1172: 
 
 6.6419 
 
 244 5 95 36 
 
 1452678415.6205 
 
 6.2488 
 
 294864362541218417.1464 
 
 6.6494 
 
 24560025: 
 
 1470612515.65256.2573 
 
 295 8 70 25 25 672 375 17. 1756 
 
 6.6569 
 
 24660516; 
 
 1488693615.6844 
 
 6.2658 
 
 296 8 76 16 25 934 336 17.2047 
 
 6.6644 
 
 24761009 
 
 15069223 15.7162 
 
 0.2743 
 
 297882092619807317.2337 
 
 6.6719 
 
 248 6 15 04 
 
 1525299215.74806.2828 
 
 298 8 88 04 26 463 592 17.2627 
 
 6.6794 
 
 249 6 20 01 
 
 15 438 249 15. 7797 
 
 5.2912 
 
 299894012673089917.2916 
 
 6.6869 
 
 250 6 25 OOi 
 
 1562500015.81146.2996 
 
 300 9 00 00 27 000 000 17. 3205 
 
 6.6943 
 
 
260 JONES & LAUGH 
 
 LIN STEEL CO. 
 
 SQUARES, CUBES, SQUARE ROOTS AND CUBE 
 
 ROOTS 
 
 11 i |s n 
 
 i I B SH H 
 
 to * a < c 5 o 
 
 J! < B ~ C 
 
 I I I* ** 
 
 '> 1 " & * 
 
 301 9 06 01 27 270 901 17.3494 6.7018 
 
 351 12 32 01 43 243 551 18. 7350 7. 0540 
 
 302 9 12 04 27 543 608 17. 3781 6. 7092 
 
 352 12 39 04 43 614 208 18.7617 7.0607 
 
 303 9 18 09 27 818 127 17.4069 6.7166 
 
 353 12 46 09 43 986 977 18.7883 7.0674 
 
 304 9 24 16 28 094 464 17. 4356 6. 7240 
 
 354 12 53 16 44 361 864 18.8149 7.0740 
 
 305 9 30 25 28 372 625 17. 4642 6. 7313 
 
 355 12 60 25 44 738 875 18.8414 7.0807 
 
 306 9 36 36 28 652 616 17. 4929 6. 7387 
 
 356 12 67 36 45 118 016 18.8680 7.0873 
 
 307 9 42 49 28 934 443 17. 5214 6. 7460 
 
 357 12 74 49 45 499 293 18.8944 7.0940 
 
 308 948642921811217.54996.7533 
 
 358 12 81 64 45 882 712 18.9209 7. 1006 
 
 309 9 54 81 29 503 629 17.5784 6.7606 
 
 359 12 88 81 46 268 279 18.9473 7. 1072 
 
 310 9 61 00 29 791 000 17. 6068 6. 7679 
 
 360 12 96 00 46 656 000 18.9737 7. 1138 
 
 311 9 67 21 30 080 231 17.6352 6.7752 
 
 361 13 03 21 47 045 881 19.0000 7. 1204 
 
 312 973443037132817.66356.7824 
 
 362 13 10 44 47 437 928 19.0263 7. 1269 
 
 313 9 79 69 30 664 297 17. 6918 6. 7897 
 
 363 13 17 69 47 832 147 19.0526 7. 1335 
 
 314 985963095914417.72006.7969 
 
 364 13 24 90 48 228 544 19.0788 7. 1400 
 
 315 9 92 25 31 255 875 17. 7482 6. 8041 
 
 365 13 32 25 48 627 125 19. 1050 7. 1400 
 
 316 998563155449617.77646.8113 
 
 366 13 39 56 49 027 896 19. 1311 7. 1531 
 
 317 10 04 89 31 855 013 17.8045 6.8185 
 
 367 13 46 89 49 430 863 19. 1572 7. l.Vio 
 
 318 10 11 24 32 157 432 17.8326 6.8256 
 
 368 13 54 24 49 830 032 19. 1833 7. 1001 
 
 319 10 17 61 32 461 759 17.8606 6.8328 
 
 369 13 61 61 50 243 409 19.2094 7. 1720 
 
 320 10 24 00 32 768 000 17.8885 6.8399 
 
 370 13 69 00 50 653 000 19.2354 7. 17'.1 
 
 321 10 30 41 33 076 161 17.9165 6.8470 
 
 371 13 76 41 51 064 811 19.2614 7. 1855 
 
 322 10 36 84 33 386 248 17.9444 6.8541 
 
 372 13 83 84 51 478 848 19.2873 7. 1920 
 
 323 10 43 29 33 698 267 17.9722 6.8612 
 
 373 13 91 29 51 895 117 19.3132 7. 1984 
 
 324 10 49 76 34 012 224 18.0000 6.8683 
 
 374 13 98 76 52 313 624 19.3391 7.2048 
 
 325 10 56 25 34 328 125 18.0278 6.8753 
 
 375 14 06 25 52 734 375 19.3649 7.2112 
 
 326 10 62 76 34 645 976 18.0555 6.8824 
 
 376 14 13 76 53 157 376 19.3907 7.2177 
 
 327 10 69 29 34 965783 18.0831 6.8894 
 
 377 14 21 29 53 582 633 19.4165 7.2240 
 
 328 10 75 84 35 287 552 18. 1108 6.8964 
 
 378 14 28 84 54 010 152 19.4422 7.2304 
 
 329 10 82 41 35 611 289 18. 1384 6.9034 
 
 379 14 36 41 54 439 939 19.4079 7.2368 
 
 330 10 89 00 35 937 000 18. 1659 6.9104 
 
 380 14 44 00 54 872 000 19.4936 7.2432 
 
 331 10 95 61 36 264 691 18. 1934 6.9174 
 
 381 14 51 61 55 306 341 19.5192 7.2495 
 
 332 11 02 24 36 594 368 18.2209 6.9244 
 
 382 14 59 24 55 742 968 19.5448 7.2558 
 
 333 11 08 89 36 926 037 18.2483 6.9313 
 
 383 14 66 89 56 181 887 19.5704 7.2022 
 
 334 11 15 56 37 259 704 18.2757 6.9382 
 
 384 14 74 56 56 623 104 19.5959 7.2685 
 
 335 11 22 25 37 595 375 18.3030 6.9451 
 
 385 14 82 25 57 066 625 19.6214 7.2748 
 
 336 11 28 96 37 933 056 18.3303 6.9521 
 
 386 14 89 96 57 512 456 19.6469 7.2811 
 
 337 11 35 69 38 272 753 18.3576 6.9589 
 
 387 14 97 69 57 960 603 19. 6723 7.2874 
 
 338 11 42 44 38 614 472 18.3848 6.9658 
 
 388 15 05 44 58 411 072 19.6977 7.2930 
 
 339 11 49 21 38 958 219 18.4120 6.9727 
 
 389 15 13 21 58 863 869 19.7231 7.2999 
 
 340 11 56 00 39 304 000 18.4391 6.9795 
 
 390 15 21 00 59 319 000 19.7484 7.3061 
 
 341 11 62 81 39 651 821 18.4662 6. 9864 
 
 391 15 28 81 59 776 471 19.7737 7.3124 
 
 342 11 69 64 40 001 688 18,4932 6.9932 
 
 392 15 36 64 00 236 288 19.7990 7.3186 
 
 343 11 76 49 40 353 607 18.5203 7.0000 
 
 393 15 44 49 6C 698 457 19.8242 7.3248 
 
 344 11 83 36 40 707 584 18.5472 7.0068 
 
 394 15 52 36 61 162 984 19.8494 7.3310 
 
 345 11 90 25 41 063 625 18.5742 7.0136 
 
 395 15 60 25 61 629 875 19.8746 7.3372 
 
 346 11 97 16 41 421 736 18.6011 7.0203 
 
 396 15 68 16 62 099 136 19.8997 7.3434 
 
 347 12 04 09 41 781 923 18.6279 7.0271 
 
 397 15 76 09 62 570 773 19.9249 7.3496 
 
 348 12 11 04 42 144 192 18.6548 7.0338 
 
 398 15 84 04 63 044 792 19. 9499 7. 3558 
 
 349 12 18 01 42 508 549 18.6815 7.0406 
 
 399 15 92 01 63 521 199 19.9750 7.3619 
 
 350 12 25 00 42 875 000 18.7083 7.0473 
 
 400 16 00 00 64 000 000 20.0000 7.3681 
 
 
JONES 
 
 LAUGHLIN STEEL CO. 
 
 261 
 
 SQUARES, CUBES, SQUARE ROOTS AND CUBE 
 ROOTS 
 
 NUMBERS 
 
 SQUARES 
 
 1 
 
 3 
 
 J 
 
 Of* 
 
 [NUMBERS | 
 
 SQUARES 
 
 g 
 
 a 
 
 K 
 
 < o 
 
 1* 
 
 ss 
 
 & o 
 Of* 
 
 401 16 08 01 64 481 201 20.0250 7.3742 
 
 402 16 16 04 64 964 808 20.0499 7.3803 
 
 403 16 24 09 65 450 827 20.0749 7.3864 
 
 404 16 32 16 65 939 264 20.0998 7.3925 
 
 405 16 40 25 66 430 125 20.1246 7.3986 
 
 406 16 48 36 66 923 416 20.1494 7.4047 
 
 407 16 56 49 67 419 143 20 1742 7.4108 
 
 408 16 64 64 67 917 312 20.19SO 7.4169 
 
 409 16 72 81 68 417 929 20.2237 7.4229 
 
 410 16 81 00 68 921 000 20.2485 7.4290 
 
 411 16 89 21 69 426 531 20.2731 7.4350 
 
 412 16 97 44 69 934 528 20.2978 7.4410 
 
 413 17 05 69 70 444 997 20.3224 7.4470 
 
 414 17 13 96 70 957 944 20.3470 7.4530 
 
 415 17 22 25 71 473 375 20.3715 7.4590 
 
 416 17 30 56 71 991 296 20.3961 7.4650 
 
 417 17 38 89 72 511 713 20.4206 7.4710 
 
 418 17 47 24 73 034 632 20.4450 7.4770 
 
 419 17 55 61 73 560 059 20.4695 7.4829 
 
 420 17 64 00 74 088 000 20.4939 7.4889 
 
 421 17 72 41 74 618 4fil 20.5183 7.4948 
 
 422 17 80 84 75 151 448 20.5426 7.5007 
 
 423 17 89 29 75 686 967 20.5670 7.5067 
 
 424 17 97 76 76 225 024 20.5913 7.5126 
 
 425 18 06 25 76 765 625 20.6155 7.5185 
 
 426 18 14 76 77 308 776 20.6398 7.5244 
 
 427 18 23 29 77 854 483 20.6640 7.5302 
 
 428 18 31 84 78 402 752 20.6882 7.5361 
 
 429 18 40 41 78 953 589 20.7123 7.5420 
 
 430 18 49 00 79 507 000 20.7364 7.5478 
 
 431 18 57 61 80 062 991 20.7605 7.5537 
 
 432 IS 66 24 SO 621 568 20.7846 7.5595 
 
 433 18 74 89 81 182 737 20.8087 7.5654 
 
 434 18 83 56 81 746 504 20.8327 7.5712 
 
 435 18 92 25 82 312 875 20.8567 7.5770 
 
 436 19 00 96 82 881 856 20.8806 7.5828 
 
 437 19 09 69 83 453 453 20.9045 7.5886 
 
 438 19 18 44 84 027 672 20.9284 7.5944 
 
 439 19 27 21 84 604 519 20.9523 7.6001 
 
 440 19 36 00 85 184 000 20.9762 7.6059 
 
 441 19 44 81 85 766 121 21.0000 7.6117 
 
 442 19 53 64 86 350 888 21.0238 7.6174 
 
 443 19 62 49 86 938 307 21.0476 7.6232 
 
 444 19 71 36 87 528 384 21 .0713 7.6289 
 
 445 19 80 25 88 121 125 21.0950 7.6346 
 
 446 19 89 16 88 716 536 21.1187 7.6403 
 
 447 19 98 09 89 314 623 21.1424 7.6460 
 
 448 20 07 04 89 915 392 21.1660 7 6517 
 
 449 20 16 01 90 518 849 21.1896 7.6574 
 
 450 20 25 00 91 125 000 21.2132 7.6631 
 
 451 20 34 Oil 91 733 851 21.2368 7.6688 
 
 452 20 43 04 92 345 408 21.2603 7. 6744 
 
 453 20 52 09 92 959 677 21.2838 7. 6801 
 
 454 20 Gl 16 93 576 664 21 .3073 7. 6857 
 
 455 20 70 25 94 196 375 21.3307 7.6914 
 
 456 20 79 36 94 818 816 21.3542 7.6970 
 
 457 20 88 49 95 443 993 21.3776 7. 7026 
 
 458 20 97 64 96 071 912 21.4009 7. 7082 
 
 459 21 06 81 96 702 579 21.4243 7 7138 
 
 460 21 16 00 97 336 000 21.4476 7.7194 
 
 461 21 25 21 97 972 181 21.4709 7.7250 
 
 462 21 34 44 98 611 128 21.4942 7. 7306 
 
 463 21 43 69 99 252 847 21.5174 7. 7362 
 
 464 21 52 96 99 897 344 21.5407 7.7418 
 
 465 21 62 25 100 544 625 21.5639 7.7473 
 
 466 21 71 56 101 194 696 21.5870 7.7529 
 
 467 21 80 89 101 847 563 21.6102 7.7584 
 
 468 21 90 24 102 503 232 21.6333 7. 7639 
 
 469 21 99 61 103 161 709 21.6564 7.7695 
 
 470 22 09 00 103 823 000 21.6795 7.7750 
 
 471 22 18 41 104 487 111,21.7025 7.7805 
 
 472 22 27 84 105 154 048 21 7256 7.78CO 
 
 473 22 37 29 105 823 817 21.7486 7.7915 
 
 474 22 46 76 106 496 424 21.7715 7.7970 
 
 475 22 56 25 107 171 875 21.7945 7.8025 
 
 476 22 65 76 107 850 176 21.8174 7.8079 
 
 477 22 75 29 108 531 333 21.8403 7.8134 
 
 478 22 84 84 109 215 352 21.8632 7.8188 
 
 479 22 94 41 109 902 239 21.8861 7.8243 
 
 480 23 04 00 110 592 000 21.SOS97.8297 
 
 481 23 13 61 111 284 641 21.9317 7.8352 
 
 482 23 23 24 111 980 168 21.9545 7.8406 
 
 483 23 32 89 112 678 587 21.9773 7.8460 
 
 484 23 42 56 113 379 904 22.0000 7.8514 
 
 485 23 52 25 114 084 125 22.0227 7.8568 
 
 486 23 61 96 114 791 256 22.0454 7.8622 
 
 487 23 71 69 115 501 303 22.0681 7.8676 
 
 488 23 81 44 116 214 272 22.0907 7.8730 
 
 489 23 91 21 116 930 169 22.1133 7.8784 
 
 490 24 01 00 117 649 000 22.1359 7.8837 
 
 491 24 10 81 118 370 771 22.1585 7.8891 
 
 492 24 20 64 119 095 488 22.1811 7.8944 
 
 493 24 30 49 119 823 157 22.2036 7.8998 
 
 494 24 40 36 120 553 784 22.2261 7.9051 
 
 495 24 50 25 121 287 375 22.2486 7.9105 
 4-96 24 60 16 122 023 936 22.2711 7.9158 
 
 497 24 70 09 122 763 473 22.2935 7.9211 
 
 498 24 80 04 123 505 992 22.3159 7.9264 
 
 499 24 90 01 124 251 499 22.3383 7.9317 
 
 500 25 00 00 125 000 000 22.3607 7.9370 
 
262 JONES 
 
 LAUGHLIN STEEL CO. 
 
