CONTENTS Dimensions and Properties 1 General Design Considerations 2 Design 01 Flexural Members 3 Design 01 Compression Members 4 Design ofTension Members 5 Design 01 Members Subject to Combined Forces 6 Design Considerations lor Bolts 7 Design Considerations lor Welds 8 Design 01 Connecting Elements 9 Design 01 Simple Shear Connections 10 Design 01 Partially Restrained Moment Connections 11 Design 01 Fully Restrained Moment Connections 12 Design 01 Bracing Connections and Truss Connections 13 Design 01 Beam Bearing Plates, Col. Base Plates, Anchor Rods, and Col. Splices 14 Design 01 Hanger Connections, Bracket Plates, and Crane-Rail Connections 15 Specilications and Codes 16 Miscellaneous Data and Mathematicallnlormation 17 General Nomenclature and Index
STEEL CONSTRUCTION
MANUAL An Online Resource
AMERICAN INSTITUTE OF
STEEL CONSTRUCTION FIFTEENTH EDITION
© AISC 20 17 by
American lnstitute of Steel Construction ISBN 978- I -56424-033-0 All rights reserved. This resource or Qny part fhereo! mus! nol be reproduced in ally form without rile written permissiol1 o/lhe publisher. rhe AISC logo is a registered trademark o/ A ISC.
The ¡nfarmation presented in thi s publication has been prepared following recogni zed princ ipIes of des ig n and co nstruction. While it is beli eved to be accurate, thi s ¡nfa rmation should nOl be used or reJied upon for any spec ifi c application w ithout competent profess ional examination and verification of its accuracy, suitability and appl icab ility by a licensed engineer or architect. The publication of thi s information is nol a representation or warranty on the part of the American Institute of Steel Constructi on, its officers, agents, employees or committee members, or of any other person named herein, that this information is suitable for any general or particular use, or of freedo m fram infri ngement of any paten t or patents. AH representation s or warranties, ex press or implied, other than as stated aboye, are specificall y di sc laimed. Anyone making use of the information presented in thi s publication assumes allliability arisi ng fra m such use. Cauti on mu st be exercised when relyi ng upon standards and gu idelines developed by other bodies and incorporated by reference herein since such material may be modified or amended fram time to time subsequent to the pri nting of thi s edition. The American lnstitute of Steel Construction bears no responsibility for such materi al other than to refer to it and incorporate it by reference at the time of the initial publi cation of thi s edition.
Printed in the United States of Ameri ca This resource is based upon the Steei Constructioll Manual, 15th Ed., Second Printing: June 20 18
AM ERI CAN I NSTITUTE 01' STEEL CONSTRUCT10N
DEDICATION
This edition of the A ISC Sreel COl/struction Manual is dedicated to Robert O. Disque, a retired AISC staff member and long-time member ofthe AlSC Cornmi ttee on Manual s. Bob, or Mr. Steel, as hi s friends on (he Co rnmittee caH hi m, worked c10sely with the Cornmiuee on Manu als, developing the 1st Edi tion of the LRFD M anual 01 SteeL COflstruction and the 9th Edition ASO Mal/ual 01 Steel COllstructioll . After retiring from A ISC in 199 1, Bab continued to be ¡nvol ved with the Cornmittee as a member.
He joined AISC in 1959, after working as a structural designer fo r firms in Philadelphia and New York. Hi s career al AISC began as a District Engineer in Pittsburgh, where he marketed to architects and engineers by providin g them with the latesl techni ca l information on structural steel. After a brief period as Ass ista nt Chi ef Eng ineer, he was promoted to Chief Engineer in 1963 at AISC headquarters, wh ic h, at th at time, was in New York C ity. In thi s capac ity, Bob superv ised 32 engineers throughout the country. In 1964, he launched the first A ISC leclUre series on stee l design, educating thousands of eng ineers across the country on variou s topi cs related to steel design and construction. In 1979, Bob left AISC for a bri ef stint as an associate professor of Civ il Engineerin g al the Uni versity of Mai ne, only lO return lO AISC a few years later as Assistant Director of Eng ineering in Chicago, where AISC made its home in the early 1980s. It was at thi s time that he worked on lhe developmenl of the two aforementioned A ISC Manuals. In 199 1, Bob retired from AISC and joined the consulting firm of Gibble, Norden, Champion and Brown in O ld Saybrook, Connecticut. Bob invented many things that today are the norm . He created the "snug ti ght" concept for boltedjo ints, in conjunction with hi s conte mporary and fe llow Manual Commi ttee me mber Ted Winneberger of W&W Sleel Company of Ok lahoma C ity. He coined lhe lerm "anchor rods" to high light that bo lts are not rods; the astute reader will also note that it incorporates hi s in itials. He advanced the use of flex ible moment conneclions, formerly known as "Type 2 with Wind Connections," as a simplifi ed and economical design approach based on the beneficial inelastic behavior of steel. Bob shared his knowledge of structural steel by authoring numerous papers and the textbook, Applied Plastic Design ofSteel. He also co-authored the textbook, Load and ResiSfance Factor Design of Steel Strtlctures, with Louis F. Geschwindner and Reidar Bjorhovde. Of greatest importance lO thi s Manual, however, Bob always emphasized that the Manual is nol a textbook, but rather a handbook to provide design guidance and aids for practicing engineers. Por aH that he has done lO advance the practice of structural steel design, this Committee of fri ends and form er coHeagues is pl eased to dedicate this 15th Edition Manual to Mr. Steel.
AM ERI CAN I NSTITUTE 01' STEEL CONSTRUCT10N
FOREWORD
The Ameri can Institute of Stee l Construction, founded in 1921 , is the nonprofit technical standards deve loper aod trade organi zation for the fabricated structural steel industry in the United States. AISC is headquartered in Chicago aod has a long tradition of service to the steel construction indu stry providing limely and rel iable information . The continuing fin ancial support aod acti ve participation of Members in the e ngi neering, research aod development activities of the lnstitute make possible the publi shing of thi s Steel Construction Malilla!. Those Members ¡nelude the fo llowing: Fu ll Members engaged in the fabrication, producti on aod sale of structu ral steel; Associate Membe rs, who ¡nelude erectors, detailers, service consultants, software developers, and steel product manufacturers; Profess ional Members, who are structural or civil engi neers and architects, ineluding architectural and e ngineering educators; Affi li ate Members, who inelude general contractors, building in spectors and code officials; and Studen t Members. The ln stitute's object ive is to make structural steel the material of choi ce, by being the leader in structural-stee l-related techn ical and market-buildin g activi ti es, incJ uding specification and code deve lopment , research, education, tec hnical assistance, quality certifi cation , standardi zation and market development To accompli sh thi s objecti ve, the In stirute publishes manuals, design guides and specification s. Best known and most w idely used is the SteeL COIIstruction Mallllal, which holds a hi ghl y respected position in eng ineering lite rature. The Manual is based on the Specification for Strtlcl/./ral Steel Buildings and the Code of Standard Practice fo r Steel Buildings and Bridges. 80th stand ards are incJuded in the Manual for easy reference. The In stitute also publishes techni cal information and timely articles in its Engineering Joum al, Design Guide seri es, Modern Steel COflStruction magazine, and other des ign aids and research reports. Nearl y all ofthe in formario n AISC publishes is avail ab le for download fro m the A IS C web site at www.aisc.org.
AM ERI CAN I NSTITUTE
or STEEL CONSTRUCT10N
PREFACE
This Manual is the 15th Edition of the AISC Steel COl1structiol1 Manual, which was first published in 1927. It feplaces the 14th Edition Manual ofiginally published in 20 11. The followin g speci fi cations, codes and standards are printed in Part 16 ofthis Manual:
20 16 AISC Specificationfor Slructural 51eel Buildings • 2014 RCSC Specificationfor SlfllcllIral Joints Usil1g High-Strength Bolts • 2016 AISC Code o/ Standard Practice for SfeeJ Buildillgs and Bridges
The following resources supp lement the Manual and are avai lable on the AISC web site al www.aisc.org: AlSC Desigll Examples, which ¡Ilustrare th e application of tabl es and specification provisions thal are included in this Manual. AISC Shapes Database V/5.0 and V/5.0H. Background and supporting literature (references) for the Al se Steel Constrllction Mallual The following major changes and improvements have been made in this revision: AH tabular information and discussions are updated tú co mply with the 2016 Specifica/ion for Structllral Bllildings, and the standards and other documents referenced therein. Shape information is updated to ASTM A6/A6M-14 throughout this Manual. Larger pipe, HSS and angle sizes have al so been incorporated into the dimensions and properties tab les in Pan l. • The available compressive strength tables are expanded lO inelude 65- and 70-ksi steel for a limited number of shapes. In Part 6, a new design aid is included that provides the width-to-thickness slenderness limits for various stee l strengths. In Part 6, a new design aid is included that provides the avai lable f1exural strength, available shear strength, avai lable compress ive strength, and available tensi le strength for W-shapes in one table. In Part 9, a new interaction eq uation is provided for connection design based on a plastic strength approach. In Part 9, a new approach to designing coped beams is presented based on recent studies. In addition, many other improvements have been made throughout this Manual.
AM ERI CAN I NSTITUTE 01' STEEL CONSTRUCT10 N
By the A ISC Corn mittee o n Manuals, Mark V. Hol land , Chairman Gary C. Violette, Vice-Chai rman A ll en Adams Scott Adan Abbas Amin mansour C rai g Archack i C harles J. Carter Harry A. Cole, Erneritus Brad Davis Bo Dowswe ll Matthew Eatherton Marshall T. Ferre ll , Emeritus Patrick J. Fortney Timothy P. Fraser Louis F. Geschwi ndner, Emeritus John L. Ha"is 11 I C hristopher M. Hew itt
Wi ll iarn P. Jacobs V Benjam in Kaan Rona ld L. Meng Larry S . Mui r Thomas M. Murray James Neary Davis G. Parsons 11 , Erneritus John Rolfes Rafael Sabelli Thomas J . Schl an y Cli fford W. Schwinge r Willi arn T. Segui , Ellleritus Victor Shne ur Wi ll iarn A . Thornton Michae l A. West Rona ld G. Yeage, Cynthi a J. Duncan, Sec retary
The corn mittee gratefull y ac knowledges the contribution s made to thi s Manua l by the A ISC Co mlllittee on Specificat ions and the fo llowi ng individuals: W. Scott Good ri ch, Heath M itchell , W ill ia lll N. Scott, Marc L. Sorenson , and Sriram ulu Vi nn akota.
AMERICAN l NSTITUTE OF STEEL CONSTRUCfION
SCOPE
The spec ification requirements and other design recornmendati ons and considerations surnmari zed in thi s Manual app ly in general to the desi gn and construction of steel buildings aod other struclUres.
The design of seismi c force-res isting syste ms also must meet the requirements in the AISC Seismic Pro visions lar Structural Sfeel Buildings, except in the following cases for which use of the AISC Seismic Provisions is nol required: Buildings and other structures in seismic design category (SDC) A Buildings and other struclUres in SOC B or e with R = 3 systems [steel systems nol speeifieally detailed for se ism ie resistanee per ASCE/SEI 7 Table 12.2- 1 (ASC E, 20 16)] Nonbuildin g structures similar lo buildings with R:::: 11/2 braced-frame syste ms or R = 1 moment-frame syste ms (see ASCE/SEI 7 TabI e 15.4-1) Nonbuilding struetures not simi lar to buildings (see ASCE/SE I 7 Table 15.4-2), which
are designed to meet the requirements in alher standards entirely Converse ly, use of the AISC Seismic ProvisiollS is required in the followin g cases: Buildings aod o ther structures in SDC B ar e when one of the exempti ons for steel seismic force-res isting syste ms aboye does nOl apply Buildings aod other structures in SOC B ar e that use composite seismic forc e- resist-
ing systems (those contain ing compo site steel-and-concrete members aod those composed of steel members in combin ation with reinforced concrete me mbers) • Buildings in SDC D, E or F • Nonbu ildin g structures in SOC D, E ar P, when the exemption aboye does nol app ly The A IS C Seismic Design Manual provides gu idance on the use of the AISC Seismic Provisiolls. The Manual consists of seventeen parts addressing various topies related to steel building design and eonstruction. Part I provides the dirnensions and properties for structural products cornmon ly used. For proper material spec ifications for these products, as well as general specifieation requirements and other design conside ratíons, see Part 2. For the desíg n of members, see Parts 3 through 6. For the des ign of conneetions, see Parts 7 through 15. For Speeifi catíons and Codes, see Part 16. For other misceJl aneous informatíon, see Part J 7. Tables in the Manual that present available strengths are developed using the geometrie conditions indicated and the applieable limil states from the AISC Specificationfor Structural Steel Buildings. Given the nature of the tables, and the possible goveming limit state for each table value, linear interpolation between tabulated values may or may not provide correct strengths.
REFERENCE ASCE (2016), Minim¡./111 Design Loads for Buildings and Other Str/./ctures, including Supplement No. 1, ASCE/SE I 7- 16, American Society of Civil Engi neers, Reston , VA
AMERICAN I NSTITUTE 01' STEEL CONSTRUCT10N
OIMENSIONS ANO PROPERTIES
StructuraIT"",(WT•. MT• • odST·Sh.pe') llollowStructura I Scrtioo.(IlSS)
llot.RolledStructu",IS hape. "O,, _,,_ '"~~, ~"
....... ..................................... ,."
OES IGN OIMENSIONS. DETA ILlNG OIMIONS IONS. ANO AXIAL. STROt'óG AXIS FLEXURAL. ANO WEAK·AXIS FLEXURAL PROPERTIES TABLES
S·Shapes Itp·Sl>;¡pes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
,~
W<>rI:ablcGaSC1in AngleLcg' \\CIIl'h.'""ThiokncssCri'cri,, rorAnglc'
Weigh"oflhisc.l-I':"loml"JoorI'l>lc. W-Sh.pesw;lhC.pCh,nnel,
S-Sh,poe.,,'i,hC.pCh.nnol,
ASTMA6ToImnce,for W ·Shapoe,.ndIlP·Sh'",,1 ASTM A6 Tolo"mc .. fOfS_Shal"'_" M-Sh.poe •• ndChannel, ASTMA6ToIc"mcc.f.,.-W'T-.MT·.ndST.Shap<> ASTM A6 Tolc",necs foo-An¡Ic;.3 in .and Largor ASTMA6ToIc",""csforAngl ... <J in ASTMTolcrJ"".sfoo-R"'·''''ngul .... ndSq"'''''ltSS ASTMToIc"'ncesf..... Rourul ItSS and Pipo.
STRUCTURAL PRODUCTS
W-, M-,
s- and
HP-Shapes
"ou"ypes of H-' hJped(OI' 1-'hJped) ",,,,,,tocrs.re co"on::d in ,his MJn"al
Channels T""o\),p"'0feh.n""l,are"",,,,,,d in Ihi,M.n",,1
l'otthe denn;tioo>,of\!let.bul.ICd ".,.;.bles. ",fertOlheN",,,encl,lurcsecl;""'at lfle block oflhi,Mano.1
Structural Tees (WT-, MT- and ST-Shapes) Thrre'ype'of .. ruclUral'"",arerove",din ,hi , M.nu.1
l'otll>e dcnni'ioo,of'I>e,.bu"'cd ".,.;.ble, . ",fer 'o II>e N",,,,,,,,,,,lure sec,i"" .. ' l>el>lock of,hi.Manu.1
Hollow Structural Sections (HSS) Threc'ype.ofIlSSare ,,,,,,,,,din thj,M.n",,1
I$OAOO in. 1 > 0.0100 in.
}(_·._ I_6t./I~_ 31
/1_-, _ 1.81./1_
_ 31
Rxthotkronition,oftho'aoola'cd.ari.bk'.rdc.to,h
l,h
.'-"")'.""'~.' ,~
"",,,...¡«,y. "'"
U.RH _ , f", "'"' I<¡, "", •• .,.",., • . S '.AH ~_ f",,,,,,,, .. ,, t>o< .....""' •. ""' ......... LLY wSLV."""" ...... Ib.-Ion¡:q,><,,,o< ...... ..,.....,¡,~'y,nn"'.....!.
_"",....."'oI.
Rxthotkfonition,oftho,.ool.'cd.ari.bk,.,dc.to,hl,h
Rxthotknni,ion, of,h
W-Shapes and S-Shapes with Cap Channels Com",on roml:>ined~ioo,modew i ,hW·",S·,h.pe.andchal1 ... I,(C·",MC·;h.pes)
...
taoolatcdinthi,M.nU3I. lnci,her "asc . ,h<"h.nnd..-cbi,intcrronnc~lc""'n!S "'uSl bc:tk,ignedfor'l'Ic:l>oriron"l'hea'.q. "'he,,,
Raised-Pattern Floor Plates Weigh"of"'i ..... p.""mn"""pl.r1''llcrpI3lc wid,h. _..", li'"",'ure .",ilable fromnoorpl"cpro
Other Structural Products lñcfollo... ingothcrSl"",'uraJpro
STANDARD MILL PRACTICES Thep!'rnanyf""'Or'S. in
:;;:,::~~s:;':,~,~:~~":~o!~h , .. riation<.re lim iled by lile dimensional
and l'fO'
tTI: ~.
Table 1- 1
W-Shapes
1
Table 1-1 (continued)
W-Shapes Properties
~ EE¡ f:§ lE l~ ' ~
m
3.313U~
264 J. 35.5 19400 ZJ!\ J.T7U: 17000 211 01.1745,8 ' 56(1(1
1113 oI.9:i'5U ' 3200 111'15. S2.5 l1 l1OO ' 0197.1150,)_
1m 971 815 ~
S75 1100 51)
1M " . 1M li JO 15.9 010 1M kI6 15.7 TI. 15.3693 15.0598
m
!i6.12.51105 56.0 2-~ M) 01.1 2AO IU 3l1.li 2.29 62,2
!N 3II,O
30.'
3.OI37A 2-9!37A 2.8937,0
19.3 14JI
9.3S
lJ/111J
tTI: ~.
Tabl e 1-1 (c ontinu ed)
W-Shapes
1
Table 1-1 (continued)
W-Shapes Properties
256 1533U 1611OO
1U 1(140 1'-1 9J6
1105.0141.1 1_ 100 Me.U mo 150 6..l15U _
89.1 IlOO 119 661 6Zl 581 512 504
135 7.
1<.0 509
Z32 U6J7,:¡ 15W1
2' 0,oe39, " 3200 194 '-I1.H 121 00 'SZS-11401.S 11JOO
SO,,
7«10
T/22.52112
1'-11133
1'-1761 14.5713
106M 14.4 6204 14.3 581
m
l1.72.31l1ll.7
2.9934'&
tTI: ~.
Tabl e 1-1 (c ontinu ed)
W-Shapes
,_ ..-"--_..__ ... _,, ......-
'_"_'" ."'"_ .... ... _ f,' ''''''-
:=-~::::.:::..":":"'~-:..~::=.~ .
.1X
1
Table 1-1 (continued)
W-Shapes Properties
Ib/II'.
lo
iII.'
iII.'
1611 UI".7 92!lO 5f9 ISl .1,23160 481 ,., W.09,I 1~.we ' 30 1/351.1 61' 0.a6 11 1 1./65U 5IDI 35Q
iII. 1:1.7
iII.'
6211 5511 5' .
.... 310
415
m 206 211 137
39' 11919.120700 1m 357 3.-
13.-< ~ 13.3 1320
1550 1190
J26:1.7 ZU 1IlII00
132
m
261 Ui 211 ' 91 113
~
iII.' 11. .... iII. iII. .... 25(l lo.. 3.0332.6 17.7 4122.01173.93.0 132.412.4 42.12436M 2.9832.39.71) 31.11 219 \e.S 29132.2 /.ll 32J12.J2 51.3 21IIi32.2 ~
198 179
wm
190
12<41)
IR
JBl25ó'
1100 l15li
1!7
1040
Z'j(jOO 151\l 162001060 ' 46O(I 9n 13' (10 .el 11 101 31. , (l!I(MI I"¡ 9700 6n l1li10621 71160 5Ii!i 7(0) 0015 6310 0158 51160'"
, .. 1!>1l223 153196 ~ lH 151 m -"'7100 3.0915\ 613 19.5 1~ lle 591 19.3 1-12123
12.1 11l1lO 110 122240 1310 121 ' 30 1180 12-0 1000 1050 12.11 916 953 11.9 tI52 tII>9 11 .3 m 7$1 lU 111 704 11 .1631 619 11 .6 571) ~ 11 .5 515491 11.5464 44.l
iII.'
53JI
4.1226,2 ' 0l9(I(l930 l:U 060 4.59211.113' (10 129 l1111C3 =32,2 11 100 148 13.0 341 5.1.30,5 ' 0000 66\ 12.t m 3/.7 92(1(1 600 12-1 615 1.1l44U IIZIO 54112.1601
m 2112.I J11112 11,3 3310 1191U 3A6au 2111 1n22,S 258 4J132u Ui U12U 211 U1211.1 ' 94 s.2013U 178 5.923U 161 6. 36.1 ' 461.139,4
:m
I~
13.-< l:U 13.0
4,2230.215.2 4.'630.0 501.1 4.1J2U 40.3 4,11296 2&.4 4.0629.5 2"0 4.0 329.3 15.6
119 JM21'J 162 3.05252 "6 141221 ID J.lIi 2O'i 120 136111 108 13316e 100 132154 88.112!il16 1M 125122 1OJlJ2311ll 11926.5 63.5=91,13./626,4
11.3
12900)
7nOO
t"fJ: ~.
Tabl e 1-1 (continued)
W-Shapes
,_ ..-"--_..__ ... _,, ......-
'_"_'" ."'"_ .... ... _ f,' '''''''-
:=-~::::.:::..":":"'~-:.."'t,::=.~ .
.1X
Table 1-1 (continued)
W-Shapes Properties
Ib/II'.
lo 10.' 12\1 39.7'7110 ' ''5.01«2,5_ 102 0),13620 94 6. ~.S mil &4 7.18 52.7 2fiI
10.'
305 29Ii
le/ 203 213
10. 10.' 1I.l' :M 11.0343 11 .0305 10.9 10.7 2"
m
31'02.5110,:130(1) 3$ 2.1315.' "900 :DI 2.9417,110700 l11U 9600
95111 .1 ' 31) es! 11.01020 189 10.9922 m 1M lI3S 2!lO m2\1.7 _ 6M 10.77" 229 3.1922,5 7MO ~ 10.7 Irni ror ..,.20.8 _ 5.31 1M 6011 192 "'3lE .• 62Ij(I ~1 10.5 5IlIl 176 4.91211.7 ~ .¡51) 10.5 511 1625.31 31),55'70." 10..<01&3 '.5.9233.: _ 311 1M 013 1316. 35.S _ 329 102 370 1177 JU l5AO 29110.1:IV '(10 11. 03,' 3'(10) 253 10.1 239
m
HI3'..I9J9,2:lD1
E
2<15
10.02llO
ª~¡ ~ ~ ~~
625.9/50.1 ~ 6.9454.5
,!j/j(11l1 ' 350 ' "
1j.l'J , !j3
9.11 ' 34
10.' 130 159 139 12<1 100
10.' 11. ...' 10. 10. 5/.' 2.6626.5 31.5 2.1! ~.3 2.6526.0 21.9 2.15 03,. 2.622U 20.9 2.12 3M 2.5926.2 21.l'2.fJ/11.22.5026,1
:l6.9 W
1 .... 11.1 7.33 5.211
10.'
,.(13
2.91
1160 ll{l :UllEl 1(131) 152 9191J1 J.lIl2" 1123 120 111193 n
mm
11926.51.00"'52.0023.5 109 2<.01.9113/,52.0023,0 $'" 20.91.9532.' 2.3723.3 112.518.0 1.92 21!.6 2..ll23.l' 70,015.71.9/20,52.31)23,1
1.17
94."ll
tTI: ~.
Tabl e 1-1 (c ontinu ed)
W-Shapes
1
Table 1-1 (continued)
W-Shapes
:=
Ib/II'. m
lo
Properties
I. ' ~ iII.'
iII.'
iII.
iII.'
iII.'
iII.'
11.
....
iII.
iII.
_
63e
l
"IV
122
:1.10 191
:l.68~1.9
3.2215-5
IISJO
51!!
9.62671
6911
1(9
223 :1. 1/.5 rol 3.86ro .•
60lIO 53' 0
52(J
9.501 60\ IU /!l3O
8"
1!12 U222.S
4130
.,/
=
oI2tIO
~
9 41!! !UI 013;1:
Q3
' 66 4.\/25.0
~
ZQ
IH
~1
7.,
~
43ii
....
3.6 321./ :I.~~1~
~
:l.56~'"
' 0.9
n2:tOO 119 lIlJI 2.991(11
35121.2
3:1.1
3.Q~I . 1
iII.'
107
J1l! lro
96./ 3.()0 1\0 86.1 3.02 133
!nl
m
~~ ~E.~ E ~~ E ~ ~ § a~ [~E! :~ : ~ ;s;; ~ ;, ~ ~ ~: ~ ~ ;¡ ;~;¡ ~,
E~a¡ ¡ ~ ¡~. ~ j ~ El ¡¡i j~ f:¡ : ~;;~: :; :::;,: ';:' E¡ !l::~ : :
~E¡
::::
._ _ .m ""
tTI: ~.
Tabl e 1-1 (c ontinu ed)
W-Shapes
1
Table 1-1 (continued)
W-Shapes Properties
60.3 \.4-8 6OSM3I!,¡
55 5.98",1 50 Ml~ . l
119(1
!lOO
98,31'" 11 2. 88.9 nll lOI
50,1 " ,9 -10.1
15.1J I.ro IU 1m n.3 \.61! IU Ull 111.7 1.65
20U 22.5
10,6 1M 1M
2.0517.1 2.0017.1 2.OZIU 2.0017,5 1.911IH
1.2<1
304(1
t"fJ: ~.
Tabl e 1-1 (continued)
W-Shapes
__ . __ . . _ ...a.._
:e=..==:~=
·::.:--...=:._, .. __ ........... .u:. _ _
A3.1<.
Table 1-1 (continued)
W-Shapes Properties
1
t"fJ: ~.
Tabl e 1-1 (continued)
W-Shapes
1
Table 1-1 (continued)
W-Shapes Properties
&0.2 57.7
~I
5.1
7\.9 60ll
~J
50.0
119 \.96 12.• !.95
21.3 125 1\.$ 111.0 123 1\.$
1.11 ,.t6
: ~¡ ~ ~¡ ~¡ '¡~¡~ :~ill ¡~ ~ ': R
~¡~~ ¡~¡f.~ª¡ª¡¡¡
ª .,
t"fJ: ~.
Tabl e 1-1 (continued)
W-Shapes
1
Table 1-1 (continued)
W-Shapes Properties
111.'
111.' 7I61IE 6Z3 111 103< \1M
111.
111.'
In.
111.'
•
,.1
2)(i
IlIUlOllllU
15.1
'-110 130
11J/
40.11 2.6S
61.11
3.1M
lO.O
HUI
119
300.8 W
5112,99
9.8'
~
1I 3
111.'
111.'
111.
C5.3U8
111.'
In.
In.'
1.53
~ ~¡ ~ ~ !~. ~ ~ ~ lE ¡~ ~ 09, 1 02 10<.9 ' 1.1 '.27 <16.3 111
35.0
•. ,
3U
53,' 45.0 31>.6
'l32.0' 11.3 '-'le <¡
,.94
20.3 2,27
9.08
11.2 1.204 l3IiI 10001,20!lJO
1.5' IU~
Cl.\1I3
l'91
t"fJ: ~.
Tabl e 1-1 (continued)
W-Shapes
'- ,-__ .. _-_..__ _"......."'"_ ....
....... ."' ... _-"
...
Table 1-1 (continued)
W-Shapes Properties
111.' 53.~
111.' 16.7
~1'"
1l.~
29.1
111. l. 2JI6
111.' lU 14.9
9.12 2.501
1M
111.' 17.1 13.3
9.]2
111.' 111. 5.611.52 4.'11 1.5()
3.111..<5
1
Table 1-2
M-Shapes
ill~.5,M.'" 3.$3 11.5 ' ''.6<>3.~ 1~.5
12'1> 0.155 12"' 0.155
'1< '1<
~.
3.15 3'1. 0.221
V.
""
h
""
'IJ 'IJ
3..073'11
o.rn
'l.
""
'l.
10'10
3.07 3'1.
0.210
h
~.
10'10
Y. 3..50 3'" 0.2"
IIl""' 1.S' 3M 12,0 12 " 0,a< '3 ,1~ 12,0 12
0.177 '1" '1< 0.160 '1" '1<
1112><'0'"
2.95 12.0 12
0.1 '9
'1<
1110>9'
2,115 10,0 10 2.37 U 510
0.1 51 O.U '
'1,,'" ....
V. 2_&I 2'1.
><8"
'hI
3..~
3'1. 0.1110 '1" 'h
~.&9
2'1. 0.206 '1" "" 0. 1~ '1" ~.
'IJ 'lo 'IJ 'lo
11'10
" ".,
" 8'10 8'10
2,22
9,9910
0.130
'1<
'hI 2.&92'1,0.173
'1"'/,,
't"
9'10
il8xU'
1.112
'1< '1<
Y. 2_2$ 2'1. O.lei '1" "" 'hI 2.2$ 2'1. 0.177 V" '1"
6'10
1.82
3.00 80.135 3.00 30.129
'IJ
><3.7'
1,296,006
't,,'IJ
'1< V.
1110><7.5"
_
1.~
M5xIU' 5,56
O.IU '1< 5.1125'1. 0.0\160 '1<
5,00 5
0,316
V.l.&1 1'11 0.111 V. 2_00 2 0.12\1
'1",,-,.
5.00 5
'"
O"'I~ "
~"
V.
"t" '1>
5V.
¡'"
ir ~! . ~.~ r!~ f: ~ ~ ~: !!~ f ~ ~ ~. _,,-_.,,_._--.............. ' _ ,._.. _ _ _ "' __ ,_ _~ .
~ . 31
31 ""
....
·...... __ .. _ ... N,. ...... _ .W __ G2.,..,,._ ,,•• ..,
• 1lN_ .... _
' _ ... _
. . _ , , _ _ _ .. _ _ ... - . "
...... _ _ w·_ _ _ ..... _
1
Tabl e 1-2 (co ntinued)
M-Shapes Propertie s
:=~ ~ ~. ~. MI
1~.'
:..
~. ~. ~.
:..
~.
h
h
/ ..
~ ~~
1<.4 &9.3 10.2 U lI le.5 2.01 1.01 0.1 .. 1.111 0.933 12.3 0 . _ M093 18.0 1<.4 &0.3 In '.e615.0 1.51 o.&6t M67 1.37 o.3511~ . 3 O.(II)(I263!).G1" 57.1
11.6
m
11.1 1M
UI6Z.57Z.112.0 ',5614,3 1.00 O./Il9 0.5IiiI 1. 15 0./31IU O.(OJJ5I;o.05OO 37./ 7.3069.266.1 ,'-' ' ,58 13.2 1.0' 0.661 0.S&t1,07 0.13211,11 O,(I(I(I3OOM393 3M
10
9
9.
1'-16' .1 lD..l U112.2 1.03 0.6J6D..'MUI2 O.1fiSIU O.CDJ2.IOo.0292 35.9
11
6.535fi..139.0 7.39$5.03<.6
1.19M3 g,l:2Mno.5000.503G.l109MSO 9.11 0,(01)4110.00" ' 6.1 6.953 . ~ 11. 0.5930.'" o.OOOO.7!10M6 9./7 O.(II)I)l21I 0-022' 101.2
/.!i
l.
6.tIOU5 I,TlO.5ti20"'80.0000,67110J>l69,!I20,(QI2OOo.01S1 13.5
e.5 6.1
6.035Mle.5 6... 5ti.!i11.fi
' .'
5.39 .7.0 7.23 ~.., ~ , 311 2, O,UO 0.195 o.Jn G.311 0.061 5,113 0.000/(11 0.00990 ' .53 U 5U 5.95 1.012.3' 2.330.1730.173 0.39$ o.:m 0.'99 5.110.(ll)l)4.W1).(II)53O 1.45
3.1 lU
/,.ollU
6.0111.2101.2
' .633.11 HJo.J~(I.329o."30.52'II0.563 7.1110.(l1)l)5(I90-(1'&4 '.39l.105.150.l%'O.lOIIU390.4950..\fi07.!I20.0Il04550.0156
9.612.llS11,1 1,70 JM
1.25 5,33 1"..
' ,510,00709 0.313
5.73 5.311
45,/
n.o ..n
1.~1.6' 2.1".'7 o.m o.i151.111 1.0< 3.6'0.(1(0)11 0-(1'&4 "117 S 1'-9 'D!6.6l2tiA J.5.1 ' .TlI .S/2, 0,~0.1!I90.5060,45J0..\933.1130 .c1l2111 0.01./1.19 "'5 11M 33.9 ~.1111 1..u 1,611 1.110 0.2~ 0121 0."'911 0,30/1 G.l«I 3,SI O,OOI~ 0.00820 0.930 3.2 :ni 1.86 '-u 1.611 1.60 0.2~ o.W 0."'911 0.30/1 G.l«I '.SI O.OO'~ 0.001l2O 0.930
2.9
5.6S2J.6 1.50 1.001,28
1.120,2~012 1
0.521 0.3440..\91 2,SlO.oo:P.; 0.001llO 0.511
ffT-=f
Table 1-3
L'i~' L"'J •
S-Shapes
-
..
l
l.
m::
2"11 0.800
31.1
2" 11 0.620 'lo
2H
1.09
W,
'lo 'lo
1~.
7.00 7
~ .. '1,
.. .. .rn
".
1\.0
lUI
!l.O
.~
. .
0.<06'
1,~
7'/.
!Uro
:: ~ ~:: ~1j. ~: ", '
.
2
'h
'lo
'1,
0.636 'lo 0.505 '1>
1'1..
''1"
UlO
'1.0 1,13 1'10 0,810
O,IOI;~,
0.625 'lo 0.500 '11
~~:: ~:;: ~:
1,
1.0Il
2' 2'
, .... 3
. 12.1
a
7.877'1>
l'
.012,9
.,a,o
0,
1.05
~ ..
29.3 ,'.0
16.0
~.
- -
',""
2M 2'.0 nI 2'.0
.501.1
><31.3
,~..
3M 2'.\
",
6.:)9 a>¡, U~ 6'1,
0.195 0.195 (1.691
ro,!,
2
1~.
20'1,
~: :~: :~: ,~..
, ....
,6'1.3'11'
'1'.. 1'4
16'1.
". .-
12'/.
'., ~
.- . ,.. ,. .. .,'" . .. ,., .,., .. .. ", ", ,. ": .. : : ' . ... .. ,. .. : '. '. Ul 12.0 7.0510.0
~
" "
0.. "
",
'
.~
,."
'"
",
0-<91
v.
0..126 ~.. 0.193~..
'ho 'lo
O~51
'lo
~
•. rn ",
",
O.IJ2
1).1" 'Ilo
0.110","
,
.~
0.311
1).21'
1'1..
.~
'" 3.003
2.110 2'1.
.~
(1m o.m
2.&6 2'10 1).293
~
'.,
'1..
'l.
'1..
't..
",.
2.112'1>
0.21;0
'1,
'h
2.3J2'hO.260
'l.
~'I,
l WO
1
Tabl e 1-3 (continued)
S-Shapes Properties
&H 5.1"5 770 59.45.95 69.2
21.5
!l.251 .1616.l l it 1.19 15,0
l.-11119.2.,59 1.-111 lU 3,5$
2m
2«
1$'.''-3
2ll.1
'1.!11' ." ' 2,1
1.t111.l • .10 1.-1211,32,33
1!>.IV
'M 14.3
5.531.(13 10.0 1.3 2'''' 5.191.00 9.íB 1.31 14.4
2.12 1.~
731
ttl
..... -. -
Table 1-4
HP-Shapes
LU '
,..,8<2(It
60.2111.3
,av.
_
..
r. 1.1)
1'10
WIdth,l1Ii
t,
l
"" 14.1
1,
av.
, ·, ~¡H ¡ ¡ ,¡;. ~;: ~ ¡~ :¡;
¡n ¡~ ¡~ , ~. 1,13
.v.
2 ~"
1 ~.
13'1>
1'1>
,!,
.,,§ ~~ !~¡ :~~ !~ ~. ~ !~! ~~ !~ ~. E: !~ "t J :h: ~i:H :~~: ~ r." ::~:E ~:m ~ :~" :~ ¡ l HP1249
25.11 12.'
12'1< 0.120 'l.
'to 11,3
2'10
o,m '1, 1'1.
1'1.
~'h
5'h
:: ~H:U :~~ ~ ~ ~ :H ~~ ::m~" ,'1":~ .'1":~: ,I ,I
43".5,51 ' '& 11'1.0.'35 'I"V"2.o HPI0><51 16.7 9.99 10 O.5M 'f.o ~ .. 10.2 ,,12' 12.. UO 9'1.0.. 15 '1" Y. ro.l 1t'346'
10.8 M: 8
0."5 '1,,'1.
._. . _-. - ,..... . ''_---_ ...... . .
2
0,<3$
'1..
O~.
0.565
.,.,. W.
0'10 O,QIl
3.168'1. 0."5
',.. ,'1<
"" ''4
''1"
7'h
'1.
5'1.5'"
5'h
I
Tabl e 1-4 (continued)
HP-Shapes Properties
J~
-= 5
:: !i ~ ~. ~. ~ ~, : . .:' ~ ~, 20<
k
k
$,t.
~-;:.
'8' W:OIH:mo~ '\1 10.3 1$,6 ~IO 290 11.9 18,2 l:2OO ~I
Il1!'-331120 2-< 0,311915.031110,(100\129.1 ~ l _l3m W01(l(1 0.281610.91117-0 0.0Gm20.1 1OjOO 1M 321 m IIJ,1 o , ~ 143 0,112 1M 0,00:/8513.9 ~ 1.-43 2Il1 106 79,3 0,21 122 0,115 1M 0,00216 tll 09\00
'83 162 1.,
MI ~ $1!U $1tIl&I
M112,13O$)3IIO
1~
1.2110 . $~10)()4
10112.6
$5&181 1.56161
818100 3.• '56 ' .5615A 0.00\1626.9 697 1Iti.6 3.1121:101 0,011;11.3 0..... \ 11M 599 70,i3,11116 0,.o15.10,0036S12.9 504 63.0 3.75 91'.& ' .:101 15.1 0.00215 $35 412 S;>,23,71 83.10,2114,9 0,002(13 5.01 349 ,,",,$ 3,118 M.2 0.21 100,001613.0\
117 m".212201n 102 10.\ 16.210101\0 119 11 .9 18.$ 900 13\ 731U 22.5 101
5.\I6I~
«3
5.9Z1!18
3110
M8 146 $Mlla
32& 261
$0511,12190269 t"'3,8 1810230 15.1 1590 201 19,01300 1l1li 811 , .. \ 22.011101011;
m
11).6
f.66
m
3.5& 1 ... 3.56 ,,",,33,13 :JI.' 3.Q
91." .1$13.0 1MO,101J.J 61.1 0,0513.2 5-1'&'.0013.1
!III
$5-113,66931125.11121 no $9114,2 650 lO! 5."'20 213 1.,1).0 16.1 56& IIH5.11 105 11)6 63 1IJ1 18.1 012 ¡g,I5.06 M.l 1\3 13 1M Z2,3 6&.1s.oo 10,0 IV
JIU
84
)4,1 2,9' llH 2.112 2I,l2,8I 21.1 2,(I!
56_03,4211 .1 0,W37l1"9"l 53.23,01 11.11 0,(1(13.15 "2' 46.113 . ~'1.5 0.00216 2_98 JS.13.D11" 0.1m02 1M 3213,2911" 0.00148 1.12
11
19.12.011;
JO.J2.&4 9_430.003\5 1.91
m
m
tOO 13.1
2114
5U
.. '!
66.$ '01
$9.$
2,~
q3(I(I
40IlOO
301300
meo
22lIOO 10000
0._1.0219900 Un/lO 1.39 , _ 0,0021)1 14lOO 0.00143 2-0111200
3.,.
~
1140)
6100 l1Dl 40lIO 2240l
: '::. ::: ::: ::::: :: ~ ':::: :~:: ::::: ::~ ':
[
Tabl e 1-5 (continued)
C-Shapes Properties
~~
-~~~
:. : ~. ~. ~ ;. ~. ~. ~ ! ;. : ~. :. ~ ~ SIl
0,583000
.,¡
O.W~
S3.8 u.a,5 11.0 3,n M6So.mll' 0,.,g(¡U6 092 '6.5 54357.5 9.11 3.3( o.mO.773W o . m1.~"o
5.0090.937
5.710.$27
33,' 0,1196315
. 2.0 5.61 SIl,1
!.O1 3,00 n901 0.7M6.19 0.3321,01
l5S
5,94 0.920
30 0,&11162 :!5 0.7~ 1.. 2O.70.17ll1ó1'.1
V.o '.2i33,1 20.0',43 2\U l1.5 1.6125.6
5,12 2.0IS 0.7620.670 • .32 0,3610.8111 151 • .~ 1.87 0.779 0.670 W 0.306 0.533 130 3.1Iti l,n nmOB9llH/ 0.2530.369 112
',\010.919 • . 0.\10\1 1.930_
30 0.368100 20./3.43211.7 :!5 0-194 9'-118.1 U123.1 20 0,1I3I5/S,915.1J.ti/19,1 15,l 0,)96 67.3 1M MI 15,'
3.1131,66 0.6680.&19111 0,1411,22 3.3( U7 0.6750.617111 0.J670.W ¡,1I01 ,Jl ntlOO0BJ51./o0,291 0,31111 2,V '-'5 0.7"Q.63.02.3-0 0,2210,209
56.9 'H
3.630.921 3.110.912 3.930.900 1,19Q.M.o
20 0.515 9:1.\1 1M l22 16.1 15 0.&3151.0 11.3 3.1013,11 13.10.7(247.1 1M 3.4312.11
Hl 1. 17 0.610 O~ 2.016 O.J2Il 0.127 Ul 1,01 0.659o.lo11ti2.c.o 0,2150,2011 1.75 0.\j\oI0.6660.9:l".9-0 0.2190.1 6$
39.' 31.0 28.2
7U 6S.3
n
3.46 O_ J,690.382 3.7110.1/5
w_
1.9/1,01 !l59IIO~2. 25.1 3.0IS0J191 m _ _ wmwm __ _ w1/ 0.3110.134 ___ 1.52 O,iIoIa Mil 0$01 1.1'l 0,mo, 1. 11.2 3,2110.1/' _ _ m _ _ ~~ _ _ _ w _ _ ~ _ _
1I.750,131'J.911.o Ul1),' 13.750,6/)01 36.1 9.022.9911,0
14.150,141//21.181.519.751.37 0,mn5610.5321.6J O,JOIIO.?67 U
O.W 212
13.1
2,750.1/5
6.Q/2.7l' 1.190.115/0.6171).5110.541126 0.2050.09\15
1.15 l .0l!0M5
130,311017.3 5.181.131,191.OISO,IIJIO.5l40.5111.J.'iO,lI10,237 10,$ 0,461515.00222 6.110.$61)0.5610.5290.5001." 0,~0, 1 2$ 1.20.$119 111 '.J.'i23' 5.16 O.63/0.oI/IeD.5360.5120.\I1!10.1990.07J6
7.192,37M51 591 2,oI/Io.a.o2 UD 2.660Jl2'
11
6.7 0.552
MI) 1561J1.O 1,)9 0,62' 0, ... 0.46 0..>/1 Mil 0,260 0,109 7.412.991.953.55 0.• ro0.3no.4890.18oI0./5/0.2150.0ISI9
1.93 2, 100.315 2.22 2.2eo.m
1,250.3116
0,127
'.51!
l.l'1.750.1ti/
I.2iUI 1,114 0.125 0.337 OM70.. 5II0_0.2tie 0.0IS17
~f!~ §~~!~ ~.~ !~!~~~~!~!~ ~~I!~~
h:::¡ :f,:~:~ :E :r¿:~:: El!:E:E:~ :~I:~ lE
Table 1-6
MC-Shapes
11.1 1M
180.100""' .... l.to.V. 0.$25 ....
1'1>0 15'"
2'1> 1.35 1/.'
¡¡! lE ¡:~ ~ ~ :.:t· HE ~ lEl l i~ l;:
:::~. :¡t¡~ ¡l ~~~l~~i~~ ¡~ l:r ¡~ ¡l I :: ~¡ '~;~;¡ ~ ~ ~ ;~ ~ ~:; ~ ;; ;'f ;~ ¡~ 9.12 12.0
12 0.310 '1<0
~. 3.67
MG1Z
0.181 2.0
12 lI.25il V.
\\o 2.122'" e..111 1fto
'l.
le'"
1'1.'
0.6nll1
MG,z<,e.&<
)"0. 12.0.
12 0.19:1 \<.. '/o 1.50 1'1> 0.309 1fto
~.
,0.'12
-
0.01111.1
2_~10.0
le o.17Q\<.. \\o 1.50 l 'h o.~1¡. 10.0.152'" 'N 1.17 , "' e202 1fto
'l. '1'..
1.9510..0
:!'ro 0.100 ' V.
1~..
1.-1' 9.00 9 M50 'I>o Y. 3.50 3'1t 0.550'1'" W. 1m 9.00 9 o..,¡o \lo ~ .. l .oI.\ l'lt 0..$50 1fto W. 6.10. UlO 62& UlO
O.-l" 'ho Y. 3.50 3'1t 0U2S 'h 8 0..l15 \lo ~. l .oI.\ 3'1t 0U2S 'l.
!
5.11 UlO ! 0..000 \lo ~50 600 8 0.353 '1<0
1fto 3.03 l 1fto 2.111 3
80.11'9 \<" \\o
.. .<-, ""_. _..... -=--::=.::::....._2~
UlO
-~ . ""
1~. 1~ ..
o.w 'h
,'''
'Iz
, '''
o.soo
U7 1'" 0...111 1fto
,~ ..
,
2V. 1.2& 11.3
&'" 6'11
_
6'1z 6'1,
2' 2'
*'*' 91. 91.
2' 2' 2' 2'
0.0&6 9.n 0.J639.1IO
1.20 1.1&
' .20 1.1&
1_03
,m
8.01.\ 8.01.\ 1.411 1.411
1.50 1.50
6'10 1'4> 0.620 1.611
,-",- ~ ---,,--,,- ~ ,,
[
Tabl e 1-6 (continued)
MC-Shapes Properties
':"~ :.
:
r-~"-1Ioo
~,
iS8
kL'
kL
kL'
kL'
kL'
~
kL
;.,
~ ~.
0,1195575 5'-9 0.7'11 621 4MO,!IOII51! '2.7 0,9695501
1M e.2i95,' 11,5 U3 1m 0JJe2 ' 0.1 0,070 a, 6M M181.3 16.3 5.on 1.03 0.35e y!l; O.m 2.03 601.1 ~7'J . 21U 4,711,050.866YHO,Jl",4I; 61.! M'15,1 10,30,(10 1.01 ruin 1,82 11.3<9 1,23
50 0.8153U 00 1.03213 35 1.1 5252 3'.3 1.2<1 239
Oll 0,6261l.8 1M 0I.9 • .8251.21l.1 3U 0.9506,5 12,3 36-1 S-OO 43.0 1'-'
50 45 00 J5 3'
25 12
:.
~
1/
891 lI52
liS8lt9
'-711-06 0.910 ' 0.20.566 2.91, 5iS8 0.2 UI 1.09 1tge08,(IO 0,396 1.13 "2 V II UO 1.00 1.$9 0.360 .1131 leO
5.&0 0.&02
0,141200 0,iI40251 o.m231 1.01 21ti 1,11202
"'9 '.2ISti,511.4 5.&oI,091.05'0,Y 0.6133,23 '" ".90.3652,015,8 5,30 1.091.00 ,(1,10,5502.33 373 39-0 0.~'1.7 1'-2 '.98 UO 1.00 U I O.CIl(I1.69 l36 ]fi.O • .51143.2 11,50.&0 Ul 1.05 1.620,42111,14 1!Il 33.10.1139.111,3 0,311.111.O1! l I50,42S1,(I(l:!EI
i34M22
1.03110 1.12102
12-03.8126.2 1.252.960.99]0.9535.6 50.361 <'0.5 3.9923,9 8..10 U~ 0.9910.9!lO 5,19 11.461
8..1 0.332 31.9 6.50,1 11212.9
22.1 1.04 2' .' 1.09
6J.I 15,9 1WI9,'
1,572,99 1.01 o.g70 5,7(1 0,415 (1,&9' l ." a \l1.01 0.981\.51 o.mo.m
61.S 15.' 11313.2
1,01 a, 1.02 1-01 5,311t419 5.532.71 ton 1.(.25,180.4$2
,512 .095
<'O 0,S4J54.41J.tilO41ti.4 Il I0,889 52.4 11110915,6
4,422,020.!l610.&103.!I60,361 0,151.915 o.tIfiIlo.a.og 3,12 0,344
... , ,leO
5.323.05 6.115 0.6;200.4-l10.ooo0.421IU150.ISti
.~
5.50.$42 2J.l
ge5
.63112.0.460.803 ,510 110 4,1I21t/!/1
6.393.61 I . ~ 0.3260.2680.31;40.2&0 0.5030.123 .1)41 '.5IIl.4l5,!IOO,I3J0,mO.2fi20.l940,2&40.09?i0,OI 91
25.40,9(16 31.9 19.5 3.0323,5 23.91.04 3'-9 1M ).4822.5
107(1
1-00 ¡Mlt9n 2.163.460_ 1(10 9(I.(l
4,(IIIltl7O ' . '51t~
-;:, :::;:1
Tabl e 1-6 (continued)
MC-Shapes
MI 7.00 5.617.00
10.\03 '1>
y, 3,10 3'1'0 o.5tIO 'Iz "" H53'1z 0.500
'1,
1'1> 1'1>
5.29 6.00 '.09 6,00
6 O..ln v. "" l .!JO l 'lz 0.475 'h e 0.300 'Y.. ~oo 3,SO 3'1z
0..lSS "
1'1-00 'lo
0.• 75 'h o..\l 5 'h
1'1-00 1'1-00
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MC-Shapes Properties
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Table 1- 7
Angles Properties
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Tabl e 1-7 (continued)
Angles Properties
Table 1-7 (continu ed)
L
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Tabl e 1-7 (continued)
Angles Properties
Table 1-7 (continu ed)
L
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Tabl e 1-7 (continued)
Angles Properties
Table 1-7 (continu ed)
L
Angles Properties
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Table '-7A
Workable Gages in Angle Legs, in.
Table 1-78
Width-to-Thickness Criteria for Angles ~
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Table 1-8
WT-Shapes
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Table 1-8 (continued)
WT-Shapes Properties
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WT-Shapes Properties
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Table 1-8 (continued)
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Table 1-8 (continued)
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Table 1-8 (continued)
WT-Shapes Properties
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Tabl e 1-8(continued)
WT-Shapes Dimensions
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Table 1-8 (continued)
WT-Shapes
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WT-Shapes
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10.
10.
