Passaic Rolling MillCo. PATERSON, N. J. STRUCTURAL STEELE. IRON 1897 2_e CLi 4. W. HAMILTOIJ, Digitized by the Internet Archive in 2010 with funding from Lyrasis IVIembers and Sloan Foundation http://www.archive.org/details/manualofusefulinOOpass «8 -8? A MANUAL OF USEFUL INFORMATION AND TABLES APPERTAININa TO THE USE OF STRUCTURAL STEEL, AS MANUFACTURED BY THE PASSAIC ROLLING MILL CO., PATERSON, NEW JERSEY. (NEW YORK OFFICE, 45 BROADWAY.) FOR ENGINEERS, ARCHITECTS AND BUILDERS. BY GEO. H. BLAKELEY, C. B. M. AM. SOC. C. E. 1897. $8 -8J 53- Entered according to Act of Congress, in the year 1897, by THE PASSAIC ROLLING MILL CO., in the Office of the Librarian of Congress, at Washington. THE DE VINNE PEESS, NEW-YORK. S5- S8 J. W. HAMTTTny^ 88 * **"" "»• 8S WATTS COOKE, Pres. A. C. FAIECHILD, Sec'y- W. O. FAYEKWEATHEK,"Vice-Pres. and Treas. J. K. COOKE, Sup't. G. H. BLAKELEY, Chf. Eng. THE PASSAIC ROLLING MILL CO., PATERSON, NEW JERSEY, MANUFACTURERS OF OPEN HEARTH STRUCTURAL STEEL AND HIGH GRADE IRON. BEAMS, CHANNELS, ANGLES, TEES, Z BARS, PLATES AND MERCHANT BARS. * DESIGNERS, MANUFACTURERS AND CONTRACTORS FOR ALL KINDS OF STEEL AND IRON WORK FOR BRIDGES AND BUILDINGS, ROOFS, POWER STA- TIONS, TRAIN SHEDg, RAILWAY AND HIGHWAY BRIDGES AND VIADirCTS, STANDARD RAILWAY TURNTABLES, EYE BARS, BUCKLE PLATES, SLEEAE NUTS, RIVETS, AND STRUCTURAL STEEL WORK OP ALL DESCRIPTIONS. PliANS A.'S'D SPECIFICATIONS FURNISHED ON APPLICATION. NEW YORK OFFICE, 45 BROADWAY. _ _^ . 88 ^ THE PASSAIC ROLLING MILL COMPANY, PEEFACE. This manual is a new work throughout. It is intended to supply such special information and tables as, it was thought, would prove of value and service to those who are engaged in the design of structural steel work in general, and the patrons of the publishers, The Passaic Rolling Mill Co., in par- ticular. The tables, with a few exceptions, were computed expressly for this work, and many of them are original in both matter and form. The author hopes that they will be found to possess the qualities of accuracy and reliability. Such of the tables as were not calculated for this work were obtained from works of presumably independent origin, which were compared for the detection of errors. The tables of the weights and ultimate strengths of materi- als have been compiled by comparison of all the available data on the subject. No attempt has been made to encumber the work with abridgments of mathematical tables, as such tables, to be of value, must be very extended and complete. Only such mat- ter is given as the author has found to be of service in his own practice. 25 ^ ^ 8$ THE PASSAIC ROLLING MILL COMPANY. 3 TABLE OF CONTENTS. Page. Shapes Manufactured by Passaic Rolling Mill Co 6-33 Constructional Details 34-44 Properties of Passaic Structural Shapes.. 45-59 Transverse Strength of Passaic Structural Shapes 60-75 Beam Girders 76-80 Strength and Deflection of Beams 81-92 Moments of Inertia of Usual Sections.... 93-94 Fireproof Construction 95-99 Building Laws lOO I Beams Used as Joists and Girders 101 - 109 Riveted Girders 110-119 Suddenly Applied Loads 120 Lintels 121-123 Columns, Properties and Safe Loads 124-172 Bearings and Foundations 173-179 Wind Bracing 180 - 181 Wooden Beams 182 - 186 Wooden Columns 187-188 Roofs 189-196 Bridge Trusses 197 _ 209 Passaic Standard Railroad Turntables 210-211 Specifications for Structural Steel 212-214 Corrugated Iron 215 _ 216 Rivets and Pins , 217 - 222 Bolts anet Nuts . " 223 - 225 Buckle Plates 226 - 227 Sleeve Nuts 228 Loop Rods 229 Eye Bars and Pins 230 - 231 Clevises _ 232 Linear Expansion By Heat . 233 Areas and Weights of Bars, Flats and Plates 234-243 Miscellaneous Tables 244 - 256 Ultimate Strengths of Materials 257-260 Weights of Various Substances 261-266 Mensuration; Areas and Circumferences of Circles 267-271 Weights and Measures 272-279 ^- go 58 ^ 4 THE PASSAIC ROLLING MILL COMPANY. EXPLANATOEY NOTES. All weights given are for steel, and are per lineal foot of the section. The manner in which the weights of various sections are increased is illustrated on page 30. For channels and I beams, the enlargement of the section adds an equal amount to the thickness of the web and the width of the flanges. Lithograph sections are given for the princi- pal weights of beams and channels. The dimensions of other weights of beams and channels can be obtained from the tables of minimum and maximum weights and dimensions of I beams and channels. The effect of spreading the rolls, to increase the thickness of angles, slightly increases the length of the legs. Where the thickness is rolled in finishing grooves, the exact length of the legs is maintained. The finishing grooves for angles are given in the table on page 33. Intermediate and thicker sec- tions have slightly increased length of legs. Z bars are increased in thickness in the same manner as angles. The dimensions of the various thicknesses of Z bars are given in the tables of the weights and properties of Z bars. T shapes do not admit of any variation, and can only be rolled to the weights given. Beams, Channels, and Z bars are rolled only of steel. Uni- versal Mill Plates and Angles are rolled of steel, but can be rolled of iron by special arrangement. T shapes can be rolled of steel or iron. Merchant Bars can be rolled either of steel or iron. In ordering sections, the weight or thickness wanted must be designated, but not both. Unless stated to the contrary, all tables are for steel sec- tions, as steel is now almost exclusively used for all structural purposes. Unless otherwise arranged, all structural material will be cut to lengths with an extreme variation not exceeding ^ of an inch. fe — 8J 88 88 SHAPES MANUFACTURED BY THE PASSAIC ROLLING MILL CO., PATERSON, NEW JERSEY. fe_ . • ^88 ^ •25 6 THE PASSAIC ROLLING MILL COMPANY. 90LBS. PR. FT. STEEL BEAMS 0.75 0.78 »i6 > 6.7S- 25' 32 'BO LBS. PR. Ft. 0.69 6.38- > d -8^ "88 THE PASSAIC ROLLING MILL COMPANY. 7 75 LBS. PR. FT. STEEL BEAMS o 0.63' 0.66 * 6.16- u2l ^ 65 LBS. PR. FT. 0.50' 6.00-- > O CVJ .» ^ THE PASSAIC ROLLING MILL COMPANY. STEEL BEAMS 75 LBS. PR. FT, in 0.62' 081 -6.29- 66f LBS. PR. FT. 88- ^ ■88 THE PASSAIC ROLLING MILL COMPANY. 9 STEEL BEAMS 60 LBS. PR. FT. 88- -88 58- 10 THE PASSAIC ROLLING MILL COMPANY. ■88 0.56 O ..-,10 V :cJ 1.03" STEEL BEAMS 55 LBS. PR. FT. CAN BE INCREASED TO 65 LBS. ;'H<o 12' 40 LBS. PR. FT. (0 o id 31.5 LBS. PR. FT. -12" in 88- -85 58" ■8? THE PASSAIC ROLLING MILL COMPANY. 11 0.47 o.sr' STEEL BEAMS 40 Lbs. PR. FT. ^ ■88 f —88 12 THE PASSAIC ROLLING MILL COMPANY. 1o.42^ STEEL BEAMS 27 LBS. PR. FT. R m|i2 0.75'^ i . 1 ^ io d - -. .Q^ — I — 4 y i no.ze" \ 23^ LBS. PR. FT. / \ =IS J % 0.66" T 2^ fl 6 5 1- of.... 1--* y ■ -- 10.28 n K \ 21 LBS. PR. FT. / I Ik j > "• OR^' w f^' 15 d T t , / q// 7 y - 0.62" 6--->| -J *^0 1 n*A Pr? Ft vj.....x \ IRON / \ CAN BE INCREASED TO 40 LBS. / 1 3 i f-Vv~»-» *-Tn / O 0*^0 \ 1 '^- f 6 Y -' «^ \ 1...... I gg —4 ^ ■88 THE PASSAIC ROLLING MILL COMPANY. 13 STEEL BEAMS 22 LBS. PR. FT. 0.3: 27 LBS. PR. FT. 0.37 00 0.48 0.29 15" 32 18 LBS. PR. FT. 19" 64 00 0.25 4.38 (0 in ,I--id -4.56- 0.37 -4.13 00 20 Lbs. PR. Ft. 15 Lbs. PR. ft. 3.88- •Si 58" 14 THE PASSAIC ROLLING MILL COMPANY. STEEL BEAMS 15 LBS. PR. FT. (2 LBS. PR. FT. to. 0.25 0.31 CO .0.54- -3.52 0.22 7" 31 S>AA,' 5.38- (0 ^ 13 LBS. PR. FT. 9.75 LBS. PR. FT. Q26 a25 in .05^' ^ 3.13"--- (VI 0.21 >■ 0.25 13 64 In :0.4-3^ « 3.00 10 LBS. PR. FT. 7.5LBS.PR.FT. 6 LBS. PR. FT. L 2.69^- 2.50^ - - - ^ -2.19 ---> -ss ^ ■S3 THE PASSAIC ROLLING MILL COMPANY. 15 STEEL CHANNELS 40 TO 50 LBS. PR. FT. 33 TO 38 LBS. PR. FT. 98- .& 82- ■85 16 THE PASSAIC ROLLING MILL COMPANY. STEEL CHANNELS 27 TO 35 Lbs. Pr. Ft. 20 to 25 Lbs. Pr. Ft. (VJ 050" 03B= 6 CVi 6A 0 58=f^ 0.50" 0.28'^ 32 o-"^* 0.31 ^-1 1 1 20 TO 39 LBS. PR. FT. 1 i b ^1' t II .6 d < ?i — i j hi 2 * 1 * — — ID-- ■"""o.'ssV — ■»•• ^ 15 TO 18 LBS. PR. FT. r i u in 6 6 / * y d o U) i ....i lo- gs— ■88 ^ -88 THE PASSAIC ROLLING MILL COMPANY. 17 STEEL CHANNELS 16 TO 21 LBS. PR. FT. 13 TO 15 LBS. PR. FT. <J> 0.4-4* 0.28S^ 32 0.45' // 29" 64 0> 657" "Jl. 64 0,25'^^ 64 0 30=^ 13 TO 17 LBS. PR. FT. 10 TO 12 LBS. PR. FT. 00 0.50' 0.25'^^ 52 0.40=^ 00 0,37" 1J3 64 0.20= S a27=-ij' & 18 THE PASSAIC ROLLING MILL COMPANY. ■85 STEEL CHANNELS 13 TO 17 LBS. PR. FT. 9 TO 12 LBS. PR. Ft. 0.38 0.28 = ^ 0.45=11 0.20 =i| ff p I 0.33=|i ff 17 TO 20 LBS. PR. ft. 12 to (5 LBS. PR. FT. (D 0.38 10.28=^ ^0.43 = X 256- .K) " -2.19 « 2.34- O 2o'rV 8 TO 10 LBS. PR. FT. pi *rO|* o>it n K * 1 —1(0 — (0 / ^ , ^ t \ 00 >;" Jl / <* ^ (o\ K) "O o 0) o *l O OJ *^. - (vi o 6 J \ 1 -^ // 6 S8- •& ^ ■« THE PASSAIC ROLLING MILL COMPANY. 19 STEEL CHANNELS 9 TO 12 LBS. PR. FT. 6 TO 8 LBS. PR. FT. 10 "0.28 0.18 = , I 00 8 TO 10 LBS. PR. FT. 5 TO 7 LBS. PR. FT. •0.31 0.50 T ;q '"0.27 ■ 0.1 7 = -^ mo.32 = ^ :0.3l "?d :* - l.86-->; •^ -- 2.0 I- » l'^ 1.59- ......74.'? SPECIAL TEES STEEL OR IRON ; A — I %; n 12.5 LBS. PR. FT. J. M<g J roloo -lOJ 16 9.8 LBS. PR. FT. ■3J n— •* 8 8S- .8^ ^ ■2? 20 THE PASSAIC ROLLING MILL COMPANY. EQUAL TEES STEEL OR IRON. Ljw r~~~*o)|5~ 16 13.6 Lbs. PR. Ft. roi«r 10.4 Lbs. Pr. Ft. -3i" '-¥ Te 1.7 Lbs. PR. Ft. ^W 10.4 Lbs. PR. Ft, 7«f -In Ucv,' 16 10.0 Lbs. PR. Ft. ■ I": *2» VfeL Hcvi K) 9.1 Lbs. PR. Ft S8- ■8^ 58- ■88 THE PASSAIC ROLLING MILL COMPANY. 21 EQUAL TEES STEEL OR IRON 2^- wtS" 5.5 LBS. PR. FT. KJIOO OJ 4.3 LBS. PR. FT 16 (VJ 3.7 LBS. PR. FT fen OJ 3.' 4 3.1 LBS. PR. FT. yj^ 4 wise i ^-[^ 2.25 LBS. 4- w|+ PR. FT. ii^ 16 // v'2 -lOJ 2.55 LBS. PR. FT 4J' 4 1.85 LBS PR. FT ^-N ;3^ 16 5^ ^'4 ■ 1.55 LBS. r \h- PR. FT. : ;3.^ ' 16 88- -loo to\(0 0.9 LBS PR. FT. r=m 8 8^ ^ 22 THE PASSAIC ROLLING MILL COMPANY. -88 UNEQUAL TEES STEEL OR IRON ^> T H<o" 16 ~Tin|o 20.6 LBS. ! PR. FT. ^.., <- 6-'- 17.0 LBS. PR. FT \ le *^ J < 5^ ^ _0)Tso rTy- I^ l(Vi 13.5 LBS. PR. FT. 7.9 Lbs. 1'6 PR. FT < C 10.4- LBS. PR. FT. 16 - — ■> (VJ >ol(» 3 -* (VI 6.4 LBS. PR. FT. 16 -1~ 3rr ^ ""; 'ST© 16 l^?'.] 11.9 LBS. PR. FT. 5.7 LBS PR. FT. ■i^ 8 <-.2f-- LJ ji; ; ■//> 3.1 LBS PR. FT ?3^ ,i6 ^-^ 88- -S 8? ■88 THE PASSAIC ROLLING MILL COMPANY. 23 EQUAL ANGLES STEEL OR IRON 6"x 6"x|" TO Y 14.8 TO 34.0 Lbs, Pr. Ft. — ) 5"x 5"x I" TO f 12.3 TO 24.2 LBS. PR. FT. 1 4"x 4"x :^"to If" 8.16 TO 20.8 LBS. PR. FT. J 3^"x 3^"x :^"to I" 7.11 TO 13.5 Lbs. Pr. Ft. 2r'<2r'<i6"T0r2.75T07.17LBS.PR,FT, 3"x 3"x t'to I" 4.9 TO 12.1 LBS, PR. FT. 2"x 2"x il" TO ^" 2.41 TO 6.32 LBS. PR. FT, J 2^"x 2|"x ^"to Y 4.05 TO 7.85 Lbs. PR. Ft. \J Ifxif xfl TOi^ 2,11T0 4.72Lbs.Pr.Ft. SQUARE ROOT ANGLES 2^"x 2^"x I" 5.8 Lbs. Pr. Ft. \) li'xli'x j|"To|" 1.80 TO 3.33 Lbs. PR. Ft. l^x ir4"T0 C 1-02 TO 2.55 Lbs. Pr, Ft, 2"x 2"x ^' 3.2 Lbs, Pr, Ft. 1"x1"xr'^oy'0.78TOl.57LBS.PR.FT. 1 TO^ 1"x l"x i" 0.8 Lbs. Pr. Ft. 0,68 to 0,99 Lbs, PR. Ft, I 8 8 3 ^ '^ '^° to 0,99 Lb [J fx^'xT^r 0.58 TO 0,85 Lbs. PR. Ft r ^ 4 '^ 8 r V\ V\ r 0.71 Lbs. PR. Ft. 4 'x |"x 1" 0.61 Lbs, Pr, Ft. 98- .8i ^ ■88 24 THE PASSAIC ROLLING MILL COMPANY. UNEQUAL ANGLES steel or iron T. 1 6"x 4"x I" TO I" 12.3 TO 28.4 LBS. PR. FT. 5"x 3| "x |"to I" 10.4 TO 20,3 LBS, PR. FT. 5"x 3 "x ,^"to I" 8.16 TO 19.3 LBS. PR. FT. 4^"x 3''xj|-"T0|"7.65T0 17.8Lbs. Pr. Ft. 4"x 3^"x^"T0 I" 7.65 T0 17.8 LBS. PR. FT 4"x 3"x ^6"to I" 7.11 TO 13.5 LBS. PR. FT. 3^"x 3 "x ^I'to I " 6.56 TO 12.5 LBS. PR. Fl 3-^"x 2^"x 1"to fe" 4.9 TO 10.6 LBS. PR. FT. J 3"x 2i"x i"TO fe" 4.45 TO 9.69 LBS. PR. FT. SQUARE ROOT ANGLES 14"x{1"x^"0.7Lbs.Pr.FL 3 "x 2"x r^O h' 4-05 TO 7.65 LBS. PR. FT. 2^"y 1 -"x --"to - " ^4 X I2 X ,g lU ,g 2.28 to 3,64 Lbs, Pr. Ft. 2"x If' x il'TO -fe" 2,28 TO 3.64 Lbs, PR, FT, J |"x i"x i" 0.53 Lbs. PR. Ft. 1.02 TO 2.45 Lbs. Pp. Ft. f= r 88- — 88 52" ■88 THE PASSAIC ROLLING MILL COMPANY. 25 STEEL Z BARS 3i' 6" 2 15.6 TO 21 LBS. PR. FT. (0 C 16 5_ *H>|flO 3^ 6" 2 : 29.3 TO 34.6 LBS. PR. FT. (0 3i (O J V 6 ' 2 22.7 TO 28 LBS. PR. FT. "©» *in|<o 211 16 «n 5 " 2 11.6 TO (6.4 LBS. PR. FT. -3i . M~ i: - 2|-- 5' 2 17.8 * TO " T ^1^ 22.6 LBS. PR. FT. 3ir- -JL. lO :^ . 5" 2 23.7 TO 28.3 LBS. PR. FT. 3i~~] 3i: fe. ■8^ ^ 26 THE PASSAIC ROLLING MILL COMPANY, ■88 -1+ i.. p^' 4'' 2 8.2 ^ TO 12.4 LBS. PR. FT. STEEL Z BARS L^ -K 3Tk 4" Z 13.8 TO 17.9 s;' LBS. PR. FT. rs:g J 3ik S--- -276" 4" Z J 18.9 ^^ TO 22.9 i LBS. PR. FT. io|oo 3-1^'- -H 2-2- ^16; 10 i 3" Z 6.7 TO i" 8.4 4"LBS. PR. FT. ■2^-- "(0|oo r — T — T" ^ ^ I ^ 2-^L '^ ^16 1 3" Z *^ *^ ^ lO 9.7 j TO -i.. 11.4 LBS. PR. FT.. 3 8 'lO|0O -oil C 16 -In •6; Vo ^^^ 3'^ Z 12.5 TO 14.2 '-5 LBS. PR. FT. J .•« -2^-' S8- -$8 ?8- "55 THE PASSAIC ROLLING MILL COMPANY. 27 MISCELLANEOUS SHAPES BEAD IRON. RON ONLY 4x I/a 4'/2X 5/i6 5xV8 HAND RAIL. 2i^xl'Vx'/^" 5.7Lbs.Pr.Ft, 5.2Lbs.Pr.Ft, 7.0LBS.Pr.Ft. GROOVES. IKsxWx!/^'' WTt^W^y^VA. ROUND EDGE FLATS. 2KexHTo4xl ) HEXAGON. HALF ROUND. Vx^IoWa V8To3!/e" PICTURE FRAME. l!^x!/8" ^ ^' -88 28 THE PASSAIC ROLLING MILL COMPANY. SIZES OF PASSAIC BARS, STEEL OR IRON, IN INCHES. ROUNDS. I 8) TSy 2; rS: s? 16> 4> 16; »> lb? -•> -'"16'j ■•■8? ItV? I4J llrtr? li<j Iyj 1'8) l^j l¥> 2, Sg-, ■^T) -^8? '<^'5'> ■^'8? •^ij -^^S") "^^ ^8"? "^Tj 3f , 3i, 3f , 3f , 3f , 4, 4i, 4i, 4f, 5. SQUARES. 8) TB^J 2) rF> 8> 16> 4> 87 T6) -••> -'•S? -'■47 ^Sj ^2} If, If, li, 2, 2i, 2i, 2f , 3, 3i, 3i, 4. HALF-ROUNDS. 3.JL1_9 5 11 3 13 7 15 1 II 8) TF> 2? rB"? 8? TB"? 4; Te? 8> TB? -"^j ■'■8> l^j l8» 1y> If J If J 2, 22, 3, 3^. HEXAGONS. X. 1 5. 11. 3. 7. 15 1 1_1 11 11 T6> 27 8? rSj 4? 8> 16? J-J J-lB? ■'■87 ■l4« B ROUND EDGE FLATS. fl 2iXf, 2ix|, 2f Xf, 2f Xt, 3xf, 4X^, 4xL ■ FLATS. ■ Width. 08- f 1 8 1 H Thickness. Min. Max 1 5 8 8 1 3. 8 4 1 1 Width. 13- ■I4 2 2i 2i 2f 3 3i 3i Thickness. Min. 1 4 1 4 1 4 1 4 1 4 1 4 Max. 15 ■Is ^8 2 2i 2i 2f If 3 Width. 3f 4 4i 4i 5 6 7 Thickness. Min. Max 3^ 3f 3f 3f 2i 2 1^ If ^ THE PASSAIC ROLLING MILL COMPANY, 29 PASSAIC UNIVERSAL MILL PLATES. STEEL. Universal mill plates can be rolled to any width between 6" and 24", varying in width by \" , and to any specified thickness from \" upward, varying by -1^", and to a maximum limit of length of 70 ft., provided the total weight of the plate does not exceed 3,000 lbs. EXTREME LENGTHS OF UNIVERSAL PLATES, IN FEET. ^ Width of Plate, inches. THICKNESS, IN INCHES. 1 4 5 16 3 8 1 2 5. 8 3 4 7 8 6 40 45 60 70 70 70 70 7 II // II II II 8 II // II II II 9 II // II II II 10 II // II II II 11 II // II II II 12 II // II II II 13 II // II II II 14 II // II II II 15 II II II II 67 16 II /' II II 63 17 II II II 69 59 18 II II II 64 56 19 ii II II 62 53 20 II II II 59 50 21 11 II II 67 56 48 22 II II II 64 52 45 23 II II II 60 50 44 24 II II II 58 48 42 70 68 63 59 55 52 48 46 44 42 40 38 36 -88 ■8S 30 THE PASSAIC ROLLING MILL COMPANY, METHOD OF INCREASING SECTIONAL AREAS Fig, 2. ^ f] i 1 II J ;^^v;^m;;mmm^mW'm«/m;;^Mv Fig. 3. ?/y///'////,v/////y//y////y////vy///////y/////////////7///' v/y/V//.v//.7///y/////y///V///////;.v////////wy//////,'///v Fig. 4. S8- .8^ •J ^ gg THE PASSAIC ROLLING MILL COMPANY. 31 MINIMUM AND MAXIMUM WEIGHTS AND DIMENSIONS OF PASSAIC • STEEL I BEAMS. G n . V en V Weight per foot, in lbs. Width of Flanges, in inches. Thickness of Web, in inches. O M c M Inter- mediate Weights, lbs. per foot. Min. Max. Min. Max. Min. Max. 20 20 20 90 80 65 85 75 6.75 6.38 6.00 6.46 6.16 0.78 0.69 0.50 0.77 0.66 .015 .015 .020 .020 .020 66f &70 15 15 15 60 50 42 75 55 45 6.00 5.75 5.50 6.29 5.85 5.58 0.52 0.45 0.40 0.81 0.55 0.48 66I&70 12 12 12 55 40 65 50 35 6.00 5.50 5.13 6.25 5.75 5.21 0.63 0.39 0.35 0.88 0.64 0.43 .025 .025 .025 60 45 10 10 33 25 40 30 5.00 4.75 5.21 4.89 0.37 0.31 0.58 0.45 .029 .029 35 27 9 9 27 21 33 25 4.75 4.50 4.95 4.63 0.31 0.27 0.51 0.40 .033 .033 30 23i 8 8 22 18 27 20 4.38 4.13 4.56 4.20 0.29 0.25 0.48 0.32 .037 .037 25 7 7 20 15 22 m 4.09 3.88 4.17 3.98 0.28 0.23 0.36 0.34 .042 .042 6 6 15 12 20 14 3.52 3.38 3.77 3.48 0.25 0.22 0.50 0.32 .049 .049 13 5 5 13 91 15 12 3.13 3.00 3.25 3.12 0.26 0.21 0.38 0.33 .059 .059 4 4 8 6 10 7i 2.54 2.19 2.69 2.50 0.24 0.18 0.39 0.20 .074 .074 9 W EIGHT S IN IN ST( HEAVY- DCK. ( ( FACED Dther 3NLY O TYPE J WEIGH N ORD] VRE CO] TS ARE £R. VSTANTLY ROLLED KEPT ss. ?8— ^ 32 THE PASSAIC ROLLING MILL COMPANY. MINIMUM AND MAXIMUM WEIGHTS AND DIMENSIONS OF PASSAIC STEEL CHANNELS. •ax. 1) u Q = 15 15 Weight per foot, in lbs. Width of Flanges, in inches. Thickness of Web, in inches. o Wi c bo U c o Inter- mediate Weights, lbs. per foot. Min. Max. Min. Max. Min. Max. 40 33 50 38 3.63 3.38 3.83 3.48 .47 .40 .67 .50 .020 .020 45 35 12 12 27 20 35 25 3.13 2.88 3.33 3.00 .38 .28 .58 .40 .025 .025 30&33 23 10 10 20 15 30 18 2.88 2.60 3.17 2.67 .31 .25 .60 .32 .029 .029 25 17 9 9 16 13 21 15 2.56 2.36 2.73 2.43 .28 .23 .45 .30 .033 .033 18 14 8 8 13 10 17 12 2.22 2.08 2.37 2.15 .25 .20 .40 .27 .037 .037 15 11 7 7 6 6 6 13 9 17 12 2.22 2.00 2.39 2.13 .28 .20 .45 .33 .042 .042 15 10 17 12 8 20 15 10 2.41 2.19 1.94 2.56 2.34 2.04 .38 .28 .20 .53 .43 .30 .049 .049 .049 18 13 9 5 5 9 6 12 8 1.91 1.66 2.09 1.78 .25 .18 .43 .30 .059 • .059 10 7 4 4 8 5 10 7 1.86 1.59 2.01 1.74 .27 .17 .42 .32 .074 .074 9 6 Weights in heavy-faced type are constantly kept IN stock. Other weights are rolled ONLY ON ORDER. i8 S ^ -88 THE PASSAIC ROLLING MILL COMPANY. 33 SIZES OF FINISHINa GEOOVES FOR PASSAIC STEEL ANGLES. ALL DIMENSIONS ARE GIVEN IN INCHES. EQUAL LEGS. Size. Thickness. 6 X6 5 X5 4 X4 3ix3i 3 X3 2^X21- 2ix2i 2X2 If XI! VjXH HxU 1 xi ix i fx f fandii f andf ■h, tV and f ^, ^, i and f i T^ and i\ h T^ and ^ tV, T and f tV, i and f fV, T and f tV, i and f i and t^^^ iand^ iand-fV iandtV UNEQUAL LEGS. Size. Thickness. 6 X4 5 X3i 5X3 4ix3 4 X3i 4X3 3^X3 3iX2i 3 X2i 3 X2 2iXli 2 Xlf If XU f andf f andf ■^s, T^ and 1^ T^, 1^ and f A, -Tff and f T^^, iV and f T^, f , ^ and f i, f and i ^, f and -^ i f and i 1^6- and T^ tVand^^ iandi When the angle is obtained from a finishing groove, the exact lengths of the legs are preserved ; but for intermediate and greater thicknesses, the lengths of the legs are slightly increased. This increase of length amounts to about -^ of an inch for each -^ inch increase in thickness. $S- »■ ■85 34 THE PASSAIC ROLLING MILL COMPANY. ^^W.^\^^^^^^^;jp^ I I L^^ ^Ry^'\N>^ ^1 FI6.5 FIB.7 FIG.6 FIG.8 i> FIG.9 ^ 88- -88 ■88 THE PASSAIC ROLLING MILL COMPANY. 35 BEAM PROTECTION. GIRDER PROTECTION. HOLLOW BRICK FLAT ARCH. ceesiiiii^^i^^^^iifeM/ HOLLOW BRICK SEGMENTAL ARCH. I COLUMN PROTECTION. S8- -Si ^ ■8? 36 THE PASSAIC HOLLTNG MILL COMPANY. TILE ROOF CONSTRUCTION . TILE CEILING CONSTRUCTION . "eXCELSIOR"eND CONSTRUCTION FLAT ARCH. ^ .1 88- -8$ THE PASSAIC ROLLING MILL COMPANY. 37 IE ZZIM 1^ 3J g H O LLi CO --"fcH z g O UJ CD NWdgJO U3J.N33 Lo J^^ '^L'3 o :o o o o o a oi :o o o o o o: o o 1 oj ;ooooG>ooo oi ) o o ol gi ; O '30 O OO OO. o ml JVdS sfo a3J.N30 r- .O O O O O O OiO o o o o o o : o. 0;0000000000 o o o o o 2.. i v^ 88- .8S 88- •88 38 THE PASSAIC ROLLING MILL COMPANY. BUILT COLUMN SECTIONS FIG. I nG.2 FIG.3 11 ^ r" FIG.4 FIG.5 ) C ) < r ^ L J ) ( r 1 L J FIG.6 ) C riL riG.7 FIG.8 FIG.9 ^ ^ l__^^ ^^^ •^ ^ c ) ( ) ^ ^ ^ c ) ( ) 1^ ■^J" '&^ "'""''^'" ■■W" FIG.IO FiG.il FIG.I2 jT J"L XT I .S8 THE PASSAIC ROLLING MILL COMPANY. 39 CHANNEL COLUMN Z BAR COLUMN rirn. < < 4 1 < » < P c ) > i c ( < 1 ( : , > > > c c c < 1 < » c 1 ( ■ ) ) 1 1 > c • ( > h51 < c c ( c < c < ) ( » ( > c ) ( » c > < > < ) ( » ( ) ( > > > > c < ( ( < ( ( < c < ) ( i ( > c > < 1 ( » ( » c » ( » c > c 1 1 1 » > » 1 1 ( ) 1 • , O''- ml >9 ( p^Sl-. 1 1 Oc » < l» 0< ( > «? M; '! • • t^^ rSTTS^S^T'^T^I^^? 88- ■SS 40 THE PASSAIC ROLLING MILL COMPANY. APPROXIMATE WEIGHTS OF STANDARD SEPARATORS AND BOLTS FOR <■ S-1 ... vv y STEEL BEAMS. Spacing of Bolts, A = 10" for 20" Beams. = 1" for 15" Beams. = 6" for 12" Beams. s -* U- --W — ; Designation of Beam. Weight in lbs. 57 g in lub. Q-- per foot 20 20 20 20 15 15 15 15 15 12 12 12 10 10 10 10 9 9 9 8 8 8 7 7 6 6 5 5 4 4 4 90 80 75 65 75 661 60 50 42 50 40 40 33 30 25 27 23i 21 27 22 18 20 15 15 12 13 9f 10 8 6 Widths, in inches, with flanges X" apart. Weights, in pounds, with flanges %" apart Width of Girder, W 13f 13 12f 12i 12f m 12i llf lU llf lU 105 lOi 10 9! 9f 9i 9i 9f 9 8i 8i 8 71 7 6i 6i 51 5i 4^ 88- Width of Sepa- rator, s 6i 6 51 51 5f 5f 51 5i 5f 5^ 5f 5 4^ 4t 4f 4f 4^ 4i 4i 4i 4i 4i 3^ 3i 31 3 2i Weight of Separator 22i 2U 20i 20i 12i 12i 12i llf Hi 9i 9i 8f 7 7 6f 6f 6 5f 5f 5 5 4f 4i 4 3 3 2i 2 li li Weight of Bolts. 4 4 3f 4 4 4 3! 04 3f If If If If If 1! If If If If If II If If li Separator and Bolts. 26f 25i 24i 24i 16i 16i 16i 15i 15 13 13 12i ~^ 8f 8i 8i 7i 7i 6f 6f 6i 6 5f 4f 4f 3f 3i 3 3 2f & c.S w T^ o o _ C U) I, C 3.7 3.7 3.7 3.7 2.4 2.4 2.4 2.4 2.4 2.0 2.0 2.0 1.5 1.5 O o 1.1 1.0 1.0 0.9 0.9 0.7 0.7 0.7 o U O -82 8S- ■8S THE PASSAIC ROLLING MILL COMPANY. 41 STANDAED CONNECTION ANGLES FOR PASSAIC STEEL I BEA^IS. The standard connection angles, for the principal sizes and weights of Passaic steel I beams, are illustrated on the fol- lowing pages. These connections are designed on the basis of an allowable shearing strain of 9,000 lbs. per square inch, and a bearing strain of 18,000 lbs. per square inch on bolts. The number of bolts is dependent, in most instances, upon their bearing values on the webs of the beams. The connections are proportioned to cover most cases oc- curring in ordinary practice. Where beams have short spans and are loaded to their full capacity, it may be found neces- sary to use connections having a greater number of bolts than is used in the standard connections. The minimum spans for which the standard connection angles may be used are given in the following table ; and the approximate weights of the standard connections are also given. Connection angles may be riveted to the beams, instead of being bolted, if so specified ; but, unless ordered to the con- trary, bolted connections are generally used. MINIMUM SPANS FOR WHICH STANDARD CONNECTIONS CAN BE USED. Depth of Beam, Inches. ? Minimum Beam, ^af^ Lbs. per .SP?"' Foot. "^ F^^^- Weight of one Connec- tion, Lbs. Depth of Beam, Inches. Weight of Beam, Lbs. per Foot. Minimum Safe Span, in Feet. Weight of one Connec- tion, Lbs. 20 90 20.5 38 9 27 10.5 19 II 80 18.0 II II m 7.5 II II 75 16.5 II II 21 9.0 II II 65 18.0 II . 8 27 6.0 17 15 75 16.0 30 II 22 9.0 II II 661 15.0 II II 18 7.5 II II 60 16.0 II II 50 15.5 II 7 20 7.0 16 II 42 14.0 II // 15 6.5 II 12 55 13.5 28 6 16 7.0 10 II 40 12.0 II 6 13 6.5 II II 31i 10.5 II 5 13 5.0 10 10 40 12.0 20 II 9f 4.5 II // 33 11.5 II 4 10 2.5 9 // 30 9.0 II II 8 2.5 II II 25 10.5 II II 6 2.5 II W eights of Connectio ns do no t include bolts for field use. $8 *c ^ ■8? 42 THE PASSAIC ROLLING MILL COMPANY. STANDARD BEAM CONNECTIONS ir> I X X CM H o ^r X '(0 Ci [jT- 1 - - - \C |!^ K ;2y4^21^^2'^4^ • 0- II - - ^- CVil 3^^-* ! 3!^2 3^ LO -1 »o x> ^ 1 ^ o z < 'i -o r 1 ii — A Mi \ * L f - 1 r 4- 1 H o J (0 I X X <o J CVJ -3 ...3 CM I M -^ M -J CM nr H 00 tn I \^ , X X vi J (VJ te ALL HOLES i'^'?*ii VOR r BOLTS ^^^^ OR RIVETS UKTTTs'i! 88- ^ ■85 THE PASSAIC ROLLING MILL COMPANY. 43 STANDARD BEAM CONNECTIONS H O H lO H CVJ to . I I ;« . X -I N ii O > I I •if I "^ » X CO •4 k- 4 - -X- 3 -K- 3 -*-3 -><•• Z-*-- ■ A ■■y' 1.-3 ■*- 3 *- 3 ifc- 3 -I*- 3 »• S8. l<--3 -»*--3 "'f'- 3 -»»--3-->* H > cc oc o CO _J o CD oc o L. CO LU _J o I _l < .88 ^ ■i5 44 THE PASSAIC R.OLLING MILL COMPANY. STANDARD SPACING AND DIMENSIONS OF RIVET AND BOLT HOLES THROUGH FLANGES AND CONNECTION ANGLES OF I BEAMS. -e--e-©--G ^^/^j^^'^^^^^j^-^^^^'^'^/''/^^ -o-e--o--G- Depth, in [nches. Weight per Foot, Pounds. Dia. of Bolt or Rivet, in Inches. a, in Ins. in Ins. Depth, in Inches. Wght per Foot, P'nds, Dia. of Bolt or Rivet, in Inches. a. in Ins. 20 90 1 4 5| 9 27 1 2h 20 80 Sh 5^ 9 231 3 2h 20 75 1 3i 5iJ 9 21 i 2h 20 65 1 3i 5§ 8 27 1 2i 15 75 1 Si 5ii 8 22 1 2I 15 66§ 1 3A 5§ 8 18 3 3 2^ 15 60 1 3* 5^ 7 20 f 2| 15 50 1 H 5/s 7 15 2 15 42 1 H 51 6 15 1 2 12 55 3^ 51 6 12 1 If 12 40 1 3^ 51 5 13 i If 12 31i i 3 51 5 9f h 1^ 10 40 i 2f 5A 4 10 i U 10 33 i 21 51 4 7h h u 10 30 3 2^ 5/5 4 6 i 1^ 10 25 i 2i 5x«s -G--0--0- -4- Qti. v^/>///////////////Ma , -O-o-^y- Cj ^i-^:t>y/i!KA a b CHANNELS. ANGLES. Depth, in Inches. Weight per Foot, Pounds. Dia. of Bolt or Rivet, in Inches. a, in Ins. b, in Ins. 5j L'gth ofLeg, in Inches. Dia. of Bolt or Rivet, in Inches. c, in Ins. a, in Ins. b, in Ins. 15 40 3 2\ 6 1 4^ 2i 2\ 15 33 1 2^ 51 5 i 3^ 2 If 12 27 1 U 5f 4^ 1 2^ 2 li 12 20 1§ 5i 4 1 2i If 1 10 20 1 1^ . 5t^h 3* I 2 10 15 1 u 5i 3 1 If 9 16 3 If 5i 2^ 1 1| 9 13 f u 5i 21 1 li 8 13 u 5i 2 1 li 8 10 1 u 5x\ If \ 1 7 13 f li 5i H % I 7 9 1 u 5t\ li % I 6 17 If 5f 6 12 1 lA 5i 6 8 6 5A 5 9 1 3 5i 5 6 \ i 5t1t 4 8 1 5 1 5i 4 5 h 7 5 5t^s 4 52- • 88 THE PASSAIC ROLLING MILL COMPANY. 45 EXPLANATION OF TABLES OF THE PEOPERTIES OF PASSAIC STRUCTURAL SHAPES. The properties of I beams are calculated for the principal weights of beams usually rolled. The increase of the coef- ficients of strength for I lb. increase in the weights of the beams is given, by means of which the coefficients of strength for intermediate or heavier weights of beams can be obtained, by multiplying the increase of the coefficient for i lb. by the number of lbs. the section is heavier than the section given in the table. The properties of channels are given for the minimum weights of each section. The increase of the section modulus and of the coefficient of strength is given for i lb. increase in the weights of the channels. The coefficient of strength for the heavier weights of channels can be obtained by increasing the coefficient of strength given for the minimum weight; such in- crease being obtained by multiplying the increase of the coefficient for i lb. by the number of lbs. the section is heavier than the minimum section given. The section modu- lus for heavy sections may be obtained in the same way. The properties of Tees are calculated for all weights rolled. The horizontal portion of the T is called the flange, and the vertical portion the stem. For the position of the neutral axis parallel to the flange, there are two values of the sec- tion modulus, and the smaller only is given, as the fiber strain calculated from it gives the greater strain in the extreme fibers. The properties of angles are calculated for the minimum and maximum weights of each size of angle. The section modulus and the coefficient of strength for weights intermediate between the minimum and maximum are approximately proportional to the weights. There are two values of the section modulus for each position of the neutral axis, since the distance between the neutral axis and the extreme fiber is greater on one side of the axis than on the other side. The section modulus given in the table is the smaller of these two values. ii 8S ^- 85 46 THE PASSAIC ROLLING MILL COMPANY. The properties of Z bars are calculated for thicknesses varying by ye" for each size. The coefficients of strength are calculated for a fiber strain of 16,000 lbs. per square inch, for all shapes. This corresponds to a strain of |^ the elastic limit of the structural steel ordinar- ily used, and provides an ample margin of safety for building construction or other purposes where the loads are quiescent or nearly so. If moving loads are to be provided for, the fiber strain should not exceed 12,000 lbs. per square inch. The coefficients of strength for I beams and channels are also calcu- lated for a fiber strain of 12,000 lbs. per square inch. If a load is suddenly applied, it produces an effect double that produced by the same load in a quiescent state, so that where structures are subjected to the sudden application of loads, as in railroad bridges, still smaller fiber strains than those given in the ta- bles must be used. As the coefficients of strength are propor- tional to the fiber strains assumed, they can readily be deter- mined for any assumed fiber strain by proportion. Thus, the coefficient of strength for a fiber strain of 8,000 lbs. per square inch, will be |-the coefficient for 16,000 lbs. fiber strain. The coefficients of strength given in the tables furnish an easy means of determining the safe uniformly distributed load on any shape, by simply dividing the coefficient, given for the shape, by the length of the span, in feet; the quotient being the safe uniformly distributed load in lbs. Thus, if it is de- sired to find the safe uniformly distributed load on a 12" X 40 lb. I beam on a span of 20 ft., allowing a maximum fiber strain of 16,000 lbs. per square inch, it is only necessary to divide the coefficient, 500, ;'oo, given in the table of properties, by 20; the quotient being 25,005, which is the safe load required, in lbs., including the weight of the beam itself. If a section is to be selected to sustain a certain load, for a given length of span, it will only be necessary to obtain the coefficient of strength required and refer to the tables for the section having a coef- ficient of that value. The coefficient required is obtained by multiplying the uniformly distributed load, in lbs., by the length of span in feet. Thus, if it is desired to find the size of an I beam required to carry a uniformly distributed load of 30,000 lbs., including its own weight, on a span 20 ft. between supports, allowing a fiber strain of 16,000 lbs. per 88 ' ^ ^ 8S THE PASSAIC ROLLING MILL COMPANY. 