carnegie beam sections-profiles, properties and safe loads for
TRANSCRIPT
CARNEGIE
BEAM SECTIONS
PROFILES. PROPERTIES
A~D
SAF E LOADS
.... NEW SERIES
0'
STRUCTURAL STEEL BEAMS
ANIl
COLUAIN SECTIONS
MAN OJo'ACTU lU: O IlY
('AR~EG I E ~TEEL CO)IPAN Y
I'ITTSn UROlJ , I'A.
A. J. A. Fn,F. Xn. 1:1
Copyright, Hl27, by 0""""0'0: !IT,,.,L Oo"~":<1'
l'a~burKh. P D..
Firat Edltlon. J:U\lID.ry 1, 10:=7. I 'Mnted In U. S A .
I
CARN EGIE SEAM SECTIONS
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S' XCE the adoption of the prescnt American Standard Bcam Sectionll, in ISOO, dcvelop.nentll of lIut:h magnitude have taken placc in the IItnLcturnl Rtccl iudustry, both at horne and abrolLd ,
lUI to demand IlIL improVl'd scriell of rolled scctions lIuitable for both benm and column ,>lLrpose~.
The seriell now placed on the market uuder the namc CARNEGIE m:All SECI'lOSS, providl'1l for thi~ d('mand by mcans of a scriu of shapes combininp; BOund enl{inecrinl{ l>rinciplcs with pract ical improveml'nls. All itll$eclions nre l>roduccd on n IItructural mill ot t he rn08t advanced type.
The scrics provides 0. range of rolted steel beam and column sections progressing by rel(Ul:!.T stepr:!, with contoUrli that will pormit sections to be UIj()(1 interchangeably for whichever PUrpollC t1l('Y are adapted, and in si%('8 and weights sufficiently varied to Ill('l't all ordinary requirements. Their efficiency is hil{h and thcir compOll('nt parts are proportioned to pennit of ready fabrication.
AI)VAS TAOES
Thc advantagea characterizing the new series of Camegie Beam Sections will be explained under the followi ng captiolUl;
CONTO UR DESIGN W E D AN I) F LANGE IUTIO
l~ANOE O lr' SIZES PItOO Jt ESS I V ~: IH~A ~ I DESiG N IMPROVE D COLUM N DESIGN
CARNEQIP. ST EEL COMPANY
CO:-'TOUR 1)~;SIO:-' I A new fonn of contour has ~n adopted whoee principal char
acteristic is the climinntion of internal flange slope, the fl(I1l!C(,8 I)('ing of uniform thickness throughout their width. This feature inet('ll.J'('ij the strength of the section, permits simpler connections ami fadlitates fabrication.
Cllm.egie Beam Sectioll3 permit thc use of maximum unit stresses in shear and compression for resistance to web hu(·klinjl: and flnnge Crillpling, respc'etivc\y, in conformity with usual buil,ling speeifieations. All fill('ts, which are parabolic in form, eombine maximum ~pread with minimum lIrea.
WEO ASI) I'L.\ SOE RATIO
In the production of most of the Cll.nlegie Beam Scction~ n lnethod is used whereby all n,lequate variety of weights in each group, having substantially equnl effieiency per pound, is attained by sprr:Hling both hori~ontal nnd vertical rolls a proportionnte amount. Thisllracticc causes the depth of I!Cctiol18 to vary somc"-hat from the nominal, but this variation is kept within limits thnt will not affcct the standardi~ation of details.
A second characteriMtic. found in the heavier groups of column sections, is an inerCllSC in width as compllrcd with dcpth, combining IllIuimum economy in design of franling and in floor space.
IIANO~; O~' S IZES
Carnegie Beam Sections pro\'ide a range of beam and column ShallCS, from 8 to 30 inches deep and from 5 to 16 inch('3 wide, in weights lip to 30.5 pounds per linear foot, with section moduli about the major axis up to 738 ilLa, l\lld with radii of gyrntion about the minor axis up to 4.14 in.
Tn general, no sharp line haa been d rawn between beams, girder beams and columns. The cOll8Cquent economy in number of section!! will insurc better dcliverics, reduce the number of si~C!! carried in atock, and allow a greater standardilation in shop methods and tools.
Profiles, dimensions and weighte are given on pages 8 to 30. Other data pertaining to dimensions and propertiC!! nre tabulated on pages 32 to 41.
The range of depths in which ceeUM! the greatest nonnal demand i6 covered by the adoption of &Cctions 14 and 16 inches deep, affordIng the designer a botter and more economical selection of sectiolls to bo U8Cd rlS heams.
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CA R N EG I E B EA M SECT IO NS
l'nOORESS I VE OEAM D ESIGN
T he introduct ion of the 14 IIond 16 inch Carncgie Beam Sectiolls gives 110 progressive scries in which each dcpth is approximllotely 15 per cent. greater than the preceding depth, Il.Il shown graphically on range charts on pages 32 and 33. In addition, successive weights in eaeh group are 90 arranged that their strengths progress by ste])s having elose and approximately regulnr ratios of incrcase.
Intermediate groups of heavier sections, of the same depth but with wider flanges and greater strength, are provided for use flS benms in structur('s wherc it is important to limit the depth of section. These sections arc also suitable for columns.
The scleetivity of t he series for ll8e Il.Il beams is indicated graphically in the tables and chart.s on IJages 32 to 35._
i\linimum weights of 10-, 12-, 14- and l6-inch sectiolls arc offered with a uniform width of G inches, which permits a corresponding uniformity in fireproofing and finish.
Very complete groups of sections 24, '17 and 30 inches deep, are provided with flanges 14 inches wide. T hese will be found convenient for use in structures that cnnnot be brnccd laterally and may also be used to advantage where limited clearance is an important facto r in design .
Efficient sections, notably 12 inches and deeper, are provided with webs ~ inch in thickness, in order to comply with spccifh:ations requiring a minimum thickness of metal.
DII' n OVE D COLUMN Df.;SION
Carnegie Beam Sections include two groups: a V. ri.bl,.. Dtpt h
Type and a CoMt."t·Dt"th '17"". The sections of the Ia.tter group nre intended primarily for columns, t hongh sections of either type may also be used as beams or girders. In the V.ri. bl~_ o.pt b 'l7 pe both depth and width increll.llC proportionately as weights increusc from the minimum. In the Cout."t_Dtpth 'l7pe the depth docs not change, the increase in weights being obtained by thiekcning the web and widening the flanges . With the heavier grOU[)1! of both types, high properties about t he minor a.xis a re secured by the proportions adopted.
CARNEGIE S TEEL CO~\ I'ANY
The Varlable-De"th 1Ype contains notably IlCcttonS of the following depth, flange width and wcighls:-
cn 83 8"" 8" 31 to 90 lbo. eH 145 1~"" I:!" AS 10 l~ lb., eM 1(6 14"" IS" 115 10 305 Ik
These sccliona will bcJ used principally as columns. In addition, sections 8, 9, 10, 12 and 11 inches deep, arc provided
having intcnncdiatc flange widths which ma.y be USf'd either:l.l! beams in shallow floors or as light columns.
The Con.tant·Depth Type is offered in two depths only, 10 lInd 12 inches, with the following flange widths and weighta:-
cn 102 10"" 'ii' 31 10 421"". cn lU 12"" 10" r.; to 100 II>&. CB1(l3 10"" ft' 49to 6311>0. CD I:!.> I%"",%" 110to110 lb .. e ll 11).1 10"" II)" 70 t o 92 lbo. cn 1%6 IZ"'" 14" 150 to 180 lb •• CD IllS 10"" 12" 100 to 110 'boo. CD IV IZ"" 1(" 190 10 230 I ....
The 1O .. inch eeries will take care of an ordinary 12-story building, while the 12-inch series, in conjunction with the lO-inch serics, will tukc carc of an ordinary l8-story building. If dcsired, thc scope of any group can be extended by reinforcement with flange plate~.
The C<>n.tant-O" .. th Ty~ Pl"tM!nt.. a n lnnontlo .. In rolled oteel ""Ium .. _ion. in that the over-ulL depth for 1111 sizes of a nominal depth docs not vury. The advantuges of this feature arc reflected in the symmetry of bc:un lind spandrel framework connecting to the columns at 9. nwnber of succcssivc floors in a steel building, thus effecting 1\ substantial saving in the drafting room, fabricating shop and in the field. The uvoidunee of fillers under splices on the columns themselves is also advuntageous. To the architect and the general contractor constunt depth is valuable in that it pennits a greater uniformity in fireproofing and finish .
.\IISCELLANEOGS DATA
All weights per linear foot of Carnegie Beam Sections ure c"prC~lICd in whole pounds. Fil1el8 are included in weights, aren.s and other properties.
Thc dimensions to which the rolls for Carnegie Beam Sections ure turned extend to three decimal places of an inch, as shown on diagrams 0.11 pages S to 29, but it will be more convenient for the designer to use the fruetions to which they have been rounded in the tables of dimensions of sections on pages 33 to 4J.
Carnegie Beam Sections will be furnished to the specifications of the Association of American Steel Manufacturers, American Society of Testing Materials or to such other acceptable standard lI[Jecifications as ml\y be required .
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CARNEGIE
BEAM SECTIONS
PROFILES AND DIMENSIONS
7
C A R. N EQIE STE E L C OMPANY
eARN EG IE BEAM SECTIONS
. -- 10.50" ..... . . ..... ..
•
0.671)' - CB-302
0.63()" . CB 301
1.00'",./ 'J ~ 010' , . 0 ":,
I, •
,,······ 6.665'· · •. .: :.. --· · ... 986'(.··~
I • Depth of Seeliol> • W-';'hl FI.anp W.hh, F1,,,,,, Th;.l_1 Weh Thi,kI> •• , S.cuom ,~ .. , .... ,~ .. Ineboo
'''" PO' Fool
De<im&/ r""tloa P ..... Detimal , ....... Decimal Fract"'" Decimal r .... u""
30.781 301 ~h '" 14.218 14jh I.MJ7 I''', 0.888 · ji.
0 8 302 30.522 lOU,. no 14.146 \4 _" 1,4675 I ' ! h 0.816 '., 30.263 30' n. .,., \4.073 14_'. 1.338 1 '\" 0.743 " "'000 '" "" U.OOO " 1.2065 1"1, 0.670 '!I. 30.298 30' ''. '" 10.591 11O"h 1.031 \flo 0.621 " o n 301 30.1 48 3011. '" 10.546 10"" 0.956 .\t. 0.576 'll. "'000 " '" 10 .500 10 ji 0 .882 " 0.t>30 'jh
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CARNEG I E BEAM SECTI ONS
CAHXEGIE llEA:\I SECTIOXS-Continued
r------------ -- IV)!,)"-- -- --------- -'>- ,-- 9.7S"·---- ----·~
,
, , , , , 0_fi80"
i , CB Zl2 ? 0.461· '-CB271 • ,
, , : , , i , ,
! 0.90- II , ~ O.~· , ,
6.710" --- -.: , U4S"' -·,,]
- -~plb of Settiool. 1 Wei4b1 "''''Ie Width, Fl. "", Thiek_. 1 Web Thin" ... ,
""- [.,.bao ped'OOI ,~ .. .".I>to b.1>to ,- Decimal Frac:t.ion P""n<I. Dfcim.l Fr&<'Iion Dtocim. l FraeIi01l o..i .... l F""'I"'''
27.598 27'Ji, '''' 14.176 14'f" 1.284 I~h 0 .756 .~
CB 272 270400 27"h '" 1 1.118 14" 1.185 I,h 0.608 "i, 27.200 27'", "'0 14.059 14)i. 1,085 Hi, 0.639 "i, 27.000 " '" 14.000 " 0.985 '"' 0.580 ~1i,
27.3#) 27'Jh '" ' .8M 9°"' 1 0 ,(125 o,i, 0.566 ".
C D 271 27.166 27''', "" 9 .709 0 " ' , 0.838 'Jh j 0.5 10 ui, 27.000 " " 9.700 '" 0.75-5 " 0,461 'lit
CARNEG I E STEEL COMPANY ~--------- -------------,
CARNEGIE BEAM SECTION8-Continued
( ............ IUlr ... ... .. ~ ~- ·· Il!.OO· •.•• _-_ .......
~ CB,244 " .,OW
CB243 N , i
I
~···-·· 6.727·-· ."
, , ,
,
! , , , , , , ,
I ,
~ • : 0.1:0' ,),-
~.77~· ·-··":
~Dep(b ols...li<>:1. 1 Il'e blj n",~widlb. tlaopTbkl:_.1 W.bT~ ~~D 1-: I~ ~r"ootl~~cl'.~"'~~...j.~--,I'.""''''~-...j.'1 I .... ~.. ~ima.! 11'_400 ' P .... nd. De<ima!: F"'lio~ o..;mal 'Fraction o..;mal '_F_~_'''_
:!4,6(l1 :!<\ '\h 160 11.123 14 " 24.526 12·I' ;i. 150 14.082 14~h
cn 214 21.388 24'", 140 11.041 14H , 24.250 2<1\1 130 11.000 1<1
1.1 I!) 1.000 0,D81 0.D12
24.:UO 2<1 ~i. CD 243 24.156 2Hi.
24.000 24
120 12.08!) 12". 0.942 110 12.044 12" , 0.865 100 12.000 12 0.787
"
[Ii 1_', "H, "h
0,670 .. " 0.629 Ii 0 .;.88 I,,, 0.1>47 . • " ,
'!t. 0 .539 .." 0 .494 '~h 0,\50
'Jh
" ' •.
CARNeOlll BeA"" SECTI ONS
C,\I{ XEGIE HE.\'\I SEGTIO~S--Coutinued
r lI.15" , _._. .w .. [ , ,
;.; 0.405" ~. CB 242 ;;,; 0.400"". < CR 241
-I
:.. Utt" .. ~.050" - '
s.mo. J ~~~tlooo, ~;-~
~~:l;'; ::;~rl'; :~~ ! 2~.(0) 24 76
CIJ 24 1 24.(0) 24 70
~J ."'- "'-Idlll, .• '_'IlIid:-. V;eb~ , ..... , ...... '""'" -- -I) •• ~I .',..,tiom 0.;_1 'r_lieD ...... '...,tiooI --0.844 D'l t. 0 .817 I". 0.499 10 9.797 D")t. 0 .740 ' Ii. 0.452 ·U. 9.700 ."
1
0060 '10, 0 ."'" 1ft.
8.000 '10 0 .663 '"' MOO '"' "
CA R NEG I E STEE L COMPANY
CARl\'EG IE HEAM RECTIONS--Conlinllcd
:<---- -------- .. ---_ .. 13.00"" - --- - •• - - - - - - -- ---~
t--> '
: , , ! : , , ,
! , : : ~
0,46.5" C8 213
i ,
! : : , , , , 1 , , , • 0.75"
" • ~.-----.- 1i.2GS'" ---- - __ J
lleplb 01 8«1ioa. "'<!fbi F1IDP ..... idth , F1."P Thick_'1 W~~ Thick ..... ~tioD Incbtoo !DObtoo .~ .. I nch .. hoi .. .'00
___ o.-cim~\~'''lio'' P""OOI De.i1lHl1 FrO<lion o.-ciuW Fraction Decimll F .. otiotJ ---
21.248 ! 2\1' .'" 13.070 13H. 0 .939 'tit 0.535 'Ih Oil 213 21.126 211i ." 13.034 13 ft. 0.878 " 0.499 " 21.000 21 "M 13.000 " 0.815 ,,,. OAM 'th
"
, , , .
CARNEOIE BEAM SECT I ONS
CARNEGIE BEAM SECTlON&--Conti nued
9.(1(0--· .------ - ---..,
i
O.~3S" >- < C B 212
! , ; , ! ; , • • , · • · • ,
" , , ; · ·
0.300- • '-CD 211
~, O •• ~,) o . ,
", ..• 4.281"- ._ )J "'--'3,820" .~
~1 ...... Widlh. .'ange Thitk..... W"b'Th"h~., IDI!ha IDobeo IDO"""
o.plh ot Secholl. W'!l!hl 7:.1::.n I".""" "'''001 ~ F...-tion Pou .. ,b
21.240 21' !h 02 en 2 12 21.120 21 Ii 86
21.000 21 80
21.248 21\' ;0
C0211 21.126 20' .. 21.000 " " ·21.034 2nh 6Q
u..,i .. ,1 ~'_I",n I>«imall~ Doc; .. ol ~· .... tio ..
0.064 9)io O.');J,', '!io 0.:.02 ). 0.032 9\" 0.5,,, Ji 0.470 '!h 0.000 0 0.81" 'Jio 0.438 11.
8.073 8H, 0.732 '1" 0.433 ", 8.036 8)h 0.671 'J" 0.396 '!" 8000
I 8
10
.608
I .,.. I 0.360 .". 8.015 8)i , " " 0.62.5 . 0.375
"Spoo::iol Seo:tion W.b Tbiok_ ,",,'. -
" I
CARN£O I E STEEl.. C O\IP,,:-,V
CAn.NEG II~ UEA;\ I SECT IONS-Continueu
0.Ut". e B ISS
0.70" ,
J , , :.···---· 6.786" - ..... ;
o.p1b of Set1io<1, We1.bl F1~Wid1h. F1 ...... Tbiek ..... Web Thielt-.
~lioa ,~ ... . ~ ,~ ... , .... , .... , .... ..... , raclioll POIUId. 000 ... 0.; ... 1 i racliolo 0.; ..... 'Fractio). ractio)a
18.238 ".". i--;;- 12.069 12U. 0.1Ie" ·U. 0.498 " OBI 83 18.120 18U 93 12.034 lIlli. 0.'" IJi. 0.463 '~h 18.000
" 86 12.000 " 0.745 " 0.429 I,,,
"
CA R NEQIE BEAM SECTIONS
CAIL"EGIE REAl\[ SECTIQN8-Continucd
...... • ... -S.5O"· ........ . ;:"'·'-'· 1.50" '·'··'" . ...
CB IS2
Seotion. Ireilbl b.. [1<' fool
Depth 0/
~liGa ' "~C'O' lrulex r De<imol
18.242 CIl182 1S. 110
IS.OOO
l '"'' CO 181 18.114 IS.OOO
·18.024
..... 1100 PouDd.
I~ --~
" r Sl" " " " 18' 1 " IS1" " : IS " IS \-i. " 'Special Seolion \\01> Tb,.h_ '"
f'_ Width, 10' .....
1)0.6 ..... 1 ~-",S 8,lo , "'" 8' Jb , "'" '" 7.573 7"1'-7.534 7' lh 7.500 '" ~ 7.M5 7,10
" Iii
'!e O.32\)" • CB lSI
10. 3.590"-""';
Fl. ". Thick ..... , In<b ..
W.bThi.k ..... , lo,b ..
~m'" FTaetion "'"..., r....,tion --~ ---
0.S66 '!i. 00471 ' !h OSOO 'I •• 0.436 ". 0.745 II 00400 'Ih 0.676 "" 0.393 .". 0.607 ." . 0.354 t li. 0."-50 .... 0 .320 ... 0.562 ". 0 .315 "
CAR.NIlO I Il STEEL. COMPANY
CAIL"'EGIE BEAM SECTIOXS-Continued
~ ---- -------
h ~----,
! i ! ! .' •
· · C;
"' ... , .... 011 165
lou '"
:"," - - - - - - - - - -. - - --12..00"-"- ------- •••
'---~, ,.----'-'
0.*'· ... .
! , CB 165
! • CB 164·· ~ 0.419'
~ '.W -''''-;
J ... ---_ .. .,..- . .
0.65' ~
~
, - • &.-;:11' --- ....
0ept.I0 '" Seet_. 1\" . bl • ","'-"hb. na...,~'1 W.bnio:~. , .... ,?~ , .... I .. J>. I I .... Po-od.
!)wi,.·1 r'rK'- Deo::i=aI 1r ... 1iooI ..... ~ Dtoi<Ml r,..1ioIa
16.236 16'~_ '" 14.OG8 I 'Hi. 0.918 11i_ 0 .... ' '.-16.110 1614_ '" 14.032 I~'h 0.85.> .. ,- 0.406 " 16.000 " '00 I~.ooo .. 0.'" ' li_ 0. 46~ ·,iI 16.240 16 " ' _ 00 12.076 12". 0.783 "i. 0.491\ " 16.120 10" 83 12.031) 12'h 0.723 ·,So 0.468 'H. 16.000 " " 12.000 l :l 0.663 "h 0.419 '1"
"
C'
CARNEQIE BEAM SECTIONS
CARNEC IE BE.\ :\ I SECTIQNS--COntinued
.. , r'
0.3'75-.. • CB 163
7.00" -.------'!
, ;-< --- --,- 6.00" .---- - ~
h C8162
~ 0.290" <_ CB 161
~ 0.6fi~ • C- J....
So ... , .... C D 163
CB 162
ell 16 1
:..- ".063" - ~ ,.,,d-- '----' ~ ,
~ - ~" .. :a, _ ": .~ ..
r:..-'; .• '.-'== ... -%.856 . . ...
Dtpth til 8oo,-, ! ' •• 1 I n..,. 'oliMlI~, 1 Flaap'I'hiU-. 'olitb TlI~, I....... ~.(JCII ,...... ,...... , ..... o.o..i ..-;;;;;; r ..... o;;;;Jr.;;;; o.a-I r.-... 0.......:1 rncu.-.
16,226 Hllh " 8 ,M3 , ". 16. 11" Hnt. ., 8A1 1 8"h 0.720 " i, 0"'06 ' •. 16.000 .. " 8.600 S" 0.'" ' Ib 0.375 " 18.2M HII\ '" 7 .072 7Ii, 0,6H "t. 0.302 " , 16 . 128 1 6 \~ .. 7.0:J6 "h 0.;';84 "li, 0.326 "It , 16.000 .. •• ;,000 , 0,520 .. " 0."" ." .
· ' 5.93-1 J5' ~i. ., 7.08l\ 7 ' i . 0.0187 ali . 0.375 " 16.012 161i, " G.O'!" 6 1h 0,1;26 ' !," 0.314 II, 15.030 15 '110 ,. 6.000 n 0.4S:; "'i, 0.200 ·,1'
~Sto:tloo WebThitk_ '~".
l
Soelioa ,"",
C O 146
CARNEOIE STEEL COMPA N Y
CARXEGIE BEAM SECTIOXS-Continucd
c
, ,
~
15.145' _ ..
.
O.S,W cn 146
O.a.·
o· 7.29'1'
'I Dtp~=~Iioo>,l!7!!.1 na.r~.lth, I~=-I Web.=_ , DetimaI 'FtlCl_ ,..",.... Det....J Fn.eI_ Deo:i..t F __ o..,~1 r .... tiooo
16.800 le-n. 305" l6.OiiO~lii- 2.2:00 ZIt 1..106 Pli. 16.7112 16U 295 15.9M 15'''. 2.181 2llo 1.362 "'i. 16.6 14 16'''. 285 15.912 lG"h 2. 11 2 2J" 1.318 IIh 16.472 16'!" 275 15.870 16" 2.041 lH'. 1.276 I1h 16.332 10')', 2(15 15.826 16'''. 1.97 1 .')h 1.232 1"'. 16. 11)2 16110 255 IG. 78 1 l ilt,S. 1.001 " 'h 1.1 87 IIi. 16.OM, 16". 2<15 15.738 15"" 1.S30 " '1. I.I H It,. 15.008' unh 233 11).603 Hilll' 175!l . ",. 1.009 lah 11\,764 u'n. 223 15.600 1511h 1.687 1'110 I.OM 1)\0 11I.6221 16h 2 15 15.604 16*" . 1.616 I"". 1.010 I )',
15 .4 78.11)"( . 200 15.M9 16,1. I.M4 . ",. 0.006 'Ih 15..334 ' IS"". 1M 15,61 3 15"" 1.472 l'!h 0.016 .,,_ 15. 188, 16H. 185 15.4611 15'Jh 1.399 l "it 0 .875 ,_ 15.0-12 15" . ]75 15.4:N 15"" 1.326 .'". 0.8030 .". 14.896 u'n. 165 15.377 15" 1.253 Ili O.7S.~ 'ts. 14 .750 I,n. 14.602 14"', 14.452 14'~"
14.30-1 14"', 14. 1 ~~ l4'h
'" ,., '" '" '"
15.330 1 ~1\',
1~.284 15t" 15.239 I I1"i, 1 ~.19 1 11m. 1~. 14~ 111",
1.180 1.100 1.031 0957 0.882
Hit
11" I 'b .,',
0.736 '16. 0.600 'fl. 0.6411 "i, 0.007 "b O.MI _'"
__ -,,",,4.162 14'h
OSt>t<ioi Setl"'" Ie, ();)IIIIIIB CQ~.
13 1 ,16.468 1 !I~~1 o.~S.(I " ~" .O.IIH ....... --""'--
"
•
j
C AR NE O I E BEAM SECCCTC'COCNCS'--__ _
CARNEGIE BEA.M SEC'fIONS-Continued
r-------- ----------12.00·------· ---- ------_.: . i
* -----------· 10_00"------ '---i
0.435' • • C B 145
CB. 144 ' O.sn"
, :..- - ---- 5_783'- --- - · ·":
! :.---- . ( 8)9""" - __ _ .l
~'tion , ... , o.pth of Section. Ir.;.~t I Pla~", Width. i 1'1_ Thitk_' 1 Web Thitk-. Ind... :11<,1";;". ]uebco l ""bN I"""""
o;.imlll ~"rae\i'"" ]'<>uo.cL, '0..;"",1 Fraction Oeei ... l FracllOn o..i",.l lrn..lioll
e li 145 14.370 14 .186 14.000
1
14 .382 CU 144 14.238
14.094
I H I 14J\.
" 10" 12' I O ll- 1 2~' 95 12.().50 12H. sa 12.000 12
75 10.086 1Ol-S. 68 10.043 10". 61 10.000 10 I
"
O.DOO 0.898 0 .8M
0.786 0 .7 14 0.64 2
,~, . .". 'H. Uh "1'0 oJ"
0.536
0 .. '" 0 .43<>
0.468 0 .425 0.382
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CAR.NEGIIl S TEEL COMPANY
CARXEGIE DEAl\1 SECTIQX&-Continucd
:-<----------8.00"· -- - - - - --'": , -i I •
: ,
, r· ·--·--·6.;;;0- ______ ... : , , , i • , , ,
i , , .... .-. 600" ------·+, , i . ! , , : c' , , O.:u3" ..., : :
; . GB·14S i ,
j ,
0.270" J .. ,
: : , , , , ~ CB 142 : i :
! , , , , ~ o.zro" ... : l! i <- CR141 , .". ! « : • : ,
1 "'- ... 8,8290 . . > , ::: o.(()·
I : 0 .
'-<- - 8.240" .,; ij , , QO.~!(
, , .. - 2.865· . .;
~-""..'" ·'T...:.:'lb. Fl.-.Tbick-. W.b Tbith ••• , .... , ....
I.<lox P "" Decimal Decll"aJ IF .. CIIoR OIl , Decimal F.-.clioll Deci",al F....,lio. Fr..,tion
14242 14'''. 58 8.070 8~h 0.716 'lh 0.413 '!h CB 14::: 14 122 14 )1 53 ,roo 8lh 0 .656 'lio 0.378 " 14000 14 48 ,"00 , 0.595 ·,h 0 .343 lIh
14240 \ .1"" ., 6.822 6'''. 0 .569 Ii. 9 .342 "h \ 14 100 14\h "" 6.798 6'li. 0 .529 l,h 0.318 \h
CB 14:: 14080 I.IH . " 6.774 n·!i. 0 .489 It., 0.294 ''', " 000 " " 6.750 '" 0.449 -". 0.270 ' ;"
1 ]*14.000 " " 8.8M 6''', 0.449 -,i ,
I 0.375 " CB 14 1 13.964 13' )'- : 30 '.000 • 0.431 H. 0.270 'i., ,
~ fIoet;"" W~b Tbitk_ ~".
CARNeOIE BEAM SECTI ONS
CAlL'\EGIE BEA.\I SECT[OX8--Continucd
,.(---------- •• ----------- 1(.00" ------------- "r
I.
e n 12';
cn 12f
,
1.1100' CB ·l 27 U.OO" .. ,
- --- -----6.500"'------ -->'
CB 126 ·1 ,
0.751"'" ~
) .o.~· 5
'..---. --- U22"·-----···..: , y
"" .. I-Seeciooo'L"'t!P' .,..,. .... -odtb. n-,TIuo~ Webnid<-. ,,- I~'" I~'" i •• ,
0.; ..... 1 .r..., ..... :
81 , \ 11 ~ ,
~ 11 , "
11
11
,,",ok
230
'" '" "'" 100
,'" 170 100 ,ro
""''''' rat ...... 14.080 14 0" , 14.i3" 14' j' , 14.400 14 '''. 1-&.245 I" )~ IU)OO .. ".735 14')'. 14.400 I" '!i. 1.1.2H. 14'1 14.000 ..
~maI_rratlioD """'" FratbCD
1.080 I I". 1.';35 1'1'.
U71 1* 1.400 I'''. I.24.S 'II LOOO , 1.492 1'1'.
1,311 1.510 1.247 'I' 1.002 , 0 .757 " J
CARNEG I E STEEL CO~ PANY
CARXE.GIE BEAM SECTIONS-Conlinued
" :..:z.CO·
h , .....
1 CB l25
10.00'"
'----, , ....
[ J
.,
CB 124 , ....
0.r.3· _
o
. I o.plh of >Ieol;"". 1I'<!p1J fu.qe Y,-odtll. ·~T1t.id< __ 1 W.bT1t.id-. Sot-tioa. I....... 1"" tool; I ....... , .... , .... I"d.. ~ Fratl'" ........ 1 o;:;;;;J Frw; __ IleruoW 'F";' ... ', o..;-i F;;\;;;
• ~ , .. 12.73~ 12"" 1.376 Hi X
11 130 12.4f1l 12>\', 1.075 1 6~ 1,131 '" C D 1~:I ~ 11 1~'O 12.245 12 f' 0.8M >Jh
~ "0 12.000 " OMO '\0. , " "'0 10.613 I ()IU. 1,121 i\~
n1 11 " 10.392 IOUi. 0,830 " 0.000 .~. CD 124 .. 10. 100 1O'~h " 01'04 H', ,
" " 10.000 W 0.008 'H. "
C ARNEOIE OEA /I' S ECTIO NS
CARNED I];; BEAi\1 SECTIONS-Conti nued
t"m--';w,.-__ ' _-' ,4 •••• _ ••• ..... ,b:::! ___ , ___ -'
1 CB l 23
h o.ztD" .. CBl22
... - 3.8M" ...
b o.UO" - - CB 121
3.1311" -0'
ilI'!)lh of ~lIoa, i Weit;hl .1 ... ae \\·id\b, T"'all4O Thirk_, Web Thirk_. lncbN __ "". FOOI.' 1 ... 1>00 1:_ I~boo I I ....
~ •· ... IM. p/JUlldo I ~ I~I Denmal ."nnioa DocimIJ 'F~tlOll
12.2.:>S 12'1" 00 S.071 S-'. O_M:> IIi. 0.361 "U. C U 123 12. 130 121' 015 S.006 Sih 0..591 '1h O.3'!6 II',
12.000 12 010 8.000 8 0.526 'lit 0 .200 "t. 12.236 12'". " 6.668 6'h 0.{i38 'lh 0 .30S ".
CO 122 12.1\8 12f' " 6 . .M4 6'lh 0.47~ ')" 0.274 II. 12.000 " " '.000 '" 0.420 "n, 0.240 'U.
·12.022 12\, . " ..... 6'f" 0.431 II. 0.375 " C O 121 11.924 t I'''. 2S 0.000 • 0 ... " 0.240 ,,,. .~.,..ia1 So<:t"'" Web Tbidr._ ~~.
"
CA RNEOIE STEEL C OMPAN Y -
CARNEGIE BEAM SECTIONS-Continued
r-------- -- ---- 12.00" ---- .. ------------"':
I , I , , , ,
, : : ~ ..... -<-C B· I05
T ~ ,---. - - -- - - -- --10.00"---- ----- -- - - - --": ,
, , , ,
l: , o.ar : ~ :
I : , I ,
, , , ' , ~----. - - -- '6.700"-·- -- ----..: ..,9.615" ~ , CD- IM - ,
!
0 .&0' ~ i • I ' I : :..------u.a·-----+..J
,
-o.plh of s..1i<>n. W~;el
• ,.~ "'".:!th, ., • ....,Thiti_ . lI'ebThi<k_ '" ... ..... per 001
..... .... . .... h.u
Decimal Fr&c:lOon POUodl Deti .... I 'F ..... lion ~ F ..... tion DecOOII FrlttioB ---, . ., 13.177 13" •• \.777 I"h , 132 12.941 12' H. 1.541 I'''. N
IU IU ". 12.700 12'" . LUI6 1 6~ 1.300 IH. en 10" , , n. 12.471 12' !h 1.071 H •• , N '" 12.236 12"., 0.836 'Jit ,
'00 12.000 " 0.000 "it
" ." 10.647 10' 1 •• 1.162 Uh , ID IU " 10.411 IO" S. U,8U5 " 0.926 .". CO ... " " ,
" 10.206 10' '' . 0 .721 "h
" '" 10.000 " 0 .515 .". ---
CA R NEG I E BEAM SECTIONS
CARNEGIE BEAM SECTIONS-Continued
1----- ---------- 9.00"----- - - - - -- - --- -~!
I
I
Section Index
CB 103
CB 102
i
0.375':.. -<_ CB 103
S : ci , O·W, . ~.:
,
I
r--------- ------8.00"--- - ---- -- - --1
l I
~- -----4.313"---- -- -~
CB- 102 -~
, , , '<;-----3.840"· -- - --.,
0.320" -'<---
~ 00
"!~.30" ~ : i , . ~
Depth of Section. Weight Flange Width, Flange Thickness, Web Thickness, IncheB per Foot, IncheB Inches IncheB
Decimal Fraction Pounds Decimal Fraction Decimal Fraction Decimal Fraction
C 63 9.412 9 1%2 0.787 2~~2 0 N W W ~,6W
39 S· 56 9.206 91 ~i4 64 0.581 3Jf;4, T A 49 9.000 9 0.375 % N T
n 42 8.324 8'}ji4 0.644 4Hi4 E W I~ ~,~81 3 I' 36 8.147 8 ~i 4 "8 0.467 1%, T H 31 8.000 8 0.320 \Hs
25
SoecliOl> Ind ••
C ll lO l
CAR,NEOIE STEEL COMPANY
CARNEGIE D£A!'.I SECTIQN8--Continucd
r<--- --- --- -- - 6.00"- - - - - --- - -- --0: }---.- i
)
··-CB 101
... ----·2.886'·----.,
Dtpth 01 Soection. W.ij!:bl nonge W;dtb. t1.". Th;o"- I I~" I~'" InohHo r ~oot
P""nd. Decimol ~tiOD 0...:;"",1 Frsttion Pecimal lF .... tion
10.22~ 110"" ., 6.008 61l. 0.4!1~ " lO.0!l8 lO~h " 6.029 Of" 0.430 ". 10.000 10 n '.I11III , 0.381 " D.002 !I'!" " 0.000 , 0.332 "It. I
W.b 'fhkk_. I~"
,-'mal F .... lion
0.298 "'-0.25!1 'J'-0.230 '!i. 0.230 'Ii.
CAR-NEO I E BEAM SeC TION S
CARNEGIE BEAM SECTION8--Continood
........ ..... " , , , I
'" _ ••••••• &.50'" •••••••••••••. >;
CBga --~\
~ 0.50"'
[c=~<~ __ o~~~~======~~·iB 92 0.279'
;" .••••. U(z-
3.111"
D.plltcl SeelioD. i Wf"idot I f1&Dp Widlh, FlI_nick_. WdlThitt-. ...... , .... ''''''' , .... lad,... I"'t locI I ...... ~I r....u.- ...,., ..... ' om-r1r ... ticll n.e.;_1 ~ ... """ 0..;_[ F"ra.1" a ------ ------0.242 0"'. " 9.082 g ... 0.119 1 "h 0.398 "i,
C Il 03 0, 122 '" " 9.041 0'1. O.~l IJh 0.357 .... '.000 • " '.000 • 0-470 'Jh 0.316 .. , 0.102 Olio " 6.656 1 6,j. 0 .(;(\0 ", 0= .. ,.
O B 02 0.006 1 0'h " 6.528 6 ' lh 0.618 I~h ( 0.307 .. , 0.000 0 " 6.500 61i 0.470 '!l. 0 ,279 ",
0--,
CARNEO I E ST EEL COM PANY
CAfu~EGIE BEAM SECTION8-Concluded
1"----------- ------.8..00'" -- - ------.-.-~
,.. ----------- 6_50"-- --~
CD'"
CB.82 _ , 0.239" ~ '.'<" ~.. ... • .J
, .. ----- a.sr.:;" ---- ....
0_45" ~ , :..-----3_IU· ---...
1 Do.ptlt 01 SeetioIo, 1 W"'~t · na...,. "'-dtll, I .~ Tbiet_'1 Web Thid._. Stetloa. 1__ "perr;,. hd... I ... "", I ...... IlIdp 1)0-,,,,,,,1 • .....,tioft PoulMb" n.c,i_1 ,.';"I~ DeriIllt.I rr.etio1l. Decimal ~"""licD
'.000 -,-,,-,-. - ",,--,-.-,.,--,-,,-.. -1 1.203 I'''. 0.810 r ';i> 9.456 9'U. 81 8.469 8"i. 1. 128 lJi 0.7Ml ', • • 9.302 9'''. 78 8,418 8-n. 1.(1.'; 1 Iii. 0.708 "I. 9.150 91i. 72 8.300 8-fi, 0.975 .It. 0.656 · ,10 8.9!H 9 66 8.314 8~\o 0.897 "li' 0.60-1 ., ..
CU 83 8.838 S'lb 60 S.26 1 S'l'. 0.819 'tl. 0 . .55 1 u" 8.680 S'~I. M S.208 S''' , 0.7-10 on. 0.1911 " S.52O s'n. 48 8.IM SU. 0.660 'li, 0.H5 lI. S.360 S·~i. 42 8. 100 SU, 0.580 'Ii. 0.300 ni-8.198 8'lh 36 S.046 8", 0.409 » 0.336 lib ..... 8.196
CIl 82 S.098 '.000
SH. 31 S.OOO 8 0.430 JI. 0.200 'H,
30 6.MO 6U. 0.498 ~i 0.298 1 '." 27 6.529 6' Th 0.149 .". 0.268 'Ii, 24 6.000 6)~ 0.400 'tb 0.239 'ti,
"
..... , .... 0<0
n 39
CAR.NEO I H 8 !lAM SI!.C TI ONS
S'L'ANDA IW ~IILL SECTIONS
:-< ••••• • 'Z·
B40 .4 ••••• __ ... 5.00"············:
~ "" .'. 1.500"' o
Dqo\k oI8eetin. , ... Wi'''1
, ---,-
BS9 .... 0.250'
''''. ; :., ... . - 2.375···· .. :;:
o
Flaap "'~odth. M_"-""'-, ... , .... W.b~, , ...
I Doeimal F....-tioa ,- ...... r ... 1iooo OocimoJ Ir ... u.- ...... r ... li"" -j
9 9 " ~.380 5" 0,3865 " 0.380 " ...
" ,.". . " 0.'" " 8 8 " IU I O ~". 0,341 " 0.360 'ji. .,.-
" '.000 , 0.250 " "
CAR.NEO I !!. STEEl. COMPANY
H·BEAM S ................. ''''-8.00' .-.-... ~
t
~---"""' r---~ H' ~ H2
"
0':50: ~ H 3 .. ~ H 3A
II 3A " , 27..5 '''''' GIlt
0.481 "h 0.438 li,
2':;.0 5.938 a'~it 0.313 Ii,
'U , , 22.5 6.063 6 l h 0.379
0.375 " 20.0 5,938 [,'11_ '. 0.200 " 1\ 2 , , 18.9 '000 , 0.4 17 -" , 0.313 Ii,
'" • J:l,g 4.000 , " , 0.372 .. 0~1 1 3 ~h hlll.oformition .. to ... 0111.&0, ..... "liven in pamphlet oOlitlM "Slftl MineTlmboro."
'"
CARNEGIE
BEAM SECTIONS
ELEMENTS Al\D PROPERTIES
CARNEOIE STEEL COM I'ANY
CAHi\EGm B I~A.\ I ~ECTIO:'\S
HMWF; OF 8EO'l'10:\"
St;u:c n:o ron USE A~ BEA~IS
sy.Jtn:s OF Dt:I'TII$ II 1\'Il"G CO~ST_I~T It\TIO
7,9 9.1 1U.1 12,0 1:11; 15.8
1~ 1 15 )I( 1 f>~1.15--+-J.1f>~-\. I~ 8 !l iO I I I:! 13 14 15 16
" ",--,,--,---,--,--,--,--,--,--,-,'-,-,-,--,-,,350 "'" 1-+-1-+-+ --+-- 1---1---+--+--+--+-1--1-++-1300 '30 - ++-t-t-t-t+++-r12~
, 6 6~ , , •
"
w .. '" " " "
7.\) \1.1 10. ' 12.0 1:1.8 1,-;.8
\+-1. 1~1.15~1.15~1.15~ 1.15-~\
SERIi*; O~· DEI'TIlS Il A\'I ~G CO~ST.I~T II.ITIO
CAItNIlOII! BI!A \\ SEC TlO f>;S
8ERIES or DEI'1'IIS II AI"INO CONSTANT KATiO
21.0 1.1.- )I(
27.11 I ':; )I(
1 .~.1;t 18.2 20.1)
1+---1.l:'~l.Ili )IE 16 11 18 10 20 21
!iOO 2·' 23 2\ ... ,:; - - 2{\ "7 2~ 2030 3k,o - -
",.
"'" ~:!50 , > ... 200
.2 11>0
~ 100 • , " ". "''' 00
'" ~BI6' -CBI64 ~,
C'8163 ~
"
"t-( , CBtl) -\
· e '" • a,., • •
" ,- CBISt caw
~ I .. calSI •• ..
... B3!>Z l
I'" I ; CBZn ., ., , .. ea, • , ,
CalOl .. :'l!' I I'·'
". CB24 CBZ"'I '"
f re .. ,. .
.' C B{ .. I
o tf.f. 816Z
.. I so , .. 00
CBlfll , " " ,
" .. 1'1 '" 2 1 " 23 " 2:1 2(; 2128 2(l 30·
LXPLA"ATQJlY SOTt;$ n._ of Serll<>no obotto ia diaufo .. h ... b,..., ollartal lOf&rithmioally:
1110 V .. llC"&l!!nJn ;ndioau~ II •• SKu ... Moduli .nd lbe lIon ..... 1.&I St.l. a.. o.pr.bo io iI .. r....
r.....~ 1oori..,.IalI .. """"-'~ 10 1100 rtq\llrOd Sootioa Mndui ... .I. r", .. t.hiol" .. "" .. I ..... u.IQ_t.oo:l.. 1100 rtq\llrOd c1tptll.
Each wrilhl of _liOft ill .r.owr. by • oircle • • ..rid "",I. lodioati", • _tiOB WIth _Wool I_thu ~ , .. II tbotk.
G_PI 01 Secu- r..~ _ ;._1 deplll ud WIlli ore ...... .... Itd ... ,~ "",,,,,,_Ii_; I ""nlII caly lbe _ in\IenIAI dOl" • .I" ,,,,,,,.,,,,,,1 ';th btok~nJi __
• • • , , , , , , ,
",. 000
'"" ". ",. , 2t.Og
o , , "". "', GO~ , , , ,
,
.. " 00 00 80
00
.4 " 10 17 18 19 20 2 1 22 ~ ~4 211 26 27 282930 31 15.8 18.2 20.0 24.0 27.6
I+- I.I:;~I I:;'-~)I~'~l.l.'i )I( 1.1 ->-,-,.11<.- --SE RIES or DEPTII8 II\\'ISO CO"ST\)\o"T KATT O
"
!~ ~ aoln. £~ We. I .. ----738 240
." "20 CI -- 0 • '" "'" •
'" ,,.
e---,
'" . ., . '" on ... '00 13."> , , '" , '" 125
'" '" ", '" 302 r---
"" 277
'" '" , .. ~
--238
CAR'IIEO I E STEEL COMPANY
C.\RXEG n; SKUI SECTIONS
BE.\ltI SECnONII
Co.wPARAnvE T ABU: or S&enON i\IODI:W
21 In. 24 In. 21 In. l~ 24 [,,_ 211._ 18 In.
":: ~I We. 10 lI'e. '". ~l WI_ II WI. 10 We. II
,,, '"' 22 .... .. · C , ,., ,
0
"" " c '00 '" ,
"' "'. • 176 C '" • , .. • 16-1 "C , C
• ''9 ", " ,
" , , •
'" 1';11 , •
m ,. C
'''' , "" " • • H" '" ". 15.
'W .. , C • C 14."> • " , .1' , , C
C , " '" .. , 72 , • • ", , 132 • , "" '" .. " c , ". '" " •
'" , IHi
" 11 2 , '" , H" ,
"
"
•
16 1,,_ IIln.
\It. II II 1. ••.
'" ,.,
" , • • H"
10."> ., " " , •
"'cr • , " • • 10; •••
" ", , c • " , • • 0
CARNEGIE BEAM SECTIONS
CARNEGIE BEAM SECTIONS-Continued BEAM SECTIONS
COMPARATIVE TABLE OF SECTION MODULI
g.a 18 In. 16 In. 14 In. 12 In. 10 In. g.E 14 In. 12 In. 10 In. 91n. 8 In. ~~ ~~
~~ Wt. lllo. Wt. INo Wt.~o. Wt. No. Wt.~o. J:l~ \\,I. ;NO. \\,1. '110. Wt. 'No. \\'t.llo. \\'I.INo.
----- -:- - :- ----110 lOO 47.8 CD 48
1 105 58 63 91 47.6 33 4
2 104 68 45.8 36
CD CD CO -,-100 1 1 83 1 -12.9 4:1
6 4 2
-11.8 30 rf I
97.1 58 3 4 4 CD CD
95 .1 1 75 10.7 f 32 9 8
:19.6 1. C1E 1-
3 94.4 52 1 :14
I 93.1 61 38.1 2 -l~ - -- - 2 -
89.9 5 1 37.9
2J 38 I
85.6 58 37.4 C&
·12
85.41
47 35.6 1 0 _
81.9 50 C.E cn 1
:15.1 :16
2 :1.; I ,--1 78.21 ~ 53 1 33.8
4 73.S 45 2 3 :12.7 I I 31
70.91
48 32.0 1
301-CD 36 CD 9 8
65 .• 43 31.9
1 2 3
I 65.61 40 30.9
1 32
- ---50 lcn I I
65.4 30.7 25 1 I 60.6 42 2 ~8.0 29 3 CE - 1-
60.1 63 27.6 26 1
59.3 38 C.E 27.5 1 0 31 I 1 1 --
58.S 6 45 eE 26,3 (t 30 1
56.6 56 1 24.4 2:1 cn 0 1
21 I 56.3 3!) 1 3 23.7 "Il 4 54.7 35 2 21.7
I - - ---I-
53.2 4!) 21.2 25 r--
21 I 52.3 40 21.1
51.9 36
I
1!).5 2 l ~ -I-o 10
51.1 38 IS.!) 21 3
14.7 18 19
35
J
CARNEO I I: STEE L COM PANY
r CAHXEGIE 111::.\:\1 f\ECTlOXS--Continued
CoLt;)Il'" S&CTtOXS
Co"'AnATln: TAIU,!;: 01" It\DIt 01'" GYRXnQX AND ARE.\8
• H In. 12 In 10 In. ! ,
< Wftch l >;0. W.""bl So. WoiP l S o.
< ' - r •• , ' M
89.70 "" 4.\01 89.70 SO.'6 "" 413 8tUII 83.82 '" 4 .12 "''' 60.1'17 2'~ 4.10 80.87 77 .113 W, .'" 77.93 i·l.!)!) 2:'.-, ·I.OS 71.00 i2.06 !!4~, 4.0.1 72.00 69.11 23~ 4.1)5 69.11 67.64 230 3.74 67.61 00.17 22:) 4.01 00.17 64.70 ,'" 3.73 &11.70 63.23 2 15 '.03 CO 63.'" 61.76 'W 3.72
, 61.76 ,
60.28 "" 4.01 , 0028 58.82 "'" :1.71 ~8.82 57.31 '" '.00 ~7.31
M .88 '00 3.71 M.88 64.4 1 185 3.0.'1 54.41 ~2.0~ en '"0 3.64 52.0~
61.41 '" 3.07 ,
51.47 • "'.00 • 170 '.M cn "'.00 48.~2 1M '.00
, 48~2 ,
47.00 '"0 3,67 • 47.06 4.U.8 '" 3.0-1 4' •. 68 H.12 '''' 3.60 4~ 12 42.64 '" 0.03 42.6~
41.17 ,W 3.01 ,w 3.08 H.I' 39.70 '" '.02 30.70 38.81 132 '.00 38.81 38.~2 '" 3.77 38.~2
38.24 ,,., '.03 CB 3824 3G.75 '" 0.0. , CB 3G,7~
3G.46 , '" '.00
, 36.411 • •
\ M.28 '''' 0.0. • 35.28 3~.11 '" 3.11 34 .11
"." 1Ir- 3 .80 ]3.82 32.3" "0 3. 10 32.34 31.711 >OS 3.13 31.111 30.88 "" 3.08 C8 ""S 29.40
, '00 2.30 ' 00 3.1Il 79,40 • 27.03 " , ....