W17xOl.Y' 29 11.8 11'Io3.!!' 3''1.. 2 06..\ IU 1!'hUI 5'10 5.10. i'N .0(10' ' 9 11,' 11'10 1,1' 3'1. 1'10 02.6 'U , 8\'0 5,'~ 5.... 5.7' 5'h ><3W' 117 11.2 I1Y.l.1)7 3'1.. I~ .. 3U II.e 11'10 H ' "'Il< 5.$' i'N ><332.5' 97.1 '0.8 10'1I 2,S3 2'v.. ,'I><:lI.ti 11,7 Il"1I4.52 4'1> 5.1l 5''1.. x:m.s' 1mI'o's lo.'I>2.002'fl l't. V'.,,l.411'104,IS,.,,,, •. 16 S'I.. >475" eo.9 'O. , 10. .... ~ . 38 2'10 IV .. 24.' 'I.~ '1'h l~ l'v.. 4.42 5'1. >d'J1'7J..I9.!tOI'io2.1 92V><''''ll..lII.ol1l.50J'I>4.lo.4'V.. >iZV..I' 66.9 9,51 t'l> 2.02 ~ 1 19.2 16.1 I&'Io J,2' J'ho :MI .'10 x2,l" 6V U4 9'10, .• 1'10 '" 17.5 '6.7,6'/.1.(11 1'1>< 3.63 4'1.. xl99' 5&.49.1 5 , .... 1.TI IV. 'lo 16.1 16.6 16'Jo2.85 2'" :1.44 4'1. xll6' ~ 1,\1Ii 9 1.!i6 1"/.. 'V 10.1 16.5 15'1> ~.!i6 2''1 .. 116 :1''1.. •m ' 5O.l1,TltPIo',50''t. '\" 15 '6.4'6'Jo2.'72'1> 1073'1. xl55.5' 45.11.56 ,"'1.41 1'1.. V.12.1 16.215'1.2.16 2'1. t.86 ]IN ."1..1' .1.15 8.31 ..... ',29 I'f>< ''1><10..1 16.115'10 2.01 2'1.. 2.~ J'fo .'2&.531.1 8, ' 9 IY.', " ,v.. */o 11.62'6.0 '6 1.891'10 2.09 3'1.. • 116.5 34.2 8.0;0' 1.1)7 IV.. 'f>< Me Ise 15'''- I.n ,.... t.32 1 .1= 31.0 7.!lfiT'ltO,9!lQ1 'lo 1.1ll15.119I.',56 1'1'00 2.162'''>$.5 21.-01.1'1\'.0.,1190 '" 'I>< M9'5.1,5'/" ,""I><WO:'l. ><18 25.1 7.61 7'10 0.1:)(1 ''f>< '1.. 6.32 157 '5'Jo 1.31 1~ .. 1.9' 2'fI .79..1 2J.4 7,491'1>o,145 .... */o 5..\815.6 15'Jo',19''''' ' .792'1> xn..l ~ 1 .3 1,39 7'10 0.,6110 'V.. */o M3 15.5 15'1> 1,(19 1'1>< 1.&9 2'10
._. . ''_---_
...... . .
.
__
... . . ... ..sc _ _... ·''''''''"''''''',_ ...... _.__I...._-~ . ____ _ ~- -_
· _ _ _ ........ -..'c..
_ ~
A!.,<.
E'
10.
~ S'I> 0.,'" .", 0..&I~ 1'10 &50 5'10 0..3<5 "" 0.1"'1..
...
3'"
T
Table 1-8 (continued)
WT-Shapes Properties
-~
-':'
::-
[-¡;¡¡-
ñ ~ ~. ~. ~
15.5 e,a 9 13 /J1/ 1.4
V.5 23.5
•.lB
1.71 2.991010
004
1.112 lOS
~
tI9(I
1.1123.65n11 332,5 1.~ J.Il2 6Z1 302.52,094.00521 mi 2.25 1.24 ~ 251l 2.03 UI:mi m,5 2,6;1: 1.11 321 213 2.751.91 'ZII1 199 2.112511257 1115 3. ' Os..oo229 171 l315.69203 1~ . 5 l5l1 6.01 11!;
U/; 1~
! ........... . .' ... , ' " 102
'.(1112.0710& JI
16
U.. 3.!111
e,ViUl 1.311
o.3n
6.20
U,
H~
1.1.
12(¡
%l7(¡
316'1 ' »
)),51,1511.5
'" " ~'"
2.623.41
~
.. ~
n.
i~! ¡~r~¡ ~ r~ ~ I ~ ~ ~, ",1';" '"
1.11 '-12
2111
VS 3m 249
211 3.00~ 2,52 3.~ 1112 2.n 2OI11l 1033.0$1S7 2.SIilaooJ 11» U$ 136 2.35 1630) 52.7 2.26 2.61117 2.16141() ~.9 2,191\1 102 1.99 12l1(¡ ,,-' V' 2.00 91 .7 , . . 1180 llJi 2.ID2..Jl 112.9 1.1filO111l 33.92,052.19 1'-"Ri!194 30.4 2,D' 10& S6.2 ' .so 903 26.7 1.96 1.91 \1.7 1..1 801 $5.' 112.1 1M
~
~
~I9 :r= -/:m. •
Tabl e 1-8(continued)
WT-Shapes
~~
Dimensions
ar:- ~ ~ ~ 10.'
..........
''_-._--_. . - .... .
Ana 1fI.'
~ ~ ~k ......
...... ._ . _ _ '' __
_- ~
'''''","",M,_'''_~
• ...... _ . _ _ 1 Io. _ _ _ _ ... ..sc _
· _ _ _ ........ -..Ic..
111.
__ : ' .......
'''_~'''
_ A!.1<.
T
Table 1-8 (continued)
WT-Shapes Properties
~
-' ~
I¡¡;;-
"
A
:
S,
o'
..
¡
...' ......
1~
&14Zi.ti
19.0
=2,11l'
7.* :!9.9
,
2.912.14L7Ii
1~,~
2M
' JII 1,' 7 O.9i\(¡
2ti . ~
&1iI IH
17.7
~1.5 1
2Il
7.1720.2
14,'
2~
o'
o
o'
,
~
=
.•
.. ~
,m
1.57 1.1111
o'
,.
,. :: '" ,. ~
~
~
3;2,5 U!
o'
.~
.~
0. 190
.m
,~
'"
0.1 04
0. 1:14
'.0
W
..
.. :: ." .. ,. ,,, ,."
..
O.39l!57.2
~
o.m
,~
~
1 4 ,~
,~
~
,.
~
~
.m
.=
,~
.~
~I9 :r= -/:m. •
Tabl e 1-8(continued)
WT-Shapes
~~
Dimensions
~ ar:- ~ ~ ~ 10.'
..........
''_-._--_. . - .... .
Ana 1fI.'
~ ~ ~k,,......
...... ._ . _ _ '' __
_- ~
'''''","",M,_'''_~
• _ _ _ .. _ _ _ Ic..
111.
:'
.......
'''_~'''
T
Table 1-8 (continued)
WT-Shapes Properties
lB
i.1~
11
1.911
::: :J: n,
1.931.215
~.~
::: :;
1.n 1M
m F,.n
'.51
.- ,.,. w
,~
,.
~
~
'U
.ro
'"
'.0
,m
0.55'0.785
,~
,~
.~~
,. ,.
,~
0.291
.~
0.119
0. 101
¡~
¡:¡
'~El T,bl. '-8(.,,,,,,.d) - x'- ...... ¡.
x-'--- _
•
WT-Shapes
~~
Dimensions
ar:- ~ ~ ~ 10.'
..........
4.120,03
,<12
•
3.5013.117.
(I,m
~•
G.2<6 Y.
''_-._--_. . - .... .
.".
'lo
Ana 1fI.'
~ ~ ~\M
...... ._ . _ _ '' __
_- ~
'''''","",M,_'''_~
:"
................
6.~ &'1> (1,066 "" 0..859 '" 0.9116.506'100.000 "" 11.191 'lo
1.15
'''_~'''
T
Table 1-8 (continued)
WT-Shapes Properties
-= ::[-¡;¡¡-
ñ ~ ~. ~, ~ •. 23 3.53
!
~,
1.28 1.01 0,134 2.'IIl 1.08 0.11990.695 ' .$e
" '2
un , .. , 8.12'1;.l
'M
fi-59 ' 1U! 3.00 1.18 1.12 0.831 2.11 1,9I111.13."1.051.1'0.e34 ' .86
9 T.5 6.5 5
,2.5 10
:
~,
o,m 1M
un
9."
o.m 0.251
'.88 ¡,gs
i .:l1 ' IU!3.2>! 1.DT122 0.g QS!.91 U/ti 1.Ml1.42.11l0,91.,.231.00 1.14 0.200 9.&'2302 2.15 O,T,TI1(¡ 0,953\.210.188
1.70 1.:16 1,05
6.6I\ ' D.02.2!I0.M60.7l1II0.fiI0!.6B 1,251 1.9 I./ti 0,6930.11.0,560 l.2'l '-'1 0.5770.7\110.558 \.03
1.5 11 .5 13.0
O:ll'S.53 0,2" U' 0.188 0.68
.' .' ,. . ;.:: ,
.n
,~
o.~
0,(14330,0269
2..!1 2.21 l se
• .211 Ul 2..)1
0.2211 0.' " 0,'20 0,D1'158 D.05DO D.OO<2
' .52 ,.51)
' .05
9.55085 9.1fi 1.01
O,08!SMOoIO,087 0.970 0.216
o,se
',.2
D.'"
1.D1 M26
2,2' 1.10 o.9W 1.69 1.iSO 0.108 0.91.1.18 1.100.55111.905 M56 o.e 11..\05 G.8IIIl 0.7711
6
0.173
0._
0.61120.&IJ 0.531 MOO
',91\ ' 2.1 !.W O . ~O_O.6711 1.25 0,2!j04 1.1< '111.32 0,56010.8620.677 I.Dl 0.222 '-5 9.161U 0.9500 . "'~O .623o.noO.I70 '2110,1 0.90.'\ O.J91D.SO.! 0.1i31 G.100 O,lro
8
~ 0,(12' 20,0'"
O,,,,
D.OO'fi
0,(\0019 0,0118 0.D2D20.DImII 0.0'68 0.00620
I
5.9 '10.5
MOl 0.235
3.75
, .51)
,~
2.211
D.OIl5I 0.0453
U
5.88 1.430.5<60,32' 0.5240,0.00 0.616 0,1'J6
1.!/3
0.950
LOO
'M
0,0150 D,0Z33
OM50 . m0.5\l90 . ~
"r
}¡'-h
Table 1-9
!~~'_ I'
MT-Shapes
,-!-c..::~-~
.." 0.157
0.'"
r.m ~><'l_.5'
MTM'
2.7!
2.50
""'la
",
(l.7l!5Z,1I!I1'I.
D.2OII
Z'I.
0.'112
'/o
2'/< "" 0.5162.2\12'1,
(1,' " 0.177
,/o
",. (1.342 1.&4
,/o
'iIo O,1(¡12,1I!I
0.136 0.12$
,/o
"" O,~ 2.28
0.1"
'/o
"," 0,29)2,00
1'/0 2
0.171
o.ogeO
IN
'too (1.790 5.(1(1
S
0.. , 6
'1 ..
,/o
",. 0,2<7 MOl
¡~.
o.U)O
",.
2'1> 0.3 16
MIS ,.go 1'10 0.130
'.
"
0.'29
'If
Table 1-9 (continued)
T
MT-Shapes Properties
-= :: _2. ~
•
lo
u
I
10.'
SI; 10.'
lo.
lo.
10.'
lo.
10.'
10.'
1.00
0.S311
1~1
101
1.102,92
o.m
5.3
~29.o . 3
~.¡¡O
H7
2.00
1M 2.86
<»Ol1 0.756
5.9
1.61 1,<06 1,36
1,[16 1,96 1.96
1.119
1.86 2,63 1.86 U~
1.13 l,OS
5
6.3233.96.61 1.3131,06.03 11.(13.0.15.62
'!; •
(i!;JlU3,'7 1.00 1.62 I!;O U 1 7.311 l5,33.080,eg.ol,621,521,1j'
s.o
iU2.o,O 1,29
1,89
LOS
o. ~
0.\.43 O~ 0,5011 0.330 0.5170.313
22 1~
ll.O2!(¡ 1).(121)2
M2$<
0=1
~ 0,01(13 0,5(1;10,3501
OJJI56 0.0112
O!«i
0.3:10
0.0:':002 0Jll1'J2
O,'" O,2&< 0.'" O.nI
0.00911 ll.OOO63
1.~ 1
1,0' 0" . 0.' 65 0.967 0.097 O . I ~ 0. 1$0
,
MZ6e
OJ:t.149 0.0196 o.oU5
0 . ~7!i
0.1IOI0,3J6 0.ZIO <»090,2960.220
Hl 1.18 1.13
U~
iUI2<6 0.0000
0,532 0.509
o.on
0A'l6 1.53 0,558 1,29 0-5331 .29
6"" .01.50
10.'
0.561 0,56/1 0.5$4
0.751 0.2111 0.2011
175 7.7131U 2.91
125 6.0329,1j 1,51 3.1
lo.
o.rOll 0,1139 0.6(19 0.6$0
OJllm
0.0136
o.oogeg
l).(l(l4O)3
5.382630,579 O.<'5! 0,909 0.11'1 0,0133 0.100 0,(111970.0973 0.374 O, '~ 7.7530,2 O,oI33 o' 22&O,~MVO,«19 0.110 0,0863 0.0863 0,4(1(10, ' 36
o,(lI09oI 0.0012<1 0002(;5 0.00015<
601 l1 J
7.91 1.1li
0.523 0.611 0!;12 1.03
",60,208 0,1330,0930.3<10,2<'
O.271i
4.3~
1.14
O,mo,m0,3tIS
1.26
2.65
0,156
0,926
o,sea
0.00919 0Jll193
M/J2
Tabl a 1-10
ST-Shapes
ST':M(I,5 .7,8 x$3
'2.3
1l'1. MOO
"1" '/,. UO '.011'
15.612-311'1.0.620 '10
""7.607.677'/0
'.09 1.09
1::; ; ; ;;1 ;;:;~ ~ ; ;~ ;; ~ r~ .0.0.0 9.70.0.0 lO
ST'0x37,511,0
x33
STII45 '0.3 ,a1,35 3.02
ST7.5x25
7.301
,aH! 6.30
0.~'1o
",,. fi.lS
0.506 'b
'l.
~
5.28
5.25 6'1. 5.00 ti
0-691
5'10
o.m
~
0.711 "ho 'lo
fi.fa
~.OO
~
0.0161 '1 ..
~
7.50 7.50
1'1, o.SSO "''' 1'1> O.~ II '1 ..
~.I)I)
SI~Uli
0<3.11S
SI1,5x3,7li ,a.1IS
2.50
3.011
5.50
'l.
5'1>
0.ti91
0.ti22
"' 2 5." 5'1, M59
O.~
'1 ..
'l.
l .n
5.25
5'1.
0.6511
'l.
2.57
5.(11
5'10
0.5« 0.&14
"" 2.'0 5.00 5 2.97
oI.lM
5
.,.,. '.56
'.M
,'"
0.0191 0.'91
O.'" '1 .. 0.27 ' 'l.
'l.
U6
,/o
' .011
5.17 01 '/0 4.00"
0.0125 0.425
0.066 '1 .. 0.232 'l.
'l. '11
'.fa 3051 O.6SG:l.33
2'I>o..l"'I ..
,/o
o.~:I.OO
"" o.65l'UI 1'1. o.m
~ ..
¡.I)I)
l
1.13
2.1)1)
2 0.1113'1 ..
' ,1(1 0.830
'.50 1'/,0.3019'10 1.50 "1> 0.110 ~ ..
1.010
H"
0.795 0.795
0,0211 '1 .. o.lSO 'lo 0.594 'lo
1.016
.• S
"" "'3
~'I.
0.687 "1,,'"
0.311
ST2.5>ó
'l.
5.JI 6'10
0.326"'"
.,.,.
*' 3'/0
0.159 0.159
J
o.m
0.J862,1ili
2'10
o.m
""0.~ 2.5'
2'1, 2'10
0.260 0.260
,/o
'11
0.255 1.33
:; ;
1'1 .. "1 ..
"-
2 2
"~o
,". ,'o "
".
"1 .. "1 ..
~ ..
1'1..
'1 ..
. ~ ..
'1 ..
1
". ".
". 2'1~
,~ .. ,~ ..
'1 ..
'l.
T
Table 1-10 (continued)
ST-Shapes Properties
1noI:
:
~ ~ ~. ~, ~ 30.1 1'.1
!
~, ~ ~,
UZ 3,113 (,4,5
'.:le".5
HZ H& 4-3.3
1-02
3&.4
"'-'* OL'
OL'
OL'
1,53 11.1 1.5116./
l.:l6 $.05
15JI
lZI
12.0
J./15
1~5
6.00 1.:>1 1M
1M
10.3 9.16 6~
OL
U3 1,33 125 4.16 6.591.3611.6:UO
36 V
4.5212.1 4.:>119.5
&4.5 62.l
OL'
V'.5
6.94 15J1
9.17
4.621.16 .,~ 1.19
1.362.2l! 1./0 1./8
/.21 4.02 1.2ti
/-03
1'-0 9110
IV 1.94 ~ . 1 1,19 1,SI 11.3
1./8 12-0 0.13110.4
l34 3.4S
1.0& 1.14
1.11 1-02 6.06 1.16
l.n
1.35 2.25 ,.(1 1.29 1.01 10.6
M26
1I.fi06 1.13
2.16 2511
l.ro 1.00
4.99 1.00 H40.MI
1-02
s.9II
&.04 Ul
1.&51,11411(1 1.73 1.5& 1.11
0.75&1.19 0.511 5./.
2,II4 2.51
I,ro 1.06
5.161.36 4.43 o.84l
l .fI 0.731
3.95
1.1131.65 1,1II1,S.
1.1111.543'.9Z 5.940.480'.66
1.94 O,oo:I:tOO CI.5Z4 lV I,ro 3.220.438
0.364
658 0.673 3,7') 1l4W
:uo
1.19
CI.9II5
O~
11.5 5.ro &.42 12..1 12.74,1!i 16.1 1.ro
3.6Z 2.05
1.~
1.~
1~
1.20
J.3I!
1.68 0.899 3.10 CI.633 1M 0,95(1 2.49 O.DJ
o.m 0.173
11.54.91 9.015.00 !1.2 H i lO! 149
1.16 1."
1.22'-'5 3.191)..l391.13 1.14 0,942 2.0/ 11.335 1.64
I.OZ0.1'95'.641U11 o.mo.m 1.\9 0.161
0.168 ll.OO42
4.15
Tabla 1-11
Rectangular HSS Oimensions and Properties
_,2><'1•
...
HSS2Ox\Zx'I•
...
~.
~.
~.
~' i
~"'~ ~,
......
- -
~ r-..- r.,--
M
n.o
..
,
... .m .m
..
,
.m
.m '" ., ,,~
1~.1
... ...
"' ",2
.~
10.3
n.o
,,~
15.7
.,
10.8
31.3
..
M
..
.,
O'
O'
O'
o. 1010
., .
,.
,
n .•
,
'M
,.
.. . . /0,3
..
.,
'n
. ..
,
$1,5
". ., .."
..
~
IU
31.1
~
"'
... ........,." "'m' ".. OF SniELCoN"""-"."llON
6.1 5
. ..
,
D
Table 1· 11 (continued)
Rectangular HSS Oimensions and Properties
::~ :~
~~ :
-';::
~:
~'1 ~:
11~..
::: :::
::
".,
n.,
'"
'"
n,
n.o
'"
n .o
".0
,.
'"
~,.'"~ ~ ~''"':';
\6'10
13(
5.25
'", 18'/0
11'10
~: '" '" ,,, .0
4'10 mo 9'h< 11190
13'/>0 10'1.. " 80 \e'Io 10'10 "1
2'/0
111
""
1610
3(,7
3.93
57.0
3.93
13'1.9'/., ,20 I~ Y..
1(1'1,.
13"" ,3'1.
SIl.. SIl.
,.'10
"'/o
&'lo 4'/0
862
300
,m, ... ~"-,,
I
Table 1· 11 (continued)
Rectangular HSS
--
Oimensions and Properties
~ r..- r-..-
~,",¡
0.114
lU]
~,,~
om
'"
o.m
¡U3
o.1N
l2.18
oro
.ro
11.11'
lUJ
~
~""§.
~'M~: ~, ~.
_... _..
-_
"' IU,~
M
o'
.. ., lQ.8
..
M
57.'
31.5
n,
o'
..
.0
,.
.. ..
o'
'" "'
n, '"
,,,
.,
.. ... .. 5.0'
H4
"'
. .. ., ". .. .. "' .0 ,. .. ".• ~
.. _ ,.,'"
4.61
~
",
Table 1· 11 (continued )
Rectangular HSS Oimensions and Properties
-
AdoV,V
o'
o'
~.wª
...".. o
.o'
o'
.w,
,.
~;
~'"l
,.
~'~...''ª; "' ~
'9.0
37.1
",
~,~ '"
. _..
"'
_~
..,
-
o'.
'.'10
. ."
1.6'
. . '" '" ".. ",
".
,"
~,
"'''''" ," ,",
..
.".
."
~
",
",
.. ,.
'" ". '"
"'"
,.
~'M~,
~
o'
D
HSS16·HSS12
M
ll.7
lU
... _"
1.77
." ,.
", ," '" "' ". ,. ,.,. ..,.
.,,,..", ...... , ~,
11.2
1' .1
'"
-
m
." '"
"'
.
,
., '"
,m, ... ~".".
~' i
~,w=
::~
Table 1· 11 (continued)
Rectangular HSS
--
Oimensions and Properties
~ r..- r.,-11.114
..
11.114
22.18
.
~
, ". 0-114
,~
11.114
".
11.114
~, -
,.
"'IU-I M
o'
3l~
11.114
.. ,. ., ., .. .. ,. ., ,,, ,. ", ., .,
,,, n'
14.2
o•
22.18
,.
O,
.
",
-_
.' .' ,.
o.
<m
~
.,
4.1 3
19.6
."
~, -
_... _..
M
.. _ ,.,'"
3l~
.,
"'
o,
.
17.5
,,, ,.
.
., , ,,, ,
., ,,, ,. '"
I~.~
21.4
13.Q
') ' ~'U;SION&"'NI)PIlQl'l;IIl1I;ST",SLl'.s
D
Table 1· 11 (continued)
Rectangular HSS Oimensions and Properties
-'1
o'
o'
-' w~i
-':l:
2.~7
o'
~,
'u '8.6
'0_6
~,
,~
'"
-, ~
"'
,.
,. '"
'-72
-'1· ., ~:
..., .'
.... ,.,. ,.. ," .', .... '"," '"'" ,.,. ~,
~;
-~]
o'
'" 11 .~
'" un
...
'u
'l_'
~,
OO,
.. ," .. 11 ~..
;,.
",
....
..
... ...
,. ,
,.
," ,"
12.1
o• o,
'"
.. .. . .. .. "....
."
"
"
,
'" 21.$
,1.6 '.0
,'m
.
,
,. '" '"
.
., ,
,
".
19.9
,.
,m, ... ~, -
Table 1· 11 (continued)
Rectangular HSS
--
Oimensions and Properties
~ r-..- r.,--
,..,U·I M
M
o'
~.
~"i
~'~i ~' i
0.1I¿
,~
0."6
,,~
0.116
''-'3
". ,.
'"
..
31.5
"'
27.2
"' '"
0."6
10.11
,.
n.o
O>
11.116
o~
,.ro
".2
.,
=
11.11'
19.63
i:-_
'" .. _,.,'"
.' .'
"' "'
.,
~'1:
_... _..
~
31,2
7_~7
,.
,. ,. W
'"
,ro
'"
., "., '"
3,47
' 0.0
O"
.. ' .0
16.9
Table 1· 11 (continued)
Rectangular HSS
... - ,-
Oimensions and Properties
-
o'
~
'"
•. 12
'"
.. ...""'",,- ..
'"
"" ,,-
o'
'"
~.~§-
~~: ,.
~'~1:
.
, ~'~;
5,le
~' l: ~,;
. _..
.
o.
2.91 2,1 '
2.1.
.,
12.6
_~
M
.. .' .-... .. ...'""",,- ..
o'
~.~~:
~
D
HSS I Q...HSS9
Ado V,V
... _"
. ,. ~
o'
...""'",- ,'".. O'.
"
... ,."
2'1"
,," ,.. "" '"'" O"
..
1'.3
-
-
o'.
,. "' o. oo. ".9
'" &.6\
,. '"
.. ,. 4.31
31.1
., '"
,m,
Table 1· 11 (continued)
Rectangular HSS
---...
Oimensions and Properties
~ r-..- r.,--
~.
-§:
o.m
'"' o.m
;
_... _..
.. ,. ~
,,~
1•. 2
o'
.,
.,
o'
J.31
'"
w
,.
10.8
13.0
'M
31.5
uo
.,
,.
oo. "' '"
'.0
'.0
oo. '"
,."
6. 11
11.116
.~
,.ro
31.~
11.116
9.01
'M
n .•
-_
M
o'
"'
... ...
""U-I M
.. _,.,'"
~,
.~
Table 1· 11 (continued)
Rectangular HSS
,-"" ., .'
Oimensions and Properties
-
Ado V,V
-1
o'
o'
o'
o'
",.
"'" '" ' o,
2. 10
,.
~o
.~
"'2
O"
! .. ,. "'
~'1 ~; ,." ,.
-1 ;."
o.
~.
"
",.
~o
,"o
".
.
o•
~.
'"
,. "
... , o,
~,
". '"
~o
~.
I ,n
o.
.
",.
," .... ' o,
IV
7.10
o.w
O"
'"
O."
~o
~.
o•
. _..
-
o'.
~,
->~
-;
D
HSS94iSS8
M
_~
,."
... _"
1.31
'"
-
,. "
",.
,m, ... ..."..
Table 1· 11 (continued)
Rectangular HSS
--
Oimensions and Properties
~ r-..- r.,--
""U-I M
M
o'
o'
o'
~.
~~
".2
.. '" ., -~ ,. ...,.. ., '" .,.
,.
~.
57.3
..,
31.5
57.3
'M
.... '"'" ...,. .. ,. .,
51.3
'M
'"
lU
0."6
0.116
9.01
~
'"
,. ,. ,. ,,,
~
0116
'm
0116
_... _..
0116
-_
,
.. _ ,.,'"
1•. 2
.
'" ,. , '"
..
.., ... ,..
"
• .13
,ro
Table 1· 11 (continued)
Rectangular HSS
... - ,-
Oimensions and Properties
-
Ado V,V
o'
o'
o'
o
o'
D
"~~
M
o'
-
o'.
"" ""... •m ". ~"i ,. '""" ,.. ~~: ,-. "' , ,.e7 "" ". '" "" '" ~"'~: , '" '" '" ". ,-. ". w• _.~
..
,. .. .. . ,. .. .. . .. ~"ª ,. '" ,'". """"". ,-... .." ,.. ,. ". .'" .. .. -'''#. .. ,. ,. ... ,. ~ ". '" 11 .6
,
3.7'
~":i
1.52
H7
0.87'
,
,
'0.2
. _..
_~
j.07
... _"
,~
-
,m, ... ...
~~ ~
Table 1· 11 (continued)
Rectangular HSS
--
Oimensions and Properties
~ r-..- r.,-0.116
11.116
0.116
...
3l~
,m
n,
1.77
1•. 2
,m
lU
,. '"
n,
'"
,.
0.116
_... _..
'"
-_
.. _ ,.,'"
M
o'
'"
1 0.116
,..IU·I M
o'
o'
.,
,.
., '" ,,.
2.1 1
,.
,.
3.19
., .. .,
7.•1
2.•1
7.• 2
2_91
w
2.• '
,. ,. ,. ,.
Table 1· 11 (continued)
Rectangular HSS
... - ,-
Oimensions and Properties
--~~
AdoV,V
o'
o'
o'
... ,.,. o
...,. ...
o'
-'~~
'"
-'1:
1.31
-~~
l. l~
'"
-
o'
o'.
,.
1.47
~,
,.
D
"~=
M
"
... .• ...". ""
,
,. .....
7.73
,. .. . .. .. ,. ,. .. ,. '-31
U61
.",
''"
'"
'""" ... ,,, "¡'. "," '"""
2_57
",
5.27
~~.
~
2.15
. _..
_~
,~
... _"
'"
,,,
-
.~
H7
.",
"1.
"'"
W
'"
,m, ...
Table 1· 11 (continued)
Rectangular HSS
--
Oimensions and Properties
~ r-..- r.,--
i-1·
-~~
i
11.116
0.116
0."6
o'
,~
l!.ti
,~
1•. ~
'" '"
n.o
,~
)1,5
In
'"
0.116
,~
14.2
31.5
'.0
In
27,2
'-'9
".2
21.2
0."6
0."6
,. ,~
-_
.. _,.,'"
o'
,."
.. .
,~
0.110
o'
<.,
".
~.
_... _..
~,
M
11116
tISS3'M'h>
~~~.
.ro
"'IU-I M
'"
,
1.7.
.
,."
2,1\
1.47
,."
,
,m
,~
,~
,~
,. on
,~
,m
,,, 1."
,,,
'"
,. '" '"
1)1~IU;SION&"'NI)Pll()l'l;lIl1f..sT"'8L1'..s
D
Table 1· 11 (continued)
Rectangular HSS Oimensions and Properties
...
o'
o'
~o~
1.10
2,21
1.10
1.M
1 ~·1
:::
.
~
'"
.' . . .'
o'
o'.
~_13
1.13
"~O
,
,.
*,
'-~.
,',
",
.
,
""
. ..• ,.. .• ." '" '" ,.•
,
3'1~
1,13
"~O
U9
~;
1.19
..•
,ro
,
.~
' .ro
1,01
0.818
,
.~
i~~1 I ~'~~~
.•
,
~,..
'"
~
,~
.m ".
., ,
.
,
,~
'.ro
'"
",,"
'" '"
0.961
o.91~
",,"
'"
.~
",........,.,I",m,,,.. OF SniELCoN"""-"-""ON
tU
0.961
1)1~"J<SII)NS"NI)
,m, 1 :1~
I'I!QIVITIF-S
Table 1· 11 (continued)
Rectangular HSS
-..
Oimensions and Properties
~ r-..- r.,-0.116
,~
1.19
1$.6
0.110 0.116
W
10.2
0.116
.~
0.116
.~
0.116
.~
0.116
'"
.~
0.116
'M
0.12'
'"
.~
o'
o'
o'
17.2
n .•
1.21
,~
,m
l."'
,."
.. -, . .e,. .. .. . :~~ .. ,. .m .. .. .Q .. :~~l ..,. .. .- = .m ~.
1ISS2,,,,,,xIt.
. .
0.116 0.116
HSS2>
0.116
".2
M"
,
.~
,~
,~
1.10
~
~,
,
lU
, ,
..
,
0.9$7
.~
.~
.~
.. .= .= .= .= ,".2
•. m
0.07!i
,".2
0.679
m
",.2
~
0.671
.~
,. .rn .Q ,. ,~
n, n, n,
~
"........,.,I",m,,,..OFSniEL CoN,,,,,,,,,,,,,,,
0.170
.~
•. m
1)1~IU;SION&"'NI)Pll()l'l;lIl1f..sT"'8L1'..s
D
Table 1· 11 (continued)
Rectangular HSS Oimensions and Properties
o'
o'
~'1:
'"
.~
.~
.~
.~
0.174
0.610
0.13e
,"'
.~
,m
.m
.~
0.597
0.115
,~
.m ,"'
.w .m
~
,~
o,n•
.~
MS7
o~
". .m
.~
om
O.1JS
.~
0.467
:~~~~.. . ..
o'.
.~
.m
=,.."
o'
,.,
!,le
.m
I
o'
'"
0.619
-1} .m :~~:
o
o'
I - ~'~¿,
.~
o.rn o.,
.~
O.IM
.m
' .0
" '" '"
1.ll
., ..m '" '" .~
U7
.~
.~
.~
.~
'-'2
'"
.~
.~
0.717
,. .~
.m
.m 0.717
.m
.~
.~
U27
0.675
D
Tabl a 1- 12
D
Square HSS Oimensions and Properties
.... ! I:¡-":,,.,., ' , , ~
....
iII. .
....
~::~::~~~~:
' 'E -+---;- ::
..................
::::
~:::.. =:
~:,EE:EEili~!~: ~EE j~~ ill
~, .,~ ¡É ¡E~ ~ ~¡ [¡ ~ ~ ."
.~ '"'' • .,
'"
'"
'00 '"
:: ~ ::~. ;;; :~ ;~~;
::::;;::
::
"'nt 7.13
U3
M'
~'·'i!ªi~ffi lli ~¡ i~~, ~~ ~ :~§ ffi .. HSSI 4xI U II U I41.f1i.6141.2 14.314.3 11/0 167 "",OM1)J,333M 17.011.0 1()OQ \09
10' .... 1910 1O'N1"
2111
891 1211
,,~.
1<30
roe
le STl ffi
II ~. 1110 12'ho \100 \t'I. 759
17C 1:1) 1(l9
'58
ili ~~ : lE:; ::: :~ =:-'E
¡~
:
"'" 0.58' 110.3(l3O.l tu 21.1
,,'h 0.465 119.6124.6 21.1 2/.1 "'" O,JoI9 M31 1S.¡ 37.1 37.1 ><'hoO,29' SI,)S 15.7<5.1tS.'
HSSI2K'7$ :.:
l~E ~
$.33 201 $.3&117 $." 15' 100 $.49 124 112.5 $,\6 115" 6$,gS,S8 eo.5
g,f.mml~ ¡
2.o¡j
55
D
D
Table 1-12 (continued)
Square HSS Oimensio ns and Properties
~'~~¡~ ~~'f~~ ~ ~ ~¡!~ ~ ~ ~ :~¡ ~ ltSS94x'Io 0.5$1 61.32 IU IU 11.5 216 lIlA ltiA
1113
411.6 3.45
4SA
~ .. 356 6'1, 296
><'JoO,3oI94U91IJ2U22J ""'" 0.2\1' 3&1(1 9.92:7.9 27.9
105 ,¡4 102
llA
1'1.. 231
~'h
~'1.
0.4M
5S.6li l ~
o.m
211.23 M.llU 35.6 "","0.17422.11 6JJ5<3.1 05.1 ><'1. O.". ".9(1 «191'-610.(1 ~O,5II 1
1!i.l2 1 6A
1 01!10J
x'l> (I,OM 48,85111 101.2 ",2 ><'Jo 0.3<9 ¡l.• 1M IU 19.9 ><'1100.29131.14 1./6245 24.5
x'l. (1.23:) 25,112 1.1031 .3 31.3 """,,OH' '9.63 5.l¡~UO
.1,9 MO
5&.1
/a
32.23.51 27.6 3.50 22.73.56 11,43.59
11 ,93.62
1M
1'1..
1«1 125
36.52.00 31,23,(11
100
2<1.93.11)
4"-1 31.5 29'
5'/. 2GI f'I'" 160
115.21.4 3.13
~1
""
10.111.,3.15 SU.3.6 l .1.
2M 1S1
&10 11 1 l"I .. e.t.5
sa
~_1
."...
26..l 2M
/'1<
1511 I'ho 121 ~ ..
'1l6
82.0 1"
136
81.6 67.4
U3 2..!/
~I 2.90 44.0 U¡
35.S
290 2.95
V, , 18.3 29/
63.22.50 S2.4 2.53 <10.72.51 34.52.58
2II, , ;t«I 21.3 U2
~M§ ¡~ ~~ :[~~. [~n~ ~¡ ~ :~: ~¡ ~
;:; :::: ~: H¡F,l F,l ; :¡UE :~ ;,: ~ :i: r~
"1.!ª ~~I'¡É:¡r:¡r ~: !i; ¡~ ~
ª:~ ;1 :~
~::m ::,Ej~~~!H ~ ~,~~EII~ ~
_""_..
__ "_1·1'"
:!,~ ~::
D
Table 1-12 (continued)
!:~Ii'
Sh..-
NI
~ -¡;;¡¡- ....
o,m
I
$
iII.'
HSS6'i»<5'h><'!. 0.3019 2oU3 ua l U llJ ,.o¡,. 0.291 11.21 5.es 1M 159 ~'14
D
Square HSS Oimensio ns and Properties
,
.... . . .
1 ....
=r-+. .~. E 11.
....
10.'
"'ni
a7 1M 108 13.1 :>$.9 g.~ V , 11.3
1/.32 UT 20.6 20.6
21.7
"",,0.1141l253,632M 2M ><'" 0."& 9.012.06 U. 4U
11.0 11,&
3' 09.0 18.0 1.13 ~'4 jU 15.7 L15 2.13 11.32 4'11 lU 12.9 1.11 6.112.161.'51" ttI9.85I .18 '-lO 2.'9 4$1S .''1. 'M 8.12 ' .$J
1.90
~""O,46S1S. 437.8S1. ¡51,7526.010"' . !I213.11'1."j!l8.71.53
xlJo 0.3019 22.31 e, Ie 11 .3 11.3 '*'00.291 19.0II5.261'-21U ~'14
o,m
15.112 ' .:lI I3.!
1~
",,",,0.114 lU7 3,2825.125.7
,,'/. o.,,,
a,an3*l.1""
1ISS4'''''''I»<'1> O.4M 25.03 UI ><'Jo 0.3019 19.1125.03
2l.1 ' 9.0 16.0
6.ti! 6.68 16.1
9.899.89 '53
><'IloO.291 15\1154.8SIU 11.5 ~'1. o,ro 13.913.&4 16..1 16.3 """U.11410,702!1322.922.9 ,,'1,0..11& 1.312.003M 35.8
11.68 7.62 SAl
116 M3 leO 3.5l UXJ 6.19
36.1 31.2
,a
",9
1.57 l-Se
1.fi1
3'11
25..!
10.5
t !lO
1.96
M9 -'l.
liU
1,(18 1.62
1.1l9
MI "1"
13.7
5.53 '-63
1.61 1,67
102 2~. Me 2'
J I.l 25.1
1'.S 1..l1 IU , ,0(1 10.2 1.42 3.« IAl
1,81 l.go
13.5
6.00 1.1'0
11.4
51l!
1,73
9,02<.011.15 6.35 2.32 1.78
HSSA><"" 0.,065 11.1138.02 HO 5.110 11.9
5.971,4 1 ><'Jo u,:¡.,g 17,174,78 U6~ ' U,) 5.13 1,47 ><'1><0..29114.1134.10.10.710.7 l " '-57 U9 ~'1. o,m 11,21 l .Jl" 1'.1 102 Hll3.!lll 1,52 ><'1><0.,110 9.022,5120.020.0 6.21 3.10. 1,5$
'~~i ¡~ :¡~ ¡~ :~ :i~ E~
i. :::: ::::~~;~; :::;:
1M 3'1. 11.'6""
!.al
7273'4 6115 l'II ..113' :U13''I><
22.3
7.ro
11.0 11.5 15.3 12.3 1M
-
6.38 1.'1 . ~:ti>
• .68 1'1< MI 3'1.
18..1
' ... 9.
6.019 ' .05 U$ 1.47 11.1
1.10
g," ' .23 HI I.25 S.5Ii 1.17 5,01 1.28
ii ill~' '~' ,. ,~ :~ :~ ;:~ ~
,." '"
~¡;':¡f.¡:~¡E¡~~:;~: ~ ~ o;,. :~::::.: ~~ :::~ ::: :~ ~~ § '.0 ••,
-_-""_.._ ___,,_._ ... .. ... "_,.,,,, _~
....
Table 1-12 (continued)
D
Square HSS Oimensio ns and Properties
-_-""_.._ -__,,_._ ... .. ... .. _,.,'" _~
....
D
Table 1-12A
D
Width-to-Thickness Criteria for Rectangular and Square HSS
.- -..
'-" "
, ,.
D
o
Tabl a 1-13
Round HSS Oimensions and Properties
--
~!-;; HSS2O.\"IOOxO.SOO 0..0$5 100.00 211.5 ><\1.375' o.m IM121.5 . " , 0,349
..'" ><\Il15' ><\I.m'
-
•. m "m
.'" .m '" •.m '" •.m
'"
11,5
~,
oo.,
><\1,188' 0.17'
36.15 10,'
~,
~
"ro
l.~, .' .. .' .' .' . ::: " ,.
<3.0 51.3 II)j(l
' 9,0
><\1.312'
.. ..
al
w
..
~
~
'.0
m
.,
•.v
,. ,.. ,. t,,6
~,
~,
'"
HSS20.000HSS10.000
51.5
".
1510
51,t
'"
..
'"
,
OO,
. .,.,
"
,,, , '" ., '" •.n ".. '" ,W
3,01
,8,8
~
'"
"'
o HSS6.875
...
Table 1- 13 (continued)
Round HSS
-
Oimensions and Properties
~
....
~ ~r,;.
xii.'"
xQ.l!1!1
. ..". .. 0.110
o.m
.' --+~ .'
o'
o'
,. 'u
.
'M
"'3
." ,
'2.0
.,
~
'7, 1
'2.3
le.-
O.,
",
n,
.o
7.11
,. '",. "'
14.1
OO.,
lU
". ,. "'
O,
~
xO.'25' 0.116
.o.I!I!I
.'
~,
><111" O.m .~
.,
1,0'
1'-10
...
.. 2.51
..
,."
W
,. '"
'"
'.0
•.,
..
7.BI
.1.1
,,.
')'~'U;SION&"'NI)PIlQl'l;IIl1I;ST",SLl'.s
o
Table 1- 13 (continued)
Round HSS
-
Oimensions and Properties
~
....
~ ~r,;.
>(1),'25'
--+~
.' .' '" .' .' .' '"
57.'
>(1).'25' 0.116
.
.=~
.,
>(1).')4' 0.12'
,~
,.
~
024¡J
'U6
>(1),125
0.116
'"
2.' 4
5L7
2.'2
.,
,.
no
,.n
.,
,. '" '3.1
5.3\
O,
,~
>00
'"
,.
O. 'M
.,
,. ,. ..
'"
...
,.n
,,.
O,
3.&7
w
'" '"
1) 1~" J<SII)NS"NI)
o HSS2.500
...
I'I!OIVITIF-S
Table 1- 13 (continued)
Round HSS
-
Oimensions and Properties
~
....
~ ~r,;.
.,
.' .' .' --+~ .' .'
.
,
~
.0.125
". '" "' '"
.0.125
0.116
.0.125
0.116
'" '"
.0.'25
0.116
~
.0.125
0.116
",
.0.125
0.116
'"
n,
OH
' .M
'" '"
..
,. ,
,. .. ,. ,. 1.01
".
0.9
06
l ' .6
0.619
~
'" O.
'" ~
,.
.~
O~
~l:
O~
,~
'"
O~
W
OM
o.fi670.978
"........,.,I",m,,,..OF SniELCoN"""-"-"'ION
2.19
Table 1- 13 (continued)
Round HSS Oimensions and Properties
-_
....
~~r,;. oss:.:mxII.2S0
o
Atto,
.,
0,133
Me
1,51
><\1.2' 30.:/03
o.m
5.03
1.39
'L7
><11,188
4A1l
1.:10
1J.ti
'0.2
.0.1&4 ,,\U25
0.1'1 O.l1e
166 3.(l1
1.(10 0.823
1M 20.5
.' .' .~
0.:/51
.~
.~
:~ ;~
:;:;
:: ::::
o
Table 1-14
Pipes Dimensions and Properties
.
':::~'E1::'1_ M
",-'I'::'I'::'I':"I=r
II1II
111.
lII.
!<.00023.1 3UIOII'U '"",,"~
'UOO1U
111.
~I"
111.
11.'
Uot 211.1
o.m ..... om..,..
21.' 1...
11.'
"'810 "~1"""
" .1
,..ooo,n
.", U4t n,2 •. ,,. uot ,~.
1U.. , ,,,
om .....
'11
,o.~l0.0
Mio! ""'"., ",1 UI:! UOO 1.116 tU
IR> l .•
""
OU S1I 00.1 "" ...
""
'" M.l
...,...., •.,., ...., Ii"' .... ,... ~"'UI '.$OO.JI) ..........
o.m on,
MCII 101 U1S /.<1
.211 UI' .10) 0.'.
.....
u'
>.01
'.PI '-" U!IO '..
.~U"
U113-1 2.!O.' !.I)f
n .'
1,"
l!i2
ouoo:ru 2<.000:11'
l~
'.OS
,..•
"","'"'''''' '''' """'''''-'' ... "1 .._ _
lM1 Ul
"","'".sn..
Mil
... 'N .......
""''''"so..,¡
l."
,.
'0.1\0
Ulf.... o,m 0,$U
OM$'"
0.'"
1.1.
0 1\10 UlO OA$'U
IU ",1
.100 Ulo
.' M SO,O li6iI
0.... ,.... OA5ttO
Oil\lO
lU
Ulo 0A5
'!i'
....
'-" ti! 121 0-*
o.»
UllIS
"
27.0
,.
al
'ti
UI
u~
~
UI
.. ", Uot
Jj,
•. 331
IU..
....,.
l.lII
.. ' "
Il.1OO
1U 3.<311'
"3OlU80 O.m 11.1>/
U $1t,5 tlO 11.1
o.Q
'.lJ1U
.'
~73
III ' .It
,.1'
1~ 1
~~¡§~¡g
::::::
,ti
•."" ..... " .. ... ,320
....",
$-'lIIUO tm UI
!U
::::E::iE =1::'
..... ,-" •."" ..... ,,-' ,... ,.. ...,.
l ."
.." Ull
Ut3
''''''''1' ,., "... "" ,u"" u •."" ..... 0....
""'''.!Irq .,.•
1,"
1(;1
'A'
01«1 OJ~ . ", W 0.100 0.' 10 U ... 'U
3UIOII '..'
""",o,*",
'.
'-21
o..... o.m
"""".soo.g
lUlO".' 'UOO ' !i'
'.03
o.m
OJU
"",,,,,.soo.g ,.. 122
1.1'
,-""u
•. , ..
il lE:;; :i~ ¡H~~: "'2<,~12'
IU U2
'.2200211 '- ' 0 " 0 " ' 2
::~ ::~
:::;,
n.'
U.
.... nI
l." 1.>1
Uo U,
tll UI
"" UIO
lO 11.1
ª:: '.40 US
¡ª:::: ¡EfE ::::: = 1:;::
Table 1· 14 (continued)
Pipes Dimensions and Properties
o
Tabl a 1- 15
_ .. -. .' Double Angles
~r -';"'
Properties
":'
: "
l ""'"
I ·'·'~ ~
~.
>00
m
,
.
,'.
'" '" ',"
..
SLBB
......... ~,'.
: "
,.ro
,. '"
3, 10
0,15
'"
,~
'M
. >ro
,,,
Table 1· 15 (continued)
Double Angles Properties
$op' ....... ~~
~ •• p.-" .
II
$op'..... ~ ~
t . ~ ' . ~ " . t . 7:
lr' ; ... .' :):'
Table 1· 15 (continued)
-!
SLBB
':~
'"
.
~
:
_,o
~
w
,~
'"
1,37
'"
1,'2
'"
~"
~~i ;,
-';"'
Properties
":'
~
~r
_.- -
Double Angles
u"'
'"
'.0
,."
,. ,. .." ,." 1.67
,. --,,-,"- '" H7
.
:
~
'"
'"
,.
,." ,.
'" '"
,.
.
- . ......... io.
H)
~
,~
'"
.
~
'"
~
,~
' .10
'"
,.n
,. '"
,.
Table 1· 15 (continued)
Double Angles Properties
$op' ....... ~~
$op'..... ~~
'/o
~
lI.$x$xl
H ~ H ~
II
H ~
'/o 'l. "':" r. H ~ H ~ H k~
3.-020.,&.13 153 o.M2 3,11< 0.861 3.-02 O,i\l) 3.!03 M52 111< 0.86111.0 1.11 ,,1~ M2 U!3I1 153 0.$48 3.63 0.857 M2 o.m 3.53 M<8 1M 0.857 11.7$1.17 ><'lo :lAl u . ~ 3.52 0..844 l.6l 0.853:IA1 0.,835 l.S2 CI.MI 3.63 0..853 M61.17 ><.'lo 3.-02M31152o.i\oI03,61Molg3.-l20,3313,~It&I03.61~ 1.1l1.11 ~" 3.<2 0.,819 3.~ o.m 3.61 Mt7 M2 0.1IaI 3.~ M38 J.62 Mt7 6.0$ 1.13 ~ 'I! :lAl 0..827 3.52 0..336 H2 M46 :lA2 0..1127 l~ o.&J6 J.62 0.M6 H7 1.13 >i'r. 3.. 2 0.,1121 3.52 0.835 3,61 Mü 3.. 2 0,3215 3,~ u.m 3.62 0J0I0I 5.OS 1.13 """ M2 U~ 3.51 0.333 3,&1 0.,&.02 M2 0,112< 3,5' M33 3.61 u.o2 <.3& 1,'~ ""' .. ".2 0.,1123 3.51 O-U2 '-61 Mtl :lA2 0.1123 l$1 M32 3.61 0.$11 3.67 1.I~
~r lr' ; ... -,. -,.: . . : . . .' ... Table 1· 15 (continued)
_.-
Double Angles
-';"'
Properties
u"'
~
":'
f:
SLBB
'"
'"
~~
.. ,." .. .. .. "1 .:~ (: . . '" .. I ~'~ ; ; .• '" -;" ,. ". " ..• .. _ _. --,,-,-"..•
.~
I -~i ;~ . ".
,.n
l.1'
~
:~ ~: '"
...
,~
'"
'"
1.¿3
.
1.$7
'.00
,."
'.0
~
,
!.19
,~
'$
'"
'M
'.0
1.61
,.>
1.11
.
~
II
Table 1· 15 (continued)
Double Angles Properties
$op' ....... ~~
$op'..... ~~
'/o
~
H ~
'/o
H ~
H ~
H ~
'l.
"':"
H ~ H k
r.
lr' ; ...
Table 1· 15 (continued)
~ :~
_...... . .:.
'"
.
.. . .
..
.ro
.~
1.91
".
•. n
.~
,~
SLBB
~
:
-,.
...
-
'"
...
:: ..• . .. .. ""," ¡E
1 "4~;
-;. ."
I~~~; ;~ I
I . l~
...
..n
W
1.111
1.41
~~; :~ . .. Ul
'"
1.19
I ~~~;
¡E ,.
-';"'
Properties
":'
a"; oo..'
~r
Double Angles
u"'
.~
. '"
_... _. --,,-,-"-
W
•.n
.. .. 1, 10
1.12
,.
.. l~7
.., . .
'"
..n
'M
•.n
.~
.ro
.~
IlIJI
II
Table 1· 15 (continued)
Double Angles Properties
$op' ....... ~~
$op'..... ~~
'/o
~
H ~
'/o
H ~
H ~
H ~
'l.
"':"
H ~ H k
r.
~r lr' ; _...... ... -,. -.' : . . : . . Table 1· 15 (continued)
Double Angles
-';"'
Properties
SLBB
u"'
~
":'
......... ~
'"
'"
~;. ~
~ :.:
q~ I~~~~
:
'" '"
.m ".
1.11
.~
1.51
'" '.0
.m '" 0JI47
1.17
I .JI
,
..