 SQUARES, CUBES, SQUARE ROOTS AND CUBE 
 ROOTS 
 
 SQU 
 
 
 501 25 10 01 125 751 501 22.3830 7.9423 
 
 502 25 20 01 426 .506 008 22.4054 7.9476 
 
 503 25 30 09 127 263 527 22.4277 7.9528 
 
 504 25 40 16 12S 024 064 22.4499 7.9581 
 
 505 25 50 25 128 787 625 22.4722 7.9634 
 
 506 25 60 36 129 554 216 22.4944 7.9686 
 
 507 25 70 49 130 323 843 22.5167 7.9739 
 
 508 25 80 64 131 096 512 22.5389 7.9791 
 
 509 25 90 81 131 872 229 22.5610 7.9843 
 
 510 20 01 00 132 651 000 22.5832 7.9896 
 51l!26 11 21 133 432 831 22.6053 7.9948 
 
 512 26 21 44 134 217 728 22.6274 8 0000 
 
 513 26 31 69 135 005 697 22.6495 8.0052 
 
 514 26 41 96 135 796 744 22.6716 8.0104 
 
 515 26 52 25 136 590 875 22.6936 8 0156 
 
 516 26 62 56 137 388 096 22.7156 8.0208 
 
 517 26 72 89 138 188 413 22.7376 8 0260 
 
 518 20 83 24 138 991 832 22.7596 8.0311 
 519126 93 61 139 798 359 22.7816 8.0363 
 
 520 27 04 00 140 608 000 22.8035 8.0415 
 
 521 ! 27 14 41 141 420 761 22.8254 8.0466 
 
 522 27 24 84 142 236 648 22.8473 8.0517 
 
 523 27 35 29 143 055 667 22.8692 8.0569 
 
 524 27 45 76 143 877 824 22.81UO 8.0020 
 525127 56 25 144 703 125 22.9129 8.0671 
 
 526 27 66 76 145 531 576 22.9347 8 0723 
 
 527 27 77 29 146 363 1S3 22.9565 8 0774 
 
 528 27 87 84 147 197 952 22.9783 8.0825 
 
 529 27 98 41 148 035 88!> 23.0000 8.0876 
 
 530 28 09 00 148 877 000 23.0217 8.0927 
 
 531 28 19 61 149 721 291 23.0434 8.0978 
 
 532 28 30 24 150 568 768 23.0651 8.1028 
 
 533 28 40 89 151 419 437 23.0868 8.1079 
 
 534 28 51 56 152 273 304 23.1084 S.1130 
 
 535 28 62 25 153 130 375 23.1301 8.1180 
 
 536 28 72 96 153 990 656 23.1517 8.1231 
 
 537 28 83 69 154 854 153 23.1733 8.1281 
 
 538 28 94 44 155 720 872 23.1948 S.1332 
 
 539 29 05 21 156 590 819 23.2164 8.1382 
 
 540 29 16 00 157 464 000 23.2379 8.1433 
 
 541 29 26 81 158 340 421 23.2594 8.1483 
 
 542 29 37 64 159 220 OSS 23.2809 8.1533 
 
 543 29 48 49 160 103 007 23.3024 8.1583 
 
 544 29 59 36 160 989 184 23.3238 S.1633 
 
 545 29 70 25 161 878 625 23.3452 8.1683 
 
 546 29 81 16 162 771 336 23.3666 8.1733 
 
 547 29 92 09 163 667 323 23.3SSO 8.1783 
 
 548 30 03 04 164 566 592 23.4094 8.1833 
 
 549 30 14 01 165 469 149 23.4307 8.1882 
 
 550 30 25 00 166 375 000 23.4521 8.1932 
 
 c 
 
 551 30 36 01 167 284 151 23 4734 8.1982 
 .552 30 47 04 168 196 608 23.4947 8.2031 
 
 553 30 58 09 169 112 377 23.5160 8.2081 
 
 554 30 69 16 170 031 464 23.5372 8.2130 
 
 555 30 80 25 170 953 875 23.5584 8.2180 
 
 556 30 91 36 171 879 616 23.5797 8.2229 
 
 557 31 02 49 172 808 693 23.6008 8.2278 
 55S 31 13 64 173 741 112 23 6220 8 2327 
 
 559 31 24 81 174 676 879 23.6432 8.2377 
 
 560 31 36 00 175 616 000 23.6643 8.2426 
 '561 31 47 21 176 558 481 23.6854 8.2475 
 
 562 31 58 44 177 504 328 23.7065 8.2524 
 
 563 31 69 69 178 453 547 23.7276 8.2573 
 
 564 31 80 96 179 406 144 23.7487 8.2621 
 
 565 31 92 25 180 362 125 23.7697 8.2670 
 586 32 03 56 181 321 496 23.7908 8.2719 
 507 32 14 89 182 284 263 23.8118 8.2768 
 
 568 32 26 24 183 250 432 23.8328 8.2816 
 
 569 32 37 61 184 220 009 23.8537 8.2865 
 
 570 32 49 00 185 193 000 23.8747 8.2913 
 
 571 32 60 41 Ige 169 411 23.8956 8.2962 
 
 572 32 71 84 187 149 24S 23.9165 S.3010 
 
 573 32 83 29 188 132 517 23.9374 8.3059 
 
 574 32 94 76 189 119 224 23.9583 8.3107 
 
 575 33 06 25 190 109 375 23.9792 8.3155 
 
 576 33 17 76 191 102 976 24.0000 8.3203 
 
 577 33 29 29 192 100 033 24.0208 8.3251 
 
 578 33 40 84 193 100 552 24.0416 8.3300 
 
 579 33 52 41 194 104 539 24.0624 8.3348 
 
 580 33 64 00 195 112 000 24.0832 8.3396 
 
 581 33 75 61 196 122 941 24.1039 8.3443 
 
 582 33 87 24 197 137 368 24.1247 8.3491 
 
 583 33 98 89 198 155 287 24.1454 8.3539 
 
 584 34 10 56 199 176 704 24.1661 8.3587 
 .585 34 22 25 200 201 625 24.1868 S.3634 
 
 586 34 33 96 201 230 05fi 24.2074 8.3682 
 
 587 34 45 69 202 202 003 24.2281 8.3730 
 5SS 34 57 44 203 297 472 24.2487 8.3777 
 
 589 34 69 21 204 336 469 24.2693 8.3825 
 
 590 34 81 00 205 379 000 24.2899 8.3872 
 
 591 34 92 81 206 425 071 24.3105 8.3919 
 
 592 35 04 64 207 474 688 24.3311 8.3967 
 
 593 35 16 49 208 527 857 24.3516 8.4014 
 
 594 35 28 36 209 584 584 24.3721 8.4061 
 
 595 35 40 25 210 644 875 24.3926 8.4108 
 
 596 35 52 16 211 708 736 24.4131 8.4155 
 
 597 35 64 09 212 776 173 24.4336 8.4202 
 59S 35 76 04 213 847 192 24.4540 8.4249 
 
 599 35 88 01 214 921 799 24.4745 8.4296 
 
 600 36 00 00 216 000 000 24.4949 8.4343 
 
JONES & LAUGHLIN STEEL CO. 
 
 263 
 
 SQUARES, 
 
 CUBES, SQUARE ROOTS AND CUBE 
 ROOTS 
 
 
 
 
 601 36 12 01 217 081 801 24.5153 8.4390 
 60236 24 04218 167 20824.5357 8.4437 
 60336 36 09219 256 22724.5561 8.4484 
 60436 48 16220 348 86424.5764 8.4530 
 60536 60 25221 445 12524.5967 8.4577 
 60636 72 36222 545 01624.6171 8.4623 
 60736 84 49223 648 54324 6374 8.4670 
 <!0836 96 64224 755 71224.6577 8.4716 
 609 37 08 81 225 866 529 24.6779 8.4763 
 61037 21 00226 981 00024.6982 8.4809 
 611 37 33 21 228 099 131 24.7184 8.4856 
 61237 45 44229 220 92824.7386 8.4902 
 61337 57 69230 346 39724.7588 8.4948 
 61437 69 96231 475 54424.7790 8.4994 
 61537 82 25232 608 37524.7992 8.5040 
 61637 94 56233 744 89624.8193 8.5086 
 61738 06 89234 885 11324.8395 8.5132 
 61838 19 24236 029 03224.8596 8.5178 
 61938 31 61237 176 65924.8797 8.5224 
 62038 44 00238 328 00024.8998 8.5270 
 621 38 56 41 239 483 061 24.9199 8.5316 
 62238 68 84240 641 84824.9399 8.5362 
 62338 81 29241 804 36724.9600 8.5408 
 62438 93 76242 970 62424.9800 8.5453 
 62539 06 25244 140 62525.0000 8.5499 
 62639 18 76245 314 37625.0200 8.5544 
 62739 31 29246 491 88325.0400 8.5590 
 62839 43 84247 673 15225.0599 8.5635 
 629 39 56 41 248 858 189 25.0799 8.5681 
 63039 69 00250 047 00025.0998 8.5726 
 631 39 81 61 251 239 591 25.1197 8.5772 
 63239 94 24252 435 96825.1396 8.5817 
 63340 06 89253 636 13725.1595 8.5862 
 63440 19 56254 840 10425.1794 8.5907 
 63540 32 25256 047 87525.1992 8.5952 
 63640 44 96257 259 45625.2190 8.5997 
 63740 57 69258 474 85325.2389 8.6043 
 63840 70 44259 694 07225.2587 8.6088 
 63940 83 21 260 917 119 25.2784 8.6132 
 64040 96 00262 144 00025.2982 8.6177 
 641 41 08 81 263 374 721 25.3180 8.6222 
 64241 21 64264 609 28825.3377 8.6267 
 64341 34 49265 847 70725.3574 8.6312 
 64441 47 36267 089 98425.3772 8.6357 
 64541 60 25268 336 12525.3969 8.6401 
 64641 73 16269 586 13625.4165 8.6446 
 64741 86 09270 840 02325.4362 8.6490 
 64841 99 04272 097 79225.4558 8.6535 
 64942 12 01 273 359 44925.4755 8.6579 
 65042 25 00274 625 00025.4951 8.6624 
 
 O 
 
 i fc 
 
 651 42 38 01 275 894 451 25.5147 
 65242 51 04277 167 80825.5343 
 653 42 64 09 278 445 077 25.5539 
 65442 77 16279 726 26425.5734 
 65542 90 25281 Oil 37525.5930 
 65643 03 36282 300 41625.6125 
 
 657 43 16 49 283 593 393 25.6320 
 
 658 43 29 64 284 890 312 25.6515 
 
 659 43 42 81 286 191 179 25.6710 
 
 660 43 56 00 287 496 000 25.6905 
 661 43 69 21 288 804 781 25.7099 
 
 662 43 82 44 290 117 528 25.7294 
 
 663 43 95 69 291 434 247 25.7488 
 064 44 08 96292 754 94425.7682 
 66544 22 25294 079 62525.7876 
 
 666 44 35 56 295 408 296 25.8070 
 
 667 44 48 89 296 740 963 25.8263 
 
 668 44 62 24 298 077 632 25.8457 
 
 669 44 75 61 299 418 309 25.8650 
 67044 89 00300 763 00025.8844 
 671 45 02 41 302 111 711 25.9037 
 
 672 45 15 84 303 464 448 25.9230 
 
 673 45 29 29 304 821 217 25.9422 
 67445 42 76306 182 02425.9615 
 675 45 56 25 307 546 875 25.9808 
 67645 69 76 308 915 77626.0000 
 677 45 83 29 310 288 73326.0192 
 67845 96 84311 665 75226.0384 
 679 46 10 41 313 046 839 26.0576 
 68046 24 00 314 432 00026.0768 
 681 46 37 61 315 821 241 26.0960 
 68246512431721456826.1151 
 68346 64 89318 611 98726.1343 
 684 46 78 56 320 013 504 26.1534 
 68546 92 25321 419 12526.1725 
 
 686 47 05 96 322 828 856 26.1916 
 
 687 47 19 69 324 242 703 26.2107 
 
 688 47 33 44 325 660 672 26.2298 
 
 689 47 47 21 327 082 769 26.2488 
 
 690 47 61 00 328 509 000 26.2679 
 691 47 74 81 329 939 371 26.2869 
 
 692 47 88 64 331 373 888 26.3059 
 
 693 48 02 49 332 812 557 26.3249 
 
 694 48 16 36 334 255 384 26.3439 
 
 695 48 30 25 335 702 375 26.3629 
 69648 44 16337 153 53626.3818 
 
 697 48 58 09 338 608 873 26.4008 
 
 698 48 72 04 340 068 392 26.4197 
 
 699 48 86 01 341 532 099 26.4386 
 
 700 49 00 00 343 000 000 26.4575! 
 
 8.6713 
 8.6757 
 8.6801 
 
 8.6845 
 
 8.6978 
 8.7022 
 8.7066 
 8.7110 
 8.7154 
 8.7198 
 8.7241 
 8.7285 
 8.7329 
 8.7373 
 8.7416 
 8.7460 
 8.7503 
 8.7547 
 8.7590 
 8.7634 
 8.7677 
 8.7721 
 8.7764 
 8.7807 
 8.7850 
 8.7893 
 8.7937 
 8.7980 
 8.8023 
 
 8.8109 
 8.8152 
 8.8104 
 8.8237 
 8.8280 
 8.8323 
 8.8366 
 
 8.8451 
 
 8.8536 
 8.8578 
 8.8621 
 
 8.8706 
 8.8748 
 8.8790 
 
264 JONES & LAUGHLIN STEEL CO. 
 
 SQUARES, CUBES, SQUARE ROOTS AND CUBE 
 ROOTS 
 
 | NUMBERS! 
 
 i 
 I 
 
 i 
 
 D 
 
 u 
 
 i SH 
 
 if 
 
 o* 
 
 | NUMISBKS 
 
 SQUARES 
 
 g 
 
 a 
 
 l i 
 
 * r- 
 
 P 
 
 Cz 
 
 701 49 14 01 344 472 101 26.47648.8888 751 50 40 01 423 564 751 27.4044 9.0890 
 
 702 49 23 04 345 948 408 26.4953 8.8875 752 56 55 04 425 259 008 27.4220 9.0937 
 
 703 49 42 09 347 428 927 26.5141 8.8917 753 56 70 09 426 957 777 27.4408 9.0977 
 
 704 49 56 16 348 913 664 26.5330 8.8959 754 56 85 16 428 661 064 27.4591 9.1017 
 
 705 49 70 25 350 402 525 26.5518 8.9001 755 57 00 25 430 368 875 27.4773 9. 1057 
 
 706 49 84 36 351 895 816 26.5707 8.9043 756 57 15 36 432 081 216 27.4955 9.1098 
 
 707 49 98 49 353 393 243 26.5895 8.9085 757 57 30 49 433 798 093 27.5136 9. 1 138 
 70850 12 643.54 894 91226.60838.9127 75857 45 64435 519 51227.5318 9.1178 
 70950268135640082926.62718.9169 75957608143724547927.5.500 9.1218 
 71050 41 00357 911 00026.64588.9211 | 76057 76 00438 97600027.5681 9.1258 
 711 .50 55 21 359 425 431 26.66468.9253 761 57 91 21 440 711 081 27.5862 9.1298 
 
 712 50 69 44 360 944 128 26.6833 8.9295 762 58 06 44 442 4.50 728 27.6043 9. 1338 
 
 713 50 83 69 362 467 097 26.7021 8.9337 763 58 21 69 444 194 947 27.6225 9.1378 
 
 714 50 97 96 363 994 344 26.7208 8.9378 704 58 30 96 445 943 744 27.6405 9.1418 
 71551122536552587526.73953.9420 76558522544769712527.6586 9.145S 
 716 51 26 56 367 081 696 26.7582 8.9462 766 58 67 56 449 455 096 27.6767 9.1498 
 71751 40 89308 601 81326.77698.9503 76758 82 89451 217 66327.0948 9.1537 
 
 718 51 55 24 370 146 232 26.7955 8.9545 768 58 98 24 452 984 832 27.7128 9.1577 
 
 719 51 69 61 371 694 959 26.8142 8.9587 769 59 13 61 454 756 009 27.7303 9.1017 
 
 720 51 84 00 373 248 000 26.8328 8.9628 770 59 29 00 456 533 000 27.7489 9. 1057 
 72151984137480536126.85148.9670 77159444145831401127.7669 91690 
 72252 12 84370 307 04826.8701 8.9711 77259 59 84400 0,)9 04827.7849 9.173'i 
 
 723 52 27 29 377 933 067 26.8887 8.9752 773 59 75 29 461 889 917 27.8029 9.1775 
 
 724 52 41 76 379 503 424 26.9072 8.9794 774 59 90 70 403 084 824 27.8209 9. 1815 
 
 725 52 56 25 381 078 125 26.9258 8.9835 775 60 06 25 465 484 375 27.8388 9.1855 
 
 726 52 70 76 332 657 176 26.9444 8.9876 770 60 21 76 467 288 576 27.8568 9.1894 
 
 727 52 85 29 3S4 240 583 26.9629 8.9918 777 60 37 29 409 037 433 27.8747 9.1933 
 
 728 52 99 84 335 828 352 26.9815 8.9959 778 60 52 84 470 9 10 952 27.8927 9. 1973 
 72953 14 41387 420 48927.00009.0000 77960 63 41472 729 13927.9106 9.2012 
 730 53 29 00 389 017 000 27.0185 9.0041 780 60 84 00 474 552 000 27.9285 9.2052 
 731 53 43 61 390 617 S91 27.0370 9.0032 78160996147637954127.9464 9.2091 
 73253 53 24392 223 16827.05559.0123 78261 15 24478 211 70827.9043 9.2130 
 733 53 72 89 393 832 837 27.0740 9.0164 783 61 30 89 480 048 687 27.9821 9.2170 
 73453 87 56395 446 90427.09249.0205 78461 46 50481 890 30428.0000 9.2209 
 735 54 02 25 397 065 375 27.1109 9.0246 785 61 62 25 483 736 625 28.0179 9.2248 
 73654 16 96398 688 25627.12939.0287 73661 77 96485 587 65028.0357 9.2287 
 737 54 31 69 400 315 553 27.1477 9.0328 787 61 93 69 487 443 403 23.0535 9.2326 
 73854 46 44401 947 27227.16629.0309 78862 09 44489 303 87228.0713 9.2365 
 
 739 54 61 21 403 583 419 27.1846 9.0410 789 02 25 21 491 109 009 28.0891 9.2404 
 
 740 54 76 00 405 224 000 27.2029 9.0450 790 62 41 00 493 039 000 28.1069 9 2443 
 741 54 90 81 406 869 021 27.2213 9.0491 791 62 56 81 494 913 671 28.1247 9.2482 
 
 742 55 05 64 408 518 488 27.2397 9.0532 792 62 72 64 490 793 088 28.1425 9.2521 
 
 743 55 20 49 410 172 407 27.2580 9.0572 793 02 88 49 498 677 257 28.1603 9.2500 
 74455 35 36411 830 78427.27649.0613 794-63 04 30500 566 18428.1780 9.2599 
 745 55 50 25 413 493 625 27.2947 9.0654 795 63 20 25 502 459 875 28.1957 9.2638 
 74655 65 164k E 160 93627.31309.0694 79663 30 16504 358 33028.2135 9.2077 
 
 747 55 80 09 416 832 723 27.3313 9.0735 797 63 52 09 500 201 573 28.2312 9.2716 
 
 748 55 95 04 415, 508 992 27.3496 9.0775 798 03 OS 04 .508 109 592 28.2489 9.2754 
 
 749 56 10 01 420 189 749 27.3079 9.0810 799 03 84 01 510 082 399 28.2000 9.2793 
 7.50 50 25 00 421 875 000 27.3861 9.0850 800 04 00 00 512 000 000 28.2843 9.2832 
 
JONES 
 
 LAUGHLIN STEEL CO. 
 