I • CO 27,03
27.06 ,
" 2.50 en 27.06 , 26.16 " 2.41 •
, 2(1 .• 11 • •
"
---~
CAR:NLO II! BEAM S ECTIO ,'S
('A!tXEGJE BEA:'\I RECTIO:-;S-Conlinucd
CQI,UMN S.x-noxS
Co)l".uI~TI\ I: T.u.!!,!': "' R.~1)1l '" CYlt.\TIO:>" "XO AIlEAS
! UIIl. 12 In. 10 111. Il l n. SIn.
t <
\\"1 •• ... ", ... .. WI . , 11 J. 11"1 . , .. .. Wo. , ., .. <
:!IS.4' 00 2." .41 24.00 " :I.U:' CI 4.!") 24.71
, SO 2.1.; .4.71 • 21.'() , ,
" 2.48 , Z4.'0 21.41 In 2.V.
, , ~.41 , • 2:!.W • • " 2.11 ••. 00
2~.6f, .. 2.:";1 22.6.'. 22.0.> 7.; 2.17 [II " 2.1;1 22.0."", 21.17
, 7:! 2.12 21.17 • 20.:.0 • '"
, ,-.~ 20.00
10.0',) "' 2.46 111.1)9 HI.40 ., 2.11 11).40 18 .• ;:1 " 2.14 I 18.63 17.!H " 2.44 17.111 i '.63 00 2.00 . ~ 17.6:1 l7.o.~ [,8 LU2 C 17.0:; 16,47 '" 2.211
, 16.47
1~,87 " • 11i.87 , " 2.07 I·;.:;!) f~1 1.111
, , I1U.1) • 11.60 , f>l) 1.<)8 ,
14.60 , 1141 , "
00- 14.41 ... { 11.12 " I.~IO 14.12 14.1 \ " 2.29 14.11 H.W " 2.00 14.10 13.2:1 " 1.117 13.~ lZ.U--, " 2.2S f, 12.6-.1 12.;c. 4:.! 1.!>6 " 1..3 , 12.35 12.3>1 ., 2.04 12.34 1I.'Il " " 1.11::; 11.76 11.4, :11) I.::;e
, 11.4. • I \.l7 , " 2.Z6 11.17
IO.W " Uili , 10.00 HU8 ,. 10M " ' SO
, " 2.02 IO.~ • 10.2\) , " I.IlI 1O.2\)
9.71 :\.1 L{.oJ C 9 .• 1 9.40 :12 I .. j.!
, " 1.60 "
~J'm , ... • 9.1l , "' , .. , 9.11 , .. 9.10
8.81 30 1.63 8.8 1 8.ft.1 '" 1.;';9 C 8." 8.22 " 1.5:1 • 8.22 7.9:1 Z7 1.62 ~ : '-"3 '.00 24 1.61 ,.". --- -
"'
CARN E GIE S TEE l. CO \\I'A N Y
CAHXEG II'; BEA:'I I :-mCTloxs- c.;ootinued
1 ,
J,: LE~ I EXTS
3E 0>'
SECT I O~S
OEC L\IAl..
{ " , -
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CAR N EOIE S TEEL COMPANY
CARX EGJE I3EA.'o 1 SECTIONS-Continued , , =r ELE1'>IE""TS
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CARNEOfll BEAM SECTIO NS
CARXEOIE UEA.\I SECT IQN8-Concluded ~
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CARNEGIE
BEAM SECTIONS
BEAM AND COLUMN
SAFE LOADS in accordance with SpecificatiOIll!l or
A~IEIUCAN I~STITUTE 01" STEEL CQNSTRUCTIOX-I923
"
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CA RNeO l e STee L CO MPANY
SAFF. LOADS FOR SECT IONS USED AS BEAMS
~:XPLANATION 0 1' TAllLI-;S
Tables of safe l~dll for Carnegie Beam Seetioll.s W!ed llJI lJeaffill under conditione of static transveree loadinl,t, give the unifonnly distributed safe loads in thousands of pounds for spalUl elllltOlllllry in bridge !l1ld building construction, based upon £In extreme fiber !!tress of 18,000 ])(lunda per SfJunre inch. These tablc~ givl' thl' ful! loads for beams fixed or bnJ.(;ed against Intend deflection :IS w(>1! liS
the reduced loads allowed for beams free or unbrnced agaitlJlt side deflection, nnd al80 the values for those spans at which the allowed safe load will produce a deflection of ~_ of the span length. The loads in nil e8lM'S include the weight of the section. which 8ho\lId he deducted in ordN to arri\'e at the lI('t load which th(> section will lIupport.
It is :UI8umed in all C!lSCS that the londs nrc applied normal to the axis 1-1 all shown in the tables of I'lements of sectionll, and that thc beam dl'flecte vertically in thl' plane of bending only. If the conditions of loading involve the introduction of forcl's outside Ihis plane of loadinfl:, the allowable safe load.s must be detenuincd from the gencral theory of flexure. in 'H'cordnnce with the lIIode of applicntion of the load and its character. In cases of eccentric loading, the netunlsafe londs would !Je l'onaideTnhly lower than the tahulatl'd S:lfe loads which hav!.'" heen hnscd lIl)(ln the tn0.8t favorable condition" of loadin!!:.
\'ertlu l O'lIoetJ..... The vertiCAl deflection of n section under 3-
unifonnly distributed load is dl'termill('(1 from formula:
Deflection. D _..9- WI". WI . =8 f.! 3..'11 IT ' n
I) ~O n!!. 3S4 En' Span length in feet: l_ I:!L
" D 15fL2. h ~ -,;;n LIIe es
Steel, E-29,OOO,OOO; for fiber strell!l f-n~,OOO pounds:
Ikflection. D=- O.OI~2L~
n-di~tancc from center line of gra\'ity to extreme fiber:~ J)cflection_ ("'()('mci('n~
:?n
CA~NEQIE OEAM SECT IONS
o cnoctlon Coefficlents tor Flbe~ Stl'CSlll or 18.000 P ounds
~n. I "".,,, ~n. O:>d6<"nt Sf:.~. CotIficienl ~. Cotllio ..... t
"' 18.000 "' 18.000 18.000 18.000
0.019 .. 4 .767 " 11.894 .. 39 ·IUI , 0.014 " fi.38 1 " 19.068 " 41.133 , 0.168 " 6.()3;j '" 20.278 ., 42.902 , 0.298 " 6.122 " 21.fi26 " 44.708 , O.·I{I{I ., 7.448 " 22.810 '" 46.552 , 0.670 " 8.212 " 24. 132 " 48.432 , 0.912 " 9.012 " 25.492 " 5O.:lf>O , 1.192 " ,."" " 26.888 '" fi:UOO , 1.008 ,., 10.726 " 28.322 " M.298
'" 1.862 " 11.638 '" 2'9.793 M 56.328 .. 2.253 ., 12.588 " 31.301 " 58.395 ., 2.681 " 13.fi74 " 32.847 " 600400
" 3.147 " 14.599 " 3404.10 " 62.640
" ''''' '" 15.600 " 36.050 " 64.8!\)
" 4.100 ., 16.759 " 37.707 '" 67.0:\1>
The deflection, m inchcs, of sections subjected to trallsverse streSSCll due to ullifo~mly distributed loads aTe obtained 1\l1 foll(lws:
Sy",,,,etri.,.1 S«UOnJI. To find the delleetion in inches of :to section symmetrical about the ncutral axis, such as 1- and U-bellms. di \'ide the coefficient in the table corresponding to given span and fiber stress by the depth of the section in inches.
Uno,.mmdrl<,.l S«tlonl. To find the deflection in inches of a section not symmetrical "bout the neutral nxis, such ns beams with unbalanced tlange plates or with continuous shelf angles, di\'ide the coefficient corresponding to given spau and fiber stress by twice the distance of extreme fiber from neutral axis obtained by computation.
Olh~r Piber 81.--. To find the deflection of any section for other fibe r stres8CS than those given, multiply the cocfficit'nt fo r 18000 pounds fiber stress corresponding to the apan given by the ratio of desired fiber stress and 18000.
Llml ... of o..d ..... lon. The deflection of floor beams currying plfl.8-tered ceilings should be limited to not more than ~s,(\O of thc .span length; this limit is indicated in the safe load tables by lower zigzag line, is derived from the following formulns:
12 1, H;tl..' 0 ~:Il nrfll'Ctloll, Dnl&.l:. = 300 = --gn Llmltlng ·~1);!'1l. I~,OAJ[._ 4fiOf
tor fiber st!"Q!lll Qt 18.000. Limiting 8lmn. t.",.~.=3 . .3SOn ----'
CARNE GI E S TE EL COMPANY
t.", ... 1 Deftflt:tlon of l*m.. In computing safe loads it is generally l\.l!Sumed that the compression flanges of the sections arc securcd against htcral deflection by the use of tie rods or by other meuns.
In such C8.8CS full slife loads may be used up to U sllnn length C(IUnl to tHteen times the flange width, but whcn the unbraeed Ienp:lh eXCI;Nls this ratio, the full safe loads must be reduced in aecordunee with the ratios given in the following tuble in order to insure that the stl"('SSCS in the eomprC88ion flanges do not exceed the safe unit Slre88. The Illterlli unbrlloeed length of beams and girde~ should not exceed forty times the width of the compression flanges.
The following table gives vlllueH obtained from formula 01 20.000
American Institute of St(lC[ Construction: fc =- 1+ _,_ (I b) ~
'''''''' ncductlon or sara l..oad" for nMIO of Span lAmglh to Flange Width. I ". lIatio. • "ulll.oad. Ratio . Full Load. RatiQ. FUll Lead. R.-t;c, ."ulll-.l.
'" I"r~"t. '" P.r~nt. 'I' Pu Cent. 'I' Por Cent.
" 91.0 27.5 W.O ,., 70..!
" 00.' 21.5 00.3 " 79.8 3'1.5 "" 15.5 99.2 " 89.5 28.5 79.0 '" 68.9
" 98.5 22.& 88.7 '" 78.2 3!>.5 68.2 16.5 97.8 " 87.9 29.5 77..! " 67.4
" 97.1 23.5 87.1 W 76.6 36.5 "" 11.5 00" ,. ... , W., 75.8 37 W .•
" 95.6 24.& M.5 " 75.1 37.& GS.2 18.5 9·1.9 " 84.7 31.5 74.3 " 64.5
" 9·1.1 25.[, "" " 73.5 38.5 6:1.8 ,.., 93.4 " "' .. 32.5 72.7 " ."'" '" 92.6 26.5 82.2 :13 71.9 39.5 62.t 20.[, 91.8 0-_. 81.4 33.[, 71.2 " 1l1.7
In addition to this lateml deflection which is induced within the beam by the action of vertical loading, lnternl deflection llIlly be induced by the thrU3t of floor lIrche8 or other loading ncting on nn n:ds pcrpcndicular to the line of principal bending stress.
Stresscs due to horiwntal thrust should either be neutra!i?ed by tic rods, or the Bafe carrying capacity of the beam should be computed in accordllnce with the general formulat! of flexure to provide for the combined stresscs due to the action of both verticnl and hori~ontal forces; thnt is to any, the snfe loads should be Iigul"('d around both the axes I-I and 2-2, and the unit stress computed BO at! not to exceed the nl10wable fiber stress.
'--------
CA R, NEO I E 8EA~\ SECT I ONS
£ 11'«1 a t I "'~t a ll 811'H8M. Tho formula8 upon which tho tables of safe 10Rd.s arc b~d IlIlllUrne all loads to be quiell<:ent or ~Iatic. The effect of moving loads may be taken care of eithcr by reducing the allowable nnit ~trelllle.ll, or el&C hy increalling the theoreticnl loads.
Whcn a load i~ suddenly applicd, tho resultant stresses aro twice as grent &8 thOlio due to an equal quiescent load.
Whell an ill.lltalltllileotls ly allplied 108d produces impact or percus. sion, thc resultant stre~s aTe dynamic and arc IIIClISnrcd by the laws govcnJing tho onergy of bodies in motion. The following formulas givc the fiber strCIIII and defleotion due to" IOlld falling on center of a beam rigidly lIupportcd lit both ends wh('n the weight of henm is negligible as compared with that of falling load , Ilnd whc .. 110 acCOlUlt is taken of the local distortion duc to impact or Jl('reussion at point of application of 108d; hut when the weight of the bl'al11 is a real factor, theoretical formulas do not agrCtl with observed results and practical tesu give v:..lues which arc far I(' i!:t thnn thoso indic8ted by theoretic:..1 formula8i this ill notsbly true in drorl-tests of axles:
W _ Weight of falling load, in l)Ounds. h _ Height of fall, in inches. f _ Extreme fiber streS!! due to static cIT('ct of load, W,
in pound.s per square inch. fd ·xtreme fiber stress due to impact of 108d, W,
in polUlds per squsre inch. D _ Dcrteetion due to IItatic clTcct of 10(lti, W, iI, incPcs. Dd _ lkfloction due to impllet of load, W, in Inchos.
fd -=f ( I + V~ + I ) Dd_ D ( I + V~I + 1)
8h~arID" 81,..,.... The safo load tables for 1)cIUliS arc computed solely wilh reference to safe unit SlreSlles duo to f1exur(', lind the safe loads uniformly dilltributed on the spans given will not produce e)(c('!II!ive shearing stre8llCs in tho web.
Whell, however, beams must 8npport heavy loads whieh arc concentrated ncar the SUI)ports, or when beams of short span are loaded with uniformly distributed loadll to their full cnrrying cnpncity as reg:lrds flexuTC, the bending momenh lUay bo small in eomp:lriSOIl with the reactions at tho supports, and the beams may fail along the neutral plane as a rcsult of longitudinal shearing stre8llC8, or lIlay huckle as a rellult of the combined longiludin:ll and vertical lI"eb stresses. On lIueh spans the saJe shearing or buckling strcngth of the wcb may limit the carrying eapa.city of tho beam, 80 that the deciding factor will often be the TCIIistanllO of the web to ahearing stresaetl, rather than tho resistancc of the Ranges to bending strcS8CS.
CA N. NEOlll STEIlI. COMPANY
LoQlt.odiaal 9b_r. At nny poiut in nny section of a benlll. the horizontnl and vertical components of the web stress are equal to each other and proportional to the vertielll 8hear; their inten8itietl are dependent upon the distanco of thc point (rom the neutral axil. In order to detennine tho intensity of the vertical shearing strciJ,i At
Il given I>oint in a vertical !!Cction of the bellm, thcrcrore, it i8 8ufficient to find the equnl intensity of the horizontal shcaring stress a.t the same point in tho horizontal plane.
The longitudinal unit shear is xero at the upper and lower flanges of t.he beam a.nd a. maximum at tho neutral plane. It is greatest at tho 8upport.8 and zero where there is no vertical shenr.
The intcllllity of the longitudinal shenr at any point in any IIC{'tion is the product of the vertical shC'llr, V, for that !!Cetion and the static moment, Ms, of thc seetion ineluded between tho horilontal 'I>lane of shC'ar through that point and the extreme fibers on the samo side of the neutral plane di\'ided by the product of the moment of inertia of the benm around the proper axis and the thickneM at the plnne of shoar; or
Longitudinnl shear !XlI' square inch V 1\ 1. ". '-'i
~o.fjQ'" 'N ... U'OJ
"-'~
Exampll'-It('(IUh't.'d tho maximum lonsltudllllli unit .heu tn Camegto bcarn 8l'CUon Cil-302. 30" x H". ISO lb. for a maxlmum "~nlcal shear of UI ,2(10 IIO\IIKI8.
:\h Or FIan&C 14 s I.~ x 14.397 =- 243.2 :\1. or Web _ l3.704 s 0.6. s 6.897 _ 63.7
Total Static Moment 3O(I,0In,1
:\Iomellt of Inertia or !learn. 1_ 8301.~ in.'
, ~ " ''''- 24 1200 x :K'I6.0 ..on .. ,IU< na ""ear _ ~OI.4)C 0.07
13.310 IlOundo tICr II(lual'() inch.
Undcr usunl conditions of loading, the longitudin:lI shear need not 1M: tuken into consideration.
II-u<klin.- V.I .. eo of Ilea .. WeIM. The vertical shearing ~trel!l!oeS or the \'('rtit-al compressive components of the web strel!ll may, tinder lOme conditions, exceed the !afe resistance of the beam to buckling, and there r("lllains the po8IIibility that a web which ill amply lIC'cure Ill!
lI!I;ainH the safe allowed IIhur will not be of lIufficient strength when considered as a column. In !uch CfL/!CS provillion mUllt be mnde for !!CCllrity against buckling either by web IItilTenel'3 or by inereuing tho thickness of the web.
«::ARNEOl!l BIlAM SE«::TIONS
ExperimcniJs with beamll of various depths and web thicknelll!Cs havedemOlllltrated that the length 01 the web which can be lU5IIumed to resist buckling strellllCll is cqual to the end bear ing plUII one fourth of t he depth of the beam; the following formulall have been deduced:
a' a1 I ~ ... Safe end reaction ]t,...o fb x t (a +~)
Safe interior load I ---j \ ~,, : In the formulas It i9 the e!ld reaction, W the conccntrnted
load, t the web thicknellll, d the depth of t he henm, a l half the d istnnce O\'er which the concentrated load iH npplied, a the whole distance over which the end reaction ill npplied, and fb ill the Hafe unit resistance of the wcb to buckling.
The first rormul!~ is gcnernl Ilnd applies to nny condition of loading. The sooond formula is for a single lOad ('oncentrated lit the ccnter of a span; it call be extended for a Hystem of conccntrated loads, provided the sum of the distancCH a ' iH not less than a.
For computation of fb the following fo rmul a hall been UllCd ill the tables, correspondin g toan allowableshearingstre8Bof 12,OOOpollnds, fb maximlllll _ 15,OOO IJOunds.
''''"'' '+_' (d W 0000
The tllMcs give for beams with unsupported web3:
I. Allowcd web reailltanee fb, in pounds per square inch, computed frO ln thill compression formula.
2. The distallce n, or the distance over which the end reaction lIlust be distributed when thc sh('uring streS8, V, in the web is the maximuln allowable of )2,000 pounds per square inch.
3. The allowable end reaction (R ) when a is taken at 3'z". which is the usual length of beflm actually resting on the 4" anglC9 ordin!lrily used in building eonstnlction for beam SCllt;:; .
4. The allowable shear V, on the grOll:ll a rea of beam webs at 12.000 l)(lundll per square inch.
Mul","", Uendl .... Mo",enu. In addition to dat" referring to maximum loadll on beallls 1111 computed from the web resistnllcc, these tablcs also give the maximum bending momenta in foot ]JOundll, which Illay be used ill8tesd of the table of propertics, to ascertain the ])rOI)('r site section to be used in any particular instanc('.
CARNEGI E UCAM SECT IONS ---
CARXEG JJ~ BEAM SJ~CT I OXS-Conlinucd
l'>lA.."{JlIU.lI HESIlISO .\ IOllE:'''TS ASD WEn H.&5 ISTANCES
UCII": lm1 Sc.rc- I S.OOO I'ound-Shcarlng SU'OIIII 1Z.OOO POUI>ds
OD-ISJ 18.238 "" IS" 1
18.120 " IS.OOO ..
08.I S2 18.242 " 18" 18.110 " 1S.000 " 18.21;2 " O B·181 LU1 ·1 1;2
18" l!>.OOO " 18.02·1 " OIl·1G5
16.236 '" HI.110 '"' Hl" 16.000 "" On'IM
Hl.240 00 IG.I:''O ..
IG" 16.000 " OB·le3 16.226 " 16. 1 J.I '" 16" 10.000 "
16.254 "" 01l·162 10.12S " 10" 16.000 .. 15.034 .,
01)...101 16.0 12 38 16" lII.roO '"
08· 145 14.3.0 "" 11.186 " 14" 14.000 " CU' 144 l 'I .3S2 " 1~.2a8 68 14" 1·1.(IM .. 0 0 . 143 114.242 " 14 " 1·1.122 "' 101 .000 .,
.40~ AG;1 .4~'\J
.471 ,4;16 .<00
.303
.alil
.320
.375
.5::L2 '<00 .46 1
.405 ,458 ..110
.438 '<00 .375
,." .3~'6 .",. .37[)
, .. .... .5::L6 •• S> .43b
.468
.42[)
.382
.413 .:l7S .343
~ 1 6.{Jo()() ~·()O.IOO 186.150
11;7.050 ].11,600 128.HIO
13·1,8,'; " a07.800 286,!.!OO ~67 .41; 0 ,
235.6[,0 217.:150 109,0.;.0
170.850 ItiS.ZOO 145.650
122.850 110.700 98.400 98.Il050
SS.9:;O 82.0.;0
2~"'.200 22(1.800 197 .... 00
171,750 1[,[,.700 131).650
128.400 11 7.aoo 100,350
1 ,
108.000 10.77 1~.71 1 100,670 10.84 14.340 92.660 10.89 13.911
103.100 8.41 14.400 9-1.n.O 8..15 13.980 87.700 8A9 13.[,[,8
00.080 7.34 1:1.240 76.950 7.:16 12.a31 (1), 120 7A l 1I .7S5
81,110 6.65 12.996
103.650 11.88 \.'>.000 91;.800 11.94 15.000 89.000 12.01 11;.000
96.470 9.77 15.000 88.600 9.81 14.920 80,450 '.00 14,4S1
85.2SO 8.01 14.649 78.510 8.00 14.257 72.000 8.00 13.810
70.6 10 6." 13.47:1 03.000 7.02 12.785 55.6SO 7.07 11.942 7 1.700 , ... 13,836
00.330 '.00 12.558 056.440 5.92 11.971
92.430 1O.[)7 15.000 82.5000 10.70 I[).OOO 73.080 10.SO 15,000
SO.770 8.1i1 15.000 72.010 8.58 15.000 64,610 6." 14.67 1
70.580 7.28 15.000 0 4 .000 •. 32 14.00.1 /}7,62O 7.38 14.088
1O.3 ~ 10.0;'\ 11.0~
10.61 11.0'2 11.43
11.98 12.112 13.sa
12. 14
8.93 , ... ,.W
8." 8.94 9.26
9.24 D.54 '.00
10.41 1l.l 1 12.010 , ... 11.30 lUIS
, , ., {I.040
k:I .:1I0 7.760
, , , ., " "
4.6.0 8.930 4,0010
1.9:;0 1;.610 0.1,0 , 9,020
, , 0.320 "'.000 '."," . , , M.130
1450 5:510
, ,. 8.480 :.1.560 S,S40 ,
" , ;
7.90 [) 7.020
'.= 5.670 7.SO (; 7.70 4
7.91 , ... 8.01
, ... S.O' 8.43
, , , {I.S IO 5.000 9.360
•• 3.140 8.810 3.820 " ,
r
L
CA RNeO I !> STEEL COM"ANY
CARNEG IE I3EAi\i SECTION&-Continued
Bending SIn... 18.000 l'ouml-s.hearh18 St...,... 12,000 Pound •
I
O H.U;! .-1"
C Il_l4 . 14"
e n -12 1 12"
Cn-IZ3 12"
CIl-I!!'2 I:':"
COl- I:!1
..... '" .... ,
1".2~O 11, 100 "',0:10 1<1.000
14.000
13.004
12.000 12.000 ' 12.0011 12.000
12.258 12. 130 12.000
12.236 12.118 1:1.000
12.022
11.024 ".. I CIl-IOO 10.000
10" 10.000 10.000
CIl- I02 10.000 10" 10.000
10.000
10.228
cn_IOI IIO II08 10" 10.000
0.002
<12 a9
" 33
" ::0
"'" '" '" " W
" " "" 32 28
" '" ., '" " " "" " '" " 23
"
1-.342 00.000 58."40 6.22 13.005 8.68 .:118 &1.450 M,OaO 6.25 13.5:!!) 11.02 .2'J4 17,850 <19,670 6.27 13.022 \l..l6 .270 71.400 45.360 6.30 12,430 10.02
3~' . w 76,650 G3,OOO 4 .87 14,007 '.00
.'" I 02,700 .1.;,240 5.54 12.4;:;0 9.97
l.IZl 1(101,700 LG I ,42Q 4.08 1';,000 '.M .nl.o loo,no LN,GOO 4.84 15,000 0.00 .m-4 1\11.700 ' 10 1,:180 t,,91 15,000 G.OO .008 142,IJ.5O n,IOO '.W 15,000 0.60
I ' .36 1 fl8.100 5.1.100 7.39 15,000 0.74 .:126 8g.~'OO, 47.450 7.43 11,625 C.9:! .". .8,4:;(1 41,700 7.51 14,004 7.28
.,., 118,700 45.220 0.08 14.251 7.24
.274 6 1,050 39.S40 0.13 13.h7& ' 7.08
.2 ~ 0 ~UOO 34.500 6.IS 12.700 S.:kI
.37& ::.9.400 54 ,100 ."" 1.5.000 6.6 1
.2to '16.000
1
34.3-10 5.36 12,7'-'3 8.24
1.5.000 .787 00. 100 0-1 .440 3.82 5 .00 .. '" I IH.UOO 69.720 4.87 15.000 ''''' .375 70.800 4:>.000 '.00 15.000 ''''' I
. 611 57. 150 77.21>0 , ... :g:~ , ''''' .467 52.tI:,Q :06.040 3.7t1 '.W
.3:.:0 . 49.0.:.0 3S.400 5. 11 1<">.000 5.50
.'" 47.850 36.570 ,." 1&.000 5.6.1
.2::.9 41.400 .11.350 5.28 14.362 5.9 1
.230 36.600 27.600 5.30 13.68S 6.27
.230 32.&00 ~7.330 4.76 13.752 6.17
I
3:J.72O :lO.2QO 26.b50 23.4110
38.340
23.500
101),300 87.7W 68,610 40.530
35.M>O :n . 140 26.400
~ggg 10.820
36.500
10.840
70.830 52.200 3.1.750
51.000 42.030 28.500
27.070 22.·UO 18.500
18.000
CARNEOIE BEAM SECTIONS
. CARNEGIE BE1\J'I SECTIONS-Concludcd
l\1AxulI;!M BENI)J~O i\'10I>u::-"Y'S ANO WEn RESISTANCES
Bending SI...".. 18,000 Pound_ Shearing Stress 12,000 Pounds
. """ I W,"", Val .... fot Ead R_tion, V
Web Maxim Web Sbet.tinc W.b Bueklinc End s..cl"'n 1le~m f:1 Thick. BeDdi.oa; fu:.<lion , ... , - M""","I '"' ~ Uo.ii '"' -=3).," ... R_tiCD s,_ BM.ri", N mi".1 1~'Plh d , M,IlU. \"'IlU. Lmln, " a ",10. R,nu. ---
lneha rouo'" , ... • '001 , ..... ,., , ..... , ... l'oun6J '00"" r5q.ln ----CI)·!Xj 1).2-12 " .398 71.700 44.140 .. ,. 15,000 5,08 3 4 ,6\)()
9. 122 ., .337 64,300 39,080 6,51) 15,000 5.02 30,9[,0 , .. '.000 " .316 56,850 34, 130 '.W 15,000 4,95 27,230
on.92 1),192 ,., ,335 50.700 36,950 5,4!) 15,000 '.00 211, 130 ."'" " "" .1(1,350 33,510 5,f>3 15,000 5.00 26.r,ro .. , '.000 '" .2.1) 42,000 30,130 a.58 15,000 4.1)5 24.060
OU-83 8.300 " .",. 00,100 39.120 a.74 la.OOO '.W 32 .• 00 8.ItIS " .'" 48,000 ~.050 5.S I 15,000 4.51 27.9;0 , .. ,."'" " .m 41,2.50 2S,05O a.88 15,000 ·1.43 23.990
eU-82 8. 100 '" .", 39,4aQ 29,310 5.38 15,000 4.51 24.S00 8.008 " .268 35,5::>0 26,O~0 a,46 1a.000 4.45 ::::::.:': It) , .. '.000 2·1 .239 3 1,650 22,940 5.52 15,000 4.40 19 .720
STANDARD MILL SECTIONS ,
D-IO '.000 " .380 .11.800 41 .040 3.10 15,000 4.95 32,170 , .. '.000 " .2.50 29,2.50 27.000 4.33 14,803 ,.", 21,280
D~19 '.000 " '00 23,S50 34,560 2.76 15,000 4 .40 211.700 , .. '.000 " ."" 22,050 24,000 3.fiS 15,000 4,40 20.620
" ... '.000 37.7 .SOO 45,300 48,000 3.78 15,000 4.40 41.2.50 S.()()O ;n.3 .375 4:1.31)(} 36.000 4,82 15,000 4,40 30,!l40 , .. '.000 ;12,fi .3 13 42,300 30,050 5.63 15,000 4.40 25,820
H -3-'\ '.000 27.a .438 24,600 31.540 3.12 15.000 3.30 32,S50 ... '.000 23.0 .313 23,$.50 22.[,40 4.18 l a,OOO 3.30 23.480
H~ '.000 22.5 .375 20,M>O 27,000 3.W 15,000 3.30 28, 130 0" "'''' 20.0 .2.50 11),300 18.000 4 .30 l a,OOO 3.3U 18,700
1I·2 '.000 18.9 .3~3 14,ZOO 18,780 3.04 l a,OOO Z.75 22,300 a"
11·1 '.000 13.8 .313 7,900 Hi,02O Z. I Z 15,000 2.20 21.130 < ..
"
',.. ,. '".
" " " .. " .. " " '" '" " " " ., " .. " " '" .. " " '" 3 1
" .. " " " ... " 42 4;1
." 4f,
" " " ." 00
" 52
'"
CARNEG I E S T Eil I. COMPANY
CAHXEGIE BEA~I SECTIONS
ALLoWABLF. Vsnxmll Lo.\08 I " TIIOU8 .\SDS OP POUND8
Maximum lJendlng 81 ..... 18.000 P"'-Intb per Sqllanl Inch
~~=~N~'_~.~n'~J o..ptlJ &lid ..... Wodth-W<iI;bt p<r .'0(11 -----A CD 302 3(1",14" CB 301 3O" ~ IO' .N j-! 2401l •• J::riiibo. I 200 U •. .1 ... 1IO H.~ ,_ IU It ... _ 12.1 I~ l..m ,Ibt. . '!!~
=7'Lo,..,lCnlly 1 __ Latorally ~ Pi •• hM 'fi ... ' P .. Fi •• "... Ph. r .. Pi •• hot 'p;", "... Pi ... P ....
1:.W {":!l>:mT 3lr.r~:r6.f 2.2.')3 :tOO 390 3111 36 1 3.12 :C12 2.681 I-~' ." .. '" '" ,. -
... ... _ _ He ... . .. ... 360 300 333 333 307 307 :1.1 .17 --- -=-------- .-WO WO M I ;',41 402 492 ~43 113 312 303 289 280 200 2:;7 .. 100 .5$3 5[.3 507 507 461 431 .. 15 11 5 2D2 270 271 2:;8 2-10 237 " .• 67 521 .521 H7 477 -l34 43~ 39 1 a91 215 2SS 2J.5 239 23!i 210 6.3S I 492 "00 .&51 440 .. 10 108 aOO:J60 ZOO 239 2-1 1 221 222 203 6033 166 .. 50 427 421 3'iS 381 :00 a13 246222228 ZOO 210 181) 6.722 B 3 430..00 394 360 ~8:432 a21 Z34 201 217 191 100 176 7 ..... 8 122 40S 386 37 1 35 1 336 316 30Z 223 103 200 178 100 164 8.212 ..02 382369 :U9 3:J5 a17 :102 2s..~ 2 13 ISO 197 167 Ihl 1f>.3 9 .m2
a8.", 359 353 329 321 300 21111 268 203 169 188 156 17:1 143 11800 ;\69 3M):438 al2 307282277 2M 1 9.~ 158 18 1 146 166 I:U 10.726 aM 322 325 294 295 268 266 240 187 149 173 137 160 i26 11.638 3·\1 305 312 1279 1284 '253 255 227 ISO 139 167 129 15:1 118 12.r.88 328 289 30 1 264 V3 24Q 2 16 2 15 173 131 tOO 121 1.18 I II 1:1.574 ;U6 274 290 2:;1 26~ 227 Z:-17 20[, 167 12a 155 114 142 10.'> 14.500 305 261 280 239 2M 2 16 2211 HI." 16 1 117 149 107 138 118 11>.000 29;; 240 271 227 2-16 200 22 1 I S!> 156 110 144 101 1:43 03 16.750 286 '236 '262 216 238 100 2 11 176 151 100 1M) 00 120 88 17.894 277 22;; 2M 200 231 187 208 167 146 98 135 00 125 K:J IIHlG8 268 2 1 ~ 246 100 224 178 :101 100 142 \lJ 131 8(1 12 1 78 2O.Zi8 200 205 239 188217 170 I~ 152 138 88 127 81 117 74 211>26 253 100 232 179 211 162 1\10 145 134 83 12-1 77 IH 70 22.8 10 246 187 225 Iii 205 1M 1M 130 130 120 til 24.132
"" 179 ,,, , .. '" '" '" '" 126 117 lOS 2:;."92
"" 17 1 2 14 ''''' ,,. III '" '" 123 114 10.'> 26.888 227 163 208 ". "" '" 170 12 1 120 III 102 28.322 221 157 203 '" , .. , .. '''' '" 117 108 100 211.793 2 16 150 108 '" "'. 12-1 '" '" 114 106 97 31.;J(11 211 144 103 131 '" III} I /'iS '"' ill 100 M :J20.847
100 101 9:l :11.4:10 106 98 91 36.050 I(}.I 00 80 :17.707 102 94 87 1 39.40 1 100 02 85 41.133 97 00 83 4 2002 M 88 8 1 44.708 0 4 87 80 46.M2
"'" 1:18 189 126 172 114 11111 W, 201 1:l2 184 '" '" lO1I 161 " '" 127 180 116 16,1 loa 148 " '" '" 176 '" '''' 10 1 141 00
'" '" 173 '" 1 ~7 9 7 '" I I ' S< '''' '" 1:18
"" , .. '" 136 on '" '" 133
'" ". '" , .. 170 '" '" '" 00 83 77 00.350
'" ". 139 88 82 711 112.:100
1
" ... jiJ8 48.432
-'!.. '" " ' """] .. ,.. .. 6G0.328
.. Tf " 118.:m
.. .. f'I 60.409 •• ,. • 62,640
1IIIIIJ.i",~", .n01t*bk .... iD 1ttbt. ...... de!Letti<u. Beadi", ~IOD'.'OII """ Web R.e..o_.
r\';f " , .. ~ !jg. ,.
" ~ •• •• ". " .M •• I" ." "
,. ,. 'w '" " ,. ,. ,n '" 1.-10 r.to:rt. uwer ~w Ii_ will prod..,. 1.-10 t..IOW' I.,..., hori_w i_ will prod .... u ~'or muimuII> .s.1or.da. _1abI .. III Muimum
"
CARNEOIE BEAM SI!CTlONS
CARX'EG IE BEA?l1 SECTIONS-Continued
Au.oWAOI.E t;SIFORloi 1.0.\08 IN 'rllOU8.\S08 OF POUSDS
Maximum Brodlng SIn.. 111.000 Pound~ per Square Inch
N_iAaJ I)o.pdI and .,_ \I*odth- Wt icb\ .... F_"";"';"';"'"T---
Sl""n CB272 27".14" CB271 27"," L"C""'-"''-I ~-.j ,. I IQO u •. 1 175 u.1 115O 140. 1 145140. 112 n_.I u)!.!~= 1 llIILo. r.,.\ _ 1 .. l(n!11 1 .. l<n!l,
-\; PI..,. !!!!- 'i ... ~ Pi'" rr. p".. ,.. rI". rr. ,i ... Pno I Pi... "'" ft' 1'.,',- go ~ ~ _
~ :m".'lW3TB"3TS"F2blr ..
" " " " .. " " " '"
320 320 289 289 260 260 ., _ ... ... ." ,,' :"'93 293 2M 265 238 23S
:nr.r ~.N .... 271 268 2 .... zn 220 217 ~ 468 422 -122 386 386!J3U'3!iU' Z51 2+4 227 219 204 1911 -128 -128 39-1 391 3{1(1 3{1(1 326 326 23$ 223 212 202 191 181
-101 1401 300 369 338 '338 1306 306 220 206 100 185 179 166 317 317 3-111 3411 31S 318 2118 211~ 207 189 187 171 168 153 3,'!.6 3~ 328 327 300 Z99 272 270 1M 176 176 la8 159 141 338333 ill 3O.'i 2114 279 M8 2M II ...... 162 167 146 151 131 32 1 3 11 295 287 270 262 2-15 2'J7 176 161 100 136 114.3 122
3().~ 129.1 281 1270 1257 1248 1233 1223 168 1140 151 II ZG 136 1114 202 277 269 254 246 23:.1 223 210 100 13 1 144 118 130 106 2711 260 257 240 23.5 218 213 HI8 15:1 \ 22 138 110 12-1 00 2672-162-16226225 207 20-1 \ 87 147 114 1:12 102 119 92 '" ,233 36 12 14 1216 100
1100 117 1"' 1'"' I'" 1 " 1114 S6
247 221 227 20312081185 ISS
1168 1M 100 122 90 110 81
238 210 219 192 200 116 181 159 1:10 94 118 85 100 76 229 100 211 183 193 166 176 ].'11 126 88 113 i9 102 71 221 189 2().4 173 1&6 !.58 169 1-1-1 121 1 113 110 75 00 67 214 179197 165 ISO 151 163 13t'1 117 78 106 70 95 63
31 207 171 191 11581174143 158
11:'10 '113 74 102 116 92 .59
32 200 163 185 100 169 137 153 12:1 110 69 00 62 119 56 33 Hl4 1M ITO 143 164 130 148 118 107 96 87 34 1119 1-111 174 \36 159 124 144 112 103 I" " 3.'1 183
1141 169 130 1M 119 140 101 101 01 82
36 178 13$ 164 1124 150 1113 1136 10.1 08 SS 79 37 173 129 1(10 119 146 lOS 1:12 Oil 0.$ 86 77 a8 HID 12:1 1.'16 114 142 10;1 129 114 03 I" " 30 16·\ liS 1112 108 1:19 00 120 80 110 8 1 73 40 I IOOIJol II4SIO"(~5 I MIZ2 1 86 88 79 71 'II 1,'!.6 108 144 1
100 132 0 11119 82 S6 77 70
42 153 10-1 141 05]29 87117 70 8-1 76 68 43 149 00 137 112 126 83 114 76 82 74 67 44 146 96 13-1 8S 12:1 80 111 72 SO 72 6.'. 4~ 143 92 131 8-1 120 77 100 69 78 iI 64
" " .. .. .. " "
139 88 128 81 117 74 106 66 76 69 62 136 85 120 78 115 71 1004 75 68 61 131 123 11:1 ~ 7a 00 60 1:11 121 ..... , . 11"' .. .. ~'''' •• H '''' ,. m '" '"
,0 o o • • 1.-11 aoo.. mpp!T booriamwli_ will prod .... IM11It1,,,,, .tlonblt ...... in wet.. r.o.dII beIo-.101n'r h"';l<l"wli_ will 1''''.,,1< ............ deII«I"' ....
1.862
,.'" 2.651 3.147 , .... 4.100
4.767 .'1.381 6.033 6.722 7.4-1S
8.212 0.012 0.8.'>0
10.726 11.638
12.1188 I:J.574 14.MlO 1.'\.600 16.7119
17.894 19.068 20.278 21.526 22.1110
24.132 2.'1.402 26.888 28.322 29.703
31.301 32.847 34.430 36.(1[0{1 37.707
39.401 '11.13.1 42.902 44.708 46.5112
48.432 ..... • 'Qf ......;"'\U1I..,.loodt. _1&bIa d M . .. ",u.,. Bmdi", M.-.ntl ood Web ~
CAR.NEGIE STEEL COMPANY
CARNEGIE BEAM SECTIONS-Continued
ALLoWABLE UNIFORM LOADS IN THOUSANDS OF POUNDS
Maximum Bending Stress, 18,000 Pounds per Square Inch
~ Nominal Depth and Flange Width-Weight per Foot
--------------------------,~---------------II - = Span cn 244 24"x14" I CB 243 24"xI2" .~ .J! ~!t 1601be. I 1501be. I 140Ibe. I 1301be. I 1201be. I 110 lbe. I 100 lbe. io~
1
Laterally I Laterally 1 C,) ~
_ __ ,!'iledj Free puedl Freel,uedll Fre'l Fixed' 'ree l ':~:dl ::~ i F::~ i :71 '2i::di F:: ---12 307 3.7 370 370 3" 3.. 318 818 W2-302-277'" Z7'i25'2 252 2.681 13 lfi937lf~ '~332~~ 308 279 279 256 256 232 232 3.147 14 352 352 ~30 330 308 308 286 286 ~ 259 259 237 237 216 216 3.650 15 329
1
'329 ~08 1308 1287 1287 267 267 1242 1242 1221 1221 1201 1201 4.190
16 1308 308 289 289 269 269 250 250 226 223 208 205 189 186 4.767 17 290 290272 272 254 254 235 235 213 208 195 190 178 172 5 .381 18 274 273 257 255 239 238 222 221 201 193 185 176 168 160 6 .033 19 259 \255 ~43 239 1227 1223 211 207 11 191 180 175 165 1159 150 6.722 20 246 2391231 1224 2 16 209 200 194 181 1168 1166 1154 151 1140 1 7.448
21 235 225 220 210 205 196 191 182 173 158 158 144 144 131 8.212 22 224 212 210 198 196 1185 182 172 1165 148 151 135 137 123 9.012 23 214200 201 188 187 174 174 162 1158 139 144 127 131 115 9.850 24 205 189 192 177 1180 165 167 153 1151 131 138 1119 126 109 10.726 25 197 179 185 167 172 156 160 145 ! 145 123 1133 112 1121 102 11.638
26 190 170 178 158 166 148 154 137 1139 116 128 106 116 96 12.588 27 183 160 171 150 160 140 14.8 130 1134 110 1123 100 112 91 1 13.574 28 176 153 165 143 154 133 143 123 , 129 104 119 95 108 86 14.599 29 170 145 159 135 149 126 138 117 125 98 115 90 104 81 15.660 30 164 138 154 129 144 121 133 111 1121 93 111 85 101 77 16.759
131 159 13 1 149 123 139 114 129 106 117 88 107 80 97 73 17.894 32 154 125 144 117 135 109 125 101 113 84 104 75 94 69 I 19.068 33 149 119 140 112 131 104 121 96 110 79 101 71 92 66 20.278 34 145 113 136 106 127 99 118 92 107 75 98 68 89 63 21.526 35 1141 108 132 102 1123 94 1114 8 104 72 95 64 86 59 22.810
36 137 104 128 97 120 90 111 24.132 84 101 68 92 61 84 57 80 . 98
~~ g~ ~~ 1m ~~ m ~~ I~g~ ~~:~~~ 65 90 58 82 54
77 \ 95 62 87 55 79 51 39 126 90 118 85 111 79 103 28.322 73 93 59 85 53 77 49 40 123 87 115 80 108 75 100 29 .793 70 I 91 56 83 76 47
41 42 43 44 45
46
120 117 115 112 1110
1 107
83 113 80 110 76 107 73 105
103
I 100
78 105 72 75 103 69 71 100 66
08 o. O.
98 95 -~
01
I 8.
87
~~ I ~~ 81 74 79 72
62 ~ r.!J.- ~I 1\
82 75 6. 81 7< .7
7. 72 •• 47 105 I I ' s
1 ., I I 85 I 77 71 1 6' 1
Loads above upper horizontal lines will produce maximum allowable shear in webs. Load. below lower horizontallinCB will produce excessive deBectioDB.
31.301 32.847 34.430 36.050
137.707
39.401 1
41.133
For maximum safe loads, see tables of Maximum Bending Moments and Web Resistances.
64
s,.. '" ,,,'
CARNEOIE 8EAM s eCT I ONS
CARNEG IE BEAM SECTIONS-Cont inued
A u.oWAIlLI; U:-'U'()11M LoADS I S TIIOUSA:-' OS m' P OUN DS
Ma.dmum IJ.end lng 8 u 'O •. 18.000 Pounds per Sq uarc l nch
CB 2.2 Z.".9W· 2?ffl,,1 CB 213 21"d3"
tt ll:.. M lbo. I jft!!!:.... 70 It-. 120 [bo , II' II:&. IIH lbo. Lattnlly ;-:-- Lawnl[y 1.Ior"U1
~. O):l:':J::;;' "." "" J""]"" - ""~50' 10 27lrFIm-j2=i4flFtm- 195 195 1.862
II 245 2.lS 222 Z22 1\Xl 199 178 176 m ". 2.253 12 22;; 22,; 2()3 203 182 182 163 158 T.'lrn-lr... ... ... ••• 2.681 .. __ .•.• ~_ ,.~"'_===_.,u 14 193 187 174 169 1M 151 140 130 233 233 218 2 18 2(12 202 3.650 15 ISO 171 1(13 155 146 1138 130 118 2 18 218 203 203 189 189 4 .100
16 169 158 153 142 137 127 122 108 204 204 191 19 1 177 171 4.767 17 159145144131 128 Iii 11 5 99 192 19 1 li9 178 166 164 5.381 18 150 134 1:16 121 12 1 108 109 91 18 1 177 169 166 157 154 6.03:.1 19 142 124 IW 112 115 100 103 &4 112 166 160 155 149 143 6.722 20 131> 115 122 104 109 93 98 78 163 1M 152 14!i 141 134 7.448
" " " u
"
IW 108 116 91 10.1 81 93 12 155 146 1% 136 1M> 126 123 100 111 00 \Xl 81 89 67 148 131 139 128 IW 119 117 94 166 84 95 75" 8.') 62 142129 1;J.3 12(lI2:J III 113 88102 79 91 70 81 57 1:16 122 127 114 118 1M 108 82 98 74 87 66 78 54 131 115 122 107 113 \Xl
"" "" 00
"" 00
77 94 1>9 84 62 72 00 65 81 1>8 68 87 61 78 51 64 84 57 75 1>1 60 8 1 54 73 48
87 .~7 70 51 70 45 84 53 76 48 68 43 82 74 66 79 72 61 "I 70 62 75 68 61 73 66 59 71 64 51 69 6:1 56 68 61 55
.. 00 42 64 43 .J!!. 44 II ., . " -. ..
75 50 12 47 70 44
" " '" " " " " " '" " 50 .. " u .. ..
"
126 109 117 101 109 94 121 103 113 00 105 80 1\7 07 109 9 1 101 84 113 02 105 86 98 80 109 88 102 82 04 76
'M '" 00 00
'" "' " '" .. .. •
83 98 78 0\ 72 79 95 7·' 88 68 7592708665 72 90 67 83 62 68 87 6·1 81 59
65 s.~ 62 82 59 "'"iO
" "
61 79 66 58 76 54
ro.-" "
8.2 12 9.01 2 9.850
10.726 11.638
12.5S8 13.574 14.590 15.000 16.759
17.894 W.068 20.278 21-526 22.810
24.132 2,;.492 26.888 28.322 20.793
31.301 32.&47 34.430 :16.050 37.707
....
CARNEOIE STE El. COMPANY
CAlLN'EGIE BEAM SECTIONS-Continued
ALLOWAnLE UN H'OIUI LoAns I~' TIIOUSANDS OF POUNDS
lIIa.xlmmn llendlng 81"""". 18,000 l'omods pet' Squa.re Inch
Nomi",1 Deptb Ind ~'''''" \\-odth \\'~I p"" Foot
CB 212 21"09" CB 211 21".$" I
112 It.. I 8& lbo. I SO I .... " , ro no. &4 I .... GOI"'. &8 I"'. h,t , I.trnlly l.t....JIJ
ji .~ ---' .... r' .... ' ,~ """ ,~- ""' ... " ...... ,,", ... ,,", ... ---, [ I IJ Id"""' ifl' fl' '" ," ," .. , 0.912 8 2f1r2 Ilfrwrwrn:rmrmrl/lll"" 1.102 9 .>1 ... m ........ ' 194 10 1 177 177 16f. 165 100 100 1.608
10 UB"Z;fifZI!ITT.!lf2U:') 17·\174159 IMl 149 149 144 144 1.802
U 214 214 200 1200 186 ISO ISS 156 145 142 11351132 131 128 ,.=
" 100 194 1S4 181 171 168 1451391:13127124 lHI 120 11 5 2.681
" 181 175 170 164 158 153 1341 26123 115 115 107 III 104 3.147 : .. !68 160 157 149 146 138 124 114 114 104 100 97 103 .. 3.MO
" 157 146 147 136
1137 127 116 103 100 ... ,.