0.• '
'M
'M
o,m
'.0
1.1/
'"
un
.m
'" '" '" ,," "n
.m .m
'"
,~
1.\8
,~
'M
0-016
0.313
.~,
1.10
.~
.~
0-9' 6
'"
,
I~:} ;~ ..". .m,. .m ,. i ;;: .., _... _. --,,-, -",~
m
~ :~
.~
0-"18
1. 10
.~
II
Table 1· 15 (continued)
Double Angles Properties
$op' ....... ~~
$op'..... ~~
'/o
~
H ~
'/o
H ~
H ~
H ~
'l.
"':"
H ~ H k
r.
][
Tabl a 1-16
2C-Shapes Properties
,-][-,
Properties
1'-'
....
][
Tabl a 1-17
2MC-Shapes
'
111.'
I ....
ti, Z I ti , Z 10.' ....... 10.. . . . . . . . . . . .
lH
1.33
29 . ~
12.1
~1.9:JlJ5~"
1]"
1~,'
12.5
1.3< 2U 1.3623.'
f6.g
",¡HV.o 50.1
59.8
''''
l." 3Ul "'9 2IIA
M2.725.2 '7,a
12.1
1~
22.1
5/.11
llA
1.51
'M 2M 1.45 22.7 1.41 20.2
12.5 SM
1S! 13.1 12.J
1$134.1 !l6.3111.O 1.58:72 69.< 15.1! 1.00 21.1 fi2.J 14J1
,~
o., '" ,.
2111C18x511
2101:1_ X
><35
342 lIl.fi
29.-< (11),113.1 ZH ~ . I 11 .7 2M « .J 10.9
5lJl
16.6
1.46 35.9 Sl'.5 19.1
m
1/J
11 ."
~
2M fia 15.7
1.60
...
el.3
5.29
1.61 3/.1 1.633M
t.ol lS5
31.6
6.64
1.71)9.7 1.12 3'-6
<.62 <.62
V~
4.95
1.&4
U.
I~t~~¡ ¡ ¡ ¡~~¡ ~ ¡ ¡ ¡~~~~ ¡~~= ",~ ., ,u., .... '" no .,,'~
'.0
::~;~ Jf :¡r~:~f ~:~ ¡~ ªI~:~ ¡~ ~ ~ 2MCl~
x22
'''1 VJ
3, ' 8 1.311 ",0
3M
~ ,36
I,S' '0 00..< '0.7
1,6& 19.5
MI
12.925.'
7.67 lA(l In
30.7
S.l!; 1.54 15..2 36.3 11).0
1.(19 11.1
3.99
~'::~ J~' ;~; :;~I ; ¡~';~ :; ;~ :~;~ ~ ~ 2fIQ>oZ'.I 1M '11.7
>21.41ZJ5 21!.J
1.!11 1M 13.5 1,63 1.45 la
33.2 31.1
9.01 1.58 16.0 :11.7 lD.2 8.118 1.59 15.1 37.1 U6
~
1.12 IU 1.73 1/.5
J.13
~
1.70 1.09 ".3
3.00
11.4 24.1
1.lY 1.50 1:15
3JlI
,,-1 17.1
5.66 >tI
9-88 2'-2
MI
1.300 121
xI3.71 1.0 16.2
5.45 121
Uo! 20.1
U';
1.:1';
~
::;;;:~ ~;. ;; ~ :; ' ~;. :~ ;;I:~ ~~ ,~ ;~ :~ ;
][ .... ~15,1
2MC-Shapes Properties
'
_131M 25.0 ~IU 1.911 IV
_,6.)
Table 1· 17 (continued)
lI.5e 1M 8.!11!lU
111.'
I ....
ti, Z I ti , Z 10.' ....... 10.. . . . . . . . . . . .
=
1.1 3 1.s4 11,8 2!U 5.63 1..1e U¡
3.01
5.26 1.28 5.02 1.29
~ . IO H2 111.7 5.112 1.43 10.021.3
m
MI l lU 1-351&2
e,J!;I
I.M 13.3 UiZ 11.1 28.1
m
...
i,11 U3 15.1 1.2-1 1.17 12.1
2.37 UI
7-05 1.11
2.3/
1.5$ 1.~
1:>.5 11 .1
~
Table 1-18
Weights of Raised-Pattern Floor Plates
~-- t~~ ~~
~~
~~
-~
-"
....
..
,
_'"........-.,.
~~ .... "'"- .
._".
,..
~
.,
~u
1)1~"J<SII)NS"NI)
''L, ;tI T-
I'I!QIVITIF-S
Table 1- 19
W-Shapes with Cap Channels
j"
Properties
~
CI5x33.9 C1543.9 Cl5,au C15>
CIZ40.7 CIZ40.7 CI2x20.7 CIZ40.7 CIZ40.7 CIZ40.7
'" '" '" ,.
"' 51,5
" ..
$, -,*
-
,,~
::
:::
~
IH
~
~
1M
:;:
::
::;; ;:
.. = :: ,. .. :: '" .,•. ,. '"
M.'
M.'
.,
.., ro>
"'
5,_ *
,,, ;:: ,,,
.,
1 '- ~
.. ., .. ,. .,.. ... ~
,
1970
,m
"' 1$.8
"ro
."
CI1MU
".,
IJ,J
'"
CI1M~J
41 .3
12.1
m
"........,.,I",m,,,..OFSniELCoN,,,,,,,,,,,,,,,
m
,. ,. '" ., '" ~
.,
U7
8.67
.... ..
'"
., ,
5.61
1)1~IU;SION&"'NI)Pll()l'l;lIl1f..sT"'8L1'..s
Table 1· 19 (continued)
I
W-Shapes with Cap Channels Properties
CIS4U CI5><33,9 Cl5><33,9
. . ....' . .' n,.' .n ,.
~I . I
.. 19.3
'"
13,9 13,3
Cl5><33,9
13.3
12, 1
Cl5><33.e
IU
11.5
" ,3
C1OMO,'
",5
C1OMO,1
12,9
C1OMO.7
13.0
CI2><20.1
11.5
CI2><20.1
10.1
C10><15.3
.,
'"
~.
~
~
2H
~.
::: n.
~
'" "'
..,, ..,.• ,.. oo •
7' ,$
,
'"
OO.
3.37
OO,
.., ". ... ;;; ., . , .• ., '" ..,. .. ...... .....• ,.... '" '" ., ..,• ., .. .• ,. ,.
CI2><20.1
C10><15,3
20.9
:;:
9,11
10,0
n'
,."
n,
,."
oo .•
9.09
m
11.6
oo.
31 .1
no
'"
" .6
5,'7
W
'"
la
41.0
ID
11,'
M.'
IU
m
,." "' '" " "..
I) '~" J<S'I)NS"NI)
::j],~
I'I!QIVIT'F-S
Table 1-20
S-Shapes with Cap Channels Properties
s,.* ., - . . . s, .;;
~
C"""5.3 C' (MM
0"".5 CIIx1l.~
CIIx1l .5
V •
" ,
8','
"..
,m
O.'
' 6,0
~
' 2,7
.,
'M
,,,
.. ",
'"
".,
w
'"
.. ... n,
~.
~,
."
.. ~
m
.m
Table 1· 20 (continued)
".
T ,.. ..
11 .1
\.11
",1
lO. ~
,
16,'
S-Shapes with Cap Channels Properties
' ',.,5.3 ' ',.,5.3
'3.e ",S
'0 .•
'M
11 ,6
1.01
6,21
CSx ' I.~
,."
m
o.
3.1/
,.
'"
,
•. .. .• ., .. ." ,. 'u
ce" I I,~
CSx'1.5
,.
'M '"
".
' 0,3
o.,
ni
"'
3',3
'H
Table 1-21
Crane Rails Dimensions and Properties
,~~., ~J ~
-~ . J.-~• t· ~
~
..
Tabl a 1-22
ASTM A6 Tolerances tor W-Shapes and HP-Shapes
=::. I~;-~.I :'"~ .. '1, ....
\lo
0.'1
V,
V, V,
1%1 C±~IL 1:7
_VooI_Io . . . . ~.
v.
~.
~.
~.
~.
~.
~.
v,
--"-"'-_ ~.
...
". .... V.Ior_
'''Io,.~"""",fI)
-- ",i...
-t.s •• _
,
000 .. _
...... "_b
", ... .
-""""'1
["'i... ~"":'ft-45¡1
u......... ........__ _.... __ __
100 ............ _
_.21 ....
... _ _ .... _ _ ... _
:É~~~~~~~:;~-:;:~~~;;;·
.=:::-":::::;:'" ."" ...
Tabl a 1-23
ASTM A6 Tolerances for S-Shapes, M-Shapes and Channels
.... ",
'=:.'"
:f.': 1101 .....
"-
_-, "' __ -,,-_,,_<#__ . _"' . _-_........................ _..... _...... ..... .... ......... ..... .... --~
,
,~,
Duo"..
_ , ~.
_ _ IWIot _
_ ........ _ 00101'-
u,,,.......
-2.s •• .. _
.. _ _
ao.-
1'1.
Z'I.
...
_ ..._ _ __
...... , .... , , _
~gE~~E~::S;~;:=.:.:--~.:~ ....... _ _ .t2. . . _.. ,=':...--:'::.:.=~,,,,
-...:.o .. _ _
Tabl a 1-24
ASTM A6 Tolerances for WT-, MT- and ST-Shapes
rosuIIing_""__
~A....,.IIO~OI'IO-MI_OOJII!'''WIJ
~"'two-' ~""",A,'"
..
,.~
~"
.. ~iIIN_. V
illDopIJI A, OoorIlnll _
._I
iO"""", .. _ _ "",I*"'_
iOdepllklrl'lO _ _ "*""II
'l>1n.,,~~,1I) _ _ IIoIIot_ I
ow.,.,.in ...... _ .. _ .. _ .... 4· __ .II'Id_klr'lll.\ÓII_ .. __ .... _ _ ~
."",
_
.. _
in~,,,,,,WfiON,
"'-"--=-"'-"'--"--
... -'S1'II ......
_._~- ,.,
_~.............
~
.... ..........
Tabl a 1-25
ASTM A6 Tolerances tor Angles, 3 in. and Larger
{L~,
L• J '
I
~~~ I
..
o..'," 'O,iIIIl
Loe:...•
~ ,
_YaoI_101.oof\ll _~l.OongIIIlorl.Ong'tlll_, 1II.
-
I
10 .. 20fI,ud.
:!01030ft,1III;!.
1'1>
l it.
,,--
_30 .. ..,II,~_..,
_Slt...- ___
2'1.
~':"'.-.-
,,-----
•••
..
1IS1I,1od.
2'1.
•
........ "'... -........... _... ... _ ............... _"','1>"
-
_ _--
Table 1-26
ASTM A6 Tolerances tor Angles, < 3 in.
':L~, L ' j-t,
--_
- - _........V""_lOlqIJI ... _ _ ,,,,
"...... ....... _s,oc-.~
,
'\;
t
fIIIII~ T_
I
I,"-~""". ". "-.~._,,-,,,
ti',
Tabl e 1-27
ASTM Tolerances tar Rectangular and Square HSS
B'
Tabla 1-27 (continuad)
ASTM Tolerances tar Rectangular and Square HSS
x
El
x
"'-"'---.,-_.... __..._.... _ _ 11"-_10.
_ _ ..
J~II_1o.
__.... _. -.-_ . _-_ __-............ . __ __. . _- -_. _-_ _000",1<1 ......
.......... ... _ 000",.. _ ........... ........ HS$_ ...... __._ .. 0-111
-.,.
_"
.....
..
.
--...,. - --_ -_ -...-
"' ____ ....
..
....
~ _
.. _I"..... _ .... _ ..
..... ....
-_.........._-,,,..... _"' _....-_ ... _._-"".""----_ ,,_ .... -.Io_._._-._,, ______ " . --,,, .... _.... ."""" ..., ...., ....,0lIl..." ... _ _ ... _ " .... _ _ _ • _ _ _
' _ _ .. _ .. _ _ . . . . . . tISS_ ... ... _ _ _ ... _ ... _ _ .. .._ ........ - . . _ _ . . _ _ _ . . _ ........ tISS, ... - . ... _
J ... _ _
Tabl a 1-28
ASTM Tolerances tor Round HSS and Pipes
o _
- _ ... _ __ _..... ,,""-_ _-,,---
"_._.,.. . . ......._.m_.u _.u.. .. .........._ .......___ _,..._....... ... .--"""' ...............,. .
"".... _
...
.. _ ..... ~ ... IIIl00 _ _ _ . .. , _ _ _ _ .. .......
"'_'1,"' __ ,""... __ ... ..., ..... _."" ... _ ... _ _....... _ ...... 1 .. ... _ .... _ _ ............ - -
...
.... ,,!IOCI ....... _
.. _
... _
__.
..",_
..............
_
...... _ _
.
For>.<"''' .... _M _ _ . . _ _ _ ... ..., _ _
. o. _ _ " .. _OI.OIl5 ... "'''' _ _.
_-,__ _
..... __,.....0'"".... 10_ .. _ ... _ ... _ ... .,(II;$""'''''_ ...--. _ .... ......""ti" .... .. ..... _ ... ... _...' ' ' ' _....
... ___ . _-,
....... _......,"'''''''_.... .. ~
___ _
... _
..._
_ 1 ...... _
.. _
....... _ _ ....... .... .... _
__--
""_ .................. __ ... __ ...... .... _ ... ............. ... U'lI-""_ ..
. ...
"..-.,
.......-
Table 1-28 (continued)
ASTM Tolerances tor Round HSS and Pipes
o ~
-
.. ...
_
_... _- . _._...__ ...._.._--_ -_ _ _...
~
" .... _
N
"" _'" _ .. _
...
0"<2' "
N_ Y.
.. NSS_ ........ _ ... _ .......Y. _ ~.
Table 1-29
Rectangular Plates
~,.
'1..
-_ __. .__--_ _... .......____-_ ...___--_ __...........__ _...... __ _..._-_. _.. __ . __ ___..... _...._-_.
':.,..
'1 ..
'"
1 .,.,_ ....._ _"... __ .......... _... •__ "' __ "'_" 1.,., _ _ _ "....._ _""" .... _ -
..
... .. ...
u .. _
_~
_
-
... _ _ .......... _ _ _ ... _
-
~
~_
..... _ .. _
..
.. " ...... _. _ _ ."" .. _ ' •
_ _ Io~"'CorIIoo _ _ _ ¡¡.,I)ot ........... _
- - _....... _ __
_", .... -";""11
Io Ioe-"'IItI>·,...,...,~u.,
... u . , _ - .
Spoo:ioI-eoI. .. ¡¡.,-{;III - - - . . -
I I I
......
.. _ _ .. _iII .. n ...
.... _
...
GENERAL DESIGN CONSIDEAATIONS
Spt('if>ca,ion,.Codc,.r>enlS
C.... ,rollingC""'raclOr USINGTHE2016AISCSPEClFICATION ,;
• . • . • . •. • . • . • . •. • . • . • . •. •. • • : :
RequiredSlreng'h.SI.bili'y. Eff«,iye L..eng'h.and Sc<:ood·OrtkrEffcr" Simplificd Dclerminali .... of Required Strenglh
B",., Eoo,Su¡>porlodon Boanng Plale, Be.m, • •"-' Gime" F",mi", C"",inUOll,ly O'·.rColum",
S'ccl C' ''¡ng.ar>r¡;;";,¡"n;g,.. •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
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I~ S,ccl S'''''''u ",IIlJrd,.·.rc
CONTRACTIXX:U~1I;NT1NI'ORM¡\:rrOi'l
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . '"
[)e,'gnD",,..¡ng, .Spedr,,.,,,,,,,, .r>
B"¡ l d ¡ ngF~ adcTolc""",
............... .... . ..... . . . ... . . . . . . . . . . . . . . . ,."
QUALlTY CONTROLAND QUALlTY ASSURANCE
CORROSIONI'ROTECTION RENOVATION AND RETROFIT OF EXISTING STRUCTURES
~.".~ . oo~,_"oo
......... ....... .............................
,.~
Eh..ctI.Tcn' pcra'un:S<:,,'i<'e FATIGUE AND FRACTURE CONTROL
A,' '';
Thblc 2· 1. Mul'ipli ... f()l" Use With ,he Simplinctl M.,hod Tablc 2·2. Sumn>ary Compari""" ofMcthod,for S"bili,yAn,I)'si" r>I.... r>
APPL.ICABL.E SPECIFICATIONS, CODES ANO STANOARDS
Specifications, Codes and Standards Building s Subje<1 lO ,lit requi",,,,,,",, in IlIt 'Wlk.b l~
""il~in¡
tor Structural
cO<Je.""
Steel
11>e"," I~OCI
dc; i gn,f"bric" , i,,".""m,<,ioo()f"""-"u ra l st
OOo:" ""'.".lhe •• i""icatoo in,he
AISC S/>r<:jfl","i"n See'ioosA I a"" U2 .. follow,
V.riw 'OIher.>p«if"'.tion, o"" ... ,,,,, ..'ds fron, AC I. ASCE,A$ME..ASNT,ASTM,AW$ ondSDI "",olso",fe",ncoo inAISCSpujfl",,'ionSee'iooA2
Additional Requirements for Seismic Applications lñe2016A I SC~i,micl'",..i,i_'f",S'",c",,,,/S'N/H,,ilding.,ANSUAISC34I _ 16
oWlyasi""kateeS
Other AISC Reference Documents lñefollowingOlherAISCpublicatioo,maybeofu", inthede>ignaooro"'trulru
lñef<>llo",ingA ISC[)C'i&"Guidc'llr<:a>-ailablc.t ,,-,,-,,'.ais<.ol)l forin.ocpth''''''rag<:of ,,,edfictopk. in,teel dc,ign
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~:~,W,'" ~OO,""":,"''',!
"""
ThcfollowingF..,"forSIe<:IBu ild ing.ilf
'opk. in ""d
SafetyCables
lñcpcdonlhcscrulc.i'lh'llhcpo
Beams and Bracing
Walking/Working Surfaces
FflImingat<JpCninW' ",ithd<)wn.tumodc"'n",,,"and.oo.,,.. ,,",r,,,ldattal',,,,,,""" ,"""ldbeotklre,~ intl>e<:OO''''''''ti""tIocu"","".ndtPlc .ho¡ldfll''' ¡"g,
Controlling Contractor
llIcsc J>
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,""'OC;"_"'"
Load and Resistance Factor Oesign (LRFD) llIcl<:>a«;fi('(jIi<"'S""' ioo
Loads, Load Factors and Load Combinations Ba
v • . ele .. r", I.RFO", Po' M, . V• . etc .. rorAS O) i,
~ ~O_ 9Qf",limil 4> ~O.75
",tc, in"Q1vif1.ll yielding forhmil mle' ;nw'h"ing ruplU'"
n _ I.67forhm il ' late'in'..,l vingyidding !l ~ 2 . 00r",lim i l,ute,i",uI\·ingrupture
~
'.
foooo in ,hc: in .. """ion. Inpa" LRFDSp«if,c.,>on'.'hc:foc",... 8 " oo8, from ChaplorCof,lto,;e'peciflCal>ons,,,..,,,,used'oampl;f~,,,,,,,,,,n"'o>CCOlln,forsec<>nd . ordor
~.~~=: '0 am pl ify ,Ile 'OIal momen' and f""" by IJ,. Thu'. E<Jualion, A·g·l and M,_B,M,,+8,M._8~"'.
~'Emure 'ha" h
STABIL.ITY BRACING PerAISCSp«i[/roliooSec'ion 81.4. a'pointsof"'J>I>OI1.be.m'. girdo"and'ru .... , hall be ,.,,'ra'''''~ ",ain,' ""a'ion .OOUllhei.longi,utI'n,' •• i, "nle" i, can be sllo,,"n 'ha','"
Beam Ends Supported on Bearing Plates lñe,tabili'yofa bcamcoo.upportcd 011 a bcaring plalC can beprm'idcd in or.o of ",ycrnl "'0)'S('" ~'i"re2-1)
Beams and Girders Framing Continuousty Oller Columns Roof framing isc,"nmonlycoofiSurcd ,",'i,hcon,ile--.redbeam.,h" fran... coo,inuou,ly oycr ' oo'op-em:l liCgmenl< (RooS<>e. ' 996: CISC. '989),I,i .alsocoo ,n"'"'yoJe,ira~letopro,'ioJean .. ", ",~ l yinwhic~ lhc:intcrSoc'ioooftbcbcamandcolumne.noccon'itkrcdabr.>cc-.ringbcam.ndlhe""lumn'l.NIi'y'io.\ed ins<,·~ ... I .... ys("", l'igu",s2.2a 'hroogh 2-2.)
'r '"
SU1'l9ner plata
.
-IQ.--Endplata
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f2---Anchor beamandlor
G;',,~'; "~,
"""oo.m ..
OO
C~!: J
o~"o.~
,
" "'--- BollS
flg_l_1o, n,,,mj,,,món&,,,,,';n,",..,I,.,,,u("'",",, "'p.•",bml}' p""WkJ "';I~ '-''''"''' '/;,,,,,,,!ó"fill "",,"s_
Fi,. 2-;'"
-"1"""'"& <:<",,,'n,,,,",,,',,,~rml"mn wp. ,",N/'f)' p",,'i¡kd .';Ih ... roJ",,,,,l''p.
"-..!d#i<~"-rh",-J"''',n.;'IftS"",,,
Material Specifications A¡>plk.ble n"""n.I'pe<:ifo".1i"",,,,,, .. """"nin'hef,,II,,,,'inglOble.> • Su""'u,,,1 ,h'p<,inT.ble 2-4
n~_
!-]d. Jj r~m fr",,,óR~ e'M"ó"",,"">- morr "~um,, "lJ, ,,~!Jó¡;'>-lm,,-NJrJ M-¡'~
''''''''''''''' "iff"""',)m'" rmml .~""'Ó,""
• Platcandbarproduc"¡n Tablcl_S . F."cn;fljlproduc,,;nTable2-ó
1""R"d ~I ,."Ium. "'1'
ftlfl
w.I,J.d_
fI&.l.l,. (k""'fmmi"!.,"""Ii"""",I)·",·"coiu","top,""biliry"",,·i
Steel Castings and Forgings S,ttloa"ingsa"'.pt
Design Drawings, Speeifieations, and Other Contraet Doeuments CASE [)ocu"'"., 96ZI). A (;"i,I~Un, A,ldn"iRg C,>Qr¡Urro,i"" "fP<1 Compl,""," "¡ I'ruc'"mIC,,""rocti01l()O<"'Mnu (CASE.2013j. provide,rompre""n,i'''' guiJ'llCe Oll lh<prepJ~Jti"" o( " ""'I" ral
Required Informafion Thefoll"... ingc(HIlIlIunica'i(HIof inf",n",'ioni'''-''Iui..,din ,he C(HI'rx1docu,,,,,n"
Informafion Required Only When Specified ThefnllOl'o'ingl"",'i,,,",, • ..,in,"<>kOO(HIly,,hen ,¡>ecifiedin'I>eCOOlracl documen,,
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Mili Tolera nces Mili lolerance,.",,!>ose , .. riali"'l;th,tcoolo,lI:oern:sent in II>epro<JUCIas-deli,.. n:dfrom thc:rollingmill.'Thcsctolc""""t:S""'given .'fol low,
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lrr. ffr """~"""" Slabed¡¡eplale
adjustment
, r Slab
,r Slab
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Gageclip
•
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",m
'• • •:
;:I~edge
Beam
lb)
W;,~
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(""","""",,,1<,1)
C""';"~" Shopwek:led
lli I /
,,,,"
/
Beam
~;.:,"::".::::·,··
weldOOloradjustment
SIo.!.iO!f'lQ1e -
HoIein bl!am Beam
/b¡ II-¡'h,ldj""",,", 1"",,,,,,,,,,..1.<1)
", if:' '·:.~;: : :·~ rykO " "_':'~~~~~:~" plata
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~l ~""~'"';:'-"'" r S1ab
Slab
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".
:~~radjUSlment.
.r Beam
BBa m
'-- Ang le
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F~me
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a","~
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CAMBERING, CURVING ANO STRAIGHTENING
...
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FIRE PROTECTION ANO ENGINEERING Pro,'¡'i"",f", .. ruc'urnl de,ignrorfirerondi'i"",arer""OOinAlSCS/VC¡[IC(1,¡"nANl
4,Con'rlc"CU>'~"'8.orr. ... prot""''''''oOOc~¡oeerinsrOO'
RENOVATION ANO RETROFIT OF EXISTING STRUCTURES The pnwi,i"", in AlSC SI'",ijic",¡'", S«!ioo, lJ7 so"~m !he .".Iu.'ion ofe:
IIm"jiIG"" k-Io
1I~¡""'N"JoT IIi"oTicShap<>smulS/vc¡[l<'alio,,,( Brud
S<;hu,e"rhi;toric,h:l¡>cproperti",rrom 1873'0 1999 ••'ailable., "'''-'''.ai"" .ol):/nl~n" al ,..,.,..,mo; . Se< olso R¡ck~r(198~).ndT.de (1990)
Expansion and Contraction The ."cra¡t eoeffieien, of.'I»",ioo.~. fO(' "".,,,u,,,1 ".el be,ween ]I)'F.oo 100'F j , O.()(J()(J()6Sro.
,"OCfficicntoftl rel="nofollow">crmalcxpan'ionfortcmpcrrttu""'IcSrtcmpcrntu""rrom IOOlO l .200"F.lllcchan,gcin","glhpc'uni'","glhpc, oF.t.i,
:~~.","",m"".",,~, confoguraliortswilh symmetricalstitrness
"'" L ""'~.","'"
configurations (L,T,U·lype)
~r..rial
WINO ANO SEISMIC OESIGN Ingcn"""uft"" catcgoric" ... ioo.OOIow ... ismicaf'Plication.,andhigh .sei,micapplicatiOll • . F<J
PART 2 REFERENCES MochoflOC maleria l rcrcrcoccd in IOC S'fi'IC""'lrue';on Mall"al may oc fouoo al
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Table2-1
Multipliers for Use With the Simplified Method
:::::
1 1
1.1 1
--_....-
1.1 1,1
1.2 1.l
U 1,2
1~1 ,'
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...........
U I1.l U IH U l ,l
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Table2-2
Summary Comparison of Methods for Stability Analysis and Design
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Table2-3
AISI Standard Nomenclature for Flat-Rolled Carbon Steel
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Table2-4
Applicable ASTM Specifications for Various Structural Shapes
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e
Me
l l ji
0 - _ _ _ _ ... _ , , _ _ .. _ , . , . . · _ 0 - _ _ _"'_
Table 2-4 (continued)
Applicable ASTM Specifications for Various Structural Shapes
..-
0 - ... _ _ _ ... _
.. _ _ .. _
........ _
__----_ - _- _
0 ' - _ _ "'_
._.... ___ ................ .._ ......__.."""' ,. . _,. _ _ _ ..... ' ' '......--_._--_ ........... ..''''''''''''' ..._-_._-" ~ _.,\t
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Table2-5
Applicable ASTM Specifications for Plates and Bars
" TOI'4io "
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U
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U
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(bI)
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1$ .
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0 - _ _ _ ""_.
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Table 2-5 (continued)
Applicable ASTM Specifications for Plates and Bars f,
_
f,
T_ .
____ 1$ . '.1'$ ' l ,.
_ _ LI$1.2S . U (bQ
(bQ
Wld.
~
Wld.
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70
U
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Wld.
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..
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-
Wld.
Wld.
1
Table2-6
Applicable ASTM Specifications for Various Types of Structural Fasteners
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:E E W:r::,',;"' f ::
::
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200 200
j
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"'. 1011
'011
' 1$--1$0
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.... .... .... ...
....... """""' _ ... .. ,, ""- .......... 1000..: _ _ .... ' .. ...._ _.. ..... "" .....
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...... .•
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Table2-7
Surnrnary of Surface Preparation Standards
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Table 2-7 (continued)
_- -_--------_--_._-_--_--.___--_.____ _-Surnrnary of Surface Preparation Standards
--....... --... ..
.................. _.... ........... ... _......... ... ...........
. -.......,...-_ ... ... :..-:-."':::':!::"...:"':-.. _ ....... .
_ _ _ ", _ _ _ .. n.o ... _
---_ ._._ _--_._-_-_ __--_ ---_ _ _-_ . _-_ - ____---_ - __ _--...- .------.,----_ _ _---_ __ __ _--- --_..._-
................ ........... ... .. ... ... .. ......... ..-....... ..... .... ...... ...... ......... .. _ _ _ "" _ _ _ .. n.o ... _
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... _ _ ... _ _ .. _ _ _ .. n.o ...
... ............ .. ......
.
...
PART 3 DESIGN OF FLEXURAL MEMBEAS
Braced. Compac,FIexural Menl""rs Unbrac
.................. .... ........... '4
A rel="nofollow">,.il.blcFlcxur.IS""ns'h forMioorA,i.Bcntlins Use <>fTabl., (}'2 for l'k,u,,1I Dc'ign ofBc.,n,
CI... ifi, ..¡onofC"""S«tion' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . "
CI""¡ficat¡on<>fSpan , for~lcxure
Con,;dera'ion of M""",n' Gradien' AVAI LABLES llEA RSTR ENGTH STEEL W·SIl APE COMPOSITE BEAMS C<>ocrc'cSlabEIf«,i""Wid,h
A>,.il.bleSl>e",Slre""h
b~',I~~..S~~~~~:;~~~O~I~QUIREM ENTS AND
OES lúN TAIlLEDISCUSSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , '
M", m"m,".'"""~~'"M"
...................................,."
A,-.il. Me l"""uraIS,,,,nS'hofltSS S,re"glhofOol>erFl"u",IMcm""'" C",mpositel!<:,n,Scle
TabIc3 .2 ,W.Sh.pc ~ k<;ti""byZ,
Tablc 3·1. W.5hapes-Scl«t¡oo by 1,
T.l:lIe 3-4. W-Sh.pcs----Sclead Table ]-7 . S-$h."". -M.. imum To.. I Unironu J..Qaod
Table)·8 . C·Shape_M""imurnToo.I UniforrnLoad Table ]-9. MC-Sh'pes-M., imum TOIal Uniform Load
PI."sofA''lIilabIcFlnurnIStrr.>ce
TatllcJ · I I.Channc l....... Plo.. "fA>'.il.bl.MOI""n\>. UnbrnoroL""gth
TabIc3 . t 2.R<X13figularftSS_ Av.il.bIcFle'"nlIStrm¡;lh TabIc3 . t3 . Sq~ Il SS _ A,-a ¡ l.blcl~,,,",,,ISIf
TatllcJ . 14.RoondIISS-Av.il.blcFlc,u",IS'n:ng' h
TaNel- \5. Pipe---A,,,il.blcFIe,",,,IS,,,,nSlh
CQIIlpositcEleamSelectionT.bles
Table) . 19.Com"""itcW.Sha¡><. T.ble3 ·20. Lo.,or· lJ<Jund EI.>I'" Momcn,of lneni.
TabIc3 .21 . Nominalllori'<>nlaIShcarSlrcnglhforOncSlcdlkadcd
S'udADor. Q.
Table3 ·22b.C.n,ilc,w«llk.ms TabIc3 ·22", Conlinoou,Sc.m'
ForFlexure ~~~~ral tlesign propc~ie, are ba>e
ForShear Foo,.l>ev,II>e....,.i. dclerrnincdpcrIl.ISCSf""<'ificalj""O'.pterG
FLEXURAL STRENG TH The"",,,;o.llle.ural"rel\Sth<:>fW'''''.pc,;, i llu'lra'cd., .fu''''';onoftheu,,bnced-'oSlh 4 inl'is on:] . I.Thea,-.il . blc""'I\Slhi , dclerrnincd o,+.\I. OO'M. lf.l.,..hi('hmo"C'J ... 1 "' e,e""", lhe ""lu;",d "",nglh (heoo ;ng nlOmenl).M. orM• . ",'pelcrF. TobleU~r
: : : :~:;~: lhe """'." " <:>feh'ple, F and 'ooeorre,ponding I;mil "",«a]>plteable '"
Braced, Compact Flexural Members Wheo ne,orol "",,,,he,, are bracn1pac1 O. S l,.). ~;eld;og mo" be <;<>n' , idt"'" in tbe """,inal mon"'nl "ren¡lh <:>I'll>e ""''''her.in occonlart<:<wilhtberequire"IC"lS Ch'plcrE
of " ISCSjI«if
Noncompact or Slender Cro ss Sections FOO'lkwralmcmhe"""lh",,"-id"" ' ()'lhidncssral"" , ochlhalJ.. > ¡""loc.lbu1 be c,"" i
Available Flexural Strength for Minor Axis Bending The
,.,...,f,)f.".Jt,;)' .. ,,[~)' M, . O.7Fy S.
LOCAL BUCKLING Determining the Width-to-Thickness Ratios of the Cross SecUon ~lex"rnlmcmbc""",da"i fi cdfornn""'OJ\ t hcba,i'ofthc",iJ t h·to-thickoc;;rnti "'of
1.. variou, ele",,,n,, <>f l" "'''' o«tk>n . The-",iJth · lo-,hkk"""ratio.~. i,n 84. 1. Limiti ns",iJ'h ·toIhick ... ", ralio, for , .. """, ,·.Iu.. <>ff~ n",y bcfOllnd inTable6- 1b.
Classification of Cross Sections C""'SC<1k>n,,,,,,da<,ifioJa
llIc,·.I"",<>f~.nd"""",dc1omtinedpcrA I SCSrn1l4.1
The'·al""'ofl... . ndl~."'"'AJSCSI,.,d[IC"'j''''Ch.ptcrF.The-''',.. IU<S.re pre.>enlcdinThblcs3-2.3-6.3-7.3-8.3-9.3- IO.3- II.nd6-2.NOle,halfOO"cros''''''I;'''''
AVAILABLE SHEAR STRENGTH
.'otne,uraln>e mb'''''.lhe"..;¡.hle,he.,w"nglh.4>V. <>tO(,rdancc"'ilhAISC
~~;~r~:~j;~I;~::'i
Val"". of4>V.
,00 v.m
c.n
he fO\lnd;n
T.bl..
3·2. H. 3-7.).8
STEEL W - SHAPE COMPOSITE BEAMS Thcfollo,,'ing ... ".;n'loW-'h.... 'lh .. OCIc ...mpo';loly ..'ilhcoocrcle'I.1>s;n rcgion, of po>;1i,·cmomcn' . l'orcompo>Í1ctle.uralm<mhc,,;nrcg;00.ofr.cga';'cn""""n' . ....,AISC
~:::::'i'~;::;C' 1.
f'ot
runhe' ;nfonnal ;oo 011 Cotnpo>;lc dc,ign.OO """SlrI.:!;OO. se<
Concrete Slab Effective Width ThcctTecl;".",'idtb of . roncrcle,l.bacl;ng "",,' po>;tely ",ilh ,"eel hc.m;,delcnn;ncd ... rAISCSf"'<'ifICOI¡OO Sctl;OIl Il.l.
Shored and Unshored Construction ~e."ral ""'nsth is idenlic.1 for boIh ,hored.oo U",hortd ",,"'Ir,o
Thc .". il.ble
loatI
AvailableShearStrength P"rA 1S CSI",dJic~lj,,,,Se<,ion I 4 .' he.,-,iI,bl.,hear,,,re n g, h f"''''''''p''''i'cb<,m,i.
minedin occonl.""...'i'hCh.ptcrG
OTHER SPECIFICATION REQUIREMENTS ANO OESIGN CONSIOERATIONS Thcfollowingothe,specir".'ion""luire",co'saOO
Special Requirements for Heavy Shapes and Plates 1'0< bc.,n. wi'heomplc'.-join'-""n<,ra' i"" V"",'e ..'e ltledjoints.oo n,aJe fron, he.,'y .hap<>wi'h.n.nge'hick""', .. «
Table 3-1. Values of Cb for 5imply Supported Beams V.I...,of tooLTB modiflc.'''''' roc'or.
e.. oregi,'en
ror,1Iriou, loOOingrundi'"""oo
,i",pIY '"I'POIIWbe.,n,i"T,~le3-1
W-5hape Selection Tables Table 3-2. W-5hapes-Selection by Z. W.'h'pcel;g)I'e",W.>h.pci"e""hra"ge;n""I(!.M1jor.,i,
I
w
!i I
!i
I
I
.IP
C, - 161
1P
IP
IP
I I
1P 1P
Table 3-3. W-Shapes-5election by
I~
W-.hape ._oonc JinoJe.d i ngonlcfb~",·
,!>en
W.,hapcincachrnngcinbold
Table 3-4. W-Shapes-Selectio n by Zy W•• hapesan:sonedinoJes«ooingoroJerbyonioc.'"i,n","rol.""ng,haoo,hengrooped in ~ooing oroJer b~ weigo, ", ilh ,he ligh' .," W..... pc in eaeo ... ng' in bold. Mi"", .. i. a,'ailabl."n:nS'h.in tlti;un:are s;'"nfOf W-.hape.",';,hf-'_ SOk.i(ASTMA992) 1OCmi"",.,i,.,.. il.b)C'hearstrcnglomustocchcckdir.dcpcr.dcntl y
Table 3-5. W-Shapes-Selectio n by Iy W•• haresaresoncdinolc«;cndingOO"dcrbymioc.'.ui, rnomcn,ofineni •• /,-.and l!>en groupcdin_end i ngoroJerb~ ... eigh, ... ilh theligol""W•• hareinc""h","g.inbold
Maximum Total Uniform Load Tables T.
Table 3-7. S-Shapes-Maximum Total Uniform Load Thble 3·7 h . imilar 'o Table 3·6. ",cepl iI C(I~C", S'''¡''I'<' I<'ilh f~ .. 36 .. i (ASTM A36)
Table 3-8. C-Shapes-Maximum Total Unilorm Load T"ble3·8i.similar,oT.blc3·6.e"cPli,C(I~o",C·,h'l'<s ,,' i,hf., ..
36ksi(ASTMA36)
Table 3-9. MC-Shapes-Maximum Total Uniform Load T.bleJ.9i"imilor'oTablcJ-6.c,,·cpl i'c,",crSMC."""""wilhF, . 36hi(ASTMA36)
Plots 01 Available Flexural Strength vs. Unbraced Length Table 3-'0. W-Shapes-Plots 01 Allailable Moment vs. Unbraced Length "Themajor.x;s .... il.bleflexuralmeng'h.%M. otM. lfl¡,. isploued ... fulIC';onof ,he unbrJ<."Cl'lown r... 4,. C. i. .. kcn",uni,y. Whcn'heplolledou"";' '''hd. the W''hap''for'hm,,",,'e i''heligh'e,"cros, O«1ionf... a gi,,," rombin.lion of .... ilablo floxu ...1 "",ns'handunt:>nocro lcns'h.When 'heplolled """~is dashed .• liSh'erW·'hapo'ha"'halfor'heploUcde""" .. iSls. "TheploUcde",,'e, arcarbitrnrilylCnninated a"s¡>an.'o-deplhrntioof30in """,'c.'" do<~.i)' in~ica'ed in e",~ cu",'e by • ..,Ii~ OO. (0)./" i. indie.,c~ in each curve by an opon
,l\a,
Table 3-". C- and MC-Shapes-Plots 01 Available Moment liS. Unbraced Length J~~;,'~~;
,imilar 10 r.ble ]·10. e~ce¡>l i.
CO'O.....
c· .od MC·.h.po, ,,' ilh
t-, .. 36 k, i
Available Flexural Strength of HSS Tabl e 3-12. Rectangular HSS--Available Flexural Strength Thca,·. ilablel1"""'I ><""\¡'hi, .. bulOlcdforre<,"n8"larHSS ..·i'hF,_ 5OI:si(ASTM A500GradcC) .. de'ermill
Table 3-13. Square HSS--Available Flexural Strength ~': ~~s~;m ; l.r 'o T.Ne 3· 12 .•~cepl ;1 ""'.. '"
><¡u'''' IISS ..·ilh
f,_
50 ~s; (ASTM
Table 3-14. Round HSS--Avai lable Flexura l Strength Table 3· 14 i, , imil •• 10 Table 3·12. e>eepl i, <:m·e.. ","nd I!SS ... ilh f~ _ 4.6 k;i (ASTM ~;~ C) .nd ,11< .,·.il.ble n.,",,,1 "",n8'" i. dc~crm ; ncd from AISC Specifim/i""
Table 3-15. Pipe-Available Flexural Strength r.ble 3- \5 is ,imilarlo.>r.ble 3- \4.•~cepl;1 ... ¡,hf~_ 15l<¡(ASTMA51GradcB)
CO,".",
IISS produced loo Pipc: s¡>c<:if"alion
Strength 01 Qther Flexural Members
Composite Beam Selectioo Tables T.
_'"
Yl . o;slaocelrornlapofsleelf\angeloanyofthe sevenlabulaledPNAlocations J: O (8tpo;nt6) _ rQ,(31po;nI5);rO"{3Ipo;nI7) o
=
rQ,(atpo;nI7) _ O.25F.....
-.-.-. ~ ,m
E3~ ~~~ : BeamlOpflange
-_. ~ ._.
Ir, =:~
-'-BFL
Table 3-21. Nominal Hori.;tontal Shear Strength l or One Steel Headed Stud Anchor, Qn lñe oominalsOea, .. ,.,nglhof .. ""Oeaded"ooaocl-.oui'gi,,,n inTable)·21. in ""ror· ""oco ",'ilh AISC )¡wáfi,.,,,¡,,,, Ch,ptcr 1. N",nin.,l>orilOOl" slleat ",..n~lh "., ..... a,.. p<eur,profilcofthcur,SeeA ISCS¡"rjfi""¡'HlCom'nen"ry l'igureC·18,1
/ EqUÍ\ialenlconcrele8rea z ~
Beam Diagrams and Formulas Table 3-22a. Coneentrated Load Equivalents Con<:entrotcd lood oqui,'alon".rtsi,'cn in Tablc 3·22a forbe.n" ,,'ith , 'ariou"upport condition •• ndloadingch.ractcri,ti«
Table 3-22b. Cantilevered Beams Cocfficicn" ..erro,idcd in T.ble3 ·22 b forc.ntilc,,,ml be.m' wi th .. riou" upport condilion,.ndloaJingch.racteri;tk,
Table 3-22e. Continuous Beams Cocfficicnts are providcd inT.blc)·22c for=nlinuoo, bc • .",.,ith =iou •• upportroodi. lions.oU loatli"ich.rac1cri>lico
Table 3-23. Shears, Moments and Defleetions She"".n""""n".oUn,.oUloatIin$ch.raclcnSlico
Tabl e3-1
Values of Cb for Simply Supported Beams
~
Lateral Braclng Along Span
e,
,!~~
¡------±------¡
At load point None
~
L~.'~~~~~
~
~o:!~:~s
-
Atm idpoint
F=9
Althird points Atquarter points
~ ~ ~ ~ ~
¡m=g;=¡ ¡:r:¡;¡m:¡;¡::q ~ ~
Atfifthpoints ¡'~I ,!"ool ,!,I,tl ....,-.. _ _ _ .. _ . _ .. _ .. ....:_~F.
Table 3-2
W-Shapes
Fy =50 k si
Selec tion by Z~
_ ,IOZ'
3&&1
9130 U7tJII 5310
WJ8
3V\I
~IIO
W"',655'
31Il1O
1'6III ll&011
WJtx86Z'
2910
72110
W~21fiI)_
lZJ011 '/110 _
NIO 71110
-.o O/JI
MOO
56.1
10!1011 0300
I0IIIO
...
,0010(1
_
1''''
56''
WJ8<~
Z330
MIO
17... 301lI0
5Z2O
...
WOIMO:l'
2320
$/110
17(1(1 _
$2(1(1
56.3
WJt>AI7' WUxI73"
21301oJ10
NlO 3200 ?E ' O 2670
_ .002(1
-.o 7,61
11.5 1I,$
14.11 11.3
W.axOl '
I9IIII_ 1910 '770
73I50 29IIII 71110 2880
, 89(1
1090 27 ... fe1i(1 2030
_ '330 .,20 _
SU ' 5.3 26,2 7.3)
17,l
W21x5.l9"
llJ1 12.9 17.1
W36l<""
WUxl108'
2030
$060
,721)
1830
'$7\l
W..._
1Il00
...
W"'4!I2' W36x3II5"
1710_ 1110 .270
WO(t4l1"6IO
"90
11.0
zno
.,00
52,.
nA
lU
60110 2510 600 10 2m)
3710 31110
IIIU
1IIl" 11,2
13.1
f,)OO
""
rn;o
".9
1$100 1960
~
11.1
55.532100
1060
88.525600 128(1
1770
2110)
309
1$90(1 17 10
06.732000
1510 11120 2$6(l
1000
1500
:11.)_11110 5O.!l2&'iOO 937
1770 1010
.... _
1660
. 10(]
U30 2200
n .ll 11 .1
1611
I.JOO
lJe(1
wOIN36Z'
10¡.00
_
1150 2'110
37JII
51,.
n.3
12.7
'""0 _
9011
lJ60
W.. >.llS W3J><3II1' W36x:lOll'
16211 l!ltiO
36'J(I
11.3 lB 1M 16.3
31.1 311110 53.3 2OJOO 48.225700 253 .2000
I0Il 007 as.
10«1
1m
1360 lB 128(1 1830
W4CM2.
,.
_
~
22«I
331iO
!iIU le.:! '1,6 1.10 fi.II
• .5
WU~
,.., 28 25CI 2360 ~ ' O 2JfiC $550 2010
ll'IIO
\~
_ J800 387\l
W30>391' W4D><331'
1050 I.XI
36ZIl 3I;7\l
5ü0 2180 $XiII 21 10
32eO 31110
31.' $9.1
J5,4(J
~
32ti0
3 1.'
1l.1 no I~ 13.2
" .2Zi!i11O $8.820700
~1'2O
111M 900 ~ 126
1360) '''' 12...
WUx73O'
1t:"'±":: ;;::;-1 ;: ;-,; '-
;!$$(I
2170
3360
35010 35010 lO2II
$1.1 1.35
~ 1_11110
329
IIO,. ,U . ,_1110 ,_
39,'
~ I,I
6M '0.7 1'-1 '7,2
111.2 ~.I
27$
33.$2<1700 '9.822t1OO
~
'''0 2{61
1110
Table 3-2 (eontinll ed)
W-Shapes
F, =50ksi
Seleetion by Z~
"1144><290
1410
3!520
52111 2170
32aI
ilU
W~1'''10
35Zll
!>29(l
2100
315(1
58,O
lZ.lI 31.4
W36x33O W<0x291 W30>361' WUxWS"
14m 1330 1320 1320 12!O
l';2O
2170 20'11 1990 1820 1910
3260
3100
!>29(I 4990 4950 4950 4800
42.2 41.8 31.l 6.81 4ll..\
11.1 41,2 1M IU
W...m 1m W4O><2!I41210 W'JJ><31! 1210 W4O>271 125(1
3170 311O 3110 3' 20
'110 .1I0 '110 _
1$0(1 1B90 19'0 19:/(1
W21~124ll
109O
oI650
13S0
2180
2 '.9
31 . 1
W4O><21!
2971)
_
1180
_
1830
2ti80 2160
5U
2970
m
112.1 59,(1
lO.3
'U
W36x302
W36>2112
1100 1190
lJ2Il
3290 3290
3070
2990 2130 2910 ~o
liH
2M0 2910
$U 56.9 lU
]t.l 85.4
2390
~M
118,1
~,4
12.3 9.11 11.5 12..\ 12.9 16.1 1l..\
989
31.2 196011
591
111
12.1 JU_ 1l,l .....6'79JO 12.8 'U I.900 15.6 lOO 11210 9.36 31,S'o;eoo 12.9 ni 1$900 1l..l 31U 16/00 12.0 52,1'3100 11.' ~ . 111900 u/ :18.' 17400
(,47 820 653 8SS ¡'6
'820
213O
1tilO
2"'"
W33><291 W4O>264 W21>
1160 1130 1130 113C
2890 2620 2620 2620
~360
~24ll
1180 1100 11(1(1 1670
2ti8O
.2.... . 24ll
W_
1120
I7l10
42011
1730
2610
.(2.9
,u
n.s
"1144><23V
11 00 1100 1060 Il150 lCWO 11)40 11130 1(130 1020 1010
27. 274ll
"lO .130
264()
_
262Il 2S9O 2S9O 2510 2510
lIMG 3900 3900 lB _
Il'OO 11(1(1 Ui2Q 1060 156(1 1610 1500 1550 1510 1530
2560 2550 2..... 2200 tlSO 2410 2400 2330
.ou 38.1 29.7 6.03 -06.S 3l.1 l/.' 25.1 19.9 51.0
11.2 SI,9 '''' 9.15 10,(1 SU
W36>262 W3O><2!I:2 Wl '><5O!1'
W36>25S W33x263 W36>2.7 W21.301' W24><)J5" W40xZlS
2S4(l
~
2S2O
l7IC
2Z1'O 2JlO
:J6.O
m
25.0
20.0
~.1
31.1 30.2 7fU
1~
11110 1010 1211O 1100
111(1 1..... 1000 115(1 11lO 12110
_ 4-I30
2550 2550 2510
1m
1~
$80
856 132
0iS9
291O 294()
10,1 (,4,2 31.3 31.7 30,(1
3' 3
IC«IO lOSO
43.6 21100
839 112S 651 739 962 668 168 756 8.\1
~1190 W14~I I 80
6.65
5"'13100
232
lU 36,1 ¡.Il 00 g.o131.521900 13.1 016,519500 12.8 33.3 21900 12.l 62.0 16200 !.\lO 3O,420500 11' 4U,96(I(I Il.1 5(I.I , o;eoo 15.9213 ,...30 1M 43.3 11100 3.90 2'II.7 , \MOO 12.157,0 1-1000 11.6 69,2'30100
0;00
58/ 681 759 659
125(1 12 .... ge6
122 93(1
9/1 1290 1(18(1 900 MI 103(1 11 .... !1M
Table 3-2 (eontinlled)
W-Shapes
Fy =50 k si
Seleetio n by Z~
1IM
1410
_
3U
111.3
24(lO
36\0
2W) l35Il 23010 23010 23010 2300
3510 3510 35\0 _
n ... 1090 IfIjO IfIjO 10\0 1020 1320 1380
~
963 IMJ 1136 1136 1136 1m
2240 2\!10 21110 212(\ 2140 '. 2070
35.7 29.1 lU "'..! 24..! 6.14 19.7
67,0 lIU 9.lII5 2U
I0Il
Z2I0
3tOO
1370
2060
.....
n.1
2'170 217(1 2141l 2130 2\10 208Il 208Il 2000
326(1 326(1 3210 3200 ¡OlIO 3130 3120 3000
1300 1230 1330 1300 1¡10 12l1l l2tiO 1150
2020 I&SO 19SIO 19M 19&0 18110 IMI 172(\
J 7.6 56.1 6.16 9.23 31..! 47J1 1'.' 3SS 26.0 19.7 29.6
1130 1930 1930 1910 HAlC 187(1 187(1 HI60 11140
2900 290D 2900 1810 1530 ~
11110 1200 \1110 1100 1090 110;0
28IC 11l1C 2160
1120 1060
!)4G
7311
1t:"'±":: ;;::;-1 ;: ;-,; '-
lS4C 35JO
1110
~,2
.v
~2.l
5.95
,170 ...., 1Il00 17110 1740 164/1 1750 1670 1690 1590
~,7
44.0
'IO.l 2'.1 .010.' 11.2 25.9 14.7 1!l.7 MI
1iJ"
U8 M.!I '5,6 36.0 6U IU 00,5 t2.1 29.3 LIO
12.5 1l.1 12.5 I1J1 39,114<'00 9.2530,015((\(1 12-0 49.1 11900 IS.5 119 1190 11.3 51,910100
568 &16 6.21 7tiS 683
1150 1020
852
96a
m
LI7
rI.2156D11
5e1
117
12.2 15.3 11.1 11 .9 n. 11.2 9.11 1S,2
JU 10!i00 163 6600 311.2 12900 '!i.9101!00 no 11700 ~.4 9BOO 28,S 13200 153 6000
503 103
m 1050 na m
LIO 25.1 13200 11.6311,1 11600 11,3 4H 9700 9114 27.6 12100 lO" 11.1 1Ill70 12.3 311.110300 10.9 62.S 7690 11 .143,1 &090 I5.1 143 S440
~
568 $20
619 609 &16
71'9
m
91.