 205 
 
 SQUARES, CUBES, SQUARE ROOTS AND CUBE 
 ROOTS 
 
 II 
 
 09 
 
 801 64 16 01 513 922 401 28.3019 9.2870 
 
 802 64 32 04 515 849 608 28.3196 9.2909 
 
 803 64 48 09 517 781 627 28.3373 9.2948 
 
 804 64 64 16 519 718 464 28.3549 9.2986 
 
 805 64 S3 25 521 660 125 28.3725 9.3025 
 803 64 96 36 523 606 616 28.3901 9.3063 
 807 65 12 49 525 557 943 28.4077 9.3102 
 803 65 28 64 527 514 112 28.4253 9.3140 
 803 65 44 81 529 475 129 28.4423 9.3179 
 
 810 65 61 00 531 441 000 23.4605 9.3217 
 
 811 65 77 21 533 411 731 28.4781 9.3255 
 
 812 65 93 44 535 387 328 28.4956 9.3294 
 
 813 63 03 69 537 387 797 28.5132 9.3332 
 
 814 65 25 96 533 353 144 28.5307 9.3370 
 
 815 (53 42 25 541 343 375 23.5482 9.3403 
 
 816 6!) 58 53 543 333 496 23.5657 9.3447 
 
 817 63 74 83 545 333 513 23.5332 9.3485 
 
 818 63 91 24 547 343 432 23.6007 9.3523 
 813 67 07 61 543 353 259 23.6182 9.3561 
 
 820 67 24 00 551 383 000 28.6356 9.3533 
 
 821 67 40 41 553 337 661 23.6531 9.3637 
 
 822 67 58 84 555 412 243 23.6705 9.3375 
 
 823 67 73 23 557 441 767 28.6330 9.3713 
 
 824 67 83 76 559 476 224 28.7054 9.3751 
 
 825 63 06 25 581 515 625 23.7223 9.3783 
 
 826 68 22 76 563 559 976 23.7402 9.3327 
 327 63 39 29 565 609 283 28.7576 9.3365 
 823 63 55 84 567 633 552 23.7750 9.3302 
 823 63 72 41 533 722 783 23.7924 9.3340 
 
 830 63 89 00 571 787 000 28.8097 9.3978 
 
 831 69 05 61 573 856 191 28.8271 9.4016 
 83"2 63 22 24 575 930 363 23.8444 9.4053 
 
 833 63 33 83 578 003 537 28.8517 9.4031 
 
 834 63 55 56 530 033 704 28.8791 9.4123 
 
 835 69 72 25 532 182 875 28.8954 9.4160 
 833 63 83 96 534 277 056 23.9137 9.4204 
 837 70 05 69 586 376 253 28.9310 9.4241 
 833 70 22 44 5S8 480 472 28.9482 9.4279 
 
 839 70 33 21 530 589 719 28.9655 9.4316 
 
 840 70 53 00 592 704 000 28.9828 9.4354 
 
 841 70 72 81 594 823 321 29.0000 9.4391 
 
 842 70 89 64 596 947 683 29.0172 9.4429 
 
 843 71 05 49 599 077 107 29.0345 9.4466 
 
 844 71 23 36 601 211 584 29.0517 9.4503 
 
 845 71 40 25 603 351 125 29.0689 9.4541 
 845 71 57 16 605 495 735 29.0861 9.4578 
 
 847 71 74 03 607 645 423 29 1033 9.4615 
 
 848 71 91 04 609 800 192 29.1204 9.4652 
 
 849 72 03 01 611 960 049 29.1376 9.4690 
 
 850 72 25 00 614 125 000 29.1548 9.4727 
 
 ;_ 
 
 851 72 42 01 616 295 051 29.1719 9.4764 
 
 852 72 59 04 618 470 208 29.1890 9.4801 
 853-72 76 09 620 650 477 29.2062 9.4833 
 
 854 72 93 16 622 835 864 29.2233 9.4875 
 
 855 73 10 25 625 026 375 29.2404 9.4912 
 
 856 73 27 36 627 222 016 29.2575 9.4949 
 
 857 73 44 49 629 422 793 29.2746 9.4986 
 
 853 73 61 64 631 628 712 29.2916 9.5023 
 
 859 73 78 81 633 839 779 29.3087 9,5060 
 
 860 73 96 00 636 058 000 29.3258 9.5097 
 
 861 74 13 21 633 277 381 29.3428 9.5134 
 
 862 74 30 44 640 503 928 29.3593 9.5171 
 
 863 74 47 69 642 735 647 29.3769 9.5207 
 
 864 74 64 96 644 972 544 29.3939 9.5244 
 365 74 82 25 647 214 625 29.4109 9.5281 
 
 866 74 99 56 649 461 896 29.4279 9.5317 
 
 867 75 16 89 651 714 363 29.4449 9.5354 
 
 868 75 34 24 653 972 032 29.4618 9.5391 
 
 869 75 51 61 658 234 903 29.4788 9.5427 
 
 870 75 69 00 658 503 000 29.4958 9,5464 
 
 871 75 86 41 660 776 311 29.5127 9.5501 
 
 872 76 03 84 663 054 848 29.5296 9,5537 
 
 873 76 21 29 665 338 617 29.5466 9,5574 
 
 874 76 33 76 667 627 624 29.5635 9.5610 
 
 875 76 56 25 669 921 875 29.5804 9.5647 
 
 876 76 73 76 672 221 376 29.5973 9,5683 
 
 877 76 91 29 674 526 133 29.6142 9.5719 
 
 878 77 08 84 676 836 152 29.6311 9.5756 
 
 879 77 26 41 679 151 439 29.6479 9.5792 
 830 77 44 00 681 472 000 29.6648 9.5828 
 881 77 61 61 683 797 841 29.6816 9,5865 
 
 832 77 79 24 636 128 968 29.6985 9.5901 
 
 833 77 96 89 683 465 387 29.7153 9.5937 
 
 834 78 14 56 690 807 104 29.7321 9.5973 
 885 78 32 25 693 154 125 29.7489 9.6010 
 836 78 49 96 695 506 456 29.7658 9.6046 
 887 78 67 69 697 864 103 29.7825 9.6082 
 883 78 85 44 700 227 072 29.7993 9.6118 
 839 79 03 21 702 595 369 29.8161 9.6154 
 
 890 79 21 00 704 969 000 29.8329 9.6190 
 
 891 79 38 81 707 347 971 29.8496 9.6226 
 
 892 79 56 64 709 732 288 29.8664 9.6262 
 
 893 79 74 49 712 121 957 29.8831 9.6298 
 
 894 79 92 36 714 516 984 29.8998 9.6334 
 
 895 80 10 25 716 917 375 29.9166 9.6370 
 
 896 80 28 16 719 323 136 29.9333 9.6406 
 
 897 80 46 09 721 734 273 29.9500 9.6442 
 
 898 80 64 04 724 150 792 29.9666 9.6477 
 
 899 80 82 01 726 572 699 29.9833 9.6513 
 
 900 81 00 00 729 000 000 30.0000 9.6549 
 
266 
 
 JONES & LAUGHLIN STEEL CO. 
 
 SQUARES, CUBES, SQUARE ROOTS AND CUBE 
 ROOTS 
 
 
 90181180173143270130.01679.6585 951 904401 86008535130.8383 9.8339 
 90281360473387080830.03339.6620 952 906304 86280140830.8545 9.8374 
 90381540973631432730.0.5009.6666 953 908209 86552317730.8707 9.8408 
 90481721673876326430.06669.6692 954 910116 86825066430.8869 9.8443 
 
 955 912025 870 983 875 30.9031 9.8477 
 
 956 913936 87372281630.9192 9.8511 
 
 957 915849 87646749330.9354 9.8546 
 
 958 917764 87921791230.9516 9.8580 
 
 959 919681 88197407930.9677 9.8614 
 
 960 921600 88473600030.9839 9.8648 
 
 961 923521 88750368131.0000 9.8683 
 
 962 925444 89027712831.0161 9.8717 
 
 963 927369 89305634731.0322 9.8751 
 
 964 929296 89584134431.0483 9.8785 
 91583722576606087530.24909.7082 965 931225 89863212531.0644 9.8819 
 91683905676857529630.26559.7118 966 933156 90142869631.0805 9.8854 
 91784088977109521330.28209.7153 967 935089 90423106331.0966 9.8X88 
 
 968 937024 90703923231.1127 9.8922 
 
 969 938961 90985320931.1288 8.8956 
 
 970 940900 91267300031.1448 9.8990 
 
 971 942841 91549861131.1609 9.9024 
 
 972 944784 91833004831.1769 9.9058 
 
 973 946729 921167317311929 9.9092 
 
 974 948676 92401042431.2090 9.9126 
 
 975 950625 92685937531.2250 9.9160 
 
 976 952576 92971417631.2410 9.9194 
 
 977 954529 93257483331.2570 9.9227 
 
 978 956484 93544135231.2730 9.9261 
 92986304180176508930.47959.7575 979 958441 93831373931.2890 9.9295 
 93086490080435700030.49599.7610 980 960400 94119200031.3050 9.9329 
 93186676180695449130.51239.7645 981 962361 94407614131.3209 9.9363 
 93286862480955756830.52879.7680 982 964324 94696616831.3369 9.9396 
 93387048981216623730.54509.7715 983 966289 94986208731.3528 9.9430 
 93487235681478050430.56149.7750 984 968256 95276390431.3688 9.9464 
 
 985 970225 95567162531.3847 9.9497 
 
 986 972196 95858525631.4006 9.9531 
 
 987 974169 96150480331.4166 9.9565 
 
 988 976144 96443027231.4325 9.9598 
 
 989 978121 96736166931.4484 9.9632 
 
 990 980100 97029900031.4643 9.9666 
 
 991 982081 97324227131.4802 99699 
 94288736483589688830.69209.8028 992 984064 97619148831.4960 9.9733 
 94388924983856180730.70839.8063 993 986049 97914665731.5119 99766 
 94489113684123238430.72469.8097 994 988036 98210778431.5278 99800 
 94589302584390862530.74099.8132 995 990025 98507487531.5436 99833 
 
 996 992016 98804793631.5595 99866 
 
 997 994009 99102697331.5753 99900 
 
 998 996004 99401199231.5911 99933 
 
 999 998001 99700299931.6070 99967 
 
 .. 
 
 90581902574121762530.08329.6727 
 90682083674367741630.09989.6763 
 90782264974614264330.11649.6799 
 90882446474861331230.13309.6834 
 90982628175108942930.14969.6870 
 91082810075357100030.16629.6905 
 91182992175605803130.18239.6941 
 91283174475855052830.19939.6976 
 91383356976104849730.21599.7012 
 91483539676355194430.23249.7047 
 
 . 
 
 91884272477362063230.29859.7188 
 91984456177615155930.31509.7224 
 92084640077868800030.33159.7259 
 92184824178122996130.34809.7294 
 92285008478377744830.36459.7329 
 92385192978633046730.38099.7364 
 92485377678888902430.39749.7400 
 92585562579145312530.41389.7435 
 92685747679402277630.43029.7470 
 92785932979659798330.44679.7505 
 92886118479917875230.46319.7540 
 
 . 
 
 93587422581740037530.57789.7785 
 93687609682002585630.59419.7819 
 93787796982265695330.61059.7854 
 93887984482529367230.62689.7889 
 93988172182793601930.64319.7924 
 94088360083058400030.65949.7959 
 94188548183323762130.67579.7993 
 
 94689491684659053630.75719.8167 
 94789680984927812330.77349.8201 
 9488987048.5197139230.78969.8236 
 94990060185467034930.80589.8270 
 
 950 90 25 00 857 375 000 30.8221 9.8305 1000 100 00 00 1000 000 000 31.6228 10.0000 
 
JONES & LAUGHLIN STEEL CO. 267 
 
 PATENT COLD ROLLED STEEL SHAFTING, 
 
 Piston Rods, Etc. 
 
 ROUND 
 
 SQUARE 
 
 fc fi 
 II 
 
 51 
 
 sl 
 
 !i 
 
 .5 
 
 jl 
 
 , 
 
 ll 
 
 || 
 
 ,,8 
 fl 
 
 1? ' 
 
 o~ 
 
 
 
 5 
 
 ^cJJ 
 
 P~ 
 
 ^^ 
 
 
 ^ 
 
 6 
 
 96.22 
 
 2y 9 
 
 15.07 
 
 15 
 
 2.35 
 
 4 
 
 54.45 
 
 5H 
 
 94.23 
 
 2H 
 
 14.29 
 
 tl 
 
 2.27 
 
 
 47.84 
 
 1 
 
 80.85 
 79.01 
 
 2A 
 
 13.52 
 12.79 
 
 n 
 
 2.19 
 2.05 
 
 3>| 
 
 41.68 
 35.94 
 
 5 
 
 66.82 
 
 2H 
 
 12.06 
 
 H 
 
 .90 
 
 3 
 
 30.62 
 
 4i~f 
 
 65.15 
 
 2rV 
 
 11.36 
 
 H 
 
 .83 
 
 2% 
 
 25.73 
 
 4/4 
 
 60.30 
 
 2 
 
 10.69 
 
 H 
 
 .76 
 
 2^2 
 
 21.26 
 
 4^2 
 
 54.83 
 
 IT* 
 
 10.03 
 
 *t 
 
 .70 
 
 2M 
 
 17.22 
 
 
 
 
 
 
 \ 
 
 
 
 4iV 
 
 52.62 
 
 1J^ 
 
 9.39 
 
 if 
 
 .63 
 
 2 
 
 13.61 
 
 
 48.28 
 
 l$3r 
 
 9.09 
 
 % 
 
 .50 
 
 .! 
 
 10.42 
 
 4~$r 
 
 46.87 
 
 li"l 
 
 8.78 
 
 &i 
 
 .44 
 
 lx^ 
 
 8.98 
 
 4 
 
 42.77 
 
 1% 
 
 8.18 
 
 H 
 
 .38 
 
 \Yi 
 
 7.66 
 
 3 15. 
 
 41.43 
 
 Hi 
 
 7.61 
 
 H 
 
 .26 
 
 1% 
 
 6.43 
 
 m 
 
 40.13 
 
 l% 
 
 7.06 
 
 t^ 
 
 .21 
 
 1M 
 
 5.32 
 
 v& 
 
 3tt 
 
 37.57 
 36.33 
 
 i 
 
 6.52 
 6.01 
 
 i 
 
 .15 
 .10 
 
 Is 
 
 4.31 
 3.84 
 
 3^ 
 
 35.12 
 
 1M 
 
 5.77 
 
 H 
 
 1.04 
 
 1 
 
 3.40 
 
 3A 
 
 33.91 
 
 1A 
 
 5.52 
 
 
 .94 
 
 i* 
 
 2.99 
 
 3A 
 
 32.74 
 31.57 
 
 in 
 
 5.29 
 5.05 
 
 I 
 
 .85 
 .74 
 
 I 
 
 2.61 
 2.25 
 
 3x 
 
 30.43 
 
 ifV 
 
 4.60 
 
 L 
 
 .67 
 
 /4 
 
 1.91 
 
 3 
 
 28.23 
 
 1& 
 
 4.38 
 
 i^ 
 
 .59 
 
 H 
 
 1.61 
 
 
 27.15 
 
 134 
 
 4.18 
 
 Tr 
 
 .51 
 
 5^ 
 
 1.33 
 
 3/i 
 
 26.10 
 
 l^fe 
 
 3.97 
 
 ll 
 
 .44 
 
 A 
 
 1.08 > 
 
 3 
 
 24.05 
 
 1A 
 
 3.85 
 
 U 
 
 .38 
 
 y> 
 
 .85 
 
 2-1-5. 
 
 23.06 
 
 1^ 
 
 3.77 
 
 11 
 
 .32 
 
 JL. 
 
 .65 
 
 2Jxg 
 
 22.09 
 
 I'fe 
 
 3.57 
 
 rV 
 
 .26 
 
 ?^ 
 
 .48 
 
 2H 
 
 21.14 
 
 iJI 
 
 3.38 
 
 M 
 
 .17 
 
 tt 
 
 .40 
 
 2% 
 
 20.21 
 
 
 3.20 
 
 A 
 
 .13 
 
 tV 
 
 .33 
 
 2-LJ 
 
 19.30 
 
 
 3.11 
 
 rV 
 
 .09 
 
 JL 
 
 .27 
 
 25^ 
 
 18.41 
 
 
 3.02 
 
 
 
 M 
 
 ' .21 
 
 2fV 
 
 17.55 
 
 Ni 
 
 2.84 
 
 
 
 ^ 
 
 .16 
 
 2^ 
 
 16.70 
 
 i 
 
 2.67 
 
 
 
 
 
 2& 
 
 15.87 
 
 B 
 
 2.51 
 
 
 
 
 
 Made to Whitworth's Standard Gauge, and accurately straightened. 
 The shafts are kept on hand at the mill, in lengths of 24 feet, and are cut 
 to any length desired. 
 
 SEND FOK OUR SHAFTING CATALOGUE. 
 
268 JONES & LAUGHLIN STEEL CO. 
 
 STANDARD TURNBUCKLES 
 
 Cleveland City Forge and Iron Company 
 
 (For reference only. Not made by Jones & Laughlin Steel Co.) 
 