88 1 96 85 4,100
" '" '" '" 125 128 '" "" " '"" .. ., 80'" " 4 .767
" '" '" 130 115 121 "'" "" " .. " ss " " " 5.3S1
" '" '" 122 100 114 os "' " " " " " 80 " 6.033
" 124 ,., 116
1
98 108 " " " " " " " " 00 6.722 ., us " I!O 91 103 " " " 80 " " " " " 7.448
" '" '" 105 84 os " .. " " " " " " " 8.212
" '" S3 '00 " 03 " " " " " os " 00 " 9.012
" "" " " " " " " '" " .,
'" " '" .. 0.'" ,. " " " " 85 .. " " " " " " 00 " 10.726
" " 68 1 88 '" " '" " " .. " 00 '" " " 11 .638
" " '" 85 " " " " ., " 39 " ,.
" ,. 12.588
" " '" " " " " " " " " 13.574
" " '" " " " " " " " " 14.t.99 ,. " " " " " " 00 " " 00 1Ii.660
" " .. " " " " " " 00 os 16.7Ml
" " " " '" " os ., 17.89~
" " "" " " '" ., .. 19.008
" " " " '" " " .. 20.278 S< " '" .,
" " .. " 21.5Z6
'" " '" '" 00 " .,
" 22.810
" '" " " " .. " .. 24. 132
" " 00 " ., £ .. ." 25.492
" " .. .. " " .. .. 26.888
" " .. .. .. " " .. 28.322 ., .. .. " .. .. .. .. 29.793
" • 31.301
t.o.d • • bo .... upper borrn,.,w li_ will prOd_ IlW.imum oIlonble ...... iu ... bo. l.-d. below 1o,," !toriwntalli_ will prod .... H"";VO <itflectiOfll. F~. "....;mum..t. 11*1 .. _ tabJ .. of Muimum Ik .... i .. Mo .... n ... and Web RoW"""...
"
CARNEOIE BEAM SECT IONS
CARNEGIE BEAM SECTION8--Continued
Au..oWAIlLE U:"FOR.ll Lo.\08 I N TJlOU8.-\SOS 0 .. POII!"DS
Maximum BendIIl8 Str'llll!l. 18.000 PQllnd.8 per' Square I nch
NorniDaI Doptlo aad FI_ .... ~odlb-Weiclit ptt .'_ .,., C8183 18".1~" CB'~ 18"lBh" H ~
I I 7211 .. ~711.,_ " 100 1 ... ~,"'- "''''- _J81'" ,.~
1.1<nI11 "...,,, ",,' .'''''_ illed r_l~ r_ ti.ed ...... ".~ r- 'riud r ....
... ·1 ... - •• ' .. ! 111 1-:-, "" ~liJ!> ""TIW 1.608
W ...!!!......!!!... ~....!!"-....!.!L....!.!:!.... ." '" ",. ". '" '" 1.862
" 213 213 '" '" , .. ". "S ". ... ... '" ,,. 22M
" ,,.. ". '" '" '" '" '" ..,
"" "'. '" , .. 2681
"' Iii! '" ' OS '" '" '" 133 '" '" 117 '" "" 3.147 .. '" '" "" "" ,« ... ". ... III "'" "'" '" , .... " ". "" ... , .. '" '" '" "" "" " " 00 4.190
" ,., 1\01 ",. ,,.
'" 'U ,., "" '''' " '" 83 4.767
" 138 '" '" '" ". '" "" " " " " " 6.381
" "" 12:, '" '" '" ,., " " SO 75 83 " 6.00:1
" 12·1 '" 115 ,., ''''' '''' " " .. 60 " " 6.722 ,~ '" "'" "" lO' lO' "' " " .. '" " " 7.448
" '" '" 10·1 " " " 83 ,. " " "I " 8.212
" '" " "" SO "' 82 ' " 00 " '" " " 11.0 12 ~. '"' 00 " 83 " " " '" " " "
., .."" " '" " " .. " " " "
., " « 10.726
" ,. SO " " " " " .. .. .. 60 ., 11.638
" 00 " .. " " .. " " " .,
" " 12.1188
" " " " '" " " .. ., " " " "" 13.!>74
" " " " " " " ~ , " " "" '" "rm '" " .. " " " ,.
" " '" " 00 " '" " " " '" li 111.71\9
" " " " '" " " '" " 17.894
" "' " " '" " .. " '" ., 1{I.OO8
" -" J-- .. .. .. .. 20.278
" • • • .. .. .. 21.1126 ,~ .. - .. • • • .. 22.8 10
l.o"I,.t.rn. UppOt 1>oti0000ulli .... .;1I prad_ "'''''mum .l1owabl. ahco.. i ••• bo. 1.olOda b<I ... low .. boriooow Ii ..... .-ill !:;:"luI1/l ~."";ve d.fteo:t>ono . • '0. 8I&.illlum •• I<*it. _ ubi .. <:J • • limu", 11<00'01 MO<IIe"" aad Web ReMt&l>OOl.
CAR N E 0 I E ST E El. COCM'::"CACN~Y.::. ______ ---;
CARl'lEGIE BEAM SECTlOXS-Continucd
ALLoWABLE UN IFORM LoADS IN THOUSANDS OF P OUNDS
Ma.xlmum ~\ng 81l'61:li, 18,000 Pounds per Square I nch
Nomin&IlXpth and Fi""l" Y,"odtb-W~I "" r_ I CB lSI IS".7H" CB 165 16". ].1"
M~ l u~ 1 51~ J ~7 1~ 1 115~ r l~I~ I IOOI~ Lataalty LaUrsllJ>
I ~ :i:(:~I:bl!J~I : fuM,... fiW "" ,n._,... 8 ~lrw'm--f.I'!" l 35 m~-m-o i:W i 40 126 l!.l(l 12() 12() 114 114 1
10 126 125 113 112 108 106 102 W I
II 115 111 103 09 98 \J4 1).1 00 ..., ..., ,.. , .. 12 105 09 94 89 00 s.s 85 80 'll:i!rl!U3'"T!lrrr.- ". 11. 13 91 89 81 80 8J 16 19 72 189 189 176 176 14 90 80 8 1 72 71 G9 13 65 176 176 HH !G4 153 153 16 84 73 76 65 72 62 68 59 164 IG4 153 11>3 143 143
i i' .-I J
0.012 1.192 I.WS 1.862
2.2.53 2.68 1 3. 147
''''' 4.100
" " " " 20
796771 5967676454 7461 67M63f>2G0 49 70 55 63 49 00 47 57 45 66 51 00 4!> 67 43 M 41 63 47 67 42 54 40 51 38
1M 1f>4 143 145 14.'i I:Y, 137 136 127 130 127 121 12:1 120 111 .1
,., 'M ". 'OS
'" H ...
134 134 4.767 126 126 6.381 119 118 6.0a3 113 111 6.722 107 103 7.448
" " '" " " " " " ,. 30
60 43 54 38 5 1 37 40 35 117 112 100 57 40 52 35 49 34 47 32 11 2 106 10-1 55 37 49 33 47 31 45 30 107 100 100 1>3 34 47 30 45 29 4J 27 103 04 95 5 1 ~ 4.'i ~ 43 ~ 41 2.5 ~ ~ U .. ., ..
" "
.. '" " " "
05 84 88 91 80 s."> 88 76 8:01
....!!!.J 72"""-• •
3 1 41 37 36 3.1 " " "
" '" " .. IOZ 97 8.2 12 97 92 \1,012 \13 87 9 .8f>O 89 82 10.726 86 77 1l.1lJ8
78 82 73 76 79 60 71~66
:: I
12.M8 1:1.514 14.500 15660 1671>9 " ..
" ~ ~ ::: ~u-¥i 34 .. .. ":: 1 I 35 "I I " "H ,!
17.804 1Q.068 20.278 21.526 22.8 10
Lo<oda.hove upper bwioomtalli_ ",II prOd"~ IlWjlll"III oI1~ oIIear iD .. ~"'. 1....:11 btl.,..! .... borisODloIl;_".;J1 prOd_ ...... ve dd...u.-. }'or ...... imu ... .t~ 1O&<b. _ ubi .. '" Mni",um lletKIi .. M_1a and W~b Real_
68
" :i2
CARNEO I E BEAM SeCTI ONS
CAltNEG IE BEA.:\,I SECTIONS-Continued
ALLOW .... BLE UNU'OKM Lo .... DS I N TnOOS .... NDS OF POUNDS
Ma.J<lmum Dondlng StNl8ll. IS.OOO P"ulld~ per Squa.re Inch
."o.
•• •• •.. 11 .'
"
.... n.'
<l,' .. .. 17.801 10.008
CARNEOIE STEEL COMPANY
CARNEG IE 13E.-U I SECTIOSS-Continued
ALLOWABLl: U:-;H"oR~( LoADS (~' THOUSANDS N' POUNDS
Ma.xlmum Bondlng 8tl'Oll8, 18.000 Pounds per 8quare In<:h
Norniw Deptb and ~anp Indtb-Wei&ht per ~'QOI
CB 162 16" I 7" CD 161 16"d"
.so lbo. 45 It.. 431bo. 4(11bo. -1!.!!'!:_ I 3.5 lbo . 1 ... lually _ Laterally
o ~:,~7t· ,~ :~;~C,:;;J"··'>M·::~,:': :::: ,;" 7 r.JT.T . 'S~IWOI12.91 12.9"' .• '"., 93. 93.S S 120.0120.0rO. . 98.8 98.~ . . 8S.S, 87. 82.1 SO.8-9 100.6100. 1 00.0 95.6 S1.~ 81.4 85. 84.1 79.0
1
75.5.73.0 69.8 10 00.0 93.21 86.~ 83.9 79] 76.71 76. 74.3 71.1 66., 66.7 6O.S
11 87.) S2.4 7S.6 74.31
71.8 67.g 69. 66.0 64.6 S7.~ 59. 53.4 12 SO.O 73.7 72.0 66.1 66.~ 60.1 64. .'i8.S &.>.2 .'i1.l 54.7 47.2
l~ ~U gg.~, ~'~ zH ~.~ ~~.~ ~.~ ~¥.~ ~:~ ~:~ ~:~ ~~:~ 15 64.0 53 6 .'i76 48 3~ 52.7 442 .'i1., 42.1 474 36.3 43.8 33.5
16 6OD48JM043 ~ ~24Sd~7« nJ41. _2 11 56.5 4-14 50 8 39. 46 36 I> 45 31> 2 41 29.6 38.6 27.2 18 r.a.3 ~4 48036 4:1933342 322395 26.8!36.S 24.6 Ifl 50.5 369: 45.'i 33 I 416 30. 40. 29 4 374 24.3 34.6 22.3 20 48.0 33 8
1 43 21 30 395
1 280 38 26 9 35.5 22. 32.8 20.3
21 45.7 31.0 412j 279 376 25.6 36 24 7 33 31.3 22 43.6286 :1931 25635923634 227 323 29.8 23 41.71 26337.623634.4; 21.1 33. 2091 309 28.(, 2·. 40.6 360' 329, 32 2')6 27.4 25 38.4 346 31 j 30 284 26.3
Z6 36.111 304 2!l 27.3 25.3 27 3.'i.5 29 . 28." 263 24.3 28 34.3
r
28 27 4 25.4 2:U. 29 :\3.1 .... •.• ........-;J ... . 30 i n.o .... 2 •• ' ",'1 ... .
.,..: .... 1 .... .. .• •• " •• I
l.o-Il.oo-.. uP ..... horisoa1.al 11 ... .;11 prod""" maximum allowaLie ohear in wm. r-u 1><10".0"",. horilOOtalli .... .;1I prod .... u~Ye dehotic ....
0.670 0.912 1.192 1.508 1.862
2.253 2.BSI 3.147 3.650 4.100
".767 5.3S I 0.= 6.722 7.448
8.2 12 0.012
''''' 10.726 11.638
12.588 13.574 14.500 IS.660 16.7b9
\7.894 19.008
}'or DWlOlU'" ..r.I ..... _lab! .. 01 ].lui",,,,,, Ik-Ddu., M<><nell1I ond Web Ra!Qtan ....
CARNEGIE BEAM SECTIGNS
CAllNEG IE BEA:\I SECTIONS-Continued
s~" .. r ••
AI..LOWAIILE UK[~'OlI.\I [,0.\08 IN TUOUS.\N08 OF POUK08
Maximum IJc"dlng Stress. 18.000 Pounds per Sq uare InCh
Nominal Dtplb and 1'1_ \\"dlh-\l·oit;b\ per .,',,,,'Oc,,,---<"8 ~5U.14"'lZ"S5It... i51~ en !4~ I~~'d.".~'~.~,~, .. ~= l~t
.!:-tcnUy t.t<nJly ~ ~ ...,
Fix'" • .",. Fixed F .... Find FfU_ ~_ r ..... _1 ~J iHi., n~ .. ....
J 101.> ,.1.>, ..... 1, ............. . 9 mr.71!>z. , T:JM rzn 1:!n r.r.JJ!
10 ....!!!.;!....!.!:!o!.....!!:!:.!.......!.!!:..!.. ~~ 13 •. 4137.4 124.5124.5111.7 III.' l..'\OS 1.802
II 177.6177.616/).6160.6 14.1.6 143.6 124.9124.9 I ]3.2113.2 101.6 10 1.6 2.2f>3 12 162.S162.8147.:.I 147.2 131.6 131.6 114.5114.51O:'\.S IOO.8 93. 1 93.1 2.681 1.1 100.3 ]00.3 135.9 135.0 121.5121.5 100.7104.9 95.S 95.0 SO.O 8-5.3 3.147 II 139.5 139.5 126.Z12t1.2112.S112.8 98.2 9r>.(1 89.0 86 .• 79.8 n.8 3.600 15 130.2 130.2117.S117.8 Io..'>.3IOS.3 91.6 87.~ 83.0
i .9.1 74.571.2 4.100
16 122.1 120.711().4 108.7 98 . .) 97.2 ~.9 SO. 77. 73.369.865.54.767 " ',;',','",,',I~',2103,,',O, ","",','" 92.9 00.2 SO.S 74.5 7:1. 67.5.65.7 60.4 5.381 18 v ~ ~ 87.1 83.9 76.3 68.9 69. 62.4 62.1 00.0 6.033 10 102.& 97.2 93.0 87.5 83.1 78.2 72.3,64. 1 6.5.' 57.1) 58.8 51.9 6.722 20 97.100.8 88.3 81.8 71).0 73.1 68.7 W.6 (12.3 53.7 55.9' 48.2 7.448
21 93.0 8t>.O 8-1.1 7,',',!!. 75.2 (18.5 6.5.4' 55.4 1 51).3 50.2 53.2 44.8 8.212 22' 88.8 79.8 80.3 .. 71.8 64.2 62.5 51.6 5(1.{\ 46. 50.8 41.8 9.0]2 2;1 84.9 75.0 76.8 67.5 68.7, 60.3 MI.7 48.1 5-1. 1 43.7 48.6 39.2 9.S50
~ n:~ ~:~ f~:? ~:~ ~~:~ iU[ ~U !~:3 ~~:9 ~~: :~:¥ ~~:~?:~~ ~~ ;::: I ::: -;: ::i ~: ~:I :lm 2S ... ..., .... 1 ".' .... •.• 14.599
1.-1 •• bon upper horioontal Ii_ will prod_ muimum oJlow.ble ....... in ...... ].oado bolo .. lowe. ben_tal li_ will pmduce "" ........ de1IeetiooL For ma.ximllDl oale JCIIids, _ u.bIeo 01 Muimum BeDdi:a& M""",nll and Web Rc.ioIaDCel.
CARNEO I E STEEL COMPANY
CARNEGIE BEAl\1 SECTJON&-Continued
ALLOWABLE U~;,[.'ORM LoA DS IN THOUSANDS OF POUNDS
M&:llmum Bonding Slnl8l. 18.000 Poundo IICI' Squat1l Inch
Nomi...t Depth aM .., ...... ""odtb Wei&bt PM' roo'
s"... CB 143 l4"18" • I CB 142 I.".e~"
IN .. .. , ... I .. ,'" I 481bt. I ,~ 421bt. Stl". .. ...", ...... " "M '"' "'" ,- .'" "" ."" '"' "M "" 1- --
11 •• ' 11 • • ' , ... , , ... , , 'm1 , ......... ..'" 11 •• ' , .... """ ! ~t, 18!:4 0.912 , . r1STmT TTl'T
111:.::[, I '~'h 00.' 00.' 1.192 , 114.1 114.1 104.3 104.3 "'., 79.9 75.0 73.9 LOOS W 102.7 102.7 03.9 03.0 "'., "'., 72.7 70.1 67.5 64.8 1.862
" 93.4 9 1.6 "'.0 83.5 77.3 71 •. 6 06 . • 62.0 61.4 [,7.3 ~ 2.253
" 85.6 82.1 78.2 74.8 70.9 67.8 00.' '" "" 51.0 2.681
" 79.0 74.1 72.2 67.4 .>.< 6U 5[,.9 49.4 SUI 45.6 3.147 .. 73.4 67.1 67.1 6U 00.' .55.3 51.9 44.2 48.2 41.0 3.650
" 68.[, 61.0 62.6 "., "'., so., 48.5 39.9 45.0 31.0 4.100
" 64.2 " .• [,8.1 so .• :;a.1 45.8 45.5 36,1 42.2 33.5 4.767
" 00.0 so., "., 46.3 ",., 41.9 42.8 32.8 31).7 30.4 5 .381
" 57,1 46.7 52.2 42.5 47.2 38.5 40.4 "'., 37.[, 27.1 6.O:J3
" '" 42.9 49.4 39.1 « .• 3[,.4 38.3 27.2 35.5 25.3 6.722 so 51.3 39.5 46.9 36.2 4 2.5 32.6 36.4 24 .9 33.8 "'., 7.448
" 48.9 36.5 44.7 33.4 40.5 "' .. 34.6 22,8 32, 1 21.2 8.212
" 46.7 33.8 42.7 30.9 38.7 ".. 33. 1 21.0 30.7 19." 9.012
" 44.6 31.3 40.8 28.6 37.0 25.8 31.6 "' .. ,."'" ,. 42.8 "' .• 30.1 26.5 35.4 "'., "'. 28.1 10,726
" ..!!:!. so., IEJ!. U .• I.:!!:Q 22.2 ..1!!:.!. 127.0 11.638
so " .. M ' " .. . .. M' 12.588
" " .. "., .... .. , .... 13.574
" M.' M' • • M' ".' 14 .500
1.-1. ~ u_ """-wli"",, will produoe trW.imum ollowille obear in webs. I ..... btl_I ..... ..,.; ..... wli"'" will prod""" ...... .., dtll .. l ....... Fot IlI&llmum oaf. '-II, _ tabI. of Muimu,," BrDdiai M_to and W.b Rcoiat-.
~-------------------
CARNEO I E BEAM SECT I ONS
CARNEGIE BEAM SECTIONS---Continucd . ALLOWAD I.E UNIF()~M LoA Ds IN TuOUSANllS OF P OU NllS
M aximum Hood ing St ...... ! 8.000 Pounds per Square Inch
Nominal o.plh """ .lJ.aco Width WtCht ..... root
'''' CB !4 ~ 14".6M" CB 14! 14".6"
,. D'''' 3flt.. ~, ... ,,, ... .~,
Laten.lb- ...... " fuoo .- Fi .. d .. , ".~ "- ".~ ,-
• ,,,.0 ' ''.0 , I " '., I m . ... • • • 102. 1 102.1 •• ... .. , .., .... 83.6 , &7.5 87.t; I ~¥:~ I ~¥:~ I R 5 I ~h>
71.7 71.7 , 76.6 76.6 62.7 6 1.8
• 68. ! 67.3 .,.., 68.2 63.5 62.0 SS.S 63.3 W 61.3 59.0 6 2.3 "' .. 57.2 M.9 ,.., 4 6.5
" M.' 52.2 ,.., 52.9 52.0 4 &.5 45.6 .... " 51.1 4 6.5 51.9 4 7.1 47.6 43.2 41.& 36. 1
" 47. 1 4 1.6 47.9 42.! 44.0 38.6 3&.6 32. 1 .. 43.8 37.4 4 4 ./; 37.9 40 .8 34.6 35.8 2&.6
" .... 33.8 41.6 34 .2 38.! 3l.2 "'. ." 2<>.6 .. 38.3 » .• 39.0 ». 35.7 28.2 31.4 " " " 3 6.0 27.8 36.7 28. 1 33,6 25.6 29,5 20.8
" 34 .0 25.3 34 .6 25 ,4 3 1.& 23.3 27.9 1&.&
" 32.3 23.1 32.8 "., 30.1 21.3 26,4 17.0
'" 30.6 2 1. ! 3 1.2 2 1.2 28.6 !9.5 2/;. 1 V·5
" n' 1ll,4 ",., 19.<> 27.2 17.9 23.9 22 27.9 17.& 2&.3 17.9 26.0 16,4 22.&
'" 26.6 27.1 "'.9 21.& ,. 2<>.<> 26.0 23.8 " .. " ~ l~ ~ ...1!!.:.L ,. ••••
I '" .... ,. ..
" ... , " .1 11.' " .. " "., .... .... ....
- , , t..o.odl alXl..., Up]lO'"t hori..,.,1.aI " .... .... 11 ptOOu"," n>U',"U1I1 .. In .... "'. oh .... '" .. ebe.
H ~~~
0 .29& 0,466
0.67 o , 0.91 1.\92 "OQ .. " '.'
8 , "" , 2 .6& 1
3. 14 3.6' '" 00 .. , 4 .76 , 5.381 6.0;r " , 6.72 7.44
8.21 9.01 9. .
10.72
, , ,
111.63
12.58 13. /; 7
SOO • 8 , • " 14.5
• Loodl btlo .. l0." hori lOO ' . lli .... ",II prod."," .. .,."..~. deft<dic .... • 'or maJ.imum oafe 10114. M table. 01. Marim"m Beodiq M"....,nto """ Web lteoiot&l>Oel.
CARNEOIE STEEL COMPANY
CARNEG LE BEAM SECTlON8-Continucd
A LLOWABI,J,; UNlronll LoADs IN T HOUSANDS OF P OUNDS
Maximum Ilendlng Stress , I S.ooo Pound.'l per Squa..., I nch
»<011'111.:1 ~ ODd ~'\aDre Wid th-WeicM p .. FOOl. -..., .... --
CD 12-1 12".11)" ~CD"~'";'-~"rO'.:;.,,, 100 lba. W~ Qlba. ~Iba. M ~ ~ Iba.
Lo\OnJlf r..tually
__ I ~h<:d, ....... Filed I~_ ~d r .... I·' .. d r .... ' .htd I Ftft fuod
:2"£« m .. uu ..... r 5 . :lll:J1I~!!5UJE!>l:r.!lI .... I' .... . 0.466
6 21!.l.7210.i209, I 209.I I99.7il91).7 0.670
7 18S.3188.317!l.2 170.2 171. 1 171. 1 , .... ' .... , .... , .... M.' M.' 0.912 8 164.7164.7 1[>6.8156.8149.7149.7142.7142.7 M.o 98.0 . .' 1.ID2 9 146.4 146.4130.4139.4 133.1133.1126.8 126.887. 1 87.1 78.57S.5 1.00S
10 131.813 1.8 125.4125.4 llfl.811f1.8iI14.1 11 4.1 78.4 78.4 70.670.6 1.962
11 119.S 11 0.8 11 1.0114.0 LOS.flI08.9100.SI03.8 7 1.370.064.262.8 2.253 12 10fl.8 10f1.8ItH.51tH.5 91).8. 91).l~ 95.1 94.4 65.4 62.7 58.S 56.3 2.681 13 10 1 4101 4 001"> 005, 922 0 1 7; 87 S 87 1 00.3565 54300.7 3.147 14 04103 1 8UG879 85683 8 1 ~70 4 560!.12 50 4 45.9 1 """ 15 87985.3 831) 809 700 71)7 761 728523466 47 I 41 .7 4. 190
16 82478S1
7847441 7407lf;71 66040042544138. 1 4.767 17 775727 73S 1)86705 M3 671 1) 1.6 ·16138041534.8 5.38 1 IS 73267[.6076;17666003634572 43613l> 7 ' 3f1231.9 6.033 Ifl 694621) 660 MI l o.~ 15626011 5.10 4 1.3 :12837229.5 6.722 20 659 i 84627I M.t ! 50952257149239230235327.2 7.448
2 1 62S 544597 51 3 .~70 4851
1>44 458373 270 a.~6 25. l l s.21 2 22 ----...--. '---..-:oj -.. T ~ ~ U:;-, 9 m2 23 .,.. ... . " .l . ... " .l .... fI.S50 24 .... .... •• .• . ". >I.' ".. 10.726
, • , 8 • W .. " " .. " " " " .. '" " " " "
CA ItNEO I E B EAM SECTIO NS
CARNEGIE BEAM $ECTIONS-Continued
Au.oWAIJI...E USIFOKloI LoADS IN TIIOUSASDS or P OUNDS
M ulmum lk'ndl.,. 8t.-. 18.000 Pounds pC\' Square Inch
N..w.I ~..., .,_ "'~o;Ilh-W.t jlft" r"",
CD In 17"x' .... ~ Clm U',I' .j ·1 Mn .. I _14Iba. . un.. i Z81~'" I Vi'''' I ~"d
_ t...WnII,J LMenJI1 0
·~ ,~'I.!!!!.J1ud_ ,.!!!!.Thed '"'" ~'"'"" ...!!:.!.......!!:!... 0.466
79.2 ~ "'.. ..., ,".' 61.4 61.4 67.9 6lJT6lJ:T«T:O«T:052.6 52.6 59.4 61.0 61.0 ' .4 <>3.4 46.0 45 .4
~U ~!:.: I::: 4;:: I::: ~::: ~~.! 07~64 t>6~1730726t>
'17 .t> :12 4 28283283235 4821)105254263210
'2.5262 '8.5 1228 1246 188
052:16267207230 16!) 87 214 25 I 18 6 217 1t>:I
21. 1 I!) I:> 23711 0205 138 1 -257 177221:> 155 194 125 24.4 162213 14.1184114
I'!'i"-,".' ,,,?-,o .• '22.6 14,6 2:1 2 14 8 :\ 12!) ~I '""ii:i"" n . ,. . ]0'
•.• II.' '... ".0 It.' •. a u.. IO.a , ,
0 .670 0 .9 12 1.192 Ui08 1.862
2.21>3 2.681 3 .141 3.600 4.HIO
4.761 6.38 1 6.0:t3 6.722 7.448
8.212 9.012 '.MO
10.726
r
s~. ,. ,-,
CARNEG I E STEEL COMPANY
CARNEGIE BEA"\ I SECTI O::-.rS-Contillued
Au..oWAI,ILt: UX U'O IUI LoADS I N TIIOUSA,NDS OF P OUNDS
l\Ia.xlmum Ilendlng Strea, 18,000 Poullds IICI' Square Inch
Norni.ual Dt¢b II.Ild 1'1,..... Width Wei(Iol per FOOl.
I CB, 102 1000l8', ' 49111L 421bo. 34 II.. 31 Ill..
I..wally La~ll
CB lin HI"'.," .. , ...
l ;'; :;1~::""" "- ~::;,;:;~ =: :~ I !~! .. I .. .. 6 120.1 120.1113.3113.3 ,6.1 ,6, 1 . 0 . 70. 65.3 65.3 0.670
1 103.0103.0 07.1 97. 1 .... .... 65.3 65.3 60.' 00.2,00.0 56.0 0.912 8 00.1 90.1 8.5.0 8I).O~"""'7!r.1I 51.~1 1>7.1 52. 52.7,49.0 49 .0 1. 192 9 SO.1 SO.1 75,1> 7&.'" 70.9 70,1) 50. 50.8 40. 46.843.6 43.6 1.508
10 72.1 72.1 68.0 68.0 63.,\ 63.8 4&. I 45.7 42. 1 42.139.2 39.2 1.862
II M,J) 65,::' 61.8 61.8 58.J 58.0 41.5 41.1 3S: 37.63.S.0 34.9 2.253 12 60.1 :>9.8 50.6 56.0 5:J.2 52.4 38. 1 36.8 aa.l 33.732.7 31.2 2.681 13 55.51>4,21'>2.350,849.147.5 3ft. ! 33" 32.-' 30.430 .2 28.2 3.147 14 5 1.5 49.4 48.~ 46.245.6 ·1:1.I 32.630.130. 1 27.1>28.025.5 3.650 15 48.1 45.2
1
45. 42.3 42 .6 30.4 30.5 27.5 28.11
25. 1 26. 1 23.2 4,100
16 45.1 41.4 42. 38.8 30.0 36.2 28.6 25.1 26,3 2'2.92-1.5 121.1 4.767 Ii ":E 38.1 1 4~ 1 3b·6 :1;; 33.2 ~~ 23.0 ~~ 21·Q~il 19.3 &:*i 20 ... .... >l.O .... , "' .! ,... 7.448
,
• , , , 8 • .. " " " .. " .. " " .. '" "
CAR-NeO I E BEAM seCT I ONS ----CARNEG IE DEAM SECTIONS-Continued
ALLOWADLE UNlrQUloI LoADS IN T UOU8AN08 OF POUNDS
Maximum Bl'lldlllll St.l'OIM, 18.000 Pounds per Square Inch
Nomlaal DopIh ..... fl."", W-"hb- Wei&ht,,"" F"",
CB 101 10"st" CB \l3 rar aDlIIL I 1111 ... I 13 IIIL ! tllllL "IIIIL 43 I... :IS lbo.
Latenlb' I.UmoIIy
n ... ". 1'!!!.j!h" .... nut, .... nut' .... , ......... ,. ..... r ..
J J~"'T"'T U ] -".1 T •. ' "., .... .!!:!.(.!!:..!..Imf."2{"J! ~63.8.M.31~48.l)48.0 43.543.5 ...... , hi •• "., ....... . .54.754.7r11·"'141.441.9 41.1137.331.3 . . 1!J:!;7n . lr.I1i 47.047.341.440.836.136.132.632.1 71.87 1.864 .:164.3[06.8[06.8 42.640.836.83.5.232.631 .2211.021'.7 63.863.857.257.250.550.5 38.335.633.230.1211.327.126.12-1.2 :;7 .4t.7.4SIAS I .4 45.4 45.4
, I 34.831.330. 1 27.026.723.823.721.252.252.246.846.841.341.3 31.928.627.623.824.421.121.718.8 47.847.342.942.237.937.3 211.524.625.621.322.618.7 ZO.I 16.7 44.242.739.638.335.033.8 27.421.023.710.020.016.718.614.9 41.038.936.734.932.630.7 2<0.519.1'122. 117.0 19.616.017.4 13.3 38.3
135.634.331.830.328.1
2:!. 911 7 . 7ZO. 7
1 J:'i .3118.3113.1>116.3112.0 :l::n.~.1132 .51
32. 2129. 112.<1)25. 7/
22.516.01!UI13.8~12. 11 r..:l 10 .8.... .... l"ii:il ~14.5 1 8.412.5 , .. , ""1 ,'., .... .. .• r".1 !i:il .... II.' •.• P.I .... ".1 I... ..., ....
' •. 1 ,.,
0.2\)8 0.400
0.610 0.912 1.102 1.51.18 1.862
2.2.'>3 2.681 3. 147 ,."" 4.100
4 .767 .~.38 1 6.033 6722 7.448
8.212
CARNEOIE STEEL COMPANY
CARNED IE BEA.:.\r SECTION8-Condudcd
ALLOWAllLt: UNIFO IUl Lo.\DS IN 'l'UOU8A:SDS 01" POUNDS
Maximum Bending 5t"""', 18,000 Pounds per Squar(! Inch
N_iAoI Ooptlo aDd.'\aDco \\-"'110 W'"'~ pe< Foot
Span CBQ2 ~"'OW' CB83 8".s" .1_1 ~~;t I U lbo. I 32 It&. I H lho. I 42 1bo, I !O lbo. I 311bo. l@ 0 ~
LalUally ! Laun.Uy . 8 0
-- floo ~C;: : r- ~ • .o i Ffte 1fuod I FNe t: I Fr. lfI . .o I~ --... t ,. .. " .. u .• M' M.' .... . ... M., M.' N.' K.' , ~? r: I ll, r.'l0l:;~ nfnf", r II g ~g , , 7 7 .4464204205615614S04S041a413 , 4!o 1 4 1 412 403pl:~ 65 498~9S 427 427 367 67
" 406877 LI352 6 194491.4DIaS4·S4330 '0
" '"'' "" In~ '" """"H' ., "" . " 3381i!0330D276 90249374366 2.0'06275 3
" 1227 1 285246258223345323 6276254za7 .. ~0 ,242265221 4020032'0293~250 1~215 " 271218247 19924180290266 .. . ...
" " ... '" ,. , ,. . '" ," " M'
~Hl7 za2 17.92(63 no •• .0 ...
•• • JO, 1 ~11 HI .. . I.. 11, -t Nominal Dtp\.b aDd FI __ l\">dth-Wcich~ pe< Foot
c.n 8"111» " • .. " G"I5~" S~.
" WIt.. 27 It&. I 24 lbe. 23 lbo. I 21 II». ,-, , Lal<ralb ..... "
Fi • .o ~ , find I F~ I Fiv:d I Free ~w.:t Fr. '1U'd I r-
• 03:; _'~ _ .... .. .• , r....!!L....!!:.!........!!:.!.......!!.:!......!!.:!... 5O.0 50.9 -:rIf.7'"""41r"i"'" , 52.6 52.6 47.3 47.3 42.1 42.1 42.4 42.4 '" 38.9 , ... , 45.1 40.6 <0.' 36 I 36,1 36.·1 36.1 33.4 32.9 , 39.6 39.1> 35.5 35.5 31.6 31.6 31.8 ""
,., 27.8 , 36.1 34.3 31.6 "" 28.1 27.5 28.:l 26.2 26.0 23.8
" 31.6 30.1 28.4 27.0 25.3 24.0 25.5 22 .• za.4 20.6
" 28.7 26.5 '" 238 23.0 21.2 n.l ij).8 21.2 '" " 26.3 2:15 23.7 21.2 21.1 18.8 21 2 17.4 19.1> 15.7
" 24.:l 21.1 21.9 18.9 19.4 16.8 11)6 15.3 18.0 138
" I¥. 18.9 I¥. 16.9 ~t5.1 182 131> '" 12.3
" ".1 "., If.' 17,0 12.1 15.6 10.9
" It .• n .• ... , 1 ,~9 10,8 ~ ,., " ... , I ... .... 11 .0 II.' " '" I I ... - " ·C;;::=:--'---' __ ~_~~I';'_~ __ c"'" ·Stand. r<1 ~t;il S.o:tion, J-u, .J:.,. >"$ Uf>I)H botioontalli .... will ptOOw:e m"'mu", oJ iG_abI. ohn.r iD "."". J.<>ad. btlo_ Joorn' hcri"'Dl.IH"", will ptOduoe u""';ve dcl!"'io ...
0.670 O.IH2 1.192 1.50S 1.862
,.'" 2.681 3.147 ,."" 4,190
4.767 5,381 0."" 6.722
• • ./J .g
j'~
0.298 0.466
0.670 0.1112 1.192 1.508 1.862
2.25:\ 2.681 3.141 a.650 4 .190
4.767 5.381
For mali mum 1Pf.1<*b, to:oe lobi .. of M .. imum Bend;~ Momenta.1Id Web II ..... """'.
j
CA R N EO I E BEAM SECT I ONS
STAXDAIlD MILL SECTIONS
AI.l.oW.UH.F. UNI Fon~1 Lo.\DS I N T nOUSANDS 0 .' P OU:':DS
:\t(U<lmum Sending Stress. 18.000 PoundJI ~ Squ.a.ro Inch
s,~ !--;o-"'C'O'"'~"~~~"~~i~I~~~;:~"~' ~'~"~"~"~~~~~ In 1_ 21 It.. ]8 lbo. 37.7 U.. , 34..3]ho. 32.6 It.. •• .:--- L.W>l1r , utera1ly
-- Y"" I "--l y"" ,- ,;,'" ..... i"'''' I~Fi.td I F ....
a mmt- .. el 'a&I .. n l .. . 4 476 476 -:r.r.r"4rr
I1ilJJl"""
I""!lO:lr.u ".
S 38 I 38 I 35.2 35'2 725 725 lllf4 6!f.4 ~~
6 ;1l7 3 1 7 294 294 604 604 578578564564 7 27.2 26.6 21>.2 2·I.f, 51.8 5L8 4(1.5 49.5 48.3 48.3 8 23.8 22.1> 22.0 20.7 45.3 45.3 43.4 43.4 42.3 42.3 o 2 1.1 19.2 19.6 17.7 40.3 40.3 38.'; 38.5 37.6 37.6
]1) 10.0 16.6 17.6 15.2 36.2 36.2 34.7 3 4 .7 33.8 33.8
" " 13 .. " " "
'I" m
'"' , , , 6 , , , " " " "
17.3 15.9 14.6
..!.:!&-".' II.' ,I.,
14.4 12.6 IU ,,'
16.0 14.7 13.6
.11:!L ".7
11.' , ...
13.2 11.5 10. 1 " . 32.9 32.3
30 .2 "',0 27.9 26. 1 ~ 23.7
to.'
31.5 28.9 26.7 N.R OJ.,
".1 .0 . •
'OS 27.6 2\.11 22.6
30.8 30.0 28.2 26.9 26.0 24.2
,24.2 21.9
"" I .,., II.'
Nomi ... l o..ptb ODd tlanp Widtb-Wei&bt per Foot
113A 6".6" , 1138""" H2 5">5"'1[14"14"
27~ lbo. 25 lbo. 2H lbo. I 20 lho. 18.91... 13.8lbo. ul<,oIly .} .. tenJly !-"""allr I LatenJI;,:
Fixe<! F~Fl:ud Ftoo·I""d ')Y'""'I'''-''''''CCr:r,i;rr:: .. . , ... , ... ... ". l1~_
.mT::r!:i":r Ul .~.L_fiT.U4 0 110 IU 2!]1 a 161) 159 39.4 39.4 .Tt:lr37:"6 • 2.8 32.8 !i"iJf;rr:u 22.8 r2.8 12.7 12.7
24.6 24.4 23.5 ,23.1 l ~g. 5 20.3 1!l.4 19.0 llid 13.40 ' .0 21.9 21.0 20.9 19.9 18.2 17.1> 17.2 16.4 I 11.1 1.1 19.7 118.3 Uti'! 17.3 16.4 15.3 I .~ .I> 14.3 ".. • .•
'. .. ,,-, II.' II.' 11.1 ... . IU " .•
0.168 0.298 0.466
0.670 0.912 1.192 1.508 1.862
2.2&1 2.681 3.147 3.650 4.100
4.7C7 5.3S1
0.108 0.298 0.466
0.670 0.912 1.192 1.508 1.862
2.253 2.681 3.147
", .,,'''U ,"", Cu., '" ," "r 28.2,28.2 26.9 2~.9 ~.4 2:.1.4 22.2 22.2 16.3 15.9 9.1 8.3
-=- -=-1 -=- -=-1 10.'
1.00<10 .be"" upper hon.om,alli.,.. will pro,h .... ",nimu", alle"obI • .... ~r ill .. ,,,,,-''---1.<>:>0:11 t..t ... 1._ bonoontal Ii.,.. will produ ........... drftocliOl1l. For muin:m", ...... Ioada, _ tab! .. r:I. Muimn., Beodilli 1>1"""'''10 and W.b R-.i!I."."...
L
CAR. NEO I E STEE l.. CO MPANY
COLUMNS AND STRUTS
A compression member, subjected to longitudinal prC8IIure, is shortened by the comprossion and 1I1so tends to deflect IMerally. due to the fact that the load cannot be applied coincident with the longitudinal axis and that the material is not perfectly homogeneous. This Rexure occurs generally in the direction of the lClLflt resisting moment of the acction; tho load which will cause a column to fail decrea8CS in the ratio of length to lcIIJj1 lateral resistance of the section, the ultimate failure being the result of combined strC8IICS
due to compression, transverse shear and flexure.
Coln,n For........ Under ideal conditions, when it can be /Ul.8umcd that the lond is applied axially lind that the material is perfectly homogeneous, the resistancc of the column would equal its resistance to comprC8llivo forccs up to the clutic limit, and there would not be any lIexure; if, howoyer, a deflection be imparted to tho column by a lateral force, the column would ultimately fail by bending.
Euler's Formula, P _ k ~ i; 1 or £ _k (I~:b, isbnsed upon the fore
going theory, and givcs results clOlSe to the ultimate strength found for long and elender strut!!, when k is a constant varying with th .. eondition of end bearing, (k-4 for eulumns fixed both ends). For shorter and heavier eoiumllll, or for lower ratios of I r the rcl!ult.s do not eorrespond with actual tests.
HankJlle's Formula 1'= 1 + :{I/ r)' - ~ - l+c~lJr)I' represents the tyP'C of formulllllow in geneml IIS0 lind the numerous formulllll for pro· portioning columna whieh Ilre based upon this geneml formula agree with actual tests within certain limits. In this formula a eertain compret!8ivo unitstrese: for dircct crushing iS8&!umed and reduced in ratio ollenglh of column and leRllt radius of gyration, l/ r; value of c is an empirieal faetor, varying with the resistance of the material and with eonditions of end bearing.
Straight Line Formulllll. In praetiee eompreasion members of a greater ratio of slenderness, Ill', than 120 arc rarely uscd, and within this limit the eurve ean be represented by a 8tmight line, the gellerai
formula a.!!Iuming the simpler form: f - f - c (7). Comprealon rormw.& determlnlng th('l "'II'UI<:'" or ... eO.: In rolled '-ml
er rl,"(:tod glrden ag-.lll8t buckling, or th'" ~ rIlducUon of .re load, du('l to 1at.enl.1 d('lllcction of unbl'1'Cl'ld '-IQI, a..e UkowiSO basad on 00('1 01' th('l oth('lr typ" of column rormulas.
80
CAA.NEOIE BEAM SECTIONS
K.Uo of aL~""",_. I r ia ratio of the uT\8upported length of a com· pre88ion member to its radius of gyration, generally the least radi\lII, excepting when the unsupported length is rigidly braced to prevent deflection in the direction which COrrCllIX)IIds to the least radius of gyl"ation. It is, therefore, necessary to determine the radii of gyration and to U8C the proper ratio of slendemC88 in any particular "".,.
Usual practice limite the maximum ratio of I/ r for main members under pcnnallCnt stre88, permitting a higher ratio for secondary members under temporary stress, fUI in wind bracing.
eo",p..,..Lve UnlC 81r-. The tables of allowable loads of column lIections have been computtd in accordance with the fonnula for sh:e1 columns or Ameriean ·Institute or St.ccl COlUltruction-l9"..3,
18000 1_ ,
H--(I, r)1 IS.OOO '
i\laximum unit stress a t 1,'r".QO 15,000 lb. per sq. inch. :\ Iaximum l i T: Primary mcmbers=aI20; Sceondary memberll_ 200.
C<lmblned Bendln. ud eo ... p .... lo .. at....... Generally' the loads arc concentric and equally dilltributed over the cross section or the col· umn or !mlanced on opj)Cleitc sides thereof. In the case of betl.lllll ca rried 011 brackete or other forms of eccentric loading, bending strc8SCS are produced which should be taken into consideration alld the column IlOCtiOI\ll 110 proportioned that the combined strelllleB do not exceed tile allowable axial compressive IItress.
w x W _ Concentric load. W I_ Eccentric load. 1\1 _ Ilending moment due to eccentric load= W\x.
I _ 'Ioment of incrtia in direetion of bending. n _ Di8tanee from extreme fiber in direction of bending. A _ .-\rea of column seetion, ill flquare illche~. f _ AIJowable axial unit IItrc8ll,·f 8hould be equal to or
'""'aler than w + W, + Mn the fiber stresse8 due to ~- A I ' compre8llion and bending respeetively.
n~ Ex .... '.' • .o::-ncqllired a beam coillmn. 25 too~ lOllS. to '1UIlaln • balanced 10&<1 o f 22(}.000 llOutl(/ij and an ~~"trlc load of 40.000 IlOumLa applied 171ncbes from Ihe column oenter On .dl 1·1.
AUl,Ime CI.I'!lCf!:le 85m Secllon C8·165, 16".114". 100 lb.
A _ 29.41 I,., 1426.8 r,... _ 3.M Itr _ 25.:12 "'3.53 _ 1ilt
Actual Hbcr III'('SII _ 220,00''1+40.000 + 40.000.:17.:11 .. 12 &3 pOI\n(ll 211.41 14:.111.g . .
ThiA All"C8lll Is within the Umhs of tbe allowablu fiber ........ tor ratIo of I/ r _ 85. 12.844 pouuds. obtaIned !'rom the column formula.
"
CARN!!O I !! STEEL CO MPANY
Au.oWAIlLE U~IT STRESSES I~ P OUNOS PER SQUAnE I~clI
by Comprcssion Formuh of IS.000
American Institute of Stool Construction: f""" + I (I .. ) " I 'i8.i.i)O ,r-
The following tables give thll unit stresses for ratios of I/ T in inter. vals of 5/ 10. Interrnediate values may be found by interpolation from the figures given for the tcnth units of I/ r by adding or deduct ing from the neaT('S~ tabulated figure the corresponding multiple.
EXA"P~": Unit Slrea tor 1~=Il4.7 and I /T»=I50.8
• r = 9 4 .7 11989 +3x8.·1 or 12031-2x8.4 _ t 2014
• t=I50.8 7011 +2x5.0 Or 707 1--3xa.9 = 79.:;3
'>IAIN :\IEMUERS- llatl06 o r l l r III) to 120
Ratio, ~~~ 1 1);fI. I ~';" ITn.it Pit!'. ~. uru~ l ru J " Unih l ,rt!' ",- lIo, 81.- . 1.&0. 81 ..... !. l/ r ou~ 0.10 h 00"" 0.10 l/r POll"",, 010 II . ~ 0.10
'" '''''' " 137\4 00 12·114 1105 111GJ ., , 149[08 SA ., 1367 1 8.7 ., 12371 ,., .1;11122 ,. 0< 14916 .. 13627 " 12328 '''' 11082 ., 14874 " .r. 13584 ,., .5 12286 '" .511042 '" ., 14832 " 13540 " 12243 '" 11002 , 14700 " ., 13400 8.7 .5
1
12201 lUi .510962 '.0
" 14748 " 13453 93 12 158 '" 1092~
.5 14705 8.5 ., 13409 " .5 12116 8.,; .510883 '.0
" .. "'" " 13366 " 12073 '" 10843 ; 14621 8.5 , 13322 8' ., 12031 8.'1 .510804 '.0
61 14578 SO 13279 95 IIQ89 '" 10764 .5 14535 8 . .'; ., 13235 8.' ., 11947 8.'1 .510725 7.9
" 14493 " 13192 " 11005 '" 1008!) ., 14450 8' ., 13148 "' .5 118GJ 8.' .5 10647 7.S
" 1440. " 1310.') " 11S2 1 112 """ , 14364 8.' ., ''''' 8 .• .5 11770 8' .510060 '.8
" 14321 '" \3018 " 11737 '" 1%30 ., 14278 8.' ., 12974 8.' .5 11600 8.3 .51040 1 '" " H235 M 12931 '" 116M ". 10453 ., 14192 8.' ., 12888 8' .5 11613 S.3 .5\0415 ,., " 14148 " 1284<1 '00 11571 115 10316 ., 141Q.5 8.7 ., 12801 8.' .5 11[030 8.2 .5 10338 7.6
" 14062 " 12758 '" 11489 '" """ ., 1401f1 8.' , 1271{' 8.0 .5 11448 8.2 .5 10262 ,., " 13015 " 12tl72 102 11407 '" 1022·1 , 13932 8.7 , 12629 8.' .5 11366 8.' .510187 7.5
" 13888 " 12585 '''' 11325 'OS 1014f1 ., 13845 '" ., 12[,42 8.' .5 11284 8.' .510112 ,., H 13801 " 12500 ". 11244 '" 10014 ., 13758 ,., , 12457 " I . 5 11203 8.' .510037 , .. " 13714 00 112414 '" 11 t GJ 120 .0000
" 8,
CARNEO I E BEAIII SECT I ON S
AUOW,\Ill .. E UNI T STHE88r:.B I S P OUSDS PER SQU.\RE I sell
by Compre.uion Formula of 18.000
American Institute of Steel Construction:
SECONOAIlV ME~tO.;RS-R.tlOOI or I r up to 200
R.1io. / ~ Dill. II . P...,.do::::I-"_'~.
120 10000 .5 99tI3
'" .S 122 ., '" ., 0>,
•• 125
.S
'" •• 127
• '" ., '" ., ".