912
5C7 482 m ~
878 '19 S88 5017 i94
831 1020 7" 882 821 89\
Table 3-2 (eontinlled)
W-Shapes
F,= 50ksi
Seleetion by Z~
l T.10
2lOII
nlO
~ 1.T
1690) 16111l 16111l 16/10) 167(l HI70 167(l
lSoOl
967
1010
25lO 25lO 2520 2510 237(l
1(110 11130 976 1010 1010 976
1510 15010 106(1 1610 1530 ,.1(1
11 .1 16.7 25.6 3M 1~.0 28.9 6.73 ~ 10 2U lU 16.1 22.3 ru
157(l
~
1159
1~
3U
5L5
IM ZUll1011 10.3 73.66170 12.2 3Ii.3 'I2OO 11 .0 011;.2 7650 16.0 138 '9Q(I 10.9 57.1 lS630 u. :16.' 10500 11.e 38.27860 M32U'r.'9I)
ro>
,~
=
u
..ro
lU
tU
10.1
'"
,~
,~
~
,~
m
31.3
'" "' ""
~
10.1
'"
Wle>2$3"
67e
Wlb342'
672
~
10110
R.lI
i!OZ 613 .3Ii .99 $39
521 0192 '22 .53
nJ
m
<1M 7019 809 7112 738 632 6711
Wle>25t'
.,.,W2M715
."
,m ,m
::: ".
'" "'
~
"ro
rn
11.9
WI2x211' ,~
,~
SI.'
37.4
.. ". ..
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~
"ro m
'"
~
., m
Table 3-2 (eontinlled)
W-Shapes
Fy =50ksi
Seleetion by Z~
.'" ""
..... "",
W2b1.oe
,~
W'~23O"
~
W'~2'O
~
~
'3'0
W'h'n!
m
~
,m
WUx'$9
~
...
.. ...
,~
,~
~
...
~
~
",
...
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., ..
...
no
'" ~
~.~
" ' _.. fIotM'
~" IIp." lIp." IIp."
,
~
.,
&,5,
.. '"
,
'"
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'"
,~
'M
11 ./
n,
'"
,m m
11.&
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".2
73.2
,
•.,
.,
~
m
". '" ". ,~
n,
m
'lF.5I(lN(lI-' >U: XU~"lMU"B~RS
Table 3-2 (eontinlled)
ZX
W-Shapes
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..... "",
m
W'~ ' 06
~
.,~
W'2x ' 2Il
".
,,, ,.
~
'1.1
~
u
~
... '"
"'
m
~
9."
~
m
m
~
~
., '"
u,_'. '. '.
,,,
~
'"
::
~
~
~
."
~
.,
,.
WUxt9'
wu><9O'
"'
.'
~.~
,m
". "'
,e,o
"' "'
" ' _.. fIotM'
~" IIp."lIp." IIp."
W2"'0'
F,= 50ks i
Selection by Z~
". ::: "'
..,
'0,2
,. ,,,
.. .. . ,. ,.. ... .. ... ,. '" ,."
"
m
11.'
... ,.. ."'" "'".
,m
,a
~
m
.. ,. m
m
',..... _ _ _ ... _ _ ',. 10...
____
·_ _
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"" _""'''_'''_'' ~
_
"........,.,I",m,,,..o.-SniEL CoN"""-"-"'ION
Table 3-2 (eontinlled)
W-Shapes
Fy =50ksi
Seleetion by Z~
.'" ""
..... "",
" , - .. toN
~" IIp." lIp." IIp."
,. "' "' '" ~
W' e>l' W' blI2
,oo
W2V~l
.,- ,,,
,. ,.
.,=
.,,.,
oo.
~
m
~
m
~
m
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m
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~
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oo,
m
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'o.,
'$.8
,.<
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1.'0
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'" '"
.
,." ,
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".3
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... ,. oo,
... '" ~
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,.'" ;:: .. '" '.0
'" ~
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~
"'
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1I . ~
',..... _ _ _ "' _ _ ',. 10... u•• , .
'u
.,
• _ _ ""_ .......
_"'_" ~
oo.
'"
____
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'.00
... ........,." "'m'"..o.-SniELCoN"""-"-"'ION
Table 3-2 (eontinlled)
W-Shapes
F, =50ks i
Seleetion by Z~
.'" ""
..... "",
Wlfu<45
•.,
~
.,- '" ,. WI(»<\.4
.. ,.
D
~
~
~.~
" ' _.. fIotM'
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'" '"
1,11
..
'" '" ,
,. ,.
,~
~
... m
J,15
'"
lB
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..
~
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14./
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'"
.. o. '" ... .. ,. ,. ,. ,. ..- .. ,. . .... '"'" . ....• .., ....o. '".. ." ". '" '" WHI,,45
,~
,~
'"
~
'$
~
7.10
'$
~
m
n. .•
1.67
'.0
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n..
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3.11
,
roo
15.1
~
14.1
m
1 ~.6
m
o .•
Table 3-2 (eontinlled)
W-Shapes
Fy =50ksi
Selection by Z~
•.
~
.. ...•
6\ .1
Ul 1.600 2.39
1.11 2.08 162
3.11 1,11 6.85
11.0 1909 11.8
108 111
5M
1..61
~
U:¡
3.08
'.$' •.e.o
SL9
L/i2
2.• 3
7.17
,'" 20< 16.1170 21.0 121
~.l
1~5
.. ,..
In
O'
W HO
10,0
2.91
IH
, ..
nI
1.58
2.31
1,1'
2<1.1
110
45.6
68. •
.. 1.67
l.ot 2.50
3.00 5.72
9.' 3 158 21.0 ~Q
$"-')
~
;tSI
UIZ
<.70
n .l
011.0
iti
:MS $01.7
-_.' "' .. .. ..."' - "' ,.'".. .. "' .. .. .., ... •., ., -_. .. .. ... ". ., .. .. ,. ,. ., _.. .'"" ".• .. .. ,. .. •., .. .... .. .. ". '" ", ,. .. .. ., .... 1~. S
21.1
61.9
23.1
51.6
no
JI .8
no
11.
45.9
.~
2.77
'H
0..7
Jl.0
,~
,U
U5
9.16
'H
10.1
9.27
17.3
~
=
.~
~
'" = "'
O .•
72.1
8'-9
Wl Il<. t
uo n.'
SU
,~
O .•
W,O><,7
199
~
Ix .... r-+.- ....
-- --...... -- .- .- -
Table3-3
W-Shapes Selection by
+.
-~
.,.",.
-=
-,..
WoI(Jx33"
+.
WU><)7(l'
"ro wu>44t' ,~
....
wu><)u'
-, , ~
,
W'21415'
_ ,o
._,
_ ,-
....
...
,-
u ,•
~-
+.
~"" W"x873"
.~.,.
_ ,o
.... w,.><606'
,~
-~
,~
~,-
,=
- .,- -
W" .. S5'
"D
W21, '!n
~
W'/h<122
-
~
~.
W1 3><2e3'
2" 00 ~
'-
- -,"--
,,~
w,..398'
..
- . ..... ..,NY:. _ _ Al.l<.
Table3-3 (eontinlled)
Ix
W-Shapes Seleetion by
.... r-+.- .... Wl ' xl93
,~
WI 2>210
".
w, z,<190
,~
W2bi/3
,~
.,Wl'>
m
WU42
.,
W10><'OO
WI'XI2(1
'm
.,Wl 1x4l1l
Wl lx11
'-
"ro
+.
--,"--
,~
....
+.
::
m
m
".
Wl .><3S
~
WI O><54
m
W' O><'S
,.
.,-.,-
....
+.
W10><19
..,
-"
_.
61.9
W1MO
m
m ~
.,~
>ro
WI O><ó'6
'"
W114'
'"
- . ........ NY:. _ _ Al.l<.
"'
Table3-4
W-Shapes
Fy =50 ksi
Selection by Zy
-
W14>.171'
,~
.,
....,. ....,. '" -,,, ::: W14 _
_..
E
...".
W144(1(/'
_..
.
...".
-,'
-_.'
--...... "ro
".
~, '
,~
,~
Wf\l412'
,~
"ro
,m
~'
m
.,,.,..
"'
,~
W3.),¡"
'" '"
W
.,."..
.,"'
,~
~
W ,~
,m
m
,~
,~
'"
'm
,~
~
,~
::: ::: '"
'*
". '" ".
"'
~
..,."..
'"
W214l1'1*
m
~
~
m
~
~
m
'"
w'W79'
...,.,.
_.. .. .,
W' 341 I '
,"
W-SI I APES~LECTIOST"BU:S
Table3-4 (eontinlled)
Zy
W-Shapes
Fy =50ksi
Seleetion by Zy
... ~~~ ... ~~~ W21x2Q1
'" "'
.•
W3$xl10
W2lx l 22 W14xW
W24x116
W24xl62
'" "'
,.
.,
"'
m
,,,
,.
m
Wl6xl00
w:llx1 16
.,
W14x82 W1 Z>1I5'
"' '"
m
.,
,.
m
.. ,. '"
'" ~
~
W14xl211
w2ox1os
..
~~~
m
~
., '"
m
•., .,
m
Table3-5
Iy
W-Shapes Selection by Iy
....
~
....
11'1',173"
.. ro
...".
:: -,
...... ".
~-
~
....
~
....
~
"'
. . -.. ..... .. . .:: .-.,_.. _ .,..".
= .,..,. ::
,m
-~
~~,
~
W2M61
,
.,"'""
WI40.~
"
-,,,. ".
-.., W36x~ I '
Wlb
11'1 8>;31 1' W21475'
~"'"
.,.",
'"
"'
-"
~-
~
'm
,~
,.
,~
WI40.)Ct'
-, W_ Jl'
,m
_ ,o _,o
~.
'-
W~31'
..
m
,~
.,
- -,"--
....
~
- . ..... ..,NY:. _ _ Al.l<.
Table3-5 (eontinlled)
Iy
....
W-Shapes Selection by Iy
r-;.-
.... +. .... +. .... +. W1 3xfi5
WI 3xOO Wl ~05
W' Wl
WJ3,14I
,.
WI 4>
...
W, .x.ll
.,
..
~~
~''"
WI 8x5/
43.1
W' 6xOO
31.2
..
'"
W1M 9 W1 0><11
wa, ' 5 W1ZX1 6
W.2>< 14
'"
'111 0><12 ,"" 'O
,. ~ ,~
.,
' l .•
~~
Wlb28
~.~
_'O
'"
".,
W1 3"""
19.1
W16><31
.5.2
'"'
.,- ,.,...
. ,~
>.,
"'
...
.. '" ~,
..,
... ,~
'$
Table3-6
1
Maxi mum Total Uniform Load, kips
Fy =50ksi
W-Shapes
1fr-f
~
.....
-
~-
Tt
-- .,
':: o
,~
w
~
~
""
.~
.~
n. ". .,
m
1
Table 3-6 (continued)
Maximum Total Uniform Load, kips
F,=50 ks i
W-Shapes
...
I 1 1
1=1'=I'!E 11: I::f::
t: 1::: 1 fu
'
':::
1::: 1.;¡;.
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy =50ksi
W-Shapes
1! ~ -"" -""- ~-:~r: :11)) ll:: :::: ~ u." eM f! 1li!! 1: ¡ 1; ~ 1e ¡ 1i lE 1 j;l¡ 1!1! :m :: ~ :m 1m ::::ó :: : :~ :: :¡~ :: :~ :: ,~
, toO
mo '100 1160
11m
1(15(1
'5/10
, (1(10
1700
mo ,6II)
'200
'ellO
lloo
11m 1130 1090 1(r.!1)
1120 ,,. 1100 '640 1\00
,oso
'2'0
,~
' SilO
'O'.!Q 9&1
, 53)
95"
' <80 Ul
e\I2
,J
mi! mi! mim 7111 162
1200
me
m
1100
699 611 &oS 6l'
10\0 le,o ..
S1S
'630
'5m
'5' 0 '.. ' 4' 0
m
m i~
1120 'OlIO '000 ' .... 97' 911
680 649
712
1OrO
(;2(l
m
'1130 .. ... '" ll'9
"" t\I ni "" ,. '40
<8\ 4$(1
¡Q¡;
502 <SS
m
<s.
682
511
.'19,
5aI
..
51;$
..o
564 $<$
.,3
m
""
_
1110
455
M3
3\18
6M 630 6011 ~
a.a m
1020 "S
115
&70 s.o
1010 5161
m
Il:2C
6:I<
\e6 \6J
""
1101
501
m
SIlO 5010
~1
\Il3
8016
m
'515 1~
,. '620 'MIl 11'0 ,. . 1310
f i l!
mo ,77'l .. 1120
S.I
m
too
~
6""
~
\9i\ 571 5<9 %!'I 5'0 <112 <7$ 4110
~
' OlIO ' 000 ' 0' 0 !mi
Il9ol 6Ii2
''''''
115
'020 9B3 i43 ~'I ~
' 53)
,<80 'Ul '. '330
6lO 1200
m ¡~ m
600'
t5Q .,
~
5n
t1J
l6J' SJI 511 <'R
<5& .. ~
113 611 115
." 78:! 155 1:111 1'01!
m
",
4IliI
IlO1l
_
SS<
~
~
Il'f IQ
41<
.,
ell 7111
,., ,.
~ ffi m ill ~ ¡¡¡ m 5 m 5 ~ ~
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
F,=50 ksi
W-Shapes
i ¡i i "ro "" ".
,j i ,
,~ ill! ill! ". ,~ fti!! fti!!
11 "" ,~
j~ j~ ¡m j! jj j; :m jm :m jm m j~ m
m
~
17' &45 7$2
1'6 10< (;61
MOl &la 619 192
"20 '. mOl
mo
IlOO 92< !91 MIl 832
1""0 1m 1Jo11l 1m
1190
7<2
1120
7$(1
1170
6'19 6W 62S
1050 !112 .. al
714 651 Oll'
1100 10010 .,
1120 .010 .000
6:>0
m
101 578
"" 1M
~, ~
m
191
~1
l'62
el 0611
133 JUI
'53
m
m
001 3l1li :JIM
m
l6Z 3S2
m mo
"70 ,.,01 '. 13101 1210
MIl 551 113!!
111 !iII!5
m
5110 ~
r.2I
19< ~
~
i5lI3
,l5O)
m
S40
111
561
5!U
JI3 lS2
$16
111
j.02
I'~
'96 <15 <51 oU(I
'2'
"01
3911 3e3 311 3fIO JoI9 3311 110
, .. 1" MI .'
G3I 6'6
!iII!5 178 SSI
so,
~
\10 ..
sal '99 <80 016< U6 <30
.. e oI(l2
300 lT! 367 35e 301
,.t
~
n, ... il'O
10<,
~
861 83S !lOO 111 152 1\15 S63 621 59< !64 531 513 $)
'ro "51
<)4
"3 "03 389
m
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J6,I
~
:102 J3< 3Z2 31S
_ !1M 551 52.
~
1lOO '110 Il'Q 111(1 1130
"* "' 1012 !111.' 8011! 11)7 170
m
101 611 W QI
e
.la< st$ S<' 530 5,. '" .. 41l
860 328 1\IOI
m 145 ese 66S 621 5eII 5/iIj ~
SOl!
<116
0/i6
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.u m 38S
313 361
:\49
m
:¡¡<¡
319 3\01
1290 .1<0 'lOO 11. "20
1¡~
105(1
&30)
llro me 10lI0 1000 101.01 'lO'
... m ..
m 5QIo
. ' IQ
l,r
no
om
m
IlOO
53' WI qo¡
no
<.36
lItO 1'&4 l'OO
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<58)
orno
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mi 3811 J13 3eO 34e l'lB
54l m
m l15
!/JI
lOi5
'94 .. .,
~
&011
m
lOl 51'1
zes 110
/tI 1W nI _
m
1031 _ se3 561
so'
522 !iD!! 01!09
m
'59 MI 033 021
Table 3-6 (continued) Fy =50ksi
Maximum Total Uniform Load, kips W-Shapes
1
1
...
W36
Table 3-6 (continued)
Maxi mu m Total Uniform Load, kips
F, =50ksi
W-Sh apes
- - -- ~
~
~ i-*
'"
~
=
~
~
~
~ ~ ~
i
i ji
i~ § ¡iE
~
~
!
- - ,---- . . '. '- - -,"- _ . ..._"'- -.....
ri~ : ::: t : ~ ~
M
,.
- ....-
_ " ' _ _ _ , _ _ 3-,"-
~
,~
.,
~
-
Table 3-6 (continued) Fy =50ksi
Maximum Total Uniform Load, kips W-Shapes
1
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
F,=50 ksi
W-Shapes
ASO UIfO ASO UIfO ASO UlFO ASll UIFO ASll UIfO ASO UIFII 1
1
11
1
, ,
,
:.. , ,,~ :: ,;;' ::¡: :~
: :~ I :~ Ii¡¡¡ I :m l:~1 ::l¡
13010 2010
1~
I ~/O
998 96$
, 5(lO
1280
,m
1220 116(1 \22(1 1&1(1 1110 1110 litiO 1060
!&JO 1130 1100 1150 '(I6(I 'sal 1610 1000 1560 '600 990 1m
113(1
169(1
1~
950
lq¡
!0Je0 1630
983 '080 !1'6
s,.
1m
) I)0I(l 1510 1010 ,¡lO
1020
m
120(1
79\ 1190
roe
1161)
912
1420 1310
1320
819 1m
813 734
751 " 40
1220 l UlO
108 1010
611& 1030 663 998
852
12110
792
ll!iO
732
1100
685
¡lOO
114\
879
1320
l'96
1200
1~
1120
636
1030
&12
'lI66
601
'lOO
75'
11X1
911
605
~
$50
826 lloo 7~
1180 1110
106(1 610 1010
1>10 612
961
639 6011
511\ 555
S86
mi 881
1141 S2'
113 783
49\ 413
663
&16
m
51!
m
m
$6(1
9,.
566
III
540 516
SIl
415
$35
800
495
13$ /1l
457 "0
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m
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91/ 1M
$50
826 785
m
52:3 0l9Il j71
N 7.1
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0139
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m
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Sil
4211
<00
395 381
59< S12
3M 3003
$33
MOl
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m
332
310
311
558
516
321
501'
333
500
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314
498 W
w:I ~
360 3009 l3I 330
'!I(i
31)5
r.33
651 826
5j¡g
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!65
W '"
'1 1
701 612 $oW 6l!
532
3M lS6
~
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<31 <51
3M 3Q
J9\I 381 318
&O .
fin 004
lil
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3111 36e
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426
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:m
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953
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631 51'
.26
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Me
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ti60 = 594
¡ lO 1010 1010
en
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1140 1101)
739 1110
881
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761
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93S
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lJ2C
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9\5
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W i'GI
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91~
1m 1320 1\4.< mo
979 1470 93<1 \~ 894 1301(1 357 l2!iO
367
311
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~
3711 366
:I4J 331
3(U
29' 283
lC3 no
HZ lI8S
eo2
w; S3S
516 .98 <82 «ti 451
438
m
425 .,3
261
~,
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy =50ksi
W-Shapes
. im im ¡~ ii f~ t f i i i~ ~ i~
ASO UIfO ASO UIfO ASO UlfO ASO UIfO ASll UIfO ASll UIfO
"
1lM g.u
,
890 11<9
'3<0 ,:r!11l
192 158
"10 ".0
129 896
"00 '050
'0!10 '000 ,ro¡ Me !IlI
6' 6 WI 513
m
>119 !61
_
'1(10
119 tI9< 116' UI
' 51
1t1II
~
W
~
m
S20 <89 462 .38 ., !
'" T.I5 ..
."
"= 'i! 2O!l ,., ,,'o "6 '0!10 m '000 WI 5"
m
s.e
5'9
~s
~,!
!l67 52' 110
~
,roo
65'
111'1
';/;' 13' S' ?
,. 1t1II
635 606
lS4 '"
j,J ..... "6
111 "l 116 119'
* i~ m= ia m '5 m : m :
m
~
549 5'9 .92 <&1
'"
m
710 1:11 102
m
iSI 125
\.<'
5' 0
~
m
~
m
7,.
-ISO
fin
<25
63111 606 lIS
.ro 383
..... .,.
U8 m
3116
m
3S8
g
.ow
10)
'"
....
571 534 5iI1I 1E1 IM
." 192 310 35, :133
_
i26 55 557 52'/ 5(1,
rn ~ ~ m m m m ~ m ~ m f i m
ero
m
384
l\3 346 335 12.
1" 551 531 52C 5C3 ..
306 3300 322 111 :lO,
2lI8
<3J
2fII
m
m
<S'
:19<
<&l 4<&
:m
"3
<3, '"
.:11
3«l 30e 29' 2e1 211 268 :!SO
390
t<1 2'J9
l1I1 la< 31' 310
310
Z31
301'
¡'J
mi
~
111) SOl'
*' *' .53
tOO
2&<
:11;<
!SS
.Q5
."
m
.,.
m
"' :m
26S 2S6 1"
n, 21.
m JSij m
'<1
2S6 1., 238 ZJO
2, 5
JSij
311 3S8 306 3300 :m
m
21'111
m
M
165
¡"
m E ~ m ru :, m ~ m m f! : IW
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
F,=50 ksi
W-Shapes
UI
m
\:tIO "7\1
m
m
"60 10lI0
73>
en
,,'"
6112
1030
g ::
~
m ¡z:
llI3 "'" S
"' .. , , ..
MZ "" ~
'SI
.,
.. "" .. ""
>(>00
W
;:: ;: :: ." oM5
:~ _
NI
UI m
6>7 "'"
~
!tJ
no ....
VII
36\
...
523
361
~
~
~
317
,.. .., lO'
::
... 3016 520 3n *' l: ~ .... m "'291'" ",, 26< "1 _
m ::
'",o t300 1420 mo 1270 ,to. mili '''0 ,,,. ,.,. ",. ,2\0 1030 ''''' "'. 'r.lD 1230 1/60 1100 '600 , ...
NIO
, \60 1000
"1
""
= ~
'020
&3~
*' *' ..,
, 3;\(1
' DI
' 210
, ...
mil
\330
,~
~
, ...
"711
"'"
mOl
11'10
11'110
,"""
'.'0
,...,
1520
¡m ¡re l~ ¡5 : ¡~
:g¡:: :;:
~
:¡¡ :~
:; :m
,..o .. UIO IW "!lO .,6 1)00 ,,., "'" ,,.., ,100.. "'" IV I1a:¡ 10IIl
1m
2!19
~
181
~
~
':;
.GOl 11
. _,
m :~
¡: :~
231
,,, 1DII
,". ''''''
61S ...
'.' . ..
6'1
'020
6"
m ~ :t
G
\5,
5A$
",
,. " ,
,,,
ffl i: : :a ~ r,¡ :l ~ 00' Xl! ' 17 ' 6-1 ,.. 2m lO' al m ". 34 26< '54 m ~ ~ 5 ::: ID :~ ~ ::: ffi ~ :¡¿ ::
<SS
27\
40'
lOO
3eO
23\
.17
~
m ~ ,~
~
",
22'
1 ~1
21.
:m :m )"
m ~ m
)34
z,ol
:m
= ~l ' 83 ' SI
~
~
:;: l:f
'" .., B
"'
too
166
' )l;
.Q2
=
160
".
"'"
11<
m !W
~
t2I
ro ,..
NO
~
: * ~ ;:: = sa
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy =50ksi
W-Shapes
rtH! ~::;::),¡¡¡::::),¡ ¡:g:¡\im:::g{f i!'5!ti!ll¡*-\I!l! [it¡!i5t!m-twi ¡i¡¡¡¡¡ '5 "00 '000
' 660 ' 580
9!18 94<
, 4\10 ,.20
1!53 ,*
3,5 113
,Z20 1110
!!I"
S!>8 'm
JoIIJ
198
' 200 "tiIl
12<
393
'0.0
,14O
tI\II 0:Il<
'"
52' 198
1<00 ' 200 "tiIl
'" "6 ti92
, (11)
610 60'
m
6" 590 510
'" . ' 115'
,oro
~
"5
S86
. , l2i
535
81XI
Q,
135 10'
"00 '000
.198 511
~
es:!
11)
q:¡ <65 ""11 'l3 " 3
115
:m
'= i: ~ i: *! ite ill i: ffi '= m m no
6<3 ó09 51'11
I~
., j,6 110
1\19
6"
' ''~
' GOO
~
5n
.,
s.t&
121
552 52' 491
110
489
5"
jll
tI95
' (W(1 , ~, ~
too
m
'42 1011
503 .15 450 428
~
N 11 • 51' 11<3
5" ~,
53:l 51' '82 <SO • 29 40& 388
~
S2e 100 W 604 6'0
seo
369 3411 330 3,.
" ISI
:
m
f99 ". ~,
629 590 !SS
52' 4i1
m
~ m ~ ~ ~ lli m i m m m ~
.. \ '29 41l
DI :186 !13 l62
100 1"
SI' S<4
J9Il J!5oI 311 35e :lO6 33S 32'
413
2!111
l1l1I 644 62'
100
seo
\.1,
J!51 301' 33S
503 <SI
:lOO 29:l
486 ' lO 4M '"
433
2151
:m
S3I 520
323 313
~
m
~
329 311
.,. " ,
m
U3 429 41 5
JOS 295 28S
m
29'
2!Ie
zn
261
~
2!i6 2S1 2'1 241
ZJ!
~,
m
40IS '29
241
J!53
4('0 .,
2' 6 209
32S
m !Il2
202 ' 96
XI< 29iI
w
".
lOI2
m .,. n'
3019 33'
m
&l ~¡ m E ~ m ~ m ~ 5i i~ ~ iI22
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips W-Shapes
m'5 m r,¡ ~
~ ~
~
~
rn
~ ~
m
:: :¡~
=
~ ~
m :: m
r¡;
~~ ~
m mlli m ~ l.1.:
~ ~ ¡* :: ~ :v, :¿; re :~
:=
?..;
m
F,=50 ksi
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy =50 k si
W-Shapes
m
~
~
~
~1
1~
ASO UIfO ASO UIfO ASO UlfO ASO UIfO ASll UIfO ASll UIfO
mmmm "2 1120 tI9iI l050
651 6<'l
wo m
!29
!16 095 '75 .17 UO ."
&\O 111 1105 1.. 110 Al MI 638
\00 <el
396
m
660 62S
m m
lti6 !oIO
010
3B3
ele 5n
5& ~7
0/i0
.. , '23 .jOl
m
III l6!
WI 006
M3 e37 7iI\
m
123 1191 663 63$
612 !e9 5A !018
rn
m
341
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553 \.01 525 SIO
331 321 111 102
511 091 <e2 oI!i8 '\.0
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5601
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5Z8 '91 ,1(1
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316 362 349 l35
33Il 325 313 lOZ 291
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012 .56 ... 2 .29 "6
26'l
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m
m
213 260 256 "9 "2
rn
'21 396
m
m m
m
$33
m
000 '22 005 3811 lIS lI!l
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'23 0100 J80
J68
700 M3
375
"6 390
e
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107 !I' 6013 51S !e9
m
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10& ""
.11 lo4S 'ó!S 009
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301 1
m m
..
312 300 :m
0/1
2n
0150 0l3Il
2M 258 250 202
... "o 3117 3M JI' lI!3
m
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W SIl 090 " <S1
ro
"1 .... JIIII
no
3" 163 lS2 301 33"
21'
m
~
313
~
m
31' 3$7 321 306
2$1 :m ~
ZIO 2" 2J2
m
217 211 200 . 192 187
&l6
56l ~
<el 0/i0
)ti
338 321 316 301 2911
m
2tl
1
Table 3-6 (continued)
Maximum Total Uniform Load, kips W-Shapes
F,=50 ksi
Table 3-6 (continued) Fy =50ksi
Maximum Total Uniform Load, kips W-Shapes
1
1
Table 3-6 (continued)
Maximum Total Uniform Load, kips W-Shapes
F,=50 ksi
Table 3-6 (continued) Fy =50ksi
Maximum Total Uniform Load, kips W-Shapes
1
1
Table 3-6 (continued)
Maximum Total Uniform Load, kips W-Shapes
F,=50 ksi
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy =50ksi
W-Shapes
ASO UIfO ASO UIfO ASO 9!IIl 1 nlO 1126 ,. ,
lOro
631
57. 642 512
10'0 951 mi
50S S/6 550
909 11&8 ~
!>JI 001
m
58ti
lIIIO $41
S26
190
1l!5
729
501
153 IV 6$9
lE! .....,
6$9
m
615 611 m 511 559
n.o;
mo
112
llX1
67.
~
110
181
~18
119
165
1llO lUO 1070 1010 951
UlfO ASO UIfO ASll UIfO ASll UIfO '''1 7 " 1\42 911.1 , 11
1350 1270
561
106
1~'
!191! 642 793 "9 7011
ll56
1120 lQlO _
581
W
~I
m
ssa
199
1!O
41.!
412
1\49
613
IlJ
1M 419 121
IIIM els
38! 372
W6
IlI 103 311 JS6 ll6 31a
1m 60S
J96
IEl
m
63J
311 JS6 337
m !06
321 306 293 181
liI2 100
m
110 .Z1
26J
ó!69
106
112
ZS9 2SO
38'J 31!
ro
111
m
125 2"
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361 34'J
33e 321
3(1;2
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Z1' 216 209 2(1:2
'95
5QI
535
m
34~
m
m
t39 Ir;;!
611
521
'113
6110 631 !lOO 561 !>:Il
1021) lile !i02 1101
'92
5'0 ltI6 161 413 '25
7lI1 130l 6fI !ifi1 &39
167
m
5$(l
106
31S
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611
581!
361
513
352 3010 319 300
S29 511 '19 '51
.2f¡
505 '1'8 .55
310 291
'33 .13 J9IS llll l6I
26e
m
:m 201
JW 1I8 JJ3 J I" XI1
350 331 315 313
215 207 19\1 192
m 311
295 2$01
300 293
-166 111 Illl
28J
~
268 255 m 2'3 381 23l
213 232
:wa
m
11I6 '8(¡
3M
m
289
280 210
m
212 196 189
181 1/6
110 165
103 lSJ
1,. ó!1\4
6Z3
51\4 5'9 ~1 9
us
'25 106 389 311 15Il JI6
3301
322 311 292 275 ZS9 .1& 2:lI
m
112 200 195
' 81 110 '13
~
,6, '61 156
.11
'51
m
1
Table 3-6 (continued)
Maximum Total Uniform Load, kips W-Shapes
1!l--! 5
1IIIII1
F,=50 ksi
Table 3-6 (continued)
1
Maxi mum Total Uniform Load, kips
Fy =50 ksi
W-Shapes
...
W24
. . .
-
M •
~
~
~
.m
"
W
~
~
:'
m
i
. .. . ro.
--". ,
~.
~~
1~ 1o.'
"'
... '"
.__
9U
..
'u
., .,
"' ~
D
"'_"NI._"'_~
,.
M
<,'\
W
'... 'u ___ "'-'. "f;.",.
:~ : :!! ~ : ~ -"'---, ... _ ~ - ......,..' 1,1
.,
-
'lF.5I(lN(lI-' >U: XU~"lMU"B~RS
Table 3-6 (continued)
1
Maxi mum Total Uniform Load, kips
F,=50 ksi
W-Shapes
- :~
~
"..
- - - - -,.~
~
~
i~ ~ :~
ir~ i~
.. '" . ,
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy =50ksi
W-Shapes
ASO UIfO ASO UIfO ASO 6J5 ~ ~/ 675 ~
61S 5~
53\i SOl '7'l OM
<31 011
J92 375 359
305 332 319
lOe 29/ 281 269
l'5O 2.00
ni
216 206 195 181 160 112 166 160
\010 1181
620
933
~
5n
$6'
1164 !IO
.96 065
511 '/5 •.n .15
~
'38
/lO 6!2
'1'
706 69'.1 &58 622
J91'
!>!9
60$
3/l 35S
560
3J6
509 el
m
611 5S9 56J
~2
m
~
m
:\j¡g 35O
332 311 J02 289 211
50(1
32. 310
511
298
«a :m
'!/II
2811 216 2fi6 251 208
'JO .1.
23J
l<;O
219 201 196 161;
m
m 2M 28(1
1~
In
2M
169 162 155
~
153 15' 144 138 133 128 123
ea 063 "'1 .32 f05 ]81 ., JOI
J2
06a
0(11)
3!Iti J/J
243 233
"9
no
143 136
?1 S 207
25$ 246 231
m
222 2GB 195 185 115
UlfO ASO UIfO ASll UIfO ASll UIfO 521 51 1 .1 1
/ 81 16/1
1U
850 8J3 71' 666 62.
'38 .009 383
~
361)
ro.
555
300
&58 6,. mi sq 5' 2
!>26
J23
OM
500 .1a
306
,)01 'JO Ola
279 2fi6 2S5
061 '39 ' 1' 000
000 J80
2015 ?:l6
310 351 3« l3J JI2 19O 218 26J lSO Z38
m
211 2011 200 192 185
m
m
219 211 200 191 180 110 161 1~
106 139 133 128 123 118 1'3
*J80 J)oI
301
m
J II JOI 2811 211 2S5 242 m 219 209 200 192 , .. In 171
.n 060
'28
110 WI! &
' 211 .2 1 388
.... 2 1>33 (,80
J9Il
~
36'
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311 308
~
52J
331 ll6
.1.
m
.m
J09
065 "'I "9
29J
m
265
m
~
3eO
202 232
360 J09
m
21' 206 199 '92 ' 86 m 1'" 1>5 ,.1 139 133 l2I \21 116 111 10/
291 28' 2fi6 m 200 ro 220 210
~
ü8 ';>2
399
3eO 36 ' 305 3XI 316
335 202
300
322 310 NI l89 279 2li2 246
190 1S1 160 1/' 168 153
;N
23J
100 133 121i 120 liS 1' 0 (15 101 91.1
220 209 199 190 182 ,1" 16/ 161
"9
m 28' 21 1 l53 :m
m
211 200 19o lal 1/J 168 168 152
"Ii
Table 3-6 (continued)
1
Maxi mu m Total Uniform Load, kips W-Shapes
... . .
W21
~
~
-
~
F, =50ksi
.- .-
.
~
~
::i 1;'; ¡¡¡ m .,
"
~
~
~
1:iÍ
I¡:¡ ,;;¡
"'
,.'"
i
..
1~.2
'"
8U
., .,
'" --
61.4
"' "'
19r·".. o. - .. ,. .."" _----_ _- -_.......,.- ..--- ." ~ ..".,.
~~
~
.....
~
,
-:
:!:,,=, "'::.. ,.
m
'"
~
~
21,' ....
20.2
,U
11.7
., ~
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy =50ksi
W-Shapes
t rtitf!-f rrt ft.f ! ~
_
m
vs
W
In
m m _ m
~ ~
$ 1~ 1~
1~
129 123 111 112 101 103 9\1.0
9:H
92.0. M.8 65.8 !IO.5 75.7 71.5 67.8
~
vo m ~
~ 1~
215
1~ 1~
~
1~
1~
1~
116 1M 161 155 1.
"3
lle ID 129 UI
11. lOS 102
~
~
! IS
1~ 1~ 1~
~
m m m vo ~
'" '"
1M
1~
110 '00 9\I.8 9&.5
165 ' 51 ' SO 143
1M 159 ' 52
100 9&.2 90.1 66.6
91.S
lle
82.8
' 43 ' 3$ ' !IO 12.
132 121 122
133 121 122 118
1\1.3 16.2
11.
In
1~
116 11 1 106 10' 96.3
Ii2.J
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~ ~
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81.3
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== =
n i
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M I
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019.5
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116
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w <8..
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m m
IV 119 112
110 103 91.1 91.1 IIU
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81.8 6U
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lSI
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13S 130 126 111 111 100 l1li.5
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m
1~
126 120 11. 109 100 101 96.1 93-1 8U 86.1 n8 78,6 RO. 69.9 66.2
~
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92.1
8$.1 M.1 81.5 1M 15.6 13.0 10.6
IV In
'.5 lle
5U 55.7
1\1.5 63.0 65.7 63.5 59.5 56.0. 52.9 50.1
~
~
~
ti6.2
m
~
=
w
ru
~ ~
1~
1~
1~
lit
110 106 102 !IIU !IS .• IU M.2
79,5 15.3 n~
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=
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11!11
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_ m
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m
~
m
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110 106 9\1.5 93.6 SU &U
12DII
m ~ m
1~
,,,,, ~
~ ~I
101!11 ~
~
= ~
,... B
I~
m
~
ro
" .1
~
1
Table 3-6 (continued)
Maximum Total Uniform Load, kips W-Shapes
F,=50 ksi
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy =50ksi
W-Shapes
1~
1~
m
1~
111
1M
ASO UIfO ASO UIfO ASO UlfO ASO UIfO ASll UIfO ASll UIfO
915
m
1111 /06
702. 6&3
~/
508 '/' '" "6
3'J5
623
31'
591 S69 S03
3SS 336 323
5'1
309
'!l8 '16 '59 "2
296 280 273 263 Z50 ¡'5
'26 .,2 393 3$$ 373 362
351
lOl :l32 323 3" XIII 2911 2M V1 280 2'9
231
m m
215
m
~
191 192 ISI 182 118 169 1til 1~
"8
B22
MI'
703
U5
~
'59
ego
,,3
/12
025 «J2 3/8
$)t
m
e68 623 \93
\62
u.o
351
m
\09 OM
32' 306 292
060 "5 '27 .11
219 Z68 Z51 207
3911
m
sa, no
36$ 356 305 330 32.
3"
305 !i1
289
281 21. 281 250 243
ro
22l
222 ¡lO 2(11 2(1 1 '95 189 1M 119 1/0 169 1M 161 153 "ti "O , ..
&w
568
UI \Ot 083 0.6(1
'39 '20 000
381l 300
m
li&9
~1
no
328
309
50U 5' 2
:3:27
0191 01$2
XIII 287 210
621 5!10 033
X15
,~
289 216 263
03S '" 396
m
see m 312 m 35$
2"
373 :lW 303 335
305
201 200 193 18/ 18'
311
m
322 312 302 293 2M 216 !1;3 261 250 2~
20.2 23(1
no 210 201
201
I~
lro 165 161 156 I~ 1~
145 138 132 126 121
m
3(1Il
:/110 28'
37' XIII
291
2M1
3/'
221 2'8
302
m
m 2(11
,~
' 81 ' 80
m
,~
10;3 158
2S6 209 20.2
I~
109 "5
2211 22l 21S 201 ,. llr.l 111
llO 131 115 1111 ,"
135
0131
m .,. 261 m
m
21>0
605
,"
1~
353
2S6
202 23(1
2' 9
w m
m
3" 3m :/\11 28'
2/1 287 250 206
m
231 225 218 212 201 2Il2 19/ IS1 l1'i 111
200
191 leo In
,ro
'600 158 153 1~
143 139 n5 131 128 120 121 l1S 115 111'J l ,.., 911.8
1600 151 150
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
F,=50 ksi
W-Shapes
~~~ªfi¡i~t !O& 1M
1$2 111
27< Z5S
166
251
153 1016 139 132 IV
2:},
1911
, -10 133 12$ 121
19:1
1l ~
2.0 200 1$0 111 173
' 2'
1~
",
168
,()8
162
212
m
rn m
2'1 2
.!,
11\
!71; 111 161 1$2
103 100 97.7 9U
9U 100
151 111 1<3
11.3
85.6 8:)4
169 163 1st 153 14' , .. 1«1 131! 132 129 125
100 96.1
151 , ..
8U 84,0
111 121
7T.!> ' 3.9
116 111
9"$
,.
80.7 121
1110
'l.
105
102 9U 95.1 9:lJl
' (15
1SS
m
91H ~',9
m
1$2
111 "2
2<3 219
m
1I~
168
10< 156 1(11) 151 91.1 146 90<.0 1"
91.1 137
M.3 133 ~1
12Y
83.3 10.9 TU 76.1 ,,,
125 11'2 " . 11S 112
69.-4 6&.2
"lo'
7?9 110
6M
99.\ $11.2
1~
,.,
106 102
249 235
m
lle 153
l.
1~
1400
136
l31 111
~
101
1901 18il 116 168 l!1O
102
150
1~
m
111 112
91!.2 lOS 901,0 "2
96.3 , ...
90l m
9U 1'3 91.5 88.5 13l 8U 12Y
!/,1 132 &U 117 8U ,23 /'l,2 119
$3.0 110.4 13.' IU 13.1 71.1 69.11 68. '
66.'
125 121 '"
m
111 108 '05 102
911.$
6].2 60.3
95.0 !IO,1
51.7
•. 7
¡U 11\
¡U 112 72.2 ,.,. ro.l 105 6e.2 103 66,4 911.' SU 91.1 63,0 90.0 6U $:1.3 56.S !1.1 ~ .. 13.1
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy =50ksi
W-Shapes
~~ : ~ ~ ~: m
~~
is: iU il
rn m i~ ~ i~ ~
1010 132 12. 116 112 106 10< 91-2 93.1 89" !16.(1
~I O
,. 111 111 1SS 160 153 106 '''' 130 129
126 119 112 106 1(11 96.0 91.6 81.1 M.O
U9 '" 1SS 159 152 14< 13S 132 126 llO.6 121 "-5 111
61.2 101
66.0
JI.l
&1.1 102 11M 96.0
63.0 &1.1 59.3 51.6
n)
5$.0
51.3 ~,g
53.2 $O..!
UD 8<".3 124 .... , 11' 1!>.' III n.~ 109 ($.6 105
611 101 &'-' " .2 6<>.. 93.1 ro.3 90,1 5$.' 81.e ~.6 115.0 ~ .9 $2,5 s:n ta.O 51 1 TI,1 5(U /U 08.9 1!.5 01.6 11,1
M.2
SU
53.1
"-1
....
~•• 08.0 '"
/5..! 121 No'
03.1 ".1
iO..! !lS.'
~.5
lro 1$0 151 1<3
9tio.~
M.O !1O.1l 11.'
63.1
/OH SU
~3
90.5 "e
"'.1 91-' •. , !1U "'-2 8'-9 19./
&5-' 62.1
113 10& 101
~1
11.1 101 66.0 102 !lS.2 11S.O 52.6 9U 60.2 90.5 5S.O 871
1'.' .' 1n 0.1 1M $3.1 11.1 '9,2
1U 15$ 11.1 152 13.1 106
~.O
01.\.1
n.
55.9 104-0
52.2 ro.s 08.9 " .' 46.0 ... /
OM
.2.3 " .2
l5e ZOS
m m m
212
" .. 15.9 13.5 11.3 fII.2 6/.2
4<,2
02.8
104 .• 121
01,5 ,"",2 19.0 31,11
62.1 12• &0,5 12(1 58.1 11 6 51.0 113
6S.3
:1U 35.11 30,9
53.1 101 52.5 100
105 1. 1$2 •• Ita 115 lro 1M 161 1515
33.2 31.6 :10.2
.u " .S
.09 ,.,
61.0 OSO,I
39.1 :l1.3
&'-'
35.6
5.U
<0.1
11.3 '"
SS.I IJIi No5 132
6.U 6'-' /0).3 su 66.0
eu
~,3
" .'
30.0
68.' " (1 51.2 1(1' ~3
98.' 90,1
'52
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
F,=50 ksi
W-Shapes
fllH-Jl!-Hi-H'1I-1 m 1-
'm ~ I iE
(fT ¡~ 1~
24<
'JI
197
115
153 1«
nII '11
113 116
ISS 175
lO!! 102
1JO ,24 118 113 108 11)4
I~
105 99.& 95.3 911 !U
151 150 1<3 1:11 13\ 128
91.8 87.4
m
70.6
lOS
M.O
102
~
21. 205 1. 1. 110
m
167
83.2
125
~§~ 5· ]. lo"~" "' "
~
137
205
1116
m
lro 163
16&
,~
su
150
80.6
96.1
1«
11.6
92.7
'M 150 145 ,., 131 132
89.S 86.S
'19
81.l 78.6 ro.3 7<.,
122 118 lIS
125 122
12,1 711.1
108 105
115
66.S 64.9
lOO 9/.5
m
110
99.8
161
118
7U
mm
281
2M
m
m
83.7
68.3
111
96.1)
'45
$3,5
'~
79.8
12C 1!5 110
7li5 73.5
'~
1'.9
113
015.6
IlItu
1301 IJO
12.3 69.9 67.6 6S.S 63.5 6 Lfi
109 105 102 M.O !I!j,S iU
63.3 61.2 59.2 SI,o M.6
!I2.0 1111.0 116.]
58.2 56.6
11.5 11$.1
SlJl '9.6
su
n.I
10,1 71.1
'" .5.9
7U 69.0
'~
\11
\03
SU
80,0
S5.2
SU
52_ ~
~.(l
$25
90$"
&le
81.2
TU
n.¡ TU
5,T5: ~. :~. ']. 'jo'].
-==---:.::-.::--.--~ lO.'
162 1$3 131 131
~ " ..
~ ....,
~
,1.3
lU
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy =50ksi
W-Shapes
ASU
UIfO
ASU
ffi lID is
UIfO
ASO
UIfO
Table 3-6 (continued)
1
Maxi mu m Total Uniform Load, kips
Fy = 50ksi
W-Shapes
,. ,. m
'"
~
,.
30U 315
m
291 2/1)
177 164
152
153
310 288 26S 2"6 t30
m
236
10 13S
216 203
210
126
191
\$2
va
158 1<5
l3tI 2"
, 02 130
134 12' 116
201 131
120 112
20<
m
'(14
120
191 110
109 102
163 154
113
110
185 170 151 "5 136
m
255 23S 219
21' 196 161 1l1li 157
96.6 1<5
'99
111
112
101
161
91 .5 1311
189
115
¡Ii
102
153
!lIU 131
'(Il!
56.0
78.2 11 6
'" '" ,,'
"' '" "' '"
~
1' .9
,.
,.
~$
~
1 15
~
67.9 65.1
!III.1
56. 1
87.\
~.2
M.3
5Il,S
63.6
116.6
501.3
6L7
112.1
52.7
711.2
59,9
!IO.O
51.1
1&.1
.1.•
".1
1M 7S.9
~,9
7M
415.(1
!i!1.l
71.3
Table 3-6 (continued) Fy
1
Maximum Total Uniform Load, kips
=50 ksi
W-Shapes
11&
174
512.6 I)g
10'l I~ 9H 1.... 87.7 I~ au 123
8U IJI 81.7
",.7 115 12.2 lOO
IU 116
68.2 103
7:1.1 110 69.5 11M
601.6 61..
m
6U
II\U
56.5
&3.1 60.4 57,g
iIO,9 liU 11.0
SM 53.' 51.1 '9.1
:.s,8 83.5
'7.2
53.4 51.\ '9.6 .7.\1
110.3 7/.3
46,J
9).6
-W,9
" .1 43,4 .... "
61.' 1iS.l Ul 6'-'
Y,2 36.1
-W.9
7'-6
n.o
45.\
':).8 '2.3
39.6 38,'
9\I .• 9O,8 83,8 77.8
,.g 1l7 11'6 "7
n.7 109
!JI.I 512.3
1I8,I IOZ 1 rel="nofollow">'.1 96.' 60,$ 91 .0 570 IIU 5'~ SUI
v.e
51.9
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n,1 71.0 &11.3 66.9
su liU 59~
51.1 :.s.9 54,3
49 .5
or"
'2$ 118 109 lO' iIO,6
5!I.0
811.7 13.5 JIU 7'-1 11.0
51),1 jI.2 ",6 .... ,2 -W.I
:.s.s
52.5
49.7 R2
7..0 '5.0 '2.9
7<,5 11.2
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7U
ro.2 eo:U
>5,2 51.0
13,0 n .1i 4/.3 71 .1
.. ,2
116,4
.,,,
(;2,3 11.5
~.o
81,0 3U :.s., 63,5 6O.J
301.9 33.1
52" .9.1
67.1i
38.2
lB
3'-6
j i .•
110,5 li1.7 5U
3M 301.9 33.' 32.1
150<,1 52,4 50.3 4U
30.1 2U 27.6 26.5
4S,J 4H 4U 39.1
3O.i 29.1 28.1
m
(jI.)
66,5
31.&
" .9 4.1.4 311.\1 31.6 36.3
63,0
352 30.1 32.1
61U 101 61.7 512,1 57.3 M. I 53,5 !IO,4
.1.0
45.' 43.6
n.o
n,e "o
85.4 78.1 72.6 67.' 62.9
\\1.1
36.3
~,s
60,1
~o
51.5 56,5
33.7
52,1i 5(1.7
415.4 ".7 43.1
25.5 31.3 14,5 lU 13.1 35.6
32.6
41,9
21./
41,S
2U 30.3
~.Ii
31.5
jlj
16.1
-W.2
22.1
52.1 5',2 0I9,1i ".2
30.5 29,5 18,6 21.8
'\.1 ",3 43.0
25.9 25.1 2U 13.6
3n 31.1
2L4 32.1 20.1 311 20.1 J:>.1 19.5 29.'
.1.7
lI5~ 3\~
33.1
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy = 50ksi
W-Shapes
112 101
oH 101
70.7 ' 0)6 67.6 102
IIU ~.2
t!6.3
111.1
63.9 61.6
M,O 51.$ 'IU 5U
59.5
aH
57.5
M.O 51.8
59.3
~, $
97 .. 93.5 w,1.9 $M
66.3 ' 03 65.2 1Ie-O 62.' UI ~
IU
5H
86.3
90.0
53.8
&4.1
96.3
~u
85.5
51.1
61,0 56.2
"./ 61.5 &1,1
&4.2 51.7 .9.5
11.0
01/1.1
n7
ni
~.5
74.3
«.4
6$.& !iU
53.4 I(JJ 5\.3 11.0
'1.4 45.5
11.3 66.<
012.6
&t.O
~. 8
61..
019.3
55..!
39.3
63.3
31.'
~,7
74.1
59.9
55.2
113.0
53.2 51.3
19.9 17iJ
47.5
/1.3
U8 02,1
43.5
~. 6
~'-'
~.5
'~.5
14.4
«.2
M.t 66.-4
~.6
!O.O
39.2
59.0
35.2
n.9 .,"' 11.9 012.1 &01
300.1
$M 1fi.3
59.1
5U 54.9 53.0
su
Table 3-6 (continued) Fy
1
Maximum Total Uniform Load, kips
=50 ksi
W-Shapes
ASO UIfO ASO UIfO ASO UlfO ASO UIfO ASll UIfO ASll UIfO
1ll--:1h'lh ¡¡¡¡- ~ r:: ~ ~
~ '" :~¡ t ~¡ :E; ~j :~¡ ~i '~¡ E¡ E! 61.4
!12 .•
~.O
79.1
41.8
6U
~.2
51.'