47 square inch, the coefificient required is obtained by multiplying the load, in lbs., by the span, in feet, thus ; C = 30,000 X 20 = 600,000 = Coefficient required, and by reference to the table of properties of I beams, it will be found that a 15" I beam, weighing 42 lbs. per foot, has a coefficient of strength of 611,000 and is sufficient for the pur- pose. If the load is not uniformly distributed, but is concentrated at the center of the span, multiply the load by 2 and consider the result as a uniformly distributed load. If the load is not uniformly distributed, or not concentrated at the center of the span, the bending-moment in foot-lbs. must be obtained; this bending-moment in foot-lbs. multi- plied by 8 will give the coefficient required. Formulse for the bending-moments for most cases occurring in ordinary prac- tice are given on pages 88-92. The bending-moment will be in foot-lbs., if the lengths are taken in feet. The section modulus is used to determine the fiber strain per square inch on a beam, or other shape, subjected to bend- ing, by simply dividing the bending-moment expressed in inch-lbs. by the section modulus. The section modulus is also used to guide in the selection of a beam, or other shape, required to sustain a given load. The section modulus required is obtained by dividing the bending moment, in inch-lbs., by the allowable fiber strain per square inch. The use of the radii of gyration, given in the tables of prop- erties for all sections, is explained in connection with the ta- bles of the strength of columns. . 28 _ .^ 58 48 THE PASSAIC ROLLING MILL COMPANY. < pq H m o 1— 1 <^ m m < Pm O m 1— 1 P^ Ph O . P^ Ph SB sixB jBJjnau 'uouBaAgjosnipB-a ■>H i^ Ci CO CO 0* T-1 ,-1 TH lO l>OS O 00 C^ (Ti O) GOO lO O "«* Oi Oi o l^ O CO Oi O rHOi Oi rH i-H rH r-i ^r,^ ^ rH O O •q3AV JO 3UI^ J31U3D HJIAV JuapiDUIOD SIXB jBJinau 'Bujauj JO ;uauioj\[ H CO c<> Win CO i> 0*00 OiOO CO lOOOi-H CO (N CO 00 lO •^ CO CTJ CJ ■^ rH Ci rH ^ CO CO Oi Oi -H lO coo Oi rH rH CO rH 00 J> •tUBaq JO ii[2i3AV ui 3SB3J0Ut -q] qOBS JOJ luapiyboD oj ppy 7830 7830 O O O 00 00 GO 00 00 00 lO ic »o o o o O rH -< X J^ J> •^ i!f -^ 3930 3930 •UI 'bs jsd "sqi coo's I JO UIBJJS jaqy JOJ luapgjaog b 1,204,800 1,076,000 997,400 919,100 O O O O o o o o o o CO CO O) O CO .x'-^'o'irTocT CO Oi 00 CO m l^ t>. CO ic -^ 477,600 375,100 294,000 285,600 258,000 215,600 196,000 •uiBaq JO jq3i3AV ui 3SB3JDUI -qi qDB3 JOJ juspijjboD 0^ ppv 10440 10440 o o o CO CO CO 00 no 00 i^ l^ l^ o o o o t^ i> "JT Oi Oi CO CO CO 5250 5250 •ui -bs J3d -sqi OOO'QI jo UIEJJS jsqyjoj^usp'iyso^ o 1,606,400 1,434,700 1,329,800 1,225,400 o o o o o o o o o o '^ l^ Oi^CO o ■^rH CO"cO~r-r Oi CO O lO rH O^Ci Oi i^ CO 636,800 .500,100 392,100 380,800 344,000 287,500 261,200 •ssqoui '3J0j3q SB SlXB iBJ^nsu 'uouBJ^Qjo snipB^ u lOiO COCO lO ifl lO 1> Oi 1> Oi o o t^ 00 O OC5 Oi o oo l^CiOO Oi oo O CO XI O Oi o t^ l^J> l^ lO lO CO CO lO ■^ ^ ^ CO -^ CO Tf •3.0J3q ^^^ SB SIXB JBJinSU (^ 'srqnpoj\[ uoposg CO lO i> Ci O rH O CO CO l^ Ci 1> t> CO Oi to o -^ -^ "^ O CO ^ tH 1— 1 T— 1 tH t— coo iO o t^ Oi C5 00 J> lO oi'co CO UO -^ CO lOOiCO"^ coeooi Oi U3JU3D }B q3^ o; 3JBnbs SIXB iBJjnsu 'BpJ3UlJ0 1U3UI0X\L H tH i-HOi CO ■>!t CO 1> 1> CO rH CO lO lO CO lO lO CO uO CO 00 O '^ "t -^ lO CO o> —1 rH T-H tH 1—4 o coi>cr5 Oi Oi i> CO o> Oi 1> CO CO o -^ 00 T-IO UO QO Oi CO Oi Oi 00 rH rt Oi 1> CO CO Oi T-k !->, r-^ ■r-\ •jqSiSM UI 3SE3aOUl •q^ qoB3 JOJ qSAV JO SS3U>[0im 01 PPV u5 D o c 1— 1 xO lO vO O rH ,-1 ^ — o o o o o oo o o 0> Oi Oi o> Oi o o o o o >0 lO uo Oi Oi Oi o o o Oi Oi Oi Oi Oi O* Oi Oi oooo •sSubijI jo qipiAY ui 4) o c IlO oo CO o 1> CO — ' o 05 CO O lO o Oi rH O 1> lO ooco O lO rH -HOOilO OiOQO i>. CO CO coco CO CO CO lO lO COiO »0 lO lO Tf rp •qsAVJO sssuJiDiqx ui c 1— ( 00O5 coo j> CO CO lO rH LO Oi >0 O 00 CO lO -^ -^ COOi lO CO CO CO X t>. lO rH iC CO Tf CO •B3JV u5 c Tf lO rHi-H tH l> CO t* -^ rHOOCO X i>00 CO CO CO (>> o Oi G^O< rH Oi Oi t^ ''f Oi (ii. i-\ T^ •r-\ T-K CO rH Oi rH Oi X t>. •joo j^ J3d iqSp^ oi 3 O O lO o Oi 00 t>. CO uO CO O O Oi l>. CO CO UO 's}" uO O rH lO "^ CO O CO o o 'a' CO CO Oi •uiBag jo qjdsQ C 1— ( oooo tO tO liO lO lO ^^ 1— I r-^ I-' T— 1 OiO»0> oooo 88 58 THE PASSAIC — ^88 ROLLING MILL COMPANY. 49 1 'm < H EH Ul O < m m < O P^ (In O P^ •saqoui 'ajojaq SB sixB iBJjnau 'uoijBjAgjosnipE-a ^ J^ CO to 0 Ci Ci CO t^ t^ Ci Ci 00 (>J -^ 0 CO Ci X t^ l^ CO l^ to CO 1> 1> CO to to rf T-l 0 0 000 0000 00000 •q3AV JO 3UI^ J3JU30 qn-v^ juapiDuioD SIXB iBiinau H 000 -^ C5 lO 1-1 (?} kOi C5 0 Oi CO GO "^ 1— i X 1-1 i^ 0 X 05 0 0 X 05 CO X !>■ CO C^ tO to CO CO CO rp CO CO 1-1 1-lrHOOO •uiEsqjojqSpMUi 3SB3i3Ul "qi qDB3 lOJ jusptyboo 01 ppv 3540 3540 00 to tO CO CO 0000 CO CO "^ "^ l>. 1> CO CO 30 (M CO CO 1950 1950 1560 1560 •ui -bs J3d -sqi 000'3I JO UTBJJS i3qy joj iu3i6iy303 b 196,700 158,200 149,900 155,200 139,400 113,500 108,800 84,800 70,500 58,000 00000 00000 CO Ci -^ -^ '^ o"x"<-rcc"x" to CO C< CO iH •uiB3q JO iqSi3A\. in 3SB3JDUI "qi qOB3 JOJ juspmboD oj PPV 4710 4710 0 0 T-l tH 0000 CO CO to lO CO CO tH tH CO CO CO CO 2610 2610 2100 2100 •Ul -bs J3d -sqi oob'91 JO UIBJJS J3qy joj ;u3p'ijj303 0 262,200 210,900 199,900 206,900 185,900 151,400 0000 0000 rH 1-1 0^00 lo'co'^^i^T" ■^ rH C5 l^ r^ 1—1 00000 00000 0 O^tO^CO^tO^ CO'CO CO'T-T'rf CO to CO CO CO •saqout *3J0j3q SB SlXB |Bfln3U 'uouBaA{;)jo snipB^ u OJ 0,0 t^ 0 i^ rf 0 0 tH CO CO C5 C5 t^ l^ X X T -^ CO CO CO CO T-l 0 0 to CO CO CO CO CO CO CO CO CO C^GO (?} CO CO tH T-l T-l •3aoj3q SB SlXB IBJin3U ♦sninpoi\[ U011D3S <S 0 00 i> "^ -^ (?) CO CO X CO X t^c^co 0 CO X -^ Ci CO •^ 05 GO 3-) tH ^ Oi t^ "^ tH 1—1 1—1 CO 0 X l^ T-l tH CO -^ CO <>{ CO •J31U30 ve q3^\ o; 3iBnbS SIXB lBJjn3U 'Epaauj jo iu3uioj\[ H CO 0 CO CO 1> X CO 1-1 -^ J> ■rf CO 0^ l^ 1-1 X X to 0 Oi -^ tH 00 00 1— 1 l>. C~- CO l> -sO lO l^ 1> CO T-l rl" CO CO CO to CO CO lO -^ tH rH •jq§l3.V\ UI 3SB3JDUX •qi v«3 joj q3A\ JO sssunoiqi oj PPV tn 1) u c 1— 1 CO CO CO CO CO CO 000 t^ j> r^ CO CO CO 000 C) COCi Ci ■<* -rti -r "^t 0000 C5 Oi -^ -^ rf to to i> t>. t^ 00000 •aSuBi^jotppiAV in 0 u c lOOOO 1> to to •-0 X CO tO CO 1-1 C^ X CO X 0 X to CO CC 0 0 0 Ci 1-1 0 CO to " Tt -rf Tj< T}< -rf i!r T}* CO CO CO CO COOCOC* •qsAVJO sssujjDiqx tH tO 4> CO CO O) X C5 tO 1 X CO to 0> rf (?» CQ 1 SQ (M (>J (7) . 1 . 1 CO T-l CT5 0 X C) CO CO CO 1-1 •B3JV tn C tn OiOiOi Oi -^ 0* i^ Tf coco XOi C5 GO X t>. coco i>co to lO-^ "* CO COOJCO OiT-l •joojj J3d }qSi3^ ui l> CO — <?i o<» ■?> t>. !r> X OJ(?*i-l 0 tO to CO (^ tH T-l tH CO 05 0 l>CO tH T-l ■uiBsg JO q;d3Q a 05 0 C5 XXX i> b- CO eo to tfl •<* -if Tf 88 50 THE PASSAIC ROLLING MILL COMPANY. < O -^ O PL^ O P^ CU 8S II i/iU _-^ 0) 0 2" •puuEqo JO >10Bq uiojj •ABJr)JOJ3}U33 c HI ©©X© Xt^I'© -t<©©r. l-©©iS X SI SI FN •s «s © »s X»0 5l 1-©VS !>. «S © © »S'+> iSf^. •saqoui 'UOpEjAi) JO s'nipE-^ 'Si ©SI©© © © X t- © — -*"-t< SIX—I© X I- l>. © © IS I-. IS ©to IS I' © «s IS rF IS o IS"* iS'^ JO luauioj^ H 11.50 7.90 6.73 8.69 3.76 2.49 2.59 1.64 1.47 1.00 1.89 .814 2.39 1.38 .710 .810 .390 .685 .293 1^ V c 0) U o l_ o ■-5 c 1) a i-« i» ft tfi ■>< 1 3 •jqspAV ui 3SB3abui -qi qOE3 JOJ ;U3ID -lyaoo 01 ppV ©©©© XX — — X X •>• t" ©©©© ©rsisis «esM?t ©©©© IS >c o le — — to r> to CO SI SI 0985 0985 0985 1960 1900 1580 1580 •qoui 3JEnbs aad -sq^ goo's I JO UTBJis aaqy JOJ luapiyao^ b © SI — © MSSSl — 136,800 106,900 101,400 80,800 71,100 56,400 62,400 43,500 §gS'§§2§ XX© ©©x5 .V .-, .. .-,.-. .^ rs t^ ©•* —© — "*■ ©•*tO to 51 SI — •jqSpAV UI 3SB3J0UI -qi qoE3 aoj liiato -lyaoo oj PPV 7830 7830 6270 6270 6250 6250 4710 4710 4170 4170 3660 3(560 3140 3140 3140 2650 2650 2110 2110 •qoui ajBnbs jsd "sqi ooo'gi JO uiEJiis jaqif JOJ lU3piy303 o 528,400 432,500 286,200 221,700 ©©©© 1 ©©©© ©©©© ©©©© ^ © M 1- X ©1 e? © SI S) IS r» 1 "* le ^^ t^ X-*SO©i©l'»XiS §5§ ©"©■iif 41,200 27,800 29,100 19,200 •saqoui 'uopej/Q JO snipE^ h SI -+<"+© ©©»s»s IS IS-*-* — ©X© X X-*-+" 8.07 3.08 2.69 2.70 88*5 58*5 85*5 1.93 1.93 1.54 1.67 •iq2pA\ UI •oui 'm qOES JOJ sninpoj^ uouDsg oi PPV LS IS X X M to X X 1 1 SI SI — ^ ' ir w M 50 ; O »« >-S ©©-+-t< ©©■*-* ©©© ■*•*'*'*< coeosoes sisisi X X X X Ft-Ff©© SI SI FN — •srqnpoj\[ U0I}03g <3 »S IS X X ©©©© ■*-<*<SlSI FN -*< I--. — t-^sosl© — — 1H — ©ic — to X © X -*> X !>• t» »0 8.48 6.23 4.26 3.87 2.61 2.73 1.80 •EUJaui JO JU3UI0JM H 371.6 304.2 161.0 124.7 (N©X »sx®t IS © t>i IS x©»o-t 35.56 28.20 27.35 19.05 25.43 18.70 12.75 rF to !>• © ©IS 'tis ©* © i«* to •qi JO ss; 3AV UI 3SE3J0UI qDE3 JOJ qa^V )u>ioiq} 0} PPV ui <u u s ©©>«iO SI SI SI SI ©©©© ©©JO to SI SI to to ©©©© f t~. SI SI tOtO'*'^ ©©©© ©©© ©©© ©©-t-+« iS 'S tF tF ©©©© •aSi lEj J JO mpxAS. C ^5XMX ©« — X ocrssssl X©©© X © ts to si si si si SIX SI© SJ©S1© si si si SI 2.41 2.19 1.94 FN©©© ©©x»o ^F — F^FN •q^A* ^jo ssau^joiqx t-©XX '*"*CSS1 — iSXtO CO SI SI SI .S © X © SI SI SI SI XX© to SI SI »S X tF r. SI fJ SI FN ■E3JV c Xt^©© ©•>*|>.X lO'*'* to X © X © to to to si 4.86 3.48 2.36 ©©— © iSt>.tO-+< isIfnSIfN •}00 J J3d iqSpAV u5 3 ©«r>.© "* MSJSI ©IS ©CO SI fH FN — to©to© r-SlX FN FN ©«XiS •put iEq3 JO qidsQ ^1 i« «0 SI SI ©©©© FN FN XXi>.l>. ©©© '88 THE PASSAIC ROLLING MILL COMPANY. 51 88 O 3 1 , W.2 ■^ \n •^ CO ■^ '^ CO CO CO CO CO t>. t>. Tf 1-1 CO T-t C •^ rt 00 00 i> t^ JO cdi:d lO lO ^TT CO CO COCO CO CO -a ii o o oo o ©o o o OO oo oo o o , u PiO f I 1 xn O rt h "o-5 o o o o o o o o o O O o o o o r^ f—^ Ft; "M o cc CD uO 1^1 o o X -^ O CO CiO J> o CO CO H rn ^' 3 C5 CC o o uO 1> -^ IT i> ■T Ci ■* l-i ot- >o Qi h-1 l«j= O " Tt T-H -^ o X l-- CO TT CO CO 1-i 1-^ I— 1 rH 4J.- ^C^ T-^ tH I— 1 T-^ <! 1 1 ! 3 '^ s,i O Oi X rjt O (MO C< uO 1 CO X ■^ o ! O l>. >o CO uj-n •i 3 Tt O O 05 X t^co ■^ CO CO tH tH O o o "2" y-^ .-H r-i o o o o d d d d d d o d d O . 1—1 '— 3 OOS 35 lO oxo C^'^ CO X CO Oi X CO CO ^ ^ 00 r- tH t— I CN005 1—1 T-l O d d CO r-l d d ^ o d d O O' d d O O' d d ^ s ! <1 O 3 1 1 W </i 2 O CO ■rf lO X o o ■T '^ o o tH t-I Ci o r^ rrv i •i^m Oi C>i o o XC105 i>i> coco O uO ra< -.^ CO OJ C/J 6 i^ 1-1 1-1 T-l tH o o o o o O o oo O o o o M c t^O 1 H 'o'S o o o o o o o o o o o o o o o o ,^ M CO C5 ^ o CO UO X i> CO X l^ J> Ci Tf -T m r^ 51= 3 O '^ CO -^ 1> t-. tH coco rf CO O -T O T-l f>. CO ; vA 13 O i! -^ t^ O -rr — O Ci CO LO CO CO CfiH ^ 1-1 W rt ft Uc/3 Oi tH 1-* T-l tH 1—1 H c S? !i^ H m o^ 2J ^ 0» lC O tH :0 Oi o CO lC Ci Tf "^»H «^ CO X •B 3 o o lO CO 1-HOX LO lO CO CO T-l 1-1 tH t— 1 o c~> C/J "2 0)tH « tH T-4 1— 1 O dd d d d d d d d o O 3 l-H 4) 5i^ ■^_rt o o (7* UO tH CO T-l O l>i L.O CO CO i> O 1-1 ■T CO ^ S ti t^ t^ t>. CO CO 1-1 X O X •^ CO CO 1-1 -H tH o o ^ 3^ UO -^ CO ct 30 CO '^ 1-1 o o o d d oo o o cc S < ^ O U.M o't CD O ^ r^ CO cox CO -^ CO Ci •T CO CO T}t X o c « > *"^ tH 1—1 o o i^CiCO t> t^ CO lo lO to Tf TJ. CO c> ^ !S c S E y t— 1 I—I I— 1 1—1 odd d d d d d d <6ci> d d O O 3 H X O i>. uO t^ ■^ t^ X C5 O} cox oco to -T lO CO 1 r/: o o ■^ o 05 0 0* X CO CO o Ci CO i> lO •T C>i 1 <c^c):.S ■^ CO CO CO ci coci 1-4 T-l 1-1 1-1 o o dd d d 1 H ^ c""-^ LO O lO o 0) . 3 CO o 1— 1 1— 1 r-l O I— 1 T— i O r-(X d ci i>i ■T IC d iO CO 1> '^CO r-* CO coco lOX cirH LO 1—1 Ci d ^ 1 1 1 1 , O -;-Nc^x -:-Ni>';^ -;!Nt~t;:^«ix "l»«:fS ^jf^^ H-*c^ H^ccff c^ H^ (^ — ;?j— !-N -h|m-> r^■^«'-)■ ^i'N^'X — 1-t ^-4 ■^ -rf CO CO CO CO CO CO CO CO CO rH 1—1 1— 1 tH I— 1 l^'i^^ XX XXIXXX XX XX XX XX X X m --tc >> — '-M— I'M —I-nH^' kItcmI^ -•Ir)— 1» -I't .3 ^ Tf -.^ CO CO CO CO CO coco coco tH — S8 52 THE PASSAIC ROLLING MILL COMPANY. '8$ 88 o c ^ 2 00 rf 00 CO 00 {>CO C5 I-H lO rf "U 3V. CO CO t-l r-( 00 00 Oi O 1> i>. lO • c •-3 2 »— 1 1— ( 'r-^ tH odd d d d d w. ho OiO "o-^ o o o o o o o OO o o ic^ o o o o CO CO o T 00 00 •^ rj 1-^ 00 i> rp ,H coco C>) CD O O Oi 'o o •^ ws (— ' •" JS o 5i O C>J (>} X lO T-H — 00 CD CD <M s hI CIS !> ^C^O "^ CO GvJrH T-H ,— 1 ^. d) < §J CO !> C5 O rt 05 CD i-U> t^ 1-) 3 u,-a •S 3 00 o o t>. Tf o O QO iD O ^ a !zi p 5| u-o 1) O CO CO CQ 1-H 1-1 1-^ — d d d d t/3 S-i ^" V>-l o *-^ 3 4-. rt o ^ CO o OC 00 (?J 1-1 uO uO ■^ u5 u lO 3^ (MCO 00 — T-H Oi 00 00 c^ ^— 1 m ;z; o = rHoi O "^ oi oi c^ 1-H d d d o H § 1— 1 8 Ci^ o c l-l <1 X o CO CO CO CO •^ lO ^ CO CD -^ -p <.» nJ ^ 1-H 00 CO O o o OJ O CO CO o o rH T-K o o »-I i-H O rH d d rt m bO B -2 fiiO "^-S O O o o o o o o o o o ■4-» h o bi) lO O O lO l>. CO t^ ^ lO CO t^ Sh Jt: c lO O CO CO O G^ 0> lOOS — o 1) T^ f\\ •v •n, pD "3 8 2i t^ Oi O) 00 t^ CO ^ O C0(7i 1-H us h^ 13. Uc^ (M O) tH 1-1 1-1 Ol £ 1^ c id 3 H en o^ 00 tH iOt-i o -^ o Tf i^ o o _c 'S •3 3 lO r-\ tH 00 CO (M 'ti; O CO C<1 T-l 'p 1 3 V U T3 « o (?ioi r-H d 1— 1 T-^ o r-^ O d o s o o . ■£.2 o l^ O CO J^OO coco w Ci hH lu u CO CO CO uo Oi C^ CD (74 lO O) o -^ }> o (>} -H CO CO o ifid d d a; TJl § ^ m 'a < ■* Ci lO rH ^ CQ 00 0>i0 0 0^ ' ^ c u > -"^ oo^ t-, CO O Ci Tf CO O 't CO PM Dista Cent Gra from Inc rHO d d •r^<^<Zi rndd d fe "*- _r ni . ^ o O C Ji cfl u t! -' ,> CD O t^ r>. O CO —1 00 00 00 o "5 O O o o J^ QO CO -^ 00 o Ci <|<^J CO IC CO CO CO oi G^ CO rH -H d ^ V4-I hH III COO lO -Tf LO 00 Ci CTi '* J> 1— 1 t/; 1) , 3 O l^ cod oJ ci t>l — CD uO CO c OJ — 1-1 i-H i-H tH , ^ CL^ «:|oor^]>< r-.i»)n|» .-.|?jn|x«|x) H(n?:|xm|» H'* o O J3 4J O u P^ Ph Size of in inches, flange by stem. •^ -5* CO 5? CO CO c<> -^ (?<^' T-l XX XX XXX XXX X O CO o o ■^ -^ -^ CO CO CO ^!-* c^ ^^ « ?2 THE PASSAIC ROLLING MILL COMPANY. 53 PROPERTIES OF PASSAIC STEEL ANGLES OF MAXIMUM AND MINIMUM THICKNESSES AND WEIGHTS. EQUAL LEGS. Size of Angle, in inches. <u o _c in u c o o fa . it <D o (0 o f. is-s ^ > C t;!Ofa « bJ3 'S c S ft I o V tn a a .2 f> "B CO a u ^ ifi c '^ ifi "^ V o U c c o 1 ^ Si in O rt ■-3 « r 2-: Pi '^ r' 6 X6 6 X6 i 34.0 14.8 10.03 4.36 1.87 1.64 35.3 15.4 8.17 3.52 87,100 37,500 1.87 1.88 1.20 1.20 5 X5 5 X5 f 8 24.2 J2.3 7.11 3.61 1.56 1.39 17.0 8.74 4.78 2.42 51,000 25,800 1.55 1.56 1.00 1.00 4 X4 4 X4 1% 20.8 8.16 6.11 2.40 1.35 1.12 9.45 3.72 3.32 1.29 35,400 13,800 1.24 1.24 .80 .80 3^X3^ 3ix3i f T^ 13.5 7.11 3.98 2.09 1.10 0.99 4.33 2.45 1.81 .98 19,300 10,400 1.04 1.08 .70 .70 CO CO XX coco 1 1 4 12.1 4.9 3.56 1.44 1.03 0.84 3.20 1.24 1.48 .58 15,800 6,190 .94 .93 .60 .60 2iX2i 2|-X2i 7.85 4.05 2.31 1.19 0.82 0.72 1.33 0.70 .76 .40 8,160 4,270 .76 .77 .50 .50 2ix2i 2ix2i 7.J7 2.75 2.11 0.81 0.78 0.63 1.04 .39 .65 .24 6,940 2,590 .70 .69 .45 .45 2 X2 2 X2 i 6.32 2.41 1.86 0.71 0.72 0.57 .72 .28 .51 .19 5,440 2,030 .62 .62 .40 .40 ifxlf IfXlf 4.72 2.11 1.39 0.62 0.61 0.51 .39 .18 .32 .14 3,450 1,490 .52 .54 .35 .35 Hxii lixll 3 8 3.33 1.80 0.98 0.53 0.51 0.44 .19 .110 .19 .104 2,000 1,110 .44 .46 .30 .30 UxU HxH 8 2.55 1.02 0.75 0.30 0.46 0.35 .123 .044 .134 .049 1,370 525 .40 .38 .25 .25 1 xi 1 XI 1 4 1.57 0.78 0.46 0.23 0.36 0.30 .045 .022 .064 .031 682 330 .31 .31 .20 .20 ix i s 0.99 0.68 0.29 0.20 0.29 0.25 .019 .014 .033 .022 352 240 .26 .27 .175 .175 fx f fx f t 0.85 0.58 0.25 0.17 0.26 0.23 .012 .009 .024 .017 256 181 .22 .23 .15 .15 Coeffic ;ients of stre ngth ar i6,oo e calcu o lbs. T lated for )er squar a max e inch. imum fib< ;r strair 1 of 88- •88 54 THE PASSAIC ROLLING MILL COMPANY. 88. UM AND MINIMUM Least Raduis of Gyra tion, Axis diagonal. X O) CO cc -X rH X l^ i^ l^ iV 2 i> i3 oo bO c OJ ho C o hJ o iH 0! Ph ."" < 3 O :z; Radius of Gyra- tion. T-4 1—1 1-1 CO o o O O X X X X uc i> cc o O O' X X 1— 1 1—1 T^ 1—1 tH 1—1 Co- efficient of Strength. 41,000 17,000 25,500 12,900 19,700 7,990 ii x"i>r 1-1 24,800 10,600 13,600 7,890 Section Modu- lus. S§ Cj 1-1 iC iC cc Ol X J> cc O X Tt CC' O Ci l^ 1- ^ CC tH CO ^ tH 1—1 CO 1-^ Moment of_ Inertia. T— i O X c; cc X i^ UC CO ^ CO t» £g cc L.C cc l-C X O i> o o OF MAX EIGHTS. 1-1 -^ 1— i O cc -"^ r-l cc^ lO coco 1-^ vO Distance of Center of Gravity from back of Flange, Inches. X '^ tH CI 7-*. cc O X X O X x«o 1—1 Ci 1> CO cc J> o tH ox t^ 1—1 <*- o "5 t/3 EL ANGLES SSES AND W UNEQUAL LEGS. tJO c O O Ph 'S <J 13 )-i 3 Radius of Gyra- tion. C5 O COt-I uC O O O cc uC "* o cc l^ Oi CO c^ c^? . . ■ , . fc Co- efficient of Strength. oo oo 1—1 -^ X cc O O O o ■o o o o cc -^ O 1— 1 x'-^'x^o" •^ CO -^ CO x"o" CCi-i 31,400 13,200 24,600 13,100 9 Section Modu- his. ci t^> X cc^ cc oo o LC CO O X O"^ UC 'Sf rH fC OCOCC CO i^ cc "* CO -^ T-l CC rH CO rH CO 1-1 Moment of Inertia. X lO lO X -^ o 1-1 l> oco CCJ> CO i^ ^ X rH UC O' cc '5 OF PASSAIC THK CC' T^ uC t^ '^ O 1—1 1—1 O Tf 1— i X cc o cc 13 Distance of Center of Gravity from back of Flange, Inches. O "* OiCi X 1-1 O X 1> ^c o o i> X i^ o cc rH cc CO p 5 CO 1-1 1—1 1—1 rH rH 1— 1 1-1 tH rH rH rH Area of Section, Square Inches. cc o 00 CC' X lO X o oo O'^ uc cc O CO cc UO <MCO cc L.C X o CO CQ o o oco cc(?i to o m Weight per foot. Lbs. •rf cc cc Tf cc 1— 1 xo lC t^ ^s o o ox W 1-1 tH 1-1 t^ i> cc r^ tH tH 5£ O P^ Oh Thick- ness, Ins. 1>|5CCC|X rt|-tK|xK)-i-ir:i^ cc|^i.'.p «i-t.f;|^>j:|xicl~ o o u Size of Angle, in Inches. XX cc cc cc cc XXXX uC t-C t.C uC cccc XX cc cc'cc cc XXXX ■<^ -^ -^ Tf ? 8S- -S8 THE PASSAIC ROLLING MILL COMPANY. 55 P O H ^.^ ^ I— I O O '^ ci o 1-1 "v Wl r» "B u, ^: cc 00 iTi :o ?c in to o m -^ -^ t^ O CO -^ X Ci t> J> CO O lO i>. t^ i^ o lt: if5 O CO -^ SO CO CO CO rH CO O O' o o X 00 Ci i^ o cc ^ CO ■^ i^ c; -^ o = . o c = § ^ ?^ CO o — n i> 00 -T lO X '-< X l^ uo '■^ l>. 50 --1 — O C; O O «^ -^ rH t^ -^ OJ o t^ -t* O CO o o CO t^ Ci rH o o o o CO CO CO CO CO CO to O t^ <12 X -^ Tf CO CO -^ r>. C5 O t^ O CO Ci CO CO lO CO ^ XCi CO ^ X re o o P4 u " ° g CO 1— O r-. Ci X t^ CC; w O O CO o o o ~ O CO X Oi t^ CO O) o x'^o'^i-TiC o toco UO l^ Ci O i- u ^ . - 5 s u aii >- rtJ5 « - g pp u .i So 5;^ = a-' <i: o -H CO cc o ^ CO J> X •^ CO CO 1-1 Ci O X c: t>. o o -^ c^) r>. Tj" CO CO uO CO 1^ C5 05 Ci Ci O CO o o o o O i^ i^ CO crLrTo^uf r-l CD O -^ CO lC O UO ■^ r^ C\> c; •^ 1-1 o o CO T-l T-( tH o o ■rj" lO co'co" X Ci CO Ci CO CO o o rTcf L-^ CO CO oq CO rf- uO CO CO CO "^ r-( -H O CO rH ■^ rH X O O C5 o c O C O in rt.2 f3^ ■% J/2 X I— I t^ CO CO -^ CO 05 r-i TJ" CO rH CO tH ■^ rH lO X CO c> CO tH CO .-^ CO o uO uo CO C; CO CO O Tf '•':l*":G-'f-l-* .N C C Ci lO lO L.O CO ■<* CO o en -^ i>. -^ O lO X j> O CO -* X w CO n— N'H'N'-'* xxxx xxxx — 'rj— i-N_j',-N_i>j I j^ CO CO CO CO CO CO CO -M O Ci CO Ci ■^ rH Uf CO lO CO O CO ■^ c^ CO CO CO CO rH CO O CO ■^ X CO CO CO ':£«tS «,-«—.■» ccl-f irt-t xxxx -'^■-'t CO CO CO CO l^ CO iC C) XX CO C) i-. O -^ ci 58 S 56 THE PASSAIC ROLLING MILL COMPANY. AEEAS OF PASSAIC STEEL ANGLES. Size of Angle, in Inches. Areas, in Square Inches, for diflferent Thicknesses. 2.40 2.25 2.40 2.25 2.09 2.09 1.93 ¥' 4.36 3.61 3.61 3.05 2.90 2.71 2.90 2.71 2.53 2.53 2.30 5.11 4.23 4.23 3.58 3.31 3.09 3.31 3.09 2.87 2.87 2.71 ¥' 5.86 4.86 9 // 6.61 5.48 5// » 7.36 5.86 5.86 4.92 4.68 4.30 4.61 4.30 3.98 3.98 3.67 w 7.78 6.48 6.48 5.45 5.18 4.76 5.11 4.76 3." 4 8.52 7.11 7.11 5.98 5.68 5.23 5.61 5.23 w 9.28 7.73 6.11 8 6X6 6 X4 10.03 8.34 5 X5 5 X3i- 5 X3 4.86 4.11 3.81 3.56 3.81 3.56 3.31 3.25 3.00 5.48 4.64 4.18 4.03 4.31 4.03 3.75 3.69 3.41 4iX3 4 X4 4 X3i 4 X3 3ix3^ 3ix3 Size of Angle, in Inches. Areas, in Square Inches, for different Thicknesses. ¥' .30 .30 .23 .20 .17 .81 .67 .71 .67 .62 .53 .45 .43 .34 .29 .25 4 1.44 1.44 1.31 1.19 1.19 1.06 .90 .94 .90 .81 .69 .56 .59 .46 Si II 1% 1.81 1.78 1.66 1.50 1.46 1.34 1.07 3.// » 2.11 2.15 1.92 1.73 1.78 1.55 7 // "re 2.48 2.43 2.27 2.04 2.00 1.83 1.61 1.39 2.75 2.81 2.50 2.25 2.31 2.11 1.86 3.13 3.18 2.84 5.11 \\" 3ix2i 3.56 3 X3 3 X2i 3X2 2ix2i 2ix2l 2ixH 2 X2 2 Xlf 1.19 1.07 1.03 .87 .72 .75 1.36 1.17 .98 ifxif HxU ifxii lixii 1 XI ^x ^ fx f 88 8S THE ] PASSAIC ROLLING MILL COMPANY 57 WEIGHTS OF PASSAIC STEEL ANGLES. Size of Angle, in Inches. Weights per foot for different thicknesses. -iV a." 8 tV" i" t^'^ f" 1 1/1 f" it" 8 6X6 6 X4 14.8 12.3 17.4 14.4 19.9 16.6 22.525.0 18.619.9 1 26.4 22.0 29.0 24.2 31.5 26.2 34.0 28.4 5X5 5 X3|- 5 X3 8.16 12.3 10.4 9.86 14.4 12.2 11.2 16.5 14.0 13.0 18.6!l9.9 15.816.7 14.215.9 21.8 18.5 17.6 24.2 20.3 19.3 4ix3 7.65 9.21 10.5 12.1 13. 714. e 16.2 17.8 4 X4 4 X3i 4 X3 8.16 7.65 7.11 9.86'll.2 9.2110.5 8.60 9.80 12.9 12.1 11.3 14.: 13.-3 12.: ^15.7 ^4.6 '13.5 17.4 16.2 19.1 17.8 20.8 3ix3i 3ix3 7.11 6.56 8.60 7.82 9.76 9.21 11.0 10.2 12. £ 11. e >13.5 )12.5 Size of Angle, in Inches. Weights per foot for different thicknesses. 8 'h" ¥' -iV 3.// 8 -.Y ¥' 9" 8 H" 3ix2i 4.90 6.15 7.17 8.43 9.35 10.6 3X3 3 X2i 3 X2 4.90 4.45 4.05 6.05 5.64 5.10 7.30 6.53 5.88 8.26 7.72 6.94 9.56 8.50 7.65 10.8 9.69 12.1 2ix2i 4.05 4.96 6.05 6.80 7.85 21 X2i 2iXli 2.75 2.28 3.60 3.06 4.56 3.64 5.20 6.22 7.17 2 X2 2 X If 1.02 2.41 2.28 3.19 3.06 4.05 3.64 4.62 5.47 6.32 If xif HxU ifxii 2.11 1.80 1.53 2.75 2.35 1.90 3.50 2.96 2.45 3.98 3.33 4.72 lixU 1 XI . ix ^ 1.02 .78 .68 .58 1.46 1.15 .99 .85 2.01 1.57 2.55 8 58 THE PASSAIC ROLLING MILL COMPANY. — « PROPERTIES OF PASSAIC STEEL Z BARS. Least Radius of Gyration, neut. axis diagonal. CO -^ -^ QO 00 X_ 1 1— 1 OJ "<* 00 00 GO o o o -H CO CO X 00 00 odd uO CO t^ l>. i>. i> Tf uO CO l> l>. 1> 0.73 0.75 0.76 c 4) 'u s '8 in < 3 67,500 78.600 89,800 92,400 102,600 112,800 112,300 121,800 131,200 42,700 51,100 59,500 61,400 69,000 76,600 75,800 82,700 91,500 1-1 CO rf 1^ -^ -^ l^ Ci r^ CO CO -^ 'Tf CO i^ CO CO CO lO l^ X CO CO CO — CO uO CO CO CO X O rH Oi CO CO T-l 1—1 rH 1— 1 1— 1 ^- T-' r^r-l. l—<w^r-^ o _c 1) rt 3 cr V) ll V P. O 8 H <«- o c 'rt u Ul >.■ CJ S J re rt _rt _o "rt rt C •c CI o U §1 •3 3 o -a U o O l^ 1-1 1> C* 00 — CO 00 C5 ■* Ci ■^ t>. CO Ci -^ o O i-O c* O -^ C5 O T C5 Ci cox CJCOCO CO "^ ^ "* LOCO O<C4C0 CO CO CO CO '^ ^ O 13 1-1 o t>. 1-1 05 00 Ci CJ "^ UO -rf CO rf l> X Tr COrH X uOO rHCO CO lO rH CO O O O J> CO CO CO X CO C5 O C» 1—1 1-1 Ci "^CO rH tH I— 1 uO l^ Ci rH — rH CO l^C5 C5 d CJ — CO -^ rH rH r-l IU o « 3 _y "S c 1) a. ii «j p. in < 1 3 90,000 104,800 119,700 123,200 136,700 150,400 149,800 162,300 174,900 57,000 68,200 79,400 81,000 91,900 102,100 101,000 110,300 122,000 O O CO 00 oo C5 CO CO CO d C<1 c< rH C} CO CO CO CO rH rH CO -Tf lO X XXX • ^ CO coco . . •J3 3 tl o "<* CO Ci •<^ 00 OJ O C^) o lO 00 r-l ^ coo O CO ^ rt< Oi Tt CO CO Tf X CO t>. CO CO lO l^ •<* "* ■^ CO ■«* 00 05 1-1 tH rH CO -^ r-l rH r-l ■^ lO CD OCO 1> 1>XC1 CiO rH 2.5 o c ooco CO QCi CO •«!f CO X CO 00 r^ CO CO CO tH rH CO CO X i> CO rH O O CO CO rH X lO SS?0 0 03"* Qi C<i CO Tt GO CO CO CO TT CO COO ■^ Tf UO cocoes C: — rf ^ C3 CO CO COC3 COCOC>i rt <u of Section, Sq. Ins. O CO 1-H ■00 CO uO CO -^ OJ CO o r^ CO Tf rH O O 1-1 •* rH 00 to -^ ■* COO) CO CO rf CO 05 CO CO tT uO CO CO t^ 00 XCfiO 1-H CO Ttl TT uO UOCO CO t^x lU CO CO o t>. Tt O cooco CO'C. "* X CO CO J> O CO uO 00 i-i 1-1 r- c* CQ lO 00 COCO C>i coco CO rH CO CO i> O CO 1- coco coco X CO CO CO H ness of Metal, Ins. iqx «|x -a of Flange, Ins. -to CO CO CO -Hi'N-i.-iKlX CO CO CO -to ^'N^'!— mix CO CO CO CO CO CO -:-*'-'l^M|x CO CO CO CO CO CO a Q of Web, Ins. :o CO O o ciTcb H--;x CO CO CO -P-lx l^ >^ o i^-lx 1.0 i-O o 1.0 UO lO ■^ THE PASSAIC ROLLING MILL COMPANY. 59 Least Radius of Gyration, neut. axis diagonal. i> CX) Ci o O O odd O CO o 1 CO i> !r> CO coco lO CO lO o d d uO lO lOCO lO lO d d i -< i % c v ."2 'o .c 'o o X 1 rH CO -^ S8§ CO o -^ CO -^ -^ o o o o o o ■^ O^i rH oo'co'oo'^ ■<* LO lO o o OO o o o o CO '00 o^co*^ (?1 Oi oo oo to -^^^ 1 a CO '^i o CO CO CO T-H 1— 1 T-H CJtH CO O) CO CO rH tH rH lO t^ Ci 1— 1 1—1 rH rH (N rH 1— 1 rH 1—1 1—1 T-< lO J> ^^ 1— 1 o c < pq C 2 o^ -^ -^ O •S3 '^ GO C< O t3 ... !>• i> 05 CO J> tH (TJoico 00 GO O rHlO O CO CO -^ OO 1> 00 \0 00 i-< rH C5CO rH oi 3 cr 4; N EH S S o a CO COi> •^ i.o d CO CO CO J> Oi 0^ d i> d CO to -^ 00 drH 1—1 GO CO (TJ CO CO ''f lO O 00 1> ■^ d ft 1 o 8 o o c 1) a, 53 & <: 1-1 3 O u oo o o o o lO J> QO co'i-ToT CO ■^ "^ oo o o o o lO lO CO o o o o o o O Ci '<*' ^"o"i>" CO 1> i> o o lO -^ o'lrT o o o o '^ GO (7i CO o o CO CO ofco'' CO CO M O a 1 Q 1—1 m (In °.2 -o rt (V >» Oi C^ Oi ^O O CO T-H 1-H T-( 1— < T— 1 tH 00 QOO ■^ Tt -^ tH rH T— 1 rH 1—1 CO i> 1— 1 ■r-< tH rH 7-\ l-\ E 1 TO e §.2 •a 3 o -a U o •^ tH 1> 1-1 CiO CO CO ■^ C? OQO 00 iCrH '^ d d lO uO CO O CO 3^ rH ok 1> 00 CO CO o -^ CO CO O o c CD^ CO (710^ CO di>^ oi CO 00 '^f CO 1-1 l^ drH 0^ 1-H 1—1 rH C^l^ tH »0 Ci (^i CO -^ rH rH 1— 1 00 CO 00 lO CO -^ C5CO lO (7J '^ d u 1^ ir.tn 1-1 CO ?o "^ o o (?i CO CO lOCOl> O COi?) Tt rf d d '*' ic lO rH J> r^ 00 rHoi oi CO 05C5^ CO rH co-^ c 4J 'G !£ (U o O (In 00 d oi T— 1 T— ( 00 00 05 CO d t>^ 1— 1 1— < 1— ( C5 Oi Ci GO d ^ rH Oi (>» d 00 drH O P^ Ph to ''jT CO CO CO CO CO CO CO CO CO 3^ W Oi Oi ^* ^* '^^ ^* ^* ^* coco CO CO CO CO _« 88- ■8S 60 THE PASSAIC ROLLING MILL COMPANY. EXPLANATION OF TABLES ON SAFE LOADS. The following tables give the safe uniformly distributed loads, in tons of 2,000 lbs., on Passaic Structural Shapes cal- culated for a maximum fiber strain of 16,000 lbs. per square inch. The loads given in the tables include the weights of the shapes, which must be deducted from the tabular loads in order to obtain the net superimposed loads which the shapes will carry. Safe loads are given for the principal weights of I beams usually rolled. The safe loads for intermediate or heavier weights of beams than those tabulated, can be obtained by the use of the separate column of corrections given for each size, which states the increase of safe load for each additional lb. increase in the weight per foot of the beam. The safe loads of channels are tabulated only for the mini- mum weights. A separate column for each depth of channel gives the additional safe load for each lb. per foot increase in the weight of the channel, by the use of which the safe loads on the heavier weights of channels may be obtained. The safe loads for Tees are given for all weights rolled. The safe loads for Angles are given only for the minimum and maximum weights. The safe loads for intermediate weights may be obtained approximately by proportion. The safe loads for Z Bars are given for all the weights rolled. It is assumed in these tables that the compression flanges of the beams or shapes are secured against yielding sideways. They should be held in position at distances not exceeding 20 times the width of the flange, otherwise the allowable loads should be reduced according to the following table : BEAMS UNSUPPORTED SIDEWAYS. Unsupported Length of Beam. 20 X flange width. 30 // // // 40 // // // ss- Greatest Safe Load. I . O tabular load. 0.9 '/ // 0.8 // // Unsupported Length of Beam. 50 X flange width. 60 // // // 70 // // II Greatest Safe Load. 0 . 7 tabular load. 0.6// // 0.5 // // ^ S8 85 THE PASSAIC ROLLING MILL COMPANY. 