 OS 
 
 *> 
 
 f 
 
 22 
 22 
 22 
 22 
 22 
 23 
 24 
 25 
 25 
 26 
 27 
 27 
 28 
 28 
 29 
 
 Weight of 
 Buckle 
 Pounds 
 
 2 
 3 
 
 4 
 5 
 6 
 
 7 
 
 8 
 
 10 
 
 12 
 
 c 
 o ^ 
 
 ^ BT3 
 
 us W c 
 
 3 
 
 4 
 
 6 
 
 8 
 
 11 
 
 13 
 
 16 
 
 19 
 
 23 
 
 26 
 
 30 
 
 OS 
 
 II 
 
 29 
 29 
 30 
 31 
 32 
 32 
 33 
 33 
 34 
 36 
 36 
 37 
 37 
 39 
 41 
 
 14 
 17 
 20 
 22 
 25 
 30 
 33 
 36 
 40 
 
 50 
 '65* 
 
 33 
 
 35 
 41 
 
 47 
 53 
 61 
 70 
 78 
 86 
 96 
 
 120 
 
 iso 
 
 D. Size = Outside diameter of screws. 
 
 A. Length in clear between heads = 6 inches first 
 length for all sizes. 
 
 B. Length of tapped heads = \% D. 
 
 C. Total length of buckle without bolt ends = 6 inches 
 -f 3 D, nearly. 
 
 L. Total length of buckle and stub ends when open. 
 L. A = Length of two stub ends. 
 
 The " size " of the buckle is the outside diameter of the 
 screw, same as bolts, nuts, etc. 
 
JONES & LAUGHLIN STEEL CO. 
 
 269 
 
 STANDARD CLEVISES 
 
 King Bridge Company, Cleveland, Ohio 
 
 (For reference only. Not made by Jones & Laughlin Steel Co.) 
 
 W varies to suit connections 
 
 DIMENSIONS IN INCHES 
 
 Min. 
 
 Max. 
 
 M 
 
 1M 
 
 2 8 
 2 
 
 2& 
 
 i 
 
 1 
 
 
 
 -1! 
 
 6 
 6 
 
 6M 
 6U 
 
 S H 
 
 8 
 
 2M 
 2M 
 3 
 3 
 
 33^ 
 
 2^ 
 
 2^1 
 
 23J 
 
 2^ 
 23J 
 
270 
 
 JONES 
 
 i L AUGH L 
 
 [ N 
 
 STEEL 
 
 CO. 
 
 STANDARD SLEEVE NUTS 
 King Bridge Company, Cleveland, Ohio 
 (For reference only. Not made by Jones & Laughlin Steel CouX_-- 
 
 *, s *j r s 
 
 K-T-i 
 
 Threads, U. S. Standard 
 
 
 
 
 
 
 WEIGHT 
 
 E 
 DIAMETER 
 OF SCREW 
 INCHES 
 
 S 
 LENGTH 
 OF NUT 
 INCHES 
 
 T 
 LENGTH 
 
 ^ F 
 'THREAD 
 
 INCHES 
 
 W 
 DIAMETER 
 
 OF 
 
 HEXAGON 
 INCHES 
 
 WEIGHT 
 OF ONE 
 NUT 
 POUNDS 
 
 OF ONE 
 
 NUT AND 
 Two 
 SCREW 
 ENDS 
 
 
 
 
 
 
 POUNDS 
 
 ?4 
 
 8 
 
 1 
 
 
 
 
 H 
 
 8 
 
 1H 
 
 
 
 
 
 8 
 
 1)4 
 
 
 
 
 /^ 
 
 8 
 
 IJ'i 
 
 
 
 
 Yi 
 
 8 
 
 iQ 
 
 
 
 
 M 
 
 8 
 
 i^l 
 
 
 
 
 % 
 
 8 
 
 iJ^ 
 
 
 
 
 % 
 
 8 
 
 2 
 
 
 
 
 y% 
 
 8 
 
 2)i 
 
 
 
 . 
 
 2 
 
 10 
 
 2>i 
 
 
 
 
 
 10 
 
 25^ 
 
 
 
 
 2)4, 
 
 10 
 
 2J^ 
 
 
 
 
 2% 
 
 10 
 
 2 5 ^ 
 
 
 
 
 2V4 
 
 10 
 
 2?4 
 
 
 
 
 2% 
 
 10 
 
 2K 8 
 
 
 
 
 254 
 
 10 
 
 3 
 
 
 
 
 2j| 
 
 10 
 
 3>S 
 
 
 
 
 3 
 
 10 
 
 3^ 
 
 
 
 
 1 
 
 12 
 12 
 
 H 
 
 
 
 
 
 12 
 
 35^ 
 
 
 
 
 3J4 
 
 12 
 
 3/4 
 
 
 
 
 35^ 
 
 12 
 
 3Ji 
 
 
 
 
 354 
 
 12 
 
 4 
 
 
 
 
 
 12 
 
 4>i 
 
 
 
 
 4 
 
 12 
 
 4)4 
 
 
 
 
 
 12 
 
 45/ 8 
 
 
 
 
 
 
 
 
 
 
JONES 
 
 LAUGHLIN STEEL CO. 
 
 271 
 
 STANDARD SHOULDERED PINS 
 
 King Bridge Company, Cleveland, Ohio 
 
 (For reference only. Not made by Jones & Laughlin Steel Co.) 
 
 H H 
 
 -i. 
 
 Eight threads per inch. 
 
 DIMENSIONS IN INCHES 
 
 DIMENSIONS IN INCHES 
 
272 
 
 JONES & LAUGHLIN STEEL CO. 
 
 STANDARD LOOPED EYES AND UPSETS 
 
 King Bridge Company, Cleveland, Ohio 
 (For reference only. Not made by Jones & Laugh lin Steel Co.) 
 
 I*- -2 P- *! 
 
 P = Diameter of pin. Threads, U. S. Standard. 
 
 OT g 
 
 4 
 
 M 
 
 VW * 
 
 fl 
 
 L, Add for 
 Upset, Inche 
 
 
 L, Add for 
 pset, Inche 
 
 36 
 
JONES & LAUGHLIN,STEEL CO. 
 
 273 
 
 ADJUSTABLE EYE BARS 
 
 King Bridge Company, Cleveland, Ohio 
 
 (For reference only. Not ma.de by Jones & Laughlin Steel Co.) 
 
 E IrniniO A 
 
 ii i mil ETiuiMT 
 
 Lengths of upsets are for King Bridge Company's standard sleeve nuts. 
 Add two inches for Cleveland turnbuckles. 
 
 3M 
 
 10.5 12.57 
 9.63 12.41 
 8.75 9.99 
 7.88 9.99 
 7. 8.64 
 
 9.75 12.57 
 9. 111.41 
 8.25! 9.99 
 
 7.5 
 6.75 
 
 5.25 
 4.5 
 
 8.64 
 8.64 
 7.55 
 6.51 
 5.43 
 
 8.75 11.41 
 8.131 9.99 8 
 7.5 i 8.64 7> 
 6.88| 8.64 
 6.25f 7.55 
 
 6.51 
 
 6.51 
 
 5.43 
 
 4.62 
 
 5.63 
 5. 
 
 4.38 
 3.75 
 
 6.75 
 
 6.19 
 
 5.63 
 
 5.06 
 
 4.5 
 
 3.94 
 
 3.38 
 
 8.64 
 7.55 
 6.51 
 6.51 
 5.43 
 4.92 
 4.16 
 
 1, 
 
 4.5 
 
 4.13 
 
 3.75 
 
 3.38 
 
 3. 
 
 2.63 
 
 2.25 
 
 8.64 
 7.55 
 7.55 
 6.51 
 6.51 
 5.43 
 4.62 
 4.16 
 3.72 
 
 5.43 
 
 4.62 
 4.16, 
 3.72 
 3.30 
 
 5.43 
 4.92 
 4.62 
 4.16 
 3.72 
 3.02 
 3.02 
 
 3.72 
 3.30 
 3.02 
 2.65 
 2.30 
 
 2.65 
 2.30 
 2.05 
 
 fi 
 
274 
 
 JON 
 
 E S 
 
 & 
 
 LA 
 
 UG 
 
 H 
 
 L I 
 
 N 
 
 STE 
 
 EL 
 
 CO. 
 
 STANDARD EYE BARS 
 
 King Bridge Company 
 Cleveland, Ohio 
 
 '.B 
 
 DIMENSIONS IN INCHES 
 
 14 
 
 If* 
 
 13 
 
 s* 
 
 UK 
 
 11 
 
 32 
 
 29 . 
 
 26 
 
 31 
 
 30 
 
 34H 
 
 30', 
 
 27 
 
 19 
 
 32 
 
 > : , 
 
 24' j 
 
 21 
 
 35H 
 
 32 
 
 29 
 
 27 
 
 25 
 
 24 
 
 20 
 18 
 16 
 15 
 14 
 12 
 
 1C 
 
 24 2 
 22 
 
 DIMENSIONS IN INCHI 
 
 7', 
 
 V j 
 
 0.5 
 
JONES & LAUGHLIN STEEL CO. 
 
 275 
 
 King Bridge Company's Steel Eye Bars 
 
 Notes 
 
 King Bridge Company's standard eye bars are hydraulic 
 forged without the addition of extraneous metal and without 
 buckles or welds, and are guaranteed under the conditions 
 given in the preceding table to develop value of the bar when 
 tested to destruction. 
 
 The heads on standard eye bars are finished of the same 
 thickness ( B) as body of bar. 
 
 We contract only for finished eye bars, that is, with the 
 eyes bored at distances apart from center to center as 
 required, and of right diameter to fit the size of pin to 
 be used. 
 
 Unless otherwise specified, steel of the following quality 
 will be used: Ultimate strength, 60,000 to 68,000 pounds 
 per square inch. 
 
 Elastic limit not less than one-half the tensile strength. 
 
 Elongation from 17 to 20 per cent ; the elongation to be 
 measured after breaking on an original length of ten times 
 the shortest dimensions of the test piece. Reduction of area 
 34 to 40 per cent. To all bars 1 inch thick and under add */?, 
 inch to above adds. 
 
 DATA TO BE FURNISHED JONES & LAUGHLIN STEEL 
 
 COMPANY WHEN REQUESTING A TENDER 
 
 FOR STEEL EYE BARS 
 
 NUMBER 
 REQUIRED 
 
 SIZE OF BAR 
 
 HEAD A 
 
 HEAD B 
 
 REMARKS 
 
 B 
 
 5 
 
 Thickness 
 
 8 
 
 tl 
 | 
 
 pj 
 y 
 
 Diameter 
 Pin 
 
 Diameter 
 Head 
 
 Diameter 
 Pin 
 
 Diameter 
 Head 
 
276 
 
 JONES & LAUGHLIN STEEL CO. 
 
 DECIMALS OF A FOOT FOR EACH 1-64 INCH 
 
 c 
 
 INCHES 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 
 
 
 .0 
 
 .0833 
 
 .1667 
 
 .2500 
 
 .3333 
 
 .4167 
 
 .5000 
 
 .5833 
 
 .6667 
 
 .7500 
 
 .8333 
 
 .9167 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 JL 
 
 .0013 
 
 .0846 
 
 .1680 
 
 .2513 
 
 .3346 
 
 .4180 
 
 .5013 
 
 .5846 
 
 .6680 
 
 .7513 
 
 .8346 
 
 .9180 
 
 & .0026 
 
 .0859 
 
 .1693!. 2526 
 
 .3359 
 
 .4193 
 
 .5026 
 
 .5859 
 
 .6693 
 
 .7526 .8359 
 
 .9193 
 
 A .0039 
 
 .0872 
 
 .1706!. 2539 
 
 .3372 
 
 .4206 
 
 .5039 
 
 .5872 
 
 .6706 
 
 .7539 
 
 .8372 
 
 .9206 
 
 tV .0052 
 
 .0885 
 
 .1719 
 
 .2552 
 
 .3385 
 
 .4219 
 
 .5052 
 
 .5885 
 
 .6719 
 
 .7552 
 
 .8385 
 
 .9219 
 
 JL 
 
 .0065 
 
 0898 
 
 .1732 
 
 .2565 
 
 .3398 
 
 .4232 
 
 .5065 
 
 .5898 
 
 .6732 
 
 .7565 
 
 .8398 
 
 .9232 
 
 X 
 
 .0078 
 
 !0911 
 
 .1745 
 
 .2578 
 
 .3411 
 
 .4245 
 
 .5078 
 
 .5911 
 
 .6745 
 
 .7578 
 
 .8411 
 
 .9245 
 
 JL 
 
 .0091 
 
 .0924 
 
 .1758 
 
 .2591 
 
 .3424 
 
 .4258 
 
 .5091 
 
 .5924 
 
 .6758 
 
 .7591 
 
 .8424 
 
 .9258 
 
 n 
 
 .0104 
 
 .09371.1771 
 
 .2604 
 
 .3437 
 
 .4271 
 
 .5104 
 
 .5937 
 
 .6771 
 
 .7604 
 
 .8437 
 
 .9271 
 
 A 
 
 .0117 
 
 .0951 .1784 
 
 .2617 
 
 .3451 
 
 .4284 
 
 .5117 
 
 .5951 
 
 .6784 
 
 .7617 
 
 .8451 
 
 .9284 
 
 n 
 
 .0130 
 
 .0964 
 
 .1797 
 
 
 .3464 
 
 .4297 
 
 .5130 
 
 !09M 
 
 .6797 
 
 .7630 
 
 .8464 
 
 .9297 
 
 B 
 
 .0143 
 
 .0977 
 
 .1810 
 
 12643 
 
 .3477 
 
 .4310 
 
 .5143 
 
 .5977 
 
 .6810 
 
 .7643 
 
 .8477 
 
 .9310 
 
 ff 
 
 .0156 .0990 
 
 .1823 
 
 .2656 
 
 .3490 
 
 .4323 
 
 .5156 
 
 .5990 
 
 .6823 
 
 .7656 
 
 .8490 
 
 .9323 
 
 
 
 
 
 
 
 
 
 
 
 |p 
 
 
 
 tt .0169 
 
 .1003 
 
 .1836 
 
 .2669 
 
 .3503 
 
 .4336 
 
 .5169 
 
 .6003 
 
 .6836 
 
 .7669 
 
 .8503 
 
 .9336 
 
 A .0182 
 
 .1016 
 
 . H4't .LV.M. 1 
 
 .3516 
 
 .4349 
 
 .5182 
 
 .6016 
 
 .6849 
 
 .7882 
 
 .8516 
 
 .9349 
 
 }1 .0195 
 
 .1029 
 
 .1862 2695 
 
 .3529 
 
 .4362 
 
 .5195 
 
 .6029 
 
 .6862 
 
 .7095 
 
 .8529 
 
 .9362 
 
 k 
 
 .0208 
 
 .1042 
 
 i.1875 
 
 .2708 
 
 .3542 
 
 .4375 
 
 .5208 
 
 .6042 
 
 .6875 
 
 .7708 
 
 .8542 
 
 .9375 
 
 IT 
 
 .0221 
 
 .1055 
 
 .1888 
 
 .2721 
 
 .3555.4388 
 
 .5221 
 
 .6055 
 
 .6888 
 
 .7721 
 
 .8555 
 
 .9388 
 
 A .0234 
 
 .1068 
 
 .1901 
 
 .2734 
 
 .3568 
 
 .4401 
 
 .5234 
 
 .0066 
 
 .6901 
 
 .7734 
 
 .8568 
 
 .9401 
 
 H .0247 
 
 .1081 
 
 .1914 .2747 
 
 .3581 
 
 .4414 
 
 .5247 
 
 .6081 
 
 .6914 
 
 .7747 
 
 .8581 
 
 .9414 
 
 A .0260 
 
 .1094 
 
 .1927 .2760 
 
 .3594 
 
 .4427 
 
 .5260 
 
 .6094 
 
 .6927 
 
 .7760 
 
 .8594 
 
 .9427 
 
 
 
 
 
 
 
 
 
 | 
 
 
 
 
 H .0273 
 
 .1107 
 
 .1940 
 
 .2773 
 
 .3607 
 
 .4440 
 
 .5273 
 
 .6107 
 
 .6940 
 
 .7773 
 
 8607 
 
 .9440 
 
 U .0286 
 
 . 1120J 1953 
 
 .2786 
 
 .3620 
 
 .4453 
 
 .5286 
 
 .6120 
 
 .6953 
 
 .7786 
 
 .8620 
 
 .9453 
 
 || .0299 
 
 .1133.1966 
 
 .2799 
 
 .3633 
 
 .4466 
 
 .5299 
 
 .6133 
 
 .6966 
 
 .7799 
 
 .8633 
 
 .9466 
 
 H 
 
 .0312 
 
 .1146.1979 
 
 .2812 
 
 .3646 
 
 .4479 
 
 .5312 
 
 .6146.6979 
 
 .7812 
 
 .8646 
 
 .9479 
 
 ?. r ; .0326 
 
 .1159 
 
 .1992 
 
 .2826 
 
 .3659 
 
 .4492 
 
 .5326 
 
 .6159 
 
 .6992 
 
 .7826 
 
 .8659 
 
 .9492 
 
 .0339 
 
 .1172 
 
 .2005,. 2839 
 
 .3672 
 
 .4505 
 
 .5339 
 
 .6172 
 
 .7005 
 
 .7839 
 
 .8672 
 
 .9505 
 
 M .0352 
 
 .1185 
 
 .2018i.2852 
 
 .3685 
 
 .4518 
 
 .5352 
 
 .6185 
 
 .7018 
 
 .7852 
 
 .8685 
 
 .9518 
 
 fs .0365 
 
 .1198 
 
 .2031 
 
 .2865 
 
 .3698 
 
 .4531 
 
 .5365 
 
 .6198 
 
 .7031 
 
 .7865 
 
 .8698 
 
 .9531 
 
 n 
 
 .0378 
 
 .1211 
 
 .2044 
 
 .2878 
 
 .3711 
 
 .4544 
 
 .5378 
 
 .6211 
 
 .7044 
 
 .7878 
 
 .8711 
 
 .9544 
 
 M .0391 
 
 .1224 
 
 .2057 .2891 
 
 .3724 
 
 .4557 
 
 .5391 
 
 .6224 
 
 .7057 
 
 .7891 
 
 .8724 
 
 .9557 
 
 li .0404 
 
 .1237 
 
 .2070^.2904 
 
 .3737 
 
 .4570 
 
 .5404 
 
 .6237 
 
 .7070 
 
 .7904 
 
 .8737 
 
 .9570 
 
 ^ .0417.1250.2083.2917 
 
 .3750 
 
 .4583 
 
 .5417 
 
 .6250 
 
 .7083 
 
 .7917 
 
 .8750 
 
 .9583 
 
 
 
 
 
 
 
 
 
 
 
 
 
JONES & LAUGHLIN STEEL CO. 
 