1i6,2
49.5
".
39.0
SU
JU
61.4 :165 61 .1 3.1 .. 57.0 30.9 28.7 49.< 26.1
m
*,J /ti.1 lU 4S3 61.1
~..
M.I
:16.6
54.9
lOJ
'U
25.1
'11.7
21.7
50.6 O1J
43.1 ... 3
~.6
301 .• 325
51./
19.0
43.6
2U
~.S
lHi 30.1
33.S
'11.1
31.7 30.2
' 9.3 ' 8,3 17.'
19.0
43.0
' 6.5 15.3 15.1 14.S 13.9
24.9 23.7 22./ 2U OO-!!
lH 12.9 11.• 11.0
00-1 19.3 1$.6 \a.0
111 ' oe 66-2 fi.5
6'-1
".0 61.6 39.1 31.' 35.8 301.'
]3.,
su
S6.1 53.9 SU 4V
31.' 30.7
'7.9 06.2
19.1
....6
28.,
'3.1
6U 101 61.9 !I3.0 57.1 eu
~.2
19.'
018.1 'U 4>.0 67.6
4U ".1 37.9
S2.1
~U 31 .6 ~.3 28.i
415 O¡.S
43. 1 24.3
3D
00.2 23.Z
lOJ
'3.8 06.3
V.O 25.1
<\.2 22.3 31.0 21.1
19.2
40.0
2'-1
31.1
35.0 ~.1 21.8 3.1.3 50.7 26.6 32.] 4.!5 25 .. lO.!! oI6.S 24.4
.,., 00.0
23.5 22.'
JU
21.'
36.6
20.5
);$.3 19.1 3.1.7 1M 32.2 11.. 30.9 1&.1
2H
35.2
' 9.7
19.6
15.0
28.7 27.4 26.2 25.1 24.1
D.I
' 9.0 ' 3.3 17.6 11.0 16.4
28.5 27.< 26.5 25.6 24'/
15.4 ".9 10 13.6 13,4
23.2 22.3 21.5 2U tol.l
62.0
39.1 SU
30.8
55.1
19.7
... ,6
28.6 27.5 26.5 25.6 24.8
<\.3 31.9 Ja.5 372
4.2.9
22.5 21.7 ro.9
10.2 19.5
3U 31.' 30.3 29.]
10.1
:lO.'
~.2
27.5 26.1
Table 3-6 (continued)
1
Maxi mu m Total Uniform Load, kips W-Shapes
~
. .
-
~
~
"
~
~
'"
., o,
,. ., ,.
. ..
... , o,
o.,
ro>
.. .. "'
.- .. '"
If.l- ~
'"
F,=50 ks i
13.1
S\,6
n.•
'" ",
..
".1
o .•
31.2
.1.0
., n.,
., ., .. ~
n.,
.,
a,
,
... .,
n.•
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy = 50ksi
W-Shapes
ASO UIfO ASO UIfO ASO UlfO ASO UIfO ASll UIfO ASll UIfO 97.0 1<5 919 l~ 150 113
'" '" ':, *"
~: :~ ~: '~. ~; ~:
~¡ :~~ ~j 'lli ~¡ ~¡ ~j ~ ~ ~¡~~ n .1
30.1 l2I
31 .3 11/ 1$.9 ' (16
5.\.1
3O~
06.3
26.1
.eu
ll.!
22.8
3O.l
la
25.1
9'J.!I '!lO
l'-6
52.0 ts.1
'3.1
2<.9
31.'
21.3
31.0 1M
~o
93.3 100
35.1
20.0
~u
'3.2 39.9
31.'
ro.ji 39.1 65.0 35.9 60.0 m
58.9
33.9
50.0 31. 1 111-7
'9~
51.0 29.0 OM 2U '3.1 2'-6
U6
l!jl 115 '61
~
16.9
00.5 23.J
30.0 15.6
23.$
lO. ~
'5.ji
25..
35.1
22.0
33.0 18.3
28.1
10/
12.1
&2.3 120
1U 27.J
~3.J
."
20.0 22-1
Z5.9
lIi.O ¡1li
lM 20./ 3-1.1 19.6 ll.. 13.1
31.1 In 29.5 16.3 18.1 16.0
26.1 13.9 26.J 13.1 1'.Q lU
20,8 1' .1 lU
11.1 \11 73.$ \11 ¡U,O 105
1.7 23.6
J11 35.5 lJ.ji 32.5 31.1
26.1 15,2 15.5 " .5 1... 13.9 2J.~ lJ,3 n.
22.9 11 .9 2U 11.3 20.9 10.9 20.0 lo.~
17,9 66,$ 100 17.1 1;3.$ ' M 16.3 1M
22.6
1' .6 2M
2O.5 30.9 19.6 In lU 18.1 la.o 27.0 11-2 26.9
' 7.8 17.0 16.2
' 5.6 1'.9
31.5 131
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
'" ~ i~ ffi :~,
". ," '" ," ", '" P.!I!2i i~ ~~ : ~, EI :?.:
ili '~ i*
68.9 134
21
Fy = 50ksi
W-Shapes
72.2 109
63.0
90.6 55.'
112.1 019,0
70,2
7H
~.Z
1'8.0
ro.!
41.8
99.S ISO
61.5 123
6&.2 9U 57.1
8U 50.5
91 .6 131
15.2 113
611
91.!
!>.U
!O.1
46.6
6U 128
69.9 1O!i
5&.1
Mol
<9.5
~,3
0&.2
oo..
115.1 38.8
19.1
' ... 69.'
':U
M,O 53.0
$l.7 36.2
SU
'~7
14.6
Ul
65.1
JU
5<15.9
no
M.S 81.7
0&.7 4<1.1 R I
1o.l 1ó!.7 66.3 3M
6 .. 2 35.1 5H lH
6U
36.5
SU
31.9
48,0
:18.&
... .1
<8.9
tU
391
69.1
301.6
52.1
30.3
'S.I 21,1
«¡,s
46.6
7\1.0
19.6 12(1
6,5.2
¡06 112
61,'
ni
ro.2 'oe 6U 1/11.7
57,S 504.3
i52.6
!lU
51.5
59.7
19,1
5M
115.'
n..
33,9
&1.1
JUI_ ~,O SU 30.2 45.3 ~,I
Table 3-6 (continued)
1
Maximum Total Uniform Load, kips
Fy = 50ksi
W-Shapes
ASO UIfO ASO UIfO ASO UlfO ASO UIfO ASll UIfO ASll UIfO ;g.5 119 /35 110 5;),7 'lO. ~ '"
OH
~: f,;- -j¡f f,;- ~: '~. ::: :: ~; ~;
1M m 67,9 102 65.9 99.0 53.2 87.0 51.ti 116.6 ~1.9 16 . ~ 51.2 TrI) 015,2 68.0 <0&.1 Wo3 00,7 1\ ,2
5/1.6 <3.5 42.0 11.7
:13.9
35.0 05,2 n9 38.8 6U :I3.9
5/1.1 30,2 21.1
SIl)
. 1.51 JI.O 35.5 32.51 JO.7
63.0
:13,9 53.3 31.3 . 51.5 29.1 <3.2 21,1
~.6 30.8 5l.0 28.3 n .' 26.\ 0.1 20.2 00,1 22.6
02.5 22.6 Jln 2U 36.. IU l<.O l8.1
28.8 21. 1 25.6 2'.3
'3.3 25.0 00.8 201,0 3805 22,6 36.5 21.0 :10,0
3'-3 2'-2 lli.O :10.0 3<,0 ' 8.9 32.2 11.9 30.5 17.0
31.51 30.0 28.3 26.t 25.5
su
11,0
<0&..
201.1
11-0 16-0 16.1 IH 1l1i
6/1,0 5/I.3 51.0 015,' 00,1
57.0 <3.9 42.1 JI,0 301.2
29,2 25.0 21 .9 19,0 17,5
31.1 ~. I 3...0 19.0 3'" 17.5 29.1 163 21,2 16.2
31.1
1 ~, 9
25.5 1'-2
21 ." 0.9 20, 1 10,3 It.O 9,n ' 3.0 9.2\
2'-0
11.9 1H 2M
25.3 tU
13..
211 12.& 21.5 no :10.0
tU
28,5 10,6 26.3 13.5 2...
12 .~
211 11.1
11,5 15.5
",1 . 3,8
Table3-7
1
Maximum Total Uniform Load, kips
Fy = 36ksi
S-Shapes
! !60' "'-; 4ttf~Htllif~m_ t ..:10 3168 S3S 1"
471
293
.. ,
1IlI
"1
~
~,
\Of
_
,,,
.,
'13'
QII ~
SIIt
1' 1
!11
203
213
no
209
JoI4
190
J;23
199
Il1O
1'/6 '$>
291
11~
m
171 168
¡w l:I<
'101 1101
m 2~
l 6J 1~
l32
>!;lO
, OjO
,."
,.,
na
150 lO'
,..
rn
"<1
'"
""
152 ". 1311
135 12\1 ".
:!(J1 '111
,3:1 128 123
~~
m
'!Io!
, ..
'tI
JO'
In
,,..
n. 160 ,87
>el
'"
,., ,,,
la 1l7
1!.< 1<11 1<3
:m
,)2
215 101 10\ 'lO
113 ". '07
lit 111 1<3
""
Z!t
m
m
' 37 , 2\1
1/11 ' ..
1'1 "O 1011 IIU IIU
'1' '50 , ..
' .. no
'ee
I.
'34 '25
ue
'"
lOO '00 96\ 91.1 OIl .l
_
111
,,, ".
1t.<
7i1
:m
191 132
1$0 1<$
"""
m
>11
J04
2t1
~
too
~ m
1 ee
_ l'3
¡¡a¡
211 """
203 ,1:1 'lO ni 111 ,lo! ,''' !5I) ~, ' 14' SU 133 SoI,~ 1211 l'U \20 1U '" l'H 101 l1li.' 1(10
111 ,Z3; ,'1511< ,,,
117
m 'o' .v ~.
,)1
lit 172 '1' '52 1<3 '.
00.< $\0. ' '''' 1$.'
"-1
'l3
'"
III
"0 ,06 IV
m
''I'I
121
m
1\1
113 ,(lO ,os
2Ql ''''
'"
".
'lO
'13 ,:»
'0' !52 "7 '" 11.6 '31 a: lJO "." 22 TI,' ''1 13-3 110 "'U 1011 O¡U 1(10 63-1 'U
= :: :~ ~~ : :~ "l :~ :! :: ::: :: 5 fd m ~ ~ ii ~ ~~ "II'lt _
_
_
. ,•
.010
m
m
m
2'64
354 ~
l'~
m
m
m
502
111
...
,,,
:m
111 1\10
2\11 203 'I!:! '111 lee ' 63 ' 51 ' 52
*'
~1
Z36
~
120
,.,
;:; 31~ " 2Ii6 2I1O .olIO " 1<.0 57 .oo, _ 430 .,
33< 30iI 286 2111'
tlt!l
...,
_
.. ,.
\1e
'" , ,, ' 09
' 015 ,(1; 1
¡'U "'., SU al.> ,.", "" ".1 113 S4.> IU
SIl 32t 3Oi1
m
2111' N
m m
,,,
'" , .. ,.
". 111 , .. 15& 153 .. , 1"3 U'
la
", 1t)
'07 '0:1 'l.l
no
i:J :: .,..
~ §~ ~. ;, ~. ~, ::l. ;. ;. ;, ~, ~~~. ~,
~ ~~h~~~~,~:~!~~'~~"
Table 3-7 (continued)
1
Maximum Total Uniform Load, kips
Fy = 36ksi
S-Shapes
"'- "'- *
{¡}-
",--",-I!:i! lmJ",)! 1!:
~ ~ f,¡ ~ ~ . ~ 239 219 21)2
:!MI JZ\I 300
188
m
"j.. lSS
2.7 Z33
' 15
' 01$ 138 '3' ' 2$ 120 11. 11 0 105 '0' 97.1
93.,
2601
no
201 lIt
188 110 112 165 I~
112 I~
1" 1Ji 132 12' 111 110 69.! 11M 65.7 IIU 62,6 !lO 1 $9.! m 51.2 85.9 SI.! R'
9O).7 11.7 !lZ.2 nI 13.1
su
~1
182 '66 1$0 le
m
,3)
;!oo
199 182 11)8 1!l1i
291 V.
137 128 '21
201 '2$ 1!13 118 ' 82 '" 173 105 16' 9'U ' 5$ 05.' '" 9O.I ' 013 $6,9 ' 37 $U 131 79,~ ' 2$ 7tU 122 7• .0 111 11,) 113 6$.9 101 66.6 103 82.' , 1.6 5$.1 ' \ 2 SS,5
loe
m
10g
,o.
99.3 95,0 91 .0 1/,' $4,0 10.9 78,0 7$.3 12.1 611,) 0;<.2 10,1
2$)
ZlI
219
51,5 ....
SI.6 12,0
.9.6
.1,$ 'U 013.7
!1Z.1 78,2
14.6 n.~
611,' 65.7
.U 0.. 5U
Z50 231 21'
'88
177 '61
1~
,~
204 111
111 107
110
ro 111
' 19 ' 67 1~
99-0 ' " 9:\.8 ' " 89.1 134
6'-9 ,n
IJi 1J'
RO 122 n.s 11 1 7U 11 2 71.3 107 61,5 ' 03 66-0 99.2 63JI ~7 61.4 II:!.' ~. 99.3 SS,I I3.' 12.1 7$.1 4-9l1 1',1 oe.1 /11.1 5'.0 '2" 5U
125
99,6
$3." 17,1 $3.0 78,7 7'-1 11.2 61,1 8$,0 62.3 ~, '
el,'
10.2
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00.5
efU 34.0
60.0
0(1 132 ' 2$ 11 1 11 2 11jl 102 fr .7 IIU 11.1
~7,~
~
65..! 62.11
'~
ss .• 13.2
75.1
,.f.O
m
53,'
51 .5 .9.1 411,1 44.0 4l.5 3$,' 37.1
,u
I~
136
~
I~
120 115 111 107 11M 100 iJA ., 13"
115
20
150
41,6
.0.0
162 109 137 127 119 111
10
'7,6
••.•
*~
~,6
n5
14.1 /11.2 M.l 62.' ~1
56.2 53.\ $1.1
ms 101 151 92,2 1)9 85.1 12t1 79.0 119
n a '"
6U lO. 85.1 '/,1 61.$ 9H ~.2 11,5 55.3 13,2 12.1 In 50.3 15.6 '5.1 12,J OS.1 611.3 44.3 M,5 '¡,6 $4.0 no 61.6 3811 ~ , ' 38.2 51.4 Ji.1 ss" )1,6 12,0 32.5 411.' lO.1 411,2
Table 3-7 (continued)
1
Maximum Total Uniform Load, kips
Fy = 36ksi
S-Shapes
\;: : :. "~ :. ~ :~ :.: t t 1201 110
m
121>
110
'118
1(1$
163
91.8 138
8M \29
9<.1 1.. 114.2 116
1IIl.1 120 71.2 101
7$. 1 11l 66.1 100
63.8
60.1
9&.3 IH
6(1,1 \.4.6
50.11 4l!.2
7U 69,S
(2 .•
63.7 SU
87.5 '3;2 7'J.6 12C
75.1 M,y ¡ro
8U 125 16.S 115
72.9 110 61.3 '01
6J;.\
71.0 101
625
66.3 622 2.5 $.2
996 $3.' 11.9 Uf) 1~1
>2.3 .9.1
1'-/
.1.' 's.:!
71.2 61.9
Ul
65.0
.U
62.J 59.3
39.3 38.1
57.!!
36.3
~.
3S.S 301.3 33.1
53.. 51.5 ~.3
M,O
n.
-1M <6.1 UI
n.
13.1 1111.2
\,4.'
7<,\
11 .3
' 5.1
012.11
1SoI.5
JIU
58.3
15.9 /1 .1 40,1
.2.1
6U 60.2
40,0 37.S
6(1.2 ~.
33.9 3U
#.6
1/.0
31.7
51,1
~,J
~.1
211.9
011;.0
012.\ 39.9
63.2 19.9
15.6 33.1
53.5 SO.7
3H 50.2 28.3 3\ .6 '1.5 2U
".S "1.2
!.U
12.0
oH
\.4.2 \1.1 -IlI.5 474 '5.5 0.3 2\1.1 .¡-l 27,0 1¡{j.7 :16,1 39.3 2$.2 37.9
30.5 29.1
lT,g
31.6
3,n 32 .• 3U 30.2 29.1
~.fi
~.7
)9.,
!I!j,1 SS.O
!ia.!
:lo'"
~.3
~ .lI
50.1 75.2 .6,2 69.5
6U
SI,2
82.1
el),)
38.1 3&.$
3S.O 52,e
".3
$H ' 9,3
62.6 3i.S 19.1
.1.1
lQO
9U 81J1
~.3 81.7 SO.S SO 82.2 '7,3
su
~.J
161
1:H.8 127 72.1 ,(111
2\9
109 164 97.2 1411
109 90" 136
107
I~
\-16
\25
166
$i.~
36;.\
J2,g
3(1,3 :¡g,1
2/!J 26.7 2M 2<.7
JO.O
\.406
51.0 '7,1
'~1
25.'
JI.2
43-0
2H
:111.'
~II
2\1.6
'1.11
;>6.,
Ji,,}
22.1
33.2
~.I
2M
3U
2<,0 73.1
37.6 36.1 3"-1
21.2
3M 37.1
ro.3
3(1,&
3H
23.7
3S.7
n.2
22.9 22.1 2U
]01"
D.? 32.1
¡' ,S 32.1 20,7 31.1 20.0 30.1
Table 3-7 (continued)
1
Maximum Total Uniform Load, kips
Fy = 36k si
S-Shapes
67.&
58..
50.&
45,2 .eI.1
un
~.O
68.1 39.5
68 .•
25.'
31.3 115 .• 11,9 61.1
39 .• 34,S 30.7
511.2 33.9 51.5 Z9.6 -e,I 26.3 . 1.5 n7
50.1 ,,",,1 39.& 35.5
216
3H 20.2 3H .7.3
18,9 16.$
25.2 '15
2H
\5.1
22.1 12-'
31,1
21.6 34.6 19.6
32,4
1J,1
20,1 11.0 lU
31.51
la 116
10,8
11.2 3.11
)'.0
~,6
25,1
33.9 31.3
50.9 41.0
23.0 21.2
18.2
2\1.7 21.4
19.1
43,1
19,1
29,6 16.9
25,5
25.-4 23,9
lII.2 311,0
11,2 16,2
25.51
14.8
n,)
22.6
34.0 32.2 311.6
15.3 14.5 IJ,S
lJ.9 no 13.2 2U 12.5 lO.' ".9
21,0 lU 13.3 11,1
2U 20.3
¡<.•
2"' .~
lO.'
lU
3."
12.2
.5,1
6.18
10.2
13.0
1
Table 3-7 (continued)
Maxi mu m Total Uniform Load, kips
Fy = 36ksi
S-Shapes
.. 11.6
~
' 1,5
r:- *- ,. ,. -.. ~
"
~
"
~
'0,2
'"
~
"
,."
,."
.~
•.n
'"
~"
~
~
,."
,m
~
~.
~
m
lU
Table3-S
[
Maximum Total Uniform Load, kips
Fy = 36ksi
C-Shapes
, '", I :~
1!t ilf
I ::, I ¡~
fllil*:
l!. ¡~ ¡~:: i~ :~:! ¡~ ª¡ :~.! ~:! '~:¡ ªf ~:Í 69.5 135 62.0 123 75.1 '"
99~
905.5 1:11.1
5$.2
6U
60.' 5U
3M 35.2 :)7.5
~.1
S2.I
51;.1 08.1
48.1
5U 08.6 45.9 43.5
n~
~ .6
1M IJ.¡ 68,6
JU :12.4
i2.5 67.0 6U 71.9
31).,
~.6
31).2 211.2 2(;.4
73.1 69.0
012:.9 00.6 38.4
61.5 6' .0 51..
28.6 27.0 25.6
012.9 4(1.6 38.4
.9,2
70.0
".3
70.5 61.3 61.3 61.1 59.2 5U 54.1 52.3 51 .0 49.3 41.7
SU 52.3
24,3
46.9 « .7 '2.8 ",.0 39.4
111.1 36.5 39.3 58.1 3U 37.& ~.5 33.2 35.9 ~.o 31.7 30.4 5U lO.' 33.1 49.1 21).2
3U
70.3 1011 • .6
37.9
36.5 35.2 33.9 :)7.$ 31.$ 30.3 29.3 211.0 28.1 27.3 2(;.6
7$.1 113 68,9 10)0
113.6 59.0
30.& 29.5 28.5 27.5 :!!l.1
4/;.2
25 ~
« .3 43.5 012.3 '" -10.0
25.0 2'-3 2l.$
no
22.3
$5"
41~
46.0
« .•
ro.e
28.1 21.0
20.1 42~ 25.2 " .' 24.3 -10.1 23.6 JI..! 22.3 37~ 22.1 36.5 21.5 35.5 20.9 30.5 20.3 3J.e 19/
91.
411.9 .7.1 '5.7
.U 'U to.6
39.2 J7.l
36.6
]5._
l4.l :l3.1 ~.J
J' .' 30.5 29.1
«.2 10.5 37.'
su
66.'
ss.r; 61.5 57.9 500,7 5\.$
n,
22. ' 21.1 21).2 19.4 18.1
18.0 17.3 16.7 '6.2
~. 1
57.1 3M 5U 30.7 'U 28.3
05.' 28.3 42.1 1U 1U
2<1.9 J7.' 23.5 35.3 22.2 3:).4 J1j.5 21 .1 J1 .S 34.1 20.1 30.2 )3.2 '9.2 2'-9 31.7 ' 8.4 27.6 )0.4 17.6 28.5 29.2 ,6.9 25.4 28.1 '6.3 24.4 27.0 15.6 23.5 21;.1 15.1 22.7 25.2 ".6 21 .9 2<1.3 ".1 21 .2
no
21.6 21).4 '9.4 '8.4 ' 7.5 '6.7 ' 6.0 '5.3 14.7 14.2 '3.6 '3.1 '2.1 '2.3
50.3 oOe.l 012.5 3!U 36.1 ~.6
:)7.5 )0.1 29.1
27.1 21;.3 25.1 2f.O 23.0 1:2.1 21.3
21).5 19.7 IV 1M
'lF.5I(lN(lI-' >U: XU~"lMU"B~RS
Table 3-8 (continued)
[
Maxi mum Total Uniform Load, kips C-Shapes
. . . 76.7
'"
~.
~1.7
., •. 19.2
l~,J
n,
m
16,6
"'
13,3
u.
...'
*
'U 2,"
-1:
':'
.. .. .. ..f;+::., "' "' "' ..
l,'
~
... .
~
Fy =36 ksi
%-
:7.9
n,
n,
'M
21.'
\5.2
n,
\6.2
"., ,,,
21 .0
11,_
17,2
12.1
..
'"
11.0
lU
".
9.1.
13,7
"'.• ""
".o
,...
.,.,
3D.'
....
17.0 l."
,... l• 11.'
"'
1"-' .... '.11
•• ''''
lU
:M.O 1... l."
....
,2> n.,
'"
n.o
,...
,.,"
•. ,
"'-'
-==---:.::-.::.....---
2'"
Table 3-8 (continued)
[
Maxi mum Total Uniform Load, kips
Fy = 36ksi
C-Shapes
t er: ,,,
".
.. W
*
~
-
'"
-1lt HPo- oo. oo. ~.
OO.
"'
13.1
27.2
IU
12.1
'" '"
..
IU
I ~.O
14.7 13.4
,. •."
..
~
-
f¡~ Hlt -llF 1$.3
10.5
..
,
~
13.3
..
,,, ,. ". 11 .9
.." '"
11,4
-==---:.::-.::.....---
Table 3-8 (continued)
[
Maxi mu m Total Uniform Load, kips
Fy = 36ksi
C-Shapes
u ~
-
~.
41.1
14.3
lI!.!i
"'
JI .I
'"
lU
1..0
11.1
12.2
'"
10.3
'"
1D_~
'"
8.n
12.2
1,15
10./
'" '" '" 12.'
*
"
..,.
lO.'
'M ~
11.8
..
,. '" '"
9."
-==---:.::-.::.....---
•., 1l.3
..
Table 3-8 (continued)
[
Maximum Total Uniform Load, kips
Fy = 36ksi
C-Shapes
12.'
18.6
10.5
1M
a.so
11.8
no
100l
9.1 8 5.<8
U'
5.24 ' .51
1.17 "'9
4.10 ',11
1.07 1, 11
'1!7
I, \l 5.51
3,PI 3.29
5.50 '.15
9.01 1H 1,M 1' . ~
7.211 11.0 6.31 9.59
5.83 5,10
a2-l \1.' 7.'2 \U
7,01 10.5 6,31 1'11
5,e7 a51 5.10 1.67
' ,53
~
'.(IlI
6.13
3.66
6.70 10,\ 6.11 9.29
S,l< 6.62 5.2t 7.90
'.&1 6.91 '.25 6.39
!.16 1.61
6.11
10.6 15.1 9.21 13,t
[
Table 3-8 (continued)
Maximum Total Uniform Load, kips
Fy = 36ksi
C-Shapes
~
U7
~
~
Ul
l./lI
UO
3..\6
~_16
Table3-9
Maximum Total Uniform Load, kips
Fy = 36ksi
[
MC-Shapes
IllH1ii-lllHJlHm-lllH""
¡,,,
If:fl!tll!fl!t
¡~ rn ir f :1:1 r~ :~: j~
80.8 12 1 7U 114 71.2 1111 68.6 103 65.3 98.1 62.3 93.7
59.8
IU
57.1 54.8 5V
1M 112.4 19.3
50.8
n.3 13.6
49.0 47.3 45.1 42.8 .¡o.3 3a.l
36.1
3(.3 32.8 31.2
11 .1
118.1
su 60.6
57.2 54.2 51,S 0I9, 1 411.1
1M m 69.7 105 66.0 99.2 62.7 94.1 5II.7 1U 57.0 65.7 $4.5 3.1.0 52.3 7U 50.2 75.4 48.3 72,5 4&.5 su 44.8 61.3 43.3 65.0 ".8 SU JIU 58.9 JM 55.5 3(.9 52.'
33.0
49,6
31.4 29.1 28.5
41. 1 'U 42,9
103 I~ 90.9 103 81.6 IlI; 8U ln 159 114 11.1 107 67-0 101 63.2 ~,O \9.9 90,0 56.9 1&,$ 54.1 11 .5 517 Tl.1 49.5 7404 41.4 71,3 45.5 IIU na 65.1 42.2 63.4 4(1.1 61.1 39.2 59.0 31.9 57,0 35.6 5],5 33.5 50.3 31.6 41.5
96.1 "7 89.9 136
83.0 125 17.1 111 71.0 1111 67.$ 101 63.5 ~.4 61),0 90,1 58,8 1&,4 $4,0 11.1 $1.4 17.2 49.1 73.7 46.9 7(1.5 <5,0 11,1 43,2 l\4,t 41 ,5 62,4 40.0 60.1 33.5 57.9 37,2 55.9 36,0 54.\ 33,7 50,1 31,7 41,7
31),0 <S.O
30.0 2\1.'
<S.1 42.7
28.5 21'.1
42,1
¡S,jI
38.1
27,0 25,1 24.5
.¡o,8 :18,8 .'le.S
4(1,1
7\U 119 71.a 1(111 61,2 101 62.4 tu 58.3 11,8 $4.6 3.1.1 SU 1/.3 ~,5 13.0 46,0 '9.1 43,1 e.1 41.6 62.5 39.7 5H :18.0 57.1 .'le,' 54.7 36.0 52.5 33.6 50.5 3l!.4 ~.8 31.2 46.9 30.1 45.3 29.1 4M 21.3 41.0
66.9 101 61.3 92.2 ~,8 35.1 52,8 I'M 49,1 IJ./ 46.0 69.1 43.3 65.1 40.8 81.4 :18,7 58.2 :18.8 su 36.0 5V
3H 3l!.0 30,1
50.3
48.1 4&.1
29,4
.... 2
2U 21.3
4H 41.0 39.5 38.1 3M JU
26.3 25,4
24,S
23.0
Table 3-9 (continued)
[
Maximum Total Uniform Load, kips
Fy = 36ksi
MC-Shapes
ASO UIfO ASO UIfO ASO
m
UlFO ASll UIfO ASll UIfO ASll UIFII 3'lO m 331 163 m
:~
:
:~ :~
'" 95.5 83.5 IU 6M
'SI 103 126 112 100
lOO 156 \35 lOO $." 300 \16 78.0 117 101 153 69.3 100 90.2 1)6 ~_. 93.7 81.2 '22
'l.
6M 8' ,3 55.1 nI 51 .' 71..3 .7.7 7U ".6 61.0 ".6 eu 39.3 5$. 1 3T.1 SU 35.1 SU 33.4 50.2
56.7 85.2 ~,O 1'" 08.0 IV ",8 61.0 O\.8 6U 39.0 su; 36.1 5S.1 :)4.1 5;'.1 3;'.8 'U 31.2
n.
2\1.1 2M 27.1
31.5
'1.8
29.1 21.8 26.1
4H 43.1 . 1.51 40.2
25.1 2U 23.11 23.0 223
lU 31,2 l5..9 lU 33.5
.9 .-1.6
.2.6 40.8
26.0 311.1 2•. 9
l1.5
2..0 23,1 :12,3 21,5 20,3
]6,1 lU 33.5 ]2,J
31.2
:~
::: 11#-11#-
160 lOO 125 "2
"4 97,8 85.1 76.2 &8.6
l12 '" ' 19 1" ' 03
1~
1;2.3
: ¡: ::: ::;
13.3 6/1 62.5 56.0 501.1
125 107 93.' 83.0 70
'" 67.9 102 62.3 11M 57.$
en
(,3.,
8' .' ~_1 76.3 '1.3 1' -' .(;.. 67.1 'H 6'.2 40.6 6'-0
...o .1.5 39.3 3H
J8.7 J6.9 l'i3 l18 32_S
51. 1 55.5 53. 1 SU 013.1
3U 30.' 29_0 28.0 21.1
013.11 0.6 ':>, 1 40,1
~.2
09.3 jo6./
IV
l/U SU 80H 10,9 10.2
57,1 52.1 019.0 '5.1 ~.8
&8.\
~.3
6H 511.\ 56.2
:¡(I.l :)6.1 :14.3
35.6 ll.O 32.5 31.1 29_9
53.5 51.\ 4U 4U
32.6 31.2 29.8
28.7 21.1 26.1 25_8 2U
0.2
«., ni
40,1 Ja,1 3H
28.6 21_• 2.... 25 .• 2<1..'1 23.6 :12.9
113,1 $5.9 1U 73.6
1\6 68.1 113
,(13
n.6 111
&9.0 lOO 62.1 tU 56,0 51.7 '7,8 44,3
&0.3
11.3 lU 66.1
&8.1
.u su
fU $;Ui 51.2 5.1.2 5'-5
38.8 36.5 :)4.5 32.7 31.6
'51,' -16.8 4U
• 1.2
29.6 28.2 21.0 25.9 2<1.3
OU 42.1 40.6 lU lB
JIU; Ja_2 JIU l5._5 301..1
23,9 23.0 :12,2 2U 20.1
l5.i lU llJ 32.2 31.1
.a
~
501.9 51.& '11.1
.7
Table 3-9 (continued)
[
Maximum Total Uniform Load, kips
Fy = 36k si
MC-Shapes
ASO UIfO ASO UIfO ASO
::: :::
~.V
UlfO ASO UIfO ASll UIfO ASll UIfO
m
n6
111
~:
':.: ~¡ ~: ::; m!lll;1!-Ht,1!
!1M
206
9f.1 1f\
80.1 121
lU lO!
ao.1 12\
6U ' 1)f 60.5 tI.O
61.8
9?.6
ni
81.0
~.8
41.9
no
10.6 106 1i2.8 SlU
25.9
311.0 1M
15.5
1.5II 1U
20.3
31.3
9.93
".9
1.25 10.9
23.a
:¡S.1
9.~
22.8
3-4.3
9.1'
14.3 13.7
6.95 10.4 Ul 10.o
2'-9 33.0 21.1 3\.8
8.19 8."6
20.1
JO.6
8.16
19.1 19.0
29,6 21.6
1M
13.2 12.1 12.3 n .8 n<
6..' 6.11 5.95 5.75 5.$
1.8$
9.64 9.2& !.!I5 4.&0 &.35
IU
56.5
84.9
<8.1
na
<3.1
&0.8
5'.3
n,2
".0
•. 2 192
SU
'1.1
10.1
.IU
60.1
5·1.0
35.9
~.O
33.2 '9.8
30.6
52.0
3M
~.6
32.3
"'.5
23.1
35.3 ~ . I 33.2 '9,9
30.3 21.5
015.5 <,2.8
26.9 00.5 2S.f 3&.1
31.4 211.1 28.2
41.2 44.1 012.4
21>.1 25.5 2'.2
00.4 38.3 36.'
24.0 22.1 21.8
36.0 3l.1 32.'
2M 25.1 24.8 23.S 22.6
...... 31.1i JIU 35.' 30.0
nI 22.0
30./ 33.1
31.11
2O.S 19.6 lU
2\1.5
21.1 2Il.2 19.'
JO.3
n.o
211.1
112
'H
65.3 31.3
00.3
1111.6
31.1
.0&.3
43.2
XI.9
28.2 21.0 25.9
Table 3-9 (continued)
[
Maximum Total Uniform Load, kips
Fy = 36ksi
MC-Shapes
6U
901.3 51.2
8U 19.0
2M
".,
2'-1
SU 07.1
110.8 49.1 70./ 012.9
73.1 16.3 1\4.5 14,2
1U 21 .< '!MI 11.1
12.1 10.6
13.2 15.9
01,8
fiU 38.2
SI,4 ' 2,6
31.7
56.6 :10
SU tU
:)<.2 3'"
51.' 31,2 'H 28.6
'U '0,3 1~ 43.0 9.~9 10.)
29.0
.u
9.'1 " .2 Mil 12.7
7J1/ 1M
33.8
SU
32.3
e.e
2$.1
'1-3 26.9
<0.5
26.'
JI.7
8.76 lH
51.110
2UI
3fU 3U
a.n
B2
00.0 2.0~ 37.7 n.9
12.: 1.$9 ,'-,
l(l(l 5.65
910 &.50
24,' 22.5
36.3 2:3.' 3M 2U
34./ 32.'
:13.5
l!i.' 215
32.3
1,11 10'/
5.JO
1.511
2l.1
3U
21).2
JCU
22.' 20.9
33.3 21l.2 3'" 19.'
310..<
4,99 HI
1.1SO 1.0$
, 9,g
:n./
8.70 10.1 6.32 9.50
29.9
m
19.3 18,8
29.3 13.1 28.3 1/.2
21,2 25J
5.9i 5.69
1.00 a,1SO
4.48
l/\
26.1
11,0
4,2.
6.31
' 8.8 1/.8 16.8
\9.0 1a.o
25.' 16.2
25.6 24.3
17.9
2M 1M
2H
5.• 2
8.1 5
' .1)4
6.07
16.1
2U
15.'
ni
15.'
211
lU
n"
2U 25.1
17.'
2U
15.6
23.5
5.17
Ha
3,~
S,79
16" \5.7
2-0.6 " .9 2U 10
22 .. 21.5
'.95
1," 3.89 7.1 3 3.53
5.5-<
15.'
22.6
20.6
'55
3.lII
5. 10
1J.1
U. U.
3!lj)
2
31.4
26.6 v.o
$.3\
_¡§¡_m~ ~ , :-:,':"':'::' •. "'~@ _~~¡ _ 01.
..".,. .....~ ".1 ...... " _ ....... '0.1 _lo .... .... l ." """ ..... .... " .1
*
i::"
"" ,, -' 1. . 13.0
<:l.' ,..• l." 31.'
.... 31.1 U, , ...
1<.2 . ... 1.1> 22 ..
" .• 12-' , ... .. O
::;' I ~:' I ¡~
1...
~n
1." IU
In
.~?
.... , ... ~..
. . "'-'
11.
:ru ....
....
""
~:rr
-:::==- --:.::-.::.... - - -
O.
....
...• " .1 l." I'U
;~
Table 3-9 (continued)
[
Maximum Total Uniform Load, kips
Fy = 36k si
MC-Shapes
ASO UIfO ASO UIfO ASO UlfO ASO UIfO ASll UIfO ASll UIfO
~: : ~, ~: ~ "M~~~~~rm1 '5.T
ne 12,1 '5,8 29,1 26.Z
65.5 39.3 56.Z 33.1 ,.g,1 29.5 " .1 26.2 lll.J n6
59.0 37.' 50.6 12.0 " .3 28.0 39.' 2'-9 22.'
56.2 16.6 018.1 10 'Z.1 115 37.' ll, 1 33.7 9.99
l5.0 21.. 18.8 16.7 15.0
59.0 5U ",3
.1.3
39.l 33.1 29.50 26,2
2H
n~
35.'
25.0 22-9 21.1 19.6 16.3
37.5 34.4 31.7 2!I.5 27.5
3U 21.' 12.8 19.6 lO,Z 18.1 28,1 16.8 2U 15.7
12.2 29.5 21.2 25.3 2M
20" 16.7 172 16.0 ".9
m l6.1 l5.9 2"
13.6 In 1U '0.7 10.0
21,' 19.6 18.1 16,8 15.7
32,2 2'11.5
n.s
9,(1(1 8.32 1.118 1,\3 6.66
IU
25..!
10.7 13.9 13.' 12.' 11.8
n .l
14.0
21.1 1M 16.7 17.7 lU
6,24 5,811 5.55 5,26 ',911
IU
22.1 lO,'
39.Z
3U 3O.S
16.1 lS.2 14,4 13.1
68.8 " .6 ~.9
3H
23,8 21.8 20.1 18,1 11.'
16,3 24.3 15,' 22.9 1'-5 21.7 13,3 20.6 13,1
2U
23,1 21.3 20,1 IV
35..
2M 13.2 19.7 12.5 160S 11.3 In 112
I.JI 1.13 8.)0 1.110 7.51
13,11
~,.
Z7.Z
25,3 2M
Table 3-9 (continued)
[
Maxi mu m Total Uniform Load, kips
Fy = 36ksi
MC-Shapes
'"
~
..
-
JU
13.9
.,
12.3
1$,'
,u
"
~
-%I-lit
~
"., "., "'
...
..
11 .2
'U
4H
l L4
11.2
9.49
'U
'"
~
..
«.•
"'
lU
,.
'5.0
...
4l.5
2U
" .1
'" '"
~ §~ ~ '~~ ' ~1~. '~~ 'Ji.. }~ 'J~ ']~ ~ ... ' ~"
".!
...
1-1.4
W
n,' W as
u.
w
23.1
'o,,
m
14.1
la,
m n,'
Table 3-9 (continued)
[
Maxi mum Total Uniform Load, kips
Fy = 36k si
MC-Shapes
~
,,, 10.7
7.16
*
-
" "' 16.1
'0.8
12.9
M7
'"
12.3
lB
15.9
~ -
23.9
9.72
.
.." ,
-:::==---:.::-.::....- - -
" . $0 1<01
~P.a= h!;- ~ 11000
1_
10«10
1_
Tabre3-10
W-Shapes Available Moment vs. Unbraced Leng th
i-t
mt
4f:j:
I~ -r
- ,- r\. - R-ri- ~~i - ::f\} r ~ --. 'i. ,,~
~ .. '
-
..
-t
,,-
,~
f+ ;'t
11100
~
~~
,-
1-'-
f-
-H
~~~
ti I±
~'\
::¡:j' ~):':
~
"
~
.
"
.
...... ,
" . $01<01
"-""
Tabre 3-10 (continued)
W-Shapes
...... ,
" . $01<01
"-""
Table 3-10 (continued)
W-Shapes
...... ,
" . $01<01
"-""
Table 3-10 (continued)
W-Shapes
l:~toI
~~. ~
Tabre 3-10 (continued)
W-Shapes
:;::;:;;;¡;:,;::;=--,-¡
l:~ toI
~~. ~
Table 3-10 (continued)
W-Shapes
...... ,
" . $01<01
"-""
Table 3-10 (continued)
W-Shapes
'".~ ~tA
Tabre 3-10 (continued)
. "'
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Tabre 3-10 (continued)
W-Shapes
"-""
1
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Table 3-10 (continued)
W-Shapes
..""".... ,
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Table3-11 (continued)
Channels
Table3-11 (continued)
Channels
l:~koI
~; ::;;
Table 3-11 (continued)
Channels
Tabl e3·12
Available Flexural Strength, kip-ft
Fy = 50ksi
Rectangular HSS
HSS"~
'" '11
'11 ~.
'l.
'11
379
~.
1',
~.
HSS",'x
'" '11
'11 ~ ..
'1. ~.
HSS,2>
HSSI2><&.
'11
'1"
1'
m
117
116 60.'
115 117
200 1/0
lO1I 25S
132
lW
~ ..
112 16$ 81.7 123
'" '11
'l.
~.
102 71.1
'1. ~.
HSSI2><'" I~
101
23.1 ",7
3U 22.0
'" '11
'11 ~.
'1. ~
~-- ~_.-.
1.,.· ...'1 ··· ....
89,6
53,6
8M
In zs& 143 215 112 16& 95. ' ''3 77.6 117 51.9 7&.1 138 lQS 117 175 91.6 138 n., 117
63.9
.. 'H
71.1 107 00.0 90.1
3U
5U
31.1
46.7
22,5
33.7
",0
2U
296
'l.
~.
,.
'"
~.
SU 197
'11
'11
,
m
'" '11
~.
HSSI6.'"
TI.'
182 27. 152 119 1/g 101 152 82.8 125
~.
'l.
HSSll:>o$x
ID 111 182 276 ' 01 ' \1 "3 21S IiU 100 121 182 su 98,8 ,.g 37,' ~2 r;s.. 9Il.3 2<1.1 36.3
221 160
6U ' 00 1$4 128
m 193
g1.1 ' le /0.8 52,0
lOO 18.2
3<,2
SU
' 00 ' le 81.8 m 63" ~ '9.2 7• .0 :)5.9 $4.1) 23,' 3S.1 61.1 52.1 31,9 29,5
91.9 n.o 57.1) " .3
9$.0
21.5
32.3
71.9
13,9
20.9
Table 3-12 (continued)
Available Flexural Strength, kip-ft
Fy = 50ksi
Rectangular HSS
H5S1b
~.
HSSIO><8><
21),4 15,0 9.(1$
14~
61.1 50.1
111 ,11 P.i,4
11.9 8,87
11.9 13,3
~ ..
37.6
SU
5.78
~..
'lo 'h
'lo '1 .. '1. ~.
HSSIO>+<
'lo 'h
".1 128 101
6U 32,8 19l! 161
119,1
11M
~ ..
7'-9 1011 58.51 11.5 59,1
46.5
SU
33.9 22,4
51.0 33.1
75.3 114 46.7 &4.11 in 36.8 53.1 1'l1.li 21>,9 00.1 61 .1 11.7
](l,1
51.4
17,'
Q .9 30,9 27.7 20.3
6U
13,4
20.1
'ti ~ ..
'l.
~.
'lo 'h
'ti ~
..
'l.
J9.r
101 1$' 115.1 128 61'.4 101
sa eu
~.
47.4 ]6,4
71.3 SU
'h
21.6
3:,4
HSS9x7x
49,3
1.26
~..
55.3
21>.6
5l!~
'lo 'h
'ti
en 130 P.i.1 113
801.3 IV
'1.
HSSIO>
3.68
15,'; 233 133 200 129 1!I!i 111 le1 101 15l! e6.8 131 115.8 1211 67.5 101 63.2 !I!i, 1 49,2 13.9
'ti ~.
H5SIO><Sx
30:1,$ n,6
119.6 1O!i 57.1 85,9 42.6 &4.1
'1.
'l. '1.. H5S1ZXZ><
~
&0.0 119.'
5l!.0 26,7
<0.1
, ,. ,.
'2.2
113,4 1U
28.9
28.9
Q .5 21 .1
"
41.7
~ --~_.-.
152 128 100
55.9 113,2 3906
30.6
9.02
13.6
, ~ ..
1.,.·,.1>1 ···....
01
&006 66,6
55.'
30:1~
10,'
121 1a1 101 15l! 79.3 119 61.6 102
'1. ~..
3U
Table 3-12 (continued)
Available Flexural Strength, kip-ft
_.
'-"'
.. '"
-- .. ,
~~
..
>lSS1xSx
,
....
lH
n•
12.6
19.0
19.5
...., '" ,,,
1..0
"
,.
10.4
.. ,. .. 1.21
"
,..,,,
....
'" •.
10.3
1$.5
' 0.5
'5.7
O.
10,\
'5,2
O.
"
').0
~
Hl
~,.
.. _. ..., ..,. .. .. .. ",
' 7,9
I.n
IU
13.1
'M
'"
10.1
.. ..
~-- ~_.-.
1.,.·'..' 1··· ....
ar.tIlo . ...
'2.0
2.67
",1
6.11
~xh
,. ~,~
.. ...., . .. "
'"
,
lll.lllo . ...
~
n,
,. >!SS¡d"
Fy "50ksi
Rectangular HSS
..
,
t,11
Table 3-12 (continued)
Available Flexural Strength, kip-ft
Fy = 50ksi
Rectangular HSS
'h
'" ~ ..
'l.
~" 'lo ~ '''''
'1.
~"
HSS5><2x
'lo '" ~ ..
'l.
'1 .. 'la fISSj, l;<
'" ~"
'l.
»'1 l7.5 2j.1 20.2
' 0.5
ISA
7.31 11-0 ' 2. 1
1&.1
9,46 " .2 6.61 9.$'
15.~
IV 11.2
9."
22,' ", ' 6.1 ' 4. '
1.39 11 ' 4.22 7.J6
~"
HSS3'''''''''''
U'¡
'.72
'lo
~
'l •
•.~
~" 'lo
2.87
5.8'
1,74
3.34
5.~
7.19 10.. 6.4 1 5,49 1,25 4.37 , . ~ 2.51 l.n
'2,8 19.2 11 .3 1&.9 9.51 14.3 7,49 11 .3 5,2$ 7.9'
lO.' ' 5,7 9.2" a 7.n 11.7 6.14 1.Z3
11 .2 16.1 9,91 ".9
7.911. ' 2.0 7.11 ' 0.7
,.
fE
4,"
&.Z3
3.95
2,35
~.34
' !lO
1).7 ' 9 I.oe 0.55& 0.836
U'
3,52
HSS:b
~..
'1.
~ --~_.-.
1""··..' 1··'....
HI
1.57
~
:: !¡¡ :E t; :~ =,~"~ II
~..
2.27
4.31
U.
14.2 21. 12,6 1!.9 ' 0.1 16.0 8.41 1U 5,91 U9
2.Z3
'lo '"
5.03
3.99
1 1 .1
'lo
~..
flSSj4'iD<
22,0 ' 8,3 ' 6.0 ' 3,4
1.20 0.913
1.37
m ...
Table3-13
Available Flexural Strength, kip-ft
r--"¡¡¡'-- ~
~
HSS3'/!X3'hx
~
" "
1ISS2'h><2"",
.
" "
..
H5S2'10x2'1",
...
.
'
'
'
'
___
'
11.1
"
-
2.19
~
.. -
.. 1
"
·
~
11.\
1,:::. 1.":'•
.
.• ""
'
~
lISS4'I"",'I,,,
"
_
HSS¡.7:><
"
""
o
~
~
o
~
·· · "· · ·· ..· " "
S
1ISS10><1Ox
r--"¡¡¡'-- ~
.
IISSl2>
...
~ 'hx5 'hx
IISSlfi><1 6x
1ISS\.,,' tx
F,=50ksi
Square H$S
HSS16-HSS2
"V"H." HlEH.I'. xUR" l:;TR!;NGTI'OF llSS
Table3-14
=-
~~ ,,~
::
HSSl8.000" .~
HSS16.000x
HSSlO.OOOx
'"
"" '" •m
HSSl1.75Ox
.m HSSlo.75Ox o.~
.. ..
"'
:
,.
'"
O~
37.6
~.
O.IM
2U
"'
0.125'
11.9
17.9
O.IM
17.9
~.
0, 125'
10.7
'"
~,-
'"
'"
..,
~
.,
.,.
0.188'
HSS7.5OOx
~~
1,:::· 1·'7· ,0.1113'
~~
~,-
... ...
-~
HSS20.000HSS6.625
--
HSSl0.OOOx
0.1113'
0
Available Flexural Strength, kip-ft
Fy = 46ksi
"'
-_ _-".... 51.1
...
"""""",'",m,,,... OF SniELCoN"""-"-"'ION
Table 3-14 (continued)
0
Available Flexural Strength, kip-ft
Fy = 46ksi
HSS6.000H$$1.660
--
~~
O.I ~
8.91
~~
=-
13.4
0.125
0, 134
,.
~.~
15.2
_.- .. .. ,.
0.125 HSS< _8 ~
=-
0.125
0,125
0.125
0.'25
0,125
1,:::· 1·'7·
HSS2.l1~
,-
'"
'"
,.
,
'"
'"
.•
.. ,..
0.125
,
O.I:!O
0.81)
5.1 2
..
..
12.6
n,
~-
--
,.
=-
~
HSSl .9QO;.(
,.
--"'--"....
... ........,.' I"'m'"..OFSniELCoN"""-"."lION
'"
"V"'VHlEH.I'.xUR"l:;TR!;NOTIIO!' IISS
Table3-15 Fy = 35ksi
0
Available Flexural Strength, kip-ft Pipe
--";ff- ~ ""1 2 .-SIrong ",,12~ ~IO ._SIrong
""10Sld.
.... .... ... ............
""""·SOoou
""".~ ~
. .. ~.
",
,
~,
"",S .. ·SOoou
"..
~
...SIrong
"", ~.~ ,~
""'4 .. -SIrong ~
~
PuoJ'h.-SIrong ...... 3'hSld
","3xx·SOoou
...
'"
. ,..
ll.'
"" l .. -SIrong
'"
~l . ·SIrong
","lSl!l
,.
..
"",l'h .~
'"
","1'I'SId
.~
1.11
•. rn
0.801
11_9
11.9
,
1M
'"
...... l',.SId ","l ._SbOng
'.0
"" 30-SIrong ,~
""l'h.~
""l'h Sld
Puol'I,,~
Puoh-SIrong "",~
--";ff- ¡--¡¡¡';-""l'h .. -SIrong
5.15
...... lS1d
.~
...... '1• • ~ ","'1. SId
.-
...... 'Io .·SIrong "," 'Io Sld
0, 11>1
.~
0.l41 0.1 016
Table3-16a
Available Shear Stress, ksi
Table
Available She
rii If:~ : :
~:~tress. ksi
Tension Field Action Included
When2A .. ltA.,+- Atd "; 2.5 ,hlb,. ,.; S.Oandhlbn ,.; S.O
t.., ...