61 / Deflection Coefficients are given for all the shapes, by the / use of which the deflections, under the tabular loads, can be obtained by simply multiplying the Deflection Coefficient of the shape by the square of the span, in feet ; the result being \ the deflection in inches. Thus, the deflection of a 15 ' X 42 Mb. I beam on a span of 20 feet, fully loaded, is obtained by . —2 multiplying the Deflection Coefficient (.001103) by 20 ; the result being 0.44, which is the deflection in inches, or about -J " Tff • Beams used in floors should not only be strong enough to carry the superimposed loads, but also sufficiently rigid to prevent vibration. For beams carrying plastered ceilings, if the deflection exceeds 3^ of the distance between supports, or 3-0 of an inch per foot of span, there is danger of cracking the plaster. This limit is indicated in the tables by heavy cross lines beyond which the beams should not be used if in- tended to carry plastered ceilings, unless the allowable loads given in the tables are reduced in the following manner: Let A = deflection coefficient for the shape. L = limiting span, in feet, at which the shape, fully loaded, has a deflection of ^-g ^ of span. L' = given span, in feet. W = tabular safe load for span L'. W" = load on span L' producing deflection of j^ of span. Then, L = -L., (I); W"=— ^,(2); W"=LW', (3). 30 A 30 A L' V Thus, if it is desired to find the load on a 10" X 25 lb. I beam on a span of 30 ft., which will produce a deflection of only -g-^ of the span; the safe load, 4.35 tons, given in the table for a span of 30 feet, must be reduced by formula (3) as follows : 20 W" = — X 4.35 = 2.90 tons. 30 It may generally be assumed that the above limit of deflec- tion is not exceeded, both for rolled and built beams, unless the depth of the beam is less than ^ of the span. It should be noted, however, that some local building ordinances pro- vide that no beam shall be of less depth than yo of the span. 88 88 88- 62 THE PASSAIC ROLLING MILL COMPANY. 1 SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL I BEAMS, In Tons of 2000 Lbs., BEAMS BEING SECURED AGAINST YIELDING SIDEWAYS. IT. 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 20" I 90 Lbs. per Foot. 80. 73 66. 61. 57, 53. 50. 47, 44. 42, 40, 38. 36, 34, 33. 32, 30, 29, 28, 27, 26.8 25. 25. 24, 23. 23. 22. 21, 21, 20. 20, 80 Lbs. per Foot. 75 Lbs. per 65 Lbs. per Foot. : Foot. 71.766 65.2i60 59.8,55 55.251 51.2:47 47.8*44 44.8 41 42.2i39 39.9 36 37.8 35 rt'aj <^ .561.30.52 ,5 55.7 0.48 .4 51.0 0.44 .247.10.40 5 43.8 0.37 35.9 34.2 32.6 31.2 29.9 28.7 27.6 26.6 25.6 24.7 340.9 638.3 136.0 9^34.1 0 32.3 23.9 23.1 22.4 21.7 21.1 20.5 19.9 19.4 18.9 18.4 17.9 33. 31. 30. 28. 27. 26. 25, 24, 23. 22, 330.7 7|29.2 227.8 926.6 7 25.5 6 24.5 6 23.6 6 22.7 821.9 921.2 0.35 0.33 0.31 0.29 0.28 22.220.5 21, 20, 20, 19, 19. 18, 18, 17. 17, 16, 519.8 819.2 218.6 6118.1 017.6 517.1 016.5 516.1 l|l5.7 615.3 0.26 0.25 0.24 0.23 0.22 0.21 0.20 0.19 0.19 0.18 15" I 0.17 17 16 16 15 15 15 14 14 13 13 Deflection Coefficient, . 000828 75 I 663 Lbs. 1 Lbs. per I per Foot. jFoot. 51.2 48 46.6 43 42.7 40 39.4 37 36.6 34 34.232 32.0 30 30.1 28.5 27.0 28 26 25 25.624. 24.4 22. 23.3:21. 22.3:20. 21.320. 20.5 19.7 19.0 18.3 17.7 17.1 16.5 16.0 15.5 15.1 14.6 14.2 13.8 13.5 13.1 12.8 16.0 15. 15, 14. 14 13. 13. 13. 12. 12. 12. 60 Lbs. per Foot. 45.4 41.2 37.8 34.9 32.4 30 28.3 26.7 25.2 23.9 50 Lbs. per Foot. 22.7 21.6 20.6 19.7 18.9 18.1 17.4 16.8 16.2 15.6 15.1 14.6 14.2 13.7 13.3 13.0 12.6 12.3 11.9 11.6 11.3 37.7 34.2 31.4 29.0 26.9 25.1 23.5 22.2 20.9 19.8 18.8 17.9 17.1 16.4 15.7 15.1 14.5 14.0 13.5 13.0 12.6 12.2 11.8 11.4 11.1 10.8 10.5 10.2 9.91 9.66 9.42 42 Lbs. per Foot. 30.6 27.8 25.4 23.5 21.8 20.4 19.2 17.9 17.0 16.1 15.3 14.6 13.9 13.3 12.8 12.3 11.8 11.4 10.9 10.5 10.2 9.86 9.56 9.26 8.98 8.73 8.49 8.26 8.04 7.83 7,64 ;3^ 0..39 0.36 0.33 0.30 0.28 0.26 0.25 0.23 0.22 0.21 0.20 0.19 0.18 0.17 0.16 0.16 0.15 0.15 0.14 0.14 0.13 0.13 0.13 0.12 0.11 0.11 0.11 0.11 0.10 0.10 0.10 Deflection Coefficient, .001103 ss. Safe loads given include weight of beam. Maximum fiber strain, 16,000 lbs. per square inch. Deflection of beam, in inches, under tabular load equals the product of the Deflection Coefficient by the square of the span, in feet. « ^ THE PASSAIC ROLLING MILL 28 COMPANY. 63 SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL I BEAMS, In Tons of 2000 Lbs., BEAMS BEING SECURED AGAINST YIELDING SIDEWAYS. o 5 a, 12" I it .2.S 10 ' I W) «'J3 55 Lbs. per Ft. 40 Lbs. per Ft. 31* Lbs: per Ft. 40 Lbs. : per Ft. 33 Lbs. per Ft. 30 Lbs. per Ft. 25 ^.S Lbs. :§ o per Ft. < ^ 8 9 39.8 35.4 31.3 27.8 24.5 21.8 0.39 0.35 23.8 1 21.2 21.5 19.1 18.0 16.0 16.3 0.33 14.5 0.29 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 31.8 28.8 26.5 24.5 22.8 25.0 22.7 20.8 J9.2 17.9 19.6 17.9 16.4 15.1 14.0 0.31 0.29 0.26 0.24 0.22 1 19.0 17.3 15.9 14.7 13.6 12.7 11.9 11.2 10.6 10.0 17.2 15.6 14.3 13.2 12.3 14.4 13.1 12.0 11.1 10.3 13.1 iO.26 11.9 0.24 10.9 0.22 10. 1 0.20 9.330.19 21.2 19.9 18.7 17.7 16.8 16.7 15.6 14.7 13.9 13.2 13.1 12.3 11.5 10.9 10.3 0.21 0.20 0.18 0.17 0.17 11.5 10.8 10.1 9.56 9.05 9.58 8.98 8.46 7.99 7.57 8.71j0.17 8.16i0.16 7.68,0.15 7.260.15 6.870.14 15.9 15.2 14.4 13.8 13.3 12.5 11.9 11.4 10.9 10.4 9.80 9.33 8.91 8.52 8.16 0.16 0.15 0.14 0.14 0.13 9.52 aj5o 7.19 6.530.13 9.07 8.65 8.28 7.93 8.19 7.82 7.48 7.17 6.85 6.53 6.25 5.99 6.22,0.12 5.94,0.12 5.680.11 5.440.11 25 26 27 28 29 30 31 32 33 34 35 12.7 12.2 11.8 11.4 11.0 10.0 9.62 9.26 8.93 8.62 7.83 7.54 7.26 7.00 6.76 0.13 0.12 0.12 0.11 0.11 7.62 7.32 7.05 6.80 6.57 6.88 6.62 6.37 6.14 5.93 5.75 5.53 5.32 5.13 4.96 5.220.10 5.02 0.10 4.840.10 4.66 0.09 4.500.09 10.6 10.3 10.0 9.6 9.4 9.1 8.34 8.07 7.81 7.58 7.35 7.14 6.54 6.32 6.13 5.94 5.76 5.60 0.10 0.10 0.10 0.10 0.09 0.09 6.35 6.14 5.95 5.77 5.60 5.44 5.73 5.54 5.38 5.21 5.06 4.91 4.79 4.64 4.49 4.36 4.23 4.11 4.350.09 4.210.08 4.080.08 3.960.08 3.84 0.08 3.730.08 Deflection Cc .0013 ^efficient, 79 Deflect ion Coef 001655 icient, Safe loads given lbs. per square inc equals the product - in feet. S8 nclude weight 1. Deflection of the Deflecti of beam, of beam, Dn Coeflfic Maxim in inche ient by um fiber s, under he squar strain, 16,000 tabular load e of the span, 4 82- 'S8 64 THE PASSAIC ROLLING MILL COMPANY. SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL I BEAMS, In Tons of 2000 Lbs., BEAMS BEING SECURED AGAINST YIELDING SIDEWAYS. fa 9" I 27 Lbs. per Foot. 718.7 816.4 914.6 1013.1 1111.9 JO. 9 10.1 9.36 8.74 8.19 7.71 7.28 6.90 6.56 6.24 5.96 5.70 5.46 5.24 5.04 4.86 4.68 4.52 4.37 234 Lbs. per Foot. 21 Lbs. per Foot. 15.1 14.3 13.2 12.5 11.7 11.1 0.34 14.8 10,6 9.59 8.79 8.11 7.53 10.0 9.09 8.33 7.69 7.14 7.03 6.59 6.20 5.86 5.55 5.27 5.02 4.79 4.58 4.39 4.22 4.06 3.91 3.77 3.64 3.52 6.66 6.25 5.88 5.55 5.26 d '53 <h5 8" I 27 Lbs. per Foot. 0.29 0.26 0.24 0.21 0.20 0.18 0.17 12.9 11.5 0.16 0.15 0.14 0.13 10.3 9.40 8.62 7.96 7.39 0.12 5.000.12 4.760.11 4.. 54 4.35 4.16 0.11 0.10 0.10 4.000.09 3.840.09 3.700.09 3.57 0.08 3.45 3.33 0.08 0.08 Deflection Coefficient, .001839 6.90 6.47 6.08 5.75 5.44 5.17 4.93 4.70 4.50 4.31 22 Lbs. per Foot. 13.3 11.6 10.3 9.30 8.45 7.75 7.15 6.64 6.17 5.81 5.47 5.16 4.89 4.65 4.43 4.23 4.04 3.87 4.14 3.98i 3.83^ 3.69 3.57 3.45 3.72 3.58 3.44 3.32 3.21 3.10 18 Lbs. per Foot. 10.8 9.45 8.41 7.57 6.88 6.31 5.82 5.41 5.05 4.73 4.45 4.21 3.98 <^ 0.30 0.26 0.23 0.21 0.19 0.17 0.16 0.15 0.14 0.13 0.12 0.12 0.11 3.79 3.60 3.44 3.29 3.15 0.10 0.10 0.09 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.07 7" I 20 Lbs. per Foot. 10.4 9.07 8.06 15 Lbs. per Foot. 8.08 7.07 6.28 7.26 6.60 6.05 5.58 5.18 0.26 0.23 0.20 0.66 5.14 4.71 4.35 4.04 0.18 0.17 0.15 0.14 0.13 0.12 0.11 4.843.77 4.53|3.53 4.27 3.33|o.ll 4.033.14 0.10 3.822.980.10 3.63 3.45 3.30 3.15 3.02 2.83 2.69 2.57 2.90 2.79 2.69 0.09 0.09 0.08 2.460.08 2.360.08 2.260.07 '2.180.07 12.090. 07 2.592.020.07 2.501.95J0.06 2. 42|l. 8810.06 Deflection Coefficient, .002069 Deflection Coeff., .002365 Safe loads given include weight of beam. Maximum fiber strain, 16,000 lbs. per square inch. Deflection of beam, in inches, under tabular load equals the product of the Deflection Coefficient by the square of the span, in feet. «a 88. ■ ^ ^■ THE PASSAIC ROLLING MILL COMPANY. 65 SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL I BEAMS, In Tons of 2000 Lbs., BEAMS BEING SECURED AGAINST YIELDING SIDEWAYS. 6' I 10 11 12 13 14 15 Lbs. per Foot. 9.40 7.85 6.72 5.88 5.23 15 16 17 18 19 20 21 22 23 24 25 4.70 4.27 3.92 3.62 3.36 12 Lbs. per Foot. 7.75 6.45 5.53 4.84 4.30 0.32 0.26 0.23 0.20 0.18 3.13 2.94 2.76 2.61 2.47 2.35 2.24 2.14 2.04 1.96 1.88 2.98 2.76 2.58 2.42 2.27 2.15 2.04 1.93 1.84 1.76 1.68 1.61 1.55 0.10 0.10 0.09 0.09 0.08 0.08 0.08 0.07 0.07 0.07 0.06 Deflection CoefF., .002759 5" I 13 Lbs. per Foot. 6.70 5.58 4.78 4.19 3.72 9f Lbs. per Foot. 3.35 3.04 2.79 2.58 2.37 3.71 3.25 2.88 0.26 0.22 0.19 0.16 0.15 2.23 2.09 1.97 1.86 1.76 2.60|0.13 2.36 0.12 2.16 0.11 2.00^0.10 1.86 0.09 1.67 1.59 1.52 1.45 1.39 1.34 1.7310.09 1.62 0.08 1.53 0.08 1.44 0.07 1.36 0.07 1.30 0.07 1.24|0.06 1.19 1.13 1.09 1.04 0.06 0.06 0.05 0.05 Deflection CoefF., .003310 4" I 10 Lbs. per Foot. 1.83 1.66 1.52 1.30 1.40 1.20 1.30 1.11 7h Lbs. per Foot. 3.12 2.60 2.23 1.95 6 Lbs. per Foot. 1.74 1.22 1.14 1.07 1.01 0.97 0.92 0.87 0.83 0.80 0.76 0.73 1.04 0.98 0.92 0.87 0.82 2.45 2.04 1.75 1.53 1.36 1.23 1.11 1.02 0.95 0.88 0.82 0.77 0.72 0.68 0.21 0.18 0.15 0.13 0.12 0.11 0.10 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.65 0.06 0.78 0.74 0.71 0.68 0.65 0.62 0.61 0.05 0.58 0.05 0.56 0.05 0.53 0.51 0.49 0.05 0.04 0.04 Deflection Coefficient, .004138 h Safe loads given include weight of beam. Maximum fiber strain, 16,000 lbs. per square inch. Deflection of beam, in inches, under tabular load, equals the product of the Deflection Coefficient by the square of the span, in feet. j -^ t- > -88 S2 ^ 66 THE PASSAIC ROLLING -MILL COMPANY. SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC . STEEL CHANNELS, In tons of 2000 lbs., CHANNELS BEING SECURED AGAINST YIELDING SIDEWAYS. | Span, 15' 15' ^is-sl 12' 12" ^s^^s in 40 Lbs. 33 Lbs. 2 u.= .5?c 1 27 Lbs. 20 Lbs. 2 "•=.£? = Feet. per Ft. per Ft. per Ft. per Ft. -*< rt I- '- ^ o oj.s 6 44.0 36.0 0.65 23.85 18.48 0.52 7 37.7 30.8 0.56 20.44 15.84 0.44 8 33.0 27.0 0.49 17.89 13.86 0.39 9 29.4 24.0 0.43 15.90 12.32 0.35 10 26.4 21.6 0.39 14.31 11.09 0.31 11 24.0 19.6 0.36 13.01 10.08 0.29 12 22.0 18.0 0.33 11.93 9.24 0.26 13 20.3 16.6 0.30 i 11.01 8.53 0.24 14 18.9 15.4 0.28 10.22 7.92 0.22 15 17.6 14.4 0.26 9.54 7.39 0.21 16 16.5 13.5 0.25 8.94 6.93 0.20 17 15.5 12.7 0.23 i 8.42 6.52 0.18 18 14.7 12.0 0.22 7.95 6.16 0.17 19 13.9 11.4 0.21 \ 7.53 5.83 0.17 20 13.2 10.8 0.20 i 7.16 5.54 0.16 21 12.6 10.3 0.19 6.81 5.28 0.15 22 12.0 9.81 0.18 ! 6.50 5.04 0.14 23 11.5 9.40 0.17 i 6.22 4.82 0.14 24 11.0 9.01 0.16 1 5.96 4.62 0.13 25 10.6 8.65 0.16 5.72 4.43 0.13 26 10.2 8.32 0.15 5.50 4.26 0.12 27 9.79 8.01 0.15 ; 5.30 4.11 0.12 28 9.44 7.72 0.14 1 5.11 3.96 0.11 29 9.11 7.46 0.14 4.93 3.82 o.n 30 31 8.81 7.22 0.13 , 0.13 4.77 4.62 3.70 3.58 0.10 0.10 8.52 6.98 32 8.26 6.76 0.13 4.47 3.46 0.10 33 8.01 6.55 0.12 4.34 3.36 0.10 34 7.77 6.36 0.11 4.21 3.26 0.09 35 7.55 6.18 0.11 4.09 3.17 0.09 Defl ection Coef ficient, Defl ection Coefficient, .001103 .001379 Safe loads giv< in include v, 'eight of chan nel. Maxin- mm fiber strain, i6,ooo lbs. per square in :h. Deflecti on of channel, in inches, ur ider tabular load equals the J )roduct of t he Deflectic n Coefficient by the squa re of the sp an, in feet. 1 •o ss. ^— THE PASSAIC ROLLING MILL ^ COMPANY. 67 i 3AFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL CHANNELS, In tons of 2000 lbs., CHANNELS BEING SECURED AGAINST YIELDING SIDEWAYS. •^•^ ^•2_.. &-'-r. 4J -a <J c T3 y C 'V 0 c V ^■^s n--S rt C c 0 •- oj Ui 10' 10' -^^^ 9" 9" Jd^ 8" 8" 20 lbs. 15 lbs. 16 lbs. 13 lbs. 13 lbs. 10 lbs. c per Ft. per Ft. ^ftO per Ft. per Ft. ^ ft^ per Ft. per Ft. 72 ^Z. a. OMJZ 0 J3 j: 1 °:S'f. C/3 ! 5 18.2 14.3 0.52 13.5 10.8 0.48 9.48 7.52 0.42 6 15.2 11.9 0.44 11.3 8.98 0.40 7.90 6.27 0.34 7 13.0 10.2 0.38 9.67 7.69 0.34 6.77 5.37 0.30 8 11.4 8.91 0.33 8.46 6.73 0.29 5.92 4.70 0.26 9 10.1 7.92 0.29 7.52 5.98 0.26 5.27 4.18 0.23 10 9.12 7.13 0.26 6.76 5.38 0.24 4.74 3.76 0.21 11 8.29 6.48 0.24 6.15 4.90 0.21 4.31 3.42 0.19 12 7.60 5.94 0.22 5.64 4.49 0.20 3.95 3.14 0.17 18 7.02 5.48 0.20 5.20 4.14 0.18 3.65 2.89 0.16 14 6.52 5.09 0.19 4.83 3.85 0.17 ! 3.39 2.69 0.15 15 6.08 4.75 0.17 4.51 3.59 0.16 3.16 2.51 0.14 16 17 5.70 5.37 4.46 4.19 0.16 0.15 4.23 3.98 3.37 3.17 0.15 0.14 2.96 2.35 0.13 0.12 2.79 2.21 18 19 5.07 4.80 3.95 0.15 3.76 2.99 0.13 0.12 I 2.64 2.50 2.09 1.98 0.12 0.11 3.75!0.14 3.56 2.83 20 21 4.56 3.56 0.13 3.38 3.22 2.69 2.56 0.12 0.11 2.37 2.26 1.88 1.79 0.10 0.10 4.34 3.40 0.12 22 4.14 3.24 0.12 3.08 2.45 0.11 2.16 1.71 0.09 23 3.96 3.10 0.11 2.94 2.34 0.10 2.06 1.63 0.09 24 3.80 2.96 1 0.11 2.82 2.24 0.10 1.97 1.56 0.09 25 3.65 2.85:0.10 2.71 2.15 0.09 1.90 1.50 0.08 26 3.51 2.74,0.10 2.60 2.07 0.09 1.83 1.44 0.08 27 3.38 2.64 0.10 2.50 2.00 0.09 1.76 1.39 0.08 28 3.26 2.54 0.09 1 2.41 1.93 0.08 1.69 1.34 0.07 29 3.15 2.45 0.09 1 2.33 1.86 0.08 1.63 1.30 0.07 30 3.04 2.38 0.09 2.26 I.80I0.O8 1.58 1.26 0.07| Deflect ion Coefficient, Deflect on Coefiicient, Deflection Coefficient, 001655 • 001839 .002069 Safe loac s given include weight of channel. Maxin lum fiber strain, 16,000 lb 5. per squ are inch. Deflection of cha nnel, in inches, u ader tabularload.equals th e produc t of the 1 Deflectic )n Coefifi< :ient by he squE ire of the span, in feet. 1 ^ «? 68 THE PASSAIC ROLLING MILL COMPANY. SAFE LOADS, 1 [JNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL CHANNELS, In tons of 2000 lbs., CHANNELS BEING SECURED AGAINST YIELDING SIDEWAYS. Span, in Feet. 7" 13 Lbs. per Ft. 7" 9 Lbs. per Ft. Add to Safe Load for each lb. per ft. increase in weight of Channel. 6' 17 Lbs. per Ft. 6' 12 Lbs. per Ft. 6' 8 Lbs. per Ft. Add to Safe Loadforeachlb. per ft. increase in weight of Channel. 5 8.33 5.79 0.37 9.05 6.64 4.54 0.31 6 6.94 4.83 0.32 7.53 5.53 3.78 ,0.26 7 5.95 4.13 0.26 6.46 4.74 3.24 0.22 8 5.21 3.62 0.23 5.64 4.15 2.84 0.20 9 4.63 3.22 0.20 5.02 3.69 2.52 0.17 10 4.17 2.90 0.18 4.52 3.32 2.27 0.16 11 3.79 2.62 0.17 4.10 3.02 2.06 0.14 12 13 3.47 3.20 2.41 2.22 0.15 0.14 3.76 2.77 1.89 0.13 0.12 3.48 2.55 1.74 14 2.98 2.06 0.13 3.23 2.35 1.62 0.11 15 2.78 1.93 0.12 3.01 2.21 1.51 0.10 16 2.60 1.81 0.11 2.82 2.07 1.42 0.10 17 2.45 1.70 0.11 2.66 1.95 1.33 0.09 18 2.32 1.61 0.10 2.51 1.84 1.26 0.09 19 2.19 1.52 0.10 1 2.38 1.75 1.19 0.08 20 2.08 1.45 0.09 2.26 1.66 1.13 0.08 21 1.97 1.38 0.09 2.15 1.58 1.08 0.07 22 1.89 1.32 0.08 2.05 1.51 1.03 0.07 23 1.82 1.26 0.08 1.96 1.44 .99 0.07 24 1.74 1.20 0.08 1.88 1.38 .95 0.07 25 1.67 1.16 0.07 1.81 1.33 .91 0.06 Deflection C oefficlent, Deflection Coeffic lent, .0023 64 .002760 Safe loads given inclu de weight of channel. ] Vlaximum fiber str ain, i6,ooo lbs. pe r square inch. Def ection of channel, in incl les, under tabular! oad, equals the pr oduct of the Deflf action Coefficient by th e square of the spj m, in feet. 8^ & — 8? THE PASSAIC ROLLING MILL COMPANY. 69 SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL CHANNELS, In tons of 2000 lbs., CHANNELS BEING SECURED AGAINST YIELDING SIDEWAYS. Span, in Feet. 5" 9 Lbs. per Ft. 5" 6 Lbs. per Ft. -a T! ^ ^U 4// 8 Lbs. per Ft. 4" 5 Lbs. per Ft. J2 lU ■" .0 . C rt 5 4.12 2.78 0.26 2.91 1.92 0.21 6 3.43 2.32 0.22 2.42 1.60 0.18 7 2.94 1.99 0.19 2.08 1.37 0.15 8 9 2.58 2.29 1.74 1.54 0.17 0.15 1.82 1.20 0.13 0.12 1.62 1.07 10 11 2.06 1.39 0.13 0.12 1.46 1.32 .96 .87 0.11 0.10 1.87 1.26 12 1.71 1.16 0.11 1.21 .80 0.09 13 1.58 1.07 0.10 1.12 .74 0.08 14 1.47 .99 0.09 1.04 .69 0.08 15 1.37 .93 0.09 .97 .64 0.07 16 1.29 .87 0.08 .91 .60 0.07 17 1.21 .82 0.08 .86 .56 0.06 18 1.14 .77 0.07 .81 .53 0.06 19 1.08 .73 0.07 .77 .50 0.06 20 1.03 .70 0.07 .73 .48 0.05 21 .98 .66 0.06 .69 .45 0.05 22 .94 .63 0.06 .66 .44 0.05 23 .90 .60 0.06 .63 .42 0.05 24 .86 .58 0.06 .61 .40 0.04 25 .82 .56 0.05 .58 .38 0.04 Deflection Coefficient, Deflection Coefficient, .00331 .00414 Sal "e loads given include weight of chan nel. Maximum fiber strain, 16,000 Ibs.p er squareinch. Deflection of channel, in inches, under tabular load equals the p roduct of t le Deflectio n Coefficient by the squa re of the spa n, in feet. 88- 88- 70 THE PASSAIC ROLLING MILL COMPANY. ■S8 88' Deflec- tion Coeflf. o o o o CO CO o o o o O O C5 rr f CO o o o o o o CO l^ o o o o O Ci CO LO O O O O .0068 .00C7 l>.00 o o o o o o CO T— 1 o o 11 < 1) fa _c uT t; o o. a 3 m c XI 0) u c rt tJi Q r-l !?i GO \a> GO Ci CO T-i CO CO CO 3 T3 o o o o ':::><^ 1^ PES, EQ <- CO o o 00 rH lO uO d d CM 00 CO ■^ CO CO d o CI CO CO X) CO lO GO CO CO uO o o o o lO T— 1 lO •rf -^ CO odd ■^ o rt = N O CO d d 00 o CO CO o d C^ O GO ■"^ "^ CO CO oi d d lO — -^ rH d o 0 f St yielding s QO 05 o d ■^ lO CO Cl c<> 1> CO O ■* '* o d lo d d Ci -^ do CO (?J rH — d d o rH GO CX) OGO -^ d 00 r>. d d C5 rf CO lO li^ ■^ d d d rl i> 1> CO CO C^ rH ^ O 1> rHO d o O 4 c *■ 11 > 3AIC ST ecured again 0> o r>. T-H d — ' o OiOO o o lO O 1— 1 coco lO odd d d Ci o o o 1-1 o d d Ci CO o o d d 00 CO o —1 tH rH d CO l>. i>. 1> CO lO c:^ <^ <::i' Oi CO coco d d C^rH d d COCi — o O 1> 1-^ o d d o d .2 S M OR PAS! and being s t^ lO (M — . o ■^ J> CO 00 i>. CO ■^ c^ <~> li^ 00 ''^ CO d d iOCi d d lO rH d d 1-1 00 -H o d d CO o d ll CD 05 CO 1—1 ^H CO o CO !M rH 1-1 00 O CO o* ■* d d Oi Oi (>J Ol d d rH 1-1 do CO o 1-H 1— t CO o d CO o 1 ^ UTED, E stem vertical M5 -, i> CO -^ t^OO CQ tH O C5 T-H 1-4 O CO CO CO uO d o d d 1— 1 iC d d in rH r— 1 rH GO o o o o ^ t ^ oi as CO ^ OQO l>. TT lO Tf CO r- rH ^-^ T— 1 d d Tt CO ■^ CO d d CO Ci Ci "^ (?< I— THrH dodo o 1-1 d o d 1 ; RIB aving CO CO(?j CO o CO C5 CO 05 i> lO »-l tH — « O 00 — o 00 lO dd CO G^ d d COCi C^rH d d CO d CO o d "5 i s - '3 2 NIFORMLY DIST n tons of 2000 lbs., Tees h OJ GO 00 COCO UO -^ 05 O O CO rf CO COOiOJ Ci COOi CQ o> oj l>.CO lO CO r-( i-H 00 CO d o lO CO d d CiCi CO (Ti o o Ci 1—1 d Ci o d 5 i o .^ 0 iH CO UO OGO t— 1 OiO 00 i> l^OD Ci 00 CO LO irt iC "* i> CO CO rf o J> -nd !>. lO d d "Ci CO d 00 d i i M J- > U* o CO -^ cod -^ d —1 rH O — ■ 00 d d i> 1-1 COuO CO l^ •^ CO T-I (7i coc^ LOGO oi fi lO LO 1-H o Ci d 0 J- « U cc|x At Hn m|x ^:|x -4^ < O E C rt XX CO CO XX COCO CO CO CO XXX CO coco XX CQcq XX rH 1— 1 XX rH -H rH i-l XX 1-1 r-. -l-t 1—1 X -1^ X 82- •88 THE PASSAIC ROLLING MILL COMPANY. 71 S8 m 5^ r . fe' GO 00 iH ! CO (» ^. Tf ■^ J> lO Ci O «.2§ <M c^ CO CO CO CO "^ IQ Jo »>. GO u < O o o o o o o o o o Q*^^ o o o o o o ^ o o o o r» uO 00 1 lO "^ r-i Ci ■^ Oi t>- o -^ •<* ■^ C^i rH T3 o o o O O 1 o d d u ^ GO o CO CO t^ ^ rH »0 ;z; C5 uu t^ rf Tf •^ CO 1-1 o 13 o o o o o o o J^ C5 CO 1-1 ^^ CO CO w o aj r» O IC •^ CO tH N (In CO iH — o o d d d d d N 5 o "^ CT! O lO 1 rH CO 00 CO 1 ^ (M Oi ou O uO uO CO rH rH W .-3 iH fH o o o o o d d o 1 2 ? m lO Oi c^ rH O CO Ci Ci (T) J5 ° T— 1 1—1 o d d d CO -. d d d .a « m CO CO i^ O „ CO ,— o W >. b U (TO tH o O CO CO ■^ CO CO £ X W .S _c 1-^ rH tH d d o d 1 d o g ^ H CO L.0 "<* lO -^ 00 00 •^ 2*. CO GQ rt 9 ti Oi o c* 1-H i^ t^ CO ■^ CO CO 1-^ I— 1 — H » ^^ o o o o o o o ^ ,y OJ _ OT) •^ CO i^ •^ J> 1 lO CO 1> ° '5 a C/2 00 l> Tjl 0^ 00 00 t^ lO O) 1 C-1 o 4) O V tn bo c c u »— 1 tH 1—1 d d d o d 1 d d d H c < Oh r- »— 1 J>. O lO on CO T- CO »0 on ^ t^ CJ o -rf Ci Ci cu CO CO CO ■■; o -Q U3 — T— 1 1—1 d d d o d d o d — D o QO 1— i C< O 1 0{ f?* CO CO cr C7i j; Q o C rt 13 o c rt CD CO CX) i> tH r- o •-H d CO d CO o d o o o lO o uO CO CO CO CO o v_ r-i k. c Q lO t^ c^ o CO CO CO 00 •^ -^ CO rH a o (U oj (>) oJ tH — 1— 1 o o o o d !^ -^ Tf tH I l^ 00 CO CO on CO (Ti J>. CO Tjl "^ QO iO O CO o o »-0 ■^ CO rH 8 ^ O u CO oj O) rH 1— ( rH y-i d 1 o d d H - Ci 1.0 o> ^ rH ■^ •rf rH CO CO ! 00 •5 £ £ §■ H 1— 1 1 CO o CO (?i CO CO CO o oj 1> o CO d CO d rH d X CO ■^ CO — CO CO J>. o r^ 1> tl I' J! « ou to T— 1 CO CO o 1-^ o Ci lO CO >- .« V q u5 o »o uO CO CO CO CO r-t O d o J3 uT t>^ X UO r>. CO CO CO CO CO }^ rn CO E o h:^ iH t>. (Oi c^ r>. CO CTi rH Ci o uO E !; ^ i o CO r-H 1— i o 1—i CO CO CO •^ CO •^ rH o 2 = W ■a tfl o O WJ: o e CO o Ci O 00 lO •^ o ■^ i^ rH h-l c c p— 1 o t;» rH 1 CO Ci CO rH o rH l>. d uO CO 0 g-u IHiX —l^N -.l-N Mix H-s K|X rcix ■^IC -If Si- c ^ o- ■5h>^ O S rt 1).- yA "<? ■^ Tf CO CO CO — 1» CO cq CI ■Ar> rH N X X X X X X X X X X X <i c cc o CO Tf -.g- uO lO ■^ CO rj CO « ,„ ■" cc E _ o s ^ a 72 THE PASSAIC ROLLING MILL COMPANY. SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL ANGLES, EQUAL LEGS, IN TONS OF 2,000 LBS., Angles being secured against yielding sideways. "3) . o a (U>-1 c in (U S u 'Ja o a e _- . Hi « Is U "1 Span in feet. lie 2 3 4 5 6 8 10 12 6 X6 6 X6 7 8 3. 8 43.6 18.8 21.8 9.38 14.5 6.25 10.9 4.69 8.71 3.75 7.26 3.13 5.44 2.34 4.36 1.88 3.63 1.56 .0020 .0019 5 X5 5 X5 a 8 25.5 12.9 12.8 6.45 8.50 4.30 6.38 3.23 5.10 2.58 4.25 2.15 3.19 1.61 2.55 1.29 2.13 1.08 .0024 .0023 4 X4 4 X4 1% 17.7 6.90 8.85 3.45 5.90 2.30 4.43 1.73 3.54 1.38 2.95 1.15 2.21 .86 1.77 .69 1.48 .58 .0031 .0029 3ix3i 3ix3i 8 1% 9.65 5.20 4.83 2.60 3.22 1.73 2.41 1.30 1.93 1.04 1.61 .87 1.21 .65 .97 .52 .80 .43 .0035 .0033 3 X3 3 X3 5. 8 4 7.90 3.10 3.95 1.55 2.63 1.03 1.99 .77 1.58 .62 1.32 .52 .99 .39 .79 .31 .66 .26 .0042 .0038 2^X2^ 2ix2i I 2 I. 4 i 1% 4.08 2.14 2.04 1.07 1.36 .71 1.02 .54 .82 .43 .68 .36 .51 .27 .41 .21 .34 .18 .0049 .0047 -*4'X'W4' 3.47 1.30 1.74 .65 1.16 .43 .87 .32 .69 .26 .58 .22 .43 .16 .35 .13 .29 .11 .0056 .0051 2 X2 2 X2 1 2 1% 2.72 1.02 1.36 .51 .91 .34 .68 .25 .54 .20 .45 .17 .34 .13 .27 .10 .0065 .0058 IfXlf ifxif 1% 1.73 .75 .86 .37 .57 .25 .43 .19 .35 .15 .29 .12 .22 .09 .17 .07 .0073 .0067 UxH lixii 3. 8 ft 1.00 .56 .50 .28 .33 .19 .25 .14 .20 .11 .17 .09 .13 .07 .10 .06 .0084 .0078 HxH lixH 8 .69 .26 .34 .13 .23 .09 .17 .07 .14 .05 .11 .04 .09 .03 .07 .03 .0105 .0092 1 xl 1 xl ix i ix I I. 8 t .34 .17 .17 .08 .11 .06 .08 .04 .07 .03 .06 .03 .04 .02 .0129 .0118 .18 .12 .09 .06 .06 .04 .04 .03 .04 .024 .03 .02 .0141 .0132 fx f fx f 8 .13 .09 .06 .05 .04 .03 .03 .022 .03 .018 .0169 .0159 Safe lbs. pel Safe cient o Loac ^hr> of tamed in feet. oads sq. load "stre S glA the 3y m given in. s for in ngth hy ren to t span, ultiplyi include termed! r the sp le right Deflec ng the '. weigh ate sp in, in of th tions, Deflec t of ar ans ca feet. : zigz? in inc tion C igle. m be c ig line les, u Defficit Maxii )btaine prodi nder t£ :nt by num 1 d by c ce dei ibular the sq iber s lividin lection loads, uare < train, g the s exc( can Df the x6,ooo coeflS- ;eding )e ob- span, S8 8a ^ ^ THE PASSAIC ROLLING MILL COMPANY. 73 SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL ANGLES, UNEQUAL LEGS, IN TONS OF 2,000 LBS. Long Leg Vertical. Angles being secured against yielding sideways. Size of Angle, Inches. c in u i2 u IS H Coefficient of strength, in tons. Span in feet. c « o c ^£ Oc3 2 3 4 5 6 8 10 12 6 X4 8 42.1 21.0 14.0 10.5'8.417.01 5.26 4.21 3.50 .0022 6 X4 3. 17.7 8.85 5.90 4.433.542.95 2.21 1.77 1.48 .0020 5 X3^ ^ 24.2 12.1 8.05 6.044.83 4.03 3.02 2.42 2.01 .0026 5 X3i 3 8 12.2 6.10 4.07 3.052.442.03 1.53 1.22 1.02 .0024 5 X3 3 4 24.3 12.1 8.08 6.064.854.04 3.03 2.43 2.02 .0027 5 X3 fs 10.1 5.03 3.35 2.512.011.68 1.26 1.01 .84 .0025 4^X3 3 4 19.1 9.556.37 4. 78,3. 82 3. 18 2.39 1.91 1.59 .0029 4^X3 1% 8.2 4.102.73 2.051.641.37 1.03 .82 .68 1.31 .0027 4 x3i 3. 4 15.7 7.855.23 3.933.14 2.62 1.96 1.57 .0031 4 X3i -h 6.6 3.30 2.20 1.651.321.10 .83 .66 .55 .0029 4 X3 f 12.3 6.15 4.10 3.08,2.46 2.05 1.54 1.23 1.03 .0032 4 X3 -^ 6.55 3.28 2.18 1.641.311.09 .82 .66 .55 .0030 3ix3 5. 9.38 4.69 3.12 2.341.871.56 1.17 .94 .78 .0036 3^X3 1% 5.11 2.56 1.70 1.281.02 -85 .64 .51 .43 .0034 3^X2.V 9 8.64 4.32 2.88 2.16il.73.1.44 1.08 .86 .72 .0037 3ix2i 4 4.00 2.00 1.33 1.00 .80 .67 .50 .40 .33 .0035 3 X2^ 9 6.45 3.23 2.15 1.611.291.08 .81 .65 .54 .0042 3 X2i 1 4 2.99 1.49 .99 .75 .60 .50 .37 .30 .25 .0040 3 X2 2 5.34 2.67 1.78 1.44 1.07 .89 .67 .53 .44 .0043 3 X2 JL 4 2.88 1.44 .96 .72 .58 .48 .36 .29 .24 .0041 2ixH "h 1.97 .99 .66 .49 .39 .33 .25 .20 .16 .0057 2ixU 1.23 .61 .41 .31 .25 .20 .15 .12 .10 .0055 2 XU 1.60 .80 .53 .40 .32 .27 .20 .16 .13 .0061 2 Xlf A 1.01 .50 .34 .25 .20 .17 .13 .10 .08 .0059 11 xH 1^- .77 .39 .26 .19 .15 .13 .10 .08 .06 .0096 ifxH 8 .31 .15 .10 .08 .06 .05 .04 .03 .03 .0087 Safe loads given include weight of angle. Maximum fiber strain, i6,ooo lbs. per sq. m. • , /v- Safe loads for intermediate spans can be obtained by dividmg the coeffi- cient of strength by the span, in feet. Loads given to the right of the zigzag line produce deflections exceeding 3^o of the span. Deflections, in inches, under tabular loads, can be ob- tained by multiplying the Deflection Coefficient by the square of the span, in feet. 1 88- ■« 5¥ « 74 THE PASSAIC ROLLING MILL COMPANY. SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL ANGLES, UNEQUAL LEGS. IN TONS OF 2,000 LBS. Short Leg Vertical. Angles being secured against yielding sideways. . u'-i N u5 c 4) IS 1) ^ in •n M C c3^ Span in feet. o c •Z «J 2 3 4 5 6 8 10 12 1.71 .71 6 X4 6 X4 L n 3. 8 20.5 8.50 10.3 4.25 6.83 2.83 5.13 2.13 4.10 1.70 3.41 1.42 2.56 1.06 2.05 .85 .0029 .0027 5 X3^ 5 X3i 5 X3 5 X3 1 8 f 5 12.75 6.45 9.85 3.99 6.38 3.23 4.93 2.00 4.25 2.15 3.28 1.33 3.19 1.61 2.46 1.00 2.55 1.29 1.97 .80 2.13 1.08 1.64 .67 1.59 .81 1.23 .50 1.28 .64 1.06 .54 .82 .33 .0034 .0031 .0039 .0036 .99 .40 4ix3 4ix3 f 1% 9.33 3.99 4.66 2.00 3.11 1.33 2.33 1.00 1.87 .80 1.55 .67 1.17 .,50 .93 .40 .78 .33 .0040 .0036 4 X3i 4 X3i 4 X3 4 X3 12.4 5.3 6.8 3.95 6.20 2.65 3.40 1.97 4 13 1.77 2.27 1.32 3.10 1.33 1.70 .99 2.48 1.06 1.36 .79 2.07 .88 1.13 .66 1.55 .66 .85 .49 1.24 .53 .68 .40 1.03 .44 .57 .33 .0035 .0032 .0039 .0037 3ix3 3^X3 3ix2^ 3ix2i 5 8 ? 7.04 3.84 4.75 2.19 3.52 1.92 2.37 1.09 2.35 1.28 1.58 .73 1.76 .96 1.19 .55 1.41 .77 .95 .44 1.17 .64 .79 .36 .88 .48 .70 .38 .48 .22 .59 .32 .40 .18 .0040 .0038 .0047 .0044 .59 .27 3 X2^ 3 X2i 3 X2 3 X2 9 4 4.59 2.13 2.51 1..39 2.29 1.07 1.25 .69 1.53 .71 .83 .46 1.15 ..53 .63 .35 .93 .43 .50 .28 .76 .36 .42 .23 .57 .27 .31 .17 .46 .21 .25 .14 .38 .18 .21 .12 .0048 .0045 .0058 .0055 2iXli^ .96 .59 .48 .29 .32 .19 .24 .15 .19 .12 .16 .10 .12 .07 .10 .06 .0077 .0073 2 Xlf|i% 2 Xlfl-fV 1.23 .80 .61 .40 .41 .27 .31 .20 .25 .16 .20 .13 .15 .10 .12 .08 .0067 .0065 ifxHIt^T ifxu; i .53 .21 .27 .11 .18 .07 .13 .05 .11 .04 .09 .04 .07 .03 .0111 .0099 Safe loads given include weight of angle. Maximum fiber strain, i6,ooo lbs. per sq. in. Safe loads for intermediate spans can be obtained by dividing the coeffi- cient of strength by the span, in feet. Loads given to the right of the zigzag line produce deflections exceeding 3^3 of the span. Deflections, in inches, under tabular loads, can be ob- tained by multiplying the Deflection Coefficient by the square of the span, in feet. 88 ^ 88 S8- ■S5 THE PASSAIC ROLLING MILL COMPANY. 75 SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL Z BARS, IN TONS OF 2000 LBS. Web vertical. Z bars being secured against yielding sideways. Size of i Thick- Z bar, ' ness, Ins. Ins. 6^ ^ 6 6i 1 1 T¥ 6 6i 5i It A A w 5^ H it 4 4^ 4 41^6 41 T^ iV 4 4tV 41 >T^ 3 3tV 1 1 16 -h ^ 3 >rff 9 TB" at! u e 45.0 52.4 59.9 61.6 68.4 75.2 75.0 81.2 87.5 28.5 34.1 39.7 41.0 46.0 51.1 50.5 55.2 61.0 16.8 20.9 24.9 25.8 29.4 33.0 32.3 35.5 38.7 10.3 12.7 Span in feet. 22.515.0 26.217.5 29.919.9 30.8 34.2 37.6 20.5 22.8 25.1 37.5 40.6 43.8 14.3 17.1 19.9 20.5 23.0 25.6 25.3 27.6 30.5 25.0 27.1 29.2 9.5 11.4 13.2 13.7 15.3 17.0 16.8 18.4 20.3 4 5.6 10.56.97 12.58.30 11.2 13.1 14.9 15.4 17.1 18.8 18.8 20.3 21.9 7.12 8.52 9.92 10.2 11.5 12.8 12.6 13.8 15.2 4.2 5.22 6.22 12.98.606.45 14.7:9.80 16.5111.0 16.210.8 17.8jll.8 19.412.9 5.153.43 6.3514.23 13.7 15.9 6.85 4.57 7.955.30 16.3 18.3 8.155.43 9.156.10 7.35 8.25 8.04 8.88 9.68|7 5 6 9.00 10.5 11.9 7.50 8.73 9.98 12.3 13.7 15.0 15.0 16.2 17.5 10.3 11.4 12.5 12.6 13.5 14.6 5.74.75 6.825.67 7.946.62 8.20 9.20 10.2 6.83 7.67 8.52 10.18.42 11.09.20 12.210.2 3.362.80 4.183.48 4.984.15 ,164.30 ,88 4.90 ,60 5.50 2.58 2. 