 277 
 
 DECIMALS OF A FOOT FOR EACH 1-64 INCH 
 
 INCHES 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 10 
 
 11 
 
 .0417 
 
 .1250 
 
 .2083 
 
 .2917 
 
 .3750 
 
 .4583 
 
 .5417 
 
 .6250 
 
 .7083 
 
 .7917 
 
 .8750 
 
 .9583 
 
 .0430 .1263 .2096 .2930 .3763 .4596 
 
 .5430 
 
 .6223 
 
 .7096 
 
 .7930.8763 
 
 .9596 
 
 .0443 .1276 .2109 .2943 .3776 .4609 .5443 .6276 .7109 .7943 .87761 
 .0456 .1289 .2122 .2956 .3789 .4622 .5456 .6289 .7122 .7956.8789 
 
 .9609 
 .9622 
 
 . 0469 . 1302 . 2135 . 2969 . 3802 . 4635 . 5469 . 6302 . 7135 . 7969 . 8802 1 . 9635 
 
 .0482 .1315 .2148 .2982 .3815 .4648 .5482 
 .0495 .1328 .2161 .2995 .3828 .4661 . 5495 
 .0508 .1341 .2174 .3008 .3841 .4674 '.5508 
 .0521 .1354 .2188 .3021-3854 .4688 .5521 
 
 .6315 .7148 
 .6328 .7161 
 .6341|.7174 
 
 .6354 .7188 
 
 ,7982.8815 
 ,7995.8828 
 8008.8841 
 ,8021.8854 
 
 .9661 
 .9674 
 
 . 0534 . 1367 . 2201 . 3034 . 3867 . 4701 . 5534 . 6367 . 7201 . 8034 . 8867 . 9701 
 
 .0547 .1380 .2214 .3047 .3880 .4714 .5547 .6380 .7214 .8047.8880 .9714 
 
 .0560 .1393 .2227 .3060 .3893 .4727 .5560 .6393 .7227 .8060.8893 .9727 
 
 .0573 .1406 .2240 .3073 .3906 .4740^.5573 .6406J. 7240 .8073.. 8906 .9740 
 
 .0586 .1419 .2253 .3086 .3919 .4753;. 5-586 1. 6419 .7253 .80861.8919' .9753 
 
 .0599 .1432 .2266 .3099 .3932 .4766 .5599 . 6432 . 7266 . 8099 . 8932 .976G 
 
 .0612 .1445 .2279 .3112 .3945 .4779 .5612 . 6445 i. 7279 !. 81 12 .8945 .9779 
 
 .0625 .1458 .2292 .3125 .3958 .4792 .5625 .6458 .7292 .8125.8958 .9792 
 
 .0638 .1471 .2305 .3138 .3971 . 4805 j. 5638 
 .0651 .1484 .2318 .3151 .3984 .4818 .5651 
 .0664 .1497 .2331 .3164 .3997 .4831 .5664 
 .0677!. 1510 .2344 .31771.4010 .4844 .5677 
 
 .6471 .7305 .8138.8971! .9805 
 
 .6484.7318.8151.8984 .9818 
 
 .64971. 7331 1. 8164. 8997 .9831 
 
 .6510.7344 .8177.9010! .9844 
 
 .0690 .1523 .2357 .3190 .4023 .4857 .5690 .6523 .7357 .8190'. 9023 ' .9857 
 
 .0703 .1536 .2370 .3203 .4036 .4870 .5703 .6536 .7370 .8203. 9036 ] .9870 
 
 .0716 .1549 .2383 .3216 .4049 .4883 .5716 .6549 .7383 .8216.9049: .9883 
 .0729 .1562 .2396 .3229 .4062 .4896 .5729 .6562 .7396 .8229.9062 
 
 .0742 .1576 .2409 .3242 .4076 .4909 .5742 .6576'. 7409 .8242.9076 
 
 . 0755 . 1589 . 2422 . 3255 . 4089 . 4922 . 5755 . 6589 . 7422 . 8255 . 9089 . 9922 
 
 . 076S . 1602 . 2435 . 3268 . 4102 . 4935 . 5768 . 6602 . 7435 1 . 8268, .9102 . 9935 
 .0781 .1615.2448 .32811.4115 .4948 .5781 .6615 .7448 .8281 1.9115 
 
 .0794 .1628 .2461 .3294i. 4128 i.4961 1.5794 .66281.7461 
 .0807 .1641 .2474 .3307 .4141 .4974 .5807 .6641 .7474 
 .0820 .1654 .2487 .3320 .4154 .4987 .5820 .6654 .7487 
 
 .8307 
 
 .9128 
 .9141 
 .9154 
 
 .9961 
 .9974 
 
 1.0000 
 
278 JONES & LAUGHLIN STEEL CO. 
 
 DECIMALS OF AN INCH FOR EACH I-64TH 
 
 
 
 j 
 
 g 
 
 
 
 j 
 
 j 
 
 is 
 
 "n 
 
 X 
 
 h 
 
 "2 
 
 u 
 
 
 
 1 
 
 B 
 
 x 
 ^ 
 
 s ' 
 
 8 
 
 5 
 
 
 
 p 
 
 
 
 
 
 o 
 
 
 
 
 1 
 
 .015625 
 
 
 
 33 
 
 .515625 
 
 
 1 
 
 2 
 
 .03125 
 
 
 17 
 
 34 
 
 .53125 
 
 
 
 3 
 
 .046875 
 
 
 
 35 
 
 .546875 
 
 
 2 
 
 4 
 
 .0625 
 
 1-16 
 
 18 
 
 36 
 
 .5625 
 
 9-16 
 
 
 5 
 
 .078125 
 
 
 
 37 
 
 .578125 
 
 
 3 
 
 6 
 
 .09375 
 
 
 19 
 
 38 
 
 .59375 
 
 
 
 7 
 
 .109375 
 
 
 
 39 
 
 .609375 
 
 
 4 
 
 8 
 
 .125 
 
 1-8 
 
 20 
 
 40 
 
 .625 
 
 5-8 
 
 
 9 
 
 .140625 
 
 
 
 41 
 
 .640625 
 
 
 5 
 
 10 
 
 .15625 
 
 
 21 
 
 42 
 
 .65625 
 
 
 
 11 
 
 .171875 
 
 
 
 43 
 
 .671875 
 
 
 6 
 
 12 
 
 .1875 
 
 3-16 
 
 22 
 
 44 
 
 .6875 
 
 11-16 
 
 
 13 
 
 .203125 
 
 
 
 45 
 
 .703125 
 
 
 7 
 
 14 
 
 .21875 
 
 
 23 
 
 46 
 
 .71875 
 
 
 
 15 
 
 .234375 
 
 
 
 47 
 
 .734375 
 
 
 8 
 
 16 
 
 .25 
 
 1-i 
 
 24 
 
 48 
 
 .75 
 
 3-4 
 
 
 17 
 
 .265625 
 
 
 
 49 
 
 .765625 
 
 
 9 
 
 18 
 
 .28125 
 
 
 25 
 
 50 
 
 .78125 
 
 
 
 19 
 
 .296875 
 
 
 
 51 
 
 .796875 
 
 
 10 
 
 20 
 
 .3125 
 
 5-16 
 
 26 
 
 52 
 
 .8125 
 
 13-16 
 
 
 21 
 
 .328125 
 
 
 
 53 
 
 .828125 
 
 
 11 
 
 22 
 
 .34375 
 
 
 . 27 
 
 54 
 
 .84875 
 
 
 
 23 
 
 .359375 
 
 
 
 55 
 
 .859375 
 
 
 12 
 
 24 
 
 .375 
 
 3-8 
 
 28 
 
 56 
 
 .875 
 
 7-8 
 
 
 25 
 
 .390625 
 
 
 
 57 
 
 .890625 
 
 
 13 
 
 26 
 
 .40625 
 
 
 29 
 
 58 
 
 .90625 
 
 
 
 27 
 
 .421875 
 
 
 
 59 
 
 
 
 14 
 
 28 
 
 .4375 
 
 7-16 
 
 30 
 
 60 
 
 .921875 
 .9375 
 
 15-16 
 
 
 29 
 
 .453125 
 
 
 
 61 
 
 .953125 
 
 
 15 
 
 30 
 
 .46875 
 
 
 31 
 
 62 
 
 .96875 
 
 
 
 31 
 
 .484375 
 
 
 
 63 
 
 .984375 
 
 
 16 
 
 32 
 
 .5 
 
 1-2 
 
 32 
 
 64 
 
 1. 
 
 1 
 
 
JONES & LAUGHLIN STEEL CO. 279 
 
 TABLE CONVERTING INCHES AND FEET TO 
 
 METRIC MEASURES 
 
 B 
 
 x 
 
 in 
 M 
 
 X 
 
 H 
 
 t 
 
 W 
 
 8 
 
 H 
 
 
 
 ! 
 
 
 
 5 
 
 M 
 
 (fi 
 
 cu 
 
 K 
 
 B 
 
 z 
 
 
 
 s 
 
 fa 
 
 M 
 
 s 
 
 
 
 W 
 
 2 
 
 H 
 
 H 
 
 & 
 
 .000397 
 
 1 
 
 .3048 
 
 36 
 
 10.9727 
 
 71 
 
 21.6406 
 
 x 
 
 .000794 
 
 2 
 
 .6096 
 
 37 
 
 11.2775) 
 
 72 
 
 21.9454 
 
 A 
 2 
 
 TJf 
 
 .001588 
 .003175 
 .004763 
 
 3 
 
 4 
 5 
 
 .9144! 
 1.2192 
 1.5240 
 
 38 
 39 
 40 
 
 11.5823 
 11.8871; 
 12.1919; 
 
 73 
 
 74 
 75 
 
 22.2502 
 22.5550 
 22.8598 
 
 M 
 
 .006350 
 
 6 
 
 1.8288 
 
 41 
 
 12.4967 
 
 76 
 
 23.1646 
 
 A 
 
 I 8 
 
 H 
 
 .007938 
 .009525 
 .011113 
 .012700 
 
 7 
 8 
 9 
 10 
 
 2.1336 
 2.4384 
 2.7432 
 3.0480 
 
 42 
 43 
 44 
 45 
 
 12.8015 
 13.1063 
 13.4111 
 13.7159 
 
 77 
 78 
 79 
 80 
 
 23.4694 
 23.7742 
 24.0790 
 24.3838 
 
 
 
 11 
 
 3.3528 
 
 46 
 
 14.0207 
 
 81 
 
 24.6886 
 
 A 
 
 .014287 
 
 12 
 
 3.6576 
 
 47 
 
 14.3255 
 
 82 
 
 24.9934 
 
 ^8 
 
 H 
 
 M 
 
 .015875 
 .017462 
 .019050 
 
 13 
 14 
 15 
 
 3.9624 
 4.2672 
 4.5720 
 
 48 
 49 
 50 
 
 14.6303 
 14.9351 
 15.2399 
 
 83 
 
 84 
 85 
 
 25.2982 
 25.6030 
 25.9078 
 
 11 
 % 
 it 
 
 .020637 
 .022225 
 .023812 
 
 16 
 17 
 18 
 
 4.8768 
 5.1816 
 5.4864 
 
 51 
 52 
 53 
 
 15.5447 
 15.8495 
 16.1543 
 
 86 
 
 87 
 88 
 
 26.2126 
 26.5174 
 26.8222 
 
 1 
 
 .0254 
 
 19 
 
 5.7912 
 
 54 
 
 16.4591 
 
 89 
 
 27.1270 
 
 2 
 
 .0508 
 
 20 
 
 6.0959 
 
 55 
 
 16.7638 
 
 90 
 
 27.4318 
 
 3 
 
 .0762 
 
 21 
 
 6.4007 
 
 56 
 
 17.0686 
 
 91 
 
 27.7366 
 
 4 
 
 .1016 
 
 22 
 
 6.7055 
 
 57 
 
 17.3734 
 
 92 
 
 28.0414 
 
 5 
 
 .1270 
 
 23 
 
 7.0103 
 
 58 
 
 17.6782 
 
 93 
 
 28.3461 
 
 6 
 
 . 1524 
 
 24 
 
 7.3151 
 
 59 
 
 17.9830 
 
 94 
 
 28.6509 
 
 7 
 
 .1778 
 
 25 
 
 7.6199 
 
 60 
 
 18.2878 
 
 95 
 
 28.9557 
 
 8 
 
 .2032 
 
 OOOJ 
 
 26 
 
 7.9247 
 
 61 
 
 18.5926 
 
 ' 96 
 
 29.2605 
 
 10 
 11 
 12 
 
 .2285 
 .2540 
 .2794 
 .3048 
 
 27 
 28 
 29 
 30 
 
 8.2295 
 8.5343 
 8.8391 
 9.1439 
 
 62 
 63 
 64 
 65 
 
 18.8974 
 19.2022 
 19.5070 
 19.8118 
 
 97 
 
 98 
 99 
 100 
 
 29.5653 
 29.8701 
 30.1749 
 30.4797 
 
 
 
 31 
 
 9.4487 
 
 66 
 
 20.1166 
 
 101 
 
 30.7845 
 
 
 
 32 
 
 9. 7535;| 67 
 
 20.4214 
 
 102 
 
 31.0893 
 
 
 
 33 
 
 10.0583 68 
 
 20.7262 
 
 103 
 
 31.3941 
 
 
 
 34 
 
 10.3631 69 
 
 21.0310 
 
 104 
 
 31.6989 
 
 
 
 35 
 
 10.6679 
 
 70 
 
 21.3358 
 
 105 
 
 32.0037 
 
 Example for explanation : 90 ft. = 27.4318 m. = 27 m. 43 cm. 1.8 mm., 
 
 or = 27 metres, 43 centimetres, 1^ millimetres. 
 
280 JONES & LAUGHL 
 
 IN STEEL CO. 
 