L'· ...
,.
Cfí
t••
,u
t··
~
' ,.
,~
Table3-16c
Available Shear Stress, ksi Tension Field Action Included When2A ../IA", +Att»2.5orhlb",>6.0 orhlbtt>6.0
Table3-17a
Available Shear Stress, ksi Tension Field Action NOT Included
~ -;:;;-
¡lF.5I(lN(lI-' >U:XU~"lMU"B~RS
Table 3-16a
...
~~
~~...
Raised Pattern floor Plate Deflection-Controlled Applications Recommended Maximum Uniformly Distributed $ervice Load, Ib/ffl
--, '.
"'
,,, ,." ,~
,
-~ "
oo,
,m '.00
-
. .. ..
oo-
-~ "
1M
1'/,
'"
.. .. .~
1'1,
».•
M.'
~
.'", H'
,-
OO,
,.
., ~
~
".......,.,¡",m,,,....,.,SniELCoN"""-"."lION
., .~
,.
Table 3-18b
Raised Pattern Floor Plate ~ Flexural-Strength-Controlled ~~'" Applications ~~'"
--,-
4?: If.
Recommended Maximum Unifonnly Distributed Load, Ib!ft2
,. 'lo
'.15
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t ,1(I
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T
Table3-19
Composite W-Shapes AvailableStrength in Flexure, kip-ft
Fy = 50ksi
T
Table 3-19 (continued) Fy = 50ksi
Composite W-Shapes AvailableStrengtn in Flexure, kip-ft
W
ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASll LIIRI ASII UFII lSlI LJIRI !1~ 5530 !3211 iS600 !AI!0 51~ 1I150IO _ .'0
5210 1820 SJl0 7'MI 5oI21l S070
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1I!e0
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4620 ~
5250
<670
7000
70 1 0
"' 0
1OllO '7S0
-mo m0 5OOl 7'5 10 S070 1fi2O 4 I!i0
'580
W40>294
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42\10
64~
5360
"80 S630 7350 ~
1\4(l 4800
i\310 5620
$oISO
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1110 484(l 7280
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'5.l(I M IO 4570 6$70 4600 W20 464(1 MIO <670 70:)(1 4J20 64!iO 4J.1O 65lO 'lIO 6S70 oUOO Ilil0 .. JO 1Ii5O "~ _
5200 182O SJI0 1te0 542O "50 5S30 i\310 S630 ... 70 5100 1l630 5850 81W 5OfIO 7640 5HIO 71110 5170 mo 5360 !!OliO ~ 1200 ~ P40 5640 $4!IO 4950
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4850 .120 '590 ..1II '250 4I1iO 4020
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4950 4810 465II _ 4290 4I90 4050
5050 4890 4120 '5.l(I 4330 '220 .¡olO
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4II20
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n.o
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5Oto 7'550 51:!O 7690 5210 1$4(1
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Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
V90 oI2OO
TflO
3Ml
39(I(J
59II(J oI(JT0
6120 41&1 G2M 'Z50 6lIO
2 o.lS6111 0 3920 SMO oIOOO ll(ll0 ol(J70 61:!(1 .. SO ~ 30_7102550 3SSO 5730 :)9 10 ~ 1910 ~1O .o4(I fi07C .,.o71990
3770 5M!(J :II!20
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!oO<
518:1 30110 SnG
8601 3250 0a80 321O 01920 3290 _
1250 1000
2
2110 3teO
~
0.39529110
3 O.I I0 2Z1O .,.o11!.50
W-OX1W
39211 5S9ll
1630 3Tl111 S&9Ol )TIO $57(l
~ $48(I
l52O
0.71102510
3 •
3000
5140 3I!/0 !>810
91I 3oI6(I
2 3
DfI.
~
1.45
Tfl.O
lISoIO 3110 '120
31911 11101l
10.8031&7( 2980) 101$) 3020 45010 3060 «<>0 311 0 1&70 BRl.07 6 UI9 1 l.(It
12S0
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992 136
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1300 28IlO V60 1I10 21eo
"10
29fl(I
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010 2910 13110 1I1O teOO '200
30 1 0
I$lO
2940 ..
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28' 0 1230
Table 3-19 (continued) Fy = 50ksi
Composite W-Shapes AvailableStrengtn in Flexure, kip-ft
T
ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASll LIIRI ASII UFII lSlI LJIRI W
II5OO
UOQ
I!i570
4530
ti8 1 0
0&20
lIWJ
on0
7Ol!O ~
1220
4000
1ltiO
4230 6360 4310 $0170 43811 6590 <W6Q S710 4500 M2(I o062(I &90(1 4700 7060 "00
"10
"70 52'60
4230 63(j(I
'2\IO
~ q;o
i$lO "20
6640 WI(I
SI*1
3li70
~
4C20
.oo!iO
" IO
S I 1IIl
62ti0 4110
5300
60010
SOOO
ti Il0
4 I ti0
41'OO
3e211 51*1 38&1 S1go 3890 5&60 3930 5900 3960 5950 oIOOO II010 olOO& eoeo 31fU 5til0 31711 561i0 3790 5700 362(1 5~ 38&1 57110 _ _ JliIO _ 31110 50~ 3IIJO S4II0 3II6O 5500 _ 5Ul J700 ~ 313O 5ti00 3150 ~
WOO>n5 4110 &180 4200 63 10 42811 &1<1(1 '370 6570 WIO '700 45010 1I$3O _ _ .a10 SOOO OO9O S1*1 "ti0 62IIIl '201l 537ll 4310 104lll 4J9(1 659O ..s(I SI00 JliI0
58 1 0
3li70
Y.JeO
.¡ooo
O!(llllJ
OO9O
S I 5O
' l tiO
~ 4120
6JoOO
4<80
&I
3790 5e9O 3800 5110 3890 5&60 3900 59tIl 3990 eooo .oooo eoeo 0090 &150 3W) 55OXI 31
_11
3960
5950
.j04I)
601O "20
6190
'200
6310
3620
5050
3IlOO ~
3160
S650
3620
5~
3890
S3S0 3960
~ WJO
II05O
3520 3000 31!I0 32'0 3100
3120
S2eo 5110 4m 0&20 4Wl
5tiOO
35711 3Of(l 3310 3230 3120
18OO
5120
3630 30go 3J.lO 3260 31fU
$oIS0 SlfU S020 «10 "20
lJIO S07O :l4OO 5120 JoI4O SItiO 3010 Sl10
(03711 SIM1 49111l 48110 _
3880
~
3680 5S30 3101l 5$2(l 3790 5700 3850 51M1 35JO 5310 3570 5310 3620 5040 3II60 55OXI
31!10 '940 3310 0910 3340 5010 3300 S050 ) 160 4~ JUlO 4130 3200 4310 3220 43<0
35711
~
3150 5640
38JO
SI50
3900
saro
39llO
~ .0060
6100 4 "0
1l12O
3S8O
~
36S0
5090
3120
5590
¡7lI0
5e90
3800
57l10 392(I
5890
3990
_
3Ogo
5250
~
5330
3IIOO
5020
3II60
5500
3no
559Cl 31711
5ti10
38J0
51fiO
3390 5O!iO 3030 SI60 30180 S230 35JO 530Il 3570 5310 31120 5040 31160 ~10 32811 0930 3310 4geO 33SO 5030 3390 5090 3oI20 5' 0Il 3060 5200 3090 Sl50 3Hi0 41fi0 31go 4300 3220 _ mo 43l10 321O fe20 3300 4\160 3330 5OJ(I 29IIIl 44llO JOOO 4S10 3OlO ,500 3040 0I;70 J060 4GOO JOIIIl 4630 3100 48llO
-- -------------3J.I0 5020 3000 S1 10 mo _ 3JOO _ 3150 4130 319(1 4790 3040 4510 30711 462(I 2\160 .. so 29OO "!iO 2e30 4l«I 28S0 42e0
_ 33SO 3230 31 10 :J:I1O 26711
SlI0 5030 48110 «>7II '530 '¡' 0
35JO _ 321O ) IOIl 3040 2890
S300 35\IIl 5000 36S0 5110 J450 5190 3510 .9tIl 3310 0ge0 3360 onO JI70 41fi0 3200 ,5111) J060 4GOO JOOO 4340 2910 0310 2920
5090 Sl70 5000 4310 4640 0390
3120 55MI 35tiO 5350 3000 5110 3230 4350 3110 ~70 29
T 1730 2600
1'\IO :mD
Table 3-19 (continued)
Composite W-Shapes
Fy = 50k si
AvailableStrengtn in Flexure, kip-ft
TfI.
O)
2'7(l 2620 :l9OOl 26eO 0030 21<0 "2(l 2800 .m
2
0.25S2160
3
Q.511116O
•
O,111SSO
2590 Z550 ZS 1 0
3Il1O JS'll 3770
1250 2U(l 3110
~
2600
:39/O
3IOO
2100 -1050 26oIO 2590
21~
l970
1690
_
263(I
~
J6.l:I
3100 3oU(¡
6
'.115
9J3
1
9,82
61& 220(¡ 3310 Z260 3000 2280 ).02(1 2290
TFL O) 21\10 23 1 0 2 O,2QS1!15O noo 30,<11700 2250
l6OO
000c
3$30
3/W 25.l(I 3II)(I 25(iO
1.03
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~ 2~
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24
J670
201lI0
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l4ro
2:l6O
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2
l6J0
1'10
11tO
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2380
3570
2<30
l65C
33$l Z290 3oIS0 23olO 35 ' 0 2380 3MIO
tjr.:E ~ ~ ~ ~ ~ É ~ ~ 3190 oIM
O) "50 '590 M90 '/00 701!0 ' ..no J7XI "920 1_ 20).43760 'S' O S7$l ol6OO .mo '1OO 7(I6(I '790 1200
Tfl
3 0,S40lO5O "20
29ro «eo
1.26
664Ol «90
2J50 ' 31 0 54al 01310
6750 4510 iII1O _
_
MItI .. JO !650 "00 61<0
• BR 6 1
1,681&1(l "OO 62iOl oll3O lI.)6O oIl70 $ol20 '310 &oaO •. re'3e(I . 120 6200 "&1 6250 .,\1O UI(I '230 6.m 6.M
11 10 0030
Tfl.
O)
"SO
.25(I
2 O,J9Jl490 'lao 30.72800 .0090
!iO\()
4050
63W
43S0
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1090 40!10 &UO "lO Siro ~
ü60
'I00
'S60
6MO
641D 0511 6540 #10 667C 62O!O QOO I370 'JI0 6ot7ll
",1&21110 0000 6010 0l050 1I09O .110 &17(1 "60 62O!(i 1.51's.40 _ 5$40 :mo $900 19/0 W6l) .o(I(I f;(I2(l
!IR 6
.,OOl290
3830
S7f()
3IItiO
~
3I!9Q
250
lOOO
_
16,$oIl(W(J 314C S&2Il 37«1 5660 3790 3III0 38' O S13O
Table 3-19 (continued) Fy = 50ksi
Composite W-Shapes AvailableStrengtn in Flexure, kip-ft
T
-- -------------ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASll LIIfII ASll UlFD ASII LJIRI
3050 .\90 3110 <Ero 3'ro .reo 3m 08$l
:mo
0930 33010 5020 :1000 5110
nro
l ' ro
.1$l 3220
"1D
lOm '~
30ro .s20
J ' 2O
f6\I1l
~ 1210
.9'O
2890 4JoID 2!IJ0 4400 nro _
3010 'S2Il 3050 OW 3090 ~ 3'30 '/OO 2eOII 0I2'0 2830 oIl60 2e60 .300 2890 .360 2920 4400 2960 ....u 2990 .. go 2100
~
2130
"OO
2150
.I30
mO
. l ro
~
0200 2820
0I20Q
2850
.2eO
:1500 3S20 25W 3S50 :15IIO 3Sro 2590 JOOO 26'O ll2O :z6JO :n50 2I>IQ 3\iro
_. _ - - - - - - - ~ - - - - -
2!IO(I 0I2'D 2800 .290 n I0 ,JIO 29ro «fill lOm OM0 30ro <E20 3'30 .100 21"'
4110
2111O '1II0
2aJO '~
2!I80
032Il
2920
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«fill lOm
'530
26ro ""0 21'O ...ro 21"' ''20 21lIO '' 1I0 2320 0I2... 2860 0300 2900 0360 2590
JOOO
2620 noo
2650 3ge0
2590
0000
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~ 2150
"30 2111O
"1IO
:I090 31... Z5'0 317O Z5J0 3S10 Z560 lSOO Z580 33IIO :zt;OO 3\i,0 25J0 3950 n ,o 3010 2320 3Ogo 2300 lS' O 2360 lSOO 2370 lS6D 2380 lS6D 2000 3600
-- -------------lOro 2'20 23ro 23'0 2200 2000
WJ6x301
3120 3SoI0 15fil) 3010 3300 30'D
Z\20 llYO Z\ro 206(1 3100 2S' 0 :IOOO 16' 0 2.... 230IQ 3520 23ro Z220 33010 22 ... 2020 lO30 2030
3!ItiO 2320 J9'll 2670 3170 2S60 3e30 2S90 16ro 2030 1721l 2S10 35(;0 1.... :1610 2030 33ro 22$0 3000 2290 3050 2O'(l 3010 2O(i0
""0 2120 OOI!IO 3M0 2630 3960 :rnD 2S50 lUI l650 2"IIO 3100 3430 n,o 3070 3090 20ro J110
2110 2680 Z580 2<190 2330 2090
'UO 0020 33IIO 31 ... 3S00 l'30
~
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71e1)
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ro,O .7ro 7,ro osro 7320 '970 70110 5Oe0 7630 5'eI) 77W 52eO n
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7201l
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6OI!0
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"20 611iO
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63!IO mO S020
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0050
liOIIIl
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i100
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olO90
"50
6100
38ro se ,o 3890 5MO mo 5e9Ol 3900 5930 39ro 5970 0lO0O 110'0
T 'IrJ6x2&2
v.oo
Table 3-19 (continued)
Composite W-Shapes kip-ft
' IXI
Tfl
o
381O
~
3960
5900
oIOOO
O_720266(l
3800
5110
:¡(l6(l
531D
19:lO
2070
lI 10
~
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1.08
6.96
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~
3510
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5¡J0
me
3.';60
~
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~
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9M
l'60
5210
:lol!JO
S240
3510
~
3540
5310
5e$l )ge0 5$90
~
377(1 _
•
1.302U0 3680 SM0 3130 5II1D 3700 _
'-90
16S0 llOO
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l59Il JoIOO
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2
516Ol 3\il0 5MO :I8JO ~ ~
3oIOO
_
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30.1S$2'S0 33711 • l .!! 19!10 3JOO
3!7U
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5I!I0 3$CI iCIlO «I7\l 612C _ _ Sl~
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$4~
3670
3520
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l«iO
~ S350
_
57a1l
31 1 0
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5JiI)
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30100 MIO
55JO 5oU'l
3170 31OO
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5IJJO
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3¡¡O
~70
3950 _
~
)610
!430
3690
55J0
3701(1
mo
3570 $350 3Ii2II s.«ol
l330 5010 33SO 5000 3380
TFL o 3690 _ 20.3313070 l620 3 o.eTS2S ' 0 3S50 • 1.011 195(1 ~70 lIfI. 1.35 1000 lJIIO & 195 11150 l330 11m 906 324()
5220l 3520 5090 30120
5100 30150 5190
_
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5240
soco 3360 5OSO 3390 5090 301 10 M3IO <e6(l 3360 0\100 3280 '9:)(1
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3170
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301 10
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3$30
5:110 :)62(1 (,031) 3700
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2 0..l 1 52890 3300 30.6J02J70 3330 • 0.9051850 3250 !IR 126 1:131) 3170 63.1181000 3120 1 1.00 3S3 3030
5O'l1l
3*i0
521XI
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Mol !./S
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3350
51fi0 3500 $250 35I;0
l22O 3 1 4(1
6 1
'900
me
1I1lO
BRl . S11SOO
20100 )610
"20
$iIO
$1(1
1220
O.'313240 38JO O.8M2/ IO 3760
1 :Ml
eo7l)
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1070 3610 SoI3O 36SO 150490 3690
2 3
BRU3 11 5.18 ~70
59211 0lO0IO llOro 'IJO 5210 .m 6B
o.360l26(l
1
25'.I0 3900
3860 _
2 3 •
IIFI. 1." 6 '-96
W36>256
Fy = 50ksi
AvailableStrengtn in Flexure,
:¡S:¡0
5:l10
3ol5/l
51!IC S010 ~
106II 459Il :)6 1 0
5000 33e0 <890 3300 3210 01691) 3150
5O!i0 3U0 5180 3500 5Z70 <960 33SO ~ mo 5100 <32D 32f0 4870 3270 '92(l 01lJ 3170 4770 3200 4810
~
.!9(I
mil
3O&I
lJ70
~
3090
<66(¡
T
Table 3-19 (continued) Fy = 50ksi
Composite W-Shapes AvailableStrengtn in Flexure, kip-ft
ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASll LIIRI ASII UFII lSlI LJIRI W'J6x2&2 4320 iI5OO "'20 _ '520 ~790 0&10 5930 ono 70lI0 ''''10 1220 ' 900 1310 .200
6310
400(1
,,1D 4130 62 10 4200 6310 '26(I 6410 q)() i$10 44O(l 6j;ID 4460 6710
:mD
~
4zeo Jg1O
$o130 Y.l10
436l1 4020
6Se(1 e:>4D
""0 0D7D
6MO 5 1 2Q
.5.lO ' I 2Q
MOO o&'O 6200
41!10
omo 52!I0
~ 4< Xl
105O 6350
3760 56S0 38QO S710 3630 5l1D 3870 5820 Jgl0 sa10 39
W36>~
$350
l58O
~
36I0
5420
l6J0
54(;Q
J68J
$4110
36Il(I
55Xl
3/OO
$1O
,26(1 $o1'0 436
4OOO Di0 4100 01!10 4110 0S2!i0 .2:10 63II0 4300 i410 4l1O i$IO ""0 1Jlll1O 3900 $86(I 3950 SS40 00' O ro2Q 400(1 &' 00 4120 a19(1 411O 6270 4220 6350 3750
~
37110
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51!10
3&I0
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6010
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5740
30120 5150 30150 SUO 30110 5220 lSOO 5250 362Q 5m lSoIO 5.l2(I 3510 S360 WJ6x2.I7
4OO1 Di0 41:J1 62 10 4220 6350 .310 648C 4WI;I 6620 45D0 67fiO -I.I90 1i89O 3900 59DO 4((1(1 lO2Q 4060 ~I:JI 4160 5Z5Q 4230 6360 4l'0 64!10 OJO e59CI 38Q0 5710 3(lll(l (,8 ' 0 3930 5900 3990 &IOO O(I5O M8(I 4"O al80 4180 52!IO 3610 $$ID 3720 $5eO 37!1O :;!'40 3610 ~1lO 3(IIl(I $/1(1(1 3910
*" _ $950
352Q
~
35IIO $350
3500
54DO
l6JO
J68J
$$10 37DO
WI0 37X1
51!'0
30140
5170
3o11O
3S00
52M
lS30
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WlO &100 3l5O 5000 3310 0010 33110
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30120 $140 3440 5170 301061) 521)(1
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$45Q
362Q
WJ6A:32 3BJO
~7oo 3910 loMl 4000 &:110 400(1 5 130 ' 170 &2W 4250 1\39:1 4lJO 11520 3730 5EOO 38QO 5710 3810 5820 3950 S930 4020 MOO oI(I9(I $150 4160 6260 3620 $4.40 36Il(I $530 3740 5620 38(I(I m0 3860 $/I(I(I lS20 59DO :)\II!0 59!JO 3SOO
WI0
3750
5$3(l
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3310 50)10 30110 S120 30150 51110 301lIO $240 362Q 5m
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3790
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3810
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6010
4130
6200 '¡'0
&330
5710
36Il(I 55Xl 3750 ~ 3820 ~150 38\10 5I5Q 3910 SY!i0 4Ol4O !I07D ' ''0 fiUO 35!iD $350 3620 $440 _ 553D l740 5&2Q J!OO $710 3l!tiO $/I(I(I 392(I se90 30140 5110 30180 ~O(I 3S3D \3' 0 3S8O 53$l 362Q \440 3610 $$10 3720 5seo 33 10 '97D 3340 S02D 3310 0010 :14 10 ~ 1 20 3440 ~11O 30110 $220 lSOO ~10 323D
~
32«I 48IlO
32!ID 400D
lJ I 0
'9IIQ
J340
5020 3360
5OlOO 3390
3'2Q
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3,0(1 472Q
3'60 '~
3 ' 80
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~
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<84(I 3200 0ae0
51DO
T WJ6A:l0
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
201!0 3120
Tfl
o
3100
3140
'72II :mo
0I30IO 3300
'~
3370
507ll
2o.3oI020l ¡'OO <Mll 3160 '760 :mo <860 l3OO '96O) 3 O.6ll(l221O lO5O '5II0 3]{l;I 4(;60 31IiO 'I50 3220 ~ •
1.02
IIFI. 6
1.36
Mol 19.00
1910 2$80
Tfl.O
1850
2990
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11.
2691
4040 2110
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JO!IO
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'700
, ..o Z920 <390 2960 ....0 2990 '500 300II '560 1100 2640 '2f(l 286(l Q1X1 2890 'l'iO 2920 '39(l 4Il/O ¡IJO .l00
2150 "JIl
285(1 288(1 '330 2950 440(1 302(1 '501(1 3090 _
2 0.3 1$2'7\1 30.6J02O\IO
284(1 V90
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2900 28oIO
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• o.S05171Q 1740 0121l 27eo 0180 2820 'I00 281O .¡10 BRI 26 1:):j(1 2881l f030 211Q 4OtD 2150 "30 2180 "1IO
17II0
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TFLO 26110 2o.M2J20
269( 21Il6O
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1'!180
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3110 2080 lllO 2500 3760 2SaJ 3110) 4010) J990
2760 2110
.,50 olO!10
283(1 2IIO
.250 '110
2900 .350 2830 '25I)
lo.$9(I1970 2610 :le3O Z660 0I000 21'0 4010 2760 "5O) • O-M$lfi I O l56O ~ 26O(I 3I\I1D ~ J91O _ to4Ol 1.1! lZ50 2510 3m :!5olO 31120 25/0 31110 <'!lOO 3910 & '.89 961 lU(¡ :le1O 2060 3700 2090 3700 25' (1 mo U I 67\1 nl0 3(ro 2l3(I 3$)(1 23f(I 3520 23IjQ 3I;5(l
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1 1670 2510
2500
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•
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Tfl.O
$03 6~
2f<10 Z390
=
2270 1150
3Tro
25¡O
mll
2830
3ti6Ol 2480 J590 2<30
Jtl((l
2liJ0
3960
2690
3800
~
_
2IiJ0
3960
31JJ 2S20 Jlli0 3IIiO 2"l1li 3700
257\1 2500
l86C 3760
~
3520 2370 lm 2.00 3600 2'30 :l66O )Q(I
~
JZlI)
1110
:)4:;O
2l2O 3q(I 3250 2110 3280
2:)4(1
l';2(l
12OO ]lOO
235(1 2350 35:10 2<00 3610 2<60 3100 2S2O 3190
20=2040 3 D.51011 .... • D.166U3O BRIJ1l 1130 6 HZ 851 ' ..96 583
1310 12IlO Z24C 2191l 1130 :!OIO
3q(I )Q(I 33IO :l2\lll 3200 :mD
2360 2320 Z21O 222(l 11:;0 2020
:W;O 3490 :)410 :»40 3230 30<0
2<110 2350 2310 2250 2110 2040
l630 1¡1O :W;0 2¡ IO ¡.o10 23oIO 33eO 12IlO 32!iO 11\M! 3060 2050
mo
l62O l';2(l )Q(I J290
XItO
T
Table 3-19 (continued) Fy = 50ksi
Composite W-Shapes AvailableStrengtn in Flexure, kip-ft
WJ6A:l0
ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASll LIIRI ASll UlFD lSlI LJIRI ~ 3510 50120 _ ~ J7I!O ~ 38010 ~no :Wo1O !>S!ICI ~UO 3SOO 52eO 3570 S3$l )';.lO 5oIEO 3100 5560 3170 _
30050 ~lliO 3530 3370 5060 30030 ~70
4m
3330
~
3390
509(I
344(I
m0
3S00
S2$l :W;O
$WI
3510
$430
3110 4110 3220 _ 3(16(1 4El0 3100 _
3260 -1910 3310 49111l 336:1 5040 30100 ~110 3450 ~1!I0 3140 41'0 3' 10 4170 :m0 4420 ~4O 43eo 32eO 4930
:mo
3(I(1(I
4430
~10
4410
45'O
X13(l
4550
3000
4W0 3OIlO
_
3110
_
21!1O 41110 21!1O 41!1O 2!00 42'0 2S2O 4240 2840 42/0 2lI6O 4XQ 28!0 OJO
-- --------------- -------------J090 _ 3150 41JO ~ ' 0 4420 J27\I 45110 3(1(1(1 4510 3050 4590 3100 4610 31110 4740 ~ ' O 4310 N!iO 4440 2990 4500 3040 4S$l ~ ' O 4230 2840 42eO 28IlO 4~ 2910 (330) 21 10 4010 21:J) 4100 21!1O 4140 1110 4111V
3330 5010 339(1 5100 3450 511lO 3210 4420 32!IO 4900 3310 _ 3(1!0 4630 3120 oOe9O 316(1 4160 2840 44lO 29fl(I 44/l) JOl0 45.lO 2810 4220 2330 42QI 28((I OXI
2S40 3II10 Z&IG 38oI0 2S10 3810 2S!i0 3900 2&10 39l(l 2&3(l 39S(l 2640 3geO
2890 4J40 2!I50 44J0 3(I(1(I 4520 lO60 4600 J l<.'0 4690 3HI0 41a:1 3140 48tiO ~ ' O 4220 28!i0 4300 ~ ' 0 4J1O 29010 4440 3(110 4620 3050 4\$(1 3110 _ 2120 4100 21!1(1 41!1O ~ I O 4220 1S5O 42a:1 1\l1l(I 4J4O :mII 4400 ~10 4460 2&3(I
3IItI0
2ti10
4010
2100
~
IT.10
4100
21ti0
4150
21'Y0
41li0
282Q
4140
2SJ0 3II10 Z&IG 3IIS0 2S80 38II0 2610 39l(l 2&3(l 39S(l 26S0 3990 28IlO 4000 23IlO :I510 2390 l&I0 24 10 3620 10l :l65(l 2«0 36/o 2460 31OO 2480 3120
-~ - - - - - - - - - - - - - 2690 2fi2O 2S40 2460 2:IOO :/110
4040 l9J0 3I!20 3IS9O 3S00 l320
2140 26lI(I 2S80 2490 2390 Z/JO
4120 4000 3I!10 3140 35e0 3350
2800 21 10 2tilO 2S2O 24 10 2'140
4200 4010 l9J0 3110 3620 lJ10
2860 42!iO 2910 01( 1150 4140 2!OO 4210 165O J9911 2690 4040 2S6(I 383(1 2S8(I 3I!10 10l :l65(l 24lO 3IS90 2160 J400 1270 l420
2S20 31!10 2S10 3I!60 1450 3N(1 l490 3150 23IlO :I580 2"0 36J0 23(1(1 346(1 :mo 3SIO 2'1 10 l3JO Z/:J) 33!i0 2010 3110 2OeO 3130
2fi20 2S40 14S0 ZlOO 2'I!iO 21C1O
3940 1610 4010 2720 3S10 2S80 JIIIII 2fi20 36e0 1490 3740 2S20 3S00 Zl!iO l590 2420 339(1 2280 l420 2JOO 3160 1110 , ' 7(1 2' 30
2961) 28S0 21J0 2600 2.,¡(1 ZI\1O
4460 421'Il 4100 3910 f/20 3440
J010 2990 2170 2630 2S00 2310
45.lO 415O 41!1O 3960 3150 3410
2110 2ti10 2S60 2450 2320 214O
4110 4010 3II40 _ 34liO 3120
282Q 2110 2W0 WQ 2340 2150
4140 401O 3900 3120 3S10 3240
-- -------------4O'10 5I0 :mo 36J0 l450 ,1li0
T Il5O
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
Z1!O
mo
z
3
2220 2210 3310 :!2tiO l'OO l:32O :\oIe0 2370 35t;C o.Z36193(1 ¡'ao ~ 2220 3300 227\1 30010 t320 30190
o.no
165(1
214(1
40.10!i1J10 11 10
:l22Ol
21!1O
JI(() 2100
3280
2220
3340
3220 2110 3210
2210
:\jIO
2210
lJ2C
IIFI. o.SOO'(I9(J :107C J1l0 2090 31SO 2120 '190 ¡'SO 3230 6 4.82 e20 0000 3010 202(l ~ 2Of(I 301'0 2000 3100 19_09
1210 '910
• !IR 6
1 3210
O.M
1520
2&'i0
1910 2S10
1000
o.S9312e(1
3 •
1!12O 1890
2SIIl ~
l9tiO 1920
2900 2$90
2000 '950
0_19(1 lOSO 11)6(1 mOl 1seo 2UI 1910
JOJO 29O(I ~70
ZBl
1990 1~
lJGC 29M
2910
4.92
In
'99 1610 2!I'\l 1680 2S3O '690 2SoIO 1710 2SeO
17!J1 3000 lO3O
VOO 464Il <5al
1!10 3110 3100
:mo 47fi0 olG((l
1I1JO 3250 3110
27511 .¡89(J ,T70
1!50 3J30 324(1
27l1C SOlO <81l)
297(1 00$) 3030 ~ 3OeO <630 ¡"0 4m 0.960 liSO 2900 f3IIOl 2900 «20 29\10 «110 3030 45fOl 0.&1(1225(1
6.42
124(1
2S20
OZ40 :!S50
1030 2170 "lO &,.
mo 2'J60 2 o.mt500
noo
f(l6(l
oI290 2S80 'lJ0 ~
2¡f(I
"20
f02Ol 2130
.,00 21811 ,HlO
O_86Jl!1OO
<'620
J9JIl
3900
ti).65 1 ti.51
<JMl
0121(1 2830 42S/1 2860 '290
2¡2(I
26eG
BRl.lS
29lO
2$)(1
2roo
"50
2700 "IOJ 2850 oI2OO 2roO ..oo 3000 '510 2730 0110 2100
30.57$2050 •
2(l3II
$.<9
TFLO 3210 2o.320Z160
1
'510 2360
ZDl l900
o
IIfI.l .2!I & MI
1930 Z9QO
1!1OO
2000 197(1 296ll 202(1 3(lO(I 21)70 3"0 2120 3'90) 20.19111160 1950 2i» 1m 29!lO 2(l3II X6I 2090 ll2C
TfI. 3
21-10
554
2660
21OO
~
2UI 425C 21""
'l0
1150 2S50 3e3l Z5e0 38ro 2600 3920 263II l96O $« 2500 l1f(l :!53(l :leOO :wl WlO 25711 :lV(l lJ9
1013O
~
:N50
3680
:N7II
Jll0
1
314ll
Tfl.0 2<80 2330 35'0 2
,.22
64.18
&15
11.66
6'9 20'O :lO:!0 2020 3O<0 2O<0 3010 2OtiO XI9O
2100
3150
2'20
3100
2'00
3220
1160
:1250
Table 3-19 (continued) Fy = 50ksi
Composite W-Shapes AvailableStrengtn in Flexure, kip-ft
T
-- --------------- -------------ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASD UIRI ASII UFII lSlI LJIRI
Z370 l!«I 2'20 3630 2000 31OG 2S'0 37$l :/5eo 3$50 2e'0 :mG 2600 3990 Z3 1 0
Wo
Z350
WlO
Z390
3SiI0
2 Q0
365Ol
2470
3710 2510
J71ll
2550
~
22"'
3J70
22!I0 300M
Z3I0
30070
2:IoIO
~
23IIO
W!0 24I0
3630 245Q
l!iIll
2'70 3270 Z200 3J ' O 2230 l360 2260 mol nIll 3430 Z3'O 3<10 Z340 35'O :¡()fl(I J'X1 2'OO lIlj0 2130 l2OO 21 50 3ZlO 2170 mD 2'90 3290 2210 3l2O 11I0I0 21110 '950 21140 1970 2910 1\1110 2!a) 1911O JOO:1 Ml0 lO20 2020 J040 21M
I190
2'70
J250
22 1 0
3l20
2250
mol
23(l(l
3450 2l4O
~
23Ill
3WI
:!O70 1110 2110 1'70 2'50 3ZlO 21110 J2IIl 2220 3JoI0 2260 30000 ZlOO 30050 2020 3030 2050 lOe0 2OIIO 3'30 21\0 31t11O 2150 3220 2'110 3210 22'O :mo 1900 2II50 199(l 2\IIlO :!OIO lO:)(l 204(l 3(l7(l i'070 3110 2OllO ¡'5Q 2'20 1'90 1!70 2lIl O U!OO :!840 1910 2lI70 1000 2llOO 1950 29XI 1970 2II60 19II0 2\IIlO '120
~
'I30
2600
114/1
2el0
'700
W3JxZ11 30010
~ 1X1
3<90
~250
3WI 53110 J660 5500 3140 5620 38M
~74O
3\100 5.!60
3JI0
49 / 0
33!10 5OII0
3450
~
5A90 3/20
51"
1150
35 1 0
264(¡
521lll
,no
3580
2M0
11110
~ 3650
2$9(I
~
l2OO 4/llO J250 4!90 1310 4970 33OIO S06ll 3420 5\40 34Ill 5220 3530 $310 307(l 4(i20 3'20 _ lHiO '15O :I210 4!2Ol J250 ..., 3290 4'150 3JoI0 5010 2940 .. X1 2111ll .. 70 30IO '520 »40 <5711 3(l7(l 4(il0 3100 4«0 31J0 4/'0 2881)
4320
VIII)
41110 2aOO 421 0 2l!2O . 24/1 2640 m0 2\l(i(l QOO 288I) QXI 2900 4300
WTh<201 3070 2IIIll 2881)
2IIOO
4360
29OQ
44/I0
2960
~
29OIO
o./ll 30'0
4120
4/30 4\70 .. ,0 42J0 404/1 ~20 1940 25M l190
3220 JI\0 2llllO 2850 2720 2640 2540
_ 4(i70 .o/ll .2II0 4090 _ 3S20
3JOO 311O 3030 2890 2150
'950 '760 .S60 'l50 "30 ~7\I 4/110 2560 :w,()
3J7(l 5OI!0 344(J
~l1o
:mo 3(I9(I 29JO 2130 2$9(1 25Ill
oI950 4720 .. /o 01220 4OtIIO 3\IOO
J71'0 2560 l850 l&5O 247\1 l/M 3530 mo 35tIIO 3J90 2290 30030 :mo Z200 33 10 3110 2Ol10 314/1
2fiIO 2SZO 24211 Z3 10 2230 2100
3900 3190 3630 347\1 l350 3U0
2ti7\l 25IlO 2450 2l4O 2250 2120
2720 4090 2170 ~10 :mo 2650 2490 3740 2S2O m0 3550 Z390 2270 30010 22llO 2\30 :I2;10 21SO
4(i2O
o./ll QXI '11'0 4000 26(1(1 3\100 25OO JIf0
3150 304(J 2\1:lO 2lI,0 2$9(1
oeeo 4(i40 .. ,0 "1'0 4050 l8l10
3290 JI4/1 211711 203'0 2120 2tiOO
3030
3520 3300 J,90 :ll,0 2830 274/1 2tiM
4S60
!>2IIO 5040 419O 4530 4260 4120 lIIlO
---------------2510 2QO 2360 22Ii0 21I1O 2070
4/110 :w,() 31190 l';10 lJMl 3It110
4110 28JO 4250
».lO 2/OG 4050
3700 2660 38SO )WJ 2420 l&4O J4oIO Z310 3007\I J230 2160 J250
T
Table 3-19 (continued)
Composite W-Shapes kip-ft
1390 Z100
mo
Z
~
o.:!661~
30.53(l163(1 4 O.M lJ20
1IFI.1.06 61.3l 1 1.91
'28O ' 1l3O
1170
I~
mo
2100
2030 11100
1M 1890 561 HIOO
211i0
:lO\Ol 2(l70 2990 2020 ~
1900 18711 1630 1790 1I41l
mo
TFL 2
lT1\1 1750
(1 .920 0.2'41610
2IlOl 1950 2930 21110 1910 211t1 V$l 1860 t800 Z1OO 182(1 ZI)O 2fi2I) lltiO :I65O
Tfl
Z
l oI2C
l:210
3330
1$3(1 2\1)(1 ll1JO 2/50
2Z70
2150
3ot l 0
l24C
<'090 l l411 1950 lUO
199C1 29QO 204(1 1950 2!I2O 1_ '9Q0 28S(I 1930 13f(1 2170 1$10 mo 26110 HOI
~
lT7ll lDIiC
2960 2900 2$10 1100
1660 201/10 1660 2:S00 '680 2S20 1690 2S.\(l 2ti6Ol 1820 2ti:ll lrlO
27.0 2eJO
1810 2810 11!J0 2750
1920 1S70
28IIC 2110
0._21 102(1 1720 2S*l 1/50 2600 1700 2e9O 16211 V.o)
40.&l1111lO 1690 2$4Ol 1120 O.8M m 1650 ¡000 1680 & ' .39 7(11S '6O(J ¡"O l620 7 1.30 .7\1 1$10 227(l '\20
1~
3200
3110 2110 l170 J040 2060 XI90
1910 21170 1820 V'lO
2Qe(l 1930 2900 1ge0 2960 2030 lDIiC W9(I 3' oOl
2 0..2401MO 30_1520 • o.l2012S(1 BRO_OOO 91 1 6 4.301 1<5 1 t.08 !'9
3
l 1 i11l
2070 l110 2120 3180 2160 32S0 12' O 3330
1(I/(J 1950 29lIl '970 2960 2IXI0 3000 2O:IO J040
lIfI.
1(1.10
Fy = 50ksi
AvailableStrengtn in Flexure,
(1
11010 1600
175(1 2fi20 1/00 25IiO
17I10 267C 1720 Z59Il
ZU0 1&1(l 2060 1660 2<9Ol 2290 '~ 2XIO 15oCO 2m
,0l/I0 16010 toro l6!IQ 25:.1 17311 ó160C 23ro
'610
2<20
\6S0
Z0e0
1S90
~
1J./1(1 1550 '51O '«;(1 1l1lO
2)80 2330 n80 2200 2050
1620 Z.30 15110 2370 'SoIO t320
155(1 1510l 1S611 1500 13110
ZUID lo12C Z360 12$l 1IBl
lUlO ,<9(1 1 1 ~ 1«;(1 1Il0 "JO 1IBl l000 2(I2Ol 136(1 1!1OO 1l1O '1140) 1200
1100 2200
lSo1O 1300 l.¡¡¡g 1OJO 13/lO llJ0 1250
1580 lSoIO 1500 1050
1370 1310
o
1110 2 O..2ll 1490 3 Ol.'~ 1160 4 0.63$1(140 l1FI. 0.850 ~I' 6 3.98 613 1 1.'3 '13
1seo
ZJ20
30.3101l I0 1550 2330 4 o_~ 1100 1520 2290 l1FI.o.l00 $8oI ISOO 12$l 6 UI ~ lfOO 2170 1 &.56 04 1350 10JIl
TfI.
o.le51S2(1
2$80
105(1 14:lO 1000 1310 1340 1D1 1130
Zl~
Zloo 2050 I!II1O ' 86(1
I~
2220
mOl 2taI 13'0 22'60 Z100 Z100
~
11110
2taI 1400 2110 2000 1470
1350 1160
1OJIl 11190
Table 3-19 (continued) Fy = 50ksi
Composite W-Shapes AvailableStrengtn in Flexure, kip-ft
T
----------------- -------------ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASD LIIfII ASII UFII lSlI LJIRI
2260 2 191) 2 12( 2050 19T0 1!160
3000 >>XI 3191) 3080 2iI60 2/W
Z310 2Z30 2Hi0 2070 1990 1!70
3olT0 3360 32010 3110 2W0 2810
236lI neo 2191) 2100 20IO 1890
lSoOO 3ol20 l290 31\0 lO20 2Ul
2"O Z320 n20 2' 20 2000 HIOO
:l6tll 3qoJ l3oI0 3' 90) :105(l 2S\()
2<\o 236lI 2ZiO 2' i0 2050 1910
:l$9(I lSoO(I l39O 3Z30 3080 2l8O
2500 2.o(1 ZI90 21TO alT0 I!IJ0
316(1 l5OO 34oIO 3:!70 3110 2IIOO
;/&j(1 2«O Z320 Z200 2090 19010
3e3(1 ;w;o 3oI9CI 3310 31010 2II2O
2(111(1 2020 1960 1890 1!12O
3130 2130 3200 lOOO 2OtiO 3100 N
21T0 2100 2020 19040 la50
32IIO ll\O lOOO 2920 2790
n20 21010 2050 191i(1 18711
l3lO 3210 3080 295(l 282Il
22\i0 21T0 20010 19\1(1 l8\iO
3000 32/0 3130 2WO 2$«1
Z310 2210 2110 alIO 1910
3470 3320 3180 lO20 2810
2l50 2Zi0 2100 2Of0 11130
35JO 3380 3220 3000 2Il00
17(1)
~
26al
l1S0
17ao
2680
1720
2S80
1730
:!600
17010
26oI0
17T0
2$6(I
-~ - - - - - - - - - - - - - 1910 2NO 1960 2!IoI0 le60 2800 1900 28S0 1Il00 2110 18lO 2/iO ,7!J0 2GlO 1I/0 2$6(I 1610 tsl0 1690 tsoIO
2OlO 11130 1800 11OO 1710
lOOO 2IlOO 2800 _ tsTO
1~
15e0
23/O
20010 1970 18\i0 '!12O 1130 1$9(1
lOW 20010 2iI6O ZIXI0 28S0 1920 VJI) I6010 ts90l 1/010 Z3\IO '600
3130 3010 23II0 2n0 2620 2.'0
2120 2OolO 1950 1800 1700 '620
3100 3000 nlO 2800 28SO 2<130
2160 3250 2070 3120 I91'10 29I!O 1890 2SlO
2rn 11l8O
2$2(1
lEIll 25Ml 20180 2l5O 21010
2120 2620 tsl0 23/0 21110
192(1 18S0 11/0 1700 U90 1050
2Il8O 19S0 2!IoIO 2170 181lO 2820 2f;tIO 1800 2700 2$S0 1720 25MI 2<100 1610 2.20 2180 1-Il10 2191)
_rn _ _ _ _ _ _ _ _ _ _ _ _ _ _ 23oIQ
15/O
Z360
1T.30 :!600 17«1 2650 1800 27 ' 0 16010 Ill8O tslO l110 25Ml 1750 2IiJ0 1780 HIJO 2.otiO 16!C1 2500 UiOO 25'0 1720 15/11) Z3e0 1610 2.20 16lO 2~ 1660 1510 2270 1530 2XIO 1660 Z320 1~ 1390 2100 1010 2110 1020 2130 101
1310 17010 16/0 15/11) 1«0
1780 lETO 10;30 2.50
_rn _ _ _ _ _ _ _ _ _ _ _ _ _ _ 15/11) 1530 1080 1020 1360 lVl)
2370 2XIO zno 21010 2050 ' 910
1610 15ti0 1100 1«0 13110 1280
2.20 2JoIO 2260 21/0 20/0 192(1
1650 1590 1530 10/0 000 1290
20180 l5eO 25'0 2J9O 1!120 2«0 2lO(l 1660 230IQ Z200 1~ 22lO 2100 1., 0 2120 Ig.o(J 1300 1!15O
1720 tsiIIl 17W 2650 1800 2700 11150
2~ 1680
tslO 1120
25MI
1580 Z380 1610 2.'0 10;30 2_\0 1510 22\iO 1530 ZI90 1500 2320 101 21010 14010 2110 1-Il10 2191) 1310 19/0 1320 ' 990 Il30 2000
T 'IrJOx10l!
1!53
Table 3-19 (continued)
Composite W-Shapes kip-ft
IXIO
mo 2
0.190
1590 139(1
1J40
2010 13110
1~
1MOl 1350 2030 '380
30.3/1011QO I290 li4Ol 132(1 40.570 987 1m1 1!110 12'10 1~1 124C I~ ,:!SO
IIFI. 0.160 6 1 1170
1-001 1.63
Tfl.O
201O
I\1!lO 1940 ' 9lO 1m 1700
¡420 2110
I350 1l20 128(1 1230 1100
2QeI)
l8/iO 1/20
1830)
'2&)
189(1
'29(1
1$0(1
1100 1230 I711l 1110
1S50 1S20
12fiII 1200
1900 '!IeO
0.503
m
BRO_67\1 6 4 . 1~
711 5M
'.0'
SOIS 32\1
1500 2 o.:!(II; 129(1 30_.'$1090 • o_m ~7S lIFI.o.33O 670 6 HO 523 76_17 37$
TfI. o
138(1 2 O_Hli 1190 30.3731010 • 0.559 ~2 1 IIFI. 0_7~ ~ 6 H$ 090
MI
lV(l 1150 17l1l 1330
2000
13011 1~ ,260 19lO
"60 170(1 ll et1
' 780 1210
1~ ' O
123(1 1S50
17.0 1670
117\1 l!iW
1190 1140
1110 11F;(1 1S50 1110
1170 1120
11'9(l 1710
lIOO l000
IS50 1130 16:JJ 1110
I700 10ro
l1tiO ll00
I7S0 12O(1 111OD 1710 1170 17IC
998 1070 I!IOD 1090 ' 60(1 1110 168(1 11010 1110 e3\I 1050 1$ro l070 IfOO 1090 ,61(1 11 10 10m
mo
7
1 2~
114(l 1100
0.6 10681 HI30
& 77.76
2' .
"20 ¡ ' 3Ol
363 1020 '530 1030 ' SoI0 10<0 1S60 1050 15ro
TFLO lJ20 lo.15311tiO
lIfI.
1<60
2000 1360 2OIIID 1" ll'11 ó102C 1930 13011 1960
122(1
30.305
, 00(1
leGO 1210 1691) liJO
1200 11l'IO
• o.'se
1100
196
1200 1120
105(1
1 1.88 1080
m
20.161127\1 30.33S1100
•
1()6
Fy = 50ksi
AvailableStrengtn in Flexure,
3<5
989
llMl lOo1O
10190) 10(1(1
m
1330
m
1160 "OG 1' 2\l 1090 1(16O 1030 964
17!J0 1m 16II0 1!4G lIlOO 1$00 101M)
1200 1170 1150 1110 ,oeo 1060
1(160
'6(10 1100 I$ro lOro ll4G 1060 ,5(1(1 1020 lOro 1m 142\1 95(j
moo
1020 1000 9~ ~1
897 '350
m
mtl
1050
1590
10!10
162C
' $10 '010 153(1 1000 's.oo I~
1137
" '0
94S
1Q(l
1810 177Q 172D 16ro ' 620 157Q 1-190
1200 1210 1170 1100 1100 1060 1000
1860 1760 1710 1660 l5QO 15 10
12!10 1200 12(I(I 1160 1110 1070 1010
1!12O 1860 HIOD l70G 16ro 1610 1$21)
' 660 1610
1130 1100 1070 10<0 1010 gil
1700 1660 16 10
1170 1~ 1130 1700 1100 1660
I~
1$3(1 1090 1...0
905 1360
1~ ' 0
15ro 1060 16(10 15 10 ,.60
910 13ro
1020
1$0(1
\183 101M) m 1390
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
T
-- -------------ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASll UlFD lSlI LJIRI
"50
2190
1090
t:l00
1S20
t:l90
1seo
~
IS'.10
239(
1631)
2'50
1660
2SOI)
"'0
2120
1«(1
2170
"70
2210
1500
22\iOl
l$)(l
2300
1seo
~
IS'.10
2390
lJ70 2050 1390 20W "20 2130 loUC 2170 ,.70 2200 WIO 220(1 1510 :mlO 1m 198(1 130(1 21)10 1360 :!(wo 1380 2070 "'00 2100 "'20 2130 1«(1 2100 1260 1m 1270 1~10 12\10 1¡¡O(1 1300 lljf(1 1320 198(1 1:130 2000 1350 2OJO 11110 1/50 1170 1160 1180 1/80 1190 1190 1:100 1110 1210 1120 1220 160(1
WJOx9(I
W:lOx!IO
I360 1:130 1290 1250 1210 1150 1051)
2050 2000 1900 188(1 1120 1/30 IS'.IO
UOO 1360 1l2O 1270
21C1O 204CI 1980 1920 la'iO 11«1 1/50 106(1 16(1)
1230 1:100 1160 1130 1000 1(WO 953
1S50 1800 1150 1/00 16010 1\6(1 UXI
12IiO 1230 1190 1150 1110 106(1 961
1900 1300 11150 1800 1260 lN1 1190 12 10 1m l/JO 1170 l7!iO 1~70 1130 1/00 1(,80 1070 1601) 1'*0 968 "60
1:130 2000 1300 2050 1J9(I 2100 12111l 1m lJl0 1970 130(1 2020 11<0 IMIl 1260 1900 1290 19«1 1I9(1 1l'90 1210 1120 1~ 1$60 1150 1120 1160 1180 1/70 10/10 1621l ,(I9(I 1600 11(1) 1$60 ~III "70 ge(i I~ '19< "90
uJ(J 1110 1310 12f4 1100 1120 1((1()
2150 2050
1270 1230 1180 1130 1000 HI20
\910 1800 1170 1/00 1m 15010
1300 1250 1100 1150 mIO 1030
1915(1 1880 1!10 1120 1650 1550
13O(1 1290 1220 1150 1110 1(wo
:!O\0 1m 1600 1150 1&70 l5!iO
1370 1310 1250 1180 1130 HI50
2050 '000 2100 "30 1~70 130(1 2010 136(1 IS11l 12/0 1900 1290 1/70 1200) '800 1210 1690 "00 1710 1150 1seo '06(I 'S'.IO IO/o
2150 2050 1900 \m l/XI 1110
l<6(I 1390 1110 l230 1150 10lI0
noo 209CI 1970 1850 l/50 1620
'200) 1160 1120 1080 '(WO 00II 931
\810 1/50 II5'lO \m 15f;0 1!lOO \000
1200 11111 1150 1110 1Q50 1010 90(1
186(1 1190 liJO I6eO IS'.IO 1510 "'0
12/0 1220 11/0 1120 IO/O 1020 ""'
19\0 1600 l7!iO lMO lfi10 1$)(l ''30
1300 1250 1:100 1100 1000 1000 951
1m
'950 130(1 2010 1370 111111l 1281l 1Bl Il10 1800 1220 'S
2050 mO 1IIIIIl 1/80 l&e1) lS'.10 \<6(1
"'0 I300 1210 1210 lIJ(J 1010 9$3
2120 2020 lm 1810 11OO lfil0 1081)
I~
"'00 1390 lJ50 1300 1250 1180 1070
21150 2010 2020 1915(1 188(1 11/0 1&10
"70 U2I) lJ10 1320 12/11 1190 10/10
t:ll0 2100 2050 1!19O
1510 1460 1000 130(1 1290 1190 1210 1630 1(19(1 I~IO
t:l70 2190 2100 2020 IBl 1110 160(1
15O(1 "9(1 "30 1370 IJOO 1220 1101)
t32(1 2230 2150 2050 1\160 11I30 1&5(1
'r.;(!