3.182. 3.42 2. 3.983, 5.38 5.92 6.45 1.72 2.12 74 2.28 18 2.65 ,08 3.2612.72 ,583.663.05 8 5.62 6.55 7.49 7.70 8.55 9.40 9.38 10.2 10.9 3.56 4.26 4.96 5.13 5.75 6.39 6.31 6.90 7.63 2.10 2.61 3.11 3.23 3.68 4.13 4.04 4.88 4.84 1.29 1.59 1.71 1.99 2.04 2.29 10 12 4.50 5.24 5.99 6.16 6.84 7.52 7.50 8.12 8.75 2.85 3.41 3.97 4.10 4.60 5.11 5.05 5.52 6.10 3.75 4.37 4.99 5.13 5.70 6.27 6.25 6.77 7.29 2.38 2.84 3.31 3.42 3.83 4.26 4.21 4.60 5.10 1.68 2.09 2.49 1.40 1.74 2.08 2.582.15 2.942.45 3.30:2.75 3.232.69 3.55 2.96 3.87 3.23 1.03 1.27 1.37 1.59 .86 1.06 1.01 1.33 1.36 1.53 o c 0028 0027 0027 0028 0027 0027 0028 0027 ,0027 0033 0033 ,0032 0033 0033 0032 0033 0033 0032 0041 0041 0040 .0041 .0041 .0040 .0041 .0041 .0040 .0055 .0054 0055 0054 .0055 .0054 Safe loads given include weight of Z. Maximum fiber strain, 16,000 lbs. per sq. in. Safe loads for intermediate spans can be obtained by dividing the coefficient of strength by the span, in feet. Loads given to the right of the zigzag line produce deflections exceeding i /360 of the span. Deflection, in inches, under tabular loads, can be obtained by multiplying the Deflection Coefficient by the square of the span, in feet. ^ 28 88 76 THE PASSAIC ROLLING MILL COMPANY. BEAM GIRDERS. It frequently happens in building construction that a single I beam is insufficient to carry the imposed load. Where heavy loads, such as brick walls, vaults, etc., are to be supported, a single I beam is inadequate and two or more beams are used side by side, bolted together with cast iron or steel separators, as shown on page 34, Figs. 7, 8, and 9. These separators serve to hold the compression flanges of the beams in position to prevent deflection sideways, and also, in a measure, to cause the beams to act together and distribute the load uniformly on the component beams of the girder. Separators should be provided at the supports and at points where heavy loads are imposed and at intervals of not exceeding 6 feet. A table is given on page 40 by which the approximate weights of sepa- rators can be obtained for any size and width of beam girders. In designing floors for buildings, it is desirable to have a minimum number of interior supporting columns consistent \Vith economy, and a beam girder, consisting of a pair of I beams, is frequently advantageous for supporting the steel floor joists as in Figs, i and 3 on page 34. Girders, composed of two or more I beams, are commonly used to span openings in brick walls. If the wall to be sup- ported is thoroughly seasoned and without openings, the weight carried by the girder can safely be assumed to that of a rectangle of wall having a length equal to the opening and a height of ^ of the opening; for, if the girder should fail, the line of rupture of the brickwork would be found within this rectangle. If the wall is newly built, or if it has openings for windows or other purposes, the girder must be designed to carry the entire wall above the girder and between the sup- ports. In obtaining the weight of brick walls, it is customary to assume a cubic foot of brickwork as weighing 120 lbs. The weights, per superficial square foot, for different walls, are, 8" wall, 80 lbs. 20" wall, 200 lbs. 12" •• 120 " 24' " 240" 16" " 160 " 28" *' 280" When walls are faced with stone, the weight of the stonework, taken at 160 lbs. per cubic foot, must be added. If the walls are plastered, add 5 lbs. per square foot for the weight of the plastering. ^ ^ S8 88 THE PASSAIC ROLLING MILL COMPANY. 77 STEEL BEAM BOX aiRDERS. A box girder consisting of a pair of steel I beams, with top and bottom flange plates, furnishes an economical girder for short spans. The flange plates are riveted to the beams with f" diameter rivets spaced from 6" to 9" centers. In short girders, care must be taken to have a sufficient number of rivets in each plate, between the end of the girder and the center of span, to develop the full tensile or compressive strength of the plate. The safe loads in the following tables have been com- puted from the moments of inertia of the sections, deducting the rivet holes in each flange. A maximum fiber strain of 15,000 lbs. per square inch is used, instead of the 16,000 lbs. fiber strain allowed on rolled beams, to allow for the injury to the strength of the material due to punching the holes for the rivets. Suppose it is required to select a beam box girder to safely support a load of 45 tons, including the weight of the girder itself, over a span of 25 feet. By referring to the tables it will be found that a girder, composed of two 15" X 42 lb. I beams with flange plates 14" X f", has a safe load of only 40.0 tons on this span ; but each -^^" increase in thickness of flange plates adds 2.16 tons to the safe load, so that the flange plates would require to be ■^" thicker, or f|" for each plate. The deflection of the girder under this load, in inches, would be obtained by multiplying the Deflection Coefficient by the square of the span in feet ; or, .00102 X 25 = 0.64". 28 ' ^ 58 88 78 THE PASSAIC ROLLING MILL COMPANY. < STEEL BEAM BOX aiRDERS Safe Loads, in Tons of 2000 Lbs., Uniformly Distributed. | 2 -12" Steel I Beams and 2 Steel Plates 14" X I" 6" 6" <4-l lC'"-""^.^ ,r\fv:';r\. 0 <3>| 1 s? ^i»]!r^ ~T/^ , «,, o 2 plates 14" X ^" 12" 2 plates, U"X i" 12" 0 I Beams ; iO.O lbs. . per foot. I Beams 31.5 lbs. per foot. II a u £.S '--^'— ' fe> ^ riJ v.^^^ J a u ^\^ ^ ' ^ ■ ■ vj/ ' S in C/3 9i" 9" u 0 U a V Q Safe Loads, includ'g Wgt. of Girder, in Tons. Inc. in Safe Load for -^^ In. Increase in Thickness of Flange Plates. Safe Loads, includ'g Wgt. of Girder, in Tons. Inc. in Safe Load for ^^^ in. Increase in Thickness of Flange Plates. 12 61.8 3.61 55.3 3.65 13 57.0 3.33 51.0 3.37 14 53.0 3.09 47.4 3.13 a 15 49.5 2.89 44.2 2.92 « 0 16 46.4 2.71 : 41.5 2.74 a 0 17 43.6 2.55 1 39.0 2.58 18 41.2 2.41 36.8 2.43 .S 0 19 20 39.0 2.28 34.9 2.31 "'I 1— 1 u 37.1 2.17 33.2 2.19 21 35.3 2.06 31.6 2.09 -^SX 22 33.7 1.97 30.2 1.99 23 32.3 1.88 28.8 1.90 24 30.9 1.80 27.6 1.83 u«0 =" (/J 25 29.7 1.73 1 26.5 1.75 26 27 28.5 1.67 25.5 1.68 0 w 27.5 1.60 24.6 1.62 28 26.5 1.55 ! 23.7 1.56 29 30 25.6 1.49 ' 22.9 1.51 24.7 1.44 1 22 1 1.46 31 23.9 1.40 1 21.4 1.41 32 23.2 1.35 20.7 1.37 33 22.5 1.31 20.1 1.33 .5 « 34 21.8 1.27 19.5 1.29 35 21.2 1.24 19.0 1.25 36 20.6 1.20 18.4 1.22 37 20.1 1.17 17.9 1.18 38 19.5 1.14 17.5 1.15 39 19.0 1.11 17.0 1.12 Wgt. per lineal ft. of girder. Wgt. per lineal ft. of girder, includ'g rivet heads=T3i lbs. includ'g rivet heads=ii5 lbs. Ma3 timum fiber strain of 15,000 lb s. per square inch ; holes for f ' ' rivets in bot 1 flanges deducted. Def ection, in inches, under tabu ar loads, equals the product of the Deflec 0» tion Coefficient by the square of the span, in feet. 88 S8' "S8 THE PASSAIC ROLLING MILL COMPANY. 79 STEEL BEAM BOX GIRDERS Safe Loads, m Tons of 2000 Lbs., Uniformly Distributed. 2-15" Steel I Beams and 2 Steel Plates 14" X f ". 6h" 6" c<* o , r*' 'r» , c^ -/^ 0 I-H 2 plates U"x 1" 15" 2 plates 14" X|" r 15" II 2.S '--»,—' I Beams 60.0 lbs. . per foot. I Beams 42.0 lbs. per foot. li •-r^ ir "M* kJ ' c c 1).-. " 13 a C/3 10' 9i" U c _o 0 <u re V Q Safe Loads, includ'g Wgt. of Girder, in Tons. Inc. in Safe Load for jJg in. Increase in Thickness of Safe Loads, includ'g Wgt. of Girder, in Tons. Inc. in Safe Load for ^g in. Increase in Thickness of Flange Plates. Flange Plates. 12 105.3 4.32 1 83.4 4.49 13 97.2 3.99 j 77.0 4.15 14 90.3 3.71 : 71.5 3.85 15 84.3 3.46 66.7 3.59 c 16 79.0 3.24 62.6 3.37 « ■S 17 74.4 3.05 58.9 3.17 n 0 18 70.2 2.88 55.6 2.99 19 66.5 2.73 52.7 2.83 ci-i 20 63.2 2.60 50.1 2.69 21 60.2 2.47 47.7 2.57 10 0 22 57.5 2.36 45.5 2.45 -SSft 23 55.0 2.26 43.5 2.34 0^ 24 52.7 2.16 41.7 2.25 (Ul— 1 25 50.6 2.08 40.0 2.16 u 0 « .J, 26 48.6 2.00 38.5 2.07 27 46.8 1.92 37.1 2.00 V i; 28 45.1 1.85 35.8 1.92 0 to 29 43.6 1.79 34.5 1.86 30 42.1 1.73 33.4 1.80 31 40,8 1.67 32.3 1.74 bJOCi, 32 33 39.5 1.62 1 31.3 1.68 38.3 1.57 30.3 1.63 34 37.2 1.53 29.4 1.59 35 36.1 1.48 28.6 1.54 36 35.1 1.44 27.8 1.50 0 H 37 34.2 1.40 27.1 1.46 c'^ 38 33.3 1.37 26.3 1.42 39 32.4 1.33 25.7 1.38 40 31.6 1.30 25.0 1.35 Wgt. per lineal ft. of girder, Wgt. per lineal ft. of girder, includ'g rivet heads=i83 lbs. i includ'g rivet heads=i47 lbs. Ma ximum fiber strains of 15,000 11 )s. per square inch ; holes for |' rivets in bot 1 flanges deducted. Def lection, in inches, under tabu lar loads, equals the product of the Deflec ;tion Coeffici :n tb y the square of the span. in feet. .88 S8- '28 80 THE PASSAIC ROLLING MILL COMPANY. STEEL BEAM BOX GIRDERS. Safe Loads, in Tons of 2000 Lbs., Uniformly Distributed, 2-20" Steel I Beams and 2 Steel Plates 16" X f" V ^ im a 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 2 plates 16" X i' w ^ 20" I Beams 80.0 lbs. per foot. Hi Safe Loads, includ'g Wgt. of Girder, in Tons. 154.3 144.1 135.1 127.1 120.1 113.7 108.1 102.9 98.2 93.9 90.0 86.4 83.1 80.0 77.2 74.5 72.0 69.7 67.5 65.5 63.6 61.7 60.0 58.4 56.9 55.4 54.0 Inc. in Safe Load for Jg in. Increase in Thickness of Flange Plates. 6.01 5.61 5.26 4.95 4.68 4.43 4.21 4.01 3.83 3.66 3.51 3.37 3.24 3.12 3.01 2.90 2.81 2.72 2.63 2.55 2.48 2.41 34 27 22 16 10 Wgt. per lineal ft. of girder, includ'g rivet heads=245 lbs. 2 plates, 16"xa" M. ^^ 20" I Beams 65.0 lbs. I per foot. 10^ Safe Loads, includ'g Wgt. of Girder, in Tons. 144.1 134.5 126.1 118.7 112.1 106.2 100.8 96.0 91.7 87.7 84.0 80.7 77.6 74.7 72.0 69.6 67.2 65.0 63.0 61.1 59.3 57.6 56.0 54.5 53.1 51.7 50.4 Inc. in Safe Load for yg in. Increase in Thickness of Flange Plates. 6.06 5.66 5.30 4.99 4.72 4.47 4.24 4.04 3.86 3.69 3.54 3.40 3.26 3.14 3.03 2.93 2.83 2.74 2.65 2.57 2.50 2.43 2.36 2.29 2.23 2.18 2.12 Wgt. per lineal ft. of girder, includ'g rivet heads=2i5 lbs. i£ en O n O o ^ .a lu •^ S rt ^ O M §H 88- Maximum fiber strains of 15,000 lbs. per square inch ; holes for f" rivets in both flanges deducted. Deflection, in inches, under tabular loads, equals the product of the Deflection Coefficient by the square of the span, in feet. 8S I <g 85 THE PASSAIC ROLLING MILL COMPANY. 81 NOTES ON THE STRENOTH AND DEFLECTION OF BEAMS. Let A = area of section, in square inches. L = length of span, in feet. / = length of span, in inches. W = load, uniformly distributed, in lbs. P = load, concentrated at any point, in lbs. A = height of cross-section, in inches. M = bending moment, in foot-lbs. m = bending moment, in inch-lbs. n = greatest 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 lbs., according as n refers 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' = moment of inertia of section, neutral axis parallel to above, but not through center of gravity. z = distance between these neutral axes. Q = section modulus. R = least moment of resistance of section, in inch-lbs. r = radius of gyration, in inches. C = coefficient of transverse strength, in lbs. E = modulus of elasticity (27,000,000 for wrought iron and 29,000,000 for steel). For a beam of any cross-section the following formulae ex- press the relation existing between the properties of the section. I' = If a beam, supported at the ends, is loaded with a weight, this weight produces reactions at the two supports, the sum of which is equal to the weight. The weight and the reactions are the external forces acting on the beam. They produce a ^— 58 8? 82 THE PASSAIC ROLLING MILL COMPANY. bending of the beam, by which the fibers of the upper portion of the beam are shortened and the fibers of the lower portion are elongated, the result of a compressive strain in the upper portion and a tensile strain in the lower portion of the cross-sec- tion of the beam. Between the top and the bottom of the cross- section is a place where no shortening or lengthening of the fibers occurs, and this is called the neutral axis. In steel, and in other homogeneous materials having equal resistances to compression and tension alike,the neutral axis is coincident with the center of gravity of the section, and in symmetrical sections, as in I-beams, this is at the middle of the depth of the beam. At any point in the length of the beam, the tendency to pro- duce bending is equal to the algebraic sum of the moments of the external forces at that point. This moment of the exter- nal forces is called the "bending moment." A beam resists bending at any point by the resistance of its particles to ex- tension or compression, the sum of the moments of which about the neutral axis of the cross-section is called the " mo- ment of resistance." The fundamental principle of the strength of beams is that the bending moment of the external forces is equal to the moment of resistance of the internal forces re- sisting flexure. As the moment of resistance of a section is generally expressed in inch-pounds, the bending-moment must also be expressed in inch-pounds. The following for- mulae give the relations existing between bending-moment, moment of resistance, section modulus, and the strain per square inch. w = R; Q=-; o m = OS ; S = — . Q If the bending-moment is in foot-pounds the following rela- tions are convenient : C = 8 M; M = — ; 8 and for a uniformly distributed load, W, in lbs., the span, L, being taken in feet, C=WL; W=— . L These last two formulae are of great practical convenience for obtaining the safe uniformly distributed loads for the va- 28 Sa 88 «8 THE PASSAIC ROLLING MILL COMPANY. 83 rious sections, as it is only necessary to divide the coefficient of strength by the span, in feet, to obtain the safe uniformly distributed load, in lbs. If the uniformly distributed load, in lbs., is given, multiply it by the span in feet and the re- sult is the required coefficient of strength, and the proper section required can be obtained by inspection of the tables. The moment of inertia, section modulus, radius of gyration, and coefficient of strength are given in the tables of proper- ties for all sections of structural shapes of steel rolled by the Passaic Rolling Mill Co. REACTIONS. If a beam resting at its extremities upon two supports is loaded with a v/eight, each support reacts with an upward pressure, which is called the reaction of the support. This reaction is equal to the weight carried by the support. The sum of the reactions of the two supports will equal the total load on the beam. If the load is either uniformly distributed, applied at the center of the span, or symmetrically placed on each side of the center of the span, the reaction of the two supports will be the same and each equal to one-half the load. When the loads are not p - p' p" symmetrically placed, the *"'^' ' /^ /fx reactions are determined f>^ V|y yjy ^B <- — c--^*** — a --^-b--^ V" in the following man- ner : — Let AB represent a beam supported at A ^/j< - I and B and loaded with the weights P' and P". The reactionat one support due to a weight is equal to the weight multiplied by the distance of its center of gravity from the other support and divided by the length of the span. The total reaction at the support is equal to the sum of the reactions produced by all the loads. Then, P" h = reaction at A due to weight P", P^ {(i-^b) _ ^.gjj(,^jon at A due to weight P', / V - ^" ^ -\- ^' ^^ "^ ^^ = total reaction at A. ~ I ^ I In the same way the total reaction V", at B is obtained, and I as a check on the calculations, V -f V" must equal P' -f P". 88 ^ 88 ^ '. 8S 84 THE PASSAIC ROLLING MILL COMPANY. SHEAR. The loads and opposing reactions on a beam not only tend to bend the beam but also to shear it across vertically. The vertical force which tends to produce shearing is called the shear. The shear at an abutment or support is equal to the reaction of the support. At any point between the sup- ports the shear is equal to the difference between the reac- tion at one support and the total load occurring between that support and the point considered. Thus, referring to Fig. i, the shear at the support A is equal to the reaction V. The shear at all points between A and the point of application of the load P' is uniform and equal to the reaction V, for the reason that no load occurs to be deducted from the reaction. Theshear at any point between P' and P" is obtained by deduct- ing the load P' from the reaction V, and the shear is there- fore uniform between the points of application of these loads. Where a beam is loaded with concentrated weights, changes in the amount of shear occur only at the points where the loads are applied. If the load is distributed, the shear changes in amount at every point of the loaded length. In all cases the shear can be calculated by first finding the reaction at one sup- port produced by the total load, and the shear at any point will be the difference between this reaction and the sum of all the loads occurring between that support and the point con- sidered. If a beam, supported at both ends, carries a uniformly dis- tributed load over its entire length, the shear at each support is one-half the total load on the beam, and decreases uni- formly to zero at the center of the span. If the load is con- centrated at the center of the span, the shear is uniform throughout the entire length of the beam, and equal to one- half the load. If the reaction, which acts upward, is considered as positive, and the loads, which act downward, are considered as nega- tive, the shear at any point is the algebraic sum of the verti- cal forces acting on the beam between either support and the point considered. BENDING-MOMENT. The applied loads and their reactions constitute the exter- nal forces which tend to bend the beam. This bending is fe « ^ 85 THE PASSAIC ROLLING MILL COMPANY. 85 measured by the moment of the external forces, which is called the bending-moment. Let •, ^-^P| r^^ r^"^ AB be a beam supported A 'CJ CJ C J B at its ends and loaded with the weights P^, P 2> and P3. These weights w' f ^1 T TT \ \ ^v" produce reactions at A FiG. 2. and B, which are represented by V and V" respectively. If a section is taken at k, at a distance, jr, from the left support, and the left-hand portion only of the beam is considered, the ten- dency to produce bending at k is measured by the moment of the reaction about that point. The moment of a force being equal to the product of the force by the lever arm of its action, the bending-moment at k is equal to the reaction V multiplied by the distance x. Similarly the bending-moment at Pj^ is equal to the product of the reaction V by the distance a. At P2 the reaction V produces a moment equal to the product of the reaction by its distance from P2, and the weight P^ also produces a moment equal to the weight P;|l multiplied by its distance from P2. The reaction acts upward and tends to pro- duce rotation about P2 in the direction of the motion of the hands of a watch. The weight Pj^ acts downward and tends to produce rotation around P2 in a direction opposite to the motion of the hands of a watch. The reaction V and the weight Pj^, therefore, produce moments around P2 tending to produce rotation in opposite directions. The resulting bend- ing-moment at P2 is the difference of the two moments. If moments tending to produce rotation in one direction are con- sidered as positive, and moments tending to produce rotation in the opposite direction as negative, then the bending moment at any point is obtained by taking the algebraic sum of the moments of all the forces, acting on the beam between either support and the point considered, around that point. From this it follows that the bending moment at Pi = V a. at P2 = V (« + 3) — Pi h. at P3 = V (« + ^ + r) - Pi (^ + r) - P2 c. In calculating the bending moment the weights are taken in pounds. If the distances are taken in feet the bending- moment will be expressed in foot-lbs. If the distances are taken in inches the bending-moment will be in inch lbs. 88 88 ■J8 86 THE PASSAIC ROLLING MILL COMPANY The bending-moment varies from point to point and attains a maximum value at some point the location of which can be obtained by trial. The point at which the bending-moment attains a maximum depends upon the shear. If the load is distributed, the maximum moment will occur at that point in the length of the beam where the shear becomes equal to zero ; that is, at the point where the load on the beam be- tween one support or abutment and the point considered be- comes equal to the reaction of that support. If the loads are concentrated at several points, maximum bending will always occur at the point of application of one of the loads. The particular load at which maximum bending occurs, is the one at which the sum of all the loads on the beam between one support or abutment up to and including the load in question, first becomes equal to or greater than the reaction at the support. In general, the bending-moment is a maximum at the point where the shear becomes equal to zero, or, due regard being paid to the algebraic sign of the shear, at the point where the shear changes from a positive value to a negative value, or the reverse. EXAMPLE. Let AB represent a beam, 2o feet long between centers of sup- ports, loaded in the manner shown: The portion of the load Fig. 3. 9000lbs IZOOOIba. eopOlbs. p^ carried by the left- /^Pi r^Pp (^P^ ^^^'"^^ support is -iQ- of 2 40 O^ '* ^^ ^ ■^ ^° P3, or 1,000 lbs.; the ^--80'--^- 6Ch-^;^-60^-*'^40^ portion of Pg carried by 240 ^ the left-hand support is fi V2 ^^ of Pg, or 5,000 lbs.; similarly the portion of P^ carried by the same sup- port is l^f g of Pj^, or 6,000 lbs. The reaction, Y^, of the left support is the sum of these three, or 12,000 lbs. In the same manner the reaction V2, at the right-hand support, can be ob- tained by taking the sum of the portions of the loads going to that support, and will be found to be 15,000 lbs. The sum of the two reactions must equal the sum of the loads on the beam. If the bending-moment is taken at the point of application of the load P2, and the left-hand portion of the beam only is 88- S 88 THE PASSAIC ROLLING MILL COMPANY. 87 considered, the reaction Yi produces a moment equal to the product of the reaction by its distance from P2 ; and the load P]^ produces a moment equal to the product of the load by its distance from P2. As these two moments tend to produce rotation in opposite directions, the resultant moment of the external forces around P2 is equal to the difference between these two moments, or the bending moment, in inch -lbs., w = Vi X 140 — Pi X 60= 12,000 X 140 — 9,000 X 60 = 1,140,000 inch-lbs. In this case this is the maximum bending-moment on the beam, because at the load P2the sum of the loads on the beam between the support A up to and including P2 first becomes equal to, or greater than, the reaction at A. If it is required to find the proper size of steel beam neces- sary to safely carry the above loads, the section modulus is found from the foregoing formulse, assuming a fiber strain of 16,000 lbs. per square inch, as follows : O = '^ = M40^o _ ^^ S 16,000 A 15" steel I-beam, weighing 50 lbs. to the foot, has a section modulus of 70.6, and is sufficient for the purpose. If the bending-moment is wanted in foot-pounds, the lengths are taken in feet instead of in inches ; and M=Vi X iif — Pi X 5 = 12,000 X iif — 9,000 X 5 = 95,000 foot-lbs. and the coefficient of strength required for a steel beam to carry the loads is, C = 8M = 8 X 95,000 = 760,000 A 15" steel I, weighing 50 lbs. per foot, has a coefficient of strength of 753,300 lbs., and the size of beam required is the same as before. The following tables give general formulse for the bending- moments, maximum safe loads, and deflections for beams loaded and supported in different ways. In using these tables to obtain loads, or deflections, all lengths must be expressed in inches. J 88- ■8? THE PASSAIC ROLLING MILL COMPANY. »5 o J o o VI a 4j rt 3 (/) (n ^ M .2 S U O c V 4J O . !i^ ft m a tr. rt 3 £ 0) M P^ P4 "43 CO •S c c 0) Ph p;k >. »• m r-t CD -n iH r-l CO bJ) r-\ ^ o J U5 CO (>< Pi .£ M 88- TT 1 )£- 1 I I Ts^ Q. -A" I I ^ C o 0,0 O " 3X1 — CO ij c " u *- (u-o y o _ « JS o, o 5 3^^ ^c c S S^> ^ « t; <-> -O I, O - c 0) Q. rt i>4= a-a 1) o 3 1) t« T3 -88 58- THE PASSAIC ROLLING MILL COMPANY. ■85 89 (A 4) 3 5 «1 «) (J " h ti 4> U « .« 4> 5 ^^ CIS O O •- Q,— 4) . 4> 3 u li t/5 :i ■*-' aj n ■S? W O V i> o g V. o u "2 o i»'o 3 5'**' c "1 .5T3 O « ^ a o rt o ^ o 91 O tf) a IT rt S 4) ^ 43 U) •c Ph c3 '4* .. d s 1 bt CO fe ** C ""^^ ""^ ij "**■ — ^ C3 H^ H o rH ft 7-{ If >-. o o Ci^ fa CO ^ (3\ .5 c P3 I " I HI- II Pk CQ p31« P^ O « Pk w ^ ^ « (M 88- ■88 90 THE PASSAIC ROLLING MILL COMPANY, ■" ti 3 c o ^ O a, Ul Ck ^j *j 3 (/I 4) ^ V c3 ,a fer o ^ V o ft m u- *•> IT. rt 3 A •n lO ^ ^ .S 3 8 ^r c^ I ^|oo rHl(© ^ ^ ^|« CO 88- >^^^^ p A V 1 \ 1 \ •J \ \ A ■"^ I I ft S^J§ 3 _ o 3 ^ OJ-o X >S 3 3 ^ O ■<-' ^^3 3 V 3 ^2 ^ 5^ ^ S c ^ g C — ^ '^ 5< '« 88- THE PASSAIC ROLLING MILL COMPANY. '8? 91 « 2 c ^ « .2 c ^ B ^ to II H .a c U (U o p ft. 5 be iS •Si CO o to m 04 CO r « - ^h 1 >< CO ih|<M ^ II a S"**!^ o« ^ CO $8. _ o ■^ « , ^ 1> (XT) O E u n -a o i rt •£ a.23 O D.'O '^ ^ nj •" .O "13 O ^-^ U W E o u (U iH "C •" .^ T, pa t^-s s; c u a-o u n c — 3 u i2 E « i g-^ -88 .«■ '88 92 THE PASSAIC ROLLING MILL COMPANY, "1 ^ c « E o .S cs'S be « o o *^— o _ 3 tfl 8 S i!'S .•a «|>^ d c-c g C o 3 ■" k- 3 w in • - C ui &, rt t. 3 rt C •52 c i; > § - rt 1) 1) 3 'S'o.'2-S « !^ O C J; ■" a (u u rt g-js -M j5 c -^.S i! tj S c"^ 1)^ be </,/^'§ «^ ^ o cs.2t3 Wl ^ -^ •£ 3 •s ^ a 3 3 • ^ o e "1 " e 4) >^ e-- -^.o ,r-5 c C « = _3'T3 .. _ ^ c u ^ jn o w ^^ rt^-o rt u3 o " o <u «> « 3 _« "S -o 3 TD '-a c« rt ■" ^ >-< D W ,^ »*H vU-c 1) j3 H E ti.S u o rt-d 3 •en « 9 ^-aJ '-' C "I _ fa O .o-^ c a; OJ o3!3j>oi>ooc<{c^qooo3 >> > .l..l. G<1 " I ^ -^ QO (>( QO <s!« -|»* »-l -I- ^ o>l» ^^' « O :z; )— ( H »! O o, O) Q < ^ I— « Q <j5 O fa o w o QO "^ 11^ 6-1^ C c <u u o aj O r2 ^ ^§ ^ (=1 3 O O O »-5 n w tij bjD ^ -5 ^ <u .S S .5 -c *-' ^ 2 « gS S^ t« _^ >-> H l* <U ^ "T T3 C IT *^ i_i ' "" a *-> CI >> rt V) ■y t« i^ T5 T3 ^H TO rt oj w oj o O ? S^ >H S-l (U '^ • w ^ h 'm t, ■4-1 ra ? 1/3 _ S 2 § O 3 o c « t^ H ,^ Q t3 4J ^ .i£ .;£ .:i2 "S '^ iS -tj Id "^ o o •XJ "^ T^ 'O TS "v rt c3 c^ cj C3 "TJ o o o O O !» y3 o ;: a, Si rt .J3 O rt O r« CI. u •< C (U OJ 4-1 o fl CXI Si C/3 o a, t/3 'a. Ss T3 C 5 el 3 13 ^ g iJs •5 '5 ^ 13 t-c 13 a; .^ X - ys 13 O c o 13" S3 u O X pq cl'S 13 13 a (A o o -88 Si ^ THE PASSAIC ROLLING MILL COMPANY. 93 MOMENT OF INERTIA OF RECTANGLES. A X 1 Width of Rectangle, in inches. 1 4 3 8 1. 2 5. 8 3 4 7. 8 1 6 4.50 6.75 9.00 11.25! 13.50 15.75 18.00 7 7.15 10.72 14.29 17.86! 21.44 25.01 28.58 8 10.67 16.00 21.33 26.67 32.00 37.33 42.67 9 15.19 22.78 30.38 37.97 45.56 53.16 60.75 10 11 20.83 31.25 41.67 52.08 62.50 72.92 83.33 27.73 41.59 55.46 69.32 83.18 97.06 110.92 12 36.00 54.00 72.00 90.00 108.00 126.00 144.00 13 45.77 68.66 91.54 114.43 137.31 160.20 183.08 14 57.17 85.75 114.33 142.92 171.50 200.08 228.67 15 70.31 105.47 140.63 175.78 210.94 246.09 281.25 16 85.33 128.00 170.67 213.33 256.00 298.67 341.33 17 102.35 153.53 204.71 255.89 307.06 358.24 409.42 18 121.50 182.25 243.00 303.75 364.50 425.25 486.00 19 142.90 214.34 285.79 357.24 428.68 500.14 571.58 20 166.67 250.00 333.33 416.67 500.00 583.33 666.67 21 192.94 289.41 385.88 482.34 578.81 675.28 771.75 22 221.83 332.75 443.67 554.58 665.50 776.42 887.33 23 253.48 380.22 506.96 633.70 760.44 887.18 1013.92 24 288.00 432.00 576.00 720.00 864.00 1008.00 1152.00 25 325.52 488.28 651.04 813.80 976.56 1139.32 1302.08 26 366.17 549.25 732.33 915.42 1098.50 1281.58 1464.67 27 410.06 615.09 820.13 1025.16 1230.19 1435.22 1640.25 28 457.33 686.00 914.67 1143.33 1372.00 1600.67 1829.33 29 508.10 762.16 1016.21 1270.26 1524.31 1778.36 2032.42 30 562.50 843.75 1125.00 1406.25 1687.50 1968.75 2250.00 31 620.65 930.97 1241.30 1551.62 1861.94 2172.26 2482.60 32 682.67 1024.00 1365.33 1706.67 2048.00 2389.33 2730.67 33 748.69 1123.03 1497.38 1871.72 2246.06 2620.40 2994.76 34 818.83 1228.25 1637.67 2047.08 2456.50 2865.92 3275.33 35 893.23 1339.84 1786.46 2233.07 2679.68 3126.30 3572.92 36 972.00 1458.00 1944.00 2430.00 2916.00 3402.00 3888.00 37 1055.27 1582.90 2110.54 2638.17 3165.80 3693.44 4221.08 38 1143.17 1714.75 2286.33 2857.92 3429.50 4001.08 4572.67 39 1235.81 1853.72 2471.62 3089.53 3707.44 4325.34 4943.24 40 1333.33 2000.00 2666.67 3333.33 4000.00 4666.67 5333.33 8S ^■ '8S 94 THE PASSAIC ROLLING MILL COMPANY. MOMENT OF INERTIA and SECTION MODULUS FOR USUAL SECTIONS. Sections. I- b X A. 4 Moment of Inertia, I. bh3 ~T2 Section Modulus, a. bh2 ,»-b -"^ ^x.i r= bh3 X h f//////A^ J, K-- D-->1 bh3 36 Mill. = 24 1' = !