.S
'" • '" .S
"" • '" • "., • '"
00'" .'00 ."" 0816
"'''' 974" D70S
"'''' ''''' ''''' 05M .,,'" D403 0458 0123 D3S8 .",. 0318 0284 D240 D215 0181 9146 9112
"''" 0015
00" 8978 SDII 8D11 8878
..5 SM5 137 SSI2
.5 S770 8746 87 \4
'OS, 8011}
""
,.,
,., '" , .. "" l , .. • , ..
•. S .. , ,., .. , •• .. , .., ...
140 8617 ..5 M85
111
'" ., g.158
'" ., 80127
83"" .... , 145
8:13.1 ... , .5 8272
1016 82·11 .1> 8210
147 8180 .5 81!\O
148 8L10 ... 5 8080
140 8000 .. .5 IlO3O
". SOOO .5 71)71
16 1 7011 . 5 7012
16:.? 7882 . ''''' 15..1 7824 ..5 7;'00
1:'" ;"767 .5 7738
155 7710 .1> 76IL1
156 76.'>3 .5 76:.?5
lil7 71197 .. ~ 7500
158 71>-1 1 .5 71\1 I
150 7 1~ . il 71,-,D
160 7131
, .. 6.3
6,3
,., .., , ..
•• , .. , .. ,.S
,.S
" 5.7
,. , .• 5.5
'"
... l lilll. ... ,L.'r .. .....do
160 7043 \ .5 74()4
161 7377 .6 7350
16:.? 7323 .5 7200
163 n60 .il 72,13
16,1 1217 .5 7 100
165 7 1601 .5 7 138
\66 7 112 .5 7080
167 7001 .5 70ail
168 7009 .5 0084
100 695D .5 6!l34
170 6008 .5 6883
11 1 6858 .5 61>34
172 6809 ..5 67M
H3 6760 .5 6736
17-1 6 711 .5 6687
175 6003 .a 6639
176 6615 .5 6592
177 6568 .5 6.H5
H8 6521 .a 6,108
HD 6,176 .5 6 152
180 6-129
83
"".. ."
5,4
SA
" &.3
5.2
,.,
" , . 5.0
5.0
••• ••• ••• .., .. , 4.7
..,
.. ,
R.' (:IlI' too .. &'-.1 I, P",,1da
I
I SO 6129 .5 0400
lSI 6383 ,5 6360
1182 6338 .5 6315
183 6293 ,5 6210
184 6Z~8
.5 6n6 18::; 6201
.5 6182 180 6 100
187 .5 6139
6117 .a 6095 .,,,
'" • ". • '00
"'" .", .,,, "" ..5 5968
"" '" • 102
.S , .. •
5026 woo 5885 , ... 5844
10-1 5824
" "OO 195 5783
..5 5763 196 5H3
..5 5123 107 5103
..5 5-654 198 5-664
I ., "'''
109 1562.1 .5 ,,606
:roo 5580
Dill' • 010
• •• .. , .. , .. , ·1.4
..,
..,
'1.2
4.2
... ..
... ••• , .. 3.0
, .• , ..
CARNEOI E STEEL COM.PANY
CA Il$EG IE DEA;>'I SECTIONS
l S-hwlI CoI.UlISS
Au.oWABU: CoSCEIII"TRIC LoADS IS TUOUSANDS 0,. POUN'1>8
Unl~ St.--Amer1can hllltltut'l or Steel ConstructJon-1923
Doeti" CIliA Ir'dr
::7~ 100 I A .. II-. II-. It.. ------, , , ,
w
" " 13 .. " 16
" .. " ,. " " " ,. " ,. " " ,. 30
" " " " "
410 379
I ... ... 3711 ... .w '" ... .. , 3711
...
... .. , "" ... ... '" ... ... a79 ... .. , 379 .. , .W 3711 '.0 •
'" '" '" '" '" '" ." '" '" "" '" aao
'" '" "" I '" '" '" 36.~ '" '" '" "" '" 34.5 ,,. ,'" '"
,,, , .. '" ." '" '" "" '" "'" ". "" ,,,
'" ,,,
-,..---..,-280 2.:;0 239 27 1 2M 231 263 244 224 2M 237 218 24S 229 2 11
".H 16141
....... I~H,,·C·~~n~ .. ';t ~ ]"jJ;,u 1 16484 fI -'. n.. 1.a 1.1& 1.U 1M. ;.... 2M. 4 234.0 1147 .,... I... 21-4 2111 Ul
Lbo.. PO' 100 ..
CD In Ird,;:H
'IS I n .7 It.. lb!. lb!.
30101 :n8 200
.. , .. CD lSI 1r'I1W'
52 61 lbo. It.. " ,0..
2(;6 230 22.5 207 , .. , .. "" I "" , .. '" "" "" ,'" ", ". ,~ "" "" -,..,.-, .. :11 8 "" ~
'" "'" " . ". "" '" 308 '" '" ,.. '" 252
'" '" '" '" ". '" '" '" '" ". ". ,,, '" 2iO "" , .. ""
,., "" '" '" "" .. , 170
'" 17;', '" '" '" '" '" 16. .. , .. , '" 142 ' 00 '" '" '" .. , 13 •
'" ,,. ,,.
I ~ ~~5
" . "" ", ,,. "" ,,. , W '" .. , 16'
'"' H'O
Hfr ... '" 136 .. , '" 138 '" '" ", '" ,W ", '03
'" " W, ,. W, .. " "
"" '" .., .., '" 162
'" '" '''' '" II>
'" ' 03 ' 00 ,. .. "
'" .. , '" 16'
'" '" • '" '" ", ,w '" " .. 80
" 80
14() 129 119 135 123 114 129 llS
I tU4
1318.3
21.11 19M r 1i.05 15..30 i 15.00 13.82
12381 ~9GO:I~ 110.0 ,68.' U8 ... a.s 1.$3 1..51 H8 i.1l 746
au 'M 49.0 -43.3 -w..s 38.1 ' .00 1.118 Lt, ~ 168 \.14 1.61
" WeiPt l foo' ---'
72 67 ~ ~ 47 8&1. 100<1 nJ_ .1Kwe "pPer Ii .......... are lot ratioo oIlh QOt """ 60. tt.o. btt_ aie_
1_ .... for ralo<lll up 10 I20V. ud w.. t.Lo-.lonr .., ..... , .... "'" lor rau.- .... to_ 2001 / •.
"
CA R NEO I E BE A M SEC TI ONS
CARN EG I E 8EAl\1 SECTIO;.i&--Cont inucd
16- i NclJ COLU)I S!'!
ALLoWABLE CoS CENTRIC LoADS IN T UOU8 AN DS 0 ." POVND8
Uni~ Stre8/l-Amerlcan IJlJItitu te or Steel ConstrucUon- Hl23
" " S6 " '" " " 6S
" " " 8S " 6Q
" .. " " ,. n
" " " " " '" '" " " '" " "
,
go 83 16 6i 63 58
s.r.l<>ad val.,.. . bow upper ~ ... lIt Ii ....... Ii _ ore for rali,," up 10 120 1/. & l~ bel"" 1
"
CA R NEG I E S TEEL CO MPA N Y
CARNEGIE BEAto l SECTlOXS-Continucd
ALI.oWABL"; eo'-W";:""TIUC loA OS 1:-1 TIIOIlSAXOS OF P OIlNOS
Elreeti..., I .. ",th i .. het
---
" " " " " " " " " '" " " 23 ,. " " " " " ..
tlnl~ Stl"lJllS-;\mcrICllU In .. tltuUl Or Steel COlIslructJon- UI23
Som'nol Oepth oD<I ~,_ Width W~;P l P" Foot ".
CB 146 1~"115"
,~ , ... 1346 1346
~ 1 ~ 1 1i;' I ~ I ,l;' 1 r: 1 ~ T~~ri;' 1301 12,,7 121a 1169 1125 10SI 1037 993 949 130 1 IZ57 121:t 11 69 11 2" IOSI 1037 ow 949
l a46 1301 12,,7 1213 1169 11 25 IOS1 1037 993 949 1346 1301 IZ,,7 1213 1100 1 125 IOSI 1037 993 94!) 1346 130 1 1257 1213 1169 1 125 10SI 1037 003 949
1346 1301 1257 12 13 1100 112.5 IOS1 1037 993 949 1346 130 1 1257 IZ 13 1169 liZ" IOSI 1037 993 949 1346 1301 IZ57 ZI:J 1100 112" IOS1 1037 003 049 1346 laol 12,,7 12 13 1100 11Z[, IOS1 1037 993 949 1346 ...uQ.L...!E!I...E!L 1100 ~~ 10:17 DIlJ .....!1..i!!... 133!) 1317 129" 1272
"'"
,,,., I 1273 12,, 1 m. '''''
IZ49 1229
"'" 1187
"" "'" "'" 1163 1143 1122
1158 1139
"'" "00 "SO
1114
""" 1076
"" 1038
1024 '",. '" on "3
07!) '63 .. , '" '"
'" '" "" '" 870
1227 1186 1144 1101 1060 10 19 977 93G 895 853 120[, 1164 1123 10SI 104{l 1000 959 9 18 878 837 11 82 1142 1102 1060 1020 980 94{l I)()O 860 82l liS!) 1120 1080 1040 1000 001 922 882 843 804 1137 1098 1009'1 1019 98 1 942 903 864 826 788
11 15 1Oi7 1038 900 00 1 923 885 S47 8 10 772 10\)2 1055 lO I S 979 942 005 867 830 793 7M 1070 1034 097 959 922 886 849 812 777 74{l 1049 1013 977 m19 903 \ 86S 832 795 700 725 1{)Z7 992 957 920 885 850 814 779 7 44 70\)
1000 971 937 900 866 832 707 762 728 004 "'! 1 951 917 881 848 81 4 780 746 713 679 965 03l S98 86J 830 797 763 730 697 G64 944 911 870 844 8 12 780 747 7 14 682 650 921 802 860 . 826 795 76:1 7:11 (199 668 6311
- ----- " "."i-. -;:;-;;- ~ -Area.ill. > 89.10 86_16 1 8:1.82 80.87 77.93 7U19 ill.OII ~~ ~ ~ UZU 3948.\ 3n8.1-I~ -34~2.4 3:>.80.0 JLl9.& 2iKIU 2806.Z 211.14; rI_'. IlL ~5 7S 675 G.71 6.68 8.11.1 6.6\ us u.s Ul 8048 I ..... IlL' 1S3~ I 1419 4 1420.7 \36Z.0 IWU 1247.1 1190.G 1134-S 107~.1 1024.5 ~ 41~ ~ U2 _~ _ 4.()O$ i~ Hl6 ~~~
Woo." I~ 1~ I' ~_. _ • __ . , m __ ill
F'YI'CC"e::c::"",",CC:C:' =:-::;Cc;::~::<=:"':c"':::;:;:='"C;;=:;:CC::-=;;; Safe load vol,... above UPper"KO • .;:c Ii ... are for .. li"" of II. """ 0 ... GO. I"""" bet ....... i\.~ Ii_ are for "I''''' up 10 120 II. oD<I thote below 10 ...... i&_li ... are fa ... t;"" DO\ Over 200 1'0
"
CAR-NEO IE BEA ..., SEC T ION S ,
CARNEG IE BE..\?ll SECT IO,\'S-Continucd
14- I :,:clI CoLU.\I:':!,!
A I.l.OW.\ IlI.E CONC£ NT IIIC LoADS IX TIlOUS.\,Ims Of' POUNDS
Unit Stl"tlS8-lI mcrlcon InSliluto of S(.CCI Con!l1r"ctlotl~1923
- . )«"''''Dol o.-vtb . 1I<I FI_ Width- lI".,;p t I"" ~.OO\
.:.e: ... ti~. ell l~e U". l5" ..... iD"'~ 200 I l~ 183 1 175 HIS ,~ I 14~ J ]3$ ! 131 I I~ ~ It... ]bo. lbo. 11.. ]t.. , ... It.. lbo. lbo. It.. It.. --- . _-------, ------
" 00' "'" .>6 m 728 os. 640 596 b78 ~I 507
" "". ,oo ." 772 '" '" 6-10 '" ;;. Mil w, 1:1 00' .00 ." 772 728 '" ." gOO '" f>51 "" ,. 'N '00 '" 772 '" '" ." 596 '" 551 '''' " '" "'" '" 772 '" 68' "'" 596 '" '" '" " "" '00 ,>6 772 728 , .. ow '" 578 551 '''' " "" '00 '" m 7Z8 '" ... '" 578 551 "" " "" '00 '" m '" '" '" '" .~711 551 "" " 00' '00 '" 772 728 '" .W N.lG "' .~.5t "" " "" "" "" , '" -,."-..,,,- " ",. ., =-" ! 800 '" SO, W 7 13 ,OS '" 58 1 '" 537 ." " '" '" 7117 ". '00 6[.7 '" .570 '" '" .. , " '" '" m no 88' 6 4[, 002 '00 5;1<1 '" 476 2·1 84:1 .n 759 '" '" ." [,91 549 524 ,." '" " '" ,go 74[' 7o:J 662 '" 08. "" 513 '" '" " 8 12 no 7at "'" '" 00' ". '" ""
.. , .. , " '" 756 '" '" '" '" "" '" ." 478 ." 2' 781 '" 702 "" '" , .. ,.,
'" '" '" .'" ,. 76[. 727 '" ,.,
'" 572 535 '" ." 459 '" " '" 712 '" ." '''' '00 '" <S, . 00 .. , '" :11 '" "" '00 623 ,SO 5-IQ 512 He "" ." ••• 3 2 '" ... "" '" 574 '" '" <6, ... .'" 395
" ;0. M' G32 597 '" 526 ." 456 '30 ." '" " '" "" '" "" '" '" .", ... .,. ." 378
" '" .. , 000 '" 538 "" '" 436 ." ", "" " '''' '" "" "" '" 4!l2 '" '" <0, '" '" " '" 613 "" 547 5 14 4 8 1 449 417 rnt 385 353
" "" '" '" 535 503 410 4.19 407 376 :l4 .~
" 6 18 566 Mi4 52.1 492 41\0 429 ~ 374 ~ .. 604 ~ (lIt 41> 1 -;n;o---;r.m- !J 365 " 330
-M.~! .! S1.41 A ...... iD .• &0.28 H.3~ 48..52 ' US 42.&1 3~.ro 1
38..52 351~ 33.l!2 - ------- 140:!.I~i h.,. iD.' = .• ~u 221305 2()71.1 1932.8 HUM 1662.1 1530.4 IMIJ.4 ft ·,. in. 6.45 HI ". '" ." .. ~ 6024 UI ••• e.l8 ft.l 4 I .... fa.' ~iO.3 ~IU .... 811.8 i 5G.D 7011.0 "'" ... 547.3 MOot 510.11 ....... ID. (.01 ' .00 ,~ ••• , ... ,. ,~ ,~ 3.17 '.00 P W""; I Lbo. ptf 205 ,~ ,& m ,& 'M '" ' M '" ," '" ,~ , , ,
Saf~ [...:I val_ .bo~~ urr. .:;r ..... line . re for .. Ii", of I{' lloDtover 60. th_ !)o1 .... D 1~-laK Ii ... ua for raUOI up 10 12() r ib"", be.!o"lQft. li,_ lAe are for nU", 110\ on. 200 ] / f .
"
• , • , "
" " " " " " " '" " " " '" " " 30
" " '" .. M
.i.
CARNEQ I E STEEL COM.PANY
CARNEGiE llEAM SECTION8--Coutiuued
t .... lNcll CoLUMNS
Au.oW.uJLIl CoNCJ::~""J'RIC LoADS I N TliOUSANDS OF POUNDS
Una Sl..--Am(lr\ca.n I ... Utut4'l o r Steel Col1lltructiOD-ID23
l02 69 64
" .. .. " "
" " 68 ..
&86101-86348423938
"
" '" '" '" " '" "
CARNEO I!! BEAM SECTIONS
CARNEG IE BEAM SECTIONS-Continued
12- INcl.I CoLOlol:N8
ALLoWADLI': CoSC':NTIUC LoADS IS T UOUSANDS OF P OUNDS
Unit SIrflM-Amt ... !ca.n h tlltltlltll o r Steel Qulllllruetion-1023
If ..... Orq.th &ad FI_ " "IIIIII- ,,;ticIol per Fool
F:Ir"Ii~ CB 127 Ir.14Q C .. ,. Ir.14H C .. ~ Iratt'"
""'" - [j]] lA)eel %10 I no 21(1 ' 200 ,~ '" ,ro J;j 1M! '''' , .. 120 ' 110 II&. lbo It.. It.. , .. , .. , .. lbo. It.. , .. '0. , .. , ..
--- --< " 101/1 ." 026 882 ." ,,. '''' '" 002. '" '" ". '" " 10 111 '" '" 882 ". , .. ". "'"
,., '" 574 '''' '" " lO I S '" '" 8S2 ." , .. '''' "'" 002 '" '" '''' '" .. 10 111 ." ,,. ." " . 794 '''' "'" "" 00. '" '''' '" " lOIS 971 '" 882 "" 7tH '''' "" '" "" E!...E:!!..~ .. 101;'; 971 926 88:1 S38 11M 7!>O 10G mJ 60."> "" ;';21 ,,.
" 101;'; 9il 926 81i~ 8:18 'IM .50 .06 662 691 "" "'" "" " 101!, 9i1 0:16 8~1 1 ::1? 794 7!'o 700 6ft2 616 ." '" ". " l'1IO!r1i!JT~\I"ro'".1!I ""7iJ" "tW lmF - 662 0524 "" «. '" . " ." "" "" ." ". " . ". '" '" '" 473 437
" ." '" .86 ." "'" '" '" '" "" = ." ." "" " ,M '" ,." 82G '" 13. ." ." '" 519 'S< , .. '" 2:1 9311 '" ." '". n. ,,2 , .. '" 000 '" 471 43. ... " '" "" ... 793 n ... 707 "" 63 1 59:1 4\11 4(;8 '" :l93 211 "" '" '" m '" '" 'M '" '" '" .. , ... '" " '" '" "'" ",. m on , .. 00. '" 46 ·1 "" ." 373
" .. '" ." "2 '" "" '62 ,26 "" M, 4!ol 421 391 "" 28 .. , "" "" 7~7 "" '" 612 '" , .. .. " "'"
,., '" ,.
'" '" '" '" ". '" "" '" "2 '" '" 3.0 342 30 .,.
'" '" '" 860 617 , 611' '" '" 413 3SI> 3-'0 333
" '" ". '" '" '" '" "'. '" 375 -;:;t323
" ". '" "" "" 65. 627 "" '" 364 330 3fT
'" ". ,,, 682 ... , .. :\14 'S< 378 "" 3";,'11 "" ,. 733 ",. MO 6.13 '" "" 473 :167 '" 3 10 "" 3:> n, '''' '" "OS '" .00 462 3!o6 '" ,110 28' 36 600 667 1136 6O~ 600 470 4~1 346 323 301 280 37 61\.1 115!! (121 !tOO -":\1".(" 'lll7"'" 336 314 293 272 38 "'ll1tilCllr 04RrI ' SOD 482 4~ ~:IO 326 305 284 264 39 651 621 0592 1\62 [034 497 470 4-1:; 4 10 316 296 ZiG 2.57 40 636 607 678 a41l 62\ 485 4M) 434 400 307 287 268 2.50
, Arc&,i • .J .7.e.t 64.<0 61-76 .8.32 P-88 , 62.~ 50.00 ~7.(18 4412 4US 38.24 3UIJ u.u h· •. ;P.' 1461. 14 :18. IJ91.S 13,1.8.11320 • 1218.1 i"i"82 1141!' 1112; \131.1 I S9U M...I 7iA fl·'. 'D. t .M 4.70 4.75 4.10 lUI UO US Ut un t;e US 4.1111 U18 [ ..... in.' tull 1M.2 ling 8001 767.1 iOU 666.11 1133.0 eoo.t 377.4 M0.5 J2!1.O 30U 1"H.1D. 3.74 3.73 3.72 3. 71 3.71 3.64 3M H7 U9 3.01 3.ro U18 3.10
~: %lO no 210 ~. ~~ I 180 I I~ -leo 150 140 ~ 120 -:-
!Wt Iood nta. abo,.." _ ~ .... 1i ....... tor rata 01 If • ...t """ 00. cAc.e 1001_ ...... "" 1._ on 'or ralQ lIP "" 120 Il r &ad tt.c. ......... lower o:ic_ ...... for rata ..... """ !OD Ii "
"
,
CARNEGIE STEEL COIl1 I'ANV -
CARXEG IE BEAl\! SECTIONS-Continued
12-INcu CoLUM~S
Au.oWAULE Co:<;'CE;/«'TlUC LoADS IN TIiOUSA!IIDS OF Pou~ws
Unl~ St..."..-.\ mcrlcan In8l1tu\.<) or ewel Co"structlon-I 023
Nominol D.ptb aDd .,""'" \ndth "'tWIt ptf fool
EIf ... \;~ CB 124 12">10" ""~ 12".8" CD '"
lZ"&~I~ CDUI
i.oeft~tb .:or'.6" in.· .. t l00'~ 83 J 75 ~. liU- 40
3!J 34)3228 ~ I... tho.. lbo. II.. _ lbo. lbo. _1'\:10. Ita. II. lbe 11.- ~ ---~ -- - ------
6 44l 401 366 331 220 198 176 "" 150 ]41 12.1 H:IO 7 4-11 401 366 331
220 lot Il76 I! iSO 14h-TIi "', S 441 401 300 JJ l 220 )fI8 .,6 f4lr""'"'l"!JlJ
1
_ '''' I) 441 _\01 366 331 no 19& 176 "" 137 133 116 " " -Ill '" eo, '" r"" ,., 130 121 110 "
" '" -10\ 366 "" '" '" ,eo '''' 123 ,'" '" " " ... '"' 366 331 "" , .. '" '" '" ". ,. " " -42r-:rnl :m;- '" m 156 122 I()!) 108 9·\ 77 .. 41 5 379 348 3 18 ''" '" "0 ~~-n-" .00 368 '''' "" '" ''" 144 109 lJ 06 1'14 67
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Weight ". ~ '00 " ~ " " " " " " " ~ ~
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li ..... ~ /0' tali"" up to 120 / • • :>d U",., below I""' ... i' .... ' 10 ....... for .... b". not <WeI' 200 1/ ••
CARNeO I E BI1A ,\1 SECT I O NS
CARNEG IE I3EA~1 SECT IQN8-Continued
100INcil COI,UIoISS
A LLOW",BL& CoSCr.:~'TII[C LoADS [)( T UOUSMWS or POOSDS
Unl~ St~Amerk:an l ""tltulO or Steel eo""tructlon-1923
S....-....J l)rpllo and.,.. Widlh-Weiclu per r_ ElferliTO'
--" '" 'M 10"',12" ""~ 10000dO'" CD 103 11I".v' ------iahoet
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W..;.", ~
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CARNI!O I I! ST EEL CO MPA N Y
CARNEC IE S EAl'1 SECTION&-Continued 1 10 ",-SIl D- I.~cu CoLUloiSS
Au...ow"'-IJI,£ CoSC£""l'RIC LoAOIJ IY TUOUSAN OS OF POUS OIJ
L·nlt litrt'lO.-Amerlcan IMtllul.e or Steel CoMlructlon-19~
\ -;....1 DoptIo .... . ,... \\idtll-W~t""'" F_ r,i);::- I • lI ....... r.r • ",a CD un 10",8" CD 101 10"',,'" CR.
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"
CARNEOIU BEAM SECT I ONS
CAR NEG IE BEA:\! SECTION8-Concluded
8-1 NC II CoLOlllY8
A.u.oW.\Ol.l'l CoNCIl:'"l'ItIC l '(HDS IN T UOU8AS DS OF P OQ:"D8
Unl~ SU·_- Am .... kan IlIlltltute or Steel C<mstrucllon--19:!3
"_-.I n.,p,h...,},- lIidl. - W.,per F_ }If<<li...., - - - -
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CAi(NEOI I! STEEL COMPANY
r STAXDARD MILL SECTIOXS
i\I ISCEu..\,'OOUIS SYALL CoLUloIS8
ALLOWAII!.E CoSCII::.-rllrc LoAI)S IN THOOfUXDS 0" POO:o.'D8
t:nJt MI.--.\mer1.ean . ""titUI.ll or Sleel Constructlon-1023
N ..... ~...d n_ "'~"'1It W.;plpro-YOOI
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L
CARNEGIE
BEAM SECTIONS
BEAM AND COLUMN
SAFE LOADS ill accordance with Building Codes of
T ilE CITY OF :-;'EW yonK
lUI amended to January I, 1926
lind
TilE CITY OF CIII CAGO
lUI amended to July I, 192-1
CARNEO I Il S l' lOl! L COM I'ANY
SAFE LOADS FOR SECTIOXS USED AS BEAMS
EXPLA!'OATION 01' TABLES
T!\bles of Bafe loads for Carnegie Beam Sections used fI.S beam ... under eondition.s of statk Irll.llS\·erge loading, give the uniformly dinribut{'d sll.fe load" in thousands of 1)()lInde for IIpalll! eWltOffinry in hridgo and building construction, h8.8Cd UI)()n an extrcnw filx-r str<'$3 ,f 10,000 I)()unds pN square inch. These tables give the full l'mds for ix>amJ! fix<,d or braced ngainst lateral deflection Il8 well fI.S
tlw reduced loads lI11ow('d for beams free or unbraced agnillSt sid(' d<'fleclion, lind nl~o the vaiu<'s for those span~ Il.t which the 1l.110wI'd snfe load will produce n dcfleelion of '3(1() of the span lcngth. Thc loads in all e!U!CS include the weight of the section, which should be deducted in order to nrrinl at the net load which the section will 8UJlI)()rt.
It is nssumed in a ll C1UlCS that the loads are applicd nonnal to the axis 1·1 as shown in the tables of clements of sections, aod that the beam deflects vertically in the plane of bending only. If the conditions of 10ll.ding involve the introduction of foree~ outside thi;! plane of loading, the allowable safe loads must be de tennined from the general theory of flexufC, in accordance with the mode of apJllication of the load and its charaetcr. In case8 of cecentric loading, the Rctuai llafe load8 would be considerably lower than the tabulated safe loadll which have been based UI)()n the m08t favorable eonditiollll or loading.
"_1.,.1 DeftectlOIl· The vertical dcfleetion of a section under So
unifonnly distributed load is determined from formula:
~-fl . 0 5 \\'18. \ \'1 ' I U\l cellon, =- 3S-I ET ' n
" 40 n~. D_ 3&1 En' Span length in feet: I_ I'lL
D=- ~inches M
Steel, E _ 'l9,OOO,OOOj for fiber st~s f-IO,OOO pounds : Den t' D O.OtnS5Lll
ee lon, -- 211
n-distance from center line of gravity to cxtreme fiber:
Deflection=- (,()('~ient
00
, , 3 , , 6 , , ,
w
" " " H
"
CA R, NEO I E S EAM SEC T I O NS
I)dloctlon Coem<;lent.ll rOJ" Fiber St['()Sll or 16.000 Pounds
I Co<ffim" '/:" Coeffici.ent 1G.000 .. 1G,000 ~l Coefficit:nl '/:; I .. , 16.000
0.017 " 4.237 " 15.006 " 0.066 " 4.783 " 16.0·19 " 0.149 " 5.363 " 18.025 " 0.265 " 5.975 ,. 19.134 " 0.41<1 '" 6.621 " 20.276 '" 0596 " 7.200 36 21.451 " 0.811 " 8.011 " 22.6[,9 " 1.0<>9 '" 8.756 OS 23,90 1 " 1.341 " 9.534 " 25.17[, " 1.05S '-' 1O.34S " 26.483 " MOO " 11.189 " 27.823 ,. 2.383 " 12.066 " 29. 197 " 2.797 " 12.077 '" 30.604 " 3.244 '" 13.920 " 32.014 " 3.721 3Q 14.897 " 33.517 60
Coefficitnt 16.000
35.023 36.563 38.13!. 39.741 41.379 43.051 4-1.7[,6 46.494 4S.2M 50.009 51.906 53.777 55.680 S7.617 59.586
The deflection, in inches, of sections subjected to transverse stre88CS due to uniforlOly distributed loads arc obtained M follows:
SJ'" .. "clrica l Secti .. ".. To find the deflection in inches of a section B),mllletrieal about the neutral axis, such M 1- and H-beams, divide the coefficient in the table corresponding to given span and fiber stress by the depth of the section in inches.
Un', "'m~trl ... 1 Sectl..... . To find the deflection in inches of a section not symmetr ical about the lIeutral axis, slich as beams with unbalanced flange plates or with continuous shelf angles, divide the coefficient corresponding to given span and fiber stress by twice the distance of extreme fiber from neutral axis obtained by computation,
Other Fiber Stra..,., To fin d the deflection of allY section for other fiber strcss"s than those given, multiply the coefficient for 16,000 pounds fiber stress corresponding to the span given by t.he ratio of desired fiber stress and 16,000.
Li", lta ()f o..8 ~dJ .. n. The deflection of floor beams carrying pb.stcrcd ceilings should 00 limited to 1I0t more than 1A!.80 of the span length; this limit is indicated ill the safe load tablcs by lower l.igzag line, is derived from the following formulas:
121, nfl ,t En Defloction. D"lo.= ;jijt) = ""'F.ti"'" Umitlng Span. L"",%.= 451)1
ror fiber slress or 16.000. Limiting Span. Ln ... ~.=4 .027n
"
CARNEGIE STEEL COMPANY
Lateral Deflection of Beams. In computing safe loads it is generally assumed that the compression flanges of the sections are secured against lateral deflection by the use of tie rods or by other means.
In such cases full safe loads may be used up to a span length equal to fifteen times the flange width, but when the unbraced length exceeds this ratio, the full safe loads must be reduced in accordance with the ratios given in the following table in order to insure that the stresses in the compression flanges do not exceed the safe unit stress. The lateral unbraced length of beams and girders should not exceed forty times the width of the compression flanges.
The following table gives values obtained from formulas for:
NEW YORK BUILDING CODE fc=21,000-250 ljb, interpretation of fc = 16,000-70 llr, r=blv12 (approximate value: r=0.28b). Full stress of 16,000 pounds is used up to values of I/b=20.
CHICAGO BUILDING CODE fc=20,000-160 li b. Full stress of 16,000 pounds is used up to values of I/ b=25.
Reduction of Safe Loads for Ratio of Span Length to Flango Width. l ib.
Full Load. Full Load. Full Load. Full Load. Per Cent. Per Cent. Per Cent. Per Cent.
Ratio. ~ Ratio. "" Ratio. ~ Ratio. ~
I lib 0 lib ~ 0 lib ;:; 0 lib 0 ;..
~ ;.. .. .. ;..
~ ~ . 1< ~ I< ~ I< :a " :a " :a Z :a z (.) z (.) z (.) (.) - - --- - ----- - -------- - -20 100 100 25 92.2 100 30 84.4 95.0 35 76.6 90.0 20.5 99.2 100 25.5 91.4 99.5 30.5 83.6 94.5 35.5 75.8 89.5 21 98.l! 100 26 90.6 99.0 31 82.8 94.0 36 75.0 89.0 21.5 97.7 100 26.5 89.8 98.5 31.5 82.0 93.5 36.5 74.2 88.5 22 96.9 100 27 89.1 98.0 32 81.3 93.0 37 73.4 88.0
37.5 72.7 87.5 22.5 96.1 100 27.5 88.3 97.5 32.5 80.5 92.5 38 71.9 87.0 23 95.3 100 28 87.5 97.0 33 79.7 92.0 38.5 71.1 86.5 23.5 94.5 100 28.5 86.7 96.5 33.5 78.9 91.5 39 70.3 86.0 24 93.8 100 29 85.9 96.0 34 78.1 91.0 39.5 69.5 85.5 24.5 93.0 100 29.5 85.2 95.5 34.5 77.3 90.5 40 68.8 85.0
In addition to this lateral deflection which is induced within the beam by the action of vertical loading, lateral deflection may be induced by the thrust of floor arches or other loading acting on an axis perpendicular to the line of principal bending stress.
Stresses due to horizontal thrust should either be neutralized by tie rods, or the safe carrying capacity of the beam should be computed in accordance with the general formulas of flexure to provide for the combined stresses due to the action of both vertical and horizontal forces; that is to say, the safe loads should be figured around' both the axes 1-1 and 2-2, and the unit stress computed so as not to exceed the allowable fiber stress.
98
CA RNEO I E BEA M SEC TIO NS
E!I'ect of Impact on Str-. The formulas upon which the tables of safe loads are based assume allload8 to be quiescent o r static. T he effect of moving loads may be taken eate of either by reducing the allowable unit stresses, or else by increasing the theoretieal loads.
When a load is suddenly applied, the resultant stresses arc twice as great as thosc due to an equal quiescent load.
When an iIliltantaneoUilly applied load produces impact or pereussion, the resultant stresscB afC dynamic and arc measured by thc laws governing the energy of bodies in motion. The following formulas give the fiber stress and deflection due to a load falling Oil center of a beam rigidly supported at both ends when the weight of beam is negligible as compared with tlmt of falling load, and when no account is taken of the local distortion due to impact or percussion at point of application of load; but when the weight of the beam is a relll fa.ctor, theoretical formulas do not agrce with observed results and praetica.l tests give values which are faT less than thosc indicated by theoretieal formulas; this is notnbly true in drop-tests of :J.xlcs;
W =Weight of fulling load, in pounds. h =Height of fall, in inches. f =Extrcme fiber stress due to static eITect of load, W,
in pounds per square inch. fd =Exlreme fiber strcss due to impact of load, W,
in polmds per\quare inch. o =Defteetioli due to static effect of load, W, in inehes. Dd=Defteetion due to impaet of load, W, in inches.
fd =f (\ + '"Vi!; + 1) Dd= D (I + ,! ~ + 1)
Shetlrin&, St.--. The safe load tables for beallls are computed solely with rf'ference to safe unit stressell due to flexure, and the safe loads uniformly distributed on the spans given will not produce excessive shearing stresses in the web.
When, however, beamslllust suPtOrt he:wy loads whieh are concentrated near the supports, or when beams of short span are loaded with uniformly distributed londs to their full earrying capacity as regards flexure, the bending moments may be small in comparison with the renaiOIlS at the supports, and the beams IUay fail along the neutral plane as a result of longitudinnl shearing stresses, or may buckle as a result of the combined longitudinal und vertieal web stresses. On sueh spans the safe shearing or buekling strength of the web may limit the carrying capacity of the beam, so that the deciding factor will often he the resistnnce of the web to shearing strooscs, rather than the resistnnee of the flanges to bending streSSes.
CARNEG I E STEEL COI\\PANY
Lonlillldinal Sh.... At any point in any section of a beam, the horizontal and vertical componcnts of the wcb stress arc equal to each othcr and proportion:11 to the vertical shear; their intensitics aro depcndeut upon the distance of tho point from the neutral axis. In order to determine the intensity of the vertical shearing stress at a given point in a vertical section of the beam, therefore, it is sufficient to find the equal intensity of the horizontal shearing stress at the same point in the horizontal plane.
The longitudinal unit shenr is zero at the upper lind lower flanges of the beam and a maximum at the neutml plnne. It is greatest at the support8 and zero where there is no vertical shear.
The inteusity of the longitudinal shear at any point in any section is the product of the vertical shear, V, for that section nnd the static moment, "'s, of the section ine\uded between the horizontal plnne of shear through that point and the extreme fibers on the same sido of the neutral plane divided by t he product of the moment of inertia of the beam around the proper axis and the thickness at the plane of shear; or
Longitudinnl shenr per squnre ineh= ':1.:8. ~--'14'-"'~_~
{~.67~ ~' :tOU...} Arlo .- - ' .. . - -S_-.ins PI ......
E~ample--ncqu!rod thQ m!ximum longitudinal unit shear In CarnQglo Beam SectIon CB-3(l2, 30" x 14". 180 lb. for a maximum verlical shear of 201.000 l)Qunds.
"h of f"iange = 14 x 1.2065 X 14.397 = 243.2 M. of Web = 13.794 "0.67 x 6.897= 63.7
'rotal Stalic Moment MomeM of l uerlia of lleam.
Long itudinal Shear=
306.9 In.' 1=830L4In.4
= 11.0fJ0 pound3 per square Inch.
Under usual conditions of loading, the longitudinal shear need not be taken into consideration.
Buoklin .. V. I .... of Beam Web.. Tho vertical shearing stresses or the vertical compressive component8 of the web stress may, under some condit ions, exceed the safe resistance of the beam to buckling, and there remains the possibility that a. web which is amply secure 3.8
against the safe allowed shear will not be of sufficient strength when considered as a column. In such CIlSCS provision must be made for aeeurity against buckling either by web stiffeners or by increasing the thickness of the web.
""
CAII:NI.lOIE BEAM SECT I ONS
E:qx'rimenls with J.x-a.ms of vario". depths and web thicknel!llles have demOll!:ltrat('d th:lt the length of thew~b which can be 1188umed to resist buckling Blre88CS is equal to the end bea.ring plus ono fourth of the depth of the beam; thc following formullUl huvc been deduced:
,"'-"'. SIDeendreaetion n_fbxt(a. +4> b= .. ----~---< Safeinteriorload W-2fbX t (a.'+~)
7In the formullUl H. is the end renetion, W the coneen:rnted lond, t the web thickneM, d the depth of the beam, a l half the distance over which the concentrated 10lld is applied, a the whole distuncc over which tho end reaction is applied, nnd fb is tho Bafe unit resistance of the web to buckling.
The first formuln iB general and applies to any eondilion of loading. The soeond fonnula is for a single load concentra.ted at the center of 11 span; it enn ho extended for a sylltem of concentrated loada, provided the sum of the distances a l is not le88 thun u.
~'or computation of fb the following formula hlUl boon uscd in the tables, corrcsponding to nn nl lowable shearinglltrCilll of 10,000 pounds, fb maICimum=- 15,000 pounds.
fc==19,OOO-lOO I r, I-td and r--t v12, fI}-1!l,COO-173dt This formula is not part of the building codel of New York or of
Chicago, and the values based upon same are given in the tables which follow for gcneml informMion only.
The tablcs give for bea.ms with unsupported web!!: 1. Allowed web resistance fb, in pounds per square inch, com
puted from this compre88iotl formula.
2. The distance a, or the distance o\·er which the end reaction must be distributed when the shearing It"'lIS, V, in the web il the maximum allowable of 10,000 j)ounda per square inch.
3. The allowable end reaction (It) when a is taken at 3 I i", which is the usual length of beam actulllly resting on the ·1" angles ordinllrily used in building construction for beam SOllt8 .
.f. The allowable ahcllr V, on the gross aTCa of beam wcb!! at 10,000 pounds per squ.are inch.
M.d"' .... s. .. dlq Mo_ .. tL In additioD to data referring to maximum loads on beams lUI computed from the web resistance, these tables al80 gi vc the ma....:imum bending moments in foot pounda, which mlly be ui'K'd ill8tead of tho table of I)roperties, to MCCrtain tho proper size section to be used in any partioulllor instance.
'"
CAH. NE OIIO STEEL CO ~\P AN Y
CARNEGIE BEAM SECTlOXS
M,UUIUIoI BEXDIXO MOl.U::'"TS "'-:>D WEI.I nt;SISTANCES
llendlnl lit ..... 16,000 !'OUJId_Sbear!ng Sueu (O,OOO Poomlll
\'01_ for Ecd Ractioa, \'
""" WIiP' ... MAli ....... Web~ W.bBaockl i .. "" ..... • .. f"'" ....... --.... .... ,~ - M_, , ... ".. 1: .. , ,..t a_S).,H ... a-1itoIII.1 """, S_ ..... N_", .... • , M ... "". '·'DU. L_III. ~ .-. R_.
1-- IPoudo ,- ,~ ....... ,., .... "" ....... ....... pcoSqJ .... ,--
.781 '" .1188 9'13.~~.o 273~140 I-lAO 13.003 1.\.98 129.2.0 CU302 :1O.6~ 220 .1116 1.101.100 249.000 11018 12.529 \6.73 tla.l"IOO ,... '10.263 "'" .743 1120.000 22~,1I.'>O l -t.!>9 11.9:;~ 17.16 98.21;0
'0.000 ' SO .670 1731.800 201.000 14.011 11.254 19.16 82.910
COlO I aO.2911 l ali .621 ~IO.~.o 188.150 11.0:; 1O.5MI 21.12 72.620 30" 30. 14\4 12" .1)7('; ISI.:J.'Wl l7:l,65O 11.00 0.9·11i 22.78 63.no
. 0.000 '" .:>30 11 13.200 1:;0,000 11. I:; O,2~ 25.08 63,6W
21.1i98 "'" .7M 13.01 12.685 14.86 00.730 CO 272 27.4()() '" .m" 'A!l:~ :igr:~~'z 13.13 12.209 15.!';\) 811,200
:.!7" 21.200 H>O .I};.lO 000.1(,0'1 11:1,810 13.81 11.636 16.MI 76.:me: ~1.000 '" .'''' L·II ,150 1150.600 13.90 1O.0-t1 17.112 611,080
CO 271 121.340 '" .''''' 300.000 IM.740 10.11 10.643 18.8-5 62,260 -n" 27.100 w , .:;10 :.r.2,lIi'iO 138.550 10.111 0.71!.'> , 20.91 61.:\60
21.000 .. ." :117,750 1124.470 10.21 8.868 I 23.70 41,000
""" "'" ,670 ~41.700 165.250: 13.26 12.632 13.36 81 .8 10 cn 2H 2-&.626 ,,,., .6W :;13.2()() IM.270 13.al 12.2M 13.88 74,240 Z-l" 2-1.388 "0 .588 0178.050 143.4()() 13..36 11.82:; I 14 .... 3 66.730 2-I.2M1 , ... .:;41 III,wa 132,650 13.0\1 Il.aao >OM 69,270
:tI.31O .,. , I CI\243 .r.ao 102,5050 131,030 12.20 11.191 ' 1 .... 63 "'7.800
24" :.!4.U>8 no .t\.ll J{ll),0.'l0 110.330 12.:11 10.5'11 16.><S 49,670 ~U)OO H). .. '" 33.'>.600 10tI.000 12.43 0,773 .. ". 41,784)
CB"t~ I .. .." 300.000 12t.300 '''' 10.573 16.91 00.530
" 1" 2-1.164 " .~.~2 ~11.3!>0 100.1110 ,.W 9.755 18.72 42.000 - 24.000 " .010:; 211.600 I 97,2()() '.00 8,,"8 21.<13 '" """ C~-t~,-tL .000 ,.
'00 211.0:;0: 96.000 9.01 8.6~ 21.8-1 32.760
CII 21a 21.2411 "" -= I 12.129 12.21 57.180 .«l2.8OO 113.6'!O 12.77
"1" 21128 112 A9'J ;1;J'I.8OO 1();;.420 12.1;6 11.676 12,1'1 1 M.100 - 21.000 "" .155 311.250 01.650 12.87 11.181 13':;2 <15,520
cn 2 12 21.2.10 02 .r.02 262.000 106.630 , ... 11.680 12.87 51.660 :.!I" 21.120 .. .470 :.lU.800 99_260 , ... 11.226 13.5:! 46,330
21.000 '" .438 227.800 91.980 0.'91 10.70<> 14.37 4 1.000
J
21_2-"1 " .433 193.600 '92.000 8,42 10.511 101,00 40.100 cn 211 21. 126 .. .396 177.2()() ... """ 8,41 ! 9.111 16.:1-1 :1:1.080 2 1" 21.000 " ""0 160,400 15.600 8.49 8.008 18.32 28.060
21.03,\ 00 .315 165,450 18.880 8.39 D,200 17.37 30 .530
'"
C A R N e O IE He Atot SLCTI ONS
CAR~EG IE B)O~"~ 1 SECTIOXS-Continued
~ 1 "-,,( I Ml)l n.;"OII'O l\IO)lf.;/Io-r8 ASO \\' f.;H RES I8TANCE8
Rcndlnjf [oIu_ 16,000 1'000fl(l_lIhea.ring SU'(U 10.000 I'ound.
\·",_""r""'~ .. v
"':' W.,pl ..... M~ Webl!bl!enlll WebBuetlilll "" r.:. Thd< • ....... ,-,-s._ ...... - M_' '"' "- tail , ... .-IJ.~" , .... ... ....... ..... " Suo. ...... X-..uJ d M, .... \ 11WL'. ,_. • .-. ,_.
, ... , ...... , ... F·.,I
"""" ,,., """" , .... ...... ,~ ... ~JIL
CD ISJ 11I.23i1 "" AO~ :!OO.800 1)(1};':10 II,~(I I';! 664 '.M 50$10 IS" 111.1::0 " .~5:1 ll::.fo.")() II:I.UOU IL'>6 \::.l2? 10.2D <lr,.~70
j 18.000 I '" A2D .!:.!~.:!W 77.2~'O \ 1.62 11.7<11 IO.SJ <10.300
• ell IS2
111.21:: " .<111 192.Il00 8.~.1)20 8.08 12.:100 10.21 <16.700 111. 110 ' " .4:10 117.' • .'\0 ".000 1).01 IUB<I 10.SO <11.:00
18" 18.000 " .<00 10::;,·100 13.USO '.00 1 1.330 1I.3{1 36,800
IS.252 ,
M.15f1 " .ao:1 I .O.~OO 11.1:10 1$'1 10·00:· 1 1208 en lSI 18. 114 1I~ .:I.'~ 12.'1,11-".0 6-1.120 1.Sf; 10,1-111 1:1.:12 211,MO
18" 18.000 ., .3:.!() 1I3,s:.o I1i1.600 1.01 U.~6U 1402 23.730
IS.lY.! 1 " .316 110.8.".0 : 07.000 '.00 1O.0Sf; 12:16 32.0SO
en 1M 10.2.10 '" .532 ~213.600 80.31\0 12.07 1:1.720 1.n .~5.170
10" HI.II0 '" .4()(1 251.1(11) 70JlI0 12.1'4 13,:1111 S.U1 49.000 10.000 '00 .<104 ::a7.700 74,240 12.81 13.031 8.2S 45.360
en 16" 16.210 00 .4!)5 1:.4r.o SO.300 10.42 13.324 8.13 4(1.860
16" 16.120 ., .4r,~ 193.200 73.S.'JO 10.<17 12.011 S.46 44 . .'\.30 10.000 " .4 I(l 170.900 01.(1.&0 10.56 12.3M 8.91 38.1).50
cn 163 16.226 " ."" Hit.8!.oI't.010 8.SS 12.WI S ... 41.670 10.IU ., •• 00 140.0.".0 65.420 "". 12.134 O.z.~ 37.0\'10 16" 10.000 " .315 12D.400 ".000 S . ., 11.619 9.77 32.6110
1&.25-1 '" "', 100.200 MI.MO 7.42 11.232 10.41 30.750 ell 162 10.12'; " .". 9R.400 112.580 1.4\) 10.<141 11.41 2.5.640
10" 16JIClf) •• ."" 87.4!;() 46,400 "''' 0.455 12.92 20.570 1·;.03~ .. .3711 87.600 69.700 , .... 11.649 9.69 32.600
CO 161 111.012 " ~'14 79.0.".0 r.o.280 6." 10.178 11.73 23.980 16" j.".,1)3lI " .:''00 12.0!KI '1&.200 6.32 9.497 12.70 20,010
CO 1t5 11.3iO "" .1\.16 '211'o'".o~ 71.020 11.2i 1<1.362 0.41 ',-,00 II,IM> 115 .~It'; 1\)(\.2.".0 61'1.RQO 11.41 13.940 6." 47.640
14" lUMMI " .135 1 711.4~ 60.000 11.1>3 13,432 O.D!: 40.900
cn 114 11..182 " .46~ 1112.6.'>0 67,310 1).07 1:1.684 6.91 45,<140
14" 112:1~ "' .42:. 1~8.400 60.510 9.1l> 1 ~.204 "" 39.0~'fl I I.OO~ "'
,,, 12~, I 60 .53.840 022 12,617 7.65 33,W,o
1 en 143 14.212 " .4 1:1 I1Uf.o 58.820 7.76 13.():J4 7~17 38.010
It" 14. 12J " .:1711 10-1.2.".0 .'I:1.3W 7111 12.fi3i 7.13 3:1.320 14.000 " .:143 OI.MoO 4S,02O 7.81 11.939 8.23 28.670
''''
r.;ARN I:O lll STEE L COM P ANY
C,\!OiEC IE 13I~ :\51 SJ~CTIOXS-Colltillucd
MUIMIJlI UE~VI~O .MO.l.lE~"T8 A-"D WEll RESISTANCES
6endlng !Hr •• 16,000 l'oun(b-Shearing St~ 10,000 )'ound8 -hl_ lor !::ad Racliola, V
""" \\'!liP1 ... \fuim.-Wtb~~ Web BodJi~ '"' ...... " 1:" """- -.. .... ,~
IDd .. .... - ~I_I ""' 1l:::, 1:1Ii1 ""' _-lit' ... .... - s,_ ...... ...... d M, ..... V ........ Lml ... .. a min. R n"K. """ , .... ....... , ... ' 00' 1'"" .. ,1. r., ....... , .... , ...... P ..... per.;qlll. ,
14210 42 .34"2 SO.8OO 48.700 '" 11.7D7 8.1>1 "28.4SO
cn 14"2 11.100 :1(1 .:Iltl 75.050 4~ •. O30 6.67 11.297 ,.,. "25.200 14.0SO :16 .2111 6ll.Z00 41.400 6.0D 10.715 \/.6"2 22.110
l<l " \ .1.000 :13 .270 63.~50 :17.800 6.72 10.000 10.46 18,1/00
IHIOO " .375 68. 150 5"2,600 5.ID 12.Ml '_M 32,020
C~4!,41 r:l.oo~ eo .270 56.750 :17.700 5.91 1O.M3 10.40 18.080
12.000 HlO 1. t 2 1 146.400 134.520 '.M 15.000 5.00 100.300 OD 124 12.000 '" .000 1:1\1.300 108,000 5.16 15.000 5.00 1>7.750
12" 12.000 ., .,." 133.000 84.-480 6.30 15.000 '.00 68.640 12.000 " .6O' 116.800 60.960 8.32 14.913 5.05 41).240
CD 1 2311~.258 '" _." 87.200 44.2.50 7.88 13.1"26 6.27 31.110 12" 1:4.130 ., .:I:l6 78.400 311.<'>40 , . ., 12.563 6.62 26.760 1',.000 <0 .". 69.760 34.800 8.021' 1.841 7.13 22.320
12.236 "" .'" 61.0s0 37,600 6.48 12.1"27 '.00 ,..,00 CD 122 12.118 " .274 M.250 33.200 '.M 11.349 '_M 20.300
12" 12.000 " .". 47,45/) 28.800 '.W 10.300 8.69 16. 160
12.0Z2 ,. .375 52,800 46.080 4.69 13 . .(54 !>.93 32.820
Cll 12 1 11.924 '" -". 40.950 28,620 5.72 to.4OS 8.48 16.180 1"2"
cn 103 10.000 " .787 80.100 78.700 4.07 15,000 4.17 70.830 10.000 " .61>1
176
.400 58.100 5.20 15.M) 4.17 r.2.2fIO
,~' 10.000 " .375 70.950 37.600 ,," .... 387 4.45 32.370
CD 102 10.000 " .6-1 1 "'800 64.400 3.16 15.000 1.17 57.000 IU.OOO 'M .467 46.800 46.700 4.01 15.000 4.17 42.000
,~ ' 10.000 " ,,,. 43,600 132.000 5.4!> 13.a9-I .,,. 26, 100
10.128 ,. ,"" 42.550 30,0\ 80 5 .68 13.00"2 5.27 23.580 cn 101 10.1198 '" .2."D 36,800 26.150 '''' 12.2.'i!> 5.72 19.120
W 10.000 '" .230 32.MO 23.000 '.00 11,478 6.21 15,840
'.002 " .,'" 28.960 22.780 5.0S 11,652 6.10 15,8S0 " - ----
L , ..