1(,80 neo 1~2O 22!10 1"60 2190 1390 2090 1320 1m 1130 la'iO 1110 1&70
1~70
1$90 1800 1&e1) 1510
-- -------------W¡1xt<
T 609
Table 3-19 (continued)
Composite W-Shapes kip-ft
!11~
Tfl o 1100 1 0.160 'oeG 3 0.320 ~I$ 4
6300
953
MIl
9006
m
911 892
OAllO
¡~
(ftO.&oO 6'-53 ¡ 6.601
\95 452 309
812 (H3
139(1
918
20..21111510 30"31 gea
o
7'JJ
10l2Il
1000 13m
977
14ro
956
1<0(1 1«0
~
1010
1510
1(W(J
15t;C
96S '080 1010 '5:0 957 lüO 980 1(70
1~
911
13/t1
930
1310 127(l l l!i1l
887 1155 800
' 33(1 1280 1200
902 1360 86$ lX1O D I/lO
1<100
9oI9
1m
916 1380 877 132(l 816 1ZlC
,,/ti 1010
,m
,05(1
1$71) '080 1630
957 93-'
1«01 10100
\181 95iI
1-180 lUO
1020 983
1530 1<80
•
o.6S& O~7$
~ 90li 591 881
1m 132(l
928 "00 1196 1m
~
Bfl 6
911
"30 1370
HI$
-169
85&
1291)
8IlII
881
1320
$.433016
819
1230
828 ' 200
1131 1260
&l5 127(l
(I6fi
1300
1m
927 901
96II
8018
891 SI'
TfI.
1 !>511
Fy = 50k si
AvailableStrengtn in Flexure,
mo 2
1200 o.l!/31050
1310
1350 1310
1380 1350
1050 1570 lUlO mo 96II
l~
m
13110
I!OO
1:I4G
m
l«C lliC
30.385
888
$28
12<0)
$&) 128(1
812 '3'0
890< 1300)
• O.57e IIfl0.170
114 5010
1106 1!J
1210 1111)
11.2" 7'J1
342 1210 810 1220
86(1 1290 824 12'1)
<25
?el
"00
712 1160
782 l1eo
309
7:2$
II)9(l
733
1100
700
1110
'00
112(l
1210 1111l 1150 11<'0 ' 080 ' 050 ...
836 1260 SI/ lno 787 11110 1&1 1140 n.o 1100 7ll1 'O6O 665 '000
853 8311 1m 111 1<8 116 6/2
1300 1260 12\0 117ll 1120 '080 '010
' 080
11110 1120 '090 '06O 1010 9Ol3
M
8
102
1
s.~
mo
'99
150
1120 20.170967 30.340 8 .. 4 0.510 662 1ft 0.680 109 61-993904 7 5.59 210
180 7e.o 747 n8 768 (>81 65'
11ro 1150 1120l 1090 '060 '1»0 979
1IO! 1U 761 745
"2
664
TfI. o '0'0 2 114 3 0.293 103 < 0.<39 611 IftO~ 4eo S ].001 366 1 $.8(1 25'
~5
,G4Q
no
(>8" 666 65' 1;35 Sil
CI2Ol '000
511
o.,"
n,
1m 651
2«1 1200
793
7O:l
' 0Ii0
,1»0 ' 000 '12 9lII
1'5 n5 70< (>8, 651 1;32
1120 1011C1 1060 '020
!m
685 666 "'1 62J
!M9
17ll lf6 122 fH/ 610 601 '
8&1
S83
816
S89
8e&
S96
m
11$4
'190
,,!lO)
T
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASll UIRI ASII UFII lSlI LJIRI W'/1><&4
W2_
1070 1610 1100 1(10(1 ' 5«1 ' (160 1000 ' $10 ' 030 9fi8 ' 4~ 961 931 ' 400 906 6&1 1)4(1 \100 824 12«1 &JI
1&50 liJO 1/00 1160 1I~ 1190 1/'lO 1220 11I0I0 ' 600 '090 '&00 112(1 '68(1 11010 112(1 1110 ' 1W ' $40 1050 1$80 1070 16' 0 10\10 1&00 112(1 ' 68(1 14110 1010 15 10 1020 15010 I(W(I 1570 1(160 1600 \42(1 961 \04(1 976 1070 991 ugo \010 ' 510 1350 911 1370 m \:llIO m \4(1(1 945 1420 1250 lIJ9 I<'!IO M1 1V11 85.4 1m 862 lE
112(1 ' 68(1 11~ 10130 1620 1110 1000 ' ~ '06D 9fi8 \oI$J \010 940 14'0 \156 004 1360 916 8S4 \280 $63
1100 1190 1180 ,m IWI 11311 1110 1160 I ~ IOIIO I630 1110 \ 510 '03(I '540 1060 104(1 970 '46/1 ~ 1380 92!1 1390 939 \300 811 '3 ' 0 880
98\1 14110 1020 1m
95.< ,m
9 \6 ' 38(1 1711 1m 131 1210 804 \210 75e 11.o 991 ' 340 860 \290 8211 794 759
ne
fi7ll
1240 1190 11-10 1090 1020
795 11110 7se 11.\0 7<1 1110 7\2 \0/0 6!2 1030 fi50 1T1
saz
004
99/i 1350 &\1 1210 810 \220 764 1'60
1880 ' 8O(1 1710 1&20 \~
104(1 1310
1&lO '250 11~ 11110 lW1 11311 1570 '010 ,qo 999 10 10 \151 1320 8811
,89(1 \290 ' 1loIO 1m \ $90 11\10 1m 11140 1250 1880 1100 \160 l1-10 11110 m O 1600 '090 \630 1110 \E«I 1600 1010 1 ~ 1 03(1 1 ~ 14311 963 14.\0 91~ 146/1 ')4(1 997 ' 35(1 906 ' )60
1$80 10130 '630 11 10 15 10 1000 1550 1060 ,04(1 963 ueo '0'0 1310 931 1000 949 1300 17II 1J20 891 825 '2010 &l5 12M 846 771 1160 7711 1110 7117
1610 1100 1720 11/0 I7fiO 1590 \090 11130 1110 1110 '5 ' 0 ,03(1 ' 54(1 10&1 \1«1 14311 \167 14.\0 98$ 14Ill 1340 004 1360 911 1310
1060 9110 1' 10 1010 96\ 913 8fi4
939 1010
12~
12OO 11.0 10lI0 1020 \156 810
'VII 1180
8S6 \290
8S1 1300
794
8Ol 1210
1190
1310
941 142(1
\330
90!1 '310
975 1070 1000 15' 0 1000 ' 550 10lI0 1m 933 1000 957 '04(1 96 ' ' 4/0 1010 \510
1270 1220 1160 1110 MIlI 103(1
Q Il IO 8Z1 1100 784 1180 7~ 1120 !lOO 1040
86\1 M4 797 7se 700
,)4(1 1V11 1200 11010 1050
11fI 1060
84S '210 812 1220 1111 1110 7<2 112(1
870 '3\0
919 $801 1).s 811 772 736
820 \230 790 1190 159 11010 n7 \090 694 1040 fi.5Ii1 l1OO 608
~u
/Ofi lO6/1 !l!III looo 610
m
&14 '250
7lI6 1100 7511 11010 718 '0130 fiT1 1020
620
933
9(19 1310 !I60 119O 6\0 '220
929 8T1 823 775 1,.
1400 ' 310 \2-10 11/0 10/0
99/i ,35O
m
,3IO
~
877
~
11~
1290
! I ~ 1120 1160 730 1100 6015 1000
1310 &lJ ' 250 7M " eo 742 1120 69fi 105O
627
633
m
~
1051
950 1.00 893 1340 &15 \260 7115 11eo nI 10lI0 94S 1020 8911 1350 &'iZ 1m
804 \210 754 1100 1O!i l(16O 639 96'
T W'/'x&2
3e2
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
~I'
Tfl
2
o
o.ua
3 o_~ 4 OAQ 1ft 0.590 ti M5 ¡
6.56
m
w;
652
1010
633
$90
fin
912 893
!i2.j 60!1
\1&1
1M
~.
938
lIJg
991 lIS¡
'!l5 581 361 555
'7' S34
S94
fl11
~
~
61a 532
81$
223
_
/64
51.
S2I5
l'9O
910
619
80e
61 &
1(11
007
59!1
m
520
n1
691
1050
1000
m
~
'29
!;41;
m
.,
o.l SS
10l'I0 92 1
61ti 660
30.370 • 0.55$
7U 61.
IIflO.lOO
-161
w mo 2
& ¡
m
@
rn
~
0;02
'"
1000 W2 $M
6;2. 003
937
~
w
,.
703 !i83
ICIIOl 11m
106
662 63\1
"" liIfOl
901
615
1.58 '.69
S86 559
881
S95
!12oO 1$5
~
~
5(i6
t51
u.
~
m
m
'.1&
m
'"
~
3M
no 681 6$4 M!
~
w
\100 10!i0
7:;6
m
1140 1100
' 020 'lI83
100 670
1050 1010
~
901
63I!
959
604 573
908 361
6'3 519
an
., "'
~
"'
~
D
m
~
~
'"
'"
,.
m
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
T
ASll UlFD ASll UlFD ASll UlFD ASll UlFD ASD LIIfII ASll UlFD lSlI LJIRI
m 10lI(l 699 1000 677 1020 6501 !1113 63 1 !)oI8 591 ~ ~I 198
,., 719
~7
.!D7
\.jI
1150 1110 1070 IOJO ge6 91G 61G
fI60
&ó9 G39 618 597 575 \31 .7.
m 960 !12\1 .7
679 6$7 6300 610 5116 \.jI '79
1020 981 953 917 $$1 616 72Ol
699 675 650 62' 595
0&9
1133 !i05 676 SoI7 791 705
7&l 752 719 o;BS 609 61l 586
1l.!D II:lO lotO 1030 176 936 1181
310 775 733
$37 791! 757 115 Im 1101
1200 1200 '''0 10lI0 IOl0 9G3 9OI
1I6oI 821 777 731 !l80 6SO oor;
1D1 lZ30 117(1 1100 10J0 911
890 8« 796 7j1; 6115 6S9 613
7<$ 697 Ge7 6J6 603 576 \.jJ
1090 1000 1000 !156 1l(J7
151 719 o;BS 650 6" 586 \.oI!I
IIXI IIleO 11m 977
1170 1110 1060 9!19 939
1200 '''0 10lI0 1020 968 W7 8«
826 763 7:l9 !lOO 607 612 5tiI
12<0 1I.!O 1110 1(1«1 912
o;BS 656 1126 S95
1030
1100 l050 991 936 677 DI 7&9
753 715 676 G35 W4 560 \17
11:10 101ll 1020 96S 1M &02 777
G39 62 1 60Z
>el ~ ~
6G2 6J6 610
>62
m
5Z\I '90
11!18 116
m 1156 116 67. $31 190 7'3
~
lIIl9 60l 600
1120 10lI(l 1040 1010 fl67
Il6ol IOJ 11l
MI
122Ol litIO 1110 1050 993
G32
i09
7(10
765
m
112 Il8oO &S5
'l\12 609
m ., m
~
536 500
T/Il 7<0 703 li60 625 595
1M 759
m
1M 6G8 616 \.j!
~1
0&1
~
al4
.!O1 ?el 721 679 636 603 561
101! !ll!l6 1l7e
1000 1020 9tili 91S
731 WII 6S9 622
m
1181 m
901 $95 &07 1106 752
IIOJ 609 573 540 506
$j
lJ62
~
813 760
511
~2
1l2ll
1000 1010 91Ii 933 M 821 728
719 GOO 66$ 637 609 559 <89
10110 10<0 lIloo 968 915 !MI 13S
7<0 m !l81 661 62(1 567 '90
1110 1070 1020 97! m 7'3
697 666 632 51ti '9/1
1:l<0 12'/l1 1200 1I2Ol 1(1«1
917 867 315 761 707 668 62(1
13.!0 IDI 1220l 11 <0 10e0 '000 ell
9« 890 330 m 118 677 626
1'2O 13010
851
1m 1210 11<0 loeo
rns 826 77.
Me
668 6211 580
1320 1200 1160 IO!IO 1000
m
m
1I~
112Ol 101ll 1020 1143 m
!I9(J
1121
112(1 ~
1133 799 n¡j 129 1m
I~
IHIO 811 '''0 779 1100 7jl 1000 7,. 1(1(1(1 Ge0 62'/ Uj 55j
~ 56()
8(\01
757
101!
1200 1150 1100 10<0 1156 SoIl
~
667 62(1 51'
1133 1182
17G 13S 692 6019
1\70 lloo 10<0 975
6I)j
901!
568 513
1150 1t6
S5II 619 732 7« 705 605 5M
1200 1Z30 II.!D 1120 1060 970 l50
76(1
11<0 1100 1050
m
m
799 J5j 109 6G2 6" 51ti 6211
m
950 1!65 751
I~
1170 11a1 10120 ~,
~5
172 1200 IlXl 1070
m m
lItl6 799
T m
Table 3-19 (continued)
Composite W-Shapes kip-ft
<M
Tfl o 2 0.163
rn
:) Q.32$ 40.<111
622 515
8Ft 0.650
0109 30\1
'73
m
m
m
531 513
ni
526
.. 85' 3.21 79:1
<34
'904
102
SOO
158
~
~
l7(l
.¡~
m
7\11
w;
~
...o
8"
5E2
811 791 11$
5M ~
631
753
~1
1801
,9(1
731
5Ol! 0193
163
m
<111 ~1
6
2.62
m
1
$.00
203
TFL o 135 20.1:14648 :) 0.268 i5$J • 0.401 (1) DfI. O.53!i 31!6 & : .9' 2$S
1&0
Tfl o 705 20.1(11;$17 :) 0..2 1$ S30 4 o.m «1
1
3S8
5ü S30 515 500
1': ~
501
8Ft 0.030 6 1_11 t38
751 IlZ
200
15.56 265
78& 7$9
~
810
o
• o.m
413
~J
512
20.131703 :) 0.<'61 ~
TfI.
1.93 MO
BR 0_622
214
tl5
487
6 1
3"
Fy = 50k si
AvailableStrengtn in Flexure,
5.26
m
~
1/6
TfI. o 650 2 0.1ll571
.1&
.u 453 4J1
." 455 "'6
<3& 42ti . 15
191
/ll
50!!
.~
1' 9
,90)
!i9$ !iti8
m
n;.o 737 709
~
110 6S8 640 62'
&O ,
' 13 0162 '00
111 119<
'91 '7l!
ro
Q8
6S8 631
7fi6 1'3 l,g 119<
Q5
510 4901 078 -161 W
0125
en
<64
719 11M
~
VI;
601 557
'" :¡71i
in
01&8 'SS
4U 40'
623 I!OS
428 '15
643 62'
<03 335
606 5711
O(W
37(l
«,
0121! 0\2
m
~
&1~
,, ~
~
319
6!lI
!iti8
629 51'0
703
Wl
ro
N3 66.1
41(1
106
~
(ti
4.1/
6S8
0121
632
641
&'9 ~
m
m
?JIi
~
361
\.41
J65
501~
.\1
62e
..~
615
612 591
'33 422 410
661
401
i34 611
4J6
656 636
583
1ge
599
409
567 W 481
lII6 J64 328
5110 \.41 0193
m
615 !i94
3/0 332
<99
< 0.3311 431
311
568
J9I! l38
0_450 6 2.92 15.7 '
~
~
~
371
200 '63
351 320
5<7 48'
32<
BR
1!I!i
027
0)
6W 591 519
155 723
419
UO
oI5Il
m
S02 .¡al
sn
i7II
.3'.1
5/$ 529
$001 115
0152
&50
401
197 560
71$ 661
$43
~
631
352
m
462
1(10
43)
1S
$46
«5
71~
<.2'
l6l;
SEi6
MI
193 385
o_m
SoI2
W
~. 79(!
651
e, • ."
504
3
05
549
~1
m
~
T
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStren9tn in Flexure, kip-ft
ASll UIFO ASll UIFO ASll UIFO ASll UIFO ASll LIIfII ASll UIFO ASll UIRI 1506 911 621 94J 1\4!! ti' &69 1010 0lIl0 1(Wl) /lO 1010 131 1100 $&S a~ 603 90e 621 ll33 639 geO 657 ~ 675 lino 59< 1000 ~ ~ m ~ m 1191 (iOIl 915 G2. ~ ~ \161 6S5 \11!5 ~ 109 ~I 129 564 S4S 5/1 !IIfI \00 8III !i03 90e 616 925 'u m $2' 1M s.l5 100 $45 alg 6S5 134 56S 1150 5~ 865 ~
no !i69
'$3 '50
$82
,~
~
M2
602 51a
445
~
\15 'SI .j!i6 '32 \lB 5.0 '92
./3 '54
.1\ 384 500 48S 461 449
'29 405 3ti9
065 .5 1 '35 ' :>0 4<)0
3T1 336
lIOII m
~
$27
m fin
805 ~
831
m
73(1
000
m
101 6019
.1' '31
/11 l!6e
7i4 lfiI
s.s 121
100) 711 !1B2
1121 /91 /tI
485 463
639
sos
m
6915
001 ru
rm 595 5611 m 510 4l!' "1 56S 543 sro '97 .13
~
ilI4
ll36 1195 m 810 W;
nl 1\&1 1149 116 132 747 111
'33 3e9
MO 5801
44(1
••
5T1 1511 IN 102 61. 6015 liO\I 555
12. OO. 480 460 '38 412 31'
m
531!
~
122 691 M9 619 562
516 '94 .1. ..1 .,a 31&
109 116 1.2 /01 612
1(1(1
4l!2 46S 448 ' 31 413 383
n.
4'JIe
6W m 8011 620) 576 511
.19 4l!' ... .22 390 344
ni
6T1 ~
631 601 5S6 S06
3oI(l
m
591
009 46I
m 517 !112 .j!i6
603 Gil
9M 663 921 630 &~ 5111 m 163 /tI 52\1 134 '96 Gn '$2
$82
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Table 3-19 (continued)
Composite W-Shapes kip-ft
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8Ft 0.696 6 1.16 1
279
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509
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810
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252
Fy = 50ksi
AvailableStrengtn in Flexure,
3H
,o.390m
m
210 211
2al 276 260
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m ~ ~
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m
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<01
T
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStren9tn in Flexure, kip-ft
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Table 3-19 (continued)
Composite W-Shapes kip-ft
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m
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AvailableStrengtn in Flexure,
311
m
3IiiI
3012
32'
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
T
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2n 259 235
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368 345
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515
191
421
519
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620
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627
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110
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
1M
mo
33< 2o.0e63:m
30.113 m 40.25924<
8Ft 0.3015 ' 90 6 1
UI5 •.01
145 95.0
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la..
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192
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189
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312 :lOl
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367 35Z
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219 263
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337 321
219
m
37 ' l-05
2Q\I
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213 205
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312
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213
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
T
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Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
1~
Tfl o m 1 o,_m 3 O.IM W • O.l51199
na m
153
m
16ll
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147 1010
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153 145
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170
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126 115
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129 111
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IIflO.3IIOll15
115 . ~
,
121
.. ,..., ,. '"
1
3.03
mil
11.0
m
2 3 •
OJJl!I243 o.1I5201! O.:!63 '13 Bfl 0.350 I ~ 61.68 11M
11"
6U
\13 \09 \05 101 !lT.l
169 ,ti) 16j m 15& 110 1~ 106 1~
Ir.!.l
139
101 901.9
800.1
121
86,"
'" 15\ 143 30
,. ,. ,. ,. 11)4 97.4
151 14ti
68.2
' 33
108 100
162 ISO
".9 135
CO-"I'QSfIT.H~",~ IS U.K'IONTAHL,;s
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
=
1
AvailableStren9tn in Flexure, kip-ft
WlO42
. ,~
.,~
- ~
".
,.
182 123
,.
232
m ,.
119 121
'" m ,.
.,= '"
- ~ - ~
1117 1:)3
~
1&2 110
165
\51
125
.. ,. ~
m
,. '"
1M
~
m
'" '"
,.
m
,. ,. '" '" ,.
,. m
2011
I~ I
'"
,. '" ,. ".
111
116
'"
".
m
,. ,.
' $5 121
:~, :E ::. :: 1 : ' :~ :~. :: :~. :: :E ::: :~ :E
r-r-
>no
-
•••_ - -
-
-
T Wlb
~,1
Table 3-19 (continued)
Composite W-Shapes kip-ft
15..
"' "'
Tfl
(1
o.m
81.0
119 85.3 52.(1
TFL (1 381 20.110317 3 o.Z202$O • 0.330 190 IIfI.O..... ' 27 & OM6'"
1
53.9
99.9 150
106
I~
91..3 '37
9M "5
1~
153
sa~ 133 85/ 129
93.1 ''0 89.6 135
82.8 12'
86.0 129
89.2
17.8 117 6!J.6 105
19.9 120 11.1 107
82.3 12<1 72.5 1C11
14,0 111
12.6 HIII 83.4 116.3
14.1 111 $00.1 fll.2
900.0 ,.,
m .l l(7 IIU I.1 I~
:b:~ ~¡ ::: 13.lS
111
:JI!
20.0663209 3 0.133 133 .0.199 1515 1ft 0.266 ' 30 6 UI 900.1 7 3.32 SU
Bfl ti 1.68
78.1
Fy = 50ksi
AvailableStrengtn in Flexure,
U9
:31
2 0 __ 30.1911 • o.Z96 BR0.395 ti 1.25
2., 202 ' $2 I22 95.2 ro,]
2.29
11~
lO!
lOO '15.1 103
TFlO
1
73.' no 611..1 103 60.8 91 .' 1)'; 129 \22
10.4 106 62.1 9:).3
,.5
204 190 1&0 113 162 159
131 129 12(1 11 1 106
1M
105
99.6 150
\15.5 1~ 912 13/ 86.8 130 82 .• ,23 78.5 118
731 111
213 <'06 193 1110 161 163 156
11. 111
233 211 203 '" 171 '&1
106
162
1~
'015 136 1~
101
16(1
11.
171
102 96.3 9M 85.2 110.\1
153 '015 137 123 122
106 101 94.9 63.2 83.3 n,2
152 152
75.< 113
110
,6(;
'0:1 133 1~
116
78.9 \19
T
Table 3-19 (continued) Fy = 50ksi
Composite W-Shapes AvailableStrengtn in Flexure, kip-ft
"'b<, e
ASll UlFD ASll UlFD ASll 111 123 l&'i 129 'M 117 '1E ' 23 '61 111 '61 116 ,~ I~ ,~ lOO 9$,1 '" 99,0 "9 1In 37.0 '31 8\U ':)4 9U r.;" 113 n.o 116 n.'
118
1\2 101 101
"'2><"
103 IIIU !M,2 IIU &'i.0 71>.1 (;6,0
'$5 1001 '63 1,. '.¡e 103 '$5 ' 001 ,O;¡ 98,] ' ''' 102 '3S 9;3,1 ,00) 9II,I 128 37.9 132 !ID.9 m 79,0 119 81.1 99,2 117,3 '01 68.11
UlFD 1901 '&0 m 1601 lSo1 138 11&
ASll UlFD ASll LIIRI ASII UFII lSlI LJIRI m 203 101 212 "1 l21 153 2lIl
' 28 IlO lB ' OS 901.1 111.9
111
119 162 m 1501 ' 06 ,.S ' 00 137 93.9 122 &U 103 69.9
'92 133
:lOO '38
1el l25 ne 130 1/0 111 176 121 lse 109 1~ 112 ,.1 96.1 1~ $M 120 e1.-4 ll2 !I2.e 179 1611 I!IO 15' 101 125 lOS
2Oe ''''
la:; 1:)4 162 125
IN llS Iq 101 125
84,]
I~
12'
ne 129
111 111
llE 122 16& liS lse 107 ,el 111 99.11 I~ 103 8B 131 89.6 ¡2.S 109 73.8
100
96-e 106 35.3 128 71.2 101
1:)4 113 127 In 119
¡,e 202
ni 111 '52 121
202 '!ID
,n '611 ISoI m '"
.,~
. ,. '" '" '" .. ,. ,. '" ,. '" '" ,. ., ,.,. '" ,. ,~
'"
95,1 14.1
"'00<' 9
'28 120 111
'92 1811 le7
'"
135 126 116
202 '" 189 132 m 121
'" '"
213 ,.9 1911 138 113 128
113 m
'"
'" '" '"
,. ,. '" '"
T
Table 3-19 (continued)
Composite W-Shapes kip-ft
"., ro..
1':: E E: :~
:¡ :~ .~ :~
4 0.1<11 1~ TI.l ll& al0 In 1ft o.l3O 117 13.5 "0 1M 115 S 1.31 SU 69.7 105 71.9 10. 7 lAS 62.4 M.' IU 55.!1 99.'
39.9
$).0
TfI. 2 3
•
n,
0Jli57 IIM 0.1:11; 161
n.o "e au 1U 112 19.1 n.' 10/ /5.6
0.203
'~
68.5 ")3
o
Bfl 0.170
79.3 "9 111
82.2 \24 76.' \15 tili.l 1000
11'
8M '3l!
l1g 11'
83.9 13 /'j.1 12O
12.0 108 8$.0
71.1 107 65.7 l1li.1 S8.6 •. 0
12.1 65.7 SU 6J.O
111.1 94.1
70.1 105 ti6.i 100
30.105 ' :\5 • O.1~ 115
57.0 5U
1IS.7 60.4 "H 51.7
90.7 63.1 eH 60.$
52.5
11.1
501.9
!U
SU
13.1 so.9 6U 4M
7M SU
lIfl 0.110
&
7
UO 1.61
M,I
93.1
69.0 <9.2 • .., " .3
•.• ~ 1113 92.5 63.6 95.6
¡5oS "3
tU \7.2
6!.3 59. 1
ao
113 65.5 S:U 61.5
su 133
¡tu
67.5 101
56.8
61.35 -le.'
:E. : :
8H 121
TFLO 171 1 O.052S156
1 31.2
Fy = 50ksi
AvailableStrengtn in Flexure,
!lU
73.9 \11 61.1 102
SU 90.1 74.$ 112 70.1 105
67.1 101 I¡H 16.3 59.$
Sol.'
89.5
52.6
gl.O 1115.0 11,1
46.$
fU
47.1
81.1 71.5
T
Table 3-19 (continued)
Composite W-Shapes
Fy = 50ksi
AvailableStrengtn in Flexure, kip-ft
"M'
:~l j~ :~¡ j~ :~j j~ i~: j~ i~¡I ~ i~J :~J~ 99.0 1<9 113.5 1" 81!.O 132
1(11 117 96.4 148 92.2 1l!1
110 165 103 155 96.3 1'5
82.4 12' 76.1 115
85.9 129 79.$ 120
89." 301 8H 12.
6U I05
n.0 10!
/"
111
115 '011 100
11. 11.2 151
121 113 105 96."
18l! 170 151
81.7 aH 17.3 12.0 66.6 S9.5
132 , .. 118 10$ 100 89.5
73.2 'U 7H 50.9
~5
su
~.7
190 171 1601
~
99.8 150
8e.o l32
111.2 11.
18.2 111
90).8 1:16 8U !1! 68,2 102
81.3 9;2.2 62.1 90.2 &1.1 9U 65.4 M.3 $6," (10 7U ll9 SU I25 7U I12 16.6 118 lU ,(16 13.9 111 66.2 I1U 69.1 104 61.1 !I3.0 96.5 56., 110.3 51.1 86.9
126 118 109
92.9 100 &5.2 123
92.2 aU 80.6 lH 68.11
1:11 llO 121 112 1(14 6' ,2 !IV
\1611 90.3 8oI.Q 12.7 11.2 1;3.0
141; 131 12e 117 101 114.8
101 152 94.2 1'2
67,4 '3' 110.5 111 73.6 111 &4.1 97.2
1~
123 113
1$8 184 1/t1
11)3 155 9U l., 82.' 124 &9.6 10)5 10$ 1!>8 911,1 1'1 9o.a \3$ 8H I25 ~,~ 1 1'
660' 99.6
52.0 lU $l1 111.8 $4.2 81.5 $ .3 8n
Tabl e3-20
Lower-Bound Elastic Moment of Inertia, ha. tor Plastic Composite Sections, in. 4
Fy
"
50 ksi
='T~§E~~Eɪ~E~~~ 8R1Mil1fiOlS2IlQ~3I>4OO:moo375O(13810038eOO3\HOIl_«I1OO' 1 4OD
6
.~
1
!.11'0903' eooJ32000:moo:moo33200336003oIOOO3«I03oI90035.00036aOO
'.<'OUJOO3'OOO34"'1034900lSoIOOltiXl3l55OO:mwm.... JIIIOOJ!l7OO
~~ T ' ~E~SE~E~~EEE¡¡§~
8RUlJl900J5:0JJ>OOOJ6IiOO372003Ia:JO J!.500l!I2OO39!Dl_' I:DI42IDl e 5.111501O:1310033600341003O&lOlS2IlQ3570036300:l69OO31'SOO381(lOJ!I7OO 710.0 loeI))(H(l(l3OllOO,121X13160032(I(I(I32f(l(l32S(l(l333003:llIOO3QO(I)4700
=T I~ªEªª~EE¡[5E~Eª 8R
6 1
I .n
1!10 31:oJ31900J2"'103:JJOO33600JoI2OCI3oIIDIlSoIOOJ6100J6700V.ooo
M3139029300tgeOO30200307003120031700l22OO3VOO3320033800)I3OO 9'12 91;3 26\IOO:mol21$X1280002UIO~7(I(I~IOO2950029!lOO30300307l)(l
·n. _"' .... __ •__ .. '- "'-"'. "'-,"--• r.! . _ _ ....... _ _ • _ _ _
Table 3-20 (continued) Fy " 50 ksi
W~~
{11i6OOI
m. 2
1
(1
Lower-Bound Elastic Moment of Inertia, ha, for Plastic Composite Sections, in. 4 36e0)';'lOO:moo3$500~.,¡3(IOjl100j2000O)(I(I
(I.355311D3550036200J7000377003!5003!IJOO-I02OOjIOOOjlilOOj27000;0D O , 7 1 02550J3IIOO3UOO~100~J6IiOO3noo3l!lODO:RI7OOJ95OD_ 4 1 1 00
",0719903' aOD3Z30032900335OD301003ol700354(0)';(I(I(I36700373oo3l!lODO !IR U2 1.:lC1293OQ2\l1OO30200:lII1OO112D01170032200327OCll2OD:moo:lQOD 6 j ,OO m02lllDl~2lIIIOD2II2OD29WJJOIOO:J)5(JOlO!DIl l olOD1 HDl3Z300
1
1,<5
~m.o
{II.oQ01
_
9' 92660026800V2ODVSDOV9XI232002e600289OD29300297ODlIIlOO 3oIOO3lIIOO301OO35500363ODJlIooll'ilOOJeIlIOJ96OD~ j l olODoI2JOD
20,:m2!*l327OC33OOD3010034!W1'iW03S400mOOJtlOOOJeIIOOJ96OD4OIOD
I O.1902510J' JOOJliIOO32EiOO33JOO3l9OO3oI6OO3540036I00l6eOO316OOl8.ooo . l . Ig 204Cl29l;OO30200JOeOO314OOJ200032000lJ2OOJ3\IOO:l45OD:l52OO359OD !IR 0 1,511 _ m027700232002111OO2II2OD291OO30200X170011JOO1' !IODJ201ODUDI •• _________ __ & 5, ' & m0260002&OO)026!IOD212OO277002II'002llSOO2900029
{1&1OOI
2 0.1052EOO30200JOeOOJI4OO32loo:moo3l5OO3oI2DO)I9OOlS6OO_:moo 1 O .61 0221D2lI7OO293OQ2990030500Jl1001170032JOOUDllJ6OD:lQOD~ • U I5I1JOVlOOV!JOO2lIOOD:2&'iOD2910029WJJ01ooJ07001' JOOJI!IODJ201OD
_.0 ___________ _ BFlI,22I2S0~1$OOO~26200MXl21OOO21SDOmoo2&OO)O_29300
{I ~
&
3 . eoIQ2(lneoo2
1
7,29
2 1 •
O.3553l1J:12\11002\l1OO3OoIOD31000 JI1OOJ201ODlJ looJ3llOO:l45OD35JOD36100
l'94l211OD22lIOOnI0023olODn7002400020JOO10110025(DI25JOO~
O , 7 1 02210VllOD~1!IOOO:29W0302003O'lOO1ISDOJ22ODJ2lIODJJ5OD3QOD
1,07
185(I2&OO)026'.IOOV4OO280002lI5OO29'0029600302003O&OO3' 4OO3:IOOO
8RU2I4J0 14700~~260002I\5OO21OOO2101OD27\IOO2lI4OD2lI\DI2II5OD
6
_,99 {140001
1 m.
2 1 • 8R & 1
·n.
5,00
g,35 O
l1oonIOOZ3lOOZ3900:2
77&2' JOO2I$1021900n20022S0022lIOOn'0023olOD231OO2400024IOO 29402lIJOO2lI9OO29600:JCJOOJOOOOJltiOD32JOO13IOOJJllODlO5OD35JOD
0,261 25202nlOJ2790026600:29IOO291003OJOO1IOOOJ17ODJZ3ODl3OOO33700 0.535 2Q9026000MXlVI002770023200 2lIIIOD 290003(l(Dl3(II';(I(I3' 2DOJ' iIOO uro 1&70 20Il00 15100 25SDO 26000 21\500 21000 11500211100 1!I6OD 29100 2\1700 1,07I2S022IDJZDJOn700:2
m2\700nooo2230022lIOOZ3000z:mo237002
3.04
735203(1(120000201!OO2\00D2IJOO2\tiOD1Ii1OO2220022S0022lIOO23100
_"' .... __ • _ _ ..
• r.! . _ _ "' .... _ _ • _ _ _ _
'_ "'_"'. Il"-'' __ _
Table 3-20 (continued)
Lower-Bound Elastic Moment of Inertia, ha, for Plastic Composite Sections, in. 4
W-IOxlfil
(l1t1OO1
IR
2 3 •
IR fi I
o o.
Fy
"
50 ksi
2.1022lIOO23JOO23\iOO:24.002lOOO25OO:I2!i2002tiIIOOV .... 2!IWl28lOD
2,WnooomoormoZltiJO ... ,00~252(I(I2WJ<'6JOD2690027!JOO
O,5118602 ' to02'1OOn,OOZ!$X1Z3'OOZ3600""OO~moo2S1OO<'6JOD
O.T/155020200206002110021SOO2190022 .... 22!1OO2330023eOO243002qQD lJ1Jl250 '9100 t9500 19000:202002OW021\lX121 .... 2111OO2220022tiOO Z3tOO . ,9$ 933 , noo , tIOOQ ' $30018fiOO189Q01930019&1O ' 990020300206002' OOO
9.82
6 1 6 16 100 I Ii3OO I ~lfiIOO11OOO1I200mOO l noomool8200 l &400
=' T I~~ªSEªEE~ªEª~
IRl,681&103IJOQ3tIlOO3ZlOO3290033«IOlJIlOO3.I5OO35100351OO:l63OOl69OO fi
'.0I513I1OJ0100JOlOO31\lX131000319003200032l1OO33«IOlJIlOOJ«OO35000
I
M811102870029000NOOO29I1OO30200J0600310003' SOO3'900 3230032eOO
:= T I~ª~ªªElªEEEªEE~ IR 6 I
1.51 1501OZ910029lOO3OOJ03050031\lX1l1SOO32 ' OOJ2llOOJJIOOJJ1OOlOlO '.00 1290 mOC12430028IOO2920029600JOlOO 3Q5OO3' OOO 3' SOO 3' 900 32000 6M 1~26(;(l(l2lOOOmoo2noo281oo2800028IIOO2920029&I03OOJOJ0500
·n. _"' .... __ •__ .. '-"'-"'. "..,"--• r.!. _ _ "' .... _ _ • _ _ _ _
Table 3-20 (continued) Fy
"
W':l$462
(17'JOOI
50 ksi
Lower-Bound Elastic Moment of Inertia, ha, for Plastic Composite Sections, in. 4
m. o 3860~~l'l1OO:)650037<1OO3e20039'OO*lOOO~,ooomoomoo 20.3tiO:I2OO32700l:WOO342003400035700l65OO37:l103e200 _ _ «JIIOD 1 0,7202tiW31IOO31700J2.IOO33I0033lUl3450035200JtiOOJJ670037!JOOJS:110 • 1,0821l7029tOO291OO30300309003150032I0032700l:WOO~3ot70035oIOO 1.« ,.702I;IIOQ27200rnoo:232002e60029I00290003010030600JI200JI700 3,\16 Im~7002600026oIOO:26IIOO2noo2nool'8'OO2Wl)ó1\IWI29'OO29!110 7 8,\16 965 24IOO2<1OOtsOOOZS300ZS700260002&IOO2&aOOV' OOmoomoo
!IR 6
WJ6:<2lfim.O J770:I29OO3370034lOO3S.wJ6200J7IOO:wm_:l9!IOOf0700fl700 2 __ _ IO.er;¡¡2710lO3OO3100031600323003300033eOO34lOO35300 _ _ :moo ".302HII2e(;OO292002\IeOO:)OfOO3IOOO3l1OO323003lOOOll6OOlO)03S(IOO !IR ',73I6502ti60021IOO27liOO:2l!IOO280002!iIOO2!i1OOJ0200XlIIOO11.... J2IDl 85,'8I:l102S1002MOO2S90026300:26IIOO272002noo281002e60029' 0029600 7 3.90 91 1 :mG(l2)600n900:2
O,~32f03I7oo3ZS003320030000:\oOIOOJ5500_:moo
w:IIl>a
1,02
006l27OOZJOOOZ3lOO23000Zl!lOO2
Wl6432m.0 3oIOO29'OO30looXlllOO3150032lOO33'0033900:\o07003S500_:moo (I~ 2 O.:m2!lJ023lOO28\iOO2960030300JI<XIIJI7003250033200~34tIJ03S500 lO,m;2a31 (1!tiJQI
m.O MI029600JOlOO3I<X1111700J2500J32003«OI34tIJ0367111J6500:moo 20,JI528002300029IOO29/1lO:)OfOOln001HII032500332003«OI34tIJ03S500 1 o.e30 2310 VI0027liOO28Z00:26IIOO29oIOO3Ql00lO7OO3' .... J2IDl32700l:WOO • O.94518S025«I02S90026oIOO26900275002!IOOO2!I6OO29IOO297111:moo:109OO
'¡'
¡: :¡¡¡EI~~'EE=¡;:::~:¡¡:==
·n. _"' .... __ •__ ..
• r.!. _ _ "' .... _ _ • _ _ _ _
'_ "'_"'. il'-''' __ _
Table 3-20 (continued)
Lower-Bound Elastic Moment of Inertia, ha, for Plastic Composite Sections, in. 4
Wl&:<1901
(121001
Fy
"
50 ksi
TRO 285023IIOOUIOOZIOOO2I6OO262002I'iIDI2/50028200289002II6OOlOJOO ¡ o,m20/O:mJ23!OO20100:2.otiJ0252002580026oIOOVOOO2l/OD_¡gooo
¡ O,8302Q90nooon500:mJ23500200002<060025'00251OO2630026900mOG 40.9451/1D20900213OO2U!OO:22200221OO2:l2OO2:l1OO24200 241OO25200251OO 9A. 1,?ti IllJ l 9500 I90002O:!OO:2Il1OO2110021500219002ZDl22!lOO2:l2OO2:l1OO 4,93 1020 11300 1a600 13900 19200 le500 199002020020600 209002130021100 e / U4 /13 16\1OO171lOO1730017500171OO1$lO(118.lOO 13500Ueo1Ilgl00 19olOO w:IIl>
__ m. ___________ _ (105001
2 0.27521/0 19000 20400 2OeOO 21300 21eo11 22fOO 22!lOO23400 200002_25100 ¡ 0,\601&ID 1910019\OO 19000:2IloIOO20000213OO21M122:lOO22!IOO233002:l9OO • 0.~151D I 3100 1 $500 1 $9001930019I002ll'002Q5002 1 0002 1 4002 1!¡OO22
Wl&:
TRO 2:l5D llI2OO t96002Ill002OtiOJ2110021/OO22200221OO23300T.IIIOO2«OO ¡ O,~2Il4D I !I5OO1t19OO 1 9fOO19OOD2O:!OO2O!OO213OO2ltlOO223ODmoo23400 ¡ 0.5101/40 17$lO tllZOO \a60019OOD1901OO19900200002O!OO2\3002'''OO22:lOO 4 0./6$ 1430 16\IOO1720017roO'$lO(I1MOO1M3019200 19600200002D40020900
'¡' :: '¡¡¡I: :EI:~ :lE:~:lEl ::~::: : :E:¡¡yEI::E ·n. _"' .... __ •__ .. '-"'-"'. "'-,"--• r.!. _ _ "' .... _ _ • _ _ _ _
Table 3-20 (continued) Fy
"
Wl&:<13S I780OI
50 ksi
Lower-Bound Elastic Moment of Inertia, ha. for Plastic Composite Sections, in. 4
IRO 2OIXI 15600 16OOO 1640016liOO17lOO17700182001I16001ill.. HI60020100 ¡ 0, 1 9I1IWmOO1~ 1 ~16:JJ016roo1l1001l500 l tIOOO1_1!I11OO 1 !nl1l ¡ 0.39Il1520 lo06OO loI9OO l$300116Q016OOO1&1OO16eOO17t00176O(118(1OO 1301OO
j
0.5!J312111 13\1OD IQOO I45001j90015200116Q0159O(1 16300166OD17\1OOmOO
9A.0,7901050 132001l\OO l30001.ooo:11'lOO10060015W1 1s:m15tiOD1S!1OO 16300 6 .,~ n3 lnOJ I2
W33>a21 1129001
IRO
3270:.wJ~159OO:26600:7200moo
20.32Il27«1r.l6OO:
0.f¡j0225CImOD2JOOO23IOO2.ooo:I2
BFlI,2812.o 1 9
63.6710JC1135QOINOOI9\0019
W334Ill 111 ~
W3lxl611 ~
IR 2 ¡ j IR 6 7
O
IR ¡
O 2«1 131001l1600 1910019600201002060021200 211OO22JOO22!iOO2JoIOD O,J«i212017
¡ j
196On\oon1OO:330023eOO2j50015I00151OO~27000moo2$lOO
0 . 2lI1I15OOm'OO211OO22JOO228002JoIOD23IlOO2450015I00151OO~27000 0,~7!ilO502020020700:nOO216O(122100225002J200:J700¡QOO2_l5'OD
0.863 160(1 19000 19<00 \MOO 20200 20600 21100 2160D 22000 nolOO22!iOO2JoIOD 1.1~
1150 1 ~11l1OO1 3 1001e:lOO1MOOI910019500 1 1I9OO20200_2 1 001l
3.M
lItII61OO 11OOO17200W>XI17!OOI!I00I&1OO 161OO1 91 0019400 1971lO 739 11\800 \6000 \6300 16500 167(10 11000 17200 11500 11l1OO 18(100 11300
8,~
'¡' ;:
'EI:iEl:iE :iE:lE:lEl::::E:iE:::I:::I::::
·n. _"' .... __ •__ ..
• r.!. _ _ "' .... _ _ • _ _ _ _
'_"'_"'. 110-," _ _ _
Table 3-20 (continued)
Lower-Bound Elastic Moment of Inertia, h a, for Plastic Composite Sections, in. 4
W33x'.'
11'5111
IR o 2OI'I0 ¡ U.ollW ¡ 0.<8(I I520 0 . nol250 • 9A.0,9ti0911 6 ',301 105 13.011 519
Fy
"
50 ksi
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Table 3-20 (continued) Fy
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Lower-Bound Elastic Moment of Inertia, hSl for Plastic Composite Sections, in. 4
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Table 3-20 (continued)
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Table 3-20 (continued) Fy
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Table 3-20 (continued)
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Table 3-20 (continued) Fy
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Table 3-20 (continued)
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Table 3-20 (continued) Fy
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Table 3-20 (continued)
Lower-Bound Elastic Moment of Inertia, ha. for Plastic Composite Sections, in. 4 W14,z¡
lFI.
o
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2 0.0S3I!2&l 3 0, 16l!l<1 4 0,251 199 HR 151 6 UI 119 13,32 81.1
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Table 3-20 (continued) Fy
"
W'¡>X'6 11001
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Table 3-20 (continued)
Lower-Bound Elastic Moment of Inertia, ha. for Plastic Composite Sections, in. 4
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Table3-21 Fu
=65 ksi
Shear Stud Anchor
Nominal Horizont al Shear Stre ngth for One Steel Headed Stud Anchor, On, kips
-- -. -- ,
~-
,I 1
¡e,,~
¡e,u
, ,
j
I
1
~
,'. , , ,
I
.t I
i _
..• • l1D"'" ( _ 41<01
( o H oI
,'. ,'.
.t
~
.... . 145"'" ( _ 41<01
( _ n o!
Qn
1cm_", _ .. _ _ ..., ..
_ _ .sTll C 3 3 _ " , _ _
____ .... _ _ _ "... Oo:l_. ','a
~
..
, ,
~:
~'"'.,"
Table 3-22a
Concentrated Load Equivalents Sl mp lo
EncI.~
.------lI
~
0=
o.~
,=
aolhE_
II------fl
0.~15
om
0 .250
~
0.125 o.~
o.~
íL
0 .~ 11
0 .• 00
o.m , .~
'm
0 .~ 38
0.3»
o~
lli
0.3 13 , .~
o. ~
iIiL
0 .~ 28
0.320 o . ~ oo
, .~
,.~
0" 2.
0.312
=-~~é~ 5ar~~-=~~--'~
Table3-22b
Cantilevered Beams Beam Oiagrams and f ormulasEqual l oads, Eqllally Spaced
,,,,.. '::::,
j
í
~;
ci W ~ ~:m~ ~:¡~ ~~~ :
p p :
: PPP :
; PPPP ~
Ulli
~
!!~! ¡I! ¡I! I I O_ 1 n,~
o~,
0_161 ,~
0-161 ,~
... ........,.' I"'m'"..OFSniELCoN"""-"-""ON
O . 1$Ox~
Table 3-22c
Continuous Beams Moments and Shear Coefficients-Equal Spans, Equally Loaded
~
~J !JI ".1'
'\jJ \o~ ~
~ lJ"IiI"IJ"IiI'';;?'IJ''li!
Shea, in termso/P
rh-h
.. -
I.'~,: !~, t
,-
-
,-
. . . . . , . . . . . . . . . . . . . . . . . . ->0,
Moment in terms o/ PI
;ti'i¡:;;,
;:¡':i"f'~i;¡;¡;:,
,..";,...._,;;,,, ..,'!.:~-"'; ..."
fr.I,!':'
,f !~,f ':1,; ,~,
Concentrat
,II',S.,;"::, "r',:,,: ',:,; ',:, ;fir;f"{'''f7-:tJ;; ,::",:,:::,': ::,: ::!",:, ;:#8mf~;r,
'M;fh:-+'I',
Table3-23
Shears, Moments and Deflections
Table 3-23 (continued)
Shears, Moments and Deflections
" . v _ _ _ _ _ _ . • "~I-;'¡'.'"
: • _ ~ _ <: ". "..~ ___._.__
..,,,.•:1_."-
,~[ =;:.~ E~2~~:~~'·>
+d~ . :::::;=-~ ::: ~t.., ...
¡'O"' .. I....)I _ _
.... V .)-~,v.~
Table 3-23 (continued)
Shears, Moments and Deflections
Table 3-23 (continued)
Shears, Moments and Deflections
. ~(, , .0)
.'iit;, :-'=:,:::,: _: _ -: ~~:'";"
:~' :-'
:~l:~
-------
-~
<~
Table 3-23 (continued)
Shears, Moments and Deflections
Ii;-
v,,______________ _
~:
.~U:J.~, ~·~I~==~~=l,;) u, .;;;;:-. -~_ :- :::.::,,,~:=:::::_:~. _._~ ...
_ ,X<
;~
... _, ••
:~
/1 -
_____________ :"F ________ • .:.,(.
>',. _____________
.?)
'f~ ',
")
.;¡(.o .•
~
.: .i-, l. ~,·~~.:.~~==~r,') :"
.': ~ ~ ¡:::~:=~r:i1,-
U :i:_~:u, : =::~~~~:~"U) A,
_
. . ... _ _ _ _ _ _ _ . ,::. . " ••f~ •. "
. - ... ,)
labre 3-23 (continued)
Shears, Moments and Deflections
t l', ·I.··'
,:~ :,
::-:=.;------
·;
~v "'-~.¡. :- -"-,..:, «---------«-«. :;.,-.. .., . V.I. v _ _
.< .. _______ _____ .;(•..•) ~
,.:W~:. ~· '~·~~L~:~.~~~X'" .:d.;Q "1 :"~::::'.".::., __ ••
_'<0)
.~;~;¡
_,_~ _ _ _ _ _ _ ~ .::~-(O"' "
..
¡
Table 3-23 (continued)
Shears, Moments and Deflections
rl"
::-:-=:-.~
.
~ :' ::-._- ~ ~;;:.. ~
r
.• ...1
¡'I
-111
. b._. ___._._._.... :.; :,(. ". . .)
"., ... ..................... _ v, ~ .-~ .
. .-¡.
~ -:- .~.-~.
-t.,
~.
.~'
... B...... " . ..,ATON •• NO• • RUTODt:Il.ECT ..... l1CA".IIUTNO'RQTAT.AT
on'u_ ...... OfIMl.O'ItAlllUffO'OAO
Table 3-23 (continued)
Shears, Moments and Deflections - ---+_ . ~
=
:.
"-"'-- -.1iP' .•) ... "' .... "'- --_._------_.._--_ .::;
.. _ .. ., ----_._----- - .::;<>" , .) ..
_
. . .,
•_ _ • ______ •• __ ,.~H ••)
H,
~.~=~~~~---_
~:.
"-
.. ..
------------_
,", .EA>I'''W ~f ONE EtC>....u ro OEI'~~f vOtfOCAU.y .... f NOf OmA't A' Of..o" ~ONC€NTAAreCcOAOAfCEHE~'EOEtC>
Table 3-23 (continued)
Shears, Moments and Deflections
-- -;(1' -")
:ST.:!'~ll:,"" ....,
(IO< _ _ _ _ _
;iT,(...
, _~
.. _______ _ "(.
~_v
.., OV _ _• ________ •
O
;(20 ••)
.... .• ~
..¡.~.)
Table 3-23 (continued)
Shears, Moments and Deflections
~
,f=¡=9,--
·: i<J :.
.~~
,
Table 3-23 (continued)
Shears, Moments and Deflections ' .... [o
:"
R;.v. _ _ _ _
.~
..
~r~:~'~t ,'-IoI ...,. ' ..... "J"_._._.·~
.·
,~~i": -¡~.
.~
.;;-
.~
"~~ :. "1oI_R, ___ "-1010.480. _
,~,
'.: 00 . .
...
.• 1:_
:"
~ :.