 
 METRIC MEASURE CONVERTED INTO INCHES 
 
 ~$ 
 
 MILLIMETRES V 
 
 if 
 
 us 
 
 
 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 
 
 .00 
 
 .04 
 
 .08 
 
 .12 
 
 .16 
 
 .20 
 
 .24 
 
 .28 
 
 .31 
 
 .35 
 
 1 
 
 .39 
 
 .43 
 
 .47 
 
 .51 
 
 .55 
 
 .59 
 
 .63 
 
 .67 
 
 .71 
 
 .75 
 
 2 
 
 .79 
 
 .83 
 
 .87 
 
 .91 
 
 .94 
 
 .98 
 
 1.02 
 
 1.06 
 
 1.10 
 
 1.14 
 
 3 
 
 1.18 
 
 1.22 
 
 1.26 
 
 1.30 
 
 1.34 
 
 1.38 
 
 1.42 
 
 1.46 
 
 1.50 
 
 1.54 
 
 4 
 
 1.57 
 
 1.61 
 
 1.65 
 
 1.69 
 
 1.73 
 
 1.77 
 
 1 81 
 
 1.85 
 
 1.89 
 
 1.93 
 
 5 
 
 1.97 
 
 2.01 
 
 2.05 
 
 2.09 
 
 2.13 
 
 2.17 
 
 2.20 
 
 2.24 
 
 2.28 
 
 2.32 
 
 6 
 
 2.36 
 
 2.40 
 
 2.44 
 
 2.48 
 
 2.52 
 
 2.56 
 
 2.60 
 
 2.64 
 
 2.68 
 
 2.72 
 
 7 
 
 2.76 
 
 2.80 
 
 2.83 
 
 2.87 
 
 2.91 
 
 2.95 
 
 2.99 
 
 3.03 
 
 3.07 
 
 3.11 
 
 8 
 
 3.15 
 
 3.19 
 
 3.23 
 
 3.27 
 
 3.31 
 
 3.35 
 
 3.39 
 
 3.43 
 
 3.46 
 
 3.50 
 
 9 
 
 3.54 
 
 3.58 
 
 3.62 
 
 3.66 
 
 3.70 
 
 3.74 
 
 3.78 
 
 3.82 
 
 3.86 
 
 3.90 
 
 10 
 
 3.94 
 
 3.98 
 
 4.02 
 
 4.06 
 
 4.09 
 
 4.13 
 
 4.17 
 
 4.21 
 
 4.25 
 
 4.29 
 
 11 
 
 4.33 
 
 4.37 
 
 4.41 
 
 4.45 
 
 4.49 
 
 4.53 
 
 4.57 
 
 4.61 
 
 4.65 
 
 4.69 
 
 12 
 
 4.72 
 
 4.76 
 
 4.80 
 
 4.84 
 
 4.88 
 
 4.92 
 
 4.96 
 
 5.00 
 
 5.04 
 
 5.08 
 
 13 
 
 5.12 
 
 5.16 
 
 5.20 
 
 5.24 
 
 5.28 
 
 5.32 
 
 5.35 
 
 5.39 
 
 5.43 
 
 5.47 
 
 14 
 
 5.51 
 
 5.55 
 
 5.59 
 
 5.63 
 
 5.67 
 
 5.71 
 
 5.75 
 
 5.79 
 
 5.83 
 
 5.87 
 
 15 
 
 5.91 
 
 5.95 
 
 5.98 
 
 6.02 
 
 6.06 
 
 6.10 
 
 6.14 
 
 6.18 
 
 6.22 
 
 6.26 
 
 16 
 
 6.30 
 
 6.34 
 
 6.38 
 
 6.42 
 
 6.46 
 
 6.50 
 
 6.54 
 
 6.57 
 
 6.61 
 
 6.65 
 
 17 
 
 6.69 
 
 6.73 
 
 6.77 
 
 6.81 
 
 6.85 
 
 6.89 
 
 6.93 
 
 6.97 
 
 7.01 
 
 7.07 
 
 18 
 
 7.09 
 
 7.13 
 
 7.17 
 
 7.20 
 
 7.24 
 
 7.28 
 
 7.32 
 
 7.36 
 
 7.40 
 
 7.44 
 
 19 
 
 7.48 
 
 7.52 
 
 7.56 
 
 7.60 
 
 7.64 
 
 7.68 
 
 7.72 
 
 7.76 
 
 7.80 
 
 7.83 
 
 20 
 
 7.87 
 
 7.91 
 
 7.95 
 
 7.99 
 
 8.03 
 
 8.07 
 
 8.11 
 
 8.15 
 
 8.19 
 
 8.23 
 
 21 
 
 8.27 
 
 8.31 
 
 8.35 
 
 8.39 
 
 8.43 
 
 8.46 
 
 8.50 
 
 8.54 
 
 8.58 
 
 8.62 
 
 22 
 
 8.66 
 
 8.70 
 
 8.74 
 
 8.78 
 
 8.82 
 
 8.86 
 
 8.90 
 
 8.94 
 
 8.98 
 
 9.02 
 
 23 
 
 9.06 
 
 9.09 
 
 9.13 
 
 9.17 
 
 9.21 
 
 9.25 
 
 9.29 
 
 9.33 
 
 9.37 
 
 9.41 
 
 24 
 
 9.45 
 
 9.49 9.53 
 
 9.57 
 
 9.61 
 
 9.65 
 
 9.69 
 
 9.72 
 
 9.76 
 
 9.80 
 
 25 
 
 9.84 9.88 9.92 
 
 9.96 10.00 
 
 10.04 10.08 10.12 10.16 
 
 10.20 
 
 26 10.24 10.28 10.32 
 
 10.35 10.39 
 
 10.43 10.47 10.51 10.55 
 
 10.59 
 
 27 110.63 10.67 10.71 
 
 10.75 10.79 
 
 10.83 10.87 10.91 10.95 
 
 10.98 
 
 28 ill. 02 ,11. 06 11.10 11.14 11.18 
 
 11.22 i 11.26 
 
 11.30 11.34 
 
 11.38 
 
 29 ill. 42 
 
 11.46 11.50)11.54 11.58 
 
 11. 61 111. 65 
 
 11.09 11.73 
 
 11.77 
 
 30 ill.81 
 
 11.85 ill. 89 ill. 93 11.97 
 
 12.01 12.05 
 
 12.09 12.13 
 
 12.17 
 
 31 12.2012.2412.2812.3212.36 
 
 12.40 12.44 
 
 12.48 12.52 
 
 12.56 
 
 32 ,12.60 12.64 12.68 12.72 12.76 
 
 12.80 12.83 12.87 12.91 
 
 12.95 
 
 33 12.99 13.03 13.07 \ 13. 11 13.15 
 
 13.19 13.23 13.27 13.31 
 
 13.35 
 
 34 1339 13.43 13.46 13.50 13.54 
 
 13.58 13.fi2 13.66 13.70 
 
 13.74 
 
 35 '13.78 13.82 13.86 ;13.90 13.94 
 
 13.98 14.02 14.06 14.09 
 
 14.13 
 
 36 14.17 14.21 14.25 14.29 14.33 
 
 14 37 14.41 14.45 14.49 
 
 14.53 
 
 37 ! 14. 57 1 14. 61 i 14. 65 i 14. 69 14. 72 
 
 14.76 14.80 14.84 14.88 
 
 14.92 
 
 38 14.96 15.00 15.04 15.08 15.12 
 
 15.18 15.20 15.24 15 28 
 
 15.32 
 
 39 15. 35 |15.39 15.43 
 
 15.47 15.51 
 
 15.55 15.59 ! 15. 63 15.67 
 
 15.71 
 
 40 
 
 15.75 15.79 15. S3 
 
 15. 87^5. 91 
 
 15.95 1598 16.02 16.06 
 
 16.10 
 
 41 
 
 16.14 16.18 16.22 
 
 16.26 16.30 
 
 16.34 
 
 16.38 16.42 
 
 16.46 
 
 16.50 
 
 42 
 
 16.54 16.53 16.61 
 
 16.65 16.69 
 
 16 73 16.77 16.81 16.85 
 
 16.89 
 
 43 i 16. 93 116.97 1 17. 01 
 
 17.05 17.09 
 
 17.13 17.17 17.20 17.24 
 
 17.28 
 
 44 ; 17. 32 17. 36 J17.40 
 
 17.44 17.48 
 
 17.52 17.56 17.60 17.64 
 
 17.68 
 
 45 17.72 117.76 : 17. 80 
 
 17.84 17.87 
 
 17.91 17.95 17.99 18.03 
 
 18.07 
 
 46 j 18. 11 ! 18. IS! 18. 19 
 
 18.23 18.27 
 
 18.31 18.35 18.39 18.43 
 
 18.47 
 
 47 i 18. 50 118. 54; 18. 58 
 
 18.62 18.66 
 
 18.70 18.74 18.78 18.82 
 
 18.86 
 
 48 ! 18. 90 18. 94 118.98 
 
 19.02 19.06 
 
 19.09 119.13 19.17 19.21 
 
 19.25 
 
 49 19.2919.33:19.37 
 
 19.41 19.45 
 
 19.49 19.53 19.57 19 61 
 
 19.65 
 
 50 19.69 19.72 19.76 
 
 19. 80 j 19. 84 
 
 19.88 
 
 19.92 19.96 
 
 20.00 
 
 20.04 
 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 NOTE. mm. = millimetre ; 10 mm. 
 
 = 1 cm. (centimetre) ; 100 cm. = 
 
 1 m. (metre). 
 
 
 
JON 
 
 ES & LAUG 
 
 H LI 
 
 N STEEL C 
 
 o. 
 
 281 
 
 METRIC MEASURE CONVERTED INTO INCHES 
 
 AS 
 
 MILLIMETRES 
 
 Z H 
 
 - W 
 
 OS 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 50 
 
 19.69 
 
 19.72 
 
 19.76 
 
 19.80 
 
 19.84 
 
 19.88 
 
 19.92 
 
 19.96 
 
 20.00 
 
 20.04 
 
 51 
 
 20.08 
 
 20.12 
 
 20.16 
 
 20.20 
 
 20.24 
 
 20.28 
 
 20.32 
 
 20.35 
 
 20.39 
 
 20.43 
 
 52 
 
 20.47 
 
 20.51 
 
 20.55 
 
 20.59 
 
 20.63 
 
 20.67 
 
 20.71 
 
 20.75 
 
 20.79 
 
 20.83 
 
 53 
 
 20.87 
 
 20.91 
 
 20.95 
 
 20.98 
 
 21.02 
 
 21.0621.10 
 
 21.14 
 
 21.18 
 
 21.22 
 
 54 
 
 21.26 
 
 21.30 
 
 21.34 
 
 21.38 
 
 21.42 
 
 21.46 
 
 21.50 
 
 21.54 
 
 21.58 
 
 21.61 
 
 55 
 
 21.65 
 
 21.69 
 
 21.73 
 
 21.77 
 
 21.81 
 
 21.8521.89 
 
 21.93 
 
 21.97 
 
 22.01 
 
 56 
 
 22.05 
 
 22.09 
 
 22.13 
 
 22.17 
 
 22.21 
 
 22.2422.28 
 
 22.32 
 
 22.36 
 
 22.40 
 
 57 
 
 22.44 
 
 22.48 
 
 22.52 
 
 22.56 
 
 22.60 
 
 22.64 
 
 22.68 
 
 22.72 
 
 22.76 
 
 22.80 
 
 58 
 
 22.84 
 
 22.87 
 
 22.91 
 
 22.95 
 
 22.99 
 
 23.0323.07 
 
 23.11 
 
 23.15 
 
 23.19 
 
 59 
 
 23.23 
 
 23.27 
 
 23.31 
 
 23.35 
 
 23.39 
 
 23.43 
 
 23.47 
 
 23.50 
 
 23.54 
 
 23.58 
 
 60 
 
 23.62 
 
 23.66 
 
 23.70 
 
 23.74 
 
 23.78 
 
 23.8223.86 
 
 23.90 
 
 23.94 
 
 23.98 
 
 61 
 
 24.02 
 
 24.06 
 
 24.09 
 
 24.13 
 
 24.17 
 
 24.21 24.25 
 
 24.29 
 
 24.33 
 
 24.37 
 
 62 
 
 24.41 
 
 24.45 
 
 24.49 
 
 24.53 
 
 24.57 
 
 24.61 
 
 24.65 
 
 24.69 
 
 24.72 
 
 24.76 
 
 63 
 
 24.80 
 
 24.84 
 
 24.88 
 
 24.92 
 
 24.96 
 
 25.00 
 
 25.04 
 
 25.08 
 
 25.12 
 
 25.16 
 
 64 
 
 25.20 
 
 25.24 
 
 25.28 
 
 25.32 
 
 25.35 
 
 25.3925.43 
 
 25.47 
 
 25.51 
 
 25.55 
 
 65 
 
 25.59 
 
 25.63 
 
 25.67 
 
 25.71 
 
 25.75 
 
 25.7925.83 
 
 25.87 
 
 25.91 
 
 25.95 
 
 66 
 
 25.98 
 
 26.02 
 
 26.06 
 
 26.10 
 
 26.14 
 
 26.18 
 
 26.22 
 
 26.26 
 
 26.30 
 
 26.34 
 
 67 
 
 26.38i26.42 
 
 26.46 
 
 26.50 
 
 26.54 
 
 26.5826.61 
 
 26.65 
 
 26.69 
 
 26.73 
 
 68 
 
 26.77 
 
 26.81 
 
 26.85 
 
 26.89 
 
 26.93 
 
 26.97 
 
 27.01 
 
 27.05 
 
 27.09 
 
 27.13 
 
 69 
 
 27.17 
 
 27.21 
 
 27.24 
 
 27.28 
 
 27.32 
 
 27.3627.40 
 
 27.44 
 
 27.48 
 
 27.52 
 
 70 27.56 
 
 27.60 27.64 
 
 27.68 
 
 27.72 
 
 27.7627.80 
 
 27.84 
 
 27.87 
 
 27.91 
 
 71 '27.95 
 
 27.99 28.03 
 
 28.07 
 
 28.11 
 
 28.1528.19 
 
 28.23 
 
 28.27 
 
 28.31 
 
 72 
 
 28.35 
 
 28.39 28.43 
 
 28 47 
 
 28.50 
 
 28.5428.58 
 
 28.62 
 
 28.66 
 
 28.70 
 
 73 
 
 28.74 
 
 28.78 
 
 28.82 
 
 28.86 
 
 28.90 
 
 28.94 
 
 28.98 
 
 29.02 
 
 29.06 
 
 29.10 
 
 74 
 
 29.13 
 
 29.17 29.21 
 
 29.25 
 
 29.29 
 
 29.3329.37 
 
 29.41 
 
 29.45 
 
 29.49 
 
 75 
 
 29.53 
 
 29.57 29.61 
 
 29.65 
 
 29.69 
 
 29.73 
 
 29.76 
 
 29.80 
 
 29.84 
 
 29.88 
 
 76 
 
 29.92 
 
 29.96 30.00 
 
 30.04 
 
 30.08 
 
 30. 12 30. 16 
 
 30.20 
 
 30.24 
 
 30.28 
 
 77 
 
 30.32 
 
 30.35 30.39 
 
 30.43 
 
 30.47 
 
 30.51 
 
 30.55 
 
 30.59 
 
 30.63 
 
 30.67 
 
 78 
 
 30.71 
 
 30.75 
 
 30.79 
 
 30.83 
 
 30.87 
 
 30.9130.95 
 
 30.98 
 
 31.02 
 
 31.06 
 
 79 
 
 31.10 
 
 31.14 
 
 31.18 
 
 31.22 
 
 31.26 
 
 31.30 
 
 31.34 
 
 31.38 
 
 31.42 
 
 31.46 
 
 80 
 
 31.50 
 
 31.54 
 
 31.53 
 
 31.61 
 
 31.65 
 
 31.6931.73 
 
 31.77 
 
 31.81 131.85 
 
 81 
 
 31.89 
 
 31.93 31.97 
 
 32.01 
 
 32.05 
 
 32.0932.13 
 
 32.17 
 
 32.21 
 
 32.24 
 
 82 132.28 
 
 32.32:32.36 
 
 32.40 
 
 32.44 
 
 32.4832.52 
 
 32.56 
 
 32.60 
 
 32.64 
 
 '83 132.68 
 
 32.72 32.76 
 
 32.80 
 
 32.84 
 
 32.87 
 
 32.91 
 
 32.95 
 
 32.99 
 
 33.03 
 
 84 33.07 
 
 33.11 33.15 
 
 33.19 
 
 33.23 
 
 33.2733.31 
 
 33.35 
 
 33.39 
 
 33.43 
 
 85 
 
 33.47 
 
 33.50 33.54 
 
 33.58 
 
 33.62 
 
 33.66 
 
 33.70 
 
 33.74 
 
 33.78 
 
 33.82 
 
 86 
 
 33.86 
 
 33.90 33.94 
 
 33.98 
 
 34.02 
 
 34.06 
 
 34.10 
 
 34.13 
 
 34.17 
 
 34.21 
 
 87 
 
 34.25 
 
 34.29 134.33 
 
 34.37 
 
 34.41 
 
 34.4534.49 
 
 34.53 
 
 34.57 
 
 34.61 
 
 88 34.65 
 
 34. 69 134.73 
 
 34.76 
 
 34.80 
 
 34.8434.88 
 
 34.92 
 
 34.96 
 
 35.00 
 
 89 135.04 
 
 35.08 i35.12 
 
 35.16 
 
 35.20 
 
 35.24 
 
 35.28 
 
 35.32 
 
 35.36 
 
 35.40 
 
 90 35.43 
 
 35.47 
 
 35.51 
 
 35.55 
 
 35.59 
 
 35.6335.67 
 
 35.71 135.75 
 
 35.79 
 
 91 135.83 
 
 35.87 
 
 35.91 
 
 35.95 
 
 35.98 
 
 36.02 
 
 36.06 
 
 36.10 
 
 36.14 
 
 36.18 
 
 92 i36.22 
 
 36.26 36.30 
 
 36.34 
 
 36.38 
 
 36.4236.46 
 
 36.50 
 
 36.54 
 
 36.58 
 
 93 
 
 36.61 
 
 36.65 36.69 
 
 36.73 
 
 36.77 
 
 36.81 
 
 36.85 
 
 36.89 
 
 36.93 
 
 35.97 
 
 94 
 
 37.01 
 
 37.05 37.09 
 
 37.13 
 
 37.17 
 
 37.2137.24 
 
 37 28 
 
 37.32 
 
 37.36 
 
 95 
 
 37.40 
 
 37.44 37.48 
 
 37.52 
 
 37.56 
 
 37.60 
 
 37.64 
 
 37.68 
 
 37.72 
 
 37.76 
 
 96 
 
 37.80 
 
 37.84 37.87 
 
 37.91 
 
 37.95 
 
 37.9938.03 
 
 38.07 
 
 38.11 
 
 38.15 
 
 97 
 
 38.19 
 
 38. 23; 38. 27 
 
 38.31 
 
 38.35 
 
 38.39 
 
 38.43 
 
 38.47 
 
 38.50 
 
 38.54 
 
 98 J38.58 
 
 38.62 38.66 
 
 38.70 
 
 38.74 
 
 38.7838.82 
 
 38.86 
 
 38.90 
 
 38.94 
 
 99 38.98 
 
 39.02 
 
 39.06 
 
 39.10 
 
 39.13 
 
 39.17 
 
 39.21 
 
 39.25 
 
 39.29 
 
 39.33 
 
 100 39.37 
 
 39.41 
 
 39.45 
 
 39.49 
 
 39.53 
 
 39.5739.61 
 
 39.65 
 
 39.69 
 
 39.73 
 
 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
 7 
 
 8 
 
 9 
 
 NOTE. mm. 
 
 = millimetre ; 10 mm. = 
 
 1 cm. 
 
 (centimetre) 
 
 ; 100 cm. = 
 
 1 m. (metre). 
 
 
 
 
 
 
 
 
 
282 
 
 JO 
 
 X 
 
 ES 6 
 
 i. LA 
 
 UG 
 
 H 
 
 L ] 
 
 N 
 
 STE 
 
 E L 
 
 CO. 
 