^? 12 ^ .i 7 T- 7rd4 ~"64 = 0.0491 d4 7rd3 32 0.0982 d3 ^ -*ib ■^■'<--^ ^h' ;h k-b-'l 1 = bh3-Vh'3 12 0.5h d' x|[:._m a 1 = 0.0491 (d4-d'4) 0.0982 (-D ^^ X a: ._x_i" :h' 1 = b'n3+bn'3-(b-b')a3 Min. t^//77X ^ K--b-:>i 1 = bh3-2b^ h^ 3 12 0.5h XX Denotes position of neutral axis. ss. 88 ?8 88 THE PASSAIC ROLLING MILL COMPANY. 95 FIREPROOF CONSTRUCTION. A simple type of fireproof construction is illustrated in Fig. I, page 34. Figs. 2, 3 and 4 show the manner of connecting the beams and girders with each other by means of connection angles, which are riveted or bolted to the beams and girders. The standard sizes of these connection angles and the number of bolts or rivets required are given on pages 41-43. The manner of connecting the beams and girders to the columns is illustrated by the drawings on page 39. Brick arches were formerly largely used for the construc- tion of fireproof floors in buildings. This type of construc- tion consists usually of a 4" course of brick, resting on the lower flanges of the I beams against brick skewbacks, the arch having a rise at the center of not less than 3", and not less than i^" rise for each foot of span; in case the floor is to carry heavy loads, two or more courses of brick should be used. The I beam joists should be spaced about 5 or 6 ft. centers. The space above the arches is filled with concrete in which wooden strips are imbedded, to which the floor is nailed. The plastered ceiling is applied directly to the under side of the brick arches. The horizontal thrust of the arches must be provided for by the use of tie-rods, generally f " diam- eter, spaced at intervals of from 5 to 6 ft. The tie-rods should pass through the beams as near the center of the skewback as possible; generally, the tie-rods should pass through the beams at a distance from the bottom of the beam equal to -j the depth of the beam. The thrust of the arches, in lbs, per lineal foot, can be found by the formula, T=: 3 W L, ^ ^^ which 2R W is the load per square foot, L the span of the arch in feet, and R the rise of the arch in inches. A channel or an angle should be used to support the arches abutting against the walls, and to properly distribute the loads upon the walls. The tie-rods in the arches abutting against the walls should be securely anchored to the wall channels or angles. The exces- sive weight and the lack of adequate protection of the lower flanges of the beams are serious objections to this type of construction ; and where flat ceilings are required it is unavail- able. g? 88 ^ ^ 96 THE PASSAIC ROLLING MILL COMPANY. I Hollow brick flat arches of the types shown on pages 35 and 36 are very generally used for the construction of fire- proof floors. These arches are generally of porous terra- cotta material, which is made of a mixture of clay and sawdust subjected to an intense heat, which consumes the combustible material, leaving the brick porous and reducing the weight materially while preserving the fireproof qualities intact. For arches, partitions, furring, column covering, roof and ceiling tiles, etc., it is particularly adapted. It receives and holds plaster and readily admits driving of nails, which hold equally as well as if driven in wood. The underside of the arch being flat permits the construction of a level ceiling. The joints in the arches are made radial, and the blocks should be thor- oughly cemented together. The beams should be spaced from 4 to 6 ft. apart and connected together with f ' diameter tie- rods at intervals not exceeding 6 ft. The arch should have a thickness of at least i:^" for each foot of span. The space above the arches is filled with a light concrete consisting of cinders and cement, into which wooden strips are imbedded, to which the flooring is nailed. Fireproof partitions are constructed of porous terra-cotta hollow brick blocks set with broken joints and held in place at intervals with light angle iron or Tee iron studding. Roofs and ceilings are constructed of hollow tiles set be- tween Tee irons, as shown on page 36. Suspended ceilings may also be constructed of light Tee irons covered with wire lathing and plastered. All ironwork should be protected by a covering of fire- proof material. The arches should always have a protection flange covering the underside of the beams. Beams, girders and columns, not inclosed in the flooring or partitions, should have a covering of fireproof material similar to the types illus- trated on page 35. Particular attention should always be given to the proper covering of all ironwork with fireproof material in order that it may be protected from heat and pre- vent warping and settlement in case of fire. The following table gives approximate safe loads, in lbs. per square foot, for ordinary flat arches, with a factor of safety of from 6 to 8, deduced from recent experiments on arches of this type. The margin of safety should be large for the reason 98 ^82 B2- ■8S THE PASSAIC ROLLING MILL COMPANY. 97 that, owing to the hasty and imperfect manner in which the arches are built in ordinary construction, they are liable to fail under much lighter loads than if carefully set. APPROXIMATE SAFE LOADS ON FLAT ARCHES, Pounds per Square Foot. Depth of Arch, Inches. 6 7 8 9 10 12 Distance between Beams. 4 ft. 150 200 275 300 325 400 5 ft. 6 ft. 100 150 175 200 225 250 125 140 150 200 7 ft. 100 125 8 ft. 100 The weight of the fireproof construction should be calcu- lated for each case. The floor weight consists of the weight of the arches, filling, flooring, plaster ceiling, and steel con- struction. Where partitions are permanent the floor beams immediately under them should be calculated to carry the par- titions in addition to the regular floor load ; but where parti- tions are not permanent, as in office buildings, it is customary to add 20 lbs. per sq. ft. to the weight of the floor construc- tion in order to cover the weight of the partitions, thus per- mitting them to be changed, from time to time, as circum- stances may require. The approximate weights of different types of fireproof floor construction are given in the following table. The weights of the arches are taken from catalogues of standard manufacturers. The weight of the cinder concrete filling is taken at 72 lbs. per cubic foot. The finished floor line is assumed to be 3" above the top of the steel I beams, and the finished plaster line 2." below the underside of the I beams, except for brick arches. Cinder concrete is some- times assumed to weigh 48 lbs. per cubic foot, but samples of perfectly dry cinder concrete from filling in New York buildings will average 72 lbs. per cubic foot. S8 82 J 8 ^ — s 98 THE PASSAIC ROLLING MILL COMPANY. APPROXIMATE WEIGHTS OF FIREPEOOF FLOORS, Exclusive of Partitions. Depth Thick- Thick- Weight, in lbs., per Square Foot Type of Arch. of I Beam, Ilcab of Arch, ncss of Floor, Arches. Filling. Floor- Ceil- Steel. Total. Ins. Ins. Ins. ing. ing. ►^-C 8 4 12 40 18 4 4 8 74 ^1 9 4 12 40 18 4 4 8 74 10 4 13 40 24 4 4 9 81 12 4 15 40 36 4 4 10 94 ^m 15 4 18 40 54 4 4 11 113 8 6 13 29 30 4 4 7 74 8 8 13 35 18 4 4 7 68 <v 9 6 14 29 36 4 4 7 80 •d 5 9 9 14 37 18 4 4 7 70 10 8 15 35 30 4 4 8 81 10 10 15 41 18 4 4 8 75 «•! 12 8 17 35 42 4 4 8 93 |o 12 12 17 48 18 4 4 8 82 "o 15 8 20 35 60 4 4 10 113 w 15 12 20 48 36 4 4 10 102 ^"^ j3 8 8 13 30 18 4 4 7 63 9 8 14 30 24 4 4 7 69 9 9 14 32 18 4 4 7 65 E.2 10 8 15 30 30 4 4 8 76 :3| 10 10 15 34 18 4 4 8 68 m ? 12 8 17 30 42 4 4 8 88 > o 12 12 17 37 18 4 4 8 71 ~T3 15 8 20 30 60 4 4 10 108 15 12 20 37 36 4 4 10 91 In addition to the weight of the floor construction, whic h is called the dead load, the floors must be designed to carr y a live load of sufficient amount, which is usually determinec I by the purpose for which the building is to be used. The live load comprises the people in the building, furniture, movj ible stocks of goods, small safes, and varyingloads of any charac ter. Large safes require special provision usually embodied in the construction. The following live loads, per sq. ft., are rec- ommended as good practice in building construction : 8 8^ 28 —88 THE PASSAIC ROLLING MILL COMPANY. 99 Dwellings 50 lbs. Offices 70 " Hotels and apartment houses 70 " Theatres and churches 120 " Ball-rooms and drill-halls 120 " Lofts for light manufacturing purposes . . 150 " Factories from 150 " up. Warehouses " 250 " " The weight of a crowd of people is usually assumed at 80 lbs. per sq. ft., but the weight of a very densely packed crowd may be as much as 120 lbs. The latter load can scarcely oc- cur under the conditions governing an office building. Large crowds seldom collect in offices except on the lower floors de- voted to stores and banking purposes, for which floors proper allowance for live loads is usually made. The actual live loads on office floors are generally much less than given in the preceding table. Messrs. Biackall & Everett, Architects, of Boston, made a careful canvass of the live loads in 210 Boston offices, and found that the average live load for the entire num- ber of offices was about 17 lbs. per sq. ft. The greatest live load in any one office was 40 lbs. per sq. ft., while the aver- age live load for the heaviest 10 offices was 33 lbs. per sq. ft. These figures give some idea of the average actual live loads in such buildings ; but the use of such light average loads is not to be recommended, as the actual live load is liable to be concentrated, thus producing an effect greater than represented by the average load. Provision should be made for all possi- bilities of extreme, either present or future. No single floor should be proportioned for a live load less than those previ- ously given. In high office buildings, hotels, and apartment houses, the foundations and lower tiers of columns may safely be proportioned for a live load of 50 lbs. per sq. ft. on all the floors ; but the floors themselves and the upper tiers of col- umns should be proportioned for the full live loads previously given. Factories, warehouses, and similar buildings should be proportioned throughout for the full live load on each floor. Building ordinances regulate the design of buildings in several of the larger cities, and the designer must be governed accord- ingly. The salient features of the Building Laws of New York, Chicago, and Boston are embodied in the following table. ^ 88 ■28 100 THE PASSAIC ROLLING MILL COMPANY, COMPARISON OF BUILDINQ LAWS. Floor Loads, lbs. per sq. ft Dwellings Hotels and Apartments. . . . Office Buildings Places of Public Assembly. Stores, Warehouses, Fac- tories, etc Allowable Strains, lbs. per sq. in. Rolled Steel Beams and Shapes Tension, Steel Shapes Compression Flanges, built Steel Beams Shearing, Steel Web Plates . Shearing, Shop Rivets, Steel. Shearing, Field Rivets, Steel. Bearing on Steel Pins and Rivets Bending on Steel Pms Steel Columns J Round Cast Iron Columns. Square Cast Iron Columns. -J Allowable Pressures, tons per sq. ft. Granite Marble and Limestone Sandstone Brickwork in Portland Ce- ment Mortar Brickwork in ordinary Ce- ment Mortar Brickwork in Cement and Lime Mortar Brickwork in Lime Mortar.. Clay, 15 ft. thick Dry Sand, 15 ft. thick Clay and Sand Good Solid Natural Earth . . Loads on piles, tons each . . . New York. 70 70 100 120 150 up 15,000 15,000 7,000 9,000 15,000 12,000 14 /2 36,000^2 16,000 14- /2 400^2 16,000 1 + /2 500^2 15 Hi 8 4 20 Chicago. 70 70 70 70 150 up 16,000 16,000 13,500 10,000 9,000 7,500 Boston. 70 70 100 150 250up 16,000 15,000 12,000 10,000 10,000 17,000-60^ and not to exceed \ 1 _1_ 13,500 10,000 18,000 22,500 12,000 /2 1 + /2 600^2 10,000 1 + /2 800^/2 38 30 24 15 12 2 If 25 36,000r2 10,000 1 + /2 800^/2 10,000 14- r- 1,066^/2 60 40 30 15 12 ■^ THE PASSAIC ROLLING MILL COMPANY. 101 EXPLANATION OF TABLES ON PASSAIC STEEL I BEAMS USED AS FLOOR JOISTS AND GIRDERS. The tables on pages 102-109, inclusive, furnish a convenient means of selecting the proper number, size, and weight of steel I beams for floor joists and girders for total floor loads of 125 to 200 lbs. per sq. ft. Thus, if it is desired to select a steel I beam used as a floor joist, when the beams are spaced 5 ft. centers on a span of 20 ft., to support a total uniformly distributed load of 175 lbs. per sq. ft., it is found by reference to the table of floor joists, page 106, opposite a span of 20 ft. and in the column 5 ft. centers, that the beam required is a 12" I weighing 31^ lbs. per foot. The girders for the same floor may be selected in a similar manner, knowing their span and spacing. Thus, if the girders are spaced 20 ft. centers (which is the span of the joists as be- fore), and the columns supporting the girders are spaced 20 ft. apart, it is found by referring to the table of girders, page 107, opposite a span of 20 ft. and in the column 20 ft. centers, that the girder required must consist of two 15" X 50 lb. I beams. It must be observed that these tables are calculated for uniformly distributed loads, and if the loads are concentrated it is advisable to make a separate calculation in each case. Where the loads on girders are concentrated at a few points, or irregularly spaced, the tables of girders are not exact in all cases ; but for ordinary cases where the joists are regularly spaced, and the length of the girder is at least twice the spac- ing of the joists, the tables of girders are sufficiently exact for all practical purposes. Strict accuracy in the design of girders can only be ob- tained by calculation, following the method outlined in the article on The Strength and Deflection of Beams, and using the actual concentrations of load. fe n ?8 102 88 THE PASSAIC ROLLING MILL COMPANY. PASSAIC STEEL I BEAMS USED AS FLOOR JOISTS. Total Uniformly distributed Load, 125 lbs. per square foot. Size and Weight of Steel I Beams required for Joists, Span of Joist, when Joists are Spaced, in feet. 4 ft. 5 ft. 6 ft. 7 ft. 8 ft. 9 ft. 10 ft. centers. centers. centers. centers. centers. centers. centers. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. 5 4X6 4X6 4X 6 4X 6 4X 6 4X 7i 4X 7i 6 4X6 4X6 4X 8 4X 7i 5X 9f 5X 9f 5X 9f 7 4X6 4X7^ 5X 9f 5X 9f 5X 9f 6X12 6X12 8 4X8 5X9f 5X 9f 6X12 6X12 6X12 6X12 9 5X9f 5X9f 6X12 6X12 6X15 6X15 6X15 10 5X 9f 6X12 6X12 6X15 7X15 7X15 8X18 11 6X12 6X12 6X15 7X15 8X18 8X18 8X18 12 6X12 6X15 7X15 8X18 8X18 9X21 9X21 13 6X15 7X15 8X18 8X18 9X21 9X21 9X23^ 14 7X15 8X18 8X18 9X21 9X21 10X25 10X25 15 8X18 8X18 9X21 9X21 10X25 10X25 10X30 16 8X18 9X21 9X21 10X25 10X25 10X30 12X31i 17 9X21 9X21 10X25 10X25 10X30 il2X31i 12X3H 18 9X21 9X21 10X25 10X30 12X3Hil2X3H 12X3H 19 9X21 10X25 10X30 12X31i 12x31i 12X31i 12X40 20 10X25 10X25 12X31i 12X31i 12X31i 12X40 12X40 21 10X25 12X31i 12X31i 12X31i 12X40 12X40 15X42 22 10X30 12X31i 12X31i 12X40 12X40 15X42 15X42 23 12X3H 12X31i 12X3U 12X40 15X42 15X42 15X50 24 12X31i 12X3H 12X40 12X40 15X42 15X50 15X50 25 12X31i 12X40 15X42 15X42 15X50 15X50 15X60 26 12X31^ 12X40 15X42 15X42 15X50 15X50 15X60 27 12X40 15X42 15X42 15X50 15X50 15X60 15X60 28 15X42 15X42 15X42 15X50 15X60 15X60 15X661 29 15X42 15X42 15X50 15X50 15X60 15X661 15X75 30 15X42 15X42 15X50 15X60 15X60 15X75 20X65 Defl ections r lot exce sding 3^ 0" of the span. 88- •88 8S" •88 THE PASSAIC ROLLING MILL COMPANY. 103 3S- P^ P P^ I— I P^ o o M ^ o h— I m CO g CD- Oi g oig 4_; t/j 2^ S T-t O <?^ o o == CO -^ -^ lO lO ^ X X X X X = <?i C<t iC iO lO I I I o :o "^ -^ iC X X X X X lO vO lO lO lO I I I I I o o o o uo ir: uO CO O 1> O CO >; X >■ X X X lO lO lO lO o o rH 1— I T-i T— I J^^ 5<i C>1 (7< (M C<{ CO (>) S i-iOO (M O = CO '*"*■* iC „; X X X X X S Oi (M Oi lO to I I I I I O O uO (M O CO CO t«- rf lO X X X X X iO vC lO lO lO I I I I I ■H i-H tH C<> CO! O O O CO lO »o iO CO CO CO l^ CO X XX XX :■■ lO lO lO lO to o 1-1 ,-1 ,-1 tH l-H C* ■'-c^-'- ' ' ' Ci OICOCJCO S i-H i-H 0C*0 S CO CO ■^ -^ to „; X X X X X S Ci C^ OJ to to . tH tH 1— I 1— I 1— I o I I I I I Z tH 1— I 1— I T-l 1— I O O CO Ci Ci lO CO CO -^ "^ XX XXX tO tO tO to to I I c^c!. O O O O CO to to to CO CO CO 1> X X X X X X to tO tO tO tO to 1— I 1— I T— I »— I 1— I T-( I I I I I I CO C4C0 COCiCO s T-i 1-H o o c< - CO CO -^ -^ -^ „; X X X X X S C* C* C< C< tO . 1—1 rH rH T— I T—( o I I I I I O O O CO CO to lO CO CO ■«* X X X X >: to tO tO tO to T— I T— I rH 1— I T— I I I I I CO O O O O CO •rr to lO CO CO CO X X X X X X lO to tO tO tO tO rH T— I t— I rH 1— I 1— I coco CO CO CO CO S Oi-li-i o c? S CO CO CO -^ -^ (/) X X XX X .5 O CO CO CO to z I I I I I o o o o to to to CO CO i> lO to tO tO tO I I I I T CO cooooo ■>* rJH tO to CO CO X X X X X X tO tO to lO to lO I I I I I I C^l! CO CO CO CO CO _g to rH rH O O S CO CO CO ■* ■<* „• X X X X X c O C^ CO CO CQ . tH rH rH 1— I T— I o I I I I I CO o o o o ■^ to tO CO CO tO tO lO tO tO 1— I tH T— ( 1— I tH I I I I I to CO CO o o o i> -^ -^ to to CO X X X X X >. to to tO tO tO tO tH t— I 1-H 1— I 1— I 1— I I I I I I I tH CO CO C< CO CO S tOOi-H 1-H O ^ CO CO CO CO -^ ui X X X •, X .£ O O CO CO CO , 1— I rH 1— I 1— I 1— 1 o I I I I I O CO o o o ■>* '^ to lO CO X X X X X CO tO to tO to rH 1— I rH T— I rH I I I I I O to O CO o o CO i> -^ -^ to to X ;■ :x X X X to tO to to tO to rH 1— I rH 1— I tH 1— I I I I 1 I I THrH C^CiCO CO SC 1— I to O tH 1-H - CO CO CO CO CO (/I X X XX X S 05 O O CO GO I I I o c^ coo o Tt -^ ■«? tO tO X X X X X CO tO tO tO tO I I I I O O CO C^ CO o CO CO CO ■^ ■^ to X X X X X X tO tO tO tO to tO I I I I I -H 1-1 C< CICO S T-l CO lO tH rH ^ CO CO CO CO CO [/) X X XX X .£ Oi Oi O CO CO o I I I I I Z 1—1 1—1 1—1 1—1 1—1 1-1 o o c* o CO "^ -^ Tf to X X X X X Ci CO CO to to I I I I O OOO to Ci to CO CO CO i> -<* X X X >; X X to to lO tO to to I I I [ I -I i-< 1-1 1-1 CO s 00 th to to o ^ rH CO CO CO CO ui X X X X X fi ao 050 o o I I I I I '^^ O O CO CO CO -^ •^ -^ X X X X X CO GO CO CO to I I I I CO O O O O CO •^ to to CO CO CO X X X X X X lO to tO lO to tO I I I I I I S 00 00 rH CO to =5 1-1 rH CO Ci CO «; X X X X X = 00 00 C5 05 O o' I I I I I O rH rH 1— I O CO CO CO CO -^ X X X X X o coco CO CJ rH rH rH 1—1 rH I I I I I o cocoooo ■^ -^ -^ to tO CO X X X X X X CO tO lO to tO tO y^ ■r-^ ^^ T-< y-^ T^ I I I I I I O rH C>i CO 's* lO CO l> 00 Oi O rH CO CO '^ to rHrHrHT-lrHCOCiCOCOCiCO -ss 58 05 104 THE PASSAIC ROLLING MILL COMPANY. PASSAIC STEEL I BEAMS USED AS FLOOK JOISTS. Total uniformly distributed Load, 150 lbs. per square foot. Size and Weight of Steel I Beams required for Joists, Span of Joist, in feet. when Joists are Spaced, 4 ft. 5 ft. 6 ft. 7 ft. 8 ft. 9 ft. 10 ft. centers. centers. centers. centers. centers. centers. centers. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. 5 4X6 4X6 4X 6 4X 7i 4X 7i 5X 9| 5X 9f 6 4X6 4X7i 5X 9f 5X 9f 5X 9f 5X 9f 6X12 7 4X7^, 5X9f 5X 9f 5X 9f 6X12 6X12 6X12 8 5X9f 5X9| 6X12 6X12 6X12 6X15 7X15 9 5X9| 6X12 6X12 6X15 7X15 7X15 8X18 10 6X12 6X12 6X15 7X15 8X18 8X18 8X18 11 6X12 6X15 7X15 8X18 8X18 9X21 9x21 12 6X15 7X15 8X18 8X18 9x21 9x21 10X25 13 7X15 8X18 8X18 9x21 9X21 10X25 10X25 14 8X18 8X18 9X21 9X23J- 10X25 10X25 10X30 15 8X18 9X21 9X21 10X25 10X30 12X31i 12X3H 16 8X18 9x21 10X25 10X30 12X31t 12X3H 12X3U 17 9x21 10X25 10X25 12X31i 12X31i 12X31i 12X40 18 9x21 10X25 10X30 12X31i 12X3U 12X40 12X40 19 10X25 10X30 12X31i 12X31i 12X40 12X40 15X42 20 10X25 12X31i 12X31i 12X40 12X40 15X42 15X42 21 10X30 12X31i 12X311 12X40 15X42 15X42 15X50 22 12X3H 12X31i 12X40 12X40 15X42 15X50 15X50 23 12X3H 12X31i 12X40 15X42 15X50 15X50 15X60 24 12X31i 12X40 15X42 15X42 15X50 15X60 15X60 25 12X31^ 12X40 15X42 15X50 15X50 15X60 15X665 26 12X40 15X42 15X42 15X50 15X60 15X60 15X75 27 15X42 15X42 15X50 15X50 15X60 15X66§ 20X65 28 15X42 15X42 15X50 15X60 15X66f 20X65 20X65 29 15X42 15X50 15X50 15X60 15X75 20X65 20X75 30 15X42 15X50 15X60 15X661 20X65 20X65 20X75 Defl( actions r ot exce eding 3^ -^ of the span. ^- 88 ^- ■8S THE PASSAIC ROLLING MILL COMPANY. 105 8?" P h— I O '^ O 9 ^ i Q i H ;§ PQ >, H I H I [^ H m o HH m fin CO c 00^ 02 V oiS a '4-/ CO^ N^ ^ 0(7)0 O O £■^■^10 10 0 „; X X X X X a Oi to to lO >0 "t T— I 1— I tH 1— I 1— I o I I I I I Z tH i-H 1— I 1— I T— I O C<J o o o i> -^ to lO o X X X X X tO tO to to to rH T— I 1— I rH 1— I I I I I I 1-1 Oi C^ (7i (7< O tO to to tO o CO J> O ^ i> GO XXX XXX to to o o o o rH tH (74 OJ (M (M 111(11 0*C^ OiC^CQC^ ^ O O <M o o — -^ rp -^ tO CO „; X X X X X S (M(?4 to to to . T— I T— I 1— I T— I T— I o I i I I I O "^ ■^ to tO XX XXX tO to to to to tH 1— I 1— I i-< 1— I I I i I I 1-1 Oi (74 0< (7» O CO : X X to lO : tO tO J> CO X X too H (M (74 C^GOO* L J. tO tO CO i> X X o o I I S rH O CM O O - CO -^ -^ to to u; X X X X X C (M O) lO to to . tH rH tH tH rH o I I I I I O to (M O O CO J> ■^ to to X X X X X tO to to tO to 1— I T— I 1— I 1— I T-l I I I 04 OiOi OO' CO CO ' CO to CO 1> X X X X lO tO to to T—( 1—1 1—1 1—1 I lO tO CO CO X X oo . . I I I I <7i Oi Oi (>i Oi G<> S tH O C^ OiO - CO -^ "^ -^ to «• X X X X X c 2^ (M to to to '" 1— I 1— I 1— ( 1— I 1— I o I I I I I O O to (Ti O CO CO l» -<*i to X X X X X tO to to tO to I I I I O O O CO to to lO CO CO CO 1> CO X X X X X X tO to to to tO o 1—1 1—1 1— I 1—1 1—1 (7i Oi Oi « (7) O? Oi £ CO CO -^ Tji to yl X X X X X a Oi CQ C^ to to o I I I I I ^r; T— I rH 1— 1 1— 1 1— I OO CO O* O) to CO CO "^ -^ X X X X X to to to tO to I I I I rH tH Oi O) rsim O O O O CO lO to to CO CO CO i> X X X X X X to to to to tO tO I I I I I I Oi Ol OJ Oi 04 OJ S 1— I 1-1 O O OJ ~ CO CO -^ -^ -^ (/) X X XX X c Ol Oi Oi Oi tO o I I I I I ^; 1-1 rH tH i-( 1-1 O O O CO Oi to tO CO CO -^ X X X X X lO tO to to tO I I I I o* (MO O O O CO '!}< to to CO CO CO X X X X X X tO tO to to to tO I I I I I I (7i <7i (74 Oi (7> OJ S O 1-i T-l o o* -_ CO CO CO '^ -^ t/i X X XX X .S O 0< (3Q Oi to . --^ 1— I tH 1— I 1-^ o I I I I I C5|M (7> O O O CO rf to CO CO CO X X X X X to tO to to to 1— I tH 1— I tH 1— I I I I I I C^(MOOOO Tt -^ to to CO CO X X X X X X to to to to to tO 1— I 1— I 1— I 1— < 1— I tH I I I I I I (7i (?* (7i (7i (74 Oi S to O i-i 1-1 o ^ OJ CO CO CO -^ u; X X X X X S O O (74 (74 (74 . -H 1— i 1— I 1— ( 1— t o I I I I I (74 (74 O oo -^ "^ tO CO CO X X X X X to to to tO tO 1— I 1—1 1—1 1—1 T— I I I I I I CO (74(74000 CO T)< ■<* to tO to X X X X X X to lO to to to to 1— ( 1-< 1— 1 1— 1 1— I •— I I I I I I I 1-1 (74 (74 (74 (74 04 S CO to 1—1 1—1 o - O4 0^COC0 ^ .y! X X X X X .S CI O 04 (74 (74 I I I I I O (74 0)00 '^ -^ -^ to to X X X X X (74 to to to to I I I I I OO 10 04 040 CO CO l>- -^ 't to X X X X X X to to to to to to I I I I I I p-l (74 (74 (74 S rH to to 1— I tH - 04 (74 (74 CO CO in- X X X X X c Oi O O (74 (74 I I I I I 1-1 O 04 (74 O CO '^ "^ ■<* to X X X X X (74 (74 to to to I I I I O' O O CO tO (74 to CO CO CO i> -^ XXX XXX tO to to to lO to I I I I (74 ^ QOtH tOtOO =^ 1-1 (74 (7K74 CO cn X X X XX .E (30 (35 O O O T-l tH O O (74 CO CO •«* -^ -^ X X X X X (74 04 (74 (74 to I I I I I I I I I 040000 CO ■^ to to COCO CO X X X X X X tO to to to tO tO I I I I I I ITS'- O 1-* 04 CO -^ uo CO i^ tri Ci O rH (74 CO "^ to (74 (74 (74 (74 04 (74 32 ■ ^ 106 THE PASSAIC ROLLING MILL COMPANY. PASSAIC STEEL I BEAJVIS USED AS FLOOK JOISTS. Total uniformly distributed Load, 175 lbs. per square foot. Size and Weight of Steel I Beams required for Joists, Span of Joist, when Joists are Spaced, in feet. 4 ft. 5 ft. 6 ft. 7 ft. 8 ft. 9 ft. 10 ft. centers. centers. centers. centers. centers. centers. centers. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. 5 4X6 4X6 4X 7i 4X 7i 4X10 5X 9f 5X 9| 6 4X7i 4X7i 5X 9| 5X 9f 5X 9f 6X12 6X12 7 5X9f 5X9f 5X 9f 6X12 6X12 6X12 6X15 8 5X9| 6X12 6X12 6X12 6X15 7X15 7X15 9 6X12 6X12 6X15 7X15 7X15 8X18 8X18 10 6X12 6X15 7X15 8X18 8X18 9X21 9x21 11 6X15 7X15 8X18 8X18 9X21 9X21 9X23^ 12 7X15 8X18 8X18 9x21 9x21 10X25 10X25 13 8X18 8X18 9x21 9X231 10X25 10X25 10X30 14 8X18 9X21 9X23i 10X25 10X30 12X31i 12X3U 15 9X21 9x21 10X25 10X30 12X3H 12X31i 12X3H 16 9X21 10X25 10X30 12X3H 12X31i 12X3H 12X40 17 9x21 10X25 12X31i 12X31i 12X3H 12X40 12X40 18 10X25 10X30 12X3H 12X31i 12X40 12X40 15X42 19 10X25 12X31i 12X31^ 12X40 12X40 15X42 15X50 20 10X30 12X31i 12X40 12X40 15X42 15X50 15X50 21 12X31i 12X31^ 12X40 15X42 15X42 15X50 15X60 22 12X31i 12X40 12X40 15X42 15X50 15X50 15X60 23 12X3H 12X40 15X42 15X50 15X50 15X60 15X60 24 12X3H 12X40 15X42 15X50 15X60 15X60 15X75 25 12X40 15X42 15X50 15X50 15X60 15X75 20X65 26 15X42 15X42 15X50 15X60 15X661 20X65 20X65 27 15X42 15X50 15X50 15X60 15X75 20X65 20X75 28 15X42 15X50 15X60 15X661 20X65 20X65 20X80 29 15X42 15X50 15X60 15X75 20X65 20X75 20X90 30 15X50 15X60 15X661 20X65 20X75 20X80 20X90 Deflections not exceeding 3-^ of the span. 5 88 88" -$s THE PASSAIC ROLLING MILL COMPANY. 107 SS- P I— i O t [V, cr O I— I < m Or; CO g 00- 005 ^5 «5 s c^ o o o o = --I* kO krt ® 1> [/J X X X X X c iC tO O lO Uti I I I c<{o o o <r> •^ lO lO O CO X X X X X lO >0 lO O lO 1— I 1— I tH r-l tH I I I I I lO O lO o o o :0 CO t^ QO OV Oi X X X X X X o o o o o o W C^ !>i (7i (7i (Ti I I I I I I Oi (Ji (M (>J OJ (>i « O (M O O O = "^ -^ lO CO CO t;; X X X X X c (M iO lO iC iO ■. r-i rH rH T— I 1—1 o I I I I I 2; 1— I T— I iH 1— I T— I (M O O O O ■^ lO O CO CO X X X X X lit) vO lO O lO I I I ^c5. W(?*C^ CO uO »0 lO o o CO CO CO i> GO o; > X X X X X lO o o o o o '-^ G<1 C^ W W (?i w c^ o* « <?^ c^ S OOiO oo - -^ -^ lO lO CO «; X X X X X c (Jl lO lO vO iC ■ . tH rH T-H 1— I 1— I o I I I I I lO 0< O O O 1> -rf lO to CO X X X X X iC lO lO tO vC I I I I Oi C^ (M OJ O O iC lO lO o CO i> CO CO l>» CD X X X X X X lO lO o o o o T-H 1-1 C^ C<> C^ C<J I I I I I I C<i (Ti S^ (>i (M (>i s oo C^O o d ^ Tt rf lO CO „; X X X X X c 3<{ CO lO lO to I I I I CO <M CO O O CO -^ -^ lO to X X X X >: lO tO to tO to I I I I I T-i Ci Ci C^l CO O O tO tO tO lO CO CO t> CO CO l> X X X X X ,' tO to lO o o o 1-H 1-1 r-H CO CO CO CO CO CO CO CO GO S 1-1 O CO o o S ?C -rf -^ tO to u? X X X X X fi CO CO lO lO tO o I I I I I Z 1— I tH 1— I 1— I T— I o CO CO coo CO CO -^ -^ to X X X X X lO tO tO tO tO I I I I I r-i 1-1 CO coco O O CO lO tO to lO CO CO J> CO CO X X X X X X to to to to o o ^^^rHCOCO I I I I I I CO CO CO CO C* CO s 1-1 o o coo == CO rf Tt -i* »0 i;5 X X X X X a CO COC< tO to . tH rH 1— I 1— I T— I o I I I I I O O tO c* o CO CO J> -^ to lO tO tO tO tO I I I d. O O O CO lO tO to CO CO CO 1> CO X X X X X X tO to tO to tO o 1— t 1— I 1— I 1— I 1— I C^l I I I I I I CO CO CO CO CO CO S 1-1 1-1 OCO CO - CO CO -^ -^ -^ ,/ X X X X X .S C* (71 C« to to I I I I OO O to CO to CO CO i>- -^ X X X X X to tO to to to I I I I ^ O O O O O CO to tO to CO CO CO X X X X X X to to tO to to tO 1—1 1—1 1—1 T-H 1—1 T— I I I I I I I CO CO CO CI (Ci CO S O 1-1 1-1 O CO - CO CO CO ■<* -^ I/? X X X X X S O CO CO CO to 1 -H 1— I 1— I tH — ^ o I I I I I o o o o to tO to CO CO 1> X X X X X to tO O tO tO 1—1 1—1 1—t 1—1 1—1 I I I I I CO CO O OO o •«3< -^ to to CO CO X X X X X X to to tO tO tO tO 1— I 1— I — H tH 1— ( — H I I I I I I CO CO CO CO CO CO S lO 1— I rH O O - CO CO CO Tf -5j< ,/i X X X X X c O coco CO CO I I I I I CO O o o o 1* tO to CO CO X X X X X to to to to lO I I I CO CO CO o o o O -^ "^ tO to to X X X X X X tO tO tO to to to I I I I I I r-i CO CO CO CO CO S CO'iO^^ o - CO CO CO CO -rf (/) X XX XX c OiO CO CO CO I I o cocoo o rf Tf -^ to to X X X X X CO to tO lO »o I I I I I O CO to CO CO o CO CO t» "^ ■* lO XXX XXX to tO tO tO tO tO I I I I I I coco CO S tH CO tO 1— I 1— I ==| CO CO CO CO CO yi X X X XX ,= 05 CI O CO CO 1-1 O O CO o CO •<* -sf -^ lO X X X X X CO CO CO to to I I I I I I I I I O O O CO to CO lO CO CO CO t^ ■<* X X X X X X tO tO tO to lO tO l.