CARNEG I E BEAM SECT I ONS
CARNEGIE BEA.\I SECTiOXS-Concl uded
MualU:U BESOISO ~IO:UE\"T8 ASD WED R ESISTASCEII
!lending Stress 16.000 I'ound,- Shoorlllg SIre. 10.000 Pou, .. ,I.
\,01_ r".:..:1 ~tiooG, \'
""" Woi&Iot .~ '1m-Wtb~
Eod
'-"m I " r Tbid· .... ,. IftbB""'E..,. ~ti(l" 'J:: lid,.. oot - M_t
'"' ~, 1: .. :,. F-Dd -la.3W' 1_1;',n !;t .... IleuUoc
No .. " .... Mmu. fb -G_u:!n. n-;;;;;-Doptb d \' ..... ~. Lmln.
I ... """" I •• r~
"""" r .. I::tm,j ladIct ...... , .... ell "
'1.2 12 " .3!)~ (';3.";',:'0 3(';.7SO 6.93 11,!)l;.l 3.1'6 304.6.'".0 \U~2 " .3.">7 [.7,:)00 :I~ .. ~'O '.00 I-I.!;M) 3.\J~ 30.090 '" !l.OOO " .316 00,550 :lS.HO 7.11 14,073 .j.I~ 2~.~70
en " 9. 19Z '" .33;. 45.0.;.0 30 .• 00 5.S!> 14.25.1 4.15 27.(';80
' " ll.O':I6 " .30. 41,200 27.9:10 '.00 1:I,S74 4.~~ 24.[.00 '.000 ,. .279 37.3:;0 25.110 5.9S 13A19 4.46 ZI.630
e. " 11.300 " .300 49.850 32.600 6.12 15.000 3.411 32.700 11.108 " .336 4:).650 27.MO 6.Z0 14.779 3.00 27,560
'" 8.00<> " .". 36,050 23,370 6.27 l4.illZ 3.00 22.700
on " 11.100 " .'" 35.000 2-1.420 5.74 14,242 3.71 23.5!>0
'" 11.00/1 " .,., 31.600 21,700 5./12 13.773 3.'" "'.300 '.000 ,.. ."" 28.150 19.120 5.89 13,209 '.00 17.300 '----
STANDARD M ILL SECTiONS ... '.000 " .380 28,2(.0 :«.200 3.31 1",,003 3.79 32,560
'" '.000 " ."" "'.000 " .... 4.62 12,772 ...,0 1/1.360
. " '.000 " .300 21.200 28.800 , ... 15.000 3.33 21).700
'" 8.000 " .Z:;O 19,000 !.'O.OOO 3.02 13,464 3.94 1/1.510
U. '.000 37.7 .000 40.2.',0 40.000 , .. 15,000 3.33 4\.250
'" '.000 3" .:!7l; 38,bW :l(l,000 5.14 15.000 3.3:1 30.940 '.000 32.6 .313 37.600 25,(1.10 6.01 14,.';78 3.4.9 2.5,100
II 3-A '.000 ,.,., .438 21,850 26.280 3.33 15.000 ,.'" 32.850 ." 0.000 2.">.0 .313 20,0:;0 18,780 4.46 15,000 ,.,. 23,480
" ' '.000 22.5 .:175 18,250 22,(.00 3.25 15.000 2.".0 28.130 ." '.000 20.0 .250 17,200 15.000 , ... 1",,848 2.64 1/1.560
" ' '.000 18.9 .313 12.600 15,650 3." 15.000 '.08 22,300 !i"
U • '.000 13./1 ... '.'" 12,520 ,.,. 1(';,000 1.67 21.130 ." ~
j '0'
".. .. •. ~
" " .. " .. " " " 20
"
C AR. NEal., STEEL CO MPANY
CARNEC IE BEA:'I'I SECTIONS---Cooti oucd Au.oWAIIUI: t/S'lFO fllol LoAI)8 I N TUOUSANDS OP P OON DS
M u lmum Uondlq Su.:.. 10.000 Pound. per Square l neh CIty or N_ York Code~",,,.,,,,,.. __ .... __ _
S..-..J ~Ill oA:I .larct lI-oIlll-W.,pI ..... r_~ ("S aO'J 3I)"'d.~ -CD Sol Sir'I I~ j- }
tt(llbl. D)tbl. ,.,..tbl. 1'!61b1. 1~lho._ I2:HIIt. [ 115lbl. 'BJ! I_ ... n, L.taaiIJ. i!
.::'·~C FI ... Prw rilM "'!..'Pi .... ,roo: PiuII. Prw
2.3&3 2.797 3.2"" 3.72·1 4 .237 4.783 5.31.13 S.97S 6.62 1 ,.,'"
22 8.011 23 S.n6 2 1 9.534 2S 1O.34S 20 11.1 89 27 1:t.OOO 28 12.1)77 29 1:1.\)20 30 H .S!!7 3 1 15.006 32 16.!!49 . ,-3 1 1i).!34 35 20.276 311 21.451 ;17 22.Q.W 3~ 23.001 39 2,U7S 40 2G.41i3 4 1 27J,23 42 21).197 4:1 30,(104 41 32.0014 .. 33.SI7 46 3 .... 023 4J' :16.M:I 48 38135 41) 39.74 1 50 11.379 51 43051 62 H .'MI 53 46.494 M 48.265 I>.'> t.O.OO9 00 5 1.900 67 "'3.777 68 56.080 69 .~7.0 17 60 W .... !IG 61 6 1.589
"iE~~~~lii~~~~,,~~~'~,~~~::~~~~~~:::;:::~.·62 ... ""
.... ,. ,~
" " " ,. " " " .. " ., " " '" ,. " .. " " ,. '" " " '" ,. :IS
'" " " " " .. ., <3 ~
" ., ., .. .. '" " " '" .. "
CARNEO IE BEAM SECTI ONS
CA1L\,EGI£ I3EA~ 1 SECTION8-Conliuued AlLOWABLE USH'QKY Lo,\DS IS TIIOU8ASOlJ OF POUSD8
l\1UIIl1UUl bendlnl Stl't'a, 16.000 Pound. ~~ St:iuare I nch City ot New York Code
, "
__ S-.il>&l Orpth...d "'&11(1 Width-W.q;I.\ per I'~_:.C_---"'---:m "1-14" CB 2r.~, ,
'"
2.003 2.383 2.797 :0.244 3.724 4.237 4.783 5.363 5.9n. 6.621 ,."" 8.011 8.756 9.534
10.345 11.189 12.066 12.977 13.920 14.897 15.006 16.949 18.023 19. 134 20.276 21.45 1 2'2.6:>9 23.001 25.173 26.483
62 27.823 6 1 29.197 59 30.604 58 32.044 56 33,,";17 M 33.023 54 36.563 53 38.133 52 39.741 51 41.379
C AR N I:Olll ST l: EL COMPANY
CARNEG IE BEAM SECTION8-Continued
AlLOWABLE UNIt'QIUI LoADS IN T UOUS.\NOS o r POUNDS
:\I ulmum Dtndlna S In.. 10 .000 PouudJl IK'!" Square Inch
C II)· or i:"e.- York Code
N ....... Oopch ..... 1_ IInd .... - W .... lpcr r_ - ----
l.j '.~ C8 t U :1"~ 14" CBm ""I IZ" .. 11I011Ia. 1~1 t.. 140 It.._ ISO It.. 120 111a. 110 It.. 100 It.. ,'. ......" ......" " " ... , .. , .... , .. Pu. '"! '",01 "" "'"" 1no FiJ. ".. til. 1no
II I _"''''1'>02,. ,., • '" ....... _ _ 0" ... ....... mm~:m'T!!i!i 2.701
" :Jr.J'~m-!!1iJTr:rTn"234r. ... 230230 211 211 192 192 3 .244
" 29:! ~'1)2 :!74 274 2:15 2M 237 237 215 21.5 197 197 179 179 3.124
" 21 1 271 ;:,";1 251 201 '201 '" 185 16S '" 4 .231
" 25~ 2:'8 2-12 :N2 IS9 189 1';4 174 15S '" 4.783
" 21:J ~ 13 22~ 22~ 1711 179 '" 164 149 ''" 6.363
" 23 1 :.!:II ~10 210 169 169 155 1M lol l '" 11.1175
'" 2 111 2lU 2().5 20.5 161 16 1 '" "'I"" '" 6.62 1
" ZOO '200 1100 '" 15.1152 14 1 1138128 1120 7.299
22 IQIl 109 1117 '" I-I n 142 134 130 122 11 8 8.011 2:1 '" 111 1 1111 15,"; 140134 12S 122 1 17 1 11 8.766
" 111:1 111 1 11 1 1011 134 1'26 123 115 112 105 11.634 25 176 112 16.1
1
139 1211 I HI lIS 100 101 00 10.345
'" 109 163 158 132 124 113 1141 0.1103 04 1 l. ISII
" 162 1M 152 125 119 107 100 117 99 gil 12.006
" 1M 1 17 141 '" '" '"' '" " 00 " 12.1117
" 161 110 142 '" '" "" '" " " 80 13.1120
'" 1016 13 41131
1 '"' '" .. " 83 89 " 14.8111
" '" 128 132 '" ,ro ",. .. " " " " I .'UlOO 3:1 1:17 12 1 128 '" " '"' " " " " " 16.1149
'" '''' 116 124 '"' .. " " 89 " " '" 18.02.5 ,. 1:''9 II I 12 1 105 00 " " " " " " 111 . 134
'"' 12S 100 117 ,ro S<> " " " " " " 20.276
'" 122 "" " .. " " " " " " '" 2 1.4.51
" '" " " ,.
" " .. rs , " " '" 22 .6W
" '" " " .. " " " '" " " 23.001
" ", " " .. " " " " " GO " 25. 175 ., "0 S<> ,. " GO " '" " " " .. 26.0183 .. >0' " "" " 03 " " .,. " " " 27.82:1 ., '0' " " ,.
"' " " .. n '0 .. 29. 107
" 102 " Il ,~ " " .,. 83 .. " .. " "'.00< .. "" " " " 81 1 &3 " " " " .. 32.0401
" " '0 .. " " .. " '" " .,.
'" 33.1117 .. " 0' " "~ OS ' n .. '0 .. " 36.023
" O. .. " " '" .. " " 36.1163 ., "' '"
., l-". " " '" 3S.13.5
" '" :..!! , . , M M " 39. 74 1
'" ~ " " .. • • • "' 1.379
" • " " • • • " 4:1 .M I
" • • 0101.700
>0,
w
" 12 Ll
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CARN1WIE IH!AM SECT IONS
CARXEGIE BEonl Sf.;('T IQXS--COntinued
Al.l.Ow"nL.E Ul'lt'ORli " (I.H>!! IX Tuon<.\xI)S 001' POUNDS
Maximum BC1Idlnt!lHrlllll. 16.000 l'oun<l4 I)('r Sqll.llNllllch
City ot "'ow Yurk Code
N<l<II1IW Dtptll oM ."- I\~odtll-Woicbt pot FOOl I ('II 2-I~ 2j~.~'" 2~'~'82\j,l" CB 213 21~d3~ j- l
gtl t.!:......- &51h.._T ;81"'_ 701-"' - no 11 • . _ 112_11,;..~ '!:I)j 1.a\InJlr L.a1Oftl1, _U\lnJlr ~ 'i .... , .... , ..... ". Ii .. ". ri." l1'II lu"", ri .... ". Pi .... 1'ro! _ _ _
_ .. , .. - .. .- -.".. ...... r;;o , .. ' ,,;; !to, ::m:r:rrr'TIITIi4l'rr.T T'7TT'7T 218 ZI8 107 197 1i7 1.7
i~ ~ ::~ , ;:~ ::~ ::~ 171 171 155 155 139 139 160 160 145
1145 129 120
150 100 136136 121 121 ~i l iilt l :::!lm III 140128126 114 112 ,.".;;;" 1:1:1 1211 121 Iii 108 IO~ 126120 1114108 102 97 1 ~'Q 112 100 101 97 00
1 H 10( 103 04 02 84 LUI.! 98 99 88 88 79 I(}.I 91 9 4 l't2 M 74 100 86 00 77 8 1 69 06 SO 87 73 78 6.5 02 75 83 68 75 61
=~~~~~~~ sa 63 75 57 67 50 SO 5t 72 53 65 48
77 56 70 00 63 45 75 63 68 47 6 1 42 73 66 50 71 64 57 6D 62 55
67 GO 54 65 1i0 52 63 57 5 1 62 56 1i0 60 54 49
.. ..
" " '" ., " .. .. " .. .. ..
" " " •• n ., " •• • • •
., " " '" 39
" " '" • • "
""
• • .. •
98 97 'D I 93 93 86 88 90 82 84 87 78 80 Sf 74
i6 81 70 72 79 67 69 i8 64 66 74 81 63 72 58
60 70 li5 57 68 .~3 65 66 6 1 5Z 64 48 60 63 46
L6M , ...... 2.383 Z.'97 3.2-44 3.724
4.237 ... 78:1 5.363 5.975 6.6Z1
7.209 8.0 11 8.7!;6 9.534
10.34'"
11.1 89 12.000 12.977 13.920 14 .897
15.0015 16.949 18.02.5 19. 134 20.276
21.4lH 22.650 2a.00 1 2t..176 26.4 83
44 27.823 42 211.lD7
" • 3064)[, 32.044 33.517
3t..(Y.!3 36.563 a8.IM 39.74J ·U.3711
43.M1
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" ., ., " "
CARNEOIE STEEL COMPANY -'------
CARXF.A:IF. U1~A.' 1 SECTION8--Continued
:\Iwmum IJcmll"g Stno.. 16.000 Pounds per Square Inch
"Il)' or N .. w York Co<Ie
S~ l.IoptIo...J .,_ Wi,hlo-W.;,pt pet root (.'B 212 21"'\11"
nl'-- .11& 1011& ....... CB til 21"'l!"
i'Olbo. &411& OOlbo. ...... . ~ ... Pi ... rr. P'I ... rr. """ rr. hull rr. ',UII "" """ ". 'lull rr.
,o. ,o.- ... -,-::' , .. ". '" lO'
." ." '00 '00 ,.. ,,, Trr Trr ~ II>':" f.i'T'TiT r:r;:r r:r.r nv:mr fOO' TOO'lW'lW' 1M 155
IH2 142 132 132 128 128
101 IDI 178 1.8 100 100 141141129 129 120 120 1 17 1t7 175 174 1(1.:1 163 153 162 129 129 118 118 110 110 107 107 161 Hl1 I r. 1 161 140 140 liD 119 109 100 102 102 9\l 119 I f,o II\(J 110 140 ISO 130 III 100 101 100 D:; D3 i'l2 00 14U llU I:H I:U 122 122 loa 100 94 91 88 85 1!6 82
131 128 122 120 1t4 112 til7 9 1 80 83 83 76 80 75 12:1 118 Ill'> 1 I I 107 103 91 84 83 76 78 71 75 09 110110 109102 101 95 80 77 70 70 74 65 71 63 110 101 loa 96 96 88 82 71 76 65 70 (It) 68 lil) I~ O~ ~ ~ 9 1 U 77 00 71 00 00 M ~ M
100 88 93 82 87 76 74 6 1 67 r.6 63 52 61 50 96 81 89 76 83 71 70 M 64 li2 00 48 58 46 III 76 Sf> 7 1 79 66 67 63 62 48 58 45 M 43 87 71 1<2 611 76 62 65 49 50 45 55 41 4:1 40 84 67 78 62 73 68 62 46 67 oil 4:l 38 51 :17
8 1 ~ n ~ ro M 00 42 U ~ 4 1 ~ ~ ~ 78 69 73 M 68 61 57 52 49 48 76 55 70 5 1 65 48 M 51 47 46 72 61 68 48 63 44 53 49 46 44 ru 48 M 45 61 ~" 47 « ~
" " .. " 00
" " " " " " '" • • "
" " " '" 00
" '" " '" .. " ..!l. • .. ..
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" <. " 38
" " " " " " " " -. .. ..
-
1.3·'1 I.IIM>
'.oro 2.3bJ 2.797 3.244 3.724
4.23. 4.783 4.363 5.975 0 .621
UOO (1.011 8.nO D.4:l4
10.845
I l.I89 12.066 12.977 13.920 14.697
15.006 16.949 18.025 19.134 20.276
21.451 22.6b9 23.901 25. 175 M.483
27.823 211.197 "' .... 32.044 33.517
,
j
CARNEOtl IH!A \\ SECTIONS
C'.\ RS EC,rE BEA:\I ::<E('T lOX S-('on t inucd
A l.I.oW\1I1,t; l'''IFOl\11 IAI.\ I)II I" T IIOI'!'iISUII (It' POU~'Di4
;o.[alrhnUln 1J<.-mIinK iit ......... 1Q,(lOO Pound" 1M" Rqua .... I nch
City or ~(''' Y O<'k CQde
S"",inaI Drpth ... 111""'11' \n,hh-weichlptt "_
',.. 1'8 183 18">12" .. '" 18".8',' H .. 10011 .. 11311 .. 8IIn .. ;8n .. ;au .. 67 It.. h.t l.awnJty '-"" ."'" "- • i.td J ..... Jju.l .n. " ... "- Jj,td J',. r....t .-
," '" , T.TT.T .. .. '" '" 1.34 1
" Hi·1 1M 1.\2 112 J;j:O? 132 1.6M
" ~ '.. '.< 10' ,,,. , .. .. " 1·10 '" '" "" "" ',ooa J:! -rr.r 'lUT""fb'T T:;O-n;u" 129 ,,.
"" '" '" '" 2.aS:i ,,' '''' '''' Uti .. , l a~ 1:18 '" ". '"' ". '" "" 2.'Q7
" IW I "U 1311 1:19 1211 12'1 IHI "" ,W, ,w, " " a.244
I .', '" lau ,,. ,,. ,,. ,~ ,ru ,m " '" " " a.'24
" ,w 130 '" '" 112 '" " " '" " " ., 04,~7
" I :!:I 12:1 III ", ''''' ". "' "'. " " " " 04.7&.:1
" '" '" '" '" IOU ". .. " " 7:1 " " r,.:w.a
'" llU I I() 102 ,W, " " " • a u • " " " .' •. D7t. :.'11 "" '" oo " 00 00 " " " " 00 " (1021
" ,. "' " " " " 73 " " roij "" !03 '.2W
22 !t,', "' " " " " ;0 " 0,. ,. 00 !~l bOIl
" " " .. '" ,.
" " " " ,~ " " ".76(1 U " l.:.l "
,. 7~ ;0 .. '" '" .. '" 4:1 U.fIU ,,--" .. " " " 72 ... 62 .. " " " " 1O,3-Iro
'" so 7:1 "I " " 0' w .. 1'0.', .. " :11'1 1 Lllitl
" " " " " '" .. " .. 1\:1 :111 ., :I~. 12.00G
" 7[. 6ro 6\1 " " '. 6ro :19 [,I ;fro ., 33 12.077 ~l 72 6:.! " " 62 r~1 "" ... " \3.\JW
'" ;0 ,W " " 00 '" " ., .. 104.8!l7
" " " .,
" " " 00 " ., 1/;.006
32 '" f~1 " ., ,~ .. " .. .. \0.94\1
" '" '" W ., " 4!1 "I
., .. 11I.Q'l!; ,. " " {,7 " f~~ .. "
., :1\1 11J.134 35 '" " " " I " 3\1 .. .. :18 :''(;.2.6
" ..1!!!.. 41 ' M " ,.
" ....:!l. .. :17 2 1.045 1
" • " " " • • 22,65\1
" " " .. " .. " 23.00 1
'" " • " .. • .. 25.175
'"
r CA M, NCO Ul STIlE I. COM, I'AI'Y
CABXEG1E I1E,\:-' 1 SECT IOSS-Continucd
AIJ.()w \uu: L'NlrQHlI [«HOS IS Tllo\l~.\SI>S or P O\lSII8
M&"LoIUm !lending 8tCflA. 16,000 I'ound, p<'r !;qual'O Inch
City or Ne ... York Code
N.-.J ~ aM .,_ W"h,,- Wr;p.1 pet . ' _
'r. en 181 Irs;..," CB IIU li"sUH
H .. ,o. 1211& '111& 4'lbo. 1151'-- 10711 .. lOOt'--.... ~ ,.""'. '"M'''' r,,",, "... fuM ,.... h ... rno ru.t ". r .... ". P, .... rr.. 1 '" '" , .. , .. '" '" ". u . S T1iTTrul$l"rnrnvT'liilT'iTH 1 .0.'>11 , !:!oi I:!i II ~ 112 I n7 101' 101 lUI I :I~ I
'" 112 II:.! 101 lUI 00 00 D1 DI 1.61'>5
" 102 102 92 lU 87 87 s.:l R;J 2.(10:1 12 IH III 81 !II Ij() I!O 76 76 .n In 'OIl '" ...... 2.3&:1 \ ;( so f!6 77 77 H 73 70 69 TiJirl"mrfili(;Tr.lifr.«r 2.707
" ~, " " Ul) " 00 " " If>6 156 II :; 145 136 136 :1.241
" " '" " " " "" .. " 146 146 136 136 127 127 a.721
" " " "' " 00 ! •. ~ " " 137 131 ,0--, ,0-_. '" '" 4.237
" '" '" '" .. ' . t.O " " 120 '" "0 120 '" '" ".7~;1
" II:.! " '" ." "' .. '" .. I:n '" 113 113 '''' '00 5.~6;1
" " t;() 5:1 ·1,', " " " '" Ill'. 115 107 '" '00 "" .~.Ilit, .. '" " '" . " .. " " 3i "" '''' 102 10'2 Of, " 6.621
" 5:\ ~ :.l .. " " ,. "
,. 11).1 ]04 " "' " " ,.",. " I"
:m " a:, " ;J:\ " " "" " " 9:1 "" .. 8.01 1
" " .. " :I~ " " '" '" !l!, " " " '" '" 8.7[(1
" " :11 ., :10 '" '" " " "' 00 " " " 711 iI .. ~1
" " " " 2 >1 " " ,. 2,j . .. .. "
., " " 10.34.';
'" " " :17 3" .. " " " 73 " 11.18!l
" " " ,. " " 71 " " m 67 12.006
" .,
'M " 3:1 " " 73 " " " 120:17
'" " 35 :J .. "J " 7r, '" m '" '" " 1:J.1I~
'" 3. " :12 '" " " " " " " U.h!;l7
" " " " ,.
" M 66 M) " "r, li">.fHlfi
" '" " '" " ...'.!!!.. " -"'- " '" [,2 18.0MI
" :14 " ,.
" - " • 18.02:;
" 3:1 ,. " " • - • 111.1:11
" 32 " " ,. •• • • :.!O.278 ,. " o. 0- o· 21.1M -;;- ~ .....::.!..
" ... • " 226r;!l
" • " • • 2:1.\)(1I
'" • • " " 2.",.17[,
'"
CARNeOI£ BEAM SECT I ONS ------ ~-----
CAR::-.'EGIF.; nEA.\I SECTIOSS-Continucd
ALI.oW.UII.r. USl r UK.'d 1..0,\08 IS 'l'UOUjJ.\"US Ot' POUNDS
Ma.simam Bondlllil Slrou. 16.000 I)oulld~ lJ.Cr Square Inri'
City or New York Code
('''B 1&4 UI"sl2''' C8 IQ 10".8' .....
GOlt.. 13 It.. ;611& MIt.. QIt..~MIt..
=,-;:::-; L.1I .... Jly ~l~'-:-;;::-;_ Ftttd ~ .'.od ff<II .1<od F.... Filed .... Fi .. d r..... F .... d F ..
1 .. ' , I ,n, 'OG .1--:::-\ , .. 0 no 0 9 r:r.r.u r.i:rii r;r.;:u T'la.i) TTi:i':l T1T.l
10 ' .... 'OIl' " " ,Of' ,,., ' .. ' IZ1.4121.41125112.blOO:>103.
II ; 1 ::'23 15Z314051~~12861 11O)110."'10231023194 1 114 1 12 1396139612881281t1117.111179iOI21012 1)3.& 03~ 863 b6: 13 128.\1128.9118.11118.9108.8 108.6. 93.4 93.4 1;6.5 bO.5 79.7 iD.' 14 1 19.7 \19.7 1 IO.~ 110.4101.1101.1 86.7 66.7 110 .... SO,4 740 7 ... . 15 11 1.7111.7100.0 100.0 1I~.3 94.3 81.0 79.7 75.073.& 69.0 68.
1.3 41 1.655
2.003 2,:1803 2707 32H 3.7:t.1
16 1~.71~.7 oo.6l00.6 88." 88,4 7b.0 17 98.6 98.6 90.9 oo.~ 83.2, 83.; 71,4 18 03'~ 93.1 85.1 85. 78.6; 78. 67.5 III 88. 88.:.! 111.3 81.3 14.5, 7 .... 63.9 20 83. 83.~ 17.3 77.3 70,8 70. 60.7
ZI 7G.S: 78.~ 73.6 72. 67 .• 1
00. 57.8
72.0 67.3 6 1.9 1>7.2 1>3.1
70.3 67.6 00.2 62'1 62.:> ::'7.4 (,0.2 (,3. f>6.3 "9. I .53.6 45.6 aLl 42.4 48.9 39.6 46.9 30.~ .a.0 34.3
1}.I.7 60.11 l)i.5 M.5 51.h
62. 4.231 57. 1 ".1803 52,6 f •. 36a ~8.' .~.07r. ":>.1 0.62 .
2i1 76.2 74.1 70.2 6&. 1 6-1,3 62, 5.$.2 :.!3 72.8 69.7 67.Z M.O 61.5 58. 52.& 2t 69.S 65,7 6-I.~ 60 .• 09.0 55,3 50.6 2::; 67.0 6Z.0 6 1. ~ 57.0 56.~ 52.2 48.6
Z6 61.01 58.7 09.4 5.1.0 54.4 49'~ .,., 'IT 62.1 Mo.!> 57.2 1'> 1.! 52.4 40., 45.0 28 r.u.s 52.6 55'~ 4~ . 50.5 44. 43,4
~ ~UI !~:~, fl: 3 : ~: :g ~~: :~:g 31 1\,1.0 41;.0 4G. 41.3 4!>.si :J7. 39.Z 3:.1 1\2.4 42.7..J.&:! :19.2..!!d 35. ~ :J3........ ••.• ••.• .. .• 34 ••.• ".1 .... ... .• 35 .... ... . .... ".'
"9.3 45.\) "Z.7 39.1 37.2
49.3 47.1 4:;.0 43.1 41.4
34.7 43.3 32.1 39.11
1lli:~1·."': ~7 ~ g ~n n 35 .• 37 34 .!>
.163 33.4 I'. ~ :12.4
-..:i 1I,' U., •.•
., ".1
41.!- 7,29\1 all.v 8.011 30.2; 8.,56 3a." V.534 31.!;l iO.345
2'9.4IU89 27.( 12.066 Z:U IZ.977
1;I.OZO 11.81J7
15.000 16.U4ll 18.025 lU.134 ~-'().27a
'-It • ...,... ~_ """-WI,_ ...Jl prod_ -.oi"' .... ollonble ..... i • ..,t.. l.-do bolo_Ie..,. ",,"-WI,_ will.,..,.!_ ........ dofte<1_ .'01' muj",,,,,, ale I,.,u, _ ~. 01 Slu,mWII Bt1od .... M.:.oDII ud I'<'.h R~.
....
CARNEGIE STEEL COMPANY
CARXEG IE BEA:\ I SECT IOXS-Continued
AlLOWABLE UNU '(Hl.\1 1..0.1. 0 8 I N TIIOUSANOS 0 1' P OUNDS
:M axlmu", lJend ln8 Str<)lill. 11J.000 Pound, pcr SqUQNl I nch
City or New York COde
,. 501 .... r~ ~
-' Flied 'm " ... , .... """ r~ FIud ,'- " ... r_
~'.Ne " ... " ... 8 mr.r;TT!r.i; ''',I ''',I "" , "", ,
"T,7 " ... ,. , '"'.1 100.2100.2 •• . ... oo::rOOT'SJ:a !ioU 8 IV'J.J iW.J"'Uin--un 87 .• 87.""iT.i" "irr 79.1 .9.1 '72.0 72,0
• 91.1 97. 1 117.4 117.4 77.9 77.1177.1 77.7 70.3 70.3 61.8 6~8 .. 87.~ 87.4 78.7 78.7 i O. l 70.1 6911 60,9 63.3 ... , ~8.3 48.3
" 19.$ 79,t. 71.$ 11.$ ".8 63.863,6 11:16 4i.6 ... , " .• 614
" 72.8 72.6 6-'>.6 6.">. 1 68 .• 68,258:1 .')7,8 $2.7 49.4 48,6 4.').6
" 67,2 M. ' 80.8 '''' 43.9 42.:163.8 61.11 ,I!I.7 44.1 H.9 40.7 .. 62.4 .')8.11 00.2 62.7 M'" .7.250.() 46.8 4$.2 39.6 41.7 W .•
" 68.3 53.3 112.6 48.0 46.8 42.; 46 .6 ~2.4 42.2 ~.6 38.11 32.8
" $4.6 ~ 8,~ 49.2 0&3." 4a.1V 39.043.7 38.6 39.6 32. 1 :16.5 ",., " 6 1.4 44.4 46.3 311.S 41.3 :1.' •. 641.1 :1.~.2 37.2 211.2 34 .:1 ~6.g
" 48.6 40.6 43.7 36 .• 30.() 32,6 :l!:1.9 a2,:1 3r..2 26.:> 32.4 24.3
" 46.0 37,2 41.1 333 .... 20.10 :«>.8 ... , 33.3 U .• :10.7 22.1
" 43.7 31. 1 all.3 ao.i 3a.1 27.63t..0 27.2 31.6 21.9 ,.., 20.0 ,
" 41.6 31.4 37,6 2!1.:1 "''' 25.333.3 2.').0 30. 1 27.8
" 39.7 ", .. M.' 26.0 3U) 23.:13 1.8 23.0 28.8 26.6
" 38.0 26.7 31,2 23.11 '" . .> 21.430.4 21.1 27.S ~ .. " w.
~i:~ I ~:~ 29.1 ,. .. 24.3
" 3;>.0 '2g,0 ~., :!:t.3
" 33.1> "" .. "I 26.11 U., 22.4
" :12.4 :.!II. I ~'6. 2~.!l 2:1.4 2 1.6
" 31.2 :.l!U 25. 25.0 22.6 20 .S ., :10. 1 27.1 " 24. ' 21.8 ., .. '" ", .. 26.2 23.4 23.:1 2 \.1 \9 .4
" 28,2 2.'1.4 22.1l 22.1> 20.4 ~
" 27.3 , .. >I •• 21.0 ~ II.' " ... ......... II.' To:I II.' " .. " .. , •.. ... . .. "., u .•
" ••• .. .. . .• 11.1
...
0 .696 u .8 11 I,().JO 1.:141 1.6M
'.oro 2.383 2.791 :1,244 3.124
•. 237 •. 783 .~,363 5.{1711 6.621
''''' 8011 8.756 0.634
10.346
11.189 12.066 12,077 13.920 14.897
1:;,900 16.949 18.02:' 19. 134 -.W.271>
8p ... , . .... ,
CARNEa l E DEA ,," SeCTIONS
CARXEGIE BE,nl SECT IQX$--Continued
Au,oW\llL.E U:OIP'QRll Lo.\os I'>" Tllouu'>"os or POU~W8
Maximum Uendlng Strfta. 16.000 I'ound. I)<'r Square In<:h
City o( New Yorl< CO<Je
s...,,,,,.. Deptb -' .,_ lIi<hb-WeiIlol pot' .'001
1(l$Ibo. D.llbo.l85lbo.~~bo.....-L.-eSlbo. --L..-!!..JboI. " ]"$' en H5 W'>i2'" en lU 1~ ".10" - j
__ "'~lIy I "'Imolly __ ~ Hltd r .... ' r;..., F .... Filed ·.... n.ed ...... fued . ..... Fhed t· ....
---. I, ... = II ... C ' ..... 7 ,ro.' 'Tmnniio., lio .• w.a w.a I M5
90.3 2.003 82.8 2.383 76.4 2.797 71.0 3.2440 66.2 :1.72-1
II , .... ' , ... . , .... ,., .• ' ''' .• "' .• 111.0111.0100.11100.6.90.3 12 11T.'l'rrr:r~lao.!>ITniIl'T.i)IOI.810 • . 8 92.2 92.282.8 13 133.6133.6 120.5120.8108.0108. 9~.O 04.0 ~.2 8:">.276 .• 14 124.0 124.0112.1112.1 100.3100. H7.:1 87.3 70.' 70.171.0 15 115.lII 15.8 104.7 104.7 93.~ 93. 81.4 81.4 73.873.&66.2
16 108.5 108. 98.198.187.787. 76.3711.369.21 69.262. 1 62.1 4.237 17 102.\102.\ \)2.4, 92.4 82.6 82. 71. 71.6 6 5. \ 64.\)58.4 58.0 4.78:1 18 00.6 00. 87.2: 87.2 78.0 78. 67. 66.3 6 1. t.. 60.1 505.2 5::1.9 5.36:1 19 91.4 0 1." 82.6 82.6 7;J.9 73.1 M.3 61.8, 68.3' 55.862.3 50.0 (Uli6 20 86.!~186. 78 ... 78." 70.2170. 6 1.1 57.6 6"."f IH.049.7 46.6 6.62 1
2 1 82.7 8 1. H.S 73.6 66.11 66. M.I! 63.61
52.;1 48.647.3 43.4 7.200 22 78.9, 76. 7 1.1 69.1 63,8 61. /1.'1. :\0. 1 50.:1 46.4 "5.2 40.6 8.01 I n ~~:Z ~L :~:! :~:i ~~:g ~h ~:I !!.: :~:: ;~:~:t:! ~H g:~: 2.5 60.664. 62.857.958.2 51.b 48.9 41 '''144 .3 37.b30.7 33.5 10.345
2e 66860.800.4 M.7 M.O 48.9 n. 38.942.635.338.231.6 1I.1t:\) 27 64.3 57,!' "'8.1 5 1.8 62.0 MI.3 45.2 all,1; 41.0 33.Z36.8 29.6 12.006 28 62.0 M.I> Ml1 49.1~ "3.0~ 34.6~ 3U.35 .. ~ 28.012.977 29..... ".' .... .,.' .... .... \3,920 30 07.1 .... .... .~., M,' n.' U.897
... 1, • • • • "., ".' 11\,000
'"
, , , '" " I ~ ,., " 10;
" " " '" 2 1
" " 21 21 2.',
,. " " '" " "
CAItNEO I E STEEL COI\,\PANV
CAIt:\" I~C I E BEA:\I SECTIOXS-Continucd
AI..I..oWADLE U1'OU"(I1UI L eM o S 11'0 TIIOUSA~OS O~' POUSOS
~1"'Ihnum ll endlng StN:M. 16.000 I'ouuds pCr Square I "eh
City or ~e ... York Oode
N_ ... Dept. ODd .,_ " -.:lea-II· ... ' per .'000.
CB , Q 14"4" en 142 ... ' .•.. ~ ----N'''' U, ... ~8 lbo. ~21bo. nil .. ....... ....... , .... "- J1j~ ,- """ ,- ",., ,- """ ,-".. n .' ".1 ....
"'" "'., , .... , .... •• •• -w:r""ij"2'A-ss:r~ TTT.T ITiTJW::r LlJ..I.;! v:r:3'" 11-1.1> ... , ,.., 7li.O 75.0 101.1 lOLA 92.7 92.7 84.0 8.0.0 71.8 71.8 ... , ... , 91.3 01.3 1:L3.5 ".S 7 .... 6 76.G 64.6 '" 00.' .... , 83.0 "" 75.9 76.9 6S.7 GS.7 JlS.8 5S.8 ... , 54.11 76. 1 76. 1 .... , ".S "" 6-3.0 "., 53.0 .,., 49.0 70.2 70.2 6~.2 "., 511. 1 611.1 497 4f.G . ., 440 M.I! 64.4 ",., MI.7 54.0 6:1.1 40.2 42.8 42.0 30.7 .... , 68.7 M.S 63 .... .... 48. 1 43 . 1 38.7 40.0 35.9
67.1 5.1.7 52.2 48.9 47 .2 44.3 40.4 35.2 37.5 32.7 5:1.7 49.3 49. 1 H .9 44 .... 40.6 :111.0 32.1 36.3 29.8 MO.' 4ii.4 4604 4 1.3 42.0 31.4 :16.9 ",., 33.3 27.2 ,1'10 419 43.9 38.1 39.8 31.11 34.0 ".8 3 1.6 ,.., 4a.6 :18.7 41.7 " .. 37.8 31.9 32.3 ,.., 30.0 22.9
43.5 311.8 39.7 32.8 .,., ".S ".8 n.6 286 2 1.0 H .... 33.2 37.9 "" .. 3 1.4 27.4 :.!11.4 00.8 27..3 19.3 311.7 30." 36.:1 28.2 32.\1 ". 28.1 26.1 38.0 211.7 34.8 :.!6.2 31.:1 23.6 ,.., 23.0 M.' ,.., 334 24.4 30.2 22.0 23.9 ,.., 3:1.1 2H I 3:l.1 22.7 29.1 120,4 :U.9 23. 1 33.8 aO.1I 28.0 23.9 22.2 32.n w, ..:ll.!..!.. 2:1.\ 21.4 II.' .... . ., .... ... ••• .... ".1 11.1 '.' ... •• .. .. •.. II.'
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H c _
0.811 1.().59 1.341 ""M
'.003 2.3.'13 2.797 3.244 3.724
4.237 4.783 5.363 11.9711 6.021
7.2W 8.011 !I.nG '.8M
10.346
11.1 89 12.066 12.977 13.920 II.S97
"~.006
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CA R NEG I E 8EA,\\ SEC TI ONS
CAH.:-""EGlg IlEA:'.1 SECTIO~&-Continued
AI.WWAIlU: UNTFOlni LO.\J)s 1:-> TIIOUS.\XDS OF POUNOS
:\!aximum Bonding Slrt)S1J. 16,000 Pounds per SQua.rtJ Inch
Cit)' or New York Codo
S<>n>inaI o.pt.b &lid fl .",,, IHJth- II'eid>t ptI' root I ell If2 If".~ .. ' eJl If I 14'.6" ;; ~
3!llb, . 3611:.. 33U.. 301'--__ ~~~ 1. \.enIIy____ L"",", i 0 •
• 'xed _ F.... t'ixed ~'.... .ixed r.... r",od r _ _ _
~~ -2!;L-2!;L
90.S OO.S "", ",, ,. .. 'o.. 74.:\ 74.:1 O.r.OO 77.S 77.S """"i'lr.r"""""':'"i"r.r ~~ fo:\.7 63.7 O.S I I 68.1 foB.I 60.:1 6l1.:\ 6:U; 6:1.~ 5<>.8 [,td I.O<>\J 6O.r. GO.r. 61.(1 61.G M.~, [,(l.r. 40.6 411.6 1.:141 &4 .5 54.5 M.I M>A 50.11 w., 44.6 44,6
I 1.655
49.t. 49.r. 50.4 r>O.4 46.2 46.2 "'., :lILI 2.00;\ 4.'0,4 44.7 46.~ 41'>.:1 42.:1 41.[. 37.2 34.8 2.:183 4 loti 40.1 42.(1 40.6 39. 1 :17.:1 34.:\ 31.1 2,7t17 :IS.tI :16.2 :lO.G :\6.6 :16.:1 :1:1.5 3 1.9 27.11 3,244 :16.3 :l2.$ :l6.tI :1:\.2 :13.9 30.3 "'., 21'>.1 3.724
34.0 ,., 34.6 :10.2 :11.8 27.5 n.9 22,7 4.2:17 :12.0 27.'/. :12.6 21.5 29.9 25.1 26.2 '};O,[. 4.78.1 :10.:1 2-1.8 :m.s 25.0 28.2 22.9 24.8 18.6 5.36:.1 2$.7 '};2,7 29.2 ~2.9 26.7 21.0 2:1.1"> 16.9 .'),07'" 27.2 ~O.9 27.7 21.0 2504 19.:1 22.:1 1&.3 6.621
2:;.9 lt1.2 2604 W .. 1 2-1.2 17.7 21.2 ''''' :H,$ 17.6 25.2 17.7 23.1 16.2 20.:1 8.011 2:1.7 :14.1 22,1 11).4 S.7M 22.7 2:1.1 21.2 18.6 9.5.1-4 21.8 22.2 20,:1 17.8 10.345
21.0 21.3 w.r. 17.2 11.1$9 20.2 20.5 IS.8 ~ 12.066 HI.!; ....!QL IS.1 ,. .. 12.077
I • . ' ".1 11. ' "., 13.920 11.' .... " .. .. .. I 14.897
" .. ".' "., I If.,!lOG
l-.Io.~ upper borUoutalli_ "ill prod .... max,,"um &l 1" ... bio obear in ,,~J.. 1-.10 bolo" I"" ... hori..",taIhMII .,11 M:1u", ex"";ve <lef\eelitJ .... f· ... !Il&limum oof.loodo, _ Ifobl. ol l .. im"1II a..Ddi", Momenlfo and Web Raiota""..
... •• -.~
CA R NE OI E S T EEL COMPA N Y
CARX"~G I E UK \ .\ I SECTiOXS-ContLnucd
A LLOWAIlLE UNU'QR~I 1..0,\08 I N" Tllous.\N"OS 0 1' P OUN"1I8
Maximum Bl!ndlng Slrt:II8. 16,000 I'o unda I)\!r Square Inch
Cit)' or New York Codo
Nominal ~ aDd .1ange \\->dUt-W~t ..... "col
---~ Cll 124 12".H}"
lOOlbo . Illlbo. 83 lbo. I .. Ufally
CB 123 12".8"
501bo. 451 bo. l .. te .... l!· , :;!,;;fI~('M --I Fb"') ..... ., • .,.) ....... Find .....
6 1\)53195:n8.'>J I 85811 .. ~I I' '' i 7 167 4,1674j 159315931t>:! 1 ,!~. .. .• ,..., , •. I..!!.;.!... 8 1 464146~139 4 1394133113'III"'. , .... b7TliT.T7MI~." \) 1:\0.2130. 12:UH23.9 1 1S.31 I S.3TTDTT'Z:7 77.r. 77.5 6!1.7 69.7
10 117.2117. 11 1.5 1 1 1.5106.5~ 106.510 1. 61O1.:;' 611.1611.1 62.Sr2.8
11 106.t.106.'101.4 101.400. 96.892.292.2 63A 63.4 51. 1 51. 1 12 91.6 97.&' 92.0 92.9 88 .• 88:11 84.5 84.5 58.1 58. 1 52.3 52.:\ IJ 99.1 ~·il g.'UI' 8.~.8' 81. I !1.9 I8.0 78.0 5:1.11 6:1.6 48.3 48.:1 14 8:1.1 83.1,79.& 19.6 16. 1 ,6. 1 12.:;' 12.5 411.11 49.2 H.8 44. 1
78.1 18'1 ".~ 74 .3 71 ·9 7 1.~ 67.~ 67.6 46.r. H.8 ,41.8 40.2
7J.~ 73. 00, 69.7 66.5 66 .• 6304 6.1A 43.6 4 1.0 30.2 36.1'1 68. 68. 65. 6&.662.6. 62. 59.7 69.2 41.0 37.6 36.fl :1:1.6 65. 1 6 4 . 61. 6 1.2 [,fl.2' [,8.0 56.4, 5[,.0 :\8.7 34.6 :H.fl ;\ 1.1 6 1. I flO. [,8. f>6.9 66,0 M. I 53.4, 51.1 36.7 132.0 3:1.0 28.11 58. GO.3155. 53, 1
1 53'~ 50.3 50.7 47.6 34 .fl 29.5 31 ,4 26.6
'" " " '" 20
22
" ,., 25
" 27
55. 52.~ 1>3.1 49.6 50 .• 46.fl 48.3 44.4 33.2 27 ,4 2ll.l) 24.11 f>3. 49.1 50. 4tl,a 48. 4:J.fl 46.1 41,4 31.7 25.4 28.'" 22.~ 50. 46.21 48. 43.6 46., 4 1.244.1 :18.11 JO.:J 23.6 2 7.3 21.2 411. 43.31 4fL 40.S «.~ 38.6 42.:' 36.5 '2fl.O 21.9r.!6.2 10.7 - 1- - - ~ ~ - ~ I·'· _. - ~ <l. ' .... .... 01.' ••.• • •.•
' ........ 000-0 UPIlC' IwrilOlltalli" .. will prod."," maxim ....... 1 .... bI. obeat im ... bo. LoorlI below 10 .... bui..",taIlil\tlll will produ"", e._v. dofIoction&.
0.,114
0.600 fUil l I .GbIl U I4 1 1.6f.1i
2.00a 2.38:1 2 .• 97 3.244 3.724
4.237 4.78:1 5,36:1 to.D75 6.62 1
7.ZOO 8.01 1 11.7[,(> 11.534
10.345
11.1 89 12.066
For muilllUII1 oaIolcada, _ t.bI .. 01 Muimum &o<Ii", Momemll ""'" Web I{~.
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CAR. N EGIE BEAM SECTIO NS
CARXEC IE I3E:AM SECTlQXS-Conlinued
ALLQWAlH,F, USIJl'QII.11 LoADS IN 'l'nousANDS 01' POUNDS
Ma.~hnllm Bending 81rCAA, 10.000 l'OlInds P'lr Squaro Inch
Cit)· or New York Codo
CD ,~ 12"<8" 401bo.
luenll)"
Nominal Depth...:l .'t.ngIO Indlb- W.woll"'r Fool
., ... ell 121
~:l".&~ 25 lbo.