 TABLE OF WEIGHTS 
 Interchangeable between U. S. and Metric Systems 
 
 M 
 H 
 
 [?. 
 
 m 
 
 III 
 
 III 
 
 P 
 
 M M 
 
 II 
 
 a 
 I 
 
 1 2 * 
 
 HI 
 
 * i c 
 
 IIS 
 
 H 2 
 
 U (H 
 
 2 w 
 
 * 
 
 |l 
 
 
 |i,a 
 
 M 
 
 II 
 
 S* 
 
 1 
 
 28.3495 
 
 35.274 
 
 0.4536 
 
 2.2046 
 
 0.9072 
 
 1.1023 
 
 2 
 
 56.6000 
 
 70.548 
 
 0.0072 
 
 4.4002 
 
 1.8144 
 
 2.2046 
 
 3 
 
 85.0485 
 
 105:822 
 
 1.3608 
 
 6.6138 
 
 2.7216 
 
 3.3009 
 
 4 
 
 118.8080 
 
 141.006 
 
 1.8144 
 
 x.xlx4 
 
 8.6288 
 
 4.4092 
 
 5 
 
 141.7475 
 
 176. 370 
 
 2.2680 
 
 11.0230 
 
 4.5360 
 
 5.5115 
 
 6 
 
 170.0970 
 
 211.644 
 
 2.7216 
 
 13.2276 
 
 5.4432 
 
 6.6138 
 
 7 
 
 198.4464 
 
 246.918 
 
 3. 1752 
 
 15.4322 
 
 6.3504 
 
 7.7Kil 
 
 8 
 
 296.7050 
 
 282. 192 
 
 :< 6288 
 
 17.6868 
 
 7.2576 
 
 x x)s4 
 
 9 
 
 25.5. 1454 
 
 317^466 
 
 4.0824 
 
 19.8414 
 
 
 0! 9207 
 
 10 
 
 283.4949 
 
 352.740 
 
 4.5360 
 
 22.0460 
 
 9l 0720 
 
 11.0230 
 
 11 
 
 311.8444 
 
 388.014 
 
 4.9896 
 
 24.2506 
 
 9.9792 
 
 12. 1253 
 
 12 
 
 340. 1939 
 
 4J3 _'xx 
 
 5.4432 
 
 
 1D.SV4 
 
 13.2276 
 
 13 
 
 
 
 5.8068 
 
 'x I'J.YO, 
 
 11.7936 
 
 14.3299 
 
 14 
 
 gft 8028 
 
 W.8M 
 
 6.8504 
 
 SO! 8644 
 
 12.7006 
 
 15.4322 
 
 15 
 
 425.2423 
 
 529.110 
 
 6.8040 
 
 33.0690 
 
 13.6080 
 
 16.5345 
 
 16 
 
 453.5918 
 
 564.384 
 
 7.2576 
 
 35.2736 
 
 14.5152 
 
 17.6308 
 
 17 
 
 
 
 7.7112 
 
 37 4782 
 
 15. 4224 
 
 18.7391 
 
 IS 
 
 
 
 x l',4x 
 
 , j |,v's 
 
 16 3296 
 
 19.8414 
 
 19 
 
 
 
 s iilx4 
 
 4L.XX74 
 
 17.2368 
 
 20.9437 
 
 20 
 
 
 
 9.0720 
 
 44.0920 
 
 18. 1440 
 
 22.0460 
 
 21 
 
 
 
 9.5256 
 
 46.2966 
 
 19.0512 
 
 23. 1483 
 
 22 
 
 
 
 9 9792 
 
 48 5012 
 
 1 1 j * i ") v i 
 
 24.2506 
 
 23 
 
 
 
 10. 4328 
 
 50. 70.58 
 
 20i 8656 
 
 25.3529 
 
 24 
 
 
 
 ID XM;I 
 
 52 9104 
 
 21.7728 
 
 26. 4552 
 
 25 
 
 
 
 11.3400 
 
 55.1150 
 
 22.6800 
 
 27.5575 
 
 
 
 
 
 
 
 
 1 metric ton=1000 kg. (kilograms). 
 
 1 kilogram =1000 g. (grams). 
 
 1 gram=10 dg. (decigrams)=100cg. (centigrams) =1000 mg. (milligrams). 
 
 Weight of 1 cubic mm. of water=l milligram. 
 
 Weight of 1 cubic cm. of water=l gram. 
 
 Weight of 1 cubic dm. of water (=1000 grams) = 
 1 litre =1 kg. 
 
 Weight of 1 cubic m. of water (=1000 dm 3 )=l 
 metric ton. 
 
 NOTE. 10 mm. =1 cm; 10cm. =1 dm. (decimetre); 
 10dm.=lm. (metre); mm = millimetre ; cm. = centi- 
 metre. 
 
JONES & LAUGHLIN STEEL CO. 283 
 
 TABLE OF LIQUID AND DRY MEASURE 
 
 Interchangeable between U. S. and Metric Systems 
 
 M 
 
 M 
 
 
 2 
 D 
 
 K 
 
 LITRES 
 TO QUARTS 
 
 QUARTS 
 TO LITRES 
 
 89 
 
 x z 
 
 SS2 
 
 a 31 
 
 uO^ 
 
 l 
 
 08 
 
 H * 
 
 ">a 
 s s ! 
 
 h* 
 
 5 
 
 g 
 
 w2 
 
 s 
 
 Q 
 w 
 
 8 
 
 0% 
 H H 
 
 111 
 
 2% 
 
 
 
 'O 
 
 1 
 
 3 
 
 ? 
 Q 
 
 I 
 
 fr 
 
 Q 
 
 1 
 
 2 
 3 
 4 
 5 
 
 1.0567 
 2.1134 
 3.1701 
 4.2268 
 5.2835 
 
 0.908 
 1.816 
 2.724 
 3.632 
 4.540 
 
 0.9463 
 1.8927 
 2.8390 
 3.7854 
 4.7317 
 
 1.1013 
 2.2026 
 3.3040 
 4.4053 
 5.5066 
 
 264. 17 
 528.35 
 792.52 
 1056.70 
 1320.87 
 
 0.0038 
 0.0076 
 0.0114 
 0.0151 
 0.0189 
 
 2.8375 
 5.6750 
 8.5125 
 11.3500 
 14. 1875 
 
 0.3524 
 0.7048 
 1.0573 
 1.4097 
 1.7621 
 
 6 
 7 
 8 
 9 
 10 
 
 6.3402 
 7.3969 
 8. 4536 
 9.5103 
 10.5670 
 
 5.448 
 6.356 
 7.264 
 8.172 
 9.080 
 
 5.6781 
 6.6244 
 7.5707 
 8.5171 
 9.4634 
 
 6.6079 
 7.7093 
 8.8106 
 9.9119 
 11.0132 
 
 1585.05 
 1849.22 
 2113.40 
 2377.57 
 2641.75 
 
 0.0227 
 0.0265 
 0.0303 
 0.0341 
 0.0379 
 
 17.0250 
 19.8625 
 22.7000 
 25.5375 
 28.3750 
 
 2.1145 
 2.4669 
 2.8194 
 3.1718 
 3.5242 
 
 11 
 12 
 13 
 14 
 15 
 
 11.6237 
 12.6804 
 13.7371 
 14.7938 
 15.8505 
 
 9.988 
 10.896 
 11.804 
 12.712 
 13.620 
 
 10.4098 
 11.3561 
 12.3024 
 13.2488 
 14. 1951 
 
 12.1145 
 13.2158 
 14.3172 
 15.4185 
 16.5198 
 
 2905.92 
 3170. 10 
 3434.27 
 3698. 45 
 3962.62 
 
 0.0416 
 0.0454 
 0.0492 
 0.0531 
 0.0569 
 
 31.2125 
 34.0500 
 36.8875 
 39.7250 
 42.5625 
 
 3.8766 
 4.2290 
 4.5815 
 4.9339 
 5.2863 
 
 16 
 17 
 18 
 19 
 20 
 
 16.9072 
 17.9639 
 19.0206 
 20.0773 
 21.1340 
 
 14.528 
 15.436 
 16.344 
 17.252 
 18. 160 
 
 15.1415 
 
 16.0878 
 17.0341 
 17.9805 
 18.9268 
 
 17.6211 
 18.7224 
 19.8238 
 20.9251 
 22.0264 
 
 4226.80 
 4490.97 
 4755. 15 
 5019.32 
 5283.50 
 
 0.0606 
 0.0644 
 0.0682 
 0.0720 
 0.0758 
 
 45.4000 
 48.2375 
 51.0750 
 53.9125 
 56.7500 
 
 5.6387 
 5.9911 
 6.3436 
 6.6960 
 7.0484 
 
 21 
 22 
 23 
 24 
 25 
 
 22.1907 
 23.2474 
 24. 3041 
 25.3608 
 26. 4175 
 
 19.068 
 19.976 
 20.884 
 21.792 
 22.700 
 
 19.8732 
 20.8195 
 21.7658 
 22.7122 
 23.6585 
 
 23. 1277 
 24.2290 
 25.3304 
 26.4317 
 27.5330 
 
 5547.67 
 5811.85 
 6076.02 
 6340.20 
 6604.37 
 
 0.0796 
 0.0833 
 0.0871 
 0.0909 
 0.0947 
 
 59.5875 
 62.4250 
 65.2625 
 68.1000 
 70.9375 
 
 7.4008 
 7.7532 
 8. 1057 
 8.4581 
 8.8105 
 
 1 cu. metre (m 3 ) = 1000 1. (litres) = 1000 dm 3 (cu. decimetres). 
 
 1 hectolitre (hi.) = 100 litres. 
 
 1 litre = 1 dm 3 (cu. decimetre) = 10 dl. (decilitre) = 100 cl. (centilitre) 
 
 = 1000 ml. (millilitres). 
 
 1 millilitre = 1 cm 3 (cu. centimetre). 
 
JONES & LAUGHLIN STEEL CO. 
 
 MENSURATION 
 
 TT = 3.1415926536 
 | = 1.5708 
 
 = 1.0472 
 
 = 0.7854 
 = 0.2618 
 
 = 0.04909 
 
 = 0.31831 
 
 7T 
 
 i= 0.10132 
 
 r 2 
 
 7T 2 = 9.86960 
 7T 3 = 31.00628 
 log. - = Q.4971499 
 4/-= 1.77245 
 
 - = 0.56419 
 
 it 
 
 log. I/- = 0.2485749 
 <r = 2 - rX 
 
 J 2 
 
 or very nearly= 
 
 n= r i x t r 
 
 or very nearly = 
 = .01745 X r X c in degrees 
 
 Br 
 
 A = area 
 
 Circle 
 d = diameter 
 
 radius 
 
 ^ = -~^ = 0.7854 d* d = 1,12838 tfA 
 
 Circumference =2 r r = it d 
 Sector of circle = length of arc X half radius. 
 Segments of circle = area of sector less triangle, also for 
 
 flat segments very nearly = ^ 1/0.388/4 2 +J 2 
 3 4 
 
JONES & LAUGHLIN STEEL CO. 
 
 285 
 
 MENSURATION 
 Triangle 
 
 (*-*) (*-c) 
 
 if s is half of the sum of the sides a, b, and c, 
 or = base X half perpendicular height. 
 
 Polygons t 
 
 Area of any regular or irregular polygon can be found by 
 dividing the polygon into triangles and taking the sum of the 
 areas. Area of any regular polygon 
 
 No. of sides 
 
 X (circumscribed rad.) 2 X sin. 
 
 = ~ a b 
 
 (No. sides) 
 Parabola. A \ s h 
 
 - a -H 
 
 Area of any Irregular Plane Surface 
 
 Divide the surface into any number, say , parallel strips 
 of equal widths, d, whose middle ordinates are represented by 
 
 " h h h h . . . h h 
 1234 n-ln 
 
 then is, after Poncelet's rule, 
 
 A = d I h + T V d ( ah ) + T L d ( bh \ 
 1 n/ 
 
 but more exact after Francke's rule, 
 
 A =d2h-\-^d(8a + hoh} + ^d( 8b + hoh\ 
 2 1 n-1 nJ 
 
280 
 
 JONES 
 
 LAUGHLIN STEEL CO. 
 
 MENSURATION 
 
 Cylinder 
 
 V= contents 
 
 Sphere 
 
 ~<i* 
 
 Pyramid and Cone 
 
 A = periphery or circumference of base X half slant height. 
 F= area of base -f- ^ perpendicular height. 
 
 Frustum 
 
 A = sum of peripheries or circumferences of the two ends 
 X half slant height + area of both ends. 
 
 Frustum of a cone. V= % ~ h ( R* + r 2 + Rr] 
 
 Frustum of pyramid. V= l / 3 h ( B + |/ Bb + b) 
 
 (h being the distance of the two parallel end surfaces 
 B and b). 
 
JONES & LAUGHLIN STEEL CO. 
 
 MENSURATION 
 Properties of the Circle 
 Circumference = Diam. X 3.1416 or 3i. 
 Diam. X -8862 = Side of an equal square. 
 Diam. X .7071 = Side of an inscribed square. 
 Diam. 2 X .7854= Area of circle. 
 Radius X 6.2832 = Circumference. 
 Circumference = 3.5446 j/ area of circle. 
 Diam. = 1.1283 |/ area of circle. 
 Length of arc = No. of degrees X .017453 radius. 
 Degrees in arc whose length equals radius = 57 .2957. 
 Length of an arc of 1= Radius X .017453. 
 Length of an arc of V = Radius X .0002909. 
 Length of an arc of 1"= Radius X .0000048. 
 7r = Proportion of circumference to diam.= 3. 1415926. 
 7:2 = 9.8696044. 
 |/- =1.7724538. 
 Log. ~ = 0.4971499. 
 
 ? = 0.3183001. 
 
 360 
 360 
 
 = .002778. 
 
 = 114.59. 
 
 Trigonometrical Formulae 
 
 General Equivalents 
 
 The diagram shows the different trigonometrical expres- 
 sions in terms of the angle A. 
 
 In the following formulae Radius = 1. 
 
 Cot A 
 
288 JONES & LAUGHLIN STEEL CO. 
 
 MENSURATION 
 
 Complement of an angle = its difference from 90. 
 
 Supplement of an angle = its difference from 180. 
 
 1 cos. 
 
 cos. cot. 
 
 1 tan. 
 
 cos. sin. 
 
 -* 
 
 Cos.= 4/(l sin. 2 ) = = sin. X cot. = 
 
 tan. sec. 
 
 Cot.= -- = Cosec.= 
 
 sin. tan. sin. 
 
 Versin.= Rad. cos. Coversin.=Rad. sin. 
 
 Rad.=tan.X cot.= -sin. 2 + cos. 2 
 
 Solution of Right-Angled Triangles 
 Hypoth. 2 = base 2 + perpend. 2 
 Base 2 = (hyp.+ perp.) X (hyp. perp.) 
 Perp. 2 = (hyp.-f base) X (hyp. base). 
 
 Sin,a = ^- Cot. a=-^- 
 
 C A 
 
 ^B A 
 
 Cos. a = Cos. b = ^ 
 
 C C- 
 
 A A 
 
 Tan. a = Cot. b = - : 
 
 B B 
 
 c b = 90 a 
 
 Cosec. a = r- 
 
 A A=tsin.a 
 
 C 
 Sec. a = 
 
 B = C cos. a = A cot. a = 
 
 C= 
 
 t/(C+A)(C A) 
 A B 
 
 sin. a cos. a 
 
JONES & LAUGHLIN STEEL CO. 
 
 MENSURATION 
 Solution of Oblique-Angled Triangles 
 
 Value of any side C is : 
 A sin. c B sin. c 
 
 sin. a sin. b cos. b -f sin. cot. <: 
 
 5 
 
 cos. a -f- sin. # cot. 
 
 A cos. b + A 
 
 = 4/^ 2 + j? 2 2A B cos. <: = 
 
 B cos. <z -j- B sin. a cot. 
 
 Value of any angle a is : 
 
 A sin. <: A sin. 3 
 
 Sm. a = = - - = sin. (b -f- c] 
 c B 
 
 Sin. a = sin. b cos. c. -f- cos. sin. ^ 
 Cos. n: = sin. b sin. cos. b cos. <: 
 4. B* A* 
 
 Cos. a = 
 Tan. a = 
 
 2^ C 
 
 A sin. <: ^4 sin. b 
 
 B A cos. c C A cos. b 
 
 tan. b tan. r 1 
 
290 JONES & LAUGHLIN STEELCO. 
 
 STRENGTH OF MATERIALS 
 
 Ultimate Resistance to Tension in Pounds per 
 Square Inch 
 
 Metals and Alloys 
 
 Aluminum Bronze, AVERAGE 
 
 10 per cent Al. and 90 per cent copper . . 85000 
 
 IX per cent Al. and 98^ per cent copper . 28000 
 
 Brass, cast . .... . . . . . 18000 
 
 Brass, wire ... ..... 49000 
 
 Bronze or gun metal . 36000 
 
 Copper, cast ...... . 19000 
 
 Copper, sheet . .'.... . . . 30000 
 
 Copper, bolts . V . . . . . . . 36000 
 
 Copper, wire, unannealed '.'.-... . . . 00000 
 
 Iron, cast, 13,400 to 29,000 . .' ... . 16500 
 
 Iron, wrought, round or square bars of 1 to 2-inch 
 
 diameter, double refined . . . 50000 to 54000 
 Iron, wrought specimens i^-inch square, cut from 
 
 "large bars of double refined iron . 50000 to 53000 
 
 Iron, wrought, double refined, in large bars of about 
 
 7-square-inch section . t . 46000 to 47000 
 Iron, wrought, universal mill plates, angles and 
 
 other shapes . . . . . 48000 to 51000 
 
 Iron, wrought plates over 36 inches wide 46000 to 50000 
 
 The modulus of elasticity of double refined bar iron is 
 25,000,000 to 27,000,000; of steel bars, 29,000,000 to 
 42,000,000. 
 
 Iron wire . . ... .. V. '. . 70000 to 100000 
 
 Iron wire ropes ..-...' 90000 
 Lead, sheet . . . '. . 3300 
 
JONES & LAUGHLIN STEEL CO. 291 
 
 STRENGTH OF MATERIALS 
 
 AVERAGE 
 
 Steel . . ... . . . 65000 to 120000 
 
 Tin, cast . 4600 
 
 Zinc . , - i _ ;-. ' . . . v 7000 to 8000 
 
 Timber, Seasoned, and other Organic Fiber 
 
 Taken largely from Trautwine's pocket book (edition of 1902). 
 