^.x^.^.<k o, o m .3 C O rH CO CO "* to CO l>. QO Ci O T-i CO CO -^ to CO CO Cvi C< Ci CO 5d 28 108 THE PASSAIC ROLLING MILL COMPANY. PASSAIC STEEL I BEAMS USED AS FLOOB JOISTS. Total uniformly distributed Load, 200 lbs. per square foot. Size and Weight of Steel I Beams required for Joists, Span of Joist, when Joists are Spaced, in feet. 4 ft. 5 ft. 6 ft. 7 ft. 8 ft. 9 ft. 10 ft. centers. centers. centers. centers. centers. centers. centers. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. ins. lbs. 5 4X6 4X6 4X 7i 5X 9f 5X 9f 5X 9f 5X 9f 6 4X7| 4X7i 5X 9| 5X 9f 6X12 6X12 6X12 7 5X9f 5X9f 6X12 6X12 6X12 6X15 7X15 8 5X9| 6X12 6X12 6X15 7X15 7X15 8X18 9 6X12 6X15 7X15 7X15 8X18 8X18 9X21 10 6X15 7X15 8X18 8X18 9X21 9X21 9X21 11 7X15 8X18 8X18 9X21 9X21 10X25 10X25 12 7X15 8X18 9X21 9X21 10X25 10X25 10X30 13 8X18 9X21 9X21 10X25 10X30 12x31i 12X3U 14 9X21 9X21 10X25 10X30 12X31i 12X31i 12X31^ 15 9X21 10X25 10X30 12X31i 12X31i 12X3H 12X40 16 9X23^ 10X25 12X31i 12X31i 12X40 12X40 15X42 17 10X25 10X30 12X31i 12X31i 12X40 15X42 15X42 18 10X25 12X31i 12X31^ 12X40 15X42 15X42 15X50 19 10X30 12X31^ 12X40 12X40 15X42 15X50 15X50 20 12X31i 12X31i 12X40 15X42 15X50 15X50 15X60 21 12X31i 12X40 15X42 15X42 15X50 15X60 15X60 22 12X31i 12X40 15X42 15X50 15X60 15X60 15X66§ 23 12X40 15X42 15X50 15X50 15X60 15X661 20X65 24 12X40 15X42 15X50 15X60 15X60 15X75 20X65 25 15X42 15X50 15X50 15X60 15X75 20X65 20X75 26 15X42 15X50 15X60 15X661 20X65 20X65 20X75 27 15X42 15X50 15X60 15X75 20X65 20X75 20X80 28 15X50 15X60 15X66120X65 20X75 20X80 20X90 29 15X50 15X60 15X75 20X65 20X75 20X90 30 15X50 15X60 20X65 20X75 20X80 20X90 Deflections not exceeding ^^ of the span. eg- ■ss THE PASSAIC ROLLING MILL COMPANY. 109 SS- n o o Q 8 r~) o pq ;>. ,.1 O CO (u _g (M O O O (?* S Tj* O O i> -^ = lb to lO »o »o till c^ o o o :o iC lO lO o o o X X X X X lO J^ vO tO O 1-H ,-1 i-H ,-1 (?< I I I I I lO »^' o o i:cn> 00 Ci X X X X o o o o I (>iGO<>}<M c!} ' 00^ (M 5 S (M O O CO CO == -^ lO O O -^ „; X X X X X c lO uO lO lO O I I I O O OOlO lO lO CO O l^ XX XXX tO lO lO lO o 1— I m-l 1— I T-l ^^ I I I I I tO lO vO O O O CO 1> Oi Ci X X X X X o o o o o CO coco CO CO I I I I I CO CO cocoes COS S CO O O O iC £ 'Tf lO lO CO 1> „; X X X X X c lO uO iCi to O ■" T— I T— I T— I 1— I 1— I o I I I I I CO O O O CO •^ lO lO CO CO ': X X X X »0 lO lO iC lO 1— I 1— I rH 1— t 1— I I I I I I CO CO CO CO CO 1> CO X X \0 o 1-1 CO I I CO CO lO o o o 1> QOCSOi X X X X o o o o CO CO CO CO I I I I CO CO OJ CO 04 g S O CO O O CO £ -sd" ^ lO CO CO «• X X X X X a CO O »iO vO lO CO CO o o o ■^ -^ lO CO CO X X X X >: O to O lO iO I I I I I I I I I I -I^^tHi-iIcOCOCOCOCO CO lO X X LOO CO CO c!. to lOO o CO i> QO Ci X X X X oo o o CO CO CO CO CO CO CO CO s ocoo oo s: -^ Tf lO tO CO „; X X X X X 13 CO tO tO to tO 7. I I I I to CO o o o t>. -^ to to CO X X X X X to to tO tO to T-l T-H 1— I tH r-l I I I I I T-H coco Ci c* O CO to to to o CO CO CO CO 1> 00 X X X X X X to to o o o o T-l 1-! CO CO CO CO I I I I I I CO CO CO CO CO CO S 1-1 O CO o o £ CO Tt rt lO CO .£ CO CO tO to tO I I I I O tO' CO o o CO i> -^ to to X X X X X to tO to to tO I I I I tH COOiCO O O CO tO tO to CO CO CO CO CO i>- X X X X X X to lO to O O O i-lT-l T-l CO CJ CO I I I I I I C*G0CJOiC0C0 S T-l O CO CO o — fO -^ -^ -^ to ui X X X X X .S CO CO to to to I I I O O to CO o CO CO i^- "^ to X X X X X to to to tO to I I I I I CO CO O O O CO to to lO CO CO CO 1> CO X X X X X X to to to to to o 1— I T— I T— I T— I T— I CO I I I I I I CO CO CO CO CO CO _g T-i T-l O CO O == Ot CO -rf -^ lO u,- X X X X X 2 CO CO CO to to ■ . T— I T— I T— I -H T— I o I I I I I o o o to c^ lO CO CO 1> "^ X X X X X O tO lO to to I I I I o o o o o to to to CO CO CO 1> X X X X X X to to to to to tO T— I — H T— I T— I •-^ T— I I I I I I I CO CO CO CO CO CO S Ot-h T-l O CO - CO CO ?o -^ -^ t/3 XX XXX £ O CO CO CO to . T— I T— I 1— I tH 1— I o I I I I I O O O o to tO to CO CO J> X X X X X tO to to to to T— I T-l T— I T— I 1— I I I I I I cocoooo o Tf rf lO to CO CO X X X X X X tO to to to to to T— I T— I 1— I tH T— I T-l I I I I I I CO CO CO CO CO CO cn^ s too T-l 1-1 o == CO CO CO CO ■<* (/) X X X X X c O O CO CO CO ■" 1— I 1— I 1— I T— I 1— I o I I I I I Z 1—1 1—1 rH tH rH C* CO o o o ■<*i -^ to CO CD X X X X X tO to to tO lO' 1— I 1— I tH rH 1—1 I I I I I CO CO CO o o o CO -^ rf tO to to XXX XXX to to tO to to to I I I I I CO CO CO Ci CO S 1— I tO O 1— I T— I - CO CO CO CO CO yi X X X X X = as o o CO CO T— I T— I T-l T-( o I I I I I O CO CO o o rt< Tt •«* lO to X X X X X CO to to to to T-< T-l T-< 1— I T— I I I I I I O OCOCOCOO CO CO CO -^ "^ to X X X X X X to tO tO to tO to I I I J. . I I coc^c^ O" O T-l CO CO rt< lO CO 1> 00 Ci O T-l W CO -^ to CO CO C^^ CO C* Ci ^ ~^d 110 THE PASSAIC ROLLING MILL COMPANY. RIVETED aiRDERS. Riveted girders are used where rolled beams are not suf- ficiently strong for carrying the load. Riveted girders with single webs, known as plate girders, are more economical than those with double webs, known as box girders ; but the latter are stiffer laterally, and should always be used where a great length of span requires a wide top flange for lateral stiffness. If the girder is not held in position laterally, the width of the top flange of the girder should be at least yu of the span, other- wise the section of the top flange should be increased as follows : Let A = the gross area required in the top flange, the girder being supported laterally. A' = the gross area required in the top flange, the girder being unsupported laterally. 6 = length of span -i- width of flange, both in inches. Then A' = A f i -f \ \ 5000/ The web of the girder must be made of such a thickness that the vertical shearing strain shall not exceed 75oo^lbs. per square inch on a vertical cross section of the web. This shear- ing strain is greatest at the supports ; and, if the load is sym- metrically applied, is obtained by dividing one-half the load upon the girder by the area of the vertical cross section of the web. In addition, the web of the girder must either be of suflicient thickness to resist any tendency to buckle, or else it must be stiffened by means of vertical angles riveted to it at intervals not exceeding the depth of the girder. Such stif- feners must be used when the shearing strain, per square inch, exceeds the strain allowed by the formula : Allowable shearing strain per square inch =r ■ — — 3000 /2 in which "/z" represents depth of the web between flanges of girder, and "^" the thickness of one web plate, both in inches. The stifFeners should always reach over the vertical ^ '. 88 88 —8$ THE PASSAIC ROLLING MILL COMPANY. Ill sides of the angles forming the chords of the girder, and there should be filling pieces between the stiffening angles and the web plate. In every case, whether intermediate stififeners are used or not, the web at the ends of the girder, where it rests upon supports, should be reinforced by stiffeners so that the reaction of the support may be resisted by an increased sec- tion. These end stiffeners should be considered as columns taking the entire load upon the support and transferring it to the web of the girder ; and should have sufficient rivets con- necting them to the web of the girder to transmit the total reaction at the support. The strain upon the end stiffeners should not exceed 15,000 lbs. per square inch of cross section. Stiffeners should always be used at any point where there is concentration of heavy loads ; the duty of the stififeners in such cases is to prevent buckling of the web, and to transmit the load to the web by means of the abutting areas and the rivets, both of which must be sufificient for the purpose. The rivets used should generally be f" or I" diameter, the latter size being preferable and often necessary where girders are to carry heavy loads. Rivets should never be spaced exceeding six inches centers ; but in all cases the pitch of the rivets must be closer at the ends of the girder. At any point of the girder there must be sufficient rivets connecting the web to each flange, in a length of flange equal to the depth of the girder, to transmit the total shear at that point. ■ At the end of the girder there must be sufficient rivets connecting the web to each flange, in a length equal to the depth of the girder, to transmit the end reaction of the girder. In the calculation of rivet spacing for girders used in buildings it is customary to allow 9,000 lbs. per square inch for shearing and 18,000 lbs. per square inch for bearing on the rivets. In plate girders the rivet pitch will usually be determined by the bearing value of the rivets, and in box girders by the shearing value of the rivets. The shearing and bearing values of rivets, for use in building construction, are given on pages 220-221. Plate girders should never be made too shallow, on account of the deflection ; they should have a depth of not less than one-twentieth of the clear span ; if built shallower, more ma- terial must be put in the flanges so as to reduce the strain per square inch, and the deflection in proportion. 88 88 88 112 THE PASSAIC ROLLING MILL COMPANY. The flange of a riveted girder comprises all the metal at the top or the bottom of the girder. It is customary in building con- struction to consider ^ of the area of the web plate as available for flange section, in which case care should be taken to avoid splicing the web plate at or near the center of the girder ; if this is observed, it is proper to consider -g of the web as a part of each flange. If a pair of angle irons does not provide suf- ficient area for the flange, it is customary to use flange plates to make up the required area. Where flange plates are used, the angles should comprise one-half of the flange section, but in heavy flanges where this is impossible, the flange angles should be the heaviest sections rolled. The unsupported width of a flange plate, subjected to compression, should not exceed thirty-two times its thickness, nor should the flange plate extend beyond the outer line of rivets more than five inches, nor more than eight times its thickness. It is customary in building construction to allow a strain of 15,000 lbs. per square inch on the net section of the bottom or tension flange. Care must be observed to deduct all the area lost by rivet holes, and the rivets should be arranged in the flanges of the girder to make this reduction of area as small as possible. In deducting area lost by rivet holes, the diameter of the holes should be taken ^ inch greater than the rivets, to compensate for injury done the metal by punching. The top or compression flange of the girder is usually made of the same gross area as the bottom or tension flange. DESIGN OF A RIVETED GIRDER. Box girder, to carry a wall 20 inches wide. Span, 30 feet between centers of supports = 360 inches. Total weight to be carried, 200 tons = 400,000 lbs. Depth available, 36 inches over all. Load on each support, j X 400,000 = 200,000. Web section required, 200,000 -4- 7,500 = 26.66 sq. ins. Two web plates, 33^" X i^" = 29.3 sq. ins. Bending moment at center of span, ^ X 400,000 X 360 = 18,000,000 inch lbs. Depth of girder, center of gravity of flanges, 33 inches. Maximum flange strain, 18,000,000 -f- 33 = 545,450 lbs. Net flange area required, 545,450 ~- 15,000 = 36.4 sq. ins. 88 88 jj 85 THE PASSAIC ROLLING MILL COMPANY. 113 This section is made up as follows Gross. \ of area of web 4.88 sq. ins 2 angles, 6" X 4" X \\" 12.96 " 2 plates, 20" X Tz" 22.50 « Net. 4 88 sq. ins II 58 " 20 25 « 36.71 In obtaining the above net area of the flange, one rivet hole has been deducted from the area of each angle, and two rivet holes from the area of each cover plate. This deduction is made upon the assumption that the rivets connecting the an- gles to the web plates are arranged to stagger with the rivets connecting the angles to the flange plates. It is, generally, possible to effect such an arrangement of rivets for a consid- erable length at the center of the span. If such an arrange- ment of rivets is not possible, then two rivet holes should be deducted from the area of each angle, and \ the gross area of the web should be reduced by the area lost for a rivet hole at the extreme edge of the web connecting it to the flange. If a stiffener is used at or near the center of the span, the net area of the web plate available for flange section should be taken at \ the gross area of the web. The end reaction of 200,000 lbs. on this girder requires 37 rivets, \" diameter, in single shear to transmit it to either flange in a length equal to the depth of the girder. The depth of the girder for this purpose is taken as the depth, center to center of gravity of flanges; there being two lines of rivets, one line connecting each web to the flange, the rivets will re- quire to be spaced if" pitch at the end of the girder. This requires an angle having a 6" leg against the web. The area required for the stiff"eners over the supports is 200,000 lbs. -J- 15,000 = 13.33 square inches. Four angles, 3? X Z\" X 2"' provide an area of 13 square inches, and are sufficient for the purpose at each end of the girder. Applying the formula already given for the allowable shear- ing strain in the web, it will be found that 6,500 lbs. per square inch is the maximum allowable shearing strain, unless the webs are stiffened. Stiffeners of3|"x 3?"X f" angles will, therefore, be required for a short distance near each support where the shearing strain exceeds 6,500 lbs. per square inch. J 58 88 114 THE PASSAIC ROLLING MILL COMPANY. As the bending moment is greatest at the center of the span and diminishes to zero at the supports, it is unnecessary to have the full flange section the whole length of the girder ; and, in the present case, one of the two flange plates can be stopped off, short of the supports, without affecting the strength of the girder- Let A = total flange area of girder. A" = total area of that portion of the flange which is to be stopped off. L = length of girder, centers of supports, in feet. L' = required length, symmetrically arranged about the center of span, of that portion of the flange which is to be stopped off, in feet. — - In the present instance L' = 2 + 30^/1°^ = 17.7 y 36.71 so that the outer flange plates need only be I7f feet long, placed symmetrically about the center of the span. This girder is illustrated on page 37. The following table furnishes a convenient means for finding the net area required in the flange of riveted girders when the load, span, and depth are given. To obtain the net flange area required, multiply the coef- ficient given in the table for the given span and depth by the uniformly distributed load in tons of 2,000 lbs. The result will be the net area in square inches required for each flange allowing a maximum fiber strain of 15,000 lbs. per square inch of net area. To illustrate the application of this table, take the box girder already proportioned in detail. By ref- erence to the table, the coefficient for a span of 30 feet and depth of 32 inches is 0.187, and the coefficient for the same span with a depth of 34 inches is 0.177. The coefficient for a depth of 33 inches will be the mean of these two values, or 0.182; and multiplying this by the load, 200 tons, gives 36.4 as the number of square inches of net area required in the flange. This is the same result as that obtained by the ex- tended calculations already illustrated. 88 «g 58 ■ ' 8S THE PASSAIC ROLLING MILL COMPANY. 115 EIYETED aiRDERS. Multiply the coefificient given in the table by the uniformly distributed load, in tons of 2000 lbs. The result will be the net area, in square inches, required for each flange, allowing a maximum fiber strain of 15,000 lbs. per square inch of net area. Span, in Feet. Depth, Center to Center of Gravity of Flanges, in Inches. 32 24 26 28 30 32 34 36 38 40 42 10 11 12 13 14 15 .091 .100 .109 .118 .127 .137 .083 .092 .100 .109 .117 .125 .077 .085 .092 .100 .108 .115 .071 .079 .086 .093 .100 .107 .067 .073 .080 .087 .093 .100 .063 .069 .075 .081 .087 .094 .059 .065 .071 .077 .083 .088 .055 .061 .067 .072 .078 .083 .053 .058 .063 .068 .073 .079 .050 .055 .060 .065 .070 .075 .047 .053 .057 .062 .067 .071 16 17 18 19 20 .145 .155 .163 .173 .182 .133 .142 .150 .159 .167 .123 .131 .139 .146 .154 .114 .121 .129 .136 .143 .107 .113 .120 .127 .133 .100 .106 .113 .119 .125 .094 .100 .106 .112 .117 .089 .095 .100 .105 .111 .084 .089 .095 .100 .105 .080 .085 .090 .095 .100 .076 .081 .086 .091 .095 21 22 23 24 25 .191 .200 .209 .218 .227 .175 .183 .192 .200 .209 .161 .169 .177 .185 .192 .150 .157 .164 .171 .179 .140 .147 .153 .160 .167 .131 .137 .144 .150 .156 .123 .129 .135 .141 .147 .117 .122 .128 .133 .1.39 .110 .115 .121 .126 .131 .105 .110 .115 .120 .125 .100 .105 .109 .114 .119 26 27 28 29 30 .237 .245 .255 .263 .273 .217 .225 .233 .242 .250 .200 .208 .215 .223 .231 .186 .193 .200 .207 .214 .173 .180 .187 .193 .200 .163 .169 .175 .181 .187 .153 .159 .165 .171 .177 .145 .150 .155 .161 .167 .137 .142 .147 .153 .157 .130 .135 .140 .145 .150 .124 .129 .133 .138 .143 31 32 33 34 35 .282 .291 .300 .309 .318 .259 .267 .275 .283 .292 .239 .246 .254 .261 .269 .221 .229 .236 .243 .250 .207 .213 .220 .227 .233 .194 .200 .206 .213 .219 .183 .188 .194 .200 .206 .172 .178 .183 .189 .195 .163 .168 .173 .179 .184 .155 .160 .165 .170 .175 .147 .152 .157 .162 .167 36 37 38 39 40 .327 .337 .345 .355 .364 .300 .309 .317 .325 .333 .277 .285 .292 .300 .307 .257 .264 .271 .279 .286 .240 .247 .253 .260 .267 .225 .231 .237 .244 .250 .212 .217 .223 .229 .235 .200 .205 .211 .217 .222 .189 .195 .199 .205 .210 .180 .185 .190 .195 .200 .171 .176 .181 .185 .191 If (into byth he sec ns of 2 e coeflfi ;tion 0 000 lbs cient f a gi .) can given rder is be obt in the given ained table. , the Dy div ;afe in iding t liform he net y dist area c ribulec )fthef i load lange ■88 ^ 28 116 THE PASSAIC ROLLING MILL COMPANY. STEEL PLATE GIEDERS. Safe Loads, in Tons of 20C )0 Lbs. Uniformly Distributed. "<\> No stiffeners required except at ends, over supports only. Girders equivalent a 24" I beam. to e A Web. 24" xr 26" xr 28"xf" 30" xr Angles. 5"x3rxr 5"X3rx-iV' 5"x3i"xr' 5"X3 "xf"| Span, Centers of Bear- ings, Feet. •^ o CD Increase for ^^" Increase in Thick- ness of Angles. rt . 0 If •^ 0 Increase for ^V' Increase in Thick- ness of Angles. 0 Vi ^ 0 a Increase for ^V' Increase in Thick- ness of Angles. " 0 Increase for ^g" Increase in Thick- ness of Angles. 20 47.2 5.3 46.5 5.8 45.1 6.2 47.7 6.4 21 44.9 5.0 44.3 5.5 42.9 5.9 45.5 6.1 22 42.9 4.8 42.3 5.2 41.0 5.7 43.4 5.8 23 41.0 4.6 40.4 5.0 39.2 5.4 41.5 5.5 24 39.3 4.4 38.8 4.8 37.6 5.2 39.8 5.3 25 37.7 4.2 37.2 4.6 36.1 5.0 38.2 5.1 26 36.3 4.1 35.8 4.4 34.7 4.8 36.7 4.9 27 34.9 3.9 34.4 4.3 33.4 4.6 35.4 4.7 28 33.7 3.8 33.2 4.1 32.2 4.5 34.1 4.5 29 32.5 3.6 32.1 4.0 31.1 4.3 32.9 4.4 30 31.4 3.5 31.0 3.8 30.0 4.2 31.8 4.2 31 30.4 3.4 30.0 3.7 29.1 4.U 30.8 4.1 32 29.4 3.3 29.1 3.6 28.2 3.9 29.8 4.0 33 28.6 3.2 28.2 3.5 27.3 3.8 28.9 3.9 34 27.7 3.1 27.4 3.4 26.5 3.7 28.1 3.7 35 26.9 3.0 26.6 3.3 25.8 3.6 27.3 3.6 36 26.2 2.9 25.8 3.2 25.0 3.5 26.5 3.5 37 25.5 2.8 25.1 3.1 24.4 3.4 25.8 3.4 38 24.8 2.8 24.5 3.0 23.7 3.3 25.1 3.3 39 24.2 2.7 23.8 2.9 23.1 3.2 24.5 3.3 40 23.6 2.6 23.3 2.9 22.5 3.1 23.9 3.2 Wgt.per ft, lbs. 88 7.2 84 7.2 79 7.2 79 6.8 Safe Weig Max 1" loads given include weight of girde ;hts of girders given include weight mum fiber strain, 15,000 lbs. per sq rivets being deducted. r. Df rivet h uare incl sads, but 1 of net not stiffe area, hoU ners. ;s for « 88 ^ THE PASSAIC ROLLING MILL COMPANY. 117 STEEL PLATE GIEDERS. Safe Loads, in Tons OF 2000 Lbs. Uniformly Distributed. ^f" No stiffeners required Girders equivalent to except at ends, over two 24" I Beams supports only. Jk Web. 24" X i%" 26" X iV 28" X i" 30" Xi" 1 Angles. 5" X 5" X i" 5"x5"Xt^" 5"X5 t/ w 3// A 8 5"X5 "xf" Plates. 12" X i" 12" X i" 12": Ki" 12" X t" 1 ^ Ji ^ rili - Ji - Ji "rAa en ^ >•- 'n Span, t3 SH^ 'V SHi2 rt . s^^ rt . g^^ Centers O V <2 c5 O in "^ cPh S a •2 cPh 0 in "^ C(^ of Bear- ings, ^ o a ui ^ V a ui ^ 0 rt en ° P 03 in ^ 0 Feet. O) Incr Incre nes Cfi Inci Incre nes C/2 Inci Incre nes Cfi Inc Incre nes 20 90.8 3.6 93.6 3.9 93.6 4.3 91.7 4.6 21 86.5 3.4 89.1 3.7 89.1 4.1 87.3 4.3 22 82.5 3.3 85.1 3.6 85.0 3.9 83.4 4.1 23 78.9 3.1 81.3 3.4 81.3 3.7 79.7 3.9 24 75.6 3.0 78.0 3.3 78.0 3.6 76.4 3.8 25 72.6 2.9 74.8 3.1 74.8 3.4 73.3 3.6 26 69.8 2.8 72.0 3.0 72.0 3.3 70.5 3.5 27 67.2 2.7 69.3 2.9 69.3 3.2 67.9 3.4 28 64.8 2.6 66.8 2.8 66.8 3.1 65.5 3.3 29 62.6 2.5 64.5 2.7 64.5 3.0 63.2 3.1 30 60.5 2.4 62.4 2.6 62.4 2.9 61.1 3.0 31 58.6 2.3 60.4 2.5 60.4 2.8 59.2 2.9 32 56.7 2.2 58.5 2.5 58.5 2.7 57.3 2.8 33 55.0 2.2 56.7 2.4 56.7 2.6 55.6 2.8 34 53.4 2.1 55.0 2.3 55.0 2.5 53.9 2.7 35 51.9 2.0 53.5 2.3 53.5 2.4 52.4 2.6 36 50.4 2.0 52.0 2.2 52.0 2.4 50.9 2.5 37 49.1 1.9 50.6 2.1 50.6 2.3 49.6 2.5 38 47.8 1.9 49.2 2.1 49.2 2.3 48.3 2.4 39 46.6 1.8 48.0 2.0 48.0 2.2 47.0 2.3 40 45.4 1.8 46.8 2.0 46.8 2.1 45.8 2.3 Wgt.per ft., lbs. 158 5.1 153 5.1 143 5.1 136 5.1 Safe loads given includ e weight of girder. Weig jhts of girders give :n include weight of rivet h eads, but not stiffe ners. Max imum fiber strain, 15,000 lbs. per square inci 1 of net irea, hole :s for L 3" rivets being dedu :ted. a 8S 88 118 THE PASSAIC ROLLING MILL COMPANY. STEEL BOX aiRDERS. Safe Loads, in Tons of 2000 Lbs., Uniformly Distributed. No stiffeners requirec except at ends, over supports only. 1 i < 1 ( r Girders equivalent to two 24" I beams. Webs. Angles. Plates. 24" xr 5"x3"xr 14''X-iV' 26" xr 5"x3"Xi^" 14" Xi" 28" xr 5"x3"xf" 14"X-iV' 30"Xf" 5"x3"xf" 14" X f" Span, Centers of Bear- ings, Feet. 0 <fl *-* 0 « Increase for y'^" Increase in Thick- ness of Plates. 0 </) i-J c •-I 0 Increase for ^V Increase in Thick- ness of Plates. 0 « Increase for ^^' Increase in Thick- ness of Plates. 'i . 0 fi '^ 0 « C/3 Increase for j\" Increase in Thick- ness of Plates. 20 21 22 23 24 25 93.8 89.3 85.3 81.6 78.2 75.0 4.3 4.1 3.9 3.8 3.6 3 5 93.5 89.0 85.0 81.3 77.9 74.8 4.7 4.5 4.3 4.1 3.9 3.8 92.9 88.5 84.5 80.8 77.4 74.3 5.1 4.8 4.6 4.4 4.2 4.1 95.6 91.1 86.9 83.2 79.7 76.5 5.4 5.2 4.9 4.7 4.5 4.3 26 27 28 29 30 72.2 69.5 67.1 64.7 62.5 3.3 3.2 3.1 3.0 2.9 71.9 69.2 66.8 64.4 62.3 3.6 3.5 3.4 3.2 3.1 71.5 68.8 66.3 64.0 61.9 3.9 3.8 3.6 3.5 3.4 73.6 70.8 68.3 66.0 63.8 4.2 4.0 3.9 3.7 3.6 31 32 33 34 35 60.5 58.6 56.9 55.2 53.6 2.8 2.7 2.6 2.5 2.5 60.3 58.4 56.6 55.0 53.4 3.0 2.9 2.8 2.7 2.7 60.0 58.1 56.3 54.6 53.1 3.3 3.2 3.1 3.0 2.9 61.7 59.8 58.0 56.3 54.7 3.5 3.4 3.3 3.2 3.1 36 37 38 39 40 52.1 50.7 49.4 48.1 46.9 2.4 2.3 2.3 2.2 2.2 51.9 50.5 49.2 47.9 46.7 2.6 2.5 2.5 2.4 2.4 5L6 50.2 48.9 47.6 46.4 2.8 2.7 2.7 2.6 2.6 53.1 51.7 50.3 49.0 48.0 3.0 2.9 2.9 2.8 2.8 Wgt.per ft., lbs. ]74 6.0 166 6.0 159 6.0 158 6.0 Safe loads given Include w^eight of girder. Weights of girders given include weight of rivet heads, but not stiffeners. Maximum fiber strain, 15,000 lbs. per square inch of net area, holes for 3" rivets being deducted. fe . ' 88 88 88 rHE PASSAIC ROLLING MILL COMPANY. 119 STEEL BOX GIRDERS . Safe I .OADS, IN Tons of 2000 Lbs. .Uniformly Distributed. 1 1 ( r No stiffeners requirec except at ends, over supports only. i ( L Girders equivalent a 24" Beam Box Girder. to "' Webs. 24" xr 26"xf" 28" Xt" 30"Xf" Angles. 5"x3i"xr 5"x3i-"xi" 5"X3i"XT^" 5"X3i"XT^" Plates. 18"X-|" 18" Xf" 18"X;V' 18" xr Span, Centers of Bear- ings, Feet. Safe Load, Tons. Increase for ^j^" Increase in Thick- ness of Plates. 0 fi Increase for iV' Increase in Thick- ness of Plates. « . 0 tn Increase for ^j," Increase in Thick- ness of Plates. Safe Load, Tons. Increase for ^j." Increase in Thick- ness of Plates. 20 130.7 5.9 129.5 6.3 128.4 6.8 131.7 7.3 21 124.5 5.6 123.3 6.0 122.3 6.5 125.4 7.0 22 118.8 5.4 117.7 5.8 116.8 6.2 119.7 6.7 23 113.6 5.1 112.6 5.5 111.7 6.0 114.5 6.4 24 108.9 4.9 107.9 5.3 107.0 5.7 109.7 6.1 25 104.5 4.7 103.6 5.1 102.8 5.5 105.3 5.9 26 100.5 4.5 99.6 4.9 98.8 5.3 101.3 5.6 27 96.8 4.4 95.9 4.7 95.1 5.1 97.5 5.4 28 93.3 4.2 92.5 4.5 91.7 4.9 94.1 5.2 29 90.1 4.1 89.3 4.4 88.6 4.7 90.8 5.1 30 87.1 3.9 86.3 4.2 85.6 4.6 87.8 4.9 31 84.3 3.8 83.5 4.1 82.9 4.4 85.0 4.7 32 81.7 3.7 80.9 4.0 80.3 4.3 82.4 4.6 33 79.2 3.6 78.5 3.8 77.8 4.1 79.8 4.4 34 76.9 3.5 76.2 3.7 75.6 4.0 77.5 4.3 35 74.7 3.4 74.0 3.6 73.4 3.9 75.2 4.2 36 72.6 3.3 71.9 3.5 71.4 3.8 73.2 4.1 37 70.6 3.2 70.0 3.4 69.4 3.7 71.2 4.0 38 68.8 3.1 68.1 3.3 67.6 3.6 69.3 3.9 39 67.0 3.0 66.4 3.3 65.9 3.5 67.5 3.8 40 65.3 2.9 64.7 3.2 64.2 3.4 65.8 3.7 Wgt.per ft., lbs. 216 7.7 206 7.7 196 7.7 193 7.7 Safe Weig Maxi r oads given include weight of girde hts of girders given include weight ( mum fiber strain, 15,000 lbs. per sq rivets being deducted. r. Df rivet h uare inch sads, but I of net £ not stiffe irea, hole lers. s for S ^ 8S 120 THE PASSAIC ROLLING MILL COMPANY. SUDDENLY APPLIED LOADS. If a load is suddenly, that is, instantaneously, applied to a beam, it produces twice the strain that the same load would pro- duce if at rest upon the beam. The safe suddenly applied load is, therefore, only one-half the safe static load. If the load is not only suddenly applied, but falls upon the beam from a height, it produces more than twice the strain that the same load statically applied would produce. Let P = the weight that falls upon the beam, h = height of fall, in inches. P'= equivalent static load producing the same strain as that produced by the falling weight. d = deflection of beam, in inches, produced by the weight, P, if statically applied. B = the weight of the beam together with its superim- posed dead load, such as arches and flooring, whose combined mass tends to absorb the impact. Then, if m = — P'= P ('V^^+0 From which the equivalent static load, P', is obtained, and the strain can then be computed in the ordinary manner. The uniformly distributed static load, equivalent to the faUing weight, can be obtained in the following manner : — Let W'^ equivalent uniformly distributed load. W = safe uniformly distributed load on beam, from the tables. D = deflecdon.in inches, under safe uniformly distributed load. / , / 5 Whm , Then. W'= 2 P I -f ^-^p^_ + I In applying these formulae P' and W will be in tons or pounds according as the weights are taken in tons or pounds. fe-— S 88 ^ THE PASSAIC ROLLING MILL COMPANY. 