Filed I FrflI ... ed Free t:~ :: ~';'od 1 '~ I ·· .. O<I I r ....... 'hed FrflI
i:r.i>:4.a ..!!Lj..!!L
,... ,.. , 70A ,O..! ... . .... .... .... 54.6 1>4.0 ~~60A 60.4 U:::VU:::V
I"".:2::;--;;-Y 10.S 40.S
••.•••.• 61.0 61.0 .~2.S 1>2.8 54.2154 .2
147.4 47.410.11 40.1}
in":Utl'Ilr 54.3 '54.:1 16.9 40.9 '18.2 48.2 ,42.242.2 30A 36.4 M.8 55.S 48.8 t8.8 42.3 42.3 43.4 ~'.'137'9137'9 32.7 32.7
50.7 1:;0.7 H,4 H.4 38.4 38.4 39.4 39.3 34.5 34.4 ;r:!.~ 28.8 10.f' I" 6.fi 40.7 39.0 35.2 34.2,36. 1 35.0 '3 1.6 30.5 ~1..1 25.6 42.11 12.9 37.0 35.4 32,,~ 30.7 3:1.4 L3 :~.m.2 27..! 25.222.S 39,11 30.2 34.9 31.l) 30.2 27.7 :11.0 2S.2 27. 1 24.7 23,420." 37.2'35.732.6 2S.\} 28.2 IU.O I28.1l2",i'> 121>.3 22.221.8 IS.4
34.0 U.7 30.1> 20. 1 26.4 22.7 27. 1 23.1 23.7 ~.2 20,S 16.6 32.8 10.0 28.7 2:1.8 2-1.9 ZO.7 25.5 21.0 22.:1 \S.3 \n.3 \5.0
~:~ 14;:~ ~~:~ iA:~ ~:~ : ~:X '5H t~:~ ~:A :~:~ l~:; :~:~ 27.1l 23.5 24.4 18.1 21.1 15.8
121.7 16.0 10.0 13.1l 10.4 11.3
26.621.8 2a.3 10.6 20.1 14,,~ 20.7 14 .7 118.1 12.8 15.6 25.4 ZO.2 22.2 19.2 13.3 19.7 17.2 14.1} 24 .2 18.8 21.2 18.4 IS.9 16.5 14.2 2.1.2 17.4 2n." 17.0 111.1 I .~.II ...... .... , •. , .......- ---..-:;- ...... 11.'
".' N' II.' II.'
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.... I ........ txw. upper """-'tal Ii_ orill produce muimum a1lo ... bI~ oheOl in .... bo. J.oada btlo .. lo_ bori_\&IIi_ orill prod_ ...... "e defle<hO ....
OAll
0.500 O.SII 1.0:m 1.3H 1.6[,5
VlOO 2.38:1 2.7117 3.244 3.724
4.237 4.78.1 5.363 5.97:; 6.621
7.2()9 S,OJ I fI.7f>t\ 9.53·1
IO.3-1fi
11.1 ~fI 12.(100
~'or muimum.-l~ Io.dl!. _ tabl .. 01 Mlllimum ik1>di", ;\\""""'11 &.1 Web Il...it\.otlm.
C AR-NEO I E ST EEL COM PANY
C,\RNEG II~ BEAl\1 SECTIONS-Continued
Au'Ow .... IlI.J:: l'su'On ~1 LoADS IN TUOUS .... N DS O}' P OUN lIS
I ,!!Hi,ol ~ 4 ,>1. ,.. . "'~' :j l ~ . .. . .... O.W5 ... ~nnll" "" 1 81 2 181.2 .V~~ 0.414
6 IOOSIOO.SI0071100} 67.767762462.458. 1 (,8.1 0.(,00
7 015 015 86 3 86:{ .00 ' 00 (;80 580 [,3 5 (;3.5 411.8 411.8 0.8 11 8 80 1 SO I 7[. '> 755 7li:lf"7ii:F W 8 W 8 46 8 46.8 4:1.6
1
43.6 I.U59 9 7 1 2 71 ~ 6. I 67 I 63 1 63 I 45 I 45 I 416 4 1.6 38.7 38.7 1.341
to 64.1 61.1 60.4 OO.~56.8 56.8 40.6 40.6 37.6 37.5 34 .8 3 4 .8 1.655
II 58.358.3 M.9 54.95 1.6 51.6 36.936.0 :H .1 SoI.1 31.731.7 2.003 12 sa", 53.4. r.o.3 50.3 47.3 47.:133.833.831.231.221).0 W.O 2.383 13 4113 49.3 46.& 46.5 43.7 43.7
1
31.2 :11.2 28.8 28.8 26.8 20.8 2 i'17 14 45.S- 4 r,.~ ":J.2 4a.2 40 .. ~ 40.5 :"'9.0 28.9 26.11 26.6 24 .il ~.5 :J:244 15 42.7 _12.1 40.3 4O.~37.8 31.S 27. 1 26.4 2".0 .24 .2 23.2 22.3 3 •• 24
16 40.0. 39.7 37.8 37. 3&.5 34.8 25.4 24.2 23.4 22.1 21.8 2'0.4 4.237 17 37.736.7 :Jt •. !. 34.333.4 :11.1) 23.il :n.2 22.0 ZO.:\ 20.5 18.7 -1.783 18 35.6 3:1 .9 33.G 3 1. i :11.5 W.6 22.6 20.4 20.8 18.7 1\).4 17.2 (}.:163 I II 33.7 :l\.5 3 1.8 W.4W.1l 27.4 2 1.4 18.0 1\).7 1i.:1 18.3 1&.9 5 .0.5 20 ~ 29'1 ;10.21 21.4211.4 125.4 ~11 1 7'5 111.7 16.0 17.4 114.7 1 6.621
21 ..... 1M ... . 0 L • . ' !T.' It.' 7.299 22 n .' .... 1 ••. • !I.I ,7,0 II .' 8.011 23 ".' . .... . .. .. " c! . " "_ .... .8.7M
14IdI.bo>·e upper hori>Ol1talli .... ",11 p!"Odu"" muimUIIl allo ... ble obot., in .. ebo. t.o.do bok .. lo_ boriaootalli .... ...;U prod • .., .. ~v. dofl..,to" ... }'(Il mui","a, oof.l.....v. _ taW .. 01 M"'''''"IIl 1kDd, ... ~lC>meD\I ."" Web R~_.
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C.-\RNEGIE U£,U I SECTIONS-Continued
AI.I.o WABI.F. U NU'OI(ll Lo,l. DS I N TUOUSAS'PS OF P OUN DS
:'o l axlmum Bending 8t..-, 16 .000 P ounds pe r SQuaru l tlch
City o f Kew York Code
)10 .... -.1 Depth....t ....... 'l\ldtlo-Wt'iiht P6 .'001
(.'11 101 J()".~" GD ~ 9".9"
soiq:en,..(!:Ju •. 12lll .. _J--48U .. L 4SIba....L.!!.!l.. t.lenJlr ... taaIly
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(,0 •• 506.7 49.119. 1-.13.443.<138.638.6 7l.1 ".' , ' I~ 48.6-18.642. 1 n. 1 37.Z37.2J.:U 33.1 ~nJI~1 .1 .... r~ !2.6-i2.63&.SaCU;'32.632.629.029.0 e.a.S"63.S5f.2, . • , ....... ~ :17.837.$32.7 :12. 7 29.U :ro.O 25.8 25.8 roO.7 56.7 00.8 00.8 44 .$,44.9 :I-l .OrU 1 W.5IZ1l'''126. J~6. 1 (l.ya.2 5 1 .015 1 .01~~' 7 45. '140·~140.4
:W.930. 1126.826.023 .•• 3.02 1.1 :ro ... 46 A 46.4 ~1 .64 1 .636. '136.7 21U 26.7 U.6 23.021.7 :"'0.4 ID.l \ 8.1 42.S -I2.l>38. 138. 1 33.733.7 26.223.82"2.720.620.0 18.2 17.& 16.2 39.339.335.2M>.231.1 3 1. 1 z.t.!l.2 1.4 !l1. 1 18.5 18.6 16.316.614.5 36.!.36..532.7 32.7 28.928.9 22'~I I {l.21IU.611~.7i I 1.41 1 4. 71 1 5~113.0t4.034.0130.6!30.51~·9126.9 21.3 17.4 IS.4 1".0 16.3 13.2 14 .•• 11.8 3 1.9 3 1.328.628.0 2".224 .8 20.0 l a.8 11.3 1:1.6 1[,.3 12.0 13.6 10.1 30.0 28.826.92 .... 823.822.7 18.9 14.3 16.4 12.3 14.6 10.9 12.0 9.7211.4 26 .• 2.~4 23.822.4 21.C 17.913.0 1 6.r" \' 2 1 3.~ 9.0~ 8.S.... -:;0 ""i"i":i" JL!.I1L.S~ 1 0.2~ 9'1" .. j •••• .... .. ••
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... " 0.811 1.0:;9 1.34 1 1.6[)6
2.003 2.31:13 2 .• 97 3.244 3.724
4.231 4 .• 1>3 6.303 5.975 6.621
7.21)9 8.01 1 8.756
F.". ",o."mum.e l<>-<lo .... "bI .. d. ~1 ""mullllle"", ... Moo_" &lid \\"~b K-. ......
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CARN EG I E STEE L. COM PAN Y
CAn~EG I E IlEA:\ ! SECTI O~S-Concludcd
ALLOWABLE U!'IIYORll Lo.\DS 1:-"" T IIOUSA!'IDS 01' P OUN DS
Maximum B~ndinlJ Stl"CSll. I B.1XlO POllllds I)("r Square Inch ('II), of No ... York Codo
Nominal DepUo aDd .,_ \\";dU.:-\\'ei«h\ per .'001
CD n !I".8',," ~'3111:.. 201~
CD 83 fr'.S" 42 lbo. I 3& I~
1..l<roIly 31 II:.. --...... ,,---
.... ~ .'ree_~ "NO!. H.e.l' ...... "'10.1 .' ..... . i.ed ....... hod F ..... fl •• ,. " ... , ........ ,1 I ·1--1 ~ 6O.1I;;;~~fl.8 ~ .... mr"': ... , ""...!!:.!...!!2... .n.5 5 1.5 4 7. 1 47. 1 . 2.: ,~2.7 M.o . I~ 4~.S ~I.:! :Il.;! 15. 1 I .~.I ... . 2 -11.2 7.3 ~7.31!l.8 4!l.8 ,4_.1 4 •. 7 30.1 36.1 10. 1 10.1 36.636.633.2 ;33.2 014.3 H .3 38.0 38.0 :12.6 :12.B .16. 1 36.133.033.029.9
129.939.9 9.934.2 M.2 2\1,4 ~'fI.4
32.8 32.7 30.0 29.8 27.2,27.0 36.2 36.2 31.1 3 1. 1 ,26.7 26.7 .. 30.1 29.1 27.5 26.B 2-1.9 ,24.0 33.2 33.2 28.5 28 . .'; 2-1.5 ~-I . .'; "27.8 2d. l 25.4 23.8 23.0 2U, 30.730.726.326.:1 :n.6 22.tl 25.8 23.5 23.5 21.., 21.:1 ttl.4 28.5
1
28.1 2·1,4 :!-\.O 21.0 20.1; 24.1 21.2 22.0 19.'1 lU.9 17.5 26.625.622.822.0 111.6 18.8
Z2.S!19.3 ZO.6 17.5 18.7 15.9 !!.:Q. 23.5 21.4 ZO.1 ~ 17.2 2 1.2 17.6 19.4 16.0 17.6 1-1,4 .... ...., " .• 20.0 16.0 ~ 11.8 !..!!..:!l.. 1:1.2 .. .. '0.. .,.' ••.• IT.' ".1 .>.. 11.' "'" ,... .... .. .. " ., II .' to.'
Xominal """III "",I HlI1# \\'idlb:- \\'';Kbl]>t"l" Foot
rn 82 fr',S'l" *B 46 1I"'.5~"
301bI. . 1711:.. I' 211... 2.S1~ f 211 ... I ... ~ly 1.l<roIly
Fixed ' ~ Fiud Fr:!'L .i.ect F.... .iud ...... .'ud r ....
~~....!.!..!.........!!.:!........!!2...~
'16.8 46.8 42. 1 42.1 1 37,4 3 •. ·1 40. 1 40.1 :16.1 36.1 :12.1 :1:1. 1 35. 1 35.1 31.6 3 1.6 28.1 28. 1 3 1.2 :11.2 28.1 21U 2r •. O 2r •. 0 28.1 2fl.1 25.3 25.:1 22.5 22.5
25.5 2:;. 4 23.0 22.9 2(}.4 20.3 23.4 n.7 2 1.0 20.4 HI.< 18. 1 21.6 20.3 l!l.I 18.2 17.:1 16.2 20. 1 18.3 18.0 16.4 16.0 14.6 18.7 16.5 16.8 14.9 15.0 13.2
•... ... .. ,oti.u""""5tl"lr ••.• .. .• 45.3 45.3 1""""4T":5""-:rr:tr
37.7 37.7 :1-1.6 :14.6
~ij:~~ ~ij:~ r~:~ ra 2, •. 1 2b.t 2:l.\ 22.9 22.6 21.8 20.8 W.9
20.6 ]9. 1 18.9 17.3 18.9 16.9 17.3 15.3 17,4 105.0 16.0 13.05 16.2 13.:1 14.8 12.0 15. 1 11.9 13.8 10 .8
O . .'iOO (LS I I 1.0;,1) 1.:141 1.055
2.(1):! 2.31;:1 2.'{l7 :1.241 3 .• 24
4.237 1.78.1 1i.:lfo3 .';.fi7.'; 6.621
7.~0(1fl
0.141.1 0.26$ 0,414
0.5% 0.81 1 1.059 1.:14 1 1.655
2.003 2.3$:1 2.7117 :1.244 :1.724
~ 15.0 ~ 13.4 14.0 12.0 .... .... .... ...• .... .. .. .... "., " .. 14.1 10.7 13.3 ••• '; 12.11 " .. " ..
13.0
1 12 .2 .~ .0.' , ...
9.6 4 .2:17 8.6 4.78:1
5.:16:1 5.1)705 6.6 2 1
2 1 I •. ' , .' 7.299 '"Sto.ndord Min Settiofl. Loodo _boY_ UIIIft horioo<lW 1~"';11 pmdU1lI! ", ... imu", oIl.,...bIe -"ear in ...,1>0. Loodo belo-I.,....,. hor,."..taJ 1~"';1I rorod ..... ~ ... detleetiom. •• ", ..... imum .... I ...... _ t&bI .. of M .. imum BtDdi", M""",,,u,..,,. lI'.b Re.isto.-.
122
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" Ir, .. " " "
, • , , , , • W
CA IHIEO IE B EA M SECTI ONS
STAXDAHD MJLL SECTIOXS
AUOWAau: USIt'OKY Lo.\0..:1 IS 1'IIOUfU" 0 8 OF POUSDS
:'fa~lmum Dendlng Stl'fllll. 10.000 Pouno.h Il<'r SqUar'II 1.,<.'1,
City or Xcw York Code
NomiDOJ Depth a..J ., ...... Wodlh-Wei&hl per .'~
11 3& 8".1.5" II 4 8"..s"
21 It.. 181t.. _31.711:.,----1.-34.311.0. lUlL-. I &l<nrJly t..ler&Ilr
Fi.<ed JIJ._ Had ..... f\ud ...... .1uod ..... tiud .......
or. .,. 1iCr.T"1'iir.T .... .. .• <42.3 12.3 ~-;:rn:T •. _ ... a:u 33.8 :n .3 :H.3 1IT.T""'iliT ~ ~
2'1.2 28.2 26.' 20.1 ,'" 5.1,7 51.-1 6 1.4 " .. ". U.2 24.2 22.4 :''2.4 46.0 4t1.0 41.0 4-1.0 ""'i:W 43.U 21.1 21.1 111 8 18.-1 16.1.1 16.0
111.4 11.0 I I I 12.:1 la.o W,II I~,I U6 II,a S.6
111.6 H)6 \7.4 17.0 \5.7 14.7
11.2 12.8 1.1.1 Il.a 12. 1 II.U 11.2 8.8 IO.~ 7.8
4U':' 4/).3 :I.~.!I :~.II 32.2 32.2
29.3 21'1.3 ~'6.S \!(I.S :!I.!I 24.11 2:1.0 22.7 2 1.4 20.7
38.5 38.5 37.6 :n.6 3-1.3 34.a "' .. "' .. 3O.S 30.8 30.1 30.1
28.0 28.0 27.3 27.3 :.:r •. 7 2[,.7 25.1 25.1 2:1.7 2:1.7 2a. 1 2:U 22.0 ~1.7 21.5 21.1 "' .. 111.7 20. 1 111.2
10,(\ ...... 7.7 !UI 7.0 2!!.:!.. 10.0 ..!!!.:.1.. 18.1 ~ 17.6
o. 0.'
II S A
27.611 ..
0.'
I 0.' ... r.r
Z51bL t...Iorally
f",..,.! I'rte .... ed , ....
.... "., n .• n .• ".1 ,.., ,. .. " " .. ..
'" ..... ~ 112 1~L5~ III 4""~
12.& lbL ", .. II.' lbo. l~lIlbL
Lo.t.ef"Uy Lo.ImIII, Lo.I<nJI)
"'" ,.- 'i ... od .''" fi....t ..... .'>ed r..., "" ..... .. ,. 'J,. .. .• ".0 II.' .... ~ ~
TJ."i T.T.if ".. .u:Jil"];'":m:r;... ",0 ::!lr.r n:;r 11.1 14.1 jll.O aII.O .:tr.T" 33.4 29.229,2 ::rr.if:!T.ir 20.3 20.3 11.3 11.3
~'9.2 29.2 27.9 27.0 24.:' 24.:1 23.0 23.0 16.9 16.0 , .. , .. :!.'i.O ~.O ~3.9 "., 20.8 2O.K 10.7 10.7 14.11 U .S ,., '.0 U.tl 21.0 20.\1 "' .. 18.2 18.2 17.2 17.2 12.7 ]2,7 .ll ,., IIUi 1\1.5 18.6 18.6 16.2 16.2 15.3 111.3 11.3 11 .0 0.' ,,, 17..5 16.7 16.7 lUI u .6 13.8 13.7 .!.!L!.. •. , ... 15.0 1.'i .1i 15.2 U.7 '" 12.0 12.ti 12.1 o. . .. !.!:.!!... la.7 !:'!:Q. 13.0 .!22. 11..1 ~ 10.7 .. .... ".1 II .• ." .. , ... '1.1 If " •• If, II.' 11.1 I,' 1,1
1 ___ .br.~. ,,_ han_tal r. .... "';11 proch," ....... ,,'" IttOWlbl~"'" in nt., 1_10 booIow t ..... twri_ta1 li_ WIlt prod ...... f'OIIivo dt.f!e<:ti<>,..
0.149 0.'" 0.414
0.::;00 0.811 I,OW 1.:Wl 1.6M
2.003 :L:it\:1 :!.'jU7 :1.24-& J.72.
"2:17 47&;'1 :>.:«13 !dI7t;
- , ~.~
0.140 0.2(16 0.414
0.000 0.811 I.OW 1.3H 1.655
2.003 2.3i>3 2,70 • 3.2H 3,'2-1
)'".. .......... ,,"' ar. I~ ..... tabl. of Mnim"lll!kDdiDa M"""'DlI aDd Web Il~
'\:" , ..
CAH.NEOIE STEE l. COMI'ANY
C'AIlXEGIE IH;A:"I I i'ECTIOXS-COn l inu('d ALLOW.\IILr. l·~'I'OR.\I Lo.\D6 IN TUOU8A!'"DS 01' POUNDS ~Iulm\lm IJtudlnJ( f!t.-. 1$,000 Pound. rcr Sqll.ro I neh
City of Chic-ago Code S'roni...s DopI.h ... 1 null" Y,-odth- lIr-.pt """ r ___ _ C1II02 30".11" CD:IOI ~.10\.;" non .. :100 It.. 11101"._ 1:\$1s.. 1:lS 1t.. IUIt..
1.~ll Lalof:lll,-
",.. hIo 1io .. ".. Pi ... ,... 11 ... 1no 'i .. "... Ii .. "... 11"!"-r.. .,. &<, .. , ... • ..
I ~ :r.rr ii7" Jrr ;nr :m3'" i!iS" 13 320 320 296 296 273 273 II .. '.......... , . ., ,10 ..... .... 297 297 2.5 275 2S3 2113 I., 5E"".s:r.>i>iTTBTT:i7iJT3iiT::ru:r277 277 2..'>7 257 236 236 III 102 102 ~t.l 4M 110 110369 369 260 260 241 241 222::!22 17 ~6:1 46:1 424 424386 386 :\47 347 2'1~ 245 227 221 200 200 If! 137 437 40\ -10\ 364 aM :128 328 231 231 214 214 U17 1U7 19 414 1414 :1'10 380 34.'~ 34[. al l :UI 210210203 203 I S7 IS7 211 104 3111 .16 1 36 1 328 328 29.~ .'05 ~OS 20<; 111:1 19.1 177 177 2 ' ~75 a7(, 3-13 3 43 :112 312 281 2S1 IDS lOS 183 1S3 1611 160 22 :I,'iI1 :15'1 :12'1 328 ZIl8 208 2GS 26~ ISO 1110 175 17:; 16 1 10\ 23 l42 3 12 :1\4 :HI 2M ~!!.;', "1(;7 2::;. 181 1.11 167 16(; 11>4 1.">2 2-1 128 a2'1 :1II1 30 1 27:, 21a 246 2411 17:1 170 160 1:;7 14 8 144 2. :1111 3 15 2~D 28D 262 262 236 236 166 16 1 154 140 142 137 211 ' :lO3 30.1 277 277 2:;2 2~2 227 227 160 1~3 148 141 1:16 130 27 29 1 2!l1 267 267 12.13 2-1:1 :119 210 1M US 143 134 1:11 124 21'1 ;llll 2~1 21111 2118 2:14 2:14 2 11 2 11 14!l 139 138 1211; 127 118 2~ 27 1 271 2111 2-111 226 2W 2().I 20~ 14:' 1:12 1:13 122 122 \1 2 :111 :.!~:.! 262 240 230 210 217 1117 IDfo 130 126 128 117 liS 107 ~I 2' 1 2~1 2:13 23() 212 200 100 187 134121124 III 114 102 32 216 ~ I l ~2:; 221 2% 200 1M 180 130 II."> 120 107 111 911 :I~ !3~ 2'12 210 212100 103 170 1";3 126 \](J 117 102 107 9 .\ :11 .!1 1 213 212 204 10:\ III.~ 174 100 122106 III OS 104 00 3.~ 22:; 21~ 200 100 187 17S 160 160 I W tOl 110 04 101 S6 311 ~ IO:l()7 ~'OO 189 182 172 164 1M 116 107 08 :17 2 13100 10.' IlI.ll77 166 160 140 112 104 00 :1'1 ~n7 l ilt 100 176 173 HIO 1M 14<1 100 101 93 39 202 1i'\6 1811 170 1611 \ 114 I ~I 139 107 9!l 91 40 107 ISO 180 164 10' 149 loiS 134 104 00 SO 41 192 IN 171\ 1119 160 14<1 14t I:!'!J 101 Dol M 4:.! 11'17 1(\"1 172 15.1 troll 1311 IH 12~ 00 02 Sot 4:1 111:1 162 16!! US 15..1 1311 137 ' 21 117 00 S2 11 170 157 161 IU 140 1:10 134 117 9;, 88 81 1"0 1711 1,,>2 160 1:10 140 126 1:11 113 02 S6 70 411 11IIHIIHI~:;'1312212"11O 00 84 77 47 167 113 111:1 I:n 1111 IZtl 89 82 7[, 4~ 161 lroO la. 12.1 87 80 74 49 161 147 I~ 120 ~ a n 110 157 '41 lal 118 S3 77 71 II I 11\4 141 I2!I 11 6 S2 76 70 ~ 1111 1~ 126 114 80 N 6~ 113 110 136 121 III 711 73 67 :;1 116 1M 121 109 77 7t 66 I\~ Ita 131 119 107 76 70 64 I\f\ Itl 129 II. U).; 74 6D 6.1 t,7 13'1 127 II'> 101 .,:, 68 62 1\8 136 12--\ Ita 1112 72 66 61 M) 1:13 ' 22 L II Ion 711 6~ 6(l 60 131 1~'O 10'> n~ M JH.. ....:'!1 61 !1!!. ~ -;;- -;;- .. .. .. fl2m III , .. II., .. ..
1.-10 abo" uppe. boriooalallo_ will produ"" ...... ;mum . 1I .... bI • ....,.,. ill wtbt. , ...... ""I"w low .. h<lriOOlltal Ii .... will prod""" e._i ... t!t!lt!o:ti.,...
2.38a 2.797 3.244 3,72-1 4_237 4.78:1 11.36:1 1I_07.~ 6_02 1 7_200 11_011 8.7M 1l .• ~34
1O.M:> 11.I1l9 12.066 12,Ui7 13.1120 14b07 j.'i,{l(16 16040 ' !I.02r, Ill.! :14 20276 21,4{j1 226M' 23,\lI1i 2:;17r. 2641'3 27 ,~23 29_1117 3060-4 32J)"" 33.517 35.023 3tH06:1 3/1,1311 30.74 1 41-379 43.Ml 44.U6 46.41H 48.2tif. MU160 111.906 11:1777 M6BII 1\7.617 I\D_.'I116 01li/l9 6.1112,.,
For ... "mum -.I~ le.d., 11M tabltl of Muimum III'Mi", ~Iomonl.t ODd tr~b R-..._.
121
.... .. ,.,
H
" " " " .. " " W
'" " " 2:1
" " '" " " ,. 30
"' "' 3;'
" 3;,
" " " "' '" .. U
'" .. " .. " " ., '" " " '" ,. " " " ~II
CAII.NEOII: IlEA\! SECT I ONS
CAl(XI~G IE UEAi\1 SECTIOXS--Col1tinucd
ALLOWABlY. lisn'Olt:u 1.0.\08 I S T HOUS.\;oiDS O~' POU;oiDS
Mulmum llrnrllng St .......... HI.OOO Pouuds IICf Squar .. Inch
('Ity or Chl~o Cod ..
SOIIIi .. l llrpt. o.od Fl_ ~*!dllt-Wotic:b, per rOo" .
CB '" r.". 14" CB 271 2~.".~
IlIOlbo.._ '- 1i51bo.. leolbo... IUlbo. 112111&. 101111&. gill:&. I
-- --"""'" ...... , " ... ",.. Pi ... ",.. 'h .. ".. '"" , ... 'Wol hoo ',UI rr. f1l" 1roo -- ," "'
,., ,., ~ ~Sol '.lS. $7 231F!
r ~ ;WI 261 235 23S :!12 212 . " ", ............. 11 ... :HI 241 217 217 196 100 ""1""= ,.,~,," ,~'''''' ,so '" ~80 ·80 50 ~110 ~'O 320 "lOO • ;!OS 20S ISS IS8 160 169
~~ : 28.~ ~::~ ill ~~ :g;: :~! l~ :~ 19& l~ m 0 ,,~ '''''"".; 'm '" ,,. '" '" '" .. , .. , 300 300 270 276 ~:;'1 1;;3 2~'1) 2Z\l 1M 10f> 149 149 13·1 la-I 2SS 285 ~'6:\ .l03 ~IO 140 JIS :l18 100 156 III 1.11 12; 127 272 272 '250 2:;0 ~Z!l 221.1 '201 207 141l 148 134 1:13 121 12(l JMI ~.w 1:10 J:IO ' 18 ':H S ' IHS IllS 11:.1 140 IZ8 121) 1\6 11:1 .l IS ;HS 228 J~S 2no ZIJ{) 11111 1110 136132 123119 III IfJ7 .!:\>I ~:!R ~lfI 211) ~O(l 1110 181 IIl I 1:10 125 118 II:! \()6 lUI 228 2211 ~[() 2101021021741701 125118113107102 00 J IO 210 202 101 IS:; 1115 1117 10. 120 '" "" '"' "' " :til ~11 III:; 105 I,ll 17b 101 '" HO JUT "" "' '" "' 104 :l0~ '" Ili8 17 1 1,1 155 1'-,':' 1I:t '" '"' oo oo " \!I7 1:)7 111 1 '" 100 166 1:;0 1'-.0 '"s " "' s; ss " 100 1110 175 114 160 1511 14(; 'H , .. "' .. '" " 75 <S, '" 109 167 1MI 1:;3 "" 1310 '"' " " " " " '" '" 164 101 Ir,o 1~7 136 133 "' " " " " " 173 16'1 1119 \5·1 145 HI 1:12 121i 05 '" .7 WS '" 155 148 141 1:J6 I:lS 1:13 11:1 ... , " '''' '" 160 143 137 131 12~ HS " " '" 15S '''' ... 138 133 126 121 , .. s; " " ,,.
'" 14:1 1:13 130 121 '" H" " " '" '''' 130 138 1:t1l126 11 7 '" "" " .. .-.. " 1:15 135 12.1 123 11 3 1I 2 102 "" .0,
" '" 143 130 131 I:l() 120 100 "'" 00 " " .. 130 126 .os H' 117 l OS 100 " " " " 136 121 I ;!..', '" I It 102 1001 " " " " 133 117 122 '"S '" 110 10 1 '" 7:\ '" '" 130 III H" '"' ,,'" "' m • .. " .. " 127 110 '" '"' 107 " " " " "' " 124 107 III " '" 59 »C, " " " " '" 103112 " '"' s, 0; 60 M H" ''''' ' 00 " " " " H' '0; 9~ so ., " " H' '"' 00 " .. " " '" ,s, " " " "
, .. H" 1111 " ... '" "
., ,"S m.
'" " " " .. '00 -"'. s" ....!:.!.. " ~I " !Q:!.. • ""0" .. ...." .. '" H • .. • .. ,.
" H .. H .. .. •
1-.10 .han Upt'IOr boruoalall ..... will procl_ lJI&.imum ollowabl •• , in .-ebo.
N 2.00.1 2.38.1 2.707 3.244 3 .7Z-1 •. 237 ..783 5.363 S.07S 6.02 1 7. : 99 S.OI1 8.756 Il.S3 1
10.345 11.180 12.()66 12.071 1:).1)20 14 .S0' 15.006 10.1)49 I S.02;; HI.l:U 20.276 21.4[,1 ZZ.6W 2.1.001 25.1.5 26 .• 83 27.102.1 2'!l.107 30.00< 32.Q;j4 33.1)17 M.023
"."'" 38.135 30.741 .1.3.9 43.o.~ 1 44.700 46.4!H 41\,265 00,060 [,1.006 1>3.777 1>5.oqo
l-u bt!o .. I ........ horirontalli_ will !'i:""'" '""....,;~ dofleotioDo . ..... _illluIII .r.IMds, .... lahl .. of • l uilll"m BtDdiAi Momenlland W.b R-.,ft ....
12,;
'l:" , .. --
" .. " " " " '" ,. " 2:.!
" :H
" " " 28 ., '" " :!2
'" ,. '" '" " 3S
'" .. .. " " H
" " " "
CA R.NEO I E S TEP-I. CO MPANY
CARXEC IE ilEA-\! SECTIOXS-COntinucd
AU.oWAUU: l)slronll Lo.ms IS TIIOU!HSDS OF POUSDS
!'olalhuutn Uendlng iltrou. IG,OOO Pounds per Square Inch
City Or Chicago Code
----'o·"-c·,,·, o..,lh aDd FI&IIP \n..!tI!-W''''=.-~-;,oo:-:,---CB 2U Z.Hd4" CD 243 24"'.lr
IMlIt.. 14",'; .... :-1,-,,,;;;-; ..... ;:- 120]bo. __ 110J~bt._ IlIIllbo. ~b' t..I.enUr
r ... ..:1 r ... r;ucl ...... !'i'" r .. , .......... ri ... ,... 1iuI rr. riuII ,...
~ I ~I ~ - tnl-l&'" . ...... lOt lOt ...... MS MS -z:IF~~~ T.!T :!ii'T ,3TJ"Eam:IiT~1 ~ 230 230 2 11 2 11 ' I liZ 1112
~'1)2 ~'1n 27-1 ~7-I 255 2M. 237 237 21521:; H17 1117 1711 1711
274 274 :Ui7 2t.7 231) ~30 222 222 201 ~'OI . ., IS!. '" ." ~~8 ~JS ~12 242 22;, :.!2[, 200 200 181) ISO 174 .N IMI ." 21;1 21:1 228 j!:.!8 :.!13 :.!I:I lOS 1011 1711 1711 IfH Iflo! ." 14\1 :.!:ll ~:Il 2 16 2 10 1202 ':O'J 181 181 1611 169 155 1M ." III :.!II) :.!IU ~'05 205 III:.! Ill:.! 178 118 .m ." ." ." ,,. 13~
200 200 100 100 ." 182 IGO lGO .'" 153 ... . " 128 128 1\111 1\)\1 187 ." .,. .,. 162 162 1016 ... 1:14 134 1:.!2 1:.!2 l UI 11)1 ." 170 '" 161 1/;5 15;, .. 0 ... 128 128 ." 117 I l!:l l sa 171 ." .... .. , 148 14 8 131 134 123 12:1 ." 112 175 176 ),64 .M 1r.3 1r.:1 142 142 ." 'W .. , .. , '" '" '" 1691MI 1(.S H7 '" '" 137 121 '" , .. 113 103 "" 162 162 1112 1"'2 H2 112 IJ2 '" '" .. , ,,~ 107 1 9\l " '''' I toG I 17 147 1:17 1:17 127 127 11 5 11 2 1M 102 96 " 1t.1 I~, I '" 1.12 132 1:12 In 123 111
1
107 '" " " " '" H5 l a7 136 128 127 110 118 107 102 " '" " " III 130 132 131 12·1 122 II.", , " ! O~ 98 " ,.
" " 1:17 13\ 128 125 120 '" '" "" '" '" 92 '" .. " 1:13 !~'1) 12~ 12 1 L1 6 11 2 >0, 101 " 00 , " " " " 1 ~'9 12~ 121 116 11:1 lOS '" "" " 86 " " m " 125 '" '" 112 lOll 101 102 " " "" .. " " I"" 122 115 114 108 100 100 00 " " '" " " " " 118 I II '" 10-1 I~ " .. "" " 77 '" " " " 115 107 lOS 100 101 " '" " '" 7-1 " " " " 112 103 lClI " " no .. .. '" " " " .,
" 110 100 103 " ... ~. ,
" " " ., " 63 " " '" 00'00 00 " ... " " " 72 " ... 9:1 " " " " " " " " " 10"2 ' 90 " " '" " '" 7:1 7.j " " ''''' " " " '" 76 ' " " 7:1 " " " .. " m " " '" " 72
~ 60
05 " " " " " ]jOG ~g ,
~ " " " " " " " .. -'" H " " " 1Ji!. " " "' - " • .. .. " " " " " " " " " " "
i I 1':1 o _
2.797 3~-I 3 .• 2-1
-1.231 -1.11>3 5.aIlJ :>.\175 G,621
7.291) 8.0 11 8.71.>1.) 1I.6:!4
10.345
11.189 12.000 12.\177 1:1.112() 1-1.897
15.006 16.94U 18.025 10.134 20.276
:l1A51 22,65U 23.001 2:;.1';5 26.41>3
27.823 29.1117 30.60-1 32.~~ 33.617
35.0"23 36.563 38.135 39.741 4 1.3'U
-I3,Q!.! :g ~
_ 62 ---.L!!...L " ~ , H.7r,{J
l<:I&dt.1:>ove upper horilQlltal Ii ...... ,II produce mulmuI3I oll"""ble tI>t&I" ill nt.. Lo.dI bolo-. 10 ... bori..,.,\alli_ will liM .... u"'ve defIeo!ionL For ...... imul3l Ide 10lldl. '"' tabl.ol I .. ;mum ReDdi", M""",,,to aDd Web ~
126
'l:" F.,
.. H
" " .. " " " " .. '" " " " " " 26
" " '" 30
" " " " " " " " " '" .. " " .. " .. ., .. ~
CA A, NEO I E BEA M SEC TI ONS
CARNEGIE BEAl\1 SECTION8-Continued Au.ow'!'llI.E USIFOIUI LoII08 IN TIIOUSIINOS OF POUN08
Mutmum Bendlnll 8~. 16 .000 !'ountJ. per SQuare Inch City or
" " " '" " " " " " " " "
., " "
" .. ,. .. " " " " '" '" 60 .. " " .. " 00 00 .,
" " '" " " " " " ..
."" 2.003 2.383 2.797 3.244 3.724
4.2'37 4.76:-1 5.363 5.{l75 6.62 1
,., .. 8.01 1 8.71>6 0.1134
10.34(>
11.189 12.066 12.{l77 13.1l20 14.897
15.006 16.\l.49 18.0211 19.134 20.276
2'1.451 22.650 2'3.001 2'5. 171> 26.4S3.
27.82'3 29.1{l7 30.604 32.0",", 33.517
311.023 36.56:t i 3S.1311 30.741 .. 41.37!)
f 4::1.05 1
i ~ ... H
W.b ReoiI!.o_.
'"
CARNEa l E STEEL COMPANY
CARXEGlE 8EA1\1 SECTIONS--Contintlcd
ALLow""u; U~nYOIUI LoADS IS TIIOUSASD8 or POUNDS
MuLmum I100dlllll 8t",., 16,000 IVunds per Squa.l'e Inch
City of ChicagO Code
.N .... ~ ..... f1aace \\od~W~tlW foot I, J CB til 21"d'· ,
CB 211 21"&8" ..... .. ~lbo._L·II ... ..,"- mit... : MI~lbo. I $81bo. j'8~ F~ ....... "
---I!!.·"",!!!<' ''''l!!. "" FilIi rr. .~, rr. 'iuIi~~:--:-1-:- '07 fm.~ ,.. III , .. • '" '" '" '" '. .. I'/. .~ 1> 1 to 1.341 00 1.00 , ,. ' M '" ." ." '" 132 128 '" ..... " 00 ' ." "S '" .... '00 ... ... "" ". 120 120 117 117 ,.,., " ." '" '" ", . . " '" .,. .W .. , '" ... t 10 J07 ." 2.383
" . " ... . " 151 ... . .., '" .. , "" w. "" "" ... ,. 2.797 .. .W ". ... .. . . ,., .'" ... ... W. 00 ' " " " " 3.24-1
" ... ... I:U 131 '" '" 00, "" '" ,.
" " " .. 3.724 .. '" ." 122 '" ". ... " " SD i S1) " " ., ., 4.237
" '" '" ." .. , '"' '"' "' " " " " " , .. " 4.783
" '" ". "" "" '". ... '" " " " " " " " 6.363 00 " . . " '"' "" '" '" " " " " " " 68 " 6.1)76
" "" '" 68 00 " 00 " " " " '" " ... " 6.621
" .00 " " " " .. " " " " " " .. " ,.,..
" " " " " " " " " ... . :g .. M " .. 8.011
" .. ., "
., " " " .. " " " " SO 11.766
" " " " " " " " " 59 I r;a " .. " .. D.r;a"
" " " " " " " " ... 67 ·50 " .. " .. 10.3"6
" " " " " " " 00 " " " " .. " " 11.181) ,., " " " " OS ... " " " .. 12.066
" " .. " .. " " " " " .. 12.977 ,. " " " " " M " .. " .. 13.920
"" " .. " SO .. " " .. " H .897
3> " " " " .. " .. 16.00e
" '" .. " .. .. .. .. 16.94D
'" .. .. " " " .. ,. 18.026 .. " " .. .. " " " 19. 13"
'" 00 " " .. .. " " 20.276
36 " .. " .. " " ,. 21.4.'>1
" " " .. " " ,. '" 22.6l>D ., 00 " " .. " "
,. 23.00 1
•• M SO ., .. ,. " '" 26. 17A
•• " .. .. " " '" " 26.4S3
•• " " « " " " " 27.823 ., I-!l' ~ ~ ~ ~ f-¥ " 29.197 . , " • " .. ,., .... •• " " " " " • " 132
.001
" ., " .. .. • " " " 33.617
'"
'l:" r.,
• " " " " .. " .. " " " oo
" " "' " " ,. " " " 30
" " " " " ,. " " "
CAR.NEO I" BEAM SECTIONS
CARNEG IE BEAM SECTIONS-Continued
AI.LOWAULE UN IFORll LoADS I!<{ TlIOUSA:>DS OF POUNDS
M a l<lmum OcndlnK St..-, HI,OOO Pounds per SqUIONlInch
CI~,. or ChlcaKo Code
Ill .... DopIIo",,,_ W"Mlta-waclo' Pft' F_
CD 183 Ir'xlr CD 11'12 lr'dlW
10011». I • ,o. I ., .. 1'311». i111». , , fj It.. ....... ...... " .... r_ .... '- .... -F1"' ~ F_ 'n.- r_ ru.t ' r_
,n ,n ,.1 ,. ,. ,. , .. ". ,., I'" , ,-'" '" ,. '" ,. '. , .. .. , ,,. '" 'oo 'oo
•• 0 '" '" '" '" '" '" ",. ' 60 .. , '" 138 '" ". "" '''' "" "" .. , '" "" ". '" '" '" '" '" '" " .,
130 '" '" '" 'oo ". 'oo 'oo " " 88 " 130 ,,. '" '" '" '" '" 00 " " .. .. '" 123 ". , .. 'oo , .. " "' .. " " " '" ". '" to, "" '00 " " " " H n '" '" '" '" " ,,' "
., " H " " ,., '" "' " .. .. " " " " "" ... .. .. " " " " n ,. " " '" 60 ., .,
" " " " " "" " .. 60 " " " .. .. " " " " " " " 03
" " " " " " .. " ... .. " '" .. .. " " " " " " .,
" " .. .. .. " " 69 " " " " " " " " " " " "" " " '" .,
" .. .. " " .. " .. " " " " « ., .. " " " .. " " " " " ,. .. .. " 60 " " " .. " '" '" " " .. 60 .. " .. .. .. " " " .. .. .. '" " " .. " '" " " •• .. " " " " .. .. " " 60 .. .. 60 " " .. .. "
!~ " I~ .. 4 44 ~ ~ ~ • " " " " " " • • • • •
'"
1.34 1
L'" ',003 2.383 2.707 3.24-1 3.724
4.237 4 .783 [,.363 t>.97t> 6.621
' ''' 8.011 8.7t.« 9.t>34
10.34t>
11.189 12.006 12.077 13.020 14.807
1t>.906 16.9.49 18.02t> 19. 134 20.276
2 1.4t>1 22.6MI 23.001 2:>.175
CAR.NeO l e STEeL COMPANY
CARNEG IE BEAM SECTIONB-Continued
.J\U.oWABI.I: UNIFORM LoADS IN THOUSANDS OP POONDS
Muhnum licnd ..... Stf'NI, 111 ,000 Pounds pel' Square lneb
City ot Oh1aco COdo
! '~~~!I~H 8 • d.
" " " .. " 16 70
" '" 18 62 10 511
" '" 2 1 5:1 22 51 23 49 24 47
" " " " " ,. ,. " 36 " " 33 " " 33 " " ,. " " ..
" .. " " "
" " " .. " ., .. .. " " " .. " " " " " " ,. " ,. " " " ,.
,,,
L"'" 1.341 L'" ,.oro 2.383 2.707 3.244 3.724
4.237 4.783 5.363 5.075 6.62 1
,., .. 8.01 1 8.766 D.f>34
10.345 .. " 11.18~
" " 12.066
" " 12.D77
" " IS.D20
" " t-4.D7
" 15.006
" UI.94D 18.025 ID.134 20.276
21.45 1 22.(\59 23.901 $.175
J
CARNEOIE BEA M SECTIONS
CARNEGIE BEAM SECTIQN8-Continued
Au.oWADLE UN n U IUI LoADS I N T HOUSANDS Of' POllNDS
MlIoIlmum Deudlng SI ....... 16.000 I'ound. per Squa.re l uch
City of Chicago Code
NOCDiDaI Depth ODd Fl&Dce Widlll Wei&bl per}'oot
... ,~t~~~"~'"~~'·~'~"~·~'~~~~~~"~'M~~'r~d~~~"~~~~"~~ _ ~I~ ~~ ~~ M~ MI~ M~
la~11 la\cnJ1y
I - J~.fu! j~-:J"-"" I.~ '_~~~_t:' '- I--, .. , , .. ' .... , .. , , ... C-9 1.1 1.1 ., m.;. 1 34 1
10 '110' '00' ",. , .. , ' .. !J....!.!!:..!.1214112141125 112 5 1035!103 1.6M
I I I I 1 1 1&2.3 152.3 140.5 140.1; 128.6 128. 110.4 110.4102.3102. 94 .1 94.1 2 003 12 139.6 139.612S.812S.81 17.9 11 7. 10 1.2101. 93.; 93. 86. 86: 2.383 13 128.9 128.9 11 8.9118.0108.8108. 93'~ 93.486. 86. 79.1 79. 2.797 14 1l9.71l0.7 1l0AlIO.4Wl.IlOl. l 86. 86.7 SO. SO.474. 74. 3.244 15 1I 1. 71 111. 71103.0100'~ ,",~ 94: 81. 81. 7&. 75. 69. 69. 3.724
16 104.710-1.'1 00.6 96. 88. 88." 75. , 75. 70. 70. 64. 64. ".237 17 98.6 98.6 OO.!l 00. 83. 8:1. 7 1.4 71." 66. 66. 60. 60. ".783 ",,8 03.1 93.1 85.9 %.~ 78.6 78. 67.& 67. 62'~ 62 .. 57. [,7. 5.368 "'J 88.2 8 1.:1 SI. 74.~ 74. 63'
J 62. 59. 58. &4. [,3. 5.975
20 sa. 83.S 77., 77: 70. 70. 60. 58. &6. 6". 5 1. bO.t 6.621
21 79. 79.J 73.~ 73. 67. 67. 57. 55. 53. 51.1 49. 47. 7.299 22 76.2 76.2 70.2 70. 6 1 .• 61. M.~ ;52. 51.1 "8.1 47.1 44. 8.011 23 12.872.867.267.2 6 1.f,! 61. 52.! 49. 48.9 " 5. 4 5. 41. 8.756 24 69 8 611.8 61 4 6~ 4 &9 ~ 611 50. 46. 2; 46.ft 42. 43. 1 39.: 9.534 25 610 67 ~ 61 ~ 61 8 &6 ~ 56 48. 43.7 45. 40. 4 1. 37. 10.345
26 6 141 63~ 59 5891
54 53 46. 41.443 .. 38 .• 39. 35. 11.1 89 27 62 I 609 ;57 ~ 56 II 52 514 4;' 0; 39.2 41. 3ti.: 38. 33 .• 12.006 28 &9858' 55 53650, 49 43~ 37. 40. 34. 37. 31. 12.971 29 57855 53 51 2 48 46 41 38. 35. 1 13.920 30 55~53. 51.549(147' 44 40 37. 34." 14.897 " I~"~ o! 50 490
1 46 456 4Z 39 36. 33. 15.006
32 ">2 48 ~~ 31 45 44 'l 41 I'I....£!..:! 311 ~ 2!::: 16.949 JJ .... , .,' 11 1 1 •. 1 ".1 ~,.. 18.025 3 4 .t. n . " . .., 11->.' .... H) .134 3;:; . ' t 00 • .j. " . ..., .... 20.276
•• f.,
6 , 6 • '" H
" " " " " " " '" '" " " " " " '" " " " " " " " " "
CARNEO IE STEEL COMPANY
CAR XEGIE BEAM SECTION8-Coutinued
ALLOWABLE USIFORM LoADS IN TIJOUSANDS OJ' P OUNDS
:loladmum Bending StrfSl, 16.000 I'oundl per Squaro Inch
City o r Chicago Code
iu ... bo .
0.500 0.811 I.().'>O 1.3·tt I.6!iS
2.003 2.383 2.707 3.244 3.724
4 .237 4.783 5.363 :U175 6.621
............
'"
r
" " " " " " " " " ,.
CARNEOIE BEAM SECT I ONS
CAlL~EGIE BEk\) SECTION&---C<tntinued
Au.oWABLE USU'ORM LoADS IS TIIOU8UID8 OJ' POONDS
Muimum 8cndlnfr; St...,., HI,OOO Pound. per Square Inch
Cit,. of Chicago Code
,-.. ~.:'.'_~~~=r;: CU ,~
1;~~;~~:~~'~'~~:~r:;1
,
1:13
..... 2._ 2.383-2.'" 3.U4 3.724
4 .23T 4.783 r..36J. fi.976-6.62L
, _______ ~CARNEO I E STEEL COMPANY
, 8 , " u
" " " " " " " " " " " " ,. " u
" " " '" "
CAJU,EGIE BEAM SECTlQN8-Continued
ALLOWABLE UNn'ORM LoADS IN THOUSANDS 01' POUNDS
Maxir.num Bending 8l"-""', 16.000 Pounds per Square Inch
__ ..."...,....,,,..:C:':I). or CbLcagO~~:oo:::;,_.:..._ /'I_ina! Deptb """ 1-,....,. Widlb- Weich\ per }'OO\
CD IU 14">8" en 142 14".~" .1 -~
MlbL I =ty I 481110. nit.. ~':r~1I13~1be. ~"!~
""" I ~FrM FilM ~ ~:~ me F:: :: I;: :: r-~ ,IT, , .. , ""' I~ .. 0 D2.· 1)2. . ~ 0.811 114.1 nrrm:l'Iil4':J"I ~'::'1r.r:3'" SO"8 80~8 75.0 ' 75:0 \.o.JD 101" 101 -I 927 92.7 S4 0 840 71 8 71.8 66.7 66.7 1.341 01.3 91.3 83.5 83.5 75.6 75.6 64.6 64,6 60.0 60.0 1.M5
83.0 76.1 70.2 M.2 60.0
57.1 63.1 00.' 48.0 45.6
43.5 41.5 39.1 38.0 3<1.'