 Ash, English . . .. . , . . 16000 
 
 Ash, American . . . . . . . 16500 
 
 Beech, English . . . . .' . .. - . 11500 
 
 Birch . . .'.'.. . . . 15000 
 
 Cedar of Lebanon . . ...''. . . 11400 
 
 Cedar, American, red . . ..*'.'.',. 10300 
 
 Fir or Spruce . . '. .. . .... . 10000 
 
 Hempen Ropes . . .' . . . 12000 to 15000 
 Hickory, American . . ; . . . 11000 
 
 Mahogany . l\ . . . .% 8000 to 16000 
 
 Oak, American white . . . . ... 10000 
 
 Oak, European . . . . . * . . 10000 
 
 Pine, American white, red and pitch, Memel, Riga 10000 
 Pine, American long leaf yellow . . 12600 to 19200 
 
 Poplar , .. .. 7000 
 
 Silk fiber . . .1' '. . . . '-. . 52000 
 
 Walnut, black .... ., '. - . . ; 8000 
 
 Stone, Natural and Artificial 
 
 Brick . ... . ' . ' . . 40 to 400 220 
 
 Glass . . . , . . , 2500 to 9000 5700 
 
 Slate . , .''.". . .. 2400 to 3800 
 
 Mortar, ordinary ^ . ? s . . 10 to 20 15 
 
292 JONES & LAUGHLIN STEEL CO. 
 
 STRENGTH OF MATERIALS 
 
 Ultimate Resistance to Compression 
 
 Metals 
 
 AVERAGE 
 
 ( ^ part in length by 51000 
 Brass, cast, reduced . . < * 
 
 ( y^ part in length by 16500 
 
 Iron, cast . . . . . - . 82000 to 125000 
 Iron, wrought, within elastic limit . . 22400 to 35800 
 Steel, rolled, within elastic limit ... . 47000 
 
JONES & LAUGHLIN STEEL CO. 293 
 
 General Instructions to Customers 
 Ordering Structural Material 
 
 Architect's and engineer's drawings and specifications are 
 usually definite enough to enable us to execute them without 
 loss of time in correspondence. Small orders from con- 
 tractors and. others Are frequently very indefinite in specifying 
 just what is desired, making correspondence necessary and 
 often resulting in great loss of time in shipping the material. 
 We therefore invite your attention to the following data 
 which should accompany the order : 
 
 1. Size of holes should be given, or better, the size of 
 bolts or rivets to be used. If same are not especially 
 specified, we will punch all beams and channels }|-inch 
 holes for %"-inch rivets or bolts in webs. Flange holes we 
 will punch of size given in table of beams and channels on 
 pages 56 and 57. 
 
 2. In ordering beams to be punched for and provided 
 with separators, state width of walls to be supported, or give 
 width lintel should be over all after assembling. Further, 
 state if separator bolts are to be used only to assemble lintel, 
 or if some wood furring, either on one or both sides of lintel 
 or twin beam, has to be fastened to beam webs by said bolts, 
 in which case we would add to 
 
 length of bolts 2 inches or 4 inches XI 12" 
 
 respectively. P7 
 
 3. If beam ends are not to be ====== _No ( 1 
 
 square, it would be well to dis- 
 tinguish between mitered as per 
 
 sketch No. 1, or beveled as per 
 sketch No. 2. Better still, to 
 accompany same with a clear f ======z:= ini 
 
 sketch, giving the required angle 
 either in degrees or in proportion 
 of 12-inch to x as shown on sketch. 
 
 4. In ordering bent beams or / 12" 
 
 channels, state if same are to be 
 
294 
 
 JONES & LAUGH LIN STEEL CO. 
 
 No,3 
 
 cambered as per sketch No. 3, giving besides the required 
 
 length, Z, either height of camber, A, or radius, r or R. 
 
 Further state if ends have to be cut off square to chord, on 
 
 line n, or radial, on 
 line mm. When 
 beams or channels are 
 to be bent vertical to 
 their web as in sketch 
 Nos. 4, 5 or 6, similar 
 data should be given 
 as for cambered beams 
 or channels, but in 
 this case for channels 
 or angles it is neces- 
 sary to state if web of 
 channel or vertical leg 
 of angle is to be out- 
 side, as in sketch No. 
 5, or inside as in No. 6; 
 further, in case of 
 angles of unequal 
 legs, state which leg 
 is to be vertical to 
 curve. In all these 
 cases, a simple sketch 
 will explain more than 
 many words. 
 
 5. State in each 
 order if steel should 
 be painted before 
 
 shipment, and if field connections are to be bolts or rivets. 
 
 No.4 
 
 No.5 
 
JONES & LAUGHLIN STEEL CO. 295 
 
 INDEX 
 
296 
 
 JONES & LAUGHLIN STEEL CO. 
 
 INDEX 
 
 Anchors : 
 
 Standard types . . . v . . . . 69 
 
 Angles : 
 
 Areas of ... . . . . 55 
 
 Diagrams of . . ' / . . . . 13-19 
 
 Equal legs . 52 
 
 Maximum lengths 54 
 
 Maximum size of rivets and gauge for punching . 59 
 
 Minimum spans for Standard connection angles . 60 
 
 Properties of . . . . '. . . 128-139 
 
 Radii of gyration, two angles back to back . . 174-176 
 
 Radii of gyration, two angles star section . . 236-238 
 
 Radii of gyration, single angle . . . . 128-139 
 
 Safe loads for 106-108 
 
 Safe loads, single angle struts . . . , . 172 
 
 Standard connections, notes on .... 60 
 
 Standard connections, details of .... 61 
 
 Standard connections for opposite framing . . 62 
 
 Arches : 
 
 Types of fireproof 67 
 
 Weights of . ... . ... . 74 
 
 Areas : 
 
 Of angles and plates for columns . . . 240-244 
 
 Of circles 218-230 
 
 Methods of increasing for shapes . . . ' 39 
 
 Bars: 
 
 Beveled edges . , 43 
 
 Flat sizes and maximum lengths . . . 46, 47 
 
 Flat sizes and weights 196-201 
 
 Half rounds . . . . . . 44 
 
 Hexagons . . . . . . . . 44 
 
 Ovals and half-ovals . . . . . 44 
 
 Round . 42 
 
JONES & LAUGHLIN STEEL CO. 
 
 297 
 
 Round edges . . . 
 
 Twisted . .. ' 
 
 Beams : 
 
 Bending moments and deflections of . 
 Deflection coefficients . . ' . 
 Diagrams of . . . . 
 Formulae on flexure 
 Properties of . . ' . 
 
 Sizes and maximum lengths 
 Standard framing of .... 
 Standard gauges for punching 
 Tables of safe loads . . . . 
 Tables, explanation of . . . . 
 Without lateral support . . . 
 Wooden, strength of 
 
 Bearing Plates 
 
 Beveled Edged Bars 
 
 Boat Spikes : 
 
 Weights and sizes . ... 
 
 Bolts : 
 
 Machine, weights of . . 
 
 Standard screw threads, nuts and heads 
 
 Brick Walls : 
 
 Weight of . , .if . 
 
 Bridges : 
 Beam, details of . 
 
 Cast Washers: 
 
 Table of :. <, . ! . . 
 
 Chains : 
 
 Diagrams of . . . . V 
 Sizes, strength and weights of . .,;. 
 
 PAGE 
 
 43,45 
 235 
 
 115 
 
 85 
 
 4-9 
 
 114 
 
 118-121 
 56 
 62 
 59 
 
 86-97 
 
 81-84 
 
 84 
 
 178 
 
 63 
 43 
 
 235 
 
 207 
 212 
 
 80 
 186 
 177 
 
 40 
 41 
 
298 
 
 JONES & LAUGHL1N STEEL CO 
 
 Channels : 
 
 Diagrams of . ... . "... . 10-12 
 
 Properties of . . . . 120-123 
 
 Sizes and maximum lengths .... 57 
 
 Tables of safe loads . . . ' ... . . 98-105 
 
 Channel Tires 25 
 
 Circles : 
 
 Areas and circumferences of . . . . 218-230 
 
 Circular Plates : 
 
 Sizes . . . . ....," 49 
 
 Clevises 269 
 
 Columns : 
 
 Areas of angles and plates for . . . . 240-244 
 
 Details of concrete fireproofing ..... 71 
 
 Diagrams of sections . . . . . . 64 
 
 General notes on . , . . . " . . . 149-151 
 
 Notes on splicing and connections . . . 66 
 
 Strength and weights of angle and plate . . 160-169 
 
 Strength and weights of channel . . . . 152-158 
 
 Strength and weights of cast-iron . . . 171 
 
 Strength and weights of single angle . . . 172 
 
 Strength and weights of single beams . . . . J 159 
 
 Strength and weights of Z bar . . . . 170 
 
 Strength of wooden 179 
 
 Cold Rolled : 
 
 Reaper and harvester finger bars . ' . . . 32, 33 
 Shafting, etc. . . . . . .'267 
 
 Corrugated Sheets : 
 
 Weights and strength of . . .- . . Ill 
 
 Cubic Foot of Substances : 
 
 Weights of . . . . . . . . 215-217 
 
 Decimals of a Foot for each of an Inch 276, 277 
 
JONES & LAUGHLIN STEEL CO. 
 
 299 
 
 .1 PAGE 
 
 I Decimals of an Inch for each ^ of an Inch 278 
 
 ' Deflection Coefficients 85 
 
 Explanation of Tables 112, 113 
 
 Eye Bars : 
 
 Standard . . .'..-. . . 274 
 
 Adjustable . . .'-.. ... . 273 
 
 Notes on ........ 275 
 
 Finger Bars .... . . 32, 33 
 
 Fireproofing : 
 
 General notes on . . . . . . 72-79 
 
 Styles of floors . . ... . . . 68-70 
 
 Floors : 
 
 Details of connections . . . . . . ' 69 
 
 General notes on fireproof construction . . 72-79 
 
 Girders for .... . . . . . . 80 
 
 Styles of fireproofing . .. .... '. . 67,70 
 
 Formulae : 
 General 
 
 Framing : 
 
 Standard diagrams of 
 
 114 
 
 62 
 
 General Instructions for Ordering Material 293, 294 
 
 Girders : 
 
 Beam, strength and weight of 
 Built, strength and weight of 
 
 Grooved Steel 
 Half Rounds 
 
 Harvester Tires 
 
 Hexagons : . . 
 
 140-144 
 145-148 
 
 23,24 
 44 
 25 
 44 
 
300 
 
 JONES & LAUGHL1N STEEL CO 
 
 PAGE 
 
 Hoops 45 
 
 Inertia, Moments of 116, 117 
 
 Logarithms 245-247 
 
 Looped Eyes 272 
 
 Manufacturers' Standard Specifications 187-195 
 
 Mensuration. - . . . .284-289 
 
 Metric Conversion Table 239 
 
 Miscellaneous Steel 27-31 
 
 Moments of Inertia 116, 117 
 
 Natural Sines, etc. . 248-256 
 
 Nuts: 
 
 Sizes and weights of square . . . . . . 208 
 
 Sizes and weights of hexagon . . .' . 209 
 
 Pin . . ... ... . 271 
 
 Sleeve . .. . , .. . . . ... 270 
 
 Nut Steel 47 
 
 Ovals and Half-Ovals 44 
 
 Partitions : 
 
 Details of construction ..... 71 
 
 Plates : 
 
 Bearing .... . ... . 63 
 
 Circular . . . ... . . 49 
 
 Rolled edges. -..-.. . . . 46 
 
 Sheared edges . . , . . . .48,49 
 
 Weights of . . ' . . 231-234 
 
 Pipe : 
 
 For steam, water and gas ..... 214 
 
JONES & LAUGHLIN STEEL CO. 
 
 301 
 
 Pins and Pin Nuts 
 
 Radii of Gyration : 
 
 Angles . . . . . 
 Beams, single and double . . 
 Channels, single and double 
 Plate and angle columns ... 
 Tees . . . . , . . 
 Two angles, back to back 
 Two angles, star section . . . , 
 Zees ' . * ... . . .. 
 
 Rails : 
 
 Diagrams and weights of 
 
 Splices for . . . . ^ . , 
 
 Railroad Spikes : 
 
 Weight of ... . . 
 
 Reaper and Harvester Finger Bars 
 Diagrams of cold rolled 
 Diagrams of hot rolled 
 
 Rivets : 
 
 Conventional signs for . 
 Lengths of . . . \ . 
 Shearing and bearing values . . , 
 Weights of round headed 
 
 Roof Trusses : 
 
 Details of . . . -. . 
 Stresses in ..."*. 
 
 Round Bars : 
 
 Sizes of . ... 
 
 Round Edge Steel Flats : 
 
 Sizes . . . ' . .'"'.'. 
 
 Round Edge or Reach Plate 
 
 PAGE 
 
 271 
 
 128-139 
 118-121 
 120-123 
 160-169 
 126, 127 
 174-176 
 236-238 
 124, 125 
 
 35-38 
 37 
 
 235 
 
 32,33 
 34 
 
 183 
 182 
 
 184, 185 
 206 
 
 180 
 181 
 
 42 
 
 45 
 43 
 
302 JONES & LAUGHLIN STEEL CO. 
 
 Round Edge Steel Tires : 
 
 Sizes ......... 45 
 
 Sectional Areas : 
 
 Methods of increasing . . . . 39 
 
 Separators : 
 
 Standard sizes and weights ..... 58 
 
 Types of cast .... 69 
 
 Sheared Plates : 
 Sizes . . . . . . . . .48,49 
 
 Shafting : 
 Cold rolled . . . . . . . . 267 
 
 Sheet Iron and Steel : 
 
 Weights of . . . f . . . . 213 
 
 Sleeve Nuts . . 270 
 
 Specifications, Manufacturers' Standard 187-195 
 
 Spikes : 
 
 Boat ... . . . .'..'. . 235 
 
 Railroad . . . . . . . " . 235 
 
 Square Bars : 
 
 Sizes . . . . . . . '. . . 43 
 
 Squares, Cubes, etc. .... . 257-266 
 
 Standard Framing : 
 
 Diagrams of . . ... . . . 62 
 
 Spacing in flanges of rolled sections ... 59 
 
 Screw threads . 212 
 
 Strength of Material . ' 290-292 
 
 Struts : 
 
 Ultimate strength of . ... . . 173 
 
JONES & LAUGHLIN STEEL CO. 303 
 
 Substances : 
 
 Weights per cubic foot 215-217 
 
 Tables : 
 
 Converting inches and feet to metric measure . 279 
 
 Converting metric measure into inches '. . 280, 281 
 Of weights, interchanging U. S. and Metric systems 282 
 
 Of liquid and dry measure, interchanging U.S. and 
 
 Metric systems . . . . . 283 
 
 Of strength of materials ..... . . 290-292 
 
 Tank Iron and Steel : 
 
 Weights of "... 213 
 
 Tees: 
 
 Diagrams of . . .. . . . . . 20-22 
 
 Properties of . . . . . . . 126,127 
 
 Sizes and weights of . . . . . 50 
 
 Table of safe loads . . . ... . 109 
 
 Tires : 
 
 Channel .... ... -.'.. . . . 25 
 
 Harvester . . . . . . . . 25 
 
 Round edge . . . .' . . . 45 
 
 Twisted Bars 235 
 
 Upset Screw Ends for Round and Square Bars 210, 211 
 
 Weights : 
 
 Bolts, machine .. . . . . . . 207 
 
 Brick walls ... . . ' . . . . 80 
 
 Cubic foot of substances . . . ' . . 215-217 
 Flat bars . . . . . . ... 146-201 
 
 Nuts . . . . ' . . . ; . . 208,209 
 
 Nuts and bolt heads . . .... 207 
 
 Pipe for steam, water and gas .... 214 
 
 Rivets, round headed ...... 206 
 
 Separators ........ 58 
 
304 JONES & LAUGHLIN STEEL CO. 
 
 PAGE 
 
 Sheet and tank steel 213 
 
 Terra cotta arches . . ... 74 
 
 Wooden Posts : 
 
 Strength of ........ 179 
 
 Zees: 
 
 Diagrams of . ' . . . . . . . 20-22 
 
 Properties of . . 124, 125 
 
 Sizes and weights . . . . . 51 
 
 Table of safe loads 110 
 
JONES & LAUGHLIN STEEL CO. 
 
 305 
 
 We Manufacture the Following 
 Articles 
 
 Bessemer, Basic and 
 Acid Open Hearth 
 Steel Blooms 
 
 Slabs and Billets 
 
 Beams 
 
 Channels 
 
 Angles 
 
 Tees and Zees 
 
 Rounds and Squares 
 
 Flats 
 
 Hexagons 
 
 Sheets 
 
 Rectangular and 
 Circular Plates 
 
 Hoops and Bands 
 Chains 
 
 Special Sections for 
 Structural and 
 Agricultural pur- 
 poses 
 
 Tee Rails (8 to 40 
 pounds per yard) 
 
 Railroad Spikes 
 
 Structural and Boiler 
 Rivets 
 
 Boat and Barge 
 Spikes 
 
 Cold Rolled Shafting 
 
 Squares 
 
 Hexagons 
 
 Flats 
 
 Zees 
 
 Angles 
 
 Finger Bars and 
 Special Shapes 
 
 Couplings 
 Hangers 
 Pilk)\v Blocks 
 Pulleys 
 Forgings, etc., etc. 
 
Bartlett-Orr Press, New York 
 
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 DUE AS STAMPED BELOW 
 
 MAR 071996 
 
 
 
 REcr 
 
 
 
 DEC 7 t r 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
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 UNIVERSITY OF CALIFORNIA, 
 BERKELEY, CA 9472( 
 
U.C. BERKELEY LIBRARIES 
 
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 UNIVERSITY OF CALIFORNIA LIBRARY