121 LINTELS. Lintels of steel shapes or of cast iron are employed to span openings in walls over doors and windows. It is generally neces- sary that the lintels should have a flat soffit. Where the load to be carried is small, steel channels, laid flat, furnish a very sat- isfactory lintel on moderate spans. The table on page 122 gives the safe uniformly distributed loads, in tons of 2,000 lbs., for Passaic steel channels used as lintels, by which the channel re- quired for any given span and load may be easily selected. Sometimes the load to be carried by a lintel consists of a uni- formly distributed load from the wall above and also the concen- tration from a floor joist which rests upon the wall at or near the center of the span. In such instances, the concentrated load must be multiplied by 2, the result being considered as an equiv- alent uniform load, which, added to the regular distributed load, may be taken as the equivalent total uniformly distributed load. Thus, if a lintel spanning an opening of 4 ft. is to carry a uni- formly distributed load of 2 tons and a concentrated load of 2 tons at the center of the span, the concentrated load multiplied by 2 and added to the distributed load gives 6 tons as the equivalent distributed load. By referring to the table, it will be found that 3- 15" X 50 lb. steel channel, which has a safe load of 6.28 tons, is required. Where the loads are considerable and the use of beam girders is not advisable, cast iron lintels are used. The table on page 123 gives the coefficients of strength, in tons of 2,000 lbs., for cast iron lintels, by which the safe uniformly distributed loads, in tons, for any given span may be found by dividing the coefficient given by the span in ft. Thus, if it is required to find the safe uniformly distributed load on a cast iron lintel, 12" wide, 10" deep and i" metal, on a span of 6 ft., by referring to the table, the coefficient of strength given for this lintel is 72.2 tons, which divided by the span gives the safe load as 12.03 tons. If a part of the load is concentrated, it must first be multiplied by 2, and the result considered as the equivalent uniform load. The proper lintel required for any given span and load may be found by multiplying the equivalent uniform load, in tons, by the span, in feet, the result being the coefficient required; then, by reference to the table, the lintel, having the required coef- ficient of strength, can be easily selected. Thus, if it is required to select a lintel carrying a 20" wall on a span of 8 ft. to sup- port a uniformly distributed load of 5 tons, and a concentrated load of 5 tons at the center, the method is as follows. The con- centrated load must first be reduced to an equivalent uniform load by multiplying it by 2, and added to the regular uniform load, giving 15 tons as the equivalent uniform load on the span which, multiplied by the span in feet, gives the coefficient re- quired as 120 tons. Then, referring to the table it will be found that a lintel, 20" wide, 10" deep and i" metal, which has a coefficient of 125.4 tons, will be required. ^' m a 122 THE PASSAIC ROLLING MILL COMPANY. SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR PASSAIC STEEL CHANNELS, IN TONS OF 2000 LBS., X.Jl A-J^. WEB HORIZONTAL. X.l. 4_2^ Safe loads given, include weight of channel. u d a si.- Is Span in feet. 1° 2 3 4 6 6 7 8 9 10 15 50 25.1 12.6 8.3716.28 5.02:4.18 3.59 3.14 2.79 2.51 .0028 15 40 22.4 11.2 7.47j5.60 4.483.733.20 2.80 2.49 2.24 .0030 15 33 16.3 8.20 5.434.08 3.262.712.33 2.04 1.81 1.63 .0032 12 12 35 27 15.0 12.9 7.50 6.45 5.00 4.30 3.75 3.23 3.002.50,2.14 1.88 1.61 1.67 1.43 1.50 .0032 .0035 2.58 2.15 1.84 1.29 12 20 8.97 4.49 2.99 2.24 1.79 1.50 1.28 1.12 1.00 .90 .0038 10 10 30 20 11.7 9.33 5.85 4.67 3.90 3.11 2.93 2.33 2.34 1.95 1.67 1.33 1.46 1.17 1.30 1.17 .93 .0034 .0039 1.871.56 1.04 10 9 9 15 6.66 3.33 2.22 1.67 1.33|1.11 .95 .83 .74 .67 .0041 21 16 8.21 7.25 4.11 3.63 2.74 2.42 2.05 1.81 1.64 1.45 1.371.17 1.03 .91 .81 .82 .78 .0040 .0044 1.211.04 .91 9 8 8 13 17 13 4.90 2.45 1.63 1.23 1.38 1.20 .98 .821 .70 .61 .54 .49 .0046 5.50 4.80 2.75|1.83 2.401.60 1.10 .96 .93 .79 .69 .60 .61 .53 .55 .48 .0046 .0051 .80 .69 8 7 10 i7 3.41 1.71 1.14 .85 .68 .57 .49 .43 .38 .34 .0053 7.04 3.522.35 1.76 1.41 1.17 1.01 .88 .78 .70 .0047 7 13 6.30 3.152.10 1.56 1.26 1.05 .90 .79 .70 .63 .0052 7 9 2.94 1.47 .98 .74 .59 .49 .42 .37 .33 .29 .0056 6 20 8.91 4.462.97 2.23 1.78 1.49 1.27 1.11 .99 .89 .0047 6 17 7.84 3.922.61 1.96 1.57 1.31 1.12 .98 .87 .78 .0051 6 6 12 8 4.80 2.67 2.40,1.60 1.20 .67 .96 .53 .80 .69 .38 .60 .33 .53 .30 .48 .27 0054 .0058 1.34 .89 .45 5 12 3.89 1.95 1.30 .97 .78 .65 .56 .49 .43 .39 .0055 5 5 4 9 6 10 3.20 1.71 1.60 .86 1.07 .57 .80 .43 .64 .53 .29 .46 .24 .40 .21 .36 .19 .32 .17 .0062 .0068 .34 3.36 1.68 1.12 .84 .67 .56 .48 .42 .37 .34 .0059 4 8 2.88 1.44 .96 .72 .58 .48 .41 .36 .32 .29 .0065 4 5 1.39 .70 .46 .35 .28 .23 .20 .17 .15 .14 .0073 Safe loads, uniformly distributed, in tons of 2,000 lbs., for intermediate spans can be obtained by dividing the Coefficient of Strength by the span, in feet Deflection, in inches, under tabular load, can be obtained by multi- plying the Deflection Coefficient by the square of the span, in feet. & • 8i r 88 THE PASSAIC ROLLING MILL COMPANY. 123 COEFFICIENTS OF STEENGTH FOE CAST lEON LINTELS, | IN TONS OF 2000 LBS. 1 TJC ^ — n - DEPTH 1 DEPTH 1 u ^ 1 1 |< — WIDTH — H f^- 1 1*^ — WIDTH *i SINGLE WEB LINTEL. DOUBLE WEB LINTEL. Width of flange, Ins. Depth of lintel, Ins. Thickness of metal, in inches. No. of Webs. f i 1 li li 28 6 59.5 64.9 69.8 74.6 77.8 2 // 8 95.5 106.2 115.0 123.0 1.30.5 2 u 10 140.5 150.5 164.8 176.2 192.0 2 II 12 171.4 196.5 216.1 236.3 256.7 2 II 16 235.8 272.5 307.4 342.0 375.0 2 2 24 6 52.8 57.4 62.6 66.6 70.0 // 8 83.4 93.4 102.4 109.6 117.0 2 // 10 116.0 130.4 144.4 156.2 167.6 2 // 12 150.4 168.6 189.6 207.0 223.0 2 // 16 225.0 257.0 286.0 316.5 345.0 2 20 6 47.2 51.4 55.1 58.5 62.0 2 // 8 72.6 84.7 89.5 96.0 102.5 2 // 10 100.5 113.2 125.4 136.0 146.8 2 // 12 122.6 141.8 158.0 174.7 189.5 2 // 16 196.4 224.7 251.4 277.2 301.5 2 16 6 33.0 35.1 37.7 40.3 41.8 // 8 52.1 57.7 62.8 67.2 71.6 // 10 72.2 81.2 89.6 96.8 104.0 /•/ 12 92.4 106.1 117.5 128.8 138.8 // 16 139.4 159.0 177.8 196.0 214.0 12 6 26.4 28.7 31.3 33.3 35.0 // 8 41.7 46.7 51.2 54.8 . 58.5 // 10 58.0 65.2 72.2 78.1 83.8 // 12 75.2 84.3 94.8 103.5 111.5 8 6 19.7 21.7 23.4 24.9 26.4 // 8 30.6 34.4 37.7 40.7 43.3 // 10 42.6 48.1 53.0 57.8 62.9 // 12 55.4 62.4 70.0 76.7 83.5 Co squai may efficient ■e inch. be foun s are calcul The safe ur i by dividir ited for a m liformly dist ig the coeffi aximum ter ributed loac cient, as ab isile strain , in tons, fo ove, by the of 3,ooo Ibj r any given span in fee .. per span t. $8. ■88 18 88 124 THE PASSAIC ROLLING MILL COMPANY. COLUMNS. Columns of steel shapes riveted together are largely used in the construction of buildings. Several types of built columns are shown on page 38. The columns generally used in build- ing construction are the Plate and Angle columns, Figs. 2 and 3 ; the Plate and Channel columns, Figs. 8 and 9 ; and the Z-Bar columns, Figs, il and 12. Where these do not furnish sufficient section for carrying the loads, the column shown in Fig. 5 can be advantageously used and made large enough for very heavy loads by increasing the thickness of the material. The manner of connecting the segments of the columns together, and the mode of attaching beams and gir- ders is illustrated on page 39. Abutting segments of col- umns should be thoroughly connected in a manner to preserve the continuity of strength, thus adding to the stifKhess of the steel frame work. The strength of a column depends upon its shape and length. Long columns have less strength than shorter col- umns of the same size for the reason that they are liable to fail by lateral flexure, and of two columns having the same area and length, the one in which the material is placed at a greater distance from the center will develop greater strength. If all the material in the cross section were concentrated at a dis- tance from the neutral axis equal to the radius of gyration, the resistance to flexure would be the same as for the mate- rial distributed over the cross section. Formulae for the strength of columns therefore take into consideration the length of the column and the radius of gyration of the section. The manner of securing the ends of the columns also has an appreciable effect upon their strength. Columns fixed so firmly at the ends that they are liable to fail in the body of the column before rupturing their end connections develop greater strength than columns connected by means of pins through the ends. Columns with square ends develop less ultimate strength than if the ends are firmly fixed, but greater than if the ends are pin connected. Medium steel columns develop practically a uniform strength for all lengths up to 50 radii of 88 ^ ^ ■• 88 THE PASSAIC ROLLING MILL COMPANY. 125 gyration, and soft steel columns develop practically a uniform strength for all lengths up to 30 radii of gyration, the ulti- mate for both grades of steel being about 48,000 lbs. per sq. in., up to the lengths indicated. The following straight-line formulse represent very closely the ultimate strength, in lbs. per sq. in., of columns whose lengths are between 50 and 150 radii of gyration, Medium Steel. Soft Steel. Fixed Ends, 60,000 — 210 — 54,000 — 185 — r r Square Ends, 60,000 — 230 — 54,000 — 200 — r r Pin Ends, 60,000 — 260 -L 54,000 — 225 — r r where /= length of column, and r = least radius of gyra- tion, both in inches. Columns used in building construction may be considered as having square ends, as pin connections are seldom used ; and as it is usual to allow a factor of safety of 4 for such columns, the following formulse may, therefore, be taken as giving the allowable strain, in lbs. per sq. in., on square ended columns for building construction. S 12,000 for lengths up to 50 radii of gyration. 15.000 - 57i- for lengths over 50 radii, r ( 12,000 for lengths up to 30 radii of gyration. Soft Steel j jg^gQQ _ gQ _[_ f^j. lej^gths over 30 radii. V r No column should be used having a length greater than 150 radii of gyration, or whose length exceeds 45 times the least dimension of the column. The following tables of safe loads on steel columns have been calculated from the foregoing formulas. The tables for the safe loads on Angle and I Beam columns have been cal- culated for soft steel. The tables of safe loads for Plate and Angle columns, Channel and Plate columns and Z Bar col- umns have been calculated for medium steel, that being the grade of steel advisable to use for such columns, g? 88 58 85 126 THE PASSAIC ROLLING MILL COMPANY. The weights given for the various columns do not include rivets or connections of any kind. Rivets should be spaced not exceeding 3" centers at the ends of a column for a distance equal to twice the width of the column. The distance be- tween centers of rivets, in the line of strain, should not exceed 16 times the least thickness of metal of the parts joined; and the distance between rivets, at right angles to the line of strain, should not exceed 32 times the least thickness of metal. The table on page 128 gives the ultimate strength of wrought iron columns calculated from Gordon's formulae. This table may be of use in determining the safety of existing structures of wrought iron. Steel columns are now exclu- sively used instead of wrought iron, because of their superi- ority of strength without increased cost. Cast iron columns are sometimes used in buildings of mod- erate height, but their use is not to be recommended for build- ings where the iron framework must be rigid and afford suf- ficient lateral stability. The manner in which cast iron col- umns are connected together, and the mode of attaching beams and girders to them does not permit obtaining suffi- cient rigidity for such buildings. Cast iron columns have more or less internal strains due to the unequal cooling of the metal in the moulds, which makes it necessary to employ a large factor of safety. No cast iron column should be used in a building with a factor of safety less than 8. Particular attention should be paid to the designing of the cast iron brackets for supporting the beams and girders, in order that they may not be subjected to large internal strains making them liable to break off under a sudden shock. The tables on pages 170-172, inclusive, furnish an easy method of determin- ing the safe loads on round and square cast iron columns. Where the loads are eccentrically applied, producing bending strains in the columns, cast iron columns are inadmissible because of their inability to resist such strains. The safe loads given in the tables are calculated for concen- tric loading, /, e., the center of gravity of the load being coin- cident with the center of gravity of the column. Where this is not the case, the load being greater on one side of the column than on the other, or the entire load being applied on one side only of the column, the effect of the eccentricity must be in- 88 -. S? 58 ^ ^ -8S THE PASSAIC ROLLING MILL COMPANY. 127 vestigated. If the unbalanced load, in lbs., is multiplied by the distance of its point of application from the center of the column, in inches, the result is the bending moment in inch lbs., which, being divided by the section modulus of the col- umn, gives the strain per sq. in. on the extreme fiber pro- duced by the bending. The load on the column produces a uniform compressive strain on the entire cross section to which must be added the bending strain, the sum being the maximum strain on the extreme fiber. Where the loads are very eccentrically apphed, the bending effect is very consider- able and must never be neglected. If the maximum fiber strain, due to direct compression and bending, exceeds the allowable strains persq. in. on the column by more than 2$%, the section of the column should be increased. Thus if the allowable strain on a column from direct load is io,ooo lbs. per sq. in., the combined bending and compression should not exceed 12,500 lbs. per sq. in. Tables are given of the properties of all columns, for which safe loads are calculated, by means of which the effects of ec- centric loading are easily calculated. EXAMPLE. A 12" channel column, 16 ft. long, consisting of two 12" X 20 lb. channels and two 14" X f" plates sustains a total load of 100 tons of which40 tons are unbalanced by opposing loads. Find the fiber strain, the point of application of the eccentric load being 6f " from the center of the column, producing bend- ing around the axis XX. Referring to the table of Properties of Channel Columns, on page 137, the area of the column is found to be 22.3 sq. ins., and its Section Modulus around the axis XX is found to be 102. The calculation then is as follows : Bending moment = 80,000 X 6f ' = 510,000 in. lbs. Strain due to bending, lbs. per sq. in. 510,000 -f- Section modulus (=102) = 5,000 Strain due to direct compression, 200,000^ Area (= 22.3) = 8,960 Maximum Fiber Strain, = 13,960 -S 2 8 128 THE PASSAIC ROLLING MILL COMPANY. ULTIMATE i STRENGTHS OF WEOUaHT IRON COLUMNS. For Fixed Ends For Square Ends. For Pin Ends. 40,000 1 40,000 40,000 l4- i^ + ^- 11 ^' 40,000>-= J. 30,000 r- 20,000^2 1 = length in inches. r = least radius of gyration in inches. Ratio of Length to Radius Ultimate Strength, lbs per sq. in. Ratio of Length to Diameter. ■LT -i-p JL ~i n of Gyration. Fixed Ends. Square Ends. Pin Ends. S\ J L ffi ■■• nr I ZBar Box Open Star r Column. Column. Column. Column. 30 39,100 38,800 38,300 9 10 12 7 35 38,800 38,400 37,700 10 12 ! 13 8 40 38,500 38,000 37,000 12 13 15 9 45 ' 38,100 37,500 36,300 13 15 17 10 50 37,700 36,900 35,600 15 17 i 19 11 55 37,200 36,300 34,800 16 18 1 21 12 60 36,700 35,700 33,900 18 20 ! 23 13 65 36,200 35,100 33,000 19 22 25 14 70 35,600 34,400 32,100 21 23 27 15 75 35,100 33,700 31,200 22 25 29 17 80 34,500 33,000 30,300 24 27 31 18 85 34,000 32,200 29,400 25 28 33 19 90 33,300 31,500 28,500 26 30 35 20 95 32,600 30,800 27,600 28 32 36 21 100 32,000 30,000 26,700 29 33 : 38 22 105 31,400 29,300 25,800 31 35 40 23 110 30,700 28,500 24,900 32 37 42 24 115 30,100 27,800 24,100 34 38 44 25 120 29,300 27,000 23,300 35 40 46 27 125 28,800 26,300 22,500 37 42 48 28 130 28,100 25,600 21,700 38 43 50 29 135 27,500 24,900 20,900 40 45 52 30 140 26,800 24,200 20,200 41 47 54 31 145 26,200 23,500 19,500 43 48 56 32 150 25,600 22,900 18,800 44 50 i 58 33 Foi safe quiesc ent loads, a s in buildin^ ^s, divide : above values by 4. 88 -88 ■88 THE PASSAIC ROLLING MILL COMPANY. 129 ULTIMATE STRENGTHS OF SOFT AND MEDIUM STEEL COLUMNS, Calculated from the following Formulae. SOFT STEEL. MEDIUM STEEL. Fixed Ends = 54,000 — 185 — r Fixed Ends = 60,000 - -210- Square Ends = 54,000 — 200 — r Square Ends = 60,000 - -23o4- Pin Ends = 54,000 - 225 1 r Pin Ends = 60,000 - -26ol I = length in inches. r = least radius of gyration in inches. Ratio of T il- A. Ultimate Strength, lbs. per sq. in. Length to 1 Radius of Soft Steel. Medium Steel. 1 Gyration, I Fixed Square Pin Fixed Square Pin r Ends. Ends. Ends. Ends. Ends. Ends. 30 48,500 48,000 47,300 35 47,500 47,000 46,100 40 46,600 46,000 45,000 45 45,700 45,000 43,900 50 44,800 44,000 42,800 49,500 48,500 47,000 55 43,800 43,000 41,600 48,500 47,400 45,700 60 42,900 42,000 40,500 47,400 46,200 44,400 65 42,000 41,000 39,400 46,400 45,100 43,100 70 41,100 40,000 38,300 45,300 43,900 41,800 75 40,100 39,000 37,100 44,300 42,800 40,500 80 39,200 38,000 36,000 43,200 41,600 39,200 85 38,300 37,000 34,900 42,200 40,500 37,900 90 37,400 36,000 33,800 41,100 39,300 36,600 95 36,400 35,000 32,600 40,100 38,200 35,300 100 35,500 34,000 31,500 39,000 37,000 34,000 105 34,600 33,000 30,400 38,000 35,900 32,700 110 33,700 32,000 29,300 36,900 34,700 31,400 115 32,700 31,000 28,100 35,900 33,600 30,100 120 31,800 30,000 27,000 34,800 32,400 28,800 125 30,900 29,000 25,900 1 33,800 31,300 27,500 130 30,000 28,000 24,800 32,700 30,100 26,200 135 29,000 27,000 23,600 31,700 29,000 24,900 140 28,100 26,000 22,500 30,600 27,800 23,600 145 27,200 25,000 21,400 29,600 26,700 22,300 150 26,300 24,000 20,300 28,500 25,500 21,000 For 2? safe quiesc ent loads, a ^ in buildings, divide ab ove values by 4. — ' 8S ^ _ -3j 130 THE PASSAIC ROLLING MILL COMPANY. EADII OF GYEATION FOE TWO ANGLES PLACED BACK TO BACK. .__1_^ ^-r3__. .._T3__, ( ) I J I I 1 Radii of Gyrati 'A EQUAL on given corresponc ) Po 1 C ^ ) LEGS. to directions of the arrow-heads. Size, inches. Thickness, inches. Radii of Gyration. To r, r. 1*3 6X6 6X6 3. 1.87 1.88 2.64 2.49 2.83 2.66 2.92 2.75 5X5 5X5 3. 4 3. 1.55 1.56 2.20 2.09 2.38 2.27 2.48 2.36 4X4 4X4 4^ It) 1.24 1.83 2.03 1.24 1 1.67 1.85 2.12 1.94 3i X 3|- 3i- X 31 1.04 1.51 1.70 1.08 1.46 1.65 1.81 1.74 3X3 3X3 f 4 .94 1.40 .93 1.25 1.59 1.43 1.69 1.53 2-^ X 2^ 2-1- X 2i 1 4 .76 .77 1.12 1.05 1.31 1.25 1.42 1.34 2i- X 2i 2iX2i i -h .70 1.05 .69 .94 1.25 1.12 1.35 1.22 2X2 2X2 1% .62 .62 .95 .84 1.15 1.03 1.26 1.13 ■ ?8 ■88 THE PASSAIC ROLLING MILL COMPANY. 131 EADII OF aYRATION FOR TWO ANGLES PLACED BACK TO BACK, LONG LEG VERTICAL. 1-1 .Ti^ .' i 1 .^ } I ; •J UNEQUAL LEGS. | Radii of Gyration given correspond to directions of the arrow-heads. Size, inches. Thickness, inches. Radii of Gyration. To r. r^ Ta 6X4 6X4 i 1.95 1.93 1.68 1.50 1.87 1.67 1.97 1.76 5X3^ 5X3^ 5X3 5X3 a 4 a « a 4 5 TIT 1.59 1.60 1.62 1.61 1.44 1.34 1.23 1.09 1.63 1.51 1.42 1.26 1.73 1.61 1.52 1.36 4.L X 3 4^X3 TIT 1.43 1.25 1.45 i 1.13 1.44 1.31 1.55 1.40 4X3i 4X3^ 4X3 4X3 5 8 • 1.24 1.26 1.23 1.27 1.53 1.41 1.20 1.17 1.72 1.58 1.39 1.35 1.83 1.69 1.50 1.45 3.VX3 3^X3 3.V X 2^ 3^X2^ 1.06 1.10 1.10 1.12 1.27 1.21 1.04 .96 1.46 1.39 1.23 1.17 1.56 1.49 1.34 1.24 3X2^ 3X2^ 3X2 3X2 9 TB" 4 1 4 .93 .95 .92 .96 1.07 1.00 .80 .7o 1.27 1.18 1.00 .93 1.37 1.28 1.10 1.04 21- X n 2-1: Xll- iS-^ — ^ L 5 1% .70 .72 .60 .57 .79 .75 .91 .86 -— S8 S8 88 132 THE . PASSAIC ROLLING MILL COMPANY. RADII OF aYEATION FOR TWO ANGLES PLACED BACK TO BACK, SHORT LEG VERTICAL. ^Jl-. *2 1*5 K^ ^ "^ P < ^ = P 'A Ya UNEQUAL LEGS. Radii of Gyration given correspond to direction of the arrow-heads. Size, inches. Thickness, inches. Radii of Gyration. To 1 r. ^2 Ta 6X4 6X4 i 1.19 2.94 1.17 I 2.74 3.13 2.92 3.23 3.02 5X3i 5X3i 5X3 5X3 f f 1^ 1.01 1.02 .86 .85 2.39 2.27 2.50 2.33 2.58 2.45 2.69 2.51 2.68 2.55 2.79 2.61 4iX3 4iX3 3. 4 .86 .87 2.18 2.06 2.38 2.25 2.46 2.33 4X3i 4X3i 4X3 4X3 8 1% 1.05 1.07 .83 .89 1.85 1.73 1.84 1.79 2.04 1.91 2.03 1.97 2.14 2.00 2.13 2.07 3iX3 Six 3 SiX2i 3iX2i 8 .87 .90 .72 .74 1.57 1.53 1.66 1.58 1.76 1.71 1.85 1.76 1.87 1.81 1.95 1.86 SX2i SX2i 3X2 3X2 28^ 9 4 .73 .75 .55 .57 1.40 1.32 1.42 1.39 1.59 1.49 1.62 1.57 1.69 1.60 1.72 1.68 si 88 8? THE PASSAIC ROLLING MILL COMPANY. 133 PROPERTIES OF PASSAIC STEEL PLATE AND ANGLE COLUMNS. X * X i ij; 'zjl .11 Axis XX. Axis YY. Width of PI Inches. Size of Ang Inches. ' i^ S c y ^ o 1 §1 flj o o s % 1% OJ O o c • .5 t^.c 6 L,^ J. 4 6.74 22.9! 36.3 12.09 2.32 10.4 3.321.24 // 1 ^ A 8.52 29.0 44.6 14.87 2.29 13.6 4.24!l.26 u X T^ 11.71 39.8 59.0 19.68 2.25 21.1 6.421.34 // 1 ^ i 13.00 44.2 64.61 21.53 2.23 24.7 7.60il.38 7 i ^ 4 7.51 25.5 58.3 16.65 2.78 16.1 4.43 1.46 : ix A 9.43 32.1 71.9 20.55 2.76 20.8 5.59 1.49 -,^ 12.98 44.1 95.8 27.38 2.72 30.8 8.15 1.54 // ' ro i 14.50 49.3 105.1 30.02 2.69 36.3 9.69 1.58 8 ! 1% 10.86 36.9 107.5 26.88 3.14 30.3 7.30 1.67 " 1 CO 3. 8 13.12 44.6 128.5 32.13 3.13 37.4 8.79 1.69 " 1^ T^ 14.98 50.9 144.61 36.15 3.11 44.4 10.54 1.72 f 17.24 58.6 163. 5[ 40.88 3.08 53.1 12.29 1.75 " 1% 19.50 66.3 182.9! 45.73 3.06 61.9 14.04 1.78 II X 20.92 71.1 193.5 48.38 3.04 69.1 16.04 1.82 9 T^ 11.81 40.1 154.2 34.26 3.62 42.6 9.15 1.90 " M 8 14.22 48.3 183.5! 40.78 3.59 52.9 11.131.93 1 // y 1^ 16.30 55.5 207.5 46.12 3.57 63.1 13.37 1.97 // Hm i 18.74 63.7 235.9 52.44 3.55 75.3 15.64 2.01 // tT iHt 21.18 72.0 263.0 "58.44 3.52 87.9 17.90 2.04 // f 22.83 77.6 279.1 62.24 3.50 99.0 20.572.08 10 ■h 12.73 43.3 211.8 42.36 4.08 57.6 11.162.13 // f 15.35 52.2 252.7 50.54 4.06 71.9 13.682.17 " ^ T^ 17.62 59.9 286. 4i 57.28 4.03 85.9,16.462.21 1 II /\ i 20.24 68.8 326.0 65.20 4.01 102.2 19.2212.25 II iHr 22.35 76.0 355.7 71.14 4.00 118.1 22.36 2.29 II 1 24.97 84.9 392.3 78.46 3.97 136.6 25.43 2.34 12 « 18.94 64.4 443.6 73.37 4.85 119.6 19.342.51 // -1^ 22.17 75.4 513.6 85.60 4.81 144.5 23.03 2.55 // •Tj' i 25.44 86.5 584.5 97.42 4.80 171.8 26.96 2.60 * 1 X A 28.67 97.5 651.0108.5 4.77 199.7 30.912.64 // : ZO fr 30.94 104.9 693.4115.6 4.75 223.4 35.392.69 II ! H 34.17 116.2 760.1126.8 4.72 255.7 39.88 2.73 1 // f 137.44 ♦5— ~ ' 127.3 825.3137.6 4.70 | 288.7 44.44 2.78 1 88 8- — « 134 THE PASSAIC ROLLING MILL COMPANY. PROPERTIES OF PASSAIC STEEL PLATE AND AN OLE C( )LUMNS. ■^1 r ^ %i A ^ '— o— Y «*H tT 1- '" Axis XX. Axis YY. ° 6 O 4) t/: rt in i1 <4-l 1 v.-, COt-H o 1) t- §.3 ■Z 3 o c . t/).2 u O §1 o c . 4) O a u U"0 4) o ■■si'? V O .V 41.44 140.9 1129174.0 5.22 366.1 56.32'2.98 1 9 43.07 146.5 1199182.6 5.27 389.0 59.84j3.00 5 8 44.69 152.0 1269192.0 5.33 411.8 63.363.04 5 ■- "u i^^ 46.32 157.5 1340 200.3 5.38 434.7 66.88 3.07 Xx^^ f 47.94 163.0 1415 209.8 5.44 457.6 70.40 3.10 if 49.57 168.5 1492 219.3 5.49 480.5 73.92 3.12 ^?^!2 i 51. 191 174.0 1563227.2 5.52 503. 4i 77.44 3.14 14- T6 52.82179.6 1642 237.0 5.59 526.21 81.0013. 16 s 6" : Plate Plate; 1 54.44 185.1 1723 246.0 5.64 549.1 84.48 3.18 ll\ 56.07 190.6 1803 256.1 5.68 572.0 88.00 3.20 Angle [ Web Cover li 57.69 196.2 1884 264.9 5.72 594.9 91.52 3.22 59.321201.7 60.94|207.2 1965 274 . 3 2050 283.2 5.75 5.80 617.8 640.6 95.04 3.23 98.563.25 lA 62.571212.8 2143 292.7 5.85 663.5102.1 3.26 If 64.19 218.3 2224 301.8 5.88 686.4105.6 3.27 iiV 65.82 223.8 2311311.2 5.93 709.3:109.1 3.29 H 67.44 229.3 2406 321.3 264.1 5.98 732.2 112.6 3.30 i 53.94 183.2 1981 6.05 569.5 75.93 3.25 3 Iff 55.82189.8 2088 276.2 6.12 604.6 80.613.30 f 57.69196.1 2195 288.3 6.17 639.8 85.30 3.33 - -^ <i3 H 59.57 202.6 2304 299.8 6.22 674.9 89.98i3.37 '^^^■t:^ 1 61.44 208.8 2417312.8 6.28 710.1 94. 6613.40 Xx^^ ii 63.32 215.3 2533 325.3 6.32 745.2 99.363.44 ^in^ X 65.19 221.6 2645 336.2 6.36 780.4 104.0 3.46 If 67.07 228.1 2765 349.4 6.41 815.5108.7 3.49 s6" : Plate Plate! 1 68.94 70.82 234.4 2885 361.4 6.48 850.7113.4 3.52 ll^ 240 8 3004 373.2 6 51 885.9|118.1 3.54 -^.-o h li 72.69 247.1 3131386.1 6.57 921.0122.8 3.56 Ans . We Cove 1-1% 74.57 253.6 3251398.4 6.61 956.2127.5 3.58 M 76.44 259.9 3383 409.7 6.66 991.3,132.2 3.60 ^^<>i ll% 78.32 266.3 3510 421.6 6.70 1026.5136.9 3.62 If 80.19 272.6 3635 437.3 6.74 1061.6141.5 3.64 Ifff 82. 07| 279.1 3770 448.2 6.79 1096.8146.2 3.66 28 H 83.941 285. 4 3903 459.9 6.83 1132.0150.9 3.68gj 82" THE PASSAIC ROLLING MILL COMPANY. 135 PROPERTIES OF PASSAIC STEEL CHANNEL COLUMNS. .^^' -■ ^ (^ X — -p-x 1 d 1 m '^ — ^ r^ c _o p. a 'Si V Q o en 4-1 1^ t^ "oS? O V o u OJ 3 t. a- Axis XX. Axis YY. O V o o V u §.3 •13 3 OX) <U o 11.7 12.6 rt >> 3 6 8 1 4 i. 4 8.70 9.88 64.0 19.9 2.72 2.62 46.7 50.3 2.31 10 68.1 21.0 2.27 5 // 5 10.88 78.2 23.6 2.68 56.0 14.0 2.27 // t a 8 11.88 12.96 90.1 26.6 59.2 2.75 2.75 61.0 71.8 15.3 18.0 2.27 12 98.9 2.35 // •tV 13.96 110. 32.0 2.81 77.2 19.3 2.35 3s // i ^ 14.96 16.72 122. 34.9 36.4 2.86 2.76 82.5 86.9 20.6 2.35 15 127. 21.7 2.28 // 17.72 138. 39.3 2.81 92.2 23.1 2.28 5 "^ // 5 8 18.72 19.70 152. 42.1 44.4 2.86 2.86 97.6 111. 24.4 2.28 17 5 8 161. 27.8 2.38 to 5 O // H 20.70 174. 47.2 2.90 116. 29.1 2.37 Ul // 3. 4 21.70 188. 50.2 2.94 122. 30.4 2.37 C // if 22.70 203. 53.1 2.98 127. 31.8 2.37 // 7 8 23.70 217. 56.0 3.02 132. 33.1 2.36 CJ // 15 24.70 233. 59.0 3.06 138. 34.4 2.36 7 1 25.70 248. 62.1 3.10 143. 35.8 2.36 9 JL 4 9.72 97.1 25.9 3.16 71.4 15.8 2.71 > // 10.85 13.23 113. 29.7 3.23 3.13 79.0 100. 17.6 22.3 2.70 13 129. 34.1 2.75 u // 8 14.35 146. 37.8 3.20 108. 24.0 2.74 // l^T 15.48 163. 41.6 3.26 115. 25.7 2.73 eep an " wide // 16.60 18.95 181. 45.4 47.8 3.33 3.17 123. 133. 27.4 29.6 2.72 17 191. 2.66 // o "fff 20.08 209. 51.5 3.23 141. 31.4 2.66 St-ii // f 21.20 228. 55.3 3.28 149. 33.1 2.65 CJ a> 0< // H 22.33 247. 59.1 3.33 156. 34. 712.65 f-§ // f 23.45 267. 63.0 3.38 163. 36. 42. 64 // If 24.58 288. 66.8 3.43 171. 38.li2.64 C^ // ^ 25.70 309. 70.7 3.47 179. 39.8 2.64 // H 26.831331. '74.7 3.51 187. 41.5 2.64 $s // 1 27.95' 354. 78.6 3.56 194. 43.1 2.64^ 88 88 136 THE PASSAIC ROLLING MILL COMPANY. PROPERTIES OF PASSAIC STEEL CHANNEL COLUMNS. \y| 1 r X — •-f- X d- 1 k \} 1 or* l.r^ '-oi is ■3 JS Axis XX. Axis YY. c '35 Q O C u ^ c « U5 JH u5 <H-. O « O ° 5 « IT. • — 4) = re4= ■-St-" o . ^ cS C"J5 c i£ o c . ■S-3 Sfl 10 4 11.0 141 33.3 3.58 107 21.5 3.12 "5. II 5 TB" 12.3 164 38.1 3.66 118 23.6; 3.09 13 1^ 13.9 179 41.6 3.59 136 27.3 3.14 s > II 5. 8 15.1 203 46.3 3.66 147 29.3 3.12 II T,^ 16.4 227 51.2 3.73 157 31.4 3.10 nel Coll ep and 2 " wide. II i 17.6 252 56.1 3.79 167 33.5 1 3.08 17 2 20.0 265 58.7 3.64 184 36.8 3.04 // 9 21.2 290 63.8 3.70 194 39.0 I 3.03 fi-SS II 8 22.5 317 68.2 3.76 205 40.9 3.02 u2 -- 15 II H 23.7 344 73.3 3.81 215 43.01 3.02 II 3. 4 25.0 372 78.2 3.86 225 45.2 1 3.02 QOg II \% 26.2 400 83.1 3.91 236 47.2 i 3.00 -g II \ 27.5 430 88.3 3.96 246 49.3 2.99 (M II 15 28.7 459 93.1 4.00 257 51.4 2.99 II 1 30.0 490 98.2 4.04 267 53.4 2.99 13 -1^ 14.5 240 49.8 4.07 167 30.4 3.40 // f 15.9 272 55.7 4.14 181 32.9 3.38 16 1 17.7 295 60.5 4.09 208 37.8 3.43 II 1^ 19.0 329 66.7 4.16 222 40.3 3.41 II \ 20.4 364 72.8 4.23 236 42.9 3.41 21 \ 23.4 383 76.6 4.05 259 47.0 3.33 ,3 S 61 II 9 lU 24.8 417 82.5 4.11 273 49.5 3.32 II ^ 26.1 453 88.3 4.16 287 52.1 3.31 (U n-l II 1-^ 27.5 489 94.0 4.21 300 54.6 3.30 S c II a. 4 28.9 528 100 4.27 314 57.0 3.30 rt Q^ II 1^ 30.3 566 106 4.33 328 59.6 3.29 u^ II ^ 31.6 604 113 4.38 342 62.2 3.29 >^5j II \% 33.0 648 119 4.43 356 64.8 3.28 <fl II 1 34.4 686 125 4.47 370 67.3 3.28 c II V^ 35.8 726 131 4.50 383 69.6 3.27 re II H 37.1 771 137 4.55 397 72.2 3.27 o II 1t^ 38.5 816 144 4.60 411 74.8 3.27 8 II H 39.9 859 149 4.64 425 77.3 3.27 1 8§ ^ — 8S THE PASSAIC ROLLING M I L L COMPANY. 137 PROPERTIES OF PASSAIC STEEL CHANNEL COLUMNS. | ■1 ^ 1 (d X- --}— — -x 1 k 'y ^ tea •— 0 "~ - u t. S I, in u u a ^ o « 0(J V o tj a Axis XX. Axis YY. Mom. Section Rad. of Moment Section Rad. of U •" ^"^« Sw- rt .S.X'". of Modu- Gyr., of Modu- Gyr., U£ H°5: ^-^ Inertia. lus. inches. Inertia. lus. inches. 15 fff 16.3 336 63.2 4.49 227 37.9 3.69 V IT /? 3. 18.2 377 70.2 4.55 245 40.9 3.67 20 20.8 412 77.0 4.46 286 47.7 3.71 // 1^ 22.3 457 84.0 4.53 304 50.7 3.69 // * 23.8 502 91.5 4.60 322 53.7 3.68 25 i 26.7 526 95.8 4.45 348 58.0 3.61 5 "a. // 9 IT 28.2 572 103 4.51 366 61.1 3.61 1 Col cover // 5. 