35.1 33.8
I~ 1----..-:1
• • ...
113.0 76. 1 70.2 0&.2 110.' 57. 1 53.5 49.8 46. r. 43.5
40.8 38.3 36.0 34,0 32.1
75.0 69.6 61.2 59.0 55.6
52.2 49.1 46,4 43.9 41.7
39.7 37.9 36.3 34.8 33.4
30,3 32. 1 30.9
.1!!J!. .... ".f .....
75.9 68.7 69.6 63.0 64.2 58 . • MI .6 M.O 55.6 60.4
52.2 47.2 48.9 44.5 45.5 42 .0 42.4 39.8 39.7 37.8
37.2 36.0 35.0 34.4 32.0 32.9 31.0 31.[, 29.3 30,2
27.7 29.1 2$,0
127 .0 .., .... , ...
68.7 63.0 58.1 M.O 50.4
47.2 44.2 41.2 38.4 35.9
33.' 31.6 w., 28.0 26.5
58.8 58.8 5.1.9 1>3.9 49.7 49.7 46.2 46.2 43.1 42.5
40.4 39.1 38.0 36.2 35.9 33.5 34,0 31.2 32.3 2U.O
30.8 27. 1 29.4 25.4 28.1 26.9 25.9
25.0 24.9 23.9 23.1 ..... .. ..
'"
".6 00.0 46.2 42.11 40.0
37.5 35.3 33.3 31.6 30.0
28.6 27.3 "'.1 25.0 24.0
23.1 22.2 ~
".i ... ,. ..
64.6 00.0 46.2 42.0 39.4
3<1.3 33.('. 31.1 28.9 U., 25.1 23.5
>.(103 2,383 2.791 3.244 3.724
4.237 4.783 5.363 :'.975 6.621
,.". 8.011 8.756 9.634
10.345
II.lS9 12.066 12.977 13.920 14.897
1.5.006
CAR-NEOI E BEAM SECT I ONS
CARNEG IE BEAM SECT IONS--Continued
ALLOWAlll,l; UNIYO IU I LoAllS I N TIIOUSASDS OF POUN1l8 Maximum /lending 5tresll. 16.000 Pounds per SQuare Inch
Cit)· of Chicago Code
NomiDal Deplh lIJMI ~, ...... "'~tdth Wei&ht ~ Fool
S".. CD 142 14"d~f' CD 141 14",6" H .. M'" I 3en .. I "". ,,, .. :!'~ f.< .. ""'. LaWnllr
~-=:l .'"' '"' "'"' I ,_ filed ,-.... .. ..
S 00.' 00.' .... .... .... .. .. 74.3 74.3 0.'" , 77.8 77.8 69:3 6~:3 6H
63.7 63.7 0.8 11 • 68.1 68. 1 63.5 M.8 M.' 1.059 , ,0.> SO., 6 1.6 61.6 ,.., SO., 49.6 4D.6 1.34 1
" 54.5 M.' 55.4 'M SO., SO., 44.6 44.6 1.666
" 40.5 49.5 SO., 00.' 46.2 46.2 40.6 40.5 >.<100
" 45.4 45.4 .. , 46.2 42.3 42.3 37.2 37.2 2.383
" 4 1.1) 4 1.1) 42.6 42.6 30. 1 3D.1 34.3 34.0 2.707
" 38.0 38.9 39.6 3tt.6 OS, OS., 3 1.9 30.0 3.2.44
" 36.3 35.9 36.1) OS., 33.9 33.3 ,.., 28.2 3.724
" 34 .0 33.0 34.6 'M 31.8 00.' 27.9 25.9 4.237
" 32.0 00.' :12.6 30.9 ,.., 28.3 "'., 23.9 4 .783
" 30.3 28.3 30.8 28.7 28.2 26.3 ~ .. 22. 1 5.363
" 28.7 "'., 29.2 » .• 26.7 2404 23.6 2004 5.975
'" 27.2 24.5 27 .7 24.S 25.4 22.7 22.3 10.0 6.62 1
" 25.9 22.11 "' .. 23.2 ~., 21.2 2 1.2 .., .. " 24.8 21.4 25.2 2 1.7 23. 1 19.8 20.3 S.OII
" 23.7 ».< 22.1 1904 8.756
" 22.7 "., 2 1.2 18.6 11.534
" 2 1.8 22.2 "'., 17.8 10.345
" 2 1.0 2 1.3 19.5 17.2 11.189
" "'., "'., l S.8 ~ 12.066
" HI .5 ~ -¥.+- ,. .. 12.077
" ,. .. ,.., " .. ,. .. 13.920
'" .... .... , ... 14.' 14.897
:n " .. " .. 14.' 15.906
r.- .bove u_l><>Monl&ll~ win 1)I'<>d""" ..... imum oIlonb1 ..... ill wet.. l.-dI bel"", IGwtt I><>Monl&lli_ w'JI~ ..... "'~n~ Fo. ...,...;mum ..t.I ..... _ t.bi .. 01 uimllllllJ.oodiDc Momen'-lI%Id Web~.
135
r
I Span
'" h<l
• • , • • '0
" " " , .. " .. " " .. '0
" " " " " .. "
CA RNI!O I E ST EE L COMPAN Y
CAR~EGIE BEA.M SECTIONS-COntinued
ALLOWABL£ U:;IFORM Lo,\1)8 I N T"OU8ANI)S OF POUNDS
Masimum Bending SIre.. 16.000 .'oond. per Squ.aro Inch
Cit)' or ChLcl,(lo Code
N""'- Otpt.b MId Flqe Width Wei&ht per r"", c ... 12"dO" C .. ~ 12"~'
IOOlbL I ~llbL I &n. 7& LI& ", .. I ~, .. """'" """'" fI .... _~ fIud I Frot "'"' "- "-.. , ... "'"' "- "'"' ....
..... ,.. .. ' . I . ":~~t"" 105.3193, ISS. 185. , .... ' •. 1 167.4 167.41~.3159.3 A.- A.- n . • •.. '-16." .-&6.4139''',139.4;133,1,133.1 " ... .. , ..
~~:5 6::7 13ll.2130.2123.9 123.91 18.3 118..3 77.6 "'., 117.2
11172(111 5
rlll 5106.5100.5101:3101: 89.7 69.7 62.8 62.8
'oo "oo "0' W' .. 06 "~". 63 .• "' .. 57.1 67.1 97 97. 92 92 88. 88 84 84.. 68.1 SS,I 32.3 52.3 00 I 90 I 85 85 8 1 81 78. 78. 53.' 53.' 48,3 oIg,3 837 83. 79 79 76.1 76 I 72. 72. 49.8 49.8 44.8 44.8 78.1 78 1 14 7. 71. 71. 67 67.6 46.5 46.5 ·fI,g ·U,g
n n " " 00. 00. 63 63 .. 43.6 43.6 39.2 39.2 08 " " " " " 69 W7 41.0 40.11 36.0 36.8 " . " ... .. ". ". 66.4 66.4 38.7 38.0 34.\1 34.2 ... ... OS. OS . 50. 50. 63.4 M.4 "'., 35.5 33.0 31.0 OS. OS. ". M. 03. 53. :10.7 60.7 34.9 ,3.0 31.4 ,. .. ". M. " .. " .. 50. 50. <18.3 48.2 33.2 31.1 " .. 28.0 ". 53. 60. ~~ OS. OS. 46. 1 <16.5 31.7 ,., 28.6 26.3 MI.O MI. ". 46: ". ..4 ,' ..a'O
j 30.3 m "., ".,
~.fo7. 4~.5 45. I--¥,:; ". ~ 3&.4 :l9.0 25.9 126.2 23.3 0 .' --..:il .,., ..... .. .. ".1
n. ' "., " .. M.' 0 .- ".1 .... 01.' A.' ".' .... n .,
1.oM. abo:w.. uwer ~talli_ win prod ........... ilnu'" oI10W1b18 ....... iD ... 1:.0.. 1.0l<I0 below lo'ftt bo ... " .. w Ii .... will PfI)d_ .. -:'I'tI~ ...
H 0.4.-&
0 .... 0.811 I.ObO \.341 .. '" '.oro 2.383 2.707 3.24. 3.724
4.237 4.783 11.363 :U1711 6.621
,."" 8.011 8.768 11.634
10.346
11.189 12.006
--• '01" rtiUllll= ..,~ lotldo, _ Ia~ .. 01 MWlllum DndiDi 101"""",1.1 aod Web ~.
l aG
, • , , , " U
" " .. " " .., " .., " " " " ,.. " " "
CARNIlO IE BEAM SECTIONS
CARNEG IE BEAi\'l SECTJOXS--Colltinued
ALLOWADI..I-: UNIFORM LoADS IN TUOUSAND8 OF POUNDS
Maximum Bending St..-. 16.000 PQundl per Square Inch
City Or Chicago Coon
'"
0.414 .1
0.596 0.S11 1.0..'>9 1.34 1
'''' 2.003 2.383 2.797 3.244 3.724
4.237 4.783 5.363 5.975 6.621
,.,W 8.011 8.756 ,.'"
10.345
ll.1S9 12.006
• , • , 8 • " " " " " "
CARNEO I E STeEL COMPANY
CARNEGIE BEAM SECTIONB--Continucd
ALLoWABLE UN IFORlJ. LoADS IN TllOUSANDS OF POUNDS
" I ..xlmum Ullndlng 8u-0BI. 16.000 Poun(\.l per Squartl Inch
City of Chicago COdIl
.... ".7
'"
" .. If •• .... I •. '
u .•
0.26b 0.414.
0.'" 0.811 1.009 1..341 I.G$!.
>.003 2.383 2.797 3.244 a .724
4.237 4.783
'''''' 6.975 IU21
'.m 8.011 8.7M
, , , , " " " " .. " .. " " " .. " " "
CARNEOIE BEAM. SECT I ONS
CARNEGIE BEAM SECTION8-Continued
Au.oWABU: UNIFOIUl LoADS I N TnOOSANDS or POUND8
Mulmum UendlolK StCUlS, 16,000 Pound. I)('r Square I nch
City of Ch1ca&O Code
.... Il .•
II." ,..1 Il.l
"
,,,
0.596 0.811 I.OSIt L3U "OM
'.oro 2.383 2.i07 3.244 3.724
4.237 4 .783 6.363 6.975 &.821
, .... 8.011 8.756
CARNEG IE STEEL COMPANY
CARNEG IE BEAM SECTIONS-Concludcd 1 ALLOWABLE UNIFORM LoADS IN T IIOUSANI>8 OF P OUNDS
s,., H " ,-,
, 0.596 , 0 .811 , 1.009 , 1.34 1
" 1.655
" ,..,'" " 2.383
" 2.797 .. 3.244
" 3.724
" 4.2.17
" 4.783
" 5.363
" 5.975
" 6 .621
•• ,~. . ~ , " f~ ,-,
• , 45.3 , 46.8 46.8 42.1 42.1 37.4 37.7 37.7 34.6 0 .500 , 40.1 40.1 "' .. 36.1 32.1 32.3 32.3 ~'fI.7 0 .8 11 , 35.1 35. 1 31.6 31.6 28.1 28.3 28.3 26.0 1.059 , 31.2 31.2 28.1 28. 1 25.0 25.1 25. 1 23. 1 1.341
" 28.1 28. 1 25.3 25.3 22.5 22.6 22.6 "'., 1.655
" 25.5 25.5 23.0 23.0 "' .. "'., "'., 18.9 , . ..., " 23.4 23.4 21.0 21.0 18.7 18.9 18.5 17.3 2.383
" 21.6 21.6 HI.4 19.4 17.3 17.4 16.7 16.0 2.797 .. 20. 1 19.9 18.0 17.9 16.0 ]6.2 15.2 14.8 3.244
" 18.7 ]8.3 16.8 16.4 15.0 15. 1 13.8 13.8 3.724
" 16.8 15.1 13.4 12.6 4.237
" 11.6 4.783
" "., ' 0.1 II.' 5.363
" '0.' ".1 11.1 5.975
'" 6.621
Iill w ..
NId W~b Rai.otNlea..
."
CA R. NIlO I Il SEAM SECT IONS
STA:-\DARD MILL SECTJQNS
Au.oWADLE UNIFORM LoADS IN T IIOU8AND8 OF POUND8
Maximum Bonding Stress. 16.000 I'Qund. lX'r Square Inch
Cily Qf ChlC8.8"Q Cooo
'1:" 1 ,., Bit r ....
'11'" I ISn.. H 4 rd"
37.711-.
, • , , , • , .. " " 1;1
" " " U .. " .... .. r.,
, • , , , • • '" " " ,., " I::>
IT.' I ~:i "' ..
Of.' • <12.3 33.S
28.2 28.2 21.2 2-1.2 2\.1 21.1 IS.8 IS.S 16.9 16.9
1 ~.4 1~.3 14.1 13.7 13.0 12.3 \ 2.1 11. 1 11 .3 10.1
" .. .ill. 31.3
•• ;l\I.~ 31.3
26.1 26.1 22.<1 22.<1 \ 9.6 10.6 17.<1 17.4 15.7 1~.7
14.2 14.0 13.1 12.6 12.1 11.3 11.2 10.2 10.4 0.3
N.' NO
" ... ".' 0.'
ba.1 53.7 ~I.<I ~I.<I '"'lj.'r+i"'lj.',; <16.0 <16 .0 <14.0 H.O r.i. J.U 40.3 40.3 38.5 3S.6 37.6 37.6 35.8 35.8 34.3 3<1.3 33.4 33.<1 32.2 32.2 3O.S 30.8 30.1 30.1
29.3 29.3 2S.0 2S.0 21.3 21.3 26.S 26.8 25.7 25.7 25.1 25.1 2·I.S 24.S 23.1 23.1 23.1 23.1 23.0 23.0 22.0 22.0 2 1. [> 21.6 21.<1 2 1.'1 20.6 20.6 20. 1 20.1
I..!Q& 1--":'
u 0.'
0.2 L.....!1.! 1-.., 0.' •••
S.5~ 20.1 2.U:!. 19.3 ..!BJ!. IS.S .•.. - ... . .... .... .... , .. . ,I • ,. .•
Nomiall Dep4h ..s n.. "-01110-1\'.1 pot Fool.
H 3-A e".e"' H" '"s''' It t i"'d" It I 4"04 27oll", :Ulbo. 2UlbI I :IOn_? 18$1ba. _L I381"'_
Latenll, LmnJJ, --I LaJenlii'T Late .... 1y
Filed' Free 'J ' .... I· ... ~t"-[ I _.,fuN Ft. ~ I; .. 0 ~.. 1.1 n. "" .... nr.lr :','.',' mr .. 0 .. 0,.. • .0 • 0 .'~. ,",.~ ....... .
35.0 0 <I • 211.2 .2 . E 20.3 ;.:v.3 II 3 11.3
29.2 ~} ~'.;' ~7.;0 2.1.3 ;t.~ 123.0 23.0116.9 16.9 94 9.4
25.0 5.0 .0 .0 2O.S 2O.S 10.7 10.7 14.~ 14.~ S.l 8.1 21.921.9 .0 .0 IS.2 IS.2 11.2 17.2 12.7 12.7 ..2:!. 7. 1 19.1'i 10.6 I S.6 IS.6 162162 153 115311.31 1 .3 I.' 17.5 11.6 16.1 16.7 146 14 6 13 S 13.S ~()'1' 10.1 •. •
16.9 15.9 15.2 15.2 13 .3 13 al12 I> 12 (; '., •.•
!i&-14.6 1 !1!:.!!.13 .9!1.!..122 r:n1 ~11(; •.• .... 1,,·1 ". II. >.' ".J ".1 .... I. .... ".1 '.f " . .
H 0.140 0.265 0.<114
0.006 0.811 1.0Ii0 \.341 1.6M>
'.oro 2.38a 2.707 3.2H 3.724
<1.231 "'.183
"" 5.976
0.149 0.265 0.414
0.696 O.SII 1.0Ii0 1.34 1 1.6M
2.003 2.383 2.101 3.2<1<1 3.72<1
CAR.NEOIE STEEL COMPANY
COLUMNS AND STRUTS
A compression member, subjected to longi tudinal pre9llure, is 6hortened by the compression and 80160 tend6 to deflect laterally, due to the fact t hat the load cannot be applied coincident with t he longitudinal axi6 and that the material is not perfectly homogeneous. This flexure occurs generally in the direction of the le8.l>t ruist ing moment of the 6Cction; the load which will cause a column to fail decreases in the ratio of length to least lateral resistance of the section, the ultimate failure being the re6ult of combined stres8CS due to compression, transverse shear and flexurc.
Column Fo r"'''1&a. Under ideal conditions, when it ClLn be assumed that the load is applied axially and that the material is perfectly homogeneous, the resistance of the column would equal its resistlLnce to compressive forces up to the clastic limit, ILnd there would not be any f1e:o::ure; if, however, a deflection be implLrted to the column by a lateral fo rce, the column would ultimately fILi i by bending.
Euler's Formula, P= k ... ~ I or ~ .. k (Ii;;. ,is based upon t he fore·
going theory, and gives results CI080 to t he ultimate strength found fo r long and slender struts, when k is a constant varying with the condition of end bearing, (k-4 for culumns fi:o::ed both ends). For shorter and heavier columns, or for lower rati08 of I/r the results do not correspond with actual tests.
Raukine'6 Formula, P"""I + :[I/r)' - i .. I + c~l/r)I' represents the type of formula now in general nse and the numerons formulaa for pro· portioning columns which arc based upon this general formula agree with actual tests within certnin limits. In this formula a certain compressive uuitstre88 for direct crushing is assumed and reduced in ratio of length of column and leaat radius of gyration, I/r; value of c is an empiriClL1 factor, varying with the resistance of the materia l and with conditions of end bearing.
Straight Line Formulas. In practice compression members of a greater ratio of slenderness, Ifr, than 120 are rnrely used, and within t~is limit the curve can be represented hy a straight line, the general
formula assuming t he simpler form : ~ _ f-c (~ ).
Comproulon formulu determining the resistance of webe In rolled beams or riveted glrden against bU(;kllng, or the n~ry redU(;tlon of safe loads duo t-o lat.01"3.l detlecUon of unbra.eed beanuI, are Uko,,1sc ba&ed on one or ~ho otber ~ypo of column formuiM.
."
CARNEO I E BEA M SECTIONS
Rallo ot Slendern_. li t is t:ltio of the unSUPlJoOrted length of a com· pression member to its radius of gyration, generally thc Ic!U!t radius, excepting when the ullsupported length is rigidly braced to prevent deflcction in the dircction which corresponds to the le:l.8t radius of gyration, It. is, therefore, necessary to detennine the radii of gyration and to use the proper ratio of slendemess in every CIlllC.
Usunl practice limits the maximum ratio of ll r for main members under permanent stress, permitting a higher ratio for secondary members Ullder temporaty stress, aa ill wind bracing.
Coml>ruolye Unit St.-. The tables of aflowable loads of column sections have been computed in accordance with the formula for steel columns of the building codes of New York and of Chicago:
f= IG,(l(l()-.70 li t
jMaximum unit stress !lot li t={) : IG,OOO lb. per sq. inch. :\IlW 1'0"0::
i\laximum l/r: Primary lind Secondary membc~I20.
C"'CAOO: ji\laximum unitstrcl!!! l/r=2S.57 : U ,OOO lb. per ~q. inch. :\Inx.l r: Primarymcmbe 120; Secondarymember!F=l50.
ComblllOld Ltendlnl' and Comp.-.lon St..-. Generally the load~ arc conecntrie and equally distributed over the cross section of the col· umn or balanced on oPpollit(l sides thereof. In the case of beams curried on bracketa or other forms of cecentric loading, bending ~trei!SCS nre produced which should be takcn into consideration and the column sections so proportioned that the combined stresses do not exceed the allowable axial compre8l!ive strcss.
w w • • 1
W =Concentric load. "'!=Eecentric load. 1\1 = Bending moment due to eccentric 10ad"",W IX.
I = :lIoment of inertia in direction of bending. n _ Distance from extreme fiber in direction of bending. A ,_Area of column section, in square inches. f = AlIowuble axial unit stress, f should be equal to or
greater than w: WI + ¥, the fiber stresSC8 due to
compression and bending respectively.
Il~ EXAWPI.I:,- nequire(\ a beam column. 25 t~..,t long. to sOlItaln a balallc«l load or 200.000 POunda and an eccentric load of 28.000 pOUllda applied 17 Inch"" tram the column C('ntcr on :uta 1·1.
AlI8Umu CarnegIe lJeam Section cn-IM. 16"x14". 100 lb.
A = 29.41 I,., = 1426.8 r,... _ 3.53 1/1' =- 25xI2+.1.53 = 8-5
Actual Ilber stress = 200.000+28.000 + 28.000%17x8 = 10 424 ' ..... "nds :.ro.41 142(UI ,'~.
ThIs stress Is ",Ithln tbe IImlu of tho allowable fiber stress for raUo at tlr ... 85, 10.500 pounds. Obtained tram the column rormula. ___ ---.J
143
CA R NEOle STEEL CO MPAN Y
ALLoWAIIW: UNIT STIt£S.. .. ~ IN I'ousos I'EII SqU.\ItE I NCII
by ComprClSllion Fonnula of
New York Building I.aw: 16000-70.!.. , The following table, give the unit .!Itreasell for rati06 of l/ r in inwr
val, of 5/ 10. Intermedinte valuCiJ ma)' be fOlmd by interpolation from the figuretl given for the tenth unil3 of I r by adding or deducting from the ncar08t tabulated figure the cOfret!l)()nding multiple.
Z ........ LIIC; Unit Itnw forl . _ 18.2 and I f "'"-112.8 1/ . _ 38.2 1303().\ +2 1 or 13310-11= 13326 1/!'_ 112.8 8OOO + 14or 8125--21 _ 8UH
MAIN AND SY.CO:-<OARY MY.)IBE I~S-natlos 0(' rUI> to 120
~-_ 0_.
'-' 1/ . POIIndi '
o IflflOO ' .5 ,1r.tJ(l5
1 tlifl30 .5 US1)5
!! '15860 .S , .S , .S
S . , • • ,
15825 15.00 1575& 15720
""'I '''''''' 15616 15580 IM<I/i· IMIO
..., 1647r; 8 1.'>440
..., IMM 9 15370
.5 15335 10 16300
.f> 15265 1 1 15230
.5151M 12 15160
.5 15/25 13 11\000
.5 1{\().55 II 15020
.5 14985 15 14950
~, ... ~~~1" I 1/. POll..... 010
16 119!)o .r; 14915
16 14S80 .r; 148.45
17 14810 .5 14.75
IS 101,40 .5 loI7Q.5
11) 14670 .Ii 1463r; ,. .S
21
• " ., '"
"""'I 11&65 . 14530 114M ,-1«26
"390
'''''' ""'" .6 L~286
2,j 1012.50 .5 L 1215
26 L 1180 .5 111 1S
27 111 10 .5 14075
28 1·10·60 ./i 1.100$
29 13070 .5 13035
30 13000
,
n .•. _ Ullil "'" ,, __ ,. UIII' nMOl. Su... ..... ........,. Su... I
Ill' POll..... 1U0 II. Pour>do --------:10 1:1900 01" 128f,o
.513SM 13830 '" ., 1:1705 13760 1:1725 " .,
" ., 13600 136;;5 13(120
..5 IMSS
'''''' .5 13515 :l6 13·180
..5 13H5 37 1:1410
.11 1:/.375 38 13340
.5 13305 39 132.0
..., 13235 40 13:?OO
.5 13165 41 13/30
.5 13095 42 13060
.5 13O'.!5 43 12UOO
./i 12UM 4-1 I21)ZO
.5 12885 45 12850 .. ,
,
.5 128 15 12780 127411 127 10
.5 12675
" ., '" .,
12640
" ... 1Z..'i70 IZhM i
""'" .5 12-165 12-430 ,
.5 12395 12360 '
., " .,
12325 12200 122M 12:!20 12185 12 1M)
12/1 ·\ 1
""'" 12()45 lZ010 111)75
I"·, ::~ Ml 11870
., I'''''' 60 I l SOO
~,.
0.10
,
CA\(NIlOIIl UI!AM SECT I ON S
Au..ow,\8u: UXIT STNt:&8t:S I N POUNDS I'EN SqUARE I l'OCIi
by C<lmprc88ion Formula of
Now York,Building Law: l 6000--iO + :\I AIN AND SECONl)AHY :\IE:\IUEnS-ItaUos of I r up to 120 .. ,~ 1.: .. ,
~,. Ratio, , 1:111' 0.. \;,.;,. _ 1.: .. \ ,-, '~ I • RallO, St,.., Dilr' 1 Itouo. Suo.. DIIf . I:r "'""" 0.10 I.. r.:..Io CUD V'.~~ IJ' ~~ ~ .-
M ""'" " 107M 00 9700 '''' ""'" ., 1176.~ ., 107Il'> ., """ ., 8615 .. 117:J() " ' .. 80 " ""'" , .. .... ., 116M ., 10615 ., 11::.9" 'I "" " """ n 10610 ., """ 107 8510 ., 11625 ., H1575 , 9;';25 ., M7l'>
" 11500 " 10..';010 " 0·100 00' "'0 ., 115M ., 1(15()5 •• 9·IM ., 840l'i
" 11l'>20 '0 1{)oI70 " 9420 '00 8370 ., I 101M .,5j t()43::' • 938.'\ ., 833::'
" II ·I.~) 80 111400 " 03.0;0 "0 .",. ., IUJ1I , 10365 •• 931 5 ., 82M
" 11380 " 10330 00 "SO '" 8230 ., 11.145 ., 10'1011 •• 9245 ., 8 105
"' 11 :1\0 " 100160 "' 9210 '" "'" , 11275 , .111 10225 , ., 9 175 , ., 8 12,5 , " 11240 83 10100 0' 0'" '" 8000 , I 1 zo.-; ., 10 1M ., li tO[, .S "'" " 11170 " 10120 00 9070 '" .". , 1Iiati ' ., 1001)5 ., 003S • 7985 '0 11100 ., ,- '''' 0000 '" 795(1
.S 11 06.'> ., 100111 ., ,- ., 791.!>
" 11 030 SO OOSO '0' "'" ". , ... ., 10005 , 9945 ., ""
., 7&U
" ,- " 0000 "n ''''''' 11 7 7810 ., "'''S • 98711 ., 6825 • 7775 n ' OSOO " '"0 ,"" 8700 '" 7740 ., """ . , OS," •• "" .... 7705
" ' OS» " 9770 , .. "'" IHI 1 7670 • 107M .S "" ., 'os, ., ''''' I " 10700 00 II70C "" ""'" 120 7600
CARoNIlOU! S TIlEL COMPANY
r CARNEC IE BEA.\I SECTIO:iS
I 8- I NCll CoLt)'loINS
Au..oWAnt.E CoNCE:'''T IUC LoADS IN TUOOS.\SDS OF POONDS
t.'n'~Stre.-Clt)' or New York Codo
S<DiDII .... _ n ..... " ""hit. W.~porF_
""'ft CD '"
Ir's"" CB '"
IS"'LlW' CD 181 1S"~1h"
~ --I' I 47 '00 ~ .. n n " .. " , .. ,. , .. , .. , .. --""-; , .. , .. It... It... ------ ------, ." .,. ''''' '" ". ,., ,.. "" '"
,,. , . M 422 "'" '" 321 "" "" ". 22;; ,., , . ., ... '" "" 3 12 "'" '" '" 217 "" • '" "'" '" 328 "" '" '" 214 "" '" , '" "" "" 319 21).1 '" '" "" ." >8.
• .,. "" "n ,." '" '" '" '" ,,. ,., , ." '" 31>4 ,." ,,,
'" ,,.
'" ". '" , .. , '" ". ". '" '" '" , .. 1;0 '" , :1U5 '" "" ,w '" "" '" 176 '" '" '" ,., 3M 332 270 '" 23 1 >S, '" 163 1.'\2
" 378 :1.'\ 1 n , '" , .. '" ,w '" '" '" " '" :14:1 311 '" 2:11 '" 172 1.'\3 '" 1:18 1:1 :161 :'3'" :no ", 222 ,.,
'" ,.,
'" 131
" u.a :128 :102 '" 213 .os '" ", 132 121 15 , .. "'. ~'95 '"
,... '" ><. ". 125 '"
" "'. 312 '" 2 12 '" 'S> 138 ( 122 '" ". " :\21 :10-1 2111 "" >8. 112 ,,. " '" '" 273 10:1 '" '" " 3 11 '" "" , .. '"
,,. '" :102 281 2W
" '" '" '" " '" "" 2-14
'" '" '" '" " ." ,.., ".
" , ... ", '" ,. '" '" '" " '" ,,.
"" " 2M '" "'" " ". '" '''' _ ... ,..., " ... "" n.~ 2U1 IO.tII 1i..05 ,,,. " ... ,,., I .... ia.' Im.4 114M 1$14. 1 131U 1708.1 1117.1 ... , "" 110.0 7118.6 .M .... 1.7\1 7 .• 8 774 , ... , ... '" U> 7.48 , ... '" I .... p,,' '" , nu !14 7 ~ .. D.' 1'1.4 49.0 Q' ." "., ...... iII. .~ ' .D U I .... ,." ... , 1.,0 , ... 'M U>
WoidI' --------------.
u..~ , .. ~ .. a n " .. " " .. .'00"-!W. J.-I nI .... 'OO" .... f~t rata 01 1/1 DOl on< 1:0. lor both maio. &Del .....wry_bert.
...
CARNEG I E BEAM SECTION S
CARXEG IE BEA.M SECTION8--Continucd
16-TNCII CoL UMNS
ALLOWABl.t! CoNCESTI\lC LoADS IN THOUSAN08 OF POUNDS
Unit Stress-City of Nc,,' York Cooo
NO<I'Ilml DoJ>th.....d ...... Width-Weichl po1' Fom --_. . FJredivo CB 1M CB 1&4 CB 163 CB 182 CB lSI ~ 18"114" 11i"112" 1Ii".S"I' 18",,"" 16".6"
ill ~eet rn 107 100 ~ 83 76 68 63 I 68 "50' 4~~ 40 as :IS tbl. I ... I I'" tbl. I'" tbl. I'" I". .... tbl. I". n.. Jbl. I... Ibl.
--,- "~ 4~1 ;~ 4U,,1 384 -351 312 2~ "" !~2 I ~. 195 182 I, ',".' 158 '}. [,2" 488 457 ,10 37 :Hr. 303 281 259 2 I ii).: IS!> 176 1[,1 3 5 1 481 45() 401 37 3:18 2% 27' 2:;1 2 1 1\)1 181 10\) 1571 145 4 50!) 474 4·1:1 39' 30333228720 241 20" 184 174 103 150 138 : =~ ::1 ::::7 :~ :~: ::~I :~ ~: ::7 ::' :: ::: ::m31 :~: 1 4~ 4 '1 422 371 342 312 262 24~ 223 18 I 153 145 I~ 11 8 8 477' 414 415 36!~~3 ;J.3. 300 253 231 210 !~74 I" 14~ 13S 121 ILL 9 40?J 43(" 408 3f 32 300 24,-, Z2 2010 I 14 13 132 11·1 105
LO 46~1 429 401 34 32 1 293, 2:.l~7 21 20 1 1M' 14 13 126, 1071 98
1 I ~~ 42 1 3D4 34 314 287 2 211 194 151 13 12 120 l ou! 92 12 H I ~I 387 333 307 280 '}. 20 187 143 12 II 114 \).,1 85 13~:V 380 32- 300 27-1 2 1 100 180 135 121 III 107 s6l 78 14 ~;o;, 3 373 31 2I):j 2f\7 204 ~~ 173 128 114 104 10 1
:: ::1:: ::' ~ ~~ :~.~ ::7 :7 :;'::j :::1 97 D.; 17 '1m 37 352 295 27 2·18 17 16' 151
: ~ ~~ ~6!). ~~~ ~~ gg. ~J; :~2 It m. 20 381 354 331 j 27~ 251 229 15-1 14 130
2 I 37 34 324 26,\ 24 222 22 361 33 317 2:;8' 237 :l16
30 301 270 261
it 357 ~~ 310 250 23 2~W
~ ;ij:ll ~~ : 1' :;l: ~~3 ~; 32 2 ~H" 34 "6 '}. 233
• I --'--' Area,i .... 33.82' 31 oM 2941 211 46 2U~22.34 20-00 IBM 11 (l(I 14 1 13112 M 11 i~ II 1i"iO":i ---~~-- - ~ " ""1,ill.· IMS.61.537.)II!JU "l<j:"":Jlll5l.3m.71149 "MOM 59/10523.852164;51435.5 no,. ill. 702 e" 11111 e 94 e 92 '-811 UO e 17 6.76 6.73 6.11 1.44 1.68 U2 U O I .... iu .• 42U3~tJ3M}I " 23002104111111 8\.3 i 46 68.038.2 34.0 2U 29.8 19.1 17..5 '~, 3.56 3.5<1 U,"'3 1' 2~ 294 292 ~I~ 2-00 1.61 \,60 1.5\ U,II I I .3 1 1M
Ll& po1' 115 U)1 100 VO 83 i6 68 G3 ~ ~ U 43 40 38 :IS ,-
,.,
CAH.NEO I E STEEL CO~\PANY
CARXEG IE IlEA?>1 SECT IOXS-Contillucd
14-It.'cll CoLUMNS
AI.LO\\'AIII,~: CoNCF:NTI\lC LO.ID8 IN TIIOUSA ... ·DS or POUXDS
uul~ Sll'eII8-Clty "I Now Y"rk CQde
:-;""'; .... Depth -' .1_ \\'idlh-\\'.,;p~ pol' .'00\
EllotCin CB t~6 t~"d5" I ... tI(Itb _ iD~'!IO:t ~ 2!1S '" mT '" I ~. ~ n. '" '" It.. lbo. , ... , ... , ... , .. , ... , .. 1~1---2-t.. -- ---
I 'll. 1371 132.1 1277 1231 "M 1138 """ 1045 '"'' ., 1399 135:\ 1307 1261 121 5 t 161) 1 t23 1077 1031 '''' , 13S1 1:i:J5 """ 12 .... t Hl9 115 1 1108 1003 1017 1)72 , 1362 1318 IZ73 IZ2!J 11 8:1 1138 "m "''' "'" 'M> , 1311 '""" 1256 1211 1167 I tZ3 1079 U,,, """ 1)·1(1 , 1326 1282 1239 110.; 1151 1107 "'M '''''' 976 ,eo , 130$ 126[, 1221 1178 1135 1092 "''' "m '" '" , ''''' t2H 12(H 1161 1119 1076 ''''' "" '" "'" , 127 1 1229 1187 1i45 IIQ:\ "'" lOll) on 935 893
'" 1253 1212 1170 1128 1087 104" U," '" '" ,.,
" 123" IUH 115.1 1112 1071 "'''' '" '" 00' ." " 1217 1176 11:\6 ''''' 1055 1015 '" '" ,,.
"" '" 11(1<) 115') 1111) 1079 "'" "" 'M> '" 8S0 '" .. ' ''' 1 141 1102 1002 1023 '" '" 001i "'" '" " 1162 1123 "''' 1().l5 100. "" '''' 0" 852 ,,. " 114·1 "'" '"" urn '" '" 911i 876 "" '''' " 1126 '''' 105 1 1012 975 937 ". ,O' 825 787 .. 1108 1071 103·j ". '" '" '" ,<S '" 774
" IOSI) 105:3 1016 079 94:1 "'" 'N "" 797 76\ ,~ 1071 1005 ''''' "'" '" '" 'M '" '" '" " ''''' '"00 "" 11211 '" "'" 825 '''" ". '" 21 ""' '" 93 1 ". ." '''' "" 762 '''' 695
'" "", 02<J '"' "" '''' '" ". 733 '" "" " 926 0" ." '" '9<J n, ". "" 673 ,., " '" "" ''" 797 767 '" ". '" M6 '" " "" 823 71)4 7M 735 ". 676 ... , '" 589
" '>0 '" ,&, '" '"' ." 647 '" '" 56:1 :lIl ,., 75:1 '" 61)7 '" '" on MG '" 5:17 :!S 74-1 '" '" '" 639 613 '" "" '" 510
'" '" 682 M' '" "" ", '" i>32 "" .'"
><,
r
L
CAW,N IW I I! UEAM S e CT I ONS
CARXEGlE BEA:-.t SECTIO~S--Continucd
ALLOWAIILl'l ClNCl'lNTtIIC l.OADS IN TIIOC8 0ll>S OF P OUN08
UnIt S~Clty or Ne ... York COOo
nI.mt
~.: .. ,~ , .. , .. - ----,
'" ""'. , 939 S!!] , '" M,I
• ... SO" , "'" ." , '80 .. , , 870 11.13 • "'" '" 9 '" SO"
'" 8.:18 '" " 826 785
" 81:l 773
" '"' '" " ". 7411
" 7if> 7:n
" '" 725
" '''' 7 13
" 7:11 'oo " 7'lr. ,,. " '" U~7
" ." n~
" 00 ' 6~8 ,. ". "'" " '" , .. '" , .. '" " ... "" " '" "" 36 a l O 'SO
" '" "" <0 -159 "'" -A,",iL' ~" " ... 1,.",Ia.· .... "'" . o-t ..... ." U1 I .... ill.' 11;0.3 " ... ~~~ ' .00
"'.l .... ~ .. ,. ,-
S_ MI Oopd. ud .~ " -odllo- Wfi&I>l por .'00/,
C'B 14$ 14"dV' ,. ,. '" , .. 11& 11& , .. , .. 1;5 I IU
----
"'" til;, .00 '" 673 .. , ." 7!i6 '"0 "" 836 701 7Ir. "" '" 1'2.~ , .. 7:1" '00 .., 8 13 , .. 725 OS, "" ." 7.~8 715 '" ". ''''' '" 701 "" 'OS 7711 7:16 '" 65:! "'" '" 726 OS, .. , "'" , .. '" '" 632 , .. 74<1 ", .. W., ", ", 7:13 nUl 65:l (11 :1 57:1 721 682 6 13 "'" ... 71 11 '" 0:12 (1)3 5M
'''' "'" 622 , .. ". '" 6 -11) ." '" 1i36
'" 0:18 "" ... 1>27 "'. '" ,,1)1 ". 5 18 O.~:I '" '" '" ~, .. , ... :: , 535 "'" ,os '" 515 482 Ml~. "" !,2\l .,. ... '" '" "'" '" 445 Mil '" '88 ." '" ,,. ." .os 438 '00
"" . " "4 • <0' 38'
'" ,,1)3 ". "" 372 4,,8 '" '00 3'!J 354
'" ". '" "" ". ~~ .. ",
.w U &147 t8~ U..IoSi ~IU 1 2lli17 Im$ H9U I UI Ut 1.31 us
1113.' 111.1 15U 7011.0 us U7 , U, 3.1M
..,. "' .. , ... ,----
, ..
,. m ,. , .. , .. , .. 627
1
608 , .. 618 599 '" 610 WI "" 601 582 '" 593 on .. , , .. I
"''' ..,
1;76 MXl 1h13
'" 548 '" MO '" '" "" "" "'" 542 422 ,OJ 5:13 5 13 '" (,24 "'" , .. 5 16 4U6 '" "" '" '" .'" 4.1) '" .'" "" 41i3
'" ", .... 47:1 453 U8 .'" .. , .., H8 428 '" '" "0 '" .J< '" ", '" '" , .. ,SO '" "" ,., 342 "" , .. '" '" ,,.
"" "" 312 '" ---3~.;o u.n ,.." 1S30.4 ,,,U 1402.1 U, , .. 1.18 .... M" ..... , ... '.n , ...
, '"
'" , .. '" '" '" '" "" .. , .00
'" 476 .. , '" 41'>3 «. "'" ."
.,. '" <0, 402
'" , .. :106 351
"" '" '" ,,, 278 ... "., 1215.11 $. It
510.& ,.so
'"
1
, " • ,
" " " '" " " 22 .. " 2!i
'" " " '" "
CARNEOIE STEE L OOMPANY
CAHXEGIE BEA~t SECTlOXS-Continucd
I4-I:,clI CoLU)JXS
ALwWADLE Co:'CEXTIUC LoA[)S IX TIIOI]SAX[)S OF POUNDS
ell 145 l4"xl2"
, ~ ,--
t:nlt Sln'SS-Clty or New York Code
"'"
'" '" '" 170
'" '" 15\ 141> 1311
'"
~2 39 38 3G 33 30 n •. , It.. lbo., It.. , Ibo. It..
1;;G~~~~ 184 171 100 15S 145 17'" I " 160 152 13D 17\1 15 153' 146 134 16"'j 1 . 147141 I2iI
15s114~ loll 13!> 124 liB 14 13~ 121:1 lib 144 134 12 123 113 13812 121 II!> 108-131
1
122 11 112 102
124 116 1 1001 D,
ll,l:ri: I~ 1~ ~~ 10 117 8~ 8" 81 D 91 I 8.1 76
136
'''' '" '" '" "" 102
" "
•
CARN E O I !; seAM S ECT IONS
CARXBGlE BEAM SECTIOXS-Continucd
12-lscu Cor..lJlI NS
A lLOWAOt.E CoSCItNTIIIC Lo"08 I N T IIOUII.\NDS 0,. POUNDS
Uolt 81..--Ctty of No ... York Code
N...t.I ~..:I"- lIIo-odc.lo- W.;p1 per r""" ,,-" -----
CD 127 12"'. W' CD •• 12"',14" CB 12l 12"112'" ...... -I .. h_1 Z30 , 220 210 I :tOO I'. 110 1':0 160 ~ , .. ". 'm '" It.. LbI.. II-. It... U.. It.. It.. l!oJ. lbe. , .. , .. , .. , .. --- --------- - -- ---- -f---
I 1061 1021 1 DH g28 881 S35 788 742 GOO '" .. , 555 "'" 2 1002 1000 060 014 !i6D 823 777 73 1 6116 "'" '" M.' "'" 3 10:17 001 016 001 &6 810 760.5 721 676 ,,. "" b35 ." • 102 1 on ." '" ... 'i{l!l 'M " . "'" 11 13 ,." b26 4 8.2 , "''''' .," '" '" "" . ., '" "'" "'" "" "" '" 47<l , '" , .. '(H '" '" 774 ,:ll '" .. , "'" M' 300 .. , ,
'" U:I:I '" /I-III "" 762 '" 678 '" '" '" 407 '" , '" '" an "" "" '" 708 '0; '" '0; 527 457 «, • '" ~H "" '" "" 737 '" '" '" 3M '" 47. 438
'" "'. '" ... &0, '" '" '" '" "" 54 1 "'" .., "'" " OHi '" '" 70.~ 755 '" 117:! , .. '" ", 4j).~ '" '" " "" ... '" '" ", ",. ." '" '" 1121 . " ... 4 1:.1 ,., , .. ' " ." '" 730 OS, ''''' 6 13 67f. 300 .,. .30 ,m " ". '" 703 7 /11i m '" 6;\1} '''' '" ... '" "" aOIi If. 8.'.4 '" no '" ". , .. 1\21 '" '" , .. ". m '" " '30 '" 765 7211 "''' M' '" OS , M5 4 75 '" .., 377
" ~I '" ;0, 71,. 1179 ". ... '" '" ... 432 .00 .08
" 773 m '''' 000 '" ,OS 55G 525 452 '" .00 "" '" '"' ;0, ". '" 61'>,1 '" '" 38' m '" ". . ., ." '" no '" '" '" '" "" 570 '" "" ""
.,. '" '"
" 748 7 111 '" 64~ '" 1i78 rl"47 '" ... "" 379 '" ". ,.. '" os, "" 62 1 I r.oo "" ". .., .. , ". ." '" .0; .. ,S; '" ". r.1I5 '" "" r.o l •• 3 .. , "'" ... :1 13 289
" '0; '" "" .", 0<, "" 478 '" ." ." '" Z!l3 272 30 ,,. "" ,
l'>70 M2 "'I''' "Sf> , .,. ... ". "" 274 254
" "" ,." M2 f>U 4119 4.1io!1 ." .OS "" .. '" "" ,,. 11111 464 432 "" . " ... .. "" '" ... 01112 439 .w7 , .. '" . .. -Ami';".' 67.64 IUO , lUI ~U2 SUS " .. 10.00 H.08 u_n 41.18 3UI 35.28 Jut
----1 .... iL. 1461.1114'" 1I9U 1$112iU I flS.IIUI2A IH7..5 11123 t34A U'IIA 85' .1 USA . .... i.. 4.65 4-70 W 4.80 UII 4.110 ' UI .. ~ 1m 4 76 u.s 4.115 , UlIJ I ......... M.U nu IU.' 11011.1 7'7,8 702.4 t6U 133.0 100.1 312.4 ~.4 :au :sou -;;l I.1t I!:!. J.7' ~ ..!!.!....t 1.14 i us ~I 1.011 3.01 : 1.01 j 1.01 ~ Lt....... DO no 210 200 lao ISO 170 1110 156 140 130 120 110 ,~ . S.1ood nI_'OO" ... for .. ~ 011/ . l1(li, _ 120. for bodI ....... aDd IKIDDCbry _bon.
_J '"
L..-.-_ _____ ~
r CARNEG i e STEf l COi\\PANY
CARXECI I~ I3E.\.\1 8ECTIOXS-Conlinued
12-lscli CoLUliSS
Au.ow.\uu: CoSC£STRIC i..oADS IS" Tuous.\.sos OF POUNDS
l;nlt Streu-Clty or Xt'W YOrll: Cod ..
s.-..t llopUo &lid .,_ " -Mlth- weip,1 per f_
Ee'edi" CR," Ir~IO'" cs,n Ir.r cs,~ tr •• '," (.'8121
~~ It" ... '
, .. " " " .. .. " " " " ~ u , ... , ... , ... It.. _I~~ , ... , ... , ... , ... , ... , ... -- - --- ----
.00 '" all;.! 34J'j "" "" , .. '" '" I-If, 12. '" " '''' "" :n. 3311 223 "'" 178 '" "s "" j ••••
"" , "" "" "'" 33 1 '" to:. '" 1.'>2 H:.! 136 '" '" • "" 301 367 32:1 210 '" '" '" 13. ",0 '" " , ." Jb:.! !HIl 3 16 "" "" '" '" 131 125 '''' "
" .. , 372 '" '''' '" '" la8 135 12:; 120 '" '" , "" :163 33 1 ""' '" 172 143 '" '" 115 "" " , 311~ :1:; .. :124 "" 18,., '" '" 124 '" '''' " " , 3711 :IU 3 15 ,'" '" '" '" '" ws , .. " " w ." 335 "'" 27\1 173 1M ]:18 '" I O'J " " 7:01
" 357 326 :lUll 272 "" "0 , .. '" '" .. " " 12 317 :U6 ~'UI) 264 "" ". '" '" " " .. " 1;1 3:«1 3U7 282 257 '" 138 122 9f, 86 " 7:'1 " " :J20 ~, 273 2411 '" 133 '" " " " " " :uo ::lSI! ::1M :!l2 IU '" 112 " " .. " 300 270 257 23.~ 135 '" '" " 211:' :no 248 :127 ". '" 102
" 2 ...... "" ", ,'" 123 110 ., " 271 2~1 2J2 2\ ~I '" '"' 112
'" 2111 242 2:!:J 205
" "" ~" I '" '" " 2~3 n:J 200 '00
'" "" 2H HIll "'" " 2().1 1(10 176 ,,-." "" A .... ia.· J9U zt.., ... n ... lUll " ... 11.,1 ,,,. .... . .. '" '1.31
I ..... ... • ... , .,,, 5111U 5,0 .• • <XU ". . SlU "" "'., ." 213.4 '0' """,,". . ~ ... • a ... '" 5.1. 511 511 .... 5.12 UO . .. l .... i • . • I"", 155.1 IHO "" 57.6 .'" IU a .• no n" IOU 'U ~ .. ,-" 211 ... '"
,. U7 ,.a .... ,a u. ..., U,
W.I ..... ~ r~
, .. " " " .. .. " ~ n ~ a
SoI,,1.-I nJ .... aI:ioft ..... ot ral;"<1 I .... 10...,. 120, lot boIlo __ aDd -...dar_bon.
CARNEGIE 81!AM SECTIONS
CAn.~EG IE UEA:\1 SECTIOXS-Continued
100LsCli COLUM:<;'S
ALLOw"U!,}: Co:<;'CE:<;'Tll1C Lo,\I)S 1:<;' TIIOUSASDS 0' POUSDS
l"nl~ $trHII_ Clt)· or Xc",' Yorl. Code
S~ o..pch ~ .~ lIidlh-WoiPt ~ .'"", .)( ..... " (:8 106 11)">12'" C .. ~ IO"~IO'" CB '00 10"'<9" '-" I. hot ,~ 1: 1 124 '" '00 1 '00 n .. " " a .. .. , ... , ... Uo. , ... , ... Uo. ,,.. ,,.. no. , ... no. ,,..