8 29.7 619 110 4.56 384 64.0 3.60 30 f 32.6 643 114 4.44 408 68.0 3.54 c "^ /' 1^ 34.1 691 122 4.50 426 71.0 3.53 '/ 3. •i 35.6 740 129 4.56 444 74.0 3.53 n-^ // It 37.1 790 136 4.62 462 77.0 3.53 // 7 (< 38.6 841 144 4.68 480 80.0 3.53 s:. // 15 it 40.1 893 150 4.73 498 83.0 3.52 s // 1 41.6 949 158 4.78 516 86.0 3.52 nj // H 44.6 1059 172 4.87 552 92.0 3.52 u // li 47.6 1173 188 4.97 588 98.0 3.51 // If 50.6 1292 203 5.05 624 104 3.51 // U 53.6 1416 217 5.14 660 110 3.51 20 f 22.3 650 102 5.40 429 61.3 i4.39| u i^T 24.1 724 112 5.48 457 65.3 4.36 25 iV 27.1 760 118 5.30 505 72.1 4.31 — I/) // i 28.8 833 128 5.38 534 76.3 4.31 30 i 31.6 891 137 5.32 600 85.7 4.36 S rt // 9 33.4 964 147 5.37 628 89.7 4.34 ,3 t^ O I- // 5. 35.1 1043 157 5.45 657 93.9 4.33 0^ // H 36.9 1118 168 5.51 686 98.0 4.31 // f 38.6(1198 178 5.57 714 102 4.30 35 f 41.6 1234 183 5.44 753 108 4.25 5 w // It 43.4 1316 193 5.50 782 112 4.25 ,-^T3 // 71 45.1 1396 204 5.56 810 116 4.24 "^J '"' // It 46.9 1482 214 5.63 840 120 4.24 r- 1 i« // 1 48.6 1565 224 5.68 867 124 4.22 C // u 52.1 1742 245 5.79 925 132 4.21 // H 55.6 1922 266 5.90 981 140 4.21 (M // 11 59.1 2105 287 5.98 1039 148 4.19 s« // H 62.6 2302 308 6.08 1096 157 4.19^ ^ 8S 1 138 THE PASSAIC ROLLING MILL COMPANY. PEOPEETIES OF PASSAIC STEEL CHANNEL COLUMNS, | HEAVY SECTION. •^ ^ ) ! c p ) X-'- c n"c — X A ' 1 ^ 'Y 'r. cfl u5 Axis XX. Axis YY. c _o c bJO •s Q (/5 rt 1/5 -Sit U ■J3 43 O 'J 49.1 1 o «-^ 831 §^ •S 3 01 o 145 f<0 o <L> O 87 .2 •?-£= Ul 1 167.0 4.11 522 3.26 S^Sil It 172.1 50.6 881 152 4.18 540 90 3.27 i?x 7 8 177.2 .52.1 932 159 4.23 558 93 3.27 S>5> It 182.3 53.6 i 985 166 4.30 576 96 3.28 1 187.4 55.1:1039 173 4.35 594 99 3.28 c^5 u 197.6 58.111149 188 4.45 630 105 3.29 -CXI J3 u 207.8 61.1 1264 203 4.55 666 111 3.30 ^o^ If 218.0 64.1 1384 218 4.65 702 117 3.31 >X^ H 228.2 67.1 1507 233 4.75 738 123 3.31 If 238.4 70.1 1637 247 4.84 774 129 3.32 i| 248.6 73.1 1766 263 4.92 810 135 3.33 1^- 258.8 76.1 1910 279 5.00 846 141 3.33 2 269.0 79.1 2057 293 5.10 882 147 3.34 |o!3 SI- 279.2 82.1 2208 311 5.19 918 153 3.34 (M SI 289.4 85.1 2361 326 5.27 954 159 3.34 U) f 197.6 58.1 1402 208 4.91 927 132 3.99 n 203.5 59.9 1478 217 4.97 956 136 3.99 i'^x 1- 209.4 61.6 1563 228 5.05 985 141 4.00 if 215.4 63.4 1646 237 5.10 1013 145 4.00 r— 1 U fl 1 221.3 65.1 1729 247 5.15 1041 149 4.00 DO) 11 233.3 68.6 1907 268 5.28 1099 157 4.00 xi'5' 11 245.1 72.1 2090 288 5.38 1156 165 4.01 If 257.0 75.6 2272 309 5.49 1213 173 4.01 ^x« 4) 5 T3 li 269.0 79.1 2466 329 5.59 1271 181 4.01 If 280.8 82.6 2665 349 5.69 1328 189 4.02 If 292.7 86.1 2876 371 5.78 1385 198 4.02 1^ 304.7 89.6 3081 391 5.86 1442 206 4.02 2 316.5 93.1 3313 415 5.97 1499 214 4.02 12" 14" 2i 328.4 96.6 3538 435 6.05 1557 222 4.02 21 340.4 100.1 3773 458 6.15 1614 ! 231 4.02 ^ ^ _ — \ \ \ \ 89 2 -8S THE PASSAIC ROLLING MILL COMPANY. 139 PROPERTIES OF PASSAIC STEEL Z BAR COLUMNS •y c '3) V 11 « C -IS Axis XX. Axis YY. o . — ui V o ° O Ji o . 1- O C . •I2-5 ^ 3. 8 21.4 287 46.5 3.67 337 46.5 3.97 B 4J a. -3 1^ 25.1 347 55.2 3.72 391 54.0 3.95 3 1) '5 i 28.8 409 64.1 3.77 445 61.3 3.92 5^ °° ^ 31.2 427 67.9 3.69 469 66.4 3.88 S-i £ S rt f 34.8 489 76.8 3.74 518 73.4 3.86 I'^U H 38.5 556 85.9 3.79 567 80.0 3.83 N N -S f 40.5 562 88.2 3.72 579 84.2 3.78 c< ^ ^ H 44.1 629 97.3 3.77 624 90.7 3.76 1—1 L X 47.7 j 700 106.6 3.82 664 96.5 3.73 r-" -h 15.8 149 29.0 3.08 197 30.1 3.54 2 a, ^3 f 19.0 186 35.5 3.13 235 35.8 3.52 3 T^ 22.3 225 42.0 3.17 272 42.1 3.50 'o " i s t- i 24.5 236 44.9 3.10 290 45.5 3.44 u 12 5 rt t^6- 27.7 275 51.5 3.16 324 50.8 3.42 i a 5 8 30.9 318 58.4 3.21 358 56.1 3.40 N N -S u 32.7 320 59.9 3.13 365 59.0 3.34 ,-*N ^ ^ f 35.8 363 66.8 3.18 393 63.5 3.32 1—1 if 39.0 411 74.3 3.25 428 69.2 3.30 i 11.3 68.7 i6.6 2.47 123 20.0 3.31 5 a .-2 5 14.2 89.8 21.3 2.52 152 24.6 3.28 ^ a ^ 3. 8 17.1 113 26.1 2.57 184 29.8 3.28 'o i^ 19.0 21.9 118 142 28.1 32.9 2.49 2.54 198 225 33.1 37.6 3.23 3.21 ^3 '"' rt 9 24.7 167 37.8 2.59 252 41.9 3.19 N N -g 5 8 26.3 167 38.8 2.52 258 44.3 3.13 ^ ^ 1 6 29.0 193 43.8 2.58 281 48.4 3.11 00 tH 3. 4 31.9 221 49.0 2.63 305 52.4 3.09 a u U 4;; 1 4 9.38 32.3 10.3 1.86 86.7 15.6 3.04 rt c -h 11.8 42.8 13.3 1.91 108 19.3 3.02 -S a Ss-g.-H 11 8 13.7 48.0 15.1 1.87 121 22.3 2.97 ^ o 12 ^ > iV 16.1 59.5 18.1 1.92 140 25.8 2.95 oU 2 17.8 63.6! 19.6 1.89 150 28.3 2.91 9 115' 20.1 76.0122.7 1.94 168 31.7 2.89 8 ' 8§ s ^ 140 THE PASSAIC ROLLING MILL COMPANY. PROPERTIES OF PASSAIC STEEL Z BAR COLUMNS. ] JZxf^ r ^' •1.2 o c t) o^ <U u G Axis XX. Axis YY. 1 Mom. Section Rad. of Moment Section Rad. of u'S 4) O ic'-S ^ li*". of Modu- Gyr., of Modu- Gyr., a V} o HO ^in ry Inertia. lus. inches. Inertia. lus. , inches. 4J i 8 "sEo 1014 150.0 4.46 750.5 107.2 3.84 i 5 "O X x = T^ 52.8 1094 160.7 4.55 779.2 111.3 1 3.84 ^ i 54.5 1180 171.6 4.65 808.0 115.4 3.85 9 56.3 1260 181.6 4.72 836.2 119.5 3.85 u —> f 58.0 1344 192.2 4.82 864.7 123.5 3.86 ii 59.8 1431 202.7 4.89 893.7 127.7 3.87 N f 61.5 1511 212.0 4.96 922.0 131.7 3.88 N > > It 63.3 1609 223.9 5.04 951.2 135.9 3.88 1 65.0 1701 234.5 5.11 979.5 139.9 3.88 3.83 H 66.9 1618 223.2 4.92 979.3 139.7 c ^«= ."2 f 68.7 1711 234.0 4.99 1007 143.8 3.84 S X X. -H 70.5 1805 244.8 5.06 1035 147.9 3.84 -3 = ^^ f 72.2 1901 255.7 5.13 1064 152.0 3.84 y HxOO" if 74.0 1999 266.5 5.20 1092 156.2 3.84 c3 >2-s^ 1 75.7 2098 277.5 5.26 1121 160.2 3.85 ^ "^^ ft i-iV 77.5 2198 288.3 5.32 1150 164.2 [3.85 li 79.2 2300 299.1 5.39 1178 168.2 13.85 1-1^ 81.0 2405 310.4 5.45 1207 172.5 13.86 <N li 82 7i 2510 321.3 5.51 1236 176.5 1 3.86 1 81.4 2298 303.8 5.31 1726 216.2 4.60 1t^6 83.4 2413 316.5 5.38 1769 221.6 4.60 H 85.4 2531 329.5 5.44 1811 226.8 4.60 1-1^ 87.4 2650 341.9 5.50 1854 232.2 4.60 li 89.4 2771 354.4 5.56 1897 237.6 4.60 l-^ff 91.4 2895 367.6 5.62 1939 242.9 4.60 . - ^ « If 93.4 3019 380.4 5.69 1982 248.2 4.60 g XX? 1t^ 95. 4S 3146 393.3 5.74 2025 253.6 4.60 r— 1 li 97.413275 406.3 5.80 2067 258.9 4.60 o 2,,x|S iT^ff 99.4 3406 419.2 5.86 2110 264.1 4.60 ^ ij « 1^ 101.4 3539 432.3 5.91 2153 269.4 4.61 ,^2 m 103.4 3674 445.5 5.96 2195 274.8 4.61 N 11 105.4; 3811 458.5 6.01 2238 280.1 4.61 r-l N^l lit 107.4 3951 471.8 6.06 2280 285.4 4.61 IJ 109.4 4092 485.0 6.12 2323 290.8 4.61 lit 111.4 4235 498.3 6.17 2366 296.2 4.61 2 113.4 4381 511.7 6.21 2409 301.4 4.61 2fff 115.4! 4528 524.9 6.26 2451 306.8 4.61 2i 117.4 4679 538.6 6.31 2494 312.2 4.61 2-1% 119.4 4831 552.1 6.36 2537 317.4 4.61 1 1 9X" 121.4 4985 565.3 6.41 2579 322.9 ±^ ■« THE PASSAIC ROLLING MILL COMPANY. 141 'I* r-l CO -o CO tH (?< -^ CO CO rH OO (?i 1-1 ?0 CO to '«1< 1> o CO i-H tH -^ CO lO o t^ "* T-i :o ic GO :o W GO CO CO CO (?i 00 l>^ 0) 00 (Nco Oi i^ 00 -^ t* CD 10 CO 1>1> O 00 tH lO (?* QOi-H Oi Oi-H COO COtH 1> C5 CO o iCOO COi-H wo ■<* tH CO tH iC' O 00 t-H CO W T-H c:>oc^o (M OiCO i> OiOiOiCi lO as -^ i> uO 00 CO 00 * CO 00 1> o dj O o b '^ c <n t« c 5 c yi § GO O C0 1> •^ -^ (^^ i> CO lO 1> CO 00 t> CO i>. * 00 oj Oi 1-H l>THCOC^|rHCOOCO 1> UO lo (>) Oi o CO (?< (M C<H>. C^ O CO 1-H 1-H CD(?* -^ ©J o (7< 1-H r>. -^ lO CO 00 -"^ 05 C5 1-H rH CO CO O lO 1> CO! iCC^ 1-H 00 CO o» lO CO O i> GO CO l>^ (?i Tf iC J> »o 1-H rM (?)t-H rf CO COrH J> CO -^ 00 00 t^ 1-H to Ci GO '^ (Ti ci CO 00 CO 1> T* rf Tj< CO -^ CO 1-H CO C<i <?* T-H lO CO 00 lO * 00 oi CO <M W CO 00^• l-H -^ OJ CO GO C^ CO l>^ CO OiG^ CO cri -^ T-I -^ rt-S c/j cr CO CO 1-H rH O CO tH CO O -^ t>. CO t^ S - P-c o o o o (M (M O O (/I u edx nix tH O GO C5 1-H -* Ci O CO S<1 CO (M CO ■* 1-H Ci lO -^ CO tH COtH (>i' o o o o 00 00 l>. 1> -t --^ v'tti <J N c C CO CO O lO xxxx CO CO lO lO •^ -^ CO CO xxxx CO ct o o o o CO CO to to 1-H 1-H CO r-t rH 00 00 l^ C^ tH to to o o ^^ ^^ ^^ '^ H-t -]■* «e "TS xxxx CO CO -l-N-l-N xxxx (7) 3^ 82- 142 THE PASSAIC ROLLING MILL COMPANY ■« 28- m m ft e3 a, P^ O ^ ^ o -w r CJ oo CO C^ "^ 00 iC ■^ GO o o t^ CO 1> CO 00 :o CO CO 00 CO (>i^ O Ci O^ CO Ci :oo< C5 '^ OO CO to lO to ^ OiO I Oi-H CO CO OiCO (?iQO 1-1 CO iC CO to (T) CO i-H lO c^ T-( CO ■^ r-l CO O^ l> 00 CO ■<# O 00 CO CO ■«* T-i (^^ th (7^ 3 f 1/5 n (>) CO 00 CO lOOi ooo oococo(^> 00 -^ CO CO 1> CO UO lO OiO CO o Oi CO lO c^ O CO lO o CO tH CO T— I CO O OiO lO Oi Oi c^ CO rH (?)| 1-H Oi -^ ■'t to CO c^ 0<> 1-H 00 -* i> CO CO<>i Ci CO Tf Ci Oi I-H Tf CO CO (7i CO T-i C^ to 1> 30 OJ O) CO -^ ■^ 00 CO 1-H ot^i to CO 00 -^ oi> Tf l>. C5 00 "^ CO 00 to "* 00 CO 1-i O5 00 00 CO CO l> O CO 1> rH CO 00 -^ to O "^ CO to CO i> CO -^ 1> CO -^ to o o CO rH GO 1-H GO T-H to ■^ rH rH Oi i> CO CO G5 ^3 CO 1— I OJ 00 CO CO COi-H rH 00 1> CO Ci T-H CO CO 00 1> CO Oi !> CO 1> CO -^ rH CO ■^ CO -^ rH l>. CO rH 00 1> tO to CO CO T^ CO X cyiJ> CO rH C4 1> CO CO b- lO CO 05 to to CO COrH "^ Oi tH GO CO CO £«•- 1-1 C8 >^ C COC*- o t>. O 00 CO t^ 00 00 00 coco coco "^ J> to CO tO to <*- o N W) s C/J < c XX CO CO c^ o CO 00 CO 00 GO 00 Oi 1—1 rH 00 i> -^ i> GO CO CO ■^ 00 -"Jf CO O O Oi 05 tO tO XX tO tO XX AZ -H CO 00 CO CO Ci CI CO CO Ci CO 1> -^ ■^ CO -^ rH CO T-! CO i> O Oi GO CO i>. i> 1> CO CO CD 4^ 4;S — !■>< — (bj T-lr^ CO CO CO CO' xxxx -i-N-:'MCO CO CO CO GO CO GO CO CO C^ xxxxxx _|r,_|-f,^l-f_|^(7) CO CO CO CO c> -88 58- •85 THE PASSAIC ROLLING MILL COMPANY. 143 <^ CM O ^ 2 hH ^ <l 2 ft ^ Ph J O oTr fa - GQ p c ^? fa g zn is- as (N lO lO OJ CO oo lO -^ (M -^ -^ r^ h* >-'^ O Oi CO ko C^ -^ i-H 00 CO OJ 00 CO »o ^ Q001>X)(7lTHTj<a5T=iC^CO'^ cioD-^r^QOTjiiOfOOCOG^C^ ^OC-^-^C^COt-HCOi— ICOrHC<JrH C-tOfMtJ^O-tOOOC^l-^uOrf^COCO^O tOOOS-^COCOOJ^OtOiOO-^Oi-IQOQO t'CO'^G^'^THCOi— iCOr-(C<jrH{Mi— li-( 3 -r ' ft & »-t u^ U0TH00CO0Dl>i3^O(MlC"^'^O-<*l>rHTt0000C5 CO CO CO lO QO -^ GO O 1> O tH rf T-H -^ 1— I CO CO -^ CO tH Oi tH rH O CO 1> (?) O CO 1— I T-H tH Q0t>»C0T-IJ>OCC>i— IC01>COTfl>iO'rHJ>TH->^t>.-^ lOQO CO lO Si 00 (>i lO ^ GO O iC 05 ^ 00 -^ SO -^ 1-1 CO 00 QO lO tH (>J rH O rH O 05 lO 00 oocoaotoiooooTHT}«oo(?icoo500ooi>iHcooi-io 00 00 I 00 o CO lO CO CO CO O i-H 00 CO O CO lO CO CO O COl^ CO CO 1-1 OOCOCOtHQOOI^-* 0> tH CO r-l T— I 1— I u0CiC00iC0OTfC0-^O'-lC0i-iJ>O00'^l>i0lCi001> •OOJ>COCOiOi>'*uO'^COCOl>^ci 05'^OC0OC0i0C0u0C0'*C0C0t-i CO-^l^COrHi-IOOlO CO 1-1 CO rH CO 1-1 COCO»OT-(i>.t^COCOOOTHCOi-IOOi>COC^COOCOl»CO (^ CO oi lO -^ CO oi lo 00 uo ■«* CO ci o cj'^cocococoirjcoioco'^cococo COiOOCOCOCOOJCO CO rH CO 1-1 CO 1-1 rtiODCOrHOOOOCOlOtHOCOCOOi'^'^i-l'^-^rHCOOO COi— IC01^i>rHC0OC0C0'^i-(rHlCC0rH-^rtC0OC0 ■^l^COCOCOOCOCOCO'^CO'^CiCOrHCOTHCOrHi-l CO QOQoox(OoorHcoajrHi-iaiCoa50ii:0'«t QDC0i>(Ml>-i>lOCOC01>J>C0tO»i0COr-il> COOCOCOCOTfCO-^COCOrHCOi-ICOTHrH 02 u tj.S CO J> O CO CO OJ rf lO J> -^ CO t» CO rH CO T-l 1—1 OOCOCDOCOOCOOcOOCOaO-^COCOOOQOCOOOO-t-^ COCOGlrHfOOD-^iO-^iOairHCOODCOOOCOCOuOCOi-ICO C0J>rHOrHTtO'^O'^l>rtl>.C0C0C0l0C<'^C*C0rH o c . *^ ^ o ^ O 4)^ N e c t>.i>CirHCOcocorHrtocoJ>ooocoeoiococooco GOCOLOO'*CO'^COCOCOCOCOOrHrHrHC50iOi05J>i> «|» ccl» ir/^ if:i'_^ >cC "Sl^S r.£ r.^ -fj, «-j';S ■^■^COCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOC^COrHT-l xxxxxxxxxxxxxxxxxxxxxx :0 CO O O UO »0 -:»J-i!x-«!t -^ -^ •^ -1'n-I'n-i-n-I-nCO CO CO CO -it^it "^■^ cocococo coco 88 58 £; 144 THE PASSAIC ROLLING MILL COMPANY. SAFE LOADS FOR PASSAIC STEEL ANGLES, equal legs. '.'-i" Used as Struts ok Columns, In Tons of 2000 Lbs. oquaee ends > i o o 'HJo ci o 4) .s c E "o U "o .£ bi) c o ti o a, s c 1:3 ^*^ 2'-^ '-'o 05 -^ 1 Strains per square inch ; 12,000 lbs. for lengths of 30 radii and under. 13,500—50 — for lengths over 30 radii. 00 CO CO o S^ CO 05 CO coo 1-H CO \0 Oi 00 CO 00 05 CO C?50 coci 00 1-1 •^ 1-1 CO '-I CO COtH coco CO OJ \n 1-1 00 CO (MtH (M ^9 m;co 00 uO CO CO »0 C5 00 tH J>o oicd CO 1-i 00 X 00 d 1—1 CO <M o^ ?^s ^1-1 00 G^ 32 d CO 00 '^ -^ J> CO Oi CO CO -^ CO c^ O CO i> 00 CO 1-1 00 iC (M rH CO 1-1 O CO b^ d (M O i2ao CO 1> ci CO CO CM (M t^ 1-H d '^ (M C5<M Q0C5 d CO <6iS CO tH CO t-1 GO CO O CO ro CO '^. 00.^ l^ (M l^ (M ■«* o lOCO '* (M Oi05 drt Tf 1—1 i>CO -*(M COi-l J> 1-1 ■<* '* o '^QO £2 CO Oi 00 00 -^ i> d i> CO CO 1-1 rf CM CiOO <M d •^ 1—1 dco COt-I CO 1> to T— 1 g^ co^ l^ CO Ol> 05 -^ tH CO O 1—1 00 CO l>. CO dio ■rr (M O CO dd Tj< 1-1 CO (M 00 -"^ CO tH to uOOO CO 00 00 00 00 CO 00 lO rH d \.n (M •"^ 1-1 iCO dd ■^ 1-1 -* uO (?4 kC o 05 0 ■^ o 00 CO C5CO CO J> iO(M GO 00 Tt 1-1 OOi !Md CO lOCO irJoD to <M cO<M d d lO 1-1 ■^ CO ■^ 1-1 Area of Section, sq. inches. 00 -^ Tf O -^ CO O 00 -^ CO 1—1 -rf CO (Ml>- 00 CO '^00 1>(M Least Radius of Gyration, inches. CO o 00 r^ CO Ol OlO i> CO T— 1 i-H C5 CO 1— 1 1— < 1-H lO CO (M 1-1 tH tH 1—1 uOCO i-{ o 1—1 T-H Thickness of Angles, inches. 1 cdx iftloo -l-f -•I'M 4f ( ■"■^7 — f 88 F Size of Angles, in inches. XX XX XX CO CO XX CO c^ coco XX coco (M(M XX !MiM (M (M XX (M (M XX <M(M 8 ^" ■85 THE PASSAIC ROLLING MILL COMPANY. 145 rri P 02 Eh c^i o I— I Ul OH ^ eg 2 H<^ 88- o t: =2 I fH iH 51 51 SI !© fH 51 51 5« «1 M so '^ •«* ©M«soe«t>. 51 51 51 « « CO 51 -ti X) 51 «» © 51 51 51 99 eO ■«* M © © ■* X 51 51 51 50 SO CO •* ©51'*©i-l©r^00l>- 51 51 51 51 CO 00 ■>* '* ■^ 51'*©rHC0C5'*©^ SlSISICOCOCO^'tliiO eO>.5X-*>-5i-HD.©-i^ 51515ie0»0'*'*L5O '*t-.©«t>.'*©COX 51 51 00 CO CO •* U5 1-5 L5 t^ © >5 Ct 4-5 © 51 CO 00 CO •* 4-5 2 • X©00©©51 ©©F-IX©C^O0©^ fH 51 51 51 51 CO 51 51 CO 00 •* •>* 45 1-5 © © 00 © 00 © 4-5 00 CO CO ■* 49 4.5 l>»©00©51©©©45 51C0e0'*'*<'*4a4.5i;S © 50 45 Ct 51 X 51 51 51 51 CO CO ©00©©C0© 51 51 51 CO CO ©0 XrH'*iH'*FHt-©«S ^ 4-5 51 « CO© sieoeo'^Ftiiauo©© cooO'*'*45?5 X 51 45 51 4-5 51 X 51 X fM 4.5 51 © CO © 51C000'*<'*4545;SO 5050'1<-*4-5;S X 51 4.5 51 45 ^1 X 51 © 5150C0'*"«*<45 4.5©© •S3l{DUl 'uotjbjXq jo snipE-jj iSBa^ •ssqout 'bs 'uoposg JO B3JY 51 -M © X t» 4-5 4-5 i-< C-- 1-H t-« Ct CO •* •>* 4.5 45 ;S 51 51 51 51 51 51 51 51 51 51 51 51 51 51 51 © © X © 4-5 51 © t^ 51 X © 4.5 t^ !>. CO 4.5 '*4545©t>^X©©FH ©45-+<X X © © •* 00 X l>- 45 © © X 4945454545454545 4.5 •1} J3d -sqj 'puuEq^ 1{DE3 JO jqSp^ X D- !>• © 1.5 CO 51 51 51 si 51 51 © !>• X C» © *1 4.5'*C0 51f-<©Xl>© oooocooososisisisi •saqoui *SI3UUEI[3 JO ^id^a 4-5 49 © l>- X © CO Fl © ■* 51 fH COF-(©©t>»© ^^ ^N ^< ^< JlJ ^ij Ci O ^1 c« 10 c^ -88 88- 146 THE PASSAIC ROLLING MILL COMPANY. -88 \r ~Al L. -4— J XJI M h-1 O O o CM O TJI o l-H <1 ft I Hi ■a Qj O P i =/] r^ !!• O C5 rH O O 'i* CO CO rJH Tf lO ^ O rH -^ GO i-i CO CO CO CO CO -^ -^ CC CO o o o o CO -^ -^ O O J> CO CO CO '<9< "^ vO -^ Tf -^ lO CO l» •" iOl>.C^C<JuOCiOCOCiCOi>.-^ a G^ C<i C^ CO CO CO CO CO CO -^ rf lO CO GO »-( -^ l>. tH CO 1> t-H tlO O i>- OiCMCOCOCO-^ COCO-^-^OiO ^ (Ti CO CO CO CO -^ CO CO Tf rf lO lO CO 00 1— I i> Oi 1— I ■^ •^ lO lO CO 00 iC O CO Oi rH rf ■«i< lO lO in> i> 00 CO C<> IC 'H -^ l^ ■^ o lO CO r» 00 Oi 1-1 Tf l>. O) o ^ (7* CO CO CO -^ -^ 1-1 CO lO 00 -^ 00 CO CO CO CO ■* -^ CD T-i CO Oi -* C<J CO -^ Tf -^ lO CO tH O) lO O CO ■* ■<*i rf -^ O O CO 00 "* 1> -co J> r-l Tf lO lO CO l>- Ci Ol lO Ci O O rf ■^ lO O CO 00 0:1 o) •^ r>. o CO 1-1 Oi CO i> c^ 00 J> COCOCO-^-^O •^'*'*lOuOCO '- CO CO C5 O* 'X CO 00 j^ j^ jyj ^ ^ i^^ ■^ 10 Oi -^ O Oi ■^ Tf TJH lO CO CO lO J> O CO o o CO CO -^ -^ uO lO iC GO 1-1 CO O) C^ ■^ -^ lO lO CO i> "" OC5G<J»OC<>XCOC5r:cO'^'!f - COCO-^-^iOO ■^■^iOlOCOt' 1-1 l>i 1-1 i> C^ GO lO O CO CO 00 05 CO Oi CO Oi lO 1— I xo lO CO CO 00 o CO O -^ T-l 00 1.0 lO CO CO i> 00 o CO O -^ T-l 00 o iCCO CO t^ 00 o u CO O CO CO -^ o r CO '^ -^ -^ »o CO CO Oi CO CO -^ -^ ■^ rf O lO CD i> CO O -^ i-f 00 CO lO CO CO 1> 00 O' •saqoui JO snipBH •S3l{DUI 'bS 'uopoas JO B3JV ■y J3d -sqi 'puuT;q3 •saqoui 'siauuBq3 00 =* JO qjdaa OOi-ICOi>i>OCOOcOOOOO Oit^-COT-liOCO OOOiOOiOihS'-^COTf-^CO 001>t>OOCOuO CO CO C<> CO 0< C^ j CO CO CO CO CO CO CO CO CO CO CO CO OOiOOOXl>0050iO o O lO r-( CO i> Oi CO i-< 1> "^ CO rf 00 i-( i> 00 l^ CO COCOt>-l>00Oi l>OOOOOiOC<> 1-1 01 GO C<( O 00 1> CO CO <> 1> CO O OS 00 Oi 1> iO i^j •^ ^ ■^ rf ^ O T-H (?^ CO lO J> Oi 00 1> T-l O J> Oii>COOiCO-^ 1>.1>.1>0D001> xoooooooooo 00 O O 1-1 -^ J> t^ CO lO IC CO iH CO tH O O l>» Tf irt lO iC lO lO UO CO CO CO CO lO iO CO'i'iOCO'Xi-l lOi^GOOlOO THi-lTHTHrHG^ r-lTHTHC^OiCO Oi =: ^ o ^ -88 Zi- ■88 THE PASSAIC ROLLING MILL COMPANY. 147 ^- It b ll \_ -4- J O o o 02 O O O (M o o ^ -2 J/2 <! O ^ O Q .- lo O <?i «0 tH 1> 0» O ri* lO vO CO ?C> i> i> Oi i^D O CO CO Oi CO Tjt lo CO ;o i> i> 30 CO O lO tH QO to 05 to CO CO i> i> 00 00 ■^ 00 CO CO CO -^ 00 00 OjO r-( c^ 00 CO C<> 00 O 1-1 00 OiO O (?>J CO CO 00 00 -<* CO Ol Oi OIOtH C^ CO CO CO CO O CO i> OiO i-H C^ CO -^ •saqouj •uouBjAg JO •sui -bs 'uou -oag JO Baay 1> Tt 05 CO CO tH lO lO CO CO 1> 00 CI 05 (M 00 Oi CO Ol -^ O O rH C^ CO lO O Oi -^ r-( Ci l> (M CO CO J> 00 00 o^ o (?) r-l CO CO 1-H O tO CO 1> J> 00 OiO o Tf CO Oi lO •'t CO o^ CO t^ i> 00 OiO o CO lO (-1 00 t* CO G<{ CO J> 00 00 O O T-H t>. l>. CO O O 05 CO CO l^ 00 05 O O ^ 0:1 Ci CO CO (?< (M O CO t>» 00 05 O 1— I 1-1 tH rH 00 lO lO lO (M t^ QO 00 Ci O 1-1 C^ tH (?) Oi lO CO CO CO t^ 00 00 Oi O 1-1 w t^ CO »Or-l CO (M O tH Cvi CO Tl< CO C5 CO 00 •<* OJ CO O tH C<{ CO -^ CO 1-1 00 1-1 t^ CO Oi 1-1 1-1 CO CO »0 CO ■^ i-< Tf O CO CO 1— I Oi CO -^ to 1> CO -^ lO O* O i> 1-1 (M CO -^ CO 1> CO 'f to W O 00 1-1 C^ CO -^ CO 1> CO "^ to C>iO 00 1-1 GO CO -^ CO t^ CO -^ to CO O 00 1-1 CO CO •'I" CO l> Oi l^ Oi '^ CO "^ Oi to -^ CO to -^ CO CO ^* ^^ ^^ ^^ ^* ^^ ^* 00 CO 00 00 CO -^ CO T-i CO rf to J> Oi o rH 1— I i-< 1— I 1— I r-( CO rf CO O to O tH O 0000000 i> ■<* CO 'i* 1-1 O S?i 1> i>^ J> i> i> 1> CO •;ooj jad •sq^ 'puuBq3 qDBajoiqSp^ •saqouj 'spuuBq;;) JO qjdaa O CO to l^ O CO to C< C* C^ GO CO CO CO •^ CO to GO 00 00 CO tO Tj* CO "^ CO to tO lO tO to lO •^ CO "^ CD CO CO Oi O CO CO CO Oi iH GO CO CO CO CO l^ to CO 00 CO'* CO CO CO CO CO GO to CO CO CO O 00 Oi Oi Oi 05 05 00 CO to 00 o to o CO CO CO ■<* -^ to 88- ■J$ 148 THE PASSAIC ROLLING MILL COMPANY. O O P:^ O m H P^ H Q 8S. v-^ en H en O I— I CO CM P^ O <1 O -^ 02 P3 ^ »o CD CO 00 00 Q 05 « « (M iO 10) »o o o CD 05 CO (M >o »c o 00 (M CO CO CO o O o CD U5 CD O 00 •5 s 1) " u Sfci'-l '"''"' C5 00 00 COC^ Wi-H o l>» l^ CO lO -^ CO (>} T-l O CTi W C^ (>* (?i T-H (?? T-l O Oi O lO -^ CO O :OuO rf Tf -^ 00 1-1 CO CO CO CO rH tH O CO CO CO CX) 00 o CO CO CO l^l> CO CO CO CO i> l> CO ^^ ^^ '^ •^ CO 00 J> lO id in ti "^ ^CD0022 ■^ CO o^ 00 i> CO 00 l» CO CO t-O c :s ^ .- rt CO ?Mt-i O OiOO (?* C>i (7i tHi-i CO O* (74 7-10 O 05 00 t^ lO CO C^ (7{C^C^ Oi 00 t^ CO lO (M G^C^ (?<C-i iC ^ CO 04 T-l CO CO CO CO CO lO rf CO O) tH CO CO CO CO CO lO CO C^ iH Ci Tj< •^ Tf rfi CO SO rH O 00 1> ■^ -^ ''^ CO CO CO -^ CO T-l o uO iO »0 lO o iC rf CO CO tH lO lO uO lO lO OJ 00 1> lO -^ ^ JQ ^O ^ O ■<* <M O 00 CO en CiOiCD CO ■^ '^ CO (M O 1> i> 1> l>. 1> OO 00 CO lO CO OC 00 00 00 00 CO uO CO tH o o o o o o lO -^ CO i-( O 00 ■^ "^ CO 'st<CD00O<M iHiHiHCICJ Oi ;ii coco CO CO O 00 CO CO coco 00 CO CO CO CO CO CO -^ CO o CO CO CO CO 00 uO CO o ■^ ^ ^^ *^ O 1> lO CO o to '^ '^ '^ '^ CO OS i> "^ 1-1 CO lO tO tO o -^ O CO CO 00 00 00 i> i> -^ C5 J> "t CO Oi CO CO CO CO lO CO C5 CD CO O 00 i> 1> l> J> X -^ tH J> Tl* 05 C5 O^ 00 00 ^ 00 lO CO 05 T-l O O O 05 CO CO 00 lO T-i CO CO coco Ci CQ(MCOCOtJ< ■82 ? — THE 88 PASSAIC ROLLING MILL COMPANY. 149 Si- ■ 1 SAFE LOADS FOR PASSAIC STEEL I BEAMS USED AS STRUTS OR COLUMNS, -o CO ho c _C 'rt tjO C3 T3 1) L-> O a D cn o c t/i S rt i) P3 c/T Q iz; w w D C C/3 ^ CO u5 8 o I/l c o H _c o Ojt, O "^ COrH O . 1 Ci X) i> o lO -^ CO ^ o 00 ^ Tf CO n cOi-( o c:> 1— 1 1— 1 1-H l^ O vO"^ C3 : = »b 05 1> CO -^ CO tH 1— 1 tH T— 1 OJ rH CJ t-^ O rH rH CO uO inch : radii a 30 rad ib CO 00 CO lO CO rH O^ T-t 1-^ r-i 1—t 00 square of 30 over QD iH th o 00 r^ CO CO -^ CO rH oi rH rH rH rH rHCO 00 CO a to ^ QD O-^ CO i-H 05 00 co-^ CO rH rH rH rH rH rH oii> 1 ^ ^ rn . -"^ 1 V t* ^^§5^ O Oil> CO -^ (>i rH rH rH rH CO J> 00 lbs 00-50 t- O ■^ CO r-i Ci CO CO CO Oi i> lO "<* (M O (M Ol Oi C^(M 00 CO -^ CO rH 1-i y—i 1-A !—{ r-< (>f CO rH rH 00 00 T-l O GO O CO CO Oi (>t ■^ CO rH O^ l> G<> (^8 Oi r-l rH lO -^ C<{ O 00 1-^ T^ T^ y—t 00 « w QO 1> lO CO CO CO CO CO rH Ci i> lO CO CO <>> (^{ W Oi rH C5 00 CO rf C^ rH rH rH rH 05 i>. o -^ o? CO CO CO CO O 00 CO ■«i< (?* CO C^(?i (7< W O 00 CO to CO Oi T-t T-i T—t T-i 1-t y-< 6 '^ -^ T3< -^ O 00 CO CO rH •^ CO CO CO CO OiOiOi^C^ 00 CO 6 ■^ coooo Tfl ■^ Tf CO CO -^ Oi C5 l> CO CO CO (M (Ti lO COrH 00 CO S^ G^ (M rH rH 1-H i-\ 6 CO CO ggtf?S^ O i> -^t <M 05 iO -^ -^ -^ CO CO -^rH 00 CO CO CO CO C<1 G^ CO rH 00 C^C^rH CO OO CO o lO lO lO o t>. -^ OJ C5 CO Tji •'^ Tji CO CO '^ rH iX) to CO COCOC^OiOi o t^ to Oi (?) rH rH rH § i-( rH 00 ITS 1> t>. o o G^ OJCO CO O CO lO »0 »i5 uO i> -^ rH 00 UO ■^ "^ -^ CO CO Oi CH> -^ rH CO (TlOi Oi Oi tH l^ 1> COCi lO rHOO-^ O 00 00 l>. l» i> CO (Ti 00 lO rH CO CO to to to l> CO Ci to rH ■^ Tt CO CO CO »b J> 1> t>. CO CO OiCO CO 05 CO lO O lO rl< O W Ci to O) -^ -^ CO CO CO Ci to Ovf 00 to (?i OiCMrHrH O 00 00 -^ ^ 00 00 00 00 l> CO O COC^ i> 1> 1> CO CO c:) to rH 00 "* to to to -^ -^ Ol^ C0C5CO •^ CO CO C* (Ti lb o CD 1© O C<J t^ O O O C5 rH r-l rH CO Oi lO rH i> OiOO 00 00 1> CO C^ to rH 1> j> CO CO CO to CO Oi to rH 1> lO '^ '^ ■^ CO 6 CO rH rH O O 1-^ T-{ 7-{ T-t O^ '!f Ci •^ C5 05 CiOO 00 J> ■^ o to o to 1> J> CO CO to o to o to o to -^ ■^ CO CO 6 01 o 00 r-( rH UO O ■<* rf CO CO ^ 00 (Ti coo S^ rH rH O O -^ 00 Oi CO o CiOO X t^ l^ Tt 00 O) CO o CO to to rj* -^ h an Q It; "i 5 J (MCO^lO CO t^ 00 0^2 rH(MCOTt<iC rHrHr-liHtH COI>00 050 rHiHrHrHd 88 ^ 'SS 150 THE PASSAIC ROLLING MILL COMPANY. ^ fe n IH-O ?• r-l 1> o :0 -* G^ O W C<i CO -^ iO (M CO iO lO 005 1C (>) CO CO iC o CO -^ irt «o ■■^ CO 1-1 05 CO Tf :o O CO O t^ -O "^ 1-H CO ■'5" "* lO ID O lO G<> CO G<i C^ CO '!}« lC QO :o 0^ 00 (M CO O iO CO -^ lO :o lO iC CO T— I CO "^ :o l> J> l^ o -^ CO -^ CO 1> Oi Oi Oi 1> CO"^ CO t^ tH C^ 1— I tH '^ lO 1> X lO lO -^ <7< CO -^ CO 1> 5>» -^ -^ -^ ■^ lO 1> 00 l> 00 t^ lO CO Tt CO !>• ■^ :0 i> t>. "5t< lO 1> 00 O^ O O 00 CO xo i> i> lOCOOO l^ ■<1< lOl> 00 t> lO CO CO T— I Cl CO -^ iC CO l^ t» a T-( oi Oi a t^ •^ kiti uO CO l>- 00 CO CO lO CO O lO •^ iO CO 1> QO 05 rH T-l tH 00 -^ (TJ lO CO i> 00 C5 o lO CO 1> Ci 1— I O lO CO i> 00 O i-H i> Cl O CO »o Tt UO CO 00 C5 O iH O CO CO iC OiOO C0 1> 00 05 O tH GO -^ CO 05 Ci CO CO l^ 00 Oi 1-1 CO "* l> 05 CO CO CO CO l> 00 O i-< CO to CiO CO 1> CO CO i> Ci O 1-1 GO lO Oi O CO l>. CO CO t* 05 O rH CO •saqouj 'uouejAq jo •sui -bs *uoq -Dag JO B3jy •jooj jad'sqi 'uuin •^ CO Tf 00 GO GO CO CO -^ C* 1-1 o i> lO i> o CO 00 ^ CO OiO 00 CO CO OJ Oi -^ CO GO CO -^ suj 'sajBuy pUE 3?E1£ JO SS3U>lDll{J^ •saqoui *s3|SuY JO SZlg •S31JDUI 'aiBjd JO mpiAN. fsxc CO CO CO CO CO Ci CO o ■^ Tt lO CO i-< CO 00 o iC -^ C5 Mt) t* 05 CO -^ lO CO vO CO -^ Ci GO CO ■>* Tf fsxfg l^ t^ l^ t>» l^ Oi Oi iO 00 CO CO CO t^ l>» i> 00 CO C* 00 -^ O GO » tH O^ CO UO OS o CO -^ i> a> o T-* 1— I rH 1— I 1— I CO 05 CO Oi CO CO rH CO -^ O 00 CO 1-1 CO -^ iCliO CO i> W|00 i-^N 1C(« •^e -ts -IS 8X1' 00 00 00 00 00 00 •^ 88 ^88 THE PASSAIC ROLLING MILL COMPANY. 151 fl [ f i2,ooo lbs. for lengths of 50 radii or under. Allowable strains per square inch : < _ i r 1 ^u j- ^ ^ J 15,000 — 57 i-for lengths over 50 radn. 0 1 lO t^ GO lO CO C5 iC CO i> Ci 0 rH CO -^ T-i T-i 1-i f-i . 1 0 CO 00 CO CO 00 -* i> 00 Oi rH CO CO lO rH rH rH rH r" SAFE LOADS FOR PASSAIC STEEL PLATE "1 , AND ANGLE COLUMNS, Square Ends, In Tons of 2000 lbs., , 3^ u5 C s _3 "o O o .c u c _aj -a 1) "u O a c 3 bX) c ■$ _o u -5 V- O (^ 00 \o CO G<J tH G<> i-H Oi •^ lO 0 i> 00 0 lO Oi uO 0 rH CO CO J> 00 0 CO CO '* CO T-i T-f T-i 1-i J-i QOCO-^-^-^rH CD r>. l>. 00 00 05 C0-^lOCOi>00 -^lOCOl-^-OOOJ 0 -^ CQ l>. C5 -^ GO 00 Ci rH GO CO IC t>. r-i 7-i y-i y-i i-\ •a C^ tH 0 1-1 r-l Ci ■^ UO CO 1> 00 00 rH CO CO ■«*■«* CO 0 CO l> 00 C50 rH lO 0 00 -^ l>. CO rH 00 0 rH CO -^ CO 00 . 1 ^ CO ?0 0 J> GO 0 Q -^ lO ;o j> 00 05 lO J> 00 0 rH -^ uO CO i> CJ 0 tH rH rH 0 CO V-0 GO iTi rH 0 05 0 CO 'St 1.0 1> Oi 7-{ T-i T-t T-{ l—i y-t 00 H 0 T-H tH CO to -^ lO CO i> 00 OiO rH 05 GO CO CO 00 rH iC 1> 00 CiO CO CO GO rH 05 CO 0 05 C5 rH CO •<* CO 00 05 H lO cot* 0 Oir-H IfJ CO l> Ci 0 rH i-(tH CO l> C5CO -^ C5 CO t^ 00 OrH CO rH 00 00 CO 0 00 00 0 rH CO UO i> 00 0 OirH CO CO Ol 00 lO l>. 00 Oi 0 1-H tH tH t* rH ">* C5 rH CO COOO CjO CO CO CO -^ "^ -^ 00 1> CO 0 CO -* CO 0 O) rH rH rH rH rH rH rH GO CO CO 00 CO CO CO CO 1> 00 0 i-H c^ tH tH tH rH CO 0 IC 00 CO t^ 00 0 rH CO -^ rH rH rH rH rH 0 rH rH CO iO -^ rH CO 0 l>. 00 0 CO rH rH rH rH rH CO CO 1^5 OS i-H CO 0 0 CO 1> CiO (N CO rH 1-1 i-H ^t OSCOOO rH l^ J> 00 0 rH CO -^ 7-i r-{ T-i i-i TJ< CO (7< CO CO UO -^ rH CO 0 1> 00 0 CO rH rH rH rH rH CO CO 0 M l>- (M -^ Oi CO CO CO 00 C50 (M CO lO rH UO rH Tt 0 l>- C50 CO CO lO T-i !-{ T-{ l-i ■* CO GO CO CO iC ■<* rH CO lO l^ 00 0 CO 0 0 ■* l>- c<n> t^ i> 00 C5 rH (?< CO rH rH T-H CO CO CO CO rf< 0 !>• 05 0 CO CO lO rH rH rH rH "* CO GO CO CO VC -^ rH CO 0 1> 00 0 CO rH rH rH rH rH GO CO •sui'u.jbjXq JO snip 0 CO J> rH -^ 00 Oi Oi 05 0 0 0 CO 1> rH uO 05 -* rHrH CO CO GO CO rH iO 0 "* 05 CO 00 kC lO CO CO CO i> !>• rH rH rH 0<i CO C^ ^CO CO CO CO GO <^^ CO CO GO GO CO (M •sui axenbg 'lionDag JO Bsay rH 0< 0 -^ 00 CO 00 GO CO 1> rH 00 CO »jO CO -^ lO i>. l^ CO CO C*CO Ci ■^ 1> -^j* t>. -irp J> -^ Oi rH -^ CD 05 rH ■<* rH r}» CO 00 rH (M r-{ i-< T—{ 7-( Qi Oi COlC l> 0 G^ -^ rH rH rH CO CO CO 00 CO ic 00 0 -^ i>. rH CO GO GO CO CO CO •yjad "sqi 'uuinjo3 JO iqSpAV C0'<1"*1^ 0 CO CO C0 05 0DO 0^ •^ -^ li^ lO 05 CO CO 0 00 lO CO CO J> •^ -^ lO CO J> t>. CO CO Oi 00 CO -^ Tf iro lO CO i> 00 •^ IC CD 1> -^ CD 1> CD J> 00 C35 0 rH CO y* y-< y-< •SUI 'sajSuy pUB 3JBJ J JO ssaujtoxqx «|xi H'N ic|x -'^tS '-f;S -^ I*"" ."^ I*"" w|oo H»» >c(<» '^^ ^ «^ H2 -IS 12 «(■» Hsi ici» nirf •SUI 'S3l§UY jo 3Z1S 8 X f I' 8 X Q f X9 8 ■SUI '31B[jJ JO M^PLW 5^ Oi 05 05 05 Ci 000000 rH rH rH rH rH rH GO GO CO CO (^J CO CO 88 88- ■88 152 THE PASSAIC ROLLING MILL COMPANY. Ul CO PQ o ^5 i in m ^ ^ ^ § O ^ -s ^ ^ I 2 Id -S 88- Ml ^*^l?. lO^Ot^-ODCsOiOi— I rHT-lT-lTHt— ItHC^(M CCCCQO'JtiOQDCOi-iO cS OO O "^ CO O* O GO CO i>Q0aiOT-(G<iC^C0 ■^COi-tOt^O-^CMO ■^t0CCJ>l^00C5Oi-t (MCMOi(M(MC<JC^COCO oocsOrHtrjcocc-^ oococoocii>':D'!t in)01>GOCiCiOi-i3<> C^(>i(M(M(7i'>iC0C0C0 OiOi-HC^CO-^iOO OiOiOtO-^COCOCv) (7*co';}'ioor>Qoa5 lO Ut> lO O O lO O lO CO-^iOOt^QOOiO t01>00CiOT-l(>>C0C0 (M(M(?i(MCOCOCCCCCO ocii^aooio-<*5*cc QOCOCiOrHOJCO-^O O4(MS^C0f0C0C0C0C0 C<>r-I0i-IGOQOOOI>-0 C?50i-IC<JCQCO'*iOCO cocococootcococooo COCO(MCOi-Ii-(i-ItHO OT-lC<>CO'*tOCC>J>QO fococococccococceo lO t-O -^ »0 "^ -* lO "^ -^ tHCOCC^iOOJ>QOC5 fOfOCOCOCOCOCOCCCO aooiQOi>'X)aor^i> '!fiOOl>G0050T-H C^CO'^iOOt^QOCiO COCOCCCOCOCOOOCOt}' aoi>vccOiOvcvoioio C<iC0'*»OOl>000iO eocccocococococcTt JO snip -B>J JSB3T •SUI 3JBnbs 'uouoag JO Baay OSOOOt— It-Ht-ItH OiCOCOCOCOCOCCCO ■^ooeooiiOT-HOo i-ICO-^Ol^CJi-HCM Q005CJC0i0Ol>-aiO cocococoecoocococo rfOOCOC^iiOi-tOO-^ •jj jsd -sqi 'uiunp3 JO jqSia^ 05»it)0»00»OOCO OOC<}l>»CC00Ttai •SUI 'SSJBIfJ J3A03 JO SS3U5{Diqj_ •uuin|03 JO uoipag ](0 r-^D Mto icto -i») tHOG<(1>C<00C000CC i.oo:Cr-ii>.i:>}aococi GOGiC500i-iT-lSQG<( -£..c.r-.,..^^,-^^„ -88 88" -88 THE PASSAIC ROLLING MILL COMPANY. 153 ILJ m W kI O Eh cm O O^ ■<1 tl 88- <1 P ^ a: i <1 Li bio >!«. *; o o o Oi 00 00 i> o C<>COCOCO?OIO?OCO OJCO-^iOOt^OOCl o corfooi»oocriO uOiO-^COOiOOCiOO l^OOOOrHC^COCO-^ Oi-H(>iCC-^OOl>00 T-HC^pO'*io<:r)i>oooi cococococococccocc lOOt^t'OOOOOOCi CrjCTiOiOOOOrHT-H c^co-^ot^ooasorH <tt OOOCSOt-It-Hi— l(M! OOOtHC^CO-^-^uO OOOOiOi-HC^CO'* '*iO«Di>OOaiOi-tCO 00C0CCC0COCOT}<-<^rt' COOl»QOCiOTH(>>C^ lOOt^OOCiT-l(>{CO-«^ a5i-is<j-^:ocoi>oo OiOrHOiTtTfOt^QO ooo!::iOT-l(^{co■^lO OO-^OOOCSOJ^i C^-^OOOrlTHCOtO Ot-('70COiOOJ>00 fOCOCOJOCOCOCCCO Oi-^iCl^OOCSi-HCOCO QOGiOrHOiCOiCiOi> C50i— ico-^ioor^oD ccooooco-^ooo 1-H (>J CO lO "O 1> 00 CT5 COCOCOCOJOCOCOCO OOiOO'^LOOOOOiO w ■" •^t.':iOi>QOOTHOi OiCO'^iOOOOCiO CCCOCOCOCOCOCO"^ C0i0i:01>Q0OrH(MC0 THC<JCO'*iOt^QOOiO sui 'u,;ei.^Q jo snip kOOCOt'.O'^OCi OJ 'tC CO CO -^ '^ -^ -* (MTtOOOOOi-^OOO cococococococococococococococococo •SUI ajBnbs 'uoijoag JO Eaay cri 00 o o -^ CO' 1-1 o CO O t» Oi 1-1 CO uO l^ C^OOOt-O-^COT-lOCi 00O0J-^C000O3<>C0 oi>J>i>i>t^cDaoao •y J3d -sqi 'uoirnof") JO iijSia^Y OiXrHCOXCOOi-l COCiOOiOOiOi-lOO Q0'XCiOO^(^>C<> •SUI 'S31BJ(J a3A03 JO ss^u5^^I^x, •uiunio3 JO uonogg ^to .—l^o cd'^ icta ** iClX! «|-* t-|» ■^OOi-lOCiCOCOi-i-^ •^Oi>COC5:00<{a5lO co-^'*oioor^i^oo h^h.^Ph^'-i^S^x'^^n •apiAv ,,5x *s9?Biti J3A03 s //^ X n^ X ,,9 S3\2xiy f -8S 58- ■88 154 THE PASSAIC ROLLING MILL COMPANY. 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