:- --~--, ." .w iHI ~37 "" . ., 42·1 387 35:> '" '" '" '" , .'" 600 .. , ~27 4!11 '" 415 37S '" ". 282 2" 220 , 62:> M!l ~·I 5UI .~ ." .00 370 340 "" 275 '" '" • 611 6 70 '" "'" 474 4:1\) '" "" :132 30Z "" '" ''''' , ~" "" "" 200 ... '" 387 353 32:> ''''' 200 232 "" • '" Mil ,., ." 457 42-1 :178 3·15 317 ,SO '" 226 '" , ,w '" '" 4S 1 HII '" 369 ;1:\7 ' 300 2S2 ". 220 '" , "" 1\;17 "" 472 4111 4U8 36U :12~ '" 275 '" 213 '" , (;.'\8 5~'6 4H·1 <II}:! 4:1:! .~, 351 32U "" 2G8 2:11 ""
,., '" '" 'w 48,1 4 5·1 423 ~1I2 342 312 287 262 22·1 201 In
" 5:1$ "" 474 · ... 5 '" '" 3a3 "" 279 255 2Hl '" 172
" .~21 4111 465 4 :15 "" :177 321 :roli 271 248 2011 '" '" " f, I :1 .. , 4 M, 4 26 :l\.I7 :1011 :1I 1i 2116 264 241 "" '" '" .. 5U2 47:1 ·I P·, '117 :~811 :10 1 '00 278 "" 234 Hili 175 '" " "'0 46:1 435 ·108 "" 35:1 :ttli 270 249 228 18i '" l lil
" '" '" 42." 30'1 3~'> '- a·,f, '" "" 2.u '" ' 80 ,., 145 H '" 442 41.~ 31;9 :10:. :IJII :t7i1 253 234 214 173 ,.-", '" " 457 4;11 4(),; 3);() :11:><, 3:LU ~'69 2-45 226 207 '" '''' 13r.
" 415 421 :mr. :J71 :116 :122 "" 2:10 Zl iI "" '" J.I-I 1:!'9 20 ~3·1 '" 3g.'; "" :1311 314 251 228 2 11 '" 1.'>1 138 124
" ." '00 '" :Jr.z 329 :I()(l 2-12 '20 "" 187 '" '" '" 22 UZ 3S!1 "" 3~:I 321 ~~)\j ~:I 211 ,,. ,., 'o--" Il:!
'" .00 378 31i.'> "" :112 ~'91 22-1 '''" '" 173
" 3~9 "" :1-10 32:. :10·1 2~1 21[. HH , .. '" -15 :118 '" '" '" "" 27li '"' '" "" " "" :U1 '''' "" ' 287 "" " ". ". '" "" 27~ ;!",g
" 344 '" "" '" 2iu ", ,. 33:1 :11(, '" 279 '" '" " :122 '" 2M! '" 253 "" A ..... i •. • 4111 "" ..... :H,ll 11,;' " ... u.. 24.1'0 ~.M "''' >OM 11.41 lUI
1 .... la.' .,U .. , "'. "" ~U 51,H .. , ... ,,8> ,." .... ." "' . r",. , •. U . , . ... 4.07 414 ••• ••• . .. 413 U I '.00 ." .,. 1 .... 1" .• 1911 XU 11M U91 3107 "" IG31 152.0 112.1 'M' ,>.0 ;O~ '" ' .... 'a. ... . .. ". a,1I 3.13 ~. 16 '''' 2,48 '" 'M 2.11 '" ! .n -1--' --, W"",,,I
1.1 •. pet , .. ' U '" '" '''' ' 00 t2 81 7i " ~ ... .. _~'<XJt
Sa/~ Iood yoJ_ obon .... 'or .. 1101 oil '1101 eye, 120. for boih ...... " ~ ~ _IIIbo ...
'"
CARNEOI E STEEL COMPANY
CAllXECI E BEA.M SECTIO:s'S-Continucd
10 ""SO !).iscli COLUMSS
AU.oW,,"OLI: CoSCE:oITRIC Lo.\08 IY TUOUSASDS OF POUSDS
Unit Rtl"OS!l-Clty or :"'0'" \'ork Codo
S .... Ooptt. 0Id.~ 1\-011.10-1".1 JW FOOl
EIft1" ... CB 102 10"'st" L CB 101 10"'s&" CBQ r ... C8ft r .• • ... · .... " --_. i. ho·t "
,. " .. • D " ~ " I " M " " , .. n •. '" '" '" '" '" '" It.. It.. '" '" '" ------ ------,
'" '" '" ,,. ", "" " '" '" 171'. '" '" , 13:! , .s. 1 '>9 '" '" '" "" "' '" '" 170 '" '" 12. ,
'''' IIU '" ". "" ,.
" ''0 '''' '''' '" , .. , ~ , IN 1,,0 '''' I:lI , .. o:! " ." '" "" 1-103 131 ", , '" '" ". ", '"' 88 80 "'" 170 '" 138 '" 11-1 , '" ''0 121 "0 or. " " 105 174 " .. ,,,
'" '''' , '" 13,\ '" '"' "'
., .;1 '''' "0 '''' 127 ", '"' , '''' ,.W 113 "'" 80 " " '" '" '" 122 ", ''''' , '" 12,\ "'" 0.' "
... .. M 170 '" '" '" "" 00
'" '" "0 '" 00 " " "' 174 '''' '" ,,, '"' "'
" 132 11~ "" .,
" " " "'" '" 133 "" 00 " " '" "0 " '" " I " M '" '" '''' '00 "' " " 120 '''' M " M '-'; 1 '" '" '" 125 Dr. " " " III "" '" " '" ~, '" 137 I'll so " 7:1 1[, '"' " " '" ,,,
'" .. " on
" "" 00 "/ '" '" ", '" " " ,. " " 138 123 WS
" 80 " 13;1 '" "" " '" '" I ,,>0
'" 122 '" 00
" '" , .. " " '" ''''' " A .... ia .. ,,-" " ... 0,11 U2 17.," e.ie '" 14,11 'U, 11.1 i ,,~ .... .... I ..... 'D.' , ... me 1$3.4 ,., 13$.1 112
2.2 10 .... 2Z1.1 IIIU liM loU.4
1
141U l:e.o ""1,' •. , .. • m ." u • 4.21 4.u 418 , .. 3.$3 3.11 1.89 1.81 3.&1 I .... ;".' '" ••• '" '" 15.1 13.1 ". ". loU Sl.1 ,... "'.0 21..5 ~.~ 1.11 '" ". 1.45 I,U I.U ". ". 2.28 2.28 1.& 1 LeO , 10M ------ -- .
1"""' 1 I .... ~ ., " " .. " D n u " ~ ~ H ~
,~
W.1OIOd .... _ ~ ... l'if rMioI 011 r _ Oft< 120. Ie.- boch _ 0Id...........,. __ ....
,,.
l
C ARNeO I " neAM s eCT I O NS
CARXEGIE BEA:\I SECTI OXS-Coneluded
8- l sell CoI.UlolS8
ALLOWAIU . .E CoSCE:O'fUC LoAM IN TH008ANOS OF P OUSOS
Unlt St~ClIy of !\C'II' York Code
::-::=:..-___ :,~-~.~.c' _~ &Del FI_ "'-od~Weichl per F_ EI.,etj~ CB S3 '''IS'' t."B8:! r'.-G','" ~,- I ~~ -_. ~ ~ ~ n M • " U 4% M 31 ~ n ~
lia. It.. 11. It.. It.. It.. it.. it.. lbo. It.. ibo. It.. It.. it.. ------- -----.0-- ----
1 413 386 3118 2 403 376 310 3 393 366 340 " .183 357 :1:11 6 372 3 47 322
" , , " '" " \ 2
'" " "
362 3.17 362 3211 342 3 18 3:11 :J()II 321 200
31 1 2!\1l 3U1 21!1! 2<.10 27() 200 260 270 26 1
260 24 1 2-4 9 2:11 2:19 222 229 212
211,11"" 208 103
3.10 :J03 276 247 I 220 192 lIN 142 136 123 11)9 3:t2 ~'U5 :.'68 2,1 1 2 14 U;7 160 138 132 119 100 :U4 2li7 :.ttl l 23r. 208 182 156 134 127 Ill'> 102 3()5 280 2:>4 :?'!8 2()3 177 1Ml 130 123 110 98 ~NJ7 272 247 222 t 97 172 147 127 118 t OO 95
288 26·\ 2110 21>0 272 2.11.1 26:1 2-\ 1 266 233
2.16 221; 2311 2111 2:\() :!l0 221 ~'O2 213 1\1(;
2M 187 1116 1711 ISS \7 1 179 164
on I 1r>6 163 148
:MO 215 ~2 200 2211 202 2 18 HI(} 2 11 100
204 18.1 1117 177 1110 170 18;1 164 176 1(.7
169 Ir. J 162 1 \-1 16:, 1:18 147 132 140 12:>
'" "" "'. 174
'" ." 157 1/;1 14 .~ 139
1:14
'" '" '" '"
167
'" '" 1r,2
'" ,., '" 1:11
'" '" '" '" "" '" oo
'" 138
'" 130 1211
121
'" '" '" ",. ,. •• 00 ,. "
.n '" '" '" '" ... ' 00 00
" " " " " " '"
'" "'. H" '00 ,. .. " " " " "
102 9 1 98 87 94 83
00 '" 86 76
" I " ~! I g~ .., " 6 1 r,4
28.4~!4,7_', ZUl un IU~ 17.83 133; 14.10 11.34 10.48 o.m UI 7.V3 71111 ._----.--1 .... iL' HJ.: W.& :mI.$ 2t5.P 28U 1l7'! ... ~.... 3.&1' 3.81 l.77 1,,4 UO I U7 I .... ill.' 124,4 IlU IGU AU 88.1 77.1 1H, ill. 2.l1 ,~ 214 U2 2.1 1 U'"
" .. "
'"
" • , • , , • " " " 1:1
" " " " " "
CA R.NEO I E STEEl. COMPANY
ST.\XD.\RD :'<IILL SECTIOXS
AI.LOWAJU,~ CoSo;STIIIC 1.0.\1)8 I S TIIO(;SASDS OJ' P OUNDS
... 11"05).("
2l :1 IlL lbo.
112 {II
'''' 00 100 s. .. 03 III 80 76
8~ 71 78 67 7l 6:! 67 I 1>8
" I :;';1 ·1'1
!,)nit Strou--C'hy of :-';c .. · York Codo
Somi ..... Depth ... 1 fl_ Widlh- Wrilbl per .·oot
.,. ". 8".," 11 3'\ 11 3 112 III 8"d" 6".6" 6".6" ~".v' 4"14"
" , .. " , .. 3r1 , .. I U 32.8 27-S lbo. lilt. IlL
2l n-s 20 lat It.. It.. It.. It.. ------~ ..
" ,. " ,.
.. .. it
" "
17 1 Ir,& 148 100 I~I U-I 161 147 139 1!J6 142 1:11\ 151 138 131
121 11 3 102 00 I~'O 109 98 87 115 104 94 83 110 100 69 110 II~ 00 sa 76
69 60 1 16 1a:J 127 100 9 1 63 1">6 III I~'I.I 12:1 00 87 58 bI 1:\6 1:!4 118 9 1 83 53 47 1:\1 120 1 1·1 I!(I 79 48 4J 126 11 6 110 6 1 74
III 7:1
" 69 7:, M 6f! 62 &to 1>8
120 111 100 76 70 II:; 100 102 7'.l 66 110 IO~ 07 67 6 1 100 97 0:1 62 [,7 100 93 89
05 88 I 8~, 00 84 8 1 83 79 7(1
7:l
61 M 67 6 1 [,3 , 48
" " " '" .. .. , "
'" ".
Am.ia.' 7.3-1 6.17 1.17 5.29 11.00 10.00 8.60 8.08 7.33 UI US 1.47 U9
12o.s 115.1 112J UI Hll Ul 3U »1 3U U3 ].87 l.e0
'"
4U 41.0 41.0 33.8 23.8 ]0.7 U7 2..u 2.n 1.$7 2.os 1.64 18.0 lU 11.2 11.4 7.8 3.11 1.41 1.43 U6 U8 ~I.!!.
-:: 1~1 22.s !O I JU _ 13.8
CA I{ Nt;O I IO S TE I: L CO MPANY
Aw.ow.ulU: UNIT STUF.ssE8 IN POUNDS I 'ER SQUARE I NCH
by Compreuion Formula o(
Chicago Building L!l.w: IllOOO-iO r
The rollowing tablCl! give the unit stresses ror ratio! or 1 rill IIIter. Vll.Ill of Ii 10. lntcnncdiate values may be round by interpol9.lion rrom the figureH given ror the teuth uniu or I/ r by ndding or deduct· ing rronl the nearest tabulated figure the corrCllponding multiple.
E~"p~lI: : I,;nlt 11.-- tor 1/r-3S.2a.nd I T' 112./0 1,,_ 3S.2 133M +21 or 13340-14 = 13326
I r _ II:l.S 8090 +1" or St2jj.-:lI = SI05
~IA I :" ~n;~lIn;nS_lbIJoo: of I / r UI) to I~
Sy'CQXO,\I I" :'1 ~;'I IH;m\-n .. ILOfI ot I r UI) 10 1[;0
lal~ S~ 11);11. RoI' I UDiI I Dill Rot' I UDII Dill. Ro" I I:WI~ "'. ~~ . 10, 81 .... tlO'St..- I. lJr roo..bdo 0,10 JJr I'wbdo 0.10 I, r Poo.mdt 0.10 II . l'oundf 0.10
:l7 .f, 13376 ., ""'" 62,5 11625
" "". ., 1246.5 "' """ ., 133M " 12430 ., 115M
'" 13270 ., 12395 " 11520
'"""'" ., 1:12M> 52 12360 .:. 11485 .. '"'''' ., 12325 '" " ... 28.5714000 , 131M '" .,"'" .5 1141[, .. 13130 ., 12255 '" 1138(1
'" 139iO . , "'''' " 12220 ., 1134:'
" 139M " "')00 ., 121S:; .. 11310
'" ""'" ,
'''''' " 12100 ., 1127[, ., 13b&!> " '''''''' , 1211" " 112W
" 1:1830 , ., '''''' ,
" "'". , , 1120:0 , ., 13795 " I2'J20 ., '''"' " 11176
" 13700 ., IUS:; 5i 12010 ., 11135
" 1372:. " """ ., 1197" .. 11100
'" """" ., 128 1[, " 11940 ., '''GO ., ''''' " 12780 ., 1l00J " ""'" " 1:1620 ., 127"5 " 11870 , H"'" ., '''SO " 12710 ., 11835 .2 ,-"
,,,., ., 126711 00 " ... .5 1092.5 ., 13515 .. 12640 ., 1171}5 .:1 10800 36 13480 ., 12005 .. "'30 .:. IOSM ., ]3"4.'> .. ",m ., 11695 " 10820
" 13"10 I", ., 1 :If>3.S " ""'" .5 10785 .6 113376 """ ., 11625 " "'".
'"
CARNEO I Il BEAM SECT I ONS
Au.oWAULE UNIT STfl£88ES IN P OUNDS PElt SQUAIl£ I NC"
by C<lmprcSIIion Fonnula of
Chicago Building Law; 16000-70 + )IAIN :\1 E:'IIIlERS-RatiOll of 1/1' up to 120
SECONDARY :\I E:'IIDERS- RatiOll or I / r up to 150
R ...... , ' UIOi\ ~. ~l;i "". ...... u.,
N. .... , Uail IX·. ,- 0.10 IJr C '- s_ , , ....... ... ", ....... ... '" , .... 0.10 ---- ------
" ""'" " "'" ,os , ... '" """ ~ 10716 ., "''' ., 7915 ., M"
" "' ... 00 " .. '" "'. '" .... "
, .... " " .. " "" ., "'''
" 106 10 " 9210 '" 7810 '" "'''' " 10.$711 ., 0 17.5 ., 77711 " .m
" IO.$oW " " .. '" 7140 '" "' .. " "' ..... ., "OS ., "OS ., 6305
" iOHO '" 0070 '''' 7670 '" 6210
" 1043.5 ., "'30 ., "" ., "'" .. "' ... '''' 0000 '''' , ... , .. '''''' .5 10366 I ., ", .. ., nM ., " .. " "''''' "" so,. '" os,. '" 6 130 ., "''''' " "'" " 7405 ., "'" " 10260 "" '800 '" "., '"
.,., •• 10226 " '''' " '''' ., .,,,
'" 10 100 ,., "'" '" "'" '" """ .5 10155 " an, " '''' ., "'" .. 101 20 "'. "'" '" "'" '" "'" ~ "",., ........ • "" ., "'" " ", ..... , 'OS '600 ,
'" ''''' , '" "'" , .5 100111 • .. " • 7216 • '''' 86 .... '00 """ 126 "SO , .. 11780
• "''' • "" " 7145 ., 5145
" ",. ,., "'" '" 7110 '" 6110
~ 9815 • 8HII ~ 70i5 ~ '''' 55 "". ,OS .... 128 , ... .. , .... • .... ., "OS ., ''''' • """ " 9770 '00 8.1;0 '''' 0070 '" 5570
• "'''' " "'" • "''' • "" 00 """ '''' .... '''' 0000 "" .... • ,. ..
" 82M • O!!Go",
" ,.,.
'" .... '" Mao
• 9596 " "'" ., 0795
" "'" '" "eo '" " .. ., '''' " '''' " "'5
" ... " '" 8000 "" '"'' ~ 0455 " .... " ,,,,, ,. 0120 '" .... ,,. " .. •• "''' ., "" " "" '" "'" '" 1 1{150 '" , ...
1.~9
/.
CA RNEOI E S TEEL COM I'ANY
CARNEG IE UEA:\I SECT IONS
18-I NCII C OLl)llNS
ALLOWAULE CO!llCESTIUC LoOADS IS T HOUSANDS OF POUNDS
~I , , , • , " " " " " " " " " " " " " " " " " " " " "
(;u l t S\I'<)IIS-City of ChlclI.go Code
378 3M 324 369 3·I:l 317 36 1 33[; 310 3[;3 328 302 34<1 320 295
336 3 12 288 327 304 281 3 19 2% 273 3 11 288 266 302 281 259
294 273 251 28.'; 265 244 277 2.~i 237 268 249 2W 260 241 222
w, .. , '"
os,
'" 155
IMU 1 .• 5 "' .. ,.
'" 1'-6 142
1MU 1 .• 4
214.7 1.91
261 2-10 223 251 231 214 211 222 200 231 213 198 222 20.1 189
2 12
". ,0< ,« 135
131U n. ~. ,.~
'00
'" '" In ".
"
180 161 155 172 153 148 163 145 140 155 138 132 146 130 126
" .. •
810.0 ,-" '" 'M
,., '" 131 ". '"
.68.5 1.45 ~.,
1.51
" oqu .... i ... h.
CAR.NEOIE BEAM SECT I ONS
CAR~EGlE BEA"I SECTIONS-Continucd
16-lNcfI COLUlI:SS
AlLOWABLE CoNC£~"JUC f...oADS J:S T IIOUSANDS OF POUNDS
Unit Stros&-City of Chicago Code
•
CA R NEO IE STEE L CO .\U'A I,y
CAHNEGIE BEAM SECTIONS--Continucd
14-INcl.I CoLU1INS
ALLOW~I)U: CoNCENTIIIC Lo~1)8 IN TIIOVS~NDS OF POVNI)S
Unit StrOO<!l--Clty or Ch.lcago Code
Somiml Deplh and H_ Widlh Woipl "" f'""t
E4~n .=;;===~;=~~~~~~~CB~'~';'-;"~";'~" ~"=;~~~~,-~~;=;;: ::\1~ w ZII.S Z85 2,5 I ?M 2M 2% :w 225 215 _ ~ lbo. lbo. It.. ~ -", ... ::...+-,'O ... '-..'f-" ... ::...+-'O ... '-'f-" ... ::....
6 1256 1215 1173 113Z 1001 1050 1009 968 926 885 7 1256 12 15 1173 1132 IO!H 1050 1009 008 926 88S 8 1256 12 15 1173 1132 109 1 1050 1009 968 926 885
, 1"'0'"""11-:-1',',",.. 11 7:1 1132 +~'~roill'+i"gw~+'H"""lllt f~"~'·H-l'~'~'-:-~"~ .. i&-10 . <>a :J """TT7li"""""TT2F" " :J b!>U
Il 1235 12 1217 13 11!Xl 14 IISO 15 1162
" " " " '" " " " " '"
IIH 11 26 1108
"" 1071
""" "" '" '" '"
1194 1176 1159 114 1 1I23
""" "'''' 1071
'''''' "'" ''''''' '" '" ." ."
32 853 823 34 816 788 36 780 753 38 I Zi! 7 18 40 ~ 682
4 2 671 647 44 6;« 612 46 5D8 576 48 562 .'>41 50 525 t;OO
11 53 11 36 1119 II00l
"'" "" 1051 1034 1016 ".
'" '" '" '" '"
1112
""" 1079
'"'' ""' "'" 1012
"'" "" '" '" SO,
'" "" '"
1071
'''' 1039 1023 '00' '" D75
'" 943 927
SO, ." ." '" '"
1030 I OU.
"" '" "" 953
'" "', "00
'" 860 'W '" ". 737
'" '" '" '" "" "" 000
'" '" '" 825
'" "" no '00
'" '" '" 00'
'" '" '" .. , '" "" '00
'" '" "" '"
'" '" 680
'" 81>2
"" ." '" 797 ,g.
'" '''' '" ,n ,so
." "'" .. 0
'" ." SO,
'" ". 761
'" no
'" "" '" '" 794 764 735 706 676 647 618 5S11 760 731 703 675 647 618 591 563 726 697 671 644 617 590 563 .'>37 692 664 639 61:1 581 561 536 610
658 631 i--'ocoC'~ i--""'"'+-" •. ""'-I-""'"'_fc"'''''.'-!-'.!''L 623 598 575 551 528 504 481 4.'>7 589 565 543 521 498 475 453 431 555 532 5 11 4!)Q 468 446 426 405 521 499 479 4.~9 438 4 18 398 378 487 465 447 428 408 389 37 1 3.'>2
A .... ,in .. 8~.7(1 1M.7S 83.82 8(1.87 I i7.~ jU9 I ' 2.(M! $9. 1l .~ I,.,. in.' U21.!i 3948.1 3778.1 :J&:)7.8 ~42.4 3290.0 ' 311U 29(\ 1.; 280&.2 ""' 6.48 r ..... in. US &.75 &.71 6.158 &.55 &e! &M &M UI I .... iD.' 15-39.1 1479.4 1420.1 1362.0 1364.2 12-17.1 1190.& 113U 101U
'-?-;:<,-.;-: -, -~-"- --'~c· 'c'-I-·c"'C"'-I--':C·:5C·-I-·C~:~ : I' : : : "M
1024.5 ' .m
215
Saf.I""", .bo" uwor ." .... ,",. ~n~....r .... I>Ot ~'''II 14.000 poundo ))Or «IuaNI , ... b. VoI_ .OO .... IQ .... .is-UKli ... ~ .. I "licit 01"1 / . 1>0' u.-liq 120. VoIu .. belo. Ion. ",,-sac lino " PN*'nl raticlt of II. I>01 .. ««Ii", IMI.
162
CAR.NEO I E BEAM SECT I QNi
CARt ..... EGlE BEAM SECTIOl'fS-Continued
I4-I scli CoLUMSS
ALLOw.\.BLE CoNCESTRIC Lo.\IJS IN TIIOOS.\NDS OF P OUN DS
Unit Stre;s---Clty ot Chlc3.jfO Code
.". --;Q foOl
'" ,~ ' M 175 ' M 'M ,~ ,~ '" ,~
'" -I~ It..-j~ , ... , ... ~ , ... , ... , ... , ... , ... --
, M' il '" 721 '" '" 597 50' '" 5H. \'" 7 844 800 762 m '" "" '" 556 '" S I S '" 8 844 800 762 721. (71) 638 597 '''' 539 ,os 4n
9 '-* SO;l 762 '" 679 6:1S 597 556 539 ~.I.~ 473 10 ,sb ~"""T:;ij n. f ,,' ... 3:- .,. , 630 5ijlJ -m-
" ". ,g, 744 ,., '" 622 582 542 ,n 501 ... " '" no 733 '" "" "" 573 5:13 "" "" 453
'" '00 '" m 682 ,., 50" '''' 524 "" 485 ... .. '" 149 no '" 6:12 593 sa5 '" .,. 477 439
" no "" ''''' "'" 622 5S'1 50' 50' ." '" 432
" '" '" 'SO '" '" '0. "'" ' ''' 479 '" 4 24
" '50 '" ". 638 "" "" 527 ." ·170 453 .., " 137 '" , .. 627 '"' 55·1 '" '" 462 .. , .. , " 725 '" "" '" ,go '" "" 473 "" 4:18 ." " '" ." '" """ '" 535 "'" 465 445 430 395
" ' SO 653 'OS " .. '50 'OS 482 4,18 '" .... 'SO " '" '" 595 "" 529 . " " . m ." :198 366 ,. ". 'W on '" "" ." 44 ~, .... '03 382 '" " '" 'SO '"" '" '" ·151 427 :197 '" '"
,,, " ". 50. ". ." '" 438 '00 "" '" '" 322
" , ... '" ,.,..
'" '" '" 391 363 '" '" '" " '" 50' '" 45.1 "" 399 on 3 '16 325 :119 '" '" '" '" ", '" "00 '" 354 329
~ '" '" " 485 '" ~ .W 385 -wt- 336 :112 -Mi- "" " 4M ". -=--m- ,. '" ;-rn;-
" .. " '" '" ". '" 321 ,." 277 2[,6 256 2'34 .,' "'" '" '''' "" 32:1 "" '" '" '" '" '" " , .. 'OM "''' 323 '00 '" '" "" 222 " .. '''' " 358 '" '" '" '" '" ,." '" "" '" " JJ3 '" -AnIo,in.' ~.~ 57.34 M.U 51.41 48.52 ~" 42.M 3UO "" 36.75 "., 1'""1, in.' ~"'" "'U 2213.5 2071.7 1032.6 1796..8 HIM.7 ISlO.4 IllS .• Wr.t.1 1275.9 "_1. in. W '" '" ." '" W 6.Z4 U l '.M US 6.14 I .... in._ 970.1 QIU "'. 811.(1 1~U 70\l.O "" .... $47.3 nu )10.9 ....... '". 4.0! '.00 , .• 3.07 ••• '.M , ... .. ~ l.77 '.00 U. ----WeiPt
Lbo. "'" ~'ool • '" ,~ 'M m '" '" ,~ ,~ '" ,~
'" • Sofe lo-de .too .... upper ""oSO« I,,~ "-"'t 01 ..... ""I el.-j,,,, 14 ,00(/ POUndo per ",nan. ,,,,,b •
V"II .... hove loft!" .;g .... Ii ... "Pf"OIII rat;"'" II . lIMu~i", 120. Val"... bolo .. I ..... , I;' .... Ii ... reP'"*Q\ .... tioo of II . IIM~'" 1$0.
'"
CAitNEO I E STEEL COM PANY
CARNEGIE BEAM SECTIONS-Continued
14-lxCII COLUMNS
ALLOWAllU> CoNC£!I."TIlIC LoADS I S T HOUSANDS 0"" POUNDS
UnIt Stress-Clty of ChIcago Code
'"
>0, '"' " " "
CARNEG IE BEAM S ECTIONS
CA.Il:-;'EC TE BEAM SECTIO NS-Continued
12- I NCII CoL UMNS
ALWWADI.E CoSCE!\TlUC Lo.'l.OS IN TIIOU8ANDS OF P OUNDS
Unit StrCIIII-Clty of Chkago Cod"
-------NC'-.... ---:"",-,ptb ond FI_lI'idtb W~~""" .'00\
ElfodiTe ~;;:~CB~~"~'~,~.~.>~,,~.c. ~~~~CB~~'~~~,~.;.>~,;."~~~~C~D~'~~~'~.~.>~':.~.:;: i~! r- 230 I ,no 210 200 100 ISO 110 lell l,so IW 1 130 120 110
• , S ,
'"
~~_lbe. _I~ lbe. C'="CI.C'''=-jC'='"c· 1-"'''''- lbe. lbe. lbo. lbo. lbe.
947 000 86& 823 782 1 741 700 659 618 577 1535 494 "53
947 900 865 823 782 741 .~~'gOO~{'~'~'c!~'}'HSf.i~'~'t'ji"~'~'f:'~'~'.i 453 947 900 8ar. 823 7112 N1 700 659 6UI l.to tI 44'i "'il:r.r" ...,;, ''''' """1'J'T ljuo ..,111 5.'.5 516 477 438 930 889 840 808 768 725 685 645 605 M4 500 468 .30
II 6 15 875 835 795 755 713 673 634 /;(\5 532 495 458 421 12 DOO 860 821 7 81 742 700 002 624 585 52 1 485 H8 412 13 885 840 801 708 730 688 OOO 6 13 575 509 474 4a9 -fro 14 810 831 793 755 7 17 tl76 639 602 565 498 463 429 30& 1& 854 817 779 741 7(1.1 664 627 &91 M5 486 453 419 386
16 839 802 705 728 692 652 610 58 1 5-45 475 442 4 10 377 17 824 788 751 715 679 639 604 570 535 464 432 400 368 18 809 77;, 737 701 006 627 593 559 525 452 421 390 359 19 794 758 72a 688 654 6 15 581 548 515 441 410 380 351 20 778 744 709 675 OU 603 570 538 50<; 429 400 37 1 342
22 748 7 15 681 648 616 578 547 5 16 486 406 379 a51 324 24 718 686 653 621 WO 5M 5Z4 404 -1M 383 357 a32 307 26 687 656 626 595 565 529 501 473 445 360 336 313 280 28 657 627 598 568 540 ,'j.().5, 478 4&1 425 337 3 15 293 272 80 626 598 570 542 5 15 481 455 430 40:; 3 14 2'(14 274 254
" " '" " "
500 569 542 5 15 489 456 432 468 3S!> 2'(11 5(;(1 540 bi4 488 464 432 409 a87 364 268
... ".'H,·','d'rl,'p""iiH 462 430 ' i',','+'."'iTr"'",'H";"l--\ '" - T.J!)-:rr!r a .. ~ 475 45 2 430 408 a88 358 3 40 322 304
42 4·14 423 402 382 363 334 317 301 284 4-\ 4 14 3M 375 3~5 337 :10\) 294 279 264 46 a8:) 365 :.147 329 312 244
273 251
'" ZS5I 2:l7 235 2IG 216 201 100 184
Area.i .... e;~ M70 ,6170)un IM.8S 5~ 50.00 471111 4412 411S 38.2-13US ,3234
I,..,. iD.' 14GI' 142&G 139L3
1
135a 11320.8 12181 1182.8 1147~ 1112.2 II.'lU 890~ 8&4 II"" ..... !D. 465 47° 1475 uO l408O UO I4.85 41>4 502 415 4,85 4~ 5.06 I .... io.· IHHi 89428.129 sou 707.8 7024666' (lJ.30 113J 4 31'2 4 3.\O.s 3298300.9 . .... '". 3;. , 373 372 371 311 36-1 3M 367 3M 301303 306
13.10
~ ~ m :~ 200 100 -:- -:- 160 1r.6 3 130 I 120 1-:-
Sal.l....!t abou upper o.i(-uc Ii ... I'e\lmItnl ........ ..01 u.....ru"ll 14.000 pOUI>Iit pet oq ..... iaeb. VaJu .. abo"" lonr oii_ It ... ~DI n.tioo of II , 1>Mu........:till.c 120. VaJ_ bel_lower ,ii_Ii ... "-"In.lioo of lIr DOl U<eOdillC Ir.ll.
'"
CA R NE Ot E STEE L CO M I' AN V
CAR:-mCTE BEA~r SECTIO:-1"S-Continued
12-INCu CoLUMNS
ALLOWABLE CoNC'-::-"rlUC Lo,'l.1)8 IN TIIOUS.'l.NOS O~' POU:<WS
, • , • , , , ., " " " " " " " " " " " " " " " " " " '" " "
,
Unit Sir_Cit)' of Chicago Code
N<HniDaI Depth oad fl_ Wicllh-;W~"'C. ~,C~-F~oo-':--
ClI12-1 12"dO" ClII23 12">3" ClIIZ t 12".6"
~~ 4(1 38 34 ~_-I- 32 28!5 '00 " " " ,"'- '0. '0. '0. tbt. Ibt. tho. tbo. lbo. tbt. lbo. tt.. ----------m '" 342 "'" 200 ISS 165 r#.t 140 132 115 ~ m '"
,., "'" 200 185 165 'T.J7""l:R!~ ~~
m 375 342 "" ~ -rs::rW 141 131 125 100 95
'" m 340 I ~gy IDS 171!1 158 135 125 120 I(H 00
'" "" 331 !!II 172 153 129 lID 115 100 86
'" ". 324 294 185 167 148 124 114 100 D5 8 1
'" 'M '" ". '" '" '" '" ." '" " " "" '" '" 2 79 '" '" '" '" '" " "" " '" "" "" 272 ". '" '" '''' 00 " " " '" ,<8 "'" "" ' OS '" '" '" 00 " 77 83
'" '" 282 '" '" '38 122 " " .. " " '" '" 273 '" '" '" 117 " --;;. " 68
'" '" 265 ,., '" '" '" --". 7.~ " "
'"" 279 '" '" '" '" '" " " " " " '" '" '" '" 129 '" "" " " " 55 " '" '" '" '" '" '" " 00 '" " " '" '" 232 2 13 11 7 "" 4l- .. " .. "" '" '" 205 /TTi} ,.-253 '" '" '" "" " " '" '" '" ." " 88 " ~ '"
." '83 " " " '"' \flO '" " " " '" , .,. ...ill..
"" "'" '" '" '" '" '" '" '" '" ,,.
'" '" '" '" '" '" '" '" '" '" -~1 2tUl 2G.r8 :lUI 22.~ 114.89 t,,,,;".· MII.o 827.2 51lU $70.7 , 400-' ., .. , in. 4.73 4.8-4 4.~ 5.00 ~.22 I .... ;,... 161-' 155.0 147.0 138.5 57-' ~ 2.311 ~. 2,45 ~ 1.\18
Woichl l.ho. per ''00,
13.23 11.78
~.~ 313.7 &.1~ 5.17 51.2 4409 U7 1.\15
10-'0 D.W UO I 8.22 7.34 --,~--.~--ZSO.! 238.1 2-10.3 ' 21U \83.0 5.14 U8 5.n 5.10 4.W 2H 21.(1 22.3 IU 13.8 l.$.'i US Ut ).53 1.31
100 I 111 " " " " Sale loodo abo" upper a._Ii.,. reprNelll val .... 001 u..<ii", 14.000 powo:Io PO' 1:\ ...... i ... b. '1.1< ... aboTe lower air_Ii.,. ~ .. tratio. 011 / . "", .. .-Li .. 120. VaJ_ bolo. lower &i«_Ii.,. rerr-<ot ratio. 01 If. ""I ex..d.i .. 150.
'"
CAR-NEa l E BEAM SECTIONS
CARNEGIE BEAM SECTIONS-COntinued
I~INcu CoLmlNS
ALLOWABLE CoNCIlSTRIC Lo,\DS IN l'UOUS,\NDS OF POUNDS
Uni~ 81rc.--Cily or ChlclojfO Oode
S..t.l J:)ecKII ODd flaap \\"d~WtiPl pol' F<Il>l Dl'ettin CD 11)5 1000dr I CD 1M 1000.ur ""00 10"09" ,-i_F .. , ". ,n '" 118 ! lOS 100 v:z If n '" u .. .. , ... , .. , ... lilt. I'" , ... ,_. , .. , ... , .. , .. , .. -------------- -- ~ , 57G 543 ". '" '" '" :1711 a46 '" 288~ 2:1\ .~ • 576' 543 '" '" '" '" ., 3 17 288' 'V2lf' , 576 54;1 11\1 478 4015 Ii?! "'. '" I :::; ~~~ 246 220 '" , omr "3:JT 1"SUiI"'TlT-:mr "' "'" '" 275 239 213 '" , 558 526 404 463 432 .00 35\ 320 2!l4 "" '" ." '" " .546 516 484 4.54 423 '" '" '" 287 ." m ." m
" 535 501) 414 .... 5 415 '" "" "" ". '" '" ... 172'
" '" '" 466 435 .'" on ,,.. '" '" '"
,.. ". '" " '" 'S< '" .,. '" "'. 3 15 , .. "" ,... "" '" '" .. "" m .. , m ,so "' . "" '" '" ". ." '" ." " 490 463 '" <0, , .. '" '" '" ,.., ", . " , .. ...
" '" '" ,,.
'" '" '" '" '" N. " , ... '" .. , " '68 ." ... ,so "''' '" '" 253 '" , .. '" '50 '" " '" '" '" , .. '" '" '" '" 226 ''''
,,. '" '" " '" '" '" 371 '" '" '''' ". 2 18 ." 158 , .. .W
" "" '" ... "'" " . ". '" ", '" ... '" '" '" " 423 ". .,. '" "" "" .. , '" "" 187 ~ 13f ." " '" ,so "" '" '" "" '" '" '''' ISO . ttfi '" " '00 378 '55 '" '" "'. '" ,." ". 173 12") ...-" ". '" '" '" "" "" '" rWl , .. 167 122 113 '" " '" '50 "" '" "" 275 ~ no '''' '" "" " " '" 3·17 '" "" '" '" '" '" '" 153 ." '00 " " '" 336 310 '" '" '" '" '" \58 '" .. " " ". '" '00 28' 'm ,,,
'" ". '''' '" " " 333 '" 200 '" '" ... '" '" ,.,
'" " '" :104 'M ,., 25a 236 '''' ... '" ". " '" '"
,., '" '" '" " 277 '" ." '" '" '" '" 2;;5 , 2..t I '" , .. ". '" " ", 22' '" '''' .S< m
=:; :;Wi UJI H.~G U)! S1i8 n~ n.oe 2'7~ 22&5 m..w lW IIU7~ ~ &23.2 eou &8U '&&01&41.8 S25.1 '23.2 403.8 asu 3M3 iiiii1 283.1 2M0 " .. , ill. 3.S~ 3.114 4.00 4.07 t ." 4.23 UCI 4.<14 U3 Ut U13 U~ 430 l .... i" .. 391.4 3(10.8 J.I~,O 32'.1.4 3l0.7 m.s 11Il.1 152.0 14U 13"-3 M.2 7U 7402 ..... in. 3.os 3.011 3.OU 3.11 3.13 3.16 2.$0 us :LSI %.M 2.14 UO 2.2. v,:; ----. - ~-I=--
u •. per UO 132 124 lit lOS 100 12 .. 77 70 It3 .wi '9 r_
(;" RN E a I E S TE E I. COCM.:c" C. CNCV'---__ _
CAR~'EG lE BEAM SECTION8-Continued
10 AND 9-INCU CoLUll NS
A LLOWADLfl CoSCE"'TIUC Lo.\D8 I N TIIOU6AND8 OF POUNDS
Unit Strea-Clt)' or Chlcaco Code
, , • , • , • , ..
11>2 121 11>6 117 150 113 144 100 138
1 ' ''' 132 116 101 126 1 10 07 120 \05 D3
'" '''' '00
" 00
19.'i 17<& 15<1 100 170 150 184 1115 146 1i0 160 1<1 1 1i4 \ [,6 137
'" '" '" ". '" "" ' 00
... "' ..
, .. '''' '00 ... ..
" " " .. " .. 114 100 89 f-i'f-lf-i:;-j 108 95 85
161) 151 133 164 146 12lJ 158 142 12[, 163 137 121 148 132 116
" " .. .. "
" .. .. " 21 72 00 61 22 61 57 23 &3
" " .. " "
f>9 Ij.() <&5 3Il 143 128 5<1 ~ ·11 M 138 123 49 183 118
127 114 122 100
1) 1 81 71 M 76 6. 8 1 72 62
" " " "
, A-.i .... 12.» t(U.8 11.11 U2 1.&4 8.,8 8.11 1t.11 IUS 11.11 10.29 1.40 1.53
h ... ia.· fM. ,n.. I .... i ... • ...... i ...
Weicht , ..... ".,
Ijl14 11~.8 111304 3.93 4.01 U3 3(1.8 34,4 32.5 I.il 1.80 1.8~
42 3e 31 "
13U 1%2.2 107.& Ul U5 US 15.1 13.7 12.0 1.43 U 3 I.U
,os
221,1 , ... n. ". .. I!IU 11(1)4 UU
II40.5 n8.o
U:I 3QI UQ IA' U 4 &\.4 57 I 2&11 240 21.6 2.28, 2-26 H 1 eo 1..5~
43 38 ~. 32 29
CARNIOOl£ BEAM SECTIONS ,------- .~~~-----,
CARNEGIE BEAM SECTION8-Concluded
8-lsc li CoLUMSS
Au.oWADLE CoSCE:.-rIUC Lo,\DS IN THOUSANDS OF Pomms
Unl~ Sl~llY of Chl~O Code
"' .. ~ ---~
821 296 272 247 222 197 321 296 212 247 222 197 32 1 200 272 247 222 HI7 32 1 200 272 247 222 HI7 :l2 1 296 \!1\! 2·17 222 HI7
173 148 127 123 I II 99 173 148 127 123 1 11 91) 173 148 127 123 III 91)
173 148 127~l ::! f~~ ~ ~l"~ 106 95
6 362 337 3 13 288 2(\4 240 2H1 191 :«>4 280 256 232 209 lSI) 29& 212 2.19 225 20'.1 ISO 286 2n3 241 2 18 100 174 271 2M 233 2 11 100 168
167 143 123 114 102 9 1 162 138 119 109 98 87 157 134 115 105 U4 83
7 :152 328 8 342 :118 n :1:11 :108
10 S21 299 152 ,n 130 III 100 90 80
125 108 96 86 76
" " " .. " .. n
" " " " " " " "
31 1 289 268 246 22!o 204 183 162 142 12 1 104 :101 2!1O 26\1 238 218 1\17 177 1!o7 136 116 100 290 270 2rlO 230 210 190 170 151 1:1l 112 96 280 260 2-11 22 1 202 183 1(\4 145 126 108 92 270 261 232 213 10& 176 157 139 121 103 89
260 2H 223 20!0 181 169 151 134 116 2-1n 23l 2 14 1M 179 162 144 128 II I 2:U~ 222 205 188 11 1 1M 1:l8 122 106 229 :.n2 100 179 164 147 132 1 16 101 219 202 181 11 1 1M '·10 125 111 00
2011 193 1711 16:1 1411
:~: TIff :g~ f ::re :~ 178 164 161 137 125 167 1M 142 129 117
'" ". '" '" ""
'" '" ". .. "
'" ,. " 88
" " '" " " "
,. " 94 81 00 n .. " 81 70
" " .. .. "
" " " " "
91 82 72 86 78 69 82 73 65' 77 69 61 73 65 lo8
!)!I 61 Ii-I
" roll 1>3 47 55 49 43 !iO 45 39
M 157 144 133 12 1 110 98 27 IH - -----
A .... ill..' 2Ul :U1l 22.13121.17 IUO 11.63 1~..sl IUa l2-U :0.$8 UO U1 7.13 7.118
. ..... ia .• 19\.2 m .. nu M.Il •• U 237.1 :IOU l8U I~U 131.3 1111.' Ul7.8 au It.! ....... a. u. 3.81 S.71 , 31'. 1.;0 181 U3 U9 3,!;1l 3.52 UII 3.50 US U' I .... i •. ' 12U IlU IOU '$03 8&.1 71.. .5.1 U.7 51. 4H 36.1 %H 20.8 I r .... i.. 2.11 2,l! 214 212 2.1 1 2.Oi ~~ HM 2.02 ~ ~ U2 1~
"""",,,. Lbe.pet va Sf 71 72 sa GO M U 4~ sa 31 30 27 21 _ ....
&101.,..:10 .b,,.o UPpO' .i . .... h ... I't~I .. liI .... DOt .. .-I1JqI IUIOO jIOWIIit per 1'1"'" idch. ViJ .... lxmoloftt .. ' .... 11 .. ~DI ... l_of]l l""I .. .,.,.,.jiAc 120. VliI ... beIow]D .... ~ ..... I...e~I ... Uo.ofl/r ""t~ lr.o.
,co
CARNEG IE S TEEL COMPANY
STANDAHD MILL SECTIONS
MIscl:I,!,.\xoous SliALL CoLUMNS
Au,oWAULE CoXCE:<."T1HC 1.0'\'0$ IN THOUSANOS 0 1' P OUNDS
Unit Stross-Clty or Chicallo Code
NomiDaJ D.epOI &Del .,_ .... -odlb 1Ii.,;p1 per Foot
EII« \iv .~ ,
B a9 I " l-A '" H, ,I>
!:1! "'IJM" t"IJ" ,I< B"d" 6".6" 6".6" "15" 4".4"
~ ' " " " 37.7 ." 32.6 '" ~ ~, " 18.0 '" ,-- ,-- ,-- ,-- ,,.. ,-- ,-- ,,.. ,,.. ,-- ,,.. ,-- ,--, '00 .. .. ~ IM 1<" '" '" .. , " " " " , 103 .. .. 74 1f>4 1<" 133 '" .00 " " " '" ,
1 '::; r. ~; ." 1<" '" 113 10:1 93 " • , • 68 I f>~ 1<" 13:1
:~ f. " '" , 68 " ,. ,. 00 " 68 ..
6 .. " " 110 ." '" II> '00 '" " " " ., ,
" " " '" HI "" 123 00 " " " 61 " 8 " " " " '''' ". 118 " " " " " '" , " " " " 13] '" ,I< .. '" " " " -li-10
~ " " ,,. '16 "" " " " " .,
II ~ 49 .,
" "" II. 1(16 " '" 61 " " ~~
" " " II~ .00 "" " 00 " " m-" 44 40 " "" '''' " " 61 ~3 .. '" " "" " " " " "
,. 16 '00 " " " " " .. '" " " " " " .. .,
" " 80 " " " .. " ,.
18 " " " 10 I " " " '" "" "
,,, 66 " " " 61 60
" " " ~ 7.34 6.17 1 6.17"" ~,,:,"':7.", .. :::l7,,: .oo:::lC,C""" 8.os 7.33 66] u~ I~ a~ ~ t.\..5 87.6 t.H .1-8.7 l20lJ lIU 1I21J 40.3 147.0 14l.O 38.8 23.8 107 "". ,no 3.61 3.77 3.21 3.33 3.31 3.W 3.U 247 1 US 149 2..57 2011 164 I .... in.' 8.8 8.1 M &.1 H.g 3$.1 :1-4.2 1G.O 149 12.2 114 7.8 30 ~ I.O!I U4 1.03 1.07 1.83
1
_'C'O'+,'C"',- 14\ 143 US 1 .30i~ Ot.\
~~ 25 21 21 118 37.1 \ au 32.6 2;~ 2.:; ZZoli ~ 189 ~
170
OFFICES
GENERAL OFFICES:
Pittsburgh, Carnegie Building, 43·\ Fifth Avenue.
DISTR ICT OFFICE::):
Eirmingham, Brown-:\ Iarx Building, 2000 Fir8~ Avenue, North,
Boston, 120 Franklin Street,
Buffalo, The Marine 'frllllt Co. Building, 233·239 ~\ I ain Str~t,
Chicago, 2QS South La Snlle Stroet,
Cincinnati, Union T rust Building, Fourth and Walnut Streets,
Cleveland, Rockefeller Building, iO-t Superior Avellue, X. W.,
Denver, First National Bank Building, lith and Stout Streets,
Detroit, 2130 Duhl Building, i)3;i Griswold Street,
New Orleans, l\laison Blanche, 1)21 Canal Street,
New York, Empire Building, il Broadway,
Philadelphia, Widener Building, Juniper aud -Chestnut Street s,
Pittsburgh, Carnegie Building, 43-1 Fifth ,\venue,
St. Louis, 506 Oli vc Street,
St, Paul, 1308 ~ l cn::hant8 National Bank Building, 4th & Robert Sis.
EXPORT REPRESENTATIVES:
UN IT ED S'rATES STEEL PRODUCTS CO.,
New York, H udson Terminal, 30 Church Street.
PACIFIC COAST REPRESEXTATIVES:
UNITED STA'I'ES STEE L PRODuOTS CO .. PACH'IC COAS'r D ~;PT.
Los Angeles. 2087 East Slauson A venue,
Portland, Selling Building, Sixth and Alder Streets,
San Francisco, Rialto Building, 116 New Montgomery Street,
Seattle. Fourth Avenue South and Connecticut Street..