.:.: .. ,~"
...... _. __ . • • 01 ; ,'"
II,. V" V,,_, __ ,_,_,, __ ,_,,·:';.
~¡·""")1
lI,.v.. _ _ _ _. • ;;~ •• )
v,
____ •__ •__ ••• •~ ~ ¡ . oq •• ,l
Table 3-23 (continued)
Shears, Moments and Deflections ,.,. V,_ _ _ _ _ _ _
.~
. ... , ...
~~:>.~~> :».~~~.~~-~ :~~;' :~~ ~: C,;.:S> ' :~ · .•--_., -
' ; "'["'," 1" ,
·rF'fI';"1
• ·_ ·;;'¡' [" ·".':' ·'$I' ·~·· " ·"!'·"!'l
~; ~ :..,
. . _ •. ;,____ .:q..)o ~,
... )o
'. _ •• ;, . ..':["' ...
. ...
t
Table 3-23 (continued)
Shears, Moments and Deflections
"he e" ':¡;;;=
~,~ 'r
~ :=====:~'¡I
"~~ ~ ...... e_~_ .. _-:: , ..~~~~_.~-~~.~
,.;~"+,,,)
Table 3 -23 (continued)
Shears, Moments and Deflections
_~_~"" .:.;--:+::o ., '"-~ti'l""."-,---''''' ~-4."7.J~
Yo.M3I _ _0,(1)33....
"-(O.• "" ..... AI - O.ODOll"ii-
_ r-=--
~,
~
t:::--
=:¡¡:¡¡¡¡;;p
~
~
~_{O"''II''''''A'''O) . O,oow~
R.:Loo../
_=
R"B.\",tIwI ~
R.,~Lo..l o.~
~
Ro.:L, 0'-'
=
~~=:Vp~ "-(O,~_"':-O) ' o,~'¡¡'
Table 3-23 (continued)
Shears, Moments and Deflections
..9-""'!.-1I,~1..I' Lo."",~1' .'-<"'11I"""'''~ _ O-'''''1~
~~ ~:-
;z-
~
~:~:~';{.:~Q:YI'~ ,,-
Table 3-23 (continued)
Shears, Moments and Deflections
P,> P,
''l
rt~ o', t"
-1[[::::::~-::'lll . .... _10_.;,
_-
_......_---_ .._ ...__ ..- ... . ,.......---_ . ........._--P .... _-------. . .,.,.,,-_ --"' __ "'h_._ .... .. "'--_ _"' .... __ . . __..... _" . . ....... .. __ .. _ .. .............. ............ _ .. _"" -_._~~"---"""'._
__ _ _~
~
-
_~-_
...--- ....,
PART4 DESIGN OF COMPRESSION MEMBERS
AVAll.Alll.IlCOMJ'1I.ESSIVESTRENGTII u",otTab"6-ZforD<';;notCompres,ionM
ME.... IlERS
STEE1.COMPIlf.5SION .... ""lBER SELECrIONTABl.IlS •• TabIo4. l •. A'... ~S'~nlJ1h;"A.óalC'""poti<>rt.kirs W·Sho ..... F,_ ~bi TobIe4·Ib.AI'.il.bk:S""ns,h inA.;.IComp"'»ioo. k i~
W.Sh.pc: •. f'_ 6!lk.i
Tobk~ •.J.A,..il",*S1tet1&1h¡nA.ial~""".~jp:<-RO<'Un¡~I ...
TabIo' ..... A,..iIobleSl ....lthiftA.i>lCo"'p.~.kip<-Sq..-
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IISS
T.bIc4. II,A,.. ilabk:S' rmg' hinA,i. IComprcssion,kipodedSingieA ngie. Tabl.4. 12 . A, .. il.M"S' reng' hinA,i. I Comprc",ion,kip<Ec«nlrically L<:>odedS ingIeAngle. MISCELLANEOUSOES IGNTADLES Tablc4· 13 , S,iff... ",
Rc~"",i""
F""""
Tablc4·1 4. A,.. il.hieCri,k.1 S' re" r.,.. Comprc"ion Mcmbers
AVAILABLE COMPRESSIVE STRENGTH Tbe"'.il .bI.>I,.",g'hof"""'pre,,ionn.. mN:"''''I'. orl'A . whkhmU
Use of Table 6· 2 for Oesign of Compression Members T.N.~2""yN:usedfo<e1's.Thi.l.b"'i",,IU
_
iustthosem,"'c'(munonlyusedascol urnn •. &cP-.rn6fora
u,ingTable~2for""ignof"""' pre"i""memt>e,,
Oetennining the Width·to· Thickness Ratios of the Cross Section
~~~::;::::::;;"';'::'::;::'i~::~~:::~~::~~.:~i:;:::~:~~' ::::~f:~ men'of'hecrosssec'ionperA ISC SI,...·ifiml'''''&ctiooIl4. Limi 'in~'''id'h-to-'hick ..'' ~~: ::"rioo. value, of F, ofmemt>e" ,ubjectcd 'o "ial rompre»ion are pre",n'ed in
EFFECTIVE LENGTH ANO COLUMN SLENOERNESS C.,lumn'.,.,dc'ignedfortt>eir.kodcmc".L, I, perA ISCSf"'Cifirn',,,,, Scc';oo El.Tbe offec1i,.. long,h.I~ .i,e<¡u.llO,he.ff"",ive 10ngIOf""or, K.multipliedl>yl,,'hephy,ical k ngtht>e'''·ocnbn<edpt>intslsccA ISCSpuifi",,';''''AJlpend;.6) Wt>ena "abili'yanaly,i, i, perfor",ed u,ing,t>edire<:1 analy,i , .... 'hod perArsc S¡>«;/km;ortCtt.ptcrC,K _ 1 Wt>ena.tabili'yanaly.i,i'perfonnedu.ing'hefi"'..,,.deranaly.i, mc' hodinAISC S¡",·;fi( ·~I;(",A¡Jpend i .1 . &c,ioo1 , 3.K _ 1
Wocn. ".bil;' y an.ly. i. i, performcd "'ing ,he «;fir~I¡,"'A¡Jpend i .1.&c,ioo7,2 ., ocfollo",i"gaPl'lie,
K _ I fOO-e<>lumn' brnccd.lcach end and ",hos
• ..,.;1 l"<()Illribulel,,!>le,,,1
K_lforallrolon,",wocnloc"""'ofrn.,imom.lc
COMPOSITE COMPRESSION MEMBERS l'oo-locl"c""",...wrom""" ileandfill<:iIOi"'roml'"'";'-"n",mbers. ...,A ISCSp"'ificalia,,Se<:lioo 12.ndlbedc,i8nIJNe,,,,,,,'¡
.1 ""·.... ai"".o<Wm~"u~I.....,"I'C ..
Available Strength in Axial Compression-
"",1
Web Compression Buckling 1lle1"";ablel'•• i'lhe",'.ilablew'brompre"'¡""buckl;l1$w"nglhfO
"",1
R• •
~Qf(AISCSp«;fi""'ionll<¡""i""Jlo.-8)
P•••
~241~f&
o, forLRFD.oo
H'!~
o,forASD. kips
Q¡ • 1.0 fo<W.iJJ.I"" f·,.. _ 'l"'dfioominimu",yield;ore.. ofll>eweb.k'¡ h .. clcard¡"aoceocl,..",,"n""gc
:1
: ~. ~
Flange Local Bending lñ<,.. riablcl', . i, 'hc a, .. il.blcn""geloc.l bcnding"",ngthforlhccolumn"'fo llo.,.
flJ. 4· /.
lIIus'''''¡'''' of~.., biorol)"j,IiI;"g¡;,";'''a''
¡MSCS¡>ocif"'otÍClnS«,¡"" J/o.n
Tabl e 4-2. Available Strength in Axial CompressionHP-Shapes ~::'~/"imil "'tOT.bIc4. I.C,«ptitrovc"IlP·'''''PC',,"ithF,_ 50''i (ASTMAS72
Table 4-3. Available Strength in Axial CompressionRectangularHSS AI·ailablc ,t",ngth,inuiaICOlnl"""Lon.regil·onforrectangular IlSS",ith F,_ 50hi (ASTMA500Gradeq.1lIe,"""I.tcd,,,I ..,.re¡;i'.. nfor tl>eeffoOO
fl! . 4-1.
1II""ru';'''' ',"'«""pm ,;,,,,bou:*/in~limi,,,,,,, ( MSC S(>e<:ifo<"Lons,.",;""I/Q.J~
in,·c>l igalcd.Todclmninclhc av.il.bIcSlrcnflhin",ialcompres'ion ,lhctablc.hooldbc cnlcrcd .. lhc lar¡¡ornfl-q .ndl-
V.I""'oflhc"'lio"lr, .nd<>lhcrpro¡>
IlSS
prc"i"""",mbc ... orcli"odollhcOOllnm mToble4·3
Table 4-4. Available Strength in Axial CompressionSquare HSS T.ble4-l i" imilar In Tabl. 4·3. e>cept lhal il ",,"e ... "lo.'" Il SS
Table 4-5. Available Strength in Axial CompressionRound HSS ",".ilable "",n&'h, in axial ""mprc""ionare gi ... n f",,,,,,nd HSS "· ilhf~ .. .l(i ksi(ASTM A500GradcC), Tode1cm'i .... lhc.,'.il.ble.l"'n~lhi na.i.l"""'rrcssion .lhcl.bleshould bcenltcdal Ihcbottomofthc.,.. il.blecoloonnSl",n811t'''ble'
Table 4-6. Available Strength in Axial Compression-Pipe Tablc:4-{ii"ioni t"'loTabIe4-S.e>c<:pl il"".... pipe ,,'illt
f~_ 3S k;i{AST MA53GratIc ¡J)
Table 4-7. Available Strength in Axial CompressionConcentrically Loaded WT-Shapes A>'.iI.bIeSl",n~lltsin",i .I""",prcss;on.i""ILJdin¡lhchmi l"'I.ofne,"ral"orsion. 1 buck lingwith o accortlingto lhc User Note in A1SC Spnifiro'¡on Secli"" E4.aregi,..,nf", concenlric.llykJ>
c....
~~:~~:: ~:f~~of~~~. ~.~""""nlrio.IIY loodcd wr.sh.pcoomprcssion ""'m·
Tabl e 4-9. Available Strength in Axial CompressionDouble Angles-LLBB T.blc 4·9 i'tl>o SlIme as Tablc 4-8.c,"'pI tha t i'pr<>'·Klcs.".il.blc "'ens'h'inv: i.I«)",· """.ionf<>ro;lwbleangbwi'hlonglcgsbaok·'<>-baok
Tabl e 4-10. Available Strength in Axial CompressionDouble Angles-SLBB T.blc4.IOi"I>oSllmc.,TobIc4.8.c,<eplthmi'pr<>"idcu,·.ilablcstrro;lwbl.angbwi'h ,hort log' back·'<>-baok
Tabl e 4-11. Available Strength in Axial CompressionConcentrically Loaded Single Angles A"ailablcstrcng!h'in .. i.le",npression.rc i i"cnfor singlcanglcs.loiodcd'h""'gh,I>o«n noidof'hecros>se<'ion,,,·ithf",a 36bi(ASTMA36)lw.odu(l<>IItheeffoct",,lcngthwith respe
Eceontric.lly loadcd,inglc.nglosm.ybeassumedtoheloiodcdthmughtheeentroid ""llentllerequiren>cnt>ofAISCSpCI.I"tl\c>ec.,,.. theoo:en tric ity . ooeoorestraintarcocrth""'gh.modified .k r>dcmc". Tablc4-1Ic,n thenheentoredu,in,g.neffocti,,,lcngthl>asedontOen>o:>dif>ed,lendemc.. ralioti n>csthe radiu,ofgyrationat.:luttfH:o·a,i'."
Table 4-12. Available Strength in Axial CompressionEccen1rically Loaded Single Angles A,·. ilahlc,trcngth,in",i.l""mp"",Km.rcgi".nf<>roo;entri".lIyloiodcd,inglo,nglc' .. ithf"r," J6k;i(ASTMAJ6) n.clonglcgofthe.nglei • ....,medtohe.ttocl>edto.gu""'tpl.t.with a thid"""'of I,~I. The IObul.tcd ".Iues."",,,. oloatl placed.1 the ",id-,,'idth oflhe longl"g ofthe '"sl< .t.dist."",ofO,75Ifrorntl>oroccof thi,kg
Table 4-14. Available Critical Stress for Compression Members T.blc4_14pr<,.,.i
as¡>eiar.d10 k,i
1."
Table4-1a
Available Strength in Axial Compression, kips
-{ .... ~
- .. .- - - -
...,.,.
:, "" ".
M'
~
~
,,~
i1
. iI
".
p. . . .
:-:::;' 7~~'
t{¡IlC'.k.iIL' P.../I1~-iO.' 0. ,, '.6/
M O<
'" "" ~
~
~
M' ~
~
10100
~
,~
-- . . - -.. - .. -"ro
~
M
~
~
~
"
~
~
~
..... ,.-
~
~
! P... ~
... ..,.
~
j
'-'"
Fy =50ksi
W-Shapes
=
\970
.~
..
--
- .- .-
,-
-..
~.
.,...
~
" . O.lIO
~
~
~
~ _ _ !iIL _ _ _ _ ...
Table4 -1 a (continued) Fy =50 ksi
1."
Available Strength in Axial Compression , kips W-Shapes
-{ - - - ....
...,.,.
~
... ..,.
"" '"
~
~
~
MO<
"'" "" '" "" ~
~
i1
.i . I
j
!
". - <110
"
ro
.
'-'"
..... ,."
P.. ,~ p... kipo
:-:::;' 7~~'
t {¡IlC',k'iIL' P.. !'/I1~.iIL'
~
~
- -
~
~
=
.ro
""
-
"ro
..ro
l til O
---... - - -
,~
,~
"'"
..
oro
,-
~
0. .. '.61
~
~"
~
.. .. O.!IO
,m
,~
' 010
16'0
,m
~
',...
'810
-
~ _ _ !iIL _ _ _ _ ... ,no
1
Table4-1 a (continued)
Available Strength in Axial Compression , kips W-Shapes
F, =50ksi
Table4-1 a (continued) Fy =50 k si
1
Available Strength in Axial Compression , kips W-Shapes
..oItl. ..... Ml.MI'JI1.Ml'JlkMl'JIl. ..... ...ltkM
ASII lN'V ASO lN'V ASO lN'V ASO lN'V ASII lN'V ASII lN'V 22IIO nlo 2200 2UIO 2\50 2\30 2100 2010 204CI 2010 1970 1930 13110 1$50 1810 1/10 1680 1m 1'\I0 1
:l4OO 2OIO :mOl 2010 33(0 1990 J210 1910 J2
J200 HIlO JIKI 1Il00 3\10 1810 )(ISO 13010 3010 1810 2960 1730
2900
1~
2350 1710 mIO 1610 2120 1&010 2fiE0 1600 2520 1510 23!10 IUI 22«I I34Q 2100 12EiO 1950 1110 1"0 IO!IO 1610 990t 1530 911 mi 1<00 8JO 8< 1 12EiO 15 1
~":w
I . ':.
XJIII) XIIO
1!I60 16\0
mIO I1OO 25ti0 2730 \6EiO Z5(\(I
1550 23JO 15\0 neo
2990 HlOO 2700 11Ió0 2<80 1500 22110 29fiIl
1760
2680
16Xl
2450
1.f90 224C1
2930 1760 2650 1610 2'30 1'10 n,o 2900 17.00 262Il 1m 2<00 "50 21110 286() 1720 262Il 1690 'll1O 1670 27lO 1&00 2WO 1610 26XI 1500 2570 1!M) 25tIl 1510
Z0J ,.&o 2400 2280 2150 2020 '",, I~
1620 10190 1310 1250 1130
1«0 1360 1290 1210 ' 13(1 '050 \166 690 815 / .. 610
2W 1510 l:ltiO 2550 1550 23JO ~10 I~ 1290 2W1 1500 2250 ~ 1'10 2210 1"" 2170 Z320 1.,0 2120 nlO 13!I0 2OIl(I 2220 1350 2030 21K1 1320 HIIIO 2050 1250 1810 1930 1110 1770 11120 1100 l6EiO 1/00 1(lJ(I 1560
nlO
mo 1<&:1 13010 \220 1110 1010
950 1<3C 88 1 13211 810 1m 140 1110 613 1010 608 9"
1.30 "'0 1390 1300 13«1 1310 1280 126(1 1230 12IXI 1130 1010 99(1 901 !IIl3 196 730 661 60:; 5016
2150 2120 2OIlO 2050 2010 1970 1900 189(1 1840 11JXI 1100 1600 1500 "00 1300 1200 1100 1\01
!109 Rl
I-IOO \310 l350 \340 \330 \310 \290 \210 1250 12X1 1210
211X1 2010 2030 2010 1$90 1910 IlIOO 19' 0 ,_ 1850 1~ ' 0
mo 11!1O litiO
1130 1100 1010 1020 951 8QG 835
1140 1100
lti&O
1620 1530 , ..... 1l50 126(1 11150 113 1070 6S3 9112 596 II1II !40 812 <81 133
m
Table4-1 a (continued)
1
Available Strength in Axial Compression , kips
F, =50ksi
W-Shapes
..oItl. ..... Ml.M I'J11.M/YIkfJ'. Ml. ..... 'Akt.J'o
ASII ll!fV ASO UIfO ASO UIfO ASO lJIfO ASG lJIFO MO UIFO l000 .SiIO
~
1«0
371
IlSO 'e80 "30 1<00 11160 mil
1100 ' 0)3(1 15$l 1680 1020 1S30
1132
m
"'00 1)90
1230 lUO ,¡ ' O 1~
!tiIIO
1~10
91l 901
lzeo
1920 1160
1110 1090
l/50
lUO
1:!OO U(lO 1000 1&20
793
tm 1260
1210
m 1160 164 mOl
1370 13S(1
830 319
1250 \230
145
888 13010
801
\210
73S 1100
96!1 145Ol 9<8 '430
87¡ $59
7114 7&:1 766
m.l 1170
710)
Icm 1070
691
1060
!1&2
10J0l
931 912
1oOlO
mo
mo
1150
m
".¡o
1121)
m ,3oI/I
1140
750
11J:1
806 ,¡'O
733
1100
667 '000
789 710
11!iO 1160
715 6911
101!10 1050
1152 615
IIli 11$5
8Z8 ,¡.¡o
750 1130 m 1100
OleO &61
'02(1 go¡.o
618 601
1m 103
708
lM11
1W2
!164
~
17/
6&0
9M
GM
m
~¡
730< 1100 6115 1000J
li35 ~7
W; NO 801
-189
m
$86
"3
MS
398
S!II!
357
516 fM
m
I . ':.
3003 826
1110 129(1
ru
872 1310 1150 1280 805 1210 78:' 1180
~":w
"!IV
1310
34a
99.0 ,qo 980 "lO
l UlO
620 $¡j
m
"M
«,
m J59 m
m
931
lJ63
602 5til $19 .78
79(1 129
.u
663
3IIa
600
3160
5lII fM
'31
J2]
290 261
Table4-1 a (continued) Fy =50 k si
1
Available Strength in Axial Compression , kips W-Shapes
ASlI UIFO ,\S[I UIFO ASlI UIflI ,\S[I UIFO olSD UIFO ASlI UIFO olSD UIFO 119
HIIIC m
98 1
676
1(0) 61.
1161 644 626
1106
~
01 536
m 562 902 S50
m !>36
&45 503 12fI .092
!R ~
1140 56a 910 550
&$1 520
.:15 419 /82 465
821 503
15t .050
135 444
191 -185 767 466 135 4016 rol .16 6$7 405
II!I/ ~I
m 3!O
129 rn 7(11 ' \6 rn 39Il 640 380 1106 361 57/ W: 544 :m 512 31)0 400 285 449 '11;6
9t3 600
m ~1
&44 5\0 1O!I 089 m «il
659 398 62Il m
5ll!l J162 563 30\
532 352 545 329
529 320 495 299
e
«il
~
~1
120 M ''' 651
406 389 311 351 :131
m
~
m
571 !oC3 514 «i
4M oI28 :M
1fI<
Q2
6301
' l.
562
633 :leO 51. 339 510 810 :166 ~1 W <91 ~
151 5<1 "2 :J3.1 500 297 m 316 "S 1111 491 :¡gs 441 i'64 310 465 219 "9 2'7 281! rn 259 390 229 '11;/ 401 2«1 3IlO 212 2j06 l6G 22\ 33\ 194 225 33S m JJJ ITI ¡n\ JO! 183 176 161 185 21e 1116 .49 "5 lti5 r.i:1 109 12' 130 150 12ti 134 1OZ 1I7
551
'/C 441 Q2
391 311 305 318
m
21/ 24.2 21e 1915 171
'" § ~ mili ~ ªf i l :~, i~ r'~: i~, ~;¡~: il ~ ¡~J ~ :~ if¡ l i ~ ~n
P_Olpo
P... ~ p... Olpo
~
1'a,0lp0
123 \ 8$ 1(11 156 oo.J 1~ 77.5 1\1 77.1 \1' 61'.' \0\ SU 1/.0 lB 11.0 ZB 13.1 2'l! I~I le! 11.3 115 11.3 1/.11 1~1 :'01 XII 131! 1!JI laI 11>3 11).1 120 IU \11 !9..\ 11.5 UG ':17 WI \15 173 91.11 1<6 77l 1\l \13 862 . . ~u
m
m
_
_
33,2
31,0
29.3
21.S
"..1
_
_
22.3
21 .1
IS.' 11,) _61.1 7'1.0 2Il.ll
Table4-1 a (continued)
1
Available Strength in
Axial Compression , kips
F, = 50ksi
W-Shapes
MIt .....
.ovn...,.
ASII lnII ASD 2960 "50 _ '31~
2590 J900
2M0
42fi0
2500
zeoo q'Q
MloMMlo..,. Ml. .....
UIFO ASD UIFO ASO IJ!RI ASll 2451) :l6'lO n:oo 3330 2000
003(l
21!70
38IOl
23m ZJ.lO
I'.Ifi,...,.
UlFD ASll UIFD )()5(l 11l5O 17I!IJ
~ro
1100 J22Il 191!W1 Z9"l 1700
~
~
211O
2650
JUI0
1!1J0
291Q
l 700
153(1 3eOO 13 ' 0 2760 ,,50 20090 37"" 2280
~1O 2090 3\00 ISlO 2e6O 1700 ~10 3AlO 2060 3OI0 1880 2820 17,0 t510
21 10 .¡oeo 2450 J68I) 2Wl <000 2<00 3(;10
2'1«1 2190)
llOO 2020 3300 \960
lIm lMO 2'17(1 1800
1n0 1M0 2520 VIO 1&10 2"'0
26 1 0
:mo
~
2151)
J2XI
I 9010
2910
1l60
2lBl
~
3M0 2:lOO :l46O
2100
3150
!1m
2M0 1728
2590
2J50
1 tiI0
2001O
m0 2360
2'90 37S0 2250 3JeO 2000 3OeO 1&10 217\1 '680 2520 Ir.30 t300 2<30 3660 2190 3m 1990 3000 1700 21tO 1630 2450 14/10 2230 2371l
3S60
23OO _
1130 3200
~
2OOIl
:lll0
325C
I94C
2910
2090 ¡'oIOl 18i'0 21!IQ 17110
, r;oo 1400 1m
1210 10!0
m
861 Tl7
2910
'100
21510 15110
:mo 3'OO 1881l 2820 1691) 25010 'SolO
2230
2160
lIMO
,9W
2)IJO
1«0
2160
2310 1390 21(10
UI20
2¡lJ
l630
2"1iO
lo1/10
22lO
1350
2030
'1(;0
2640
15110
2310
1QQ
2150
'lOO
,1I5O
1700 t5S0 1S2(1 n9(1 13aO
2910
lT.JJ 2I510
IS70
2360
269D
1000 2.0(1
1«0
2170
2060
ueo 2,go
,m
1ge0 111O
,760 '06Q
1$91)
955 '0.0)
U''''l 1320 1990 2030 1190 17110 '1IZIl 1010 1600 1620) 9015 1020 1«0 843 1210 1290 757 1100 1170 6113 10(1(1
1190 lOro
1/'W 1610
1060 949
1590 143(1
9SoI
103(1 1270 113(1 lmQ 9 17
6011 1415
1270 1120 10(1(1
\1501 11$4 156 610 $97
1430 l2eO 1100 1010 1M
767 678 !lOO
1150 11m !102
51'5
eo5
<81 0134
ru
845 75-1 676 610
--
1010 '2\10
~
2110 '270
tIll'O l2S(1 'e8(l
19010
1170
1910 1150 173C '751)
Sge
&911
i\36
80e
~
&11
01
IV
105(1
15\110
asg 12\10
rn
Table4-1 a (continued)
1
Available Strength in Axial Compression , kips
Fy =50 k si
W-Shapes
..oItl. ..... Ml.MI'JI1.Ml'JlkMl'JIl. ..... 'AkM ASII lN'V ASO lN'V ASO lN'V ASO lN'V ASII lN'V ASII lN'V 111110 1620 1600 1570 1550 1520 1090 1450 1020 1380 1:l40 1300 1260 1210 1170 1130 1000 9t4
655 161
6!W
2520 2' 30 2000 lJtiO
Z230 21110 2130 2070 20IO 1550 I!SIO 1820 17110 1690 1560 1020 12110 1150 1000
P... ~ p... Olpo Pa.0lp0 ~ ft
~":w
1320 1:?90 1<'60 1230 1190 1150 1120 1080 1000 991 916 314 I~
675 !lOO 52\1 068
IWO 190(1 Ig(I(I 1&00 IlW 1730 11180 1620 1560 1500 13!1O 1250 1130 1010
002
11110 1150 1120 HI90 1060 1030 992
2010 1190 liOO lI50 1910 1130 18110 1120
957 "00
600'!
92I 885 611
I3!1O 1330 1Z20
illo
8 16 1&0 117 651
665 S95
9iIlI !$O
m
905 803
'111
715
013
m
'2\1 3M
603
375 338
563
329
50$
297
m
5110
1770 1050 1130 1000 1&lO IOI3O 1600 9n 1590 942 1500 912 U90 831
m
SS<
6(13
P_Olpo
1500 1250 1:l4O lü0 2170 1290 1020 2140 1270 1000 111 0 1250
1Il00 1730 1110 11180
2m 1380 2070 1m 1850 1100 1650 22!10 1350 2030 1210 1310 10lI0 1620
m
56G S23 062
7i4
~
fS1
f(I(i
. 11
617 551
JtiO
~\
:121
qz
. 114 M6
233 260
'33 39\
US
338
¡ 17 3016 11' 290 03\ 204 M6 201 310: 35,) \JJI J2.O QJI 29..0 ' 11 lO!.! lt5 13,1 355 2120 3190 I~ 13/0 11/0 1110 313 1320 11.11 t!il SP es: OM '" :167 5/i1 292 ... 131 )11 "~ "A I1J 112 llJ 61.3 111,\ 10.6 11.1,2 1&.\
I . ' :.
1134 69(1
888 !7I
1400 13$l 1330
mo
655
12'10
ll38
12$l
197
2ge
15110 150(1 1500 14110 1020 1370 1320 12110 1230 11110 1080 973 8!10 1M tI9!i 61 0
1(\0
:166
1050 I ~ '0'0 1520 1(100 1500 980 IW \166 " 50 901 1020
162 202 111.1 :.1,1 00!i 109 113
m
1 1~
10]
Table4-1 a (continued)
1."
Available Strength in Axial Compression , kips
....
.""
- ::: - - ::: ~
.."
.....
"ro
i
~
i1
. ! '-'" ..... ,.-
".
.."
,. ".
~
m
iI j
F, =50ksi
W-Shapes
."
..
'"
~
~
'"
~
'"
. '2x ro
""'-
~
m
~
*
~
M
~
no
on
"' ......
'"
P... ~ p... .
'"
~
,~
n,
'"
",
...
.... ""'- ro ... ""'- .
,~
'"
m
'"
':::
~
., .. .. n,
* ~
~
m
"'
~
~
~
,.
'" '"
.,
:-:::;' 7~~'
t{¡IlC'.k.iIL'
P""" : k.iO.' 0. . 1.67
-n. -
... a."
".
- -
Table4 -1 a (continued)
1
Available Strength in Axial Compression , kips
Fy =50 ksi
."" ""'"..... ""'".... ""'".".... W-Shapes
....
- ---{ ., . '2x
~
.."
:=
i1
"
~
. ,
j
!
'-'" ..... ..
.."
.,
" '"
.. iI
.....
~
~
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",
...
m
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'" '" '" "' ,. , '" '"
o .•
'" '" '" o .•
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~
57.2
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m
. ., . ........ ,
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., tl,1
.. .."' ., '"". ,,.
51.1
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P... ~ p... kipo
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6'-9
~
61.9
::::;' 7~~'
t{¡llot.k-.' P.,''/I:k-.'
- _-..._41',_. . .-__ v.
~
0. . 1.67
".0."
1610
*
,~
,~
Table4 -1 a (continued)
1
Available Strength in Axial Compression , kips
F, =50ksi
W-Sh apes
..oItl. ..... Ml.M I'J11.M/YIkfJ'. Ml. ..... 'Akt.J'o
ASII ll!fV ASO UIfO ASO UIfO ASO lJIfO ASG lJIFO MO UIFO 9301 911 89/ 875 851 825 7te 769
83' 815
125(1 1230
rn
Il10 1280 12.j()
1000 '*
¡55 132
1130 1100
S&9 647
1200
107
1(16(1
62$
1~
1111(¡ 1110
SSI 654
1020 9S3
602 578
70e
106Il
626
IMI
553
fin
10211 96S 9l!1
!'l6 !l69 $010 51 1 482
MI 8M (111 /(11 724
501 '7$ "9
ro
1i45 613 580 \.48
m 12<1
633
m
55Ii
324
na
213
012
p.. .
~
l'a,kipo
Io, ft
~":w
m
n2 l3I)
'300 1&1
1090 ' 03(1
' 000
tilS 599 5$2
~
..
m
m
m
m
117
215
150
'"
,. ~
423
0135 315
' $O
1110 6<3 1090 630
m
Q3 30;5
vo
'P_..."Po
737
m 1200 106 In 1110 663
m
m
121
"'
1116 167
1(111 96.5
150
87.'
162 145
'1Il!
99.5 "9
9.'3
'1,15
')1
~
.. 106
~
'59
94.2 64.5
142 127
76.3
115
82,6 '2'
25.2 JU n.r 30IQ lOJ.2 lO.3 11,7 2I5,~ 1~1 23.5 '0.0 2'.D 949 ,.30 fiOO 1040 al 132 328 4IM 22Ii 3« 163 141; Z35 183 216 \(2 113 '" 161 86.5 1)(1
m ':le
m
9.'7
U(I
5(.'
I . ':.
SU
'1.N R.l
4!j.3
' 0.6
9.011 JU
Table4 -1 a (continued)
W-Shapes
....
{
.
.."
~
j
! .
"-'" ..... ..,
m
m
m
,. '" ".
m
no
"' :'
~
m
m
,
,.
.. ,.
P... ~ p... kipo
m
~
.."
*
~
"
~
-.,
.....
~
.. . iI
w'"
."" ""'"..... ""'".... ""'".... . 'Dx
~
i1
1
Available Strength in Axial Compression , kips
Fy =50 ksi
ro •
,. ,. O•
.,
~
~
~
m
~
m
m
~
'"
m
..,.
,,'
. .. .,.... .. oo.,
"' " "'
o .•
37.3
....... 9U
71.9
::::;' 7~~'
t{¡llotokoo.' P.,''/I:;;k .' 0. .. . .67
... ,_. . .-__ ..- _-..._41' ,~
~
-
,~
,~
o.,
Table4-1 a (continued)
1
Available Strength in
F, =50ksi
Axial Compression , kips W-Shapes
..oItl. ..... Ml.M I'J11.M/YIkfJ'. Ml. ..... 'Akt.J'o
ASII lN'V ASO UIfO ASO UIfO ASO UIfO ASG lJIFO MO UIFO
'"
.,
., ~ "' w m
~
~
~
,.
,. "' ..
n,
m
m
m
'"
m
'" '"
~
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'"
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'"
972 ' oOE
¡~ m i*, il l:~¡ ¡~ '~ :E.: ~¡ :§¡ ~ :El ~: :~ ~:
1215
1!1O
19.0 2M 507
7111
11;4
m H9 47,1
,t.1
ln 83.6
102
:: 1::: ;;; :: ::: -"' -"' '-'''-''J
153
--n.o
101
~1.2
~g
4,5.9
61.1 JIU
' 7,0 25.5 '3.3 ro.o ' 2,0 1M 10.3 ' 5.5 J6J 1"'6 1/0 2ti2 IV 192 81.1 122 123 las ~I_a 102 53.7 au 45.9 61.1 H2 ", ,1
7.3$ lS.2
17,1 22lI 7$.1
1.11
ng 11.7 1-16 ~_1
7.17 V.(I
10.3 1~7
.2.6
2. 12
2. 10
2.00
2.03
U5
1.7~
1.1J
1.73
779(1 25010 UIFD
6S3O 2100 1/00 _ - ' ' ' ' _ . ' ' ''. _
"80
51.1
9.5CI
l .,)
no
!M.¡
53.2
~~
7 . 1~
tU
9.13 I tO 37.1
2.(12
I.n
3630
3100
1410 1m ... _ _ 100.
10«)
Table 4-1b Fy = 65ksi
-{ -.....
...,.,.
~
1."
Available Strength in Axial Compression, kips W-Shapes
"" '"
~
~
.- '"-.-"" '" -""
... ..,.
~
MO<
~
~
~
~
,,~
- .= ... .= .-... - .-i ·... .j -... .. ... ! · - = · - =--i1
.m
"
I
=
.ro
.~
- ...
~
~
.- - ..
'-'"
..... ..
P.. ,~ p... kipo
,",00
~
:-:::;' 7~~'
t{¡IlC',k'iIL' P.. !'/I1~.iIL'
,,-
~
0" .. '.61
.. .. O.!IO
.- .-
.,...
...
,,-
~ _ _ !iIL _ _ _ _ ...
_Coo*oo-.sno"'I _ _ _
~
. _
1."
Table 4-1b (continued)
Available Strength in Axial Compression, kips
Fy =65ksi
W-Shapes
-{ -.- ...- - -... i i -. .... ~
MO<
...,.,.
""
~
M'
..,.
~
~
'" "" ~
~
"ro
".
1
j
.~
..... ,.-
P... ~ p. . . .
:-:::;' 7~~'
t{¡IlC'.k.ilL 1 P.../I1~-iO.'
""
""
.w
. --"
~
~
.~
.m
1810
."
"
.~
~
.
"
- -.- ,-
."
~
~
.,...
~
0. ,, '.61
=
..
,~
! '-'"
w"
.ro .."
I o
M
M'
~
""
" . O.9J
16'0
." ,.
~ _ _ !iIL _ _ _ _ ...
_Coo*oo-.sno"'I _ _ _
~
. _
Table 4-1b (continued)
1
Available Strength in Axial Compression , kips
Fy = 65ksi
W-Shapes
..oItl. ..... Ml.MI'JI1.Ml'JlkMl'JIl. ..... ...ltkM
ASII lN'V ASO lN'V ASO lN'V ASO lN'V ASII lN'V ASII lN'V 01810 7310 «Ei0
6700
~
MM)
~ Z40
6380 31m 5910 356CI l350 5380
626Il
3870
~
3590
&II\(J ti040
3810 3140
~no
35lO 5290 3180 'I!!IO 28'lO ' 350
5G20 :W;0
0220 6340
3$jQ
~
3600 5$XI 3390 5090 301!10 '59(I VI\(J "!!lO
"30 6110 36tlO 4000 6010 3110
5I!IOO 5610
3680 3roD
52OXl
539J 3310 _ 5260 J230 .eoo
3240
0I81O
3240 01810 ~ ... 30
j \ 10
11m ' 100 430D &4I0 0020
<311(1
3120 06SIO 2990 "'90 2!l2O 'JII0
Z840 .11O 2720 00i!I0 2650 lIiIIO
2$1!10 _
3900 5$30 3680 SMO :lOto 5'30 3'50 ~1*1 Z840 '210 J3.IO ~no 3590 53tO J330 ~ 3010 0&20 2710 '1&0 2510 31!!1O 37*1
~
5110 l'<0 5I*1 3200 01810 2\Il1O .. /o 2760
"90
5250
3240
3390 5100 3140
w;o
,no
2990
4090
1'100
'J5(I
2MI0
00«I
Z040
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3920 :1370 3560
1190 2\Il10 21/0
1610 ./90 195O "l:\ 2I20 0090 1"" ü80 :mo '1.0 2$«1 31110 118O . 160 15óO J$.IO 2350 3830 11 10
1510 :M20 3160
212O :mo 206O l100 ,90(1
Ze60
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36oI0
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3250
1910
1160
1Q)
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2350
3830
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32.o
1 980
2\III0
1400
1310 1100 1\100 l IOO ISoI0 1390 \1/0 \160 1010 983
)1/0 31&:\ 2350 25tIO 1310 1090
36j(I
1'*1 19010 1150 15/0 l'1O 1290 I ~10 \1/0 1150 10/0 1600 985 10180 907
1900 1110
1WI
1600
J220 19/(1 1'!60 1900 1710 1&10
1~20
"50 1310 1110 105(1 \105 MI 78' 115
2!120 2100 1360 1130
liSO 2NO 1m 10li;l) 1600 2010 1-160 1200 1040 1160 1310 1m 130IJ 1950 11110 lno I ~ l iSO 1110 1010 1610 ' 160 10/(1 \610 979 "10 1610 9110 1.10 1!96 19 10180 900 1350 823 1240 13160 83(1 , 15(1 75$ 11*1
1060 130) 1110 105(1 950
11110 1950 1750 15110 1030 e69 1310 195 1100 130 1100 673 1010
11!!1O ,. 1150 1510 1020 1290 \110 1010 6.o;e l1\li6 sos 909
Table 4-1b (continued)
1
Available Strength in Axial Compression , kips
F, =65ksi
W-Shapes
..oItl. ..... Ml.M I'J11.M/YIkfJ'. Ml. ..... 'Akt.J'o
ASII lN'V ASO UIfO ASO UIfO ASO UIfO ASG lJIFO MO UIFO 2IMO «20 2670
4010
2e6O '300 2590
2410
J630 2210 :mo
2020 lOJO
l820 21JO
23XI
om
2560
3MOl 23
28OO
oI2OO
2Ul
3llOO
229D
J.4.I0
2670 4010 2420
J6J0
21(J0
32l10 2OCO XOI
UI20 2740
1640 2.00
26Z0
~
2 ,
:mo
l1eo
\ 610
2'20
1920 1890 1/50 23XI
mo neo
I8IIO
2100
3'50
'910
2810
1720
2590
m;o "40 2500 3~ noo 33\10 2070 3110 1880 23XI 11(1(1 2S5O tn0 00I0 2.o$) :l69(¡ 222() 3300 2000 lO6O 1850 Ueo t610 2!i'O 3$j(I
231O
' 960
~
_
JoI9O 2100
mo
2510
l7Xl
22/O
:l42Il
JOIIO
1540
2310
~
~
222()
:n.,¡ 2OOO );nO ' S30 21!l(1 1670 2500
,~
nso
~
1620 2üO 15110 2310 1530 t300
1"60 IUO ,.20 21JO USO 2010
1090 2230
IlJ0 20IO
1«0
1290
19040
':!(IO 1110
1610
25/0 3810 2320 2-«1 J600 218:1 2»l ~10 2110 22/0 )110 2000
31m
2OlO
1950 1900 1800
Z9'oO
2lI6O
1M 1740 10m
Z820 <'lIIIO
2'610
2200 3310 1990
JOIIO 2780 lS«I ZMO ,790 1890 1&00 2<60
2130
1890 1130
3210
11130
2000 3000 ' 80(1 I850
2&10
15110
23110
VOO 1621) ¡'30 1<8(1 2m
1710
2!i10
21110
1301(1 201(1
Z1'J0
161O
2510
1500
Z250
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2000
12010
1710 2510
neo
1$«1
2310 1380
2070
1260
1!111O
1140 17 10
1$7\1
' <10
2\20
,~
1150
1730
1(10(1
10J 1290 1160 1000 932 &0 1
2150 12110 19040 1160 1150 1000 1~ 927 1-100 832 12$l 15 1
1;?Ei(1
1m 1150 !nO 1040 15$;1 927 1390 827 1250 742 l1J1) 610
1720 1().1O l~ro 15110 ~ I WO 1390 &0 1 12$l 12<0 750 l lJ1) 1120 673 1D10 101D 608 gU
11&1
9<1 10 10 647 12711 156 lUO 674 1010 505 !1O11 5016 821
l~ ' O
1020 1530
,seo m
8012 757 615 602 s.4(I
<87
1000
lm1 1UO 1010 905 SI2 133
Table 4-1b (continued)
1
Available Strength in Axial Compression , kips
Fy = 65ksi
W-Shapes
..oItl. ..... Ml.MI'JI1.Ml'JlkMl'JIl. ..... ...ltkM
ASII lN'V ASO lN'V ASO lN'V ASO lN'V ASII lN'V ASII lN'V 2500 mo 1270 131t1 2070 1260 1370 11:JJ 1700 1000 1~
1&60 16'0 1590 1570 1550 152(1 1500 "70 lUO 1000 1370 1330 1290 1260 1220 l1BO
1060 2'81) 1330 '990 1200 1~ 1 0 1090 n90 lU(l 21110 1310 1m 1100 1/. 101l0
2' 2(1
2J60
1021l
21JO
1290 1!Mll 1170
1/60 1060
Z3JO 1000 2'00 1m ,gl/1 1\50 l/JO 1!)jO Z?OO 137/1 2060 1250 IS1(¡ 1\XI 1/00 ,roo Z250
121/1 21110 1110 2060 <'000 1950 leso 1830 1/10
lWl 1¡I/I 12t11l lZiO 1210 litiO 1141l 1100 101l1l lOO1l
1020
1970 1930 lMO 183(1 1/10 1120 l6eO 1500 1500
122D 13J0 1110 1\go '1W 106(l 1160 1~ 1050 11:JJ 1I00 1000 1100 '&60 1198 l O/ O 161/1 968 l M1l 1560 \13/ 1000 '500 906 965 I~ 8/3 929 1000 840
8!.6 '290 782 11110 7IJlI IO/O 638 m _ M6
ro:! ü& 398
11i6 6/0
357 322
$36
59!
4IW
1660 1000 162(1 962 1590 95/ 1500 932 1500 906 1<110 8/3 1010 1)\0 1360 621 1310 791 1260 1Iil
m
m
1270 W¡ 1200 1160
\230
1016 11 2(1
1100
719 691
10110 1!)jO
mo
962 968 951 933
9" m
m
&08 62" 100
1500 lo1/J(l 101;1)
'030 1000 1370 ,Wl
1310
lOSO
636
966
63ij
9!iO
1169
SOO 525
1/2 119
m
Me
5/3 $lg 0163
0SIlII
'19
lIJO
.JOS 362
61.
31(1
632 604
359
539
323
w;
m
4IW <31
290 261
.35
290
2\i.2 231
11. 70/
li«I S7t 510 .~
m
1160 10lI0 lI6J
100
10;00 11120 1&00 15ro 15010 1510 loI/J(l 1.wo 1000 1360 1320 1m
/~ I
m roe
s.w :rn
m
~
0192 O!I 3$0
:156
1."
Table 4-1b (continued)
Available Strength in Axial Compression, kips
-{ i .i .... ~
...,.,.
""
~
1
M' ~
n. ..,. ~
~
". n.
,m
'810
m
,~
~
m
! '-'"
..... ..
...
P... ~ p. . . . ,~
:-:::;' 7~~'
t{¡IlC'.k.ilL1 P.../I1~-iO.'
vm ~
0. .. 1.61
" . O.9J
,.
~.
~
1910
".
--
m
m
""
M'
~
~
~
,~
-
1/10
~
~
". ,m
~
,.
"'" ""
V.
I
j
Fy =65ksi
W-Shapes
".
,m
w
w
~
m
~
~
,m
rn
'''0
~
-
,- ,- ,-
.,...
~ _ _ !iIL _ _ _ _ ...
_Coo*oo-.sno"'I _ _ _
~
. _
Table 4-1b (continued) Fy =65ksi
W-Shapes
....
{ ~
i1
"
j
!
...,.,. ,.
""
~
".
.
..,.,..,
~
,~
~
~
,m
,.
~.
,m
,.
- ,. - ". ,m
~
"' m
'"
P.. , ~
m
~
~
~
,m
1110
,m
,~
,~
~
".
~
,m
m
~
m
'"
~
., ., .,
m
~
m
~
--
~
.,
m
""
M'
m
m
~
,.
'" "" ,m
,m
'-'" p... kipo
M '
,. ..,.
,~
"
.. iI
1."
Available Strength in Axial Compression, kips
:-::: ;' 7~~'
t{¡IlC',k'iIL' P.. !'/I1~.iIL'
..
,
~
0. .. '.61
.. .. O.!IO
oo. _ _Oo*-_Atl, __ ,,~
-
~
•
Table 4-1b (continued)
1."
Available Strength in Axial Compression , kips
F, =65 ksi
W-Shapes
- - - .- .-... .-... ., ....
. '2x
~
.."
.....
.."
~
"ro
i
,~
,~
i1
. j
'"
..
,~
~
~
~
'"
m
~
m
~
'" "'.......'" '"
m
'"
'"
'H
.,
~
~
.
P... ~ p... .
,
'"
".
'"
~
m
~
""'"
~
,~
~
'-'"
..... ..
"" ""'" .... ""'.,"
,~
'"
iI
!
"
~
,~
m
'*
". "'
~
"'
~
'"
~
'"
,.
..
:-::: ;' 7~~'
t{¡IlC'.k.ilL 1
P""" : k.iO.' 0. . 1.67
-n.
". 0."
_
"m 6900 Coo*oo ASN","
_8UIO _ _~ __
-
Table 4-1c Fy =70ksi
-{ .-....
...,.,.
~
"
,
.. iI j
!
.
W-Shapes
... ..,.
"" '"
~
i1
1."
Available Strength in Axial Compression, kips
~
- .~
noo
~
~
.~
- -
'" "" '" "" ." ~
~
~
~
~
n~
- ...
--.--
." =
'-'"
..... ..
.=
~
~
P.. , ~ p... kipo
.~
~
,~
7~~'
n_
~:,:" I ':!IJ
.~
--
n.
.m
NO
noo
~
=
..
~
-
:-::: ;' t {¡IlC', k'iIL' p.. ¡'/IlO', k·iIL'
~
.~
.~
- .. ~
MO<
.- .-
n_
I;:-=:::.t==:::-:
1."
Table4-1c (continued)
Available Strength in Axial Compression, kips
-{ .... ~
...,.,.
""
~
W-Shapes
M'
... ..,.
~
MO<
~
"m
i1
-
. iI j
! ,~
'-'" ..... ..
P... ~ p. . . .
:-:::;' 7~~'
t{¡IlC'.k.iIL' P.,,/I1O', k-iIl'
,~
-
"ro
~
oo •
oo.
~
,-
---
".
,m
oo.
~
M
M' ~
~
~
~
."
- -
'" "" ~
Fy =70ksi
,~
".
=
oo.
,w
'w
~
1010
1610
,m ,m
.. -
,~
,~
'810
oo.
- =
- - ,-
~:,:" I ':!IJ I;;..=~t==.::-:
Table4-1c (continued) Fy = 70ksi
Available Strength in Axial Compression , kips W-Shapes
1
1
Table4-1c (continued)
Available Strength in Axial Compression , kips W-Shapes
F, =70ksi
Table4-1c (continued) Fy = 70ksi
1
Available Strength in Axial Compression , kips W-Shapes
..oItl. ..... Ml.MI'JI1.Ml'JlkMl'JIl. ..... ...ltkM
ASII lN'V ASO lN'V ASO lN'V ASO lN'V ASII lN'V ASII lN'V Irga 2ti9O 1630 24«1 1130 ZWO IS1ll Z3SO 1/10 2570 I~ 2320 1690 25JO I~ ..... 1660 2'go IOgo miO 1630 2'50 1070 2200 1000 1400 1m 1150 1570 Z3SO 1000 1100
Hao n2Il l :wll 2020 1220 1 ~ 2 1 "¡ 1m 19«1 1110 ,.'0 2110 1210 1910 1160 1380 2OIJ() 1210 1880 11"¡ 136(1 ~ 1m 1850 1120 1330 :!OOO 1210 I! IO 1100 1300 lB 11110 1710 lOro 1210 1910 1150 1130 1050
1m 1110 161ll 17E(1 1070 1610 I¡"¡ 1050 I~ 1710 1040 I~ 168(1 loro 1530
1850 1610 1510
m
1500
grs
1.1ll
951 1030 926 1 .
1530 2300 1300 2050 1200 1* 1120 1690 1010
1530
,.90 1240 1450 2180 1010 2120 1370 2OtiO 1320 IIl90 12110 1920 1230 IMII
neo m
1490 14«1 139:1 1350 1300 1250
1320
¡g¡¡
mo
122
1000
803 '110
ns
1090
660
"'
II!ISI
~
8!11! 106 1132
13JIl 1m 1250 12Ul 1160 1120 HI1ll
1990 1930 1870 ISIO 1140 IMII IfilO
1200 1110 1090 l1ro I~ 1(16(1 1130 1100 1020 11190 1640 \1M 1050 15110 951 1010 ISla 91S 911 1400 81S
888
,:wo
648
m
513
.,
ro:! ü& 398 357 l22
71i6 610 9
1IOlI 1210 126 1000
m
1640 158(1 1540 UIIO 1430
9811 959 9U
11\1.\ $61
BU
IWl
1220
1$4 11110 1S3 1130
1100 lI8$
6M 591
S711
$21
m m
1711
46S
".
0121
632
40S
614
)7(l
~
4C2
604
362
359
Sl9 434
323 290 261
w; .35 m
m
4J!I 394 3S6
(;55
$&S 516
'54
~
m
434
290
<31
91!9
B9'J
6n 1)10 !A3 1m
591
s.w :rn 2\i.2 1)1
TI!
492
1."
Table4-1c (continued)
Available Strength in Axial Compression, kips
- ::.- i .... ~
...,.,.
""
M'
~
~
~
,~
i1
~
. ..... ..
P... ~ p. . . .
~
m
~
'*
M
.
""..
:-:::;' 7~~'
t{¡IlC'.k.iIL' p.. ¡iI1O', k-iIl'
".
~
,~
n~
--... m w
,.
~.
~
=
! '-'"
n. ..,.
=
n.
iI j
Fy =70ksi
W-Shapes
,.
"'" "" ~
~
~
oo.
= ,~
""
M' ~
~
n.
,~
no
,m
~
,~
w
~
~
~
".
~
~
~
R
.. ,- ,-
,
~:,:" I ':!IJ I;;..=~t==.::-:
Table4 -1 c (continued) Fy =70 ksi
W-Shapes
....
{ ~
i1
. iI j
!
1."
Available Strength in Axial Compression , kips
"
...,.,. ,.
"" '"
~
""
-
,~
"
,~
ro
.
'-'" ..... ,., :-::: ;' 7~~'
t{¡IlC',k'iIL' P.. !.t'"~.iIL'
,~
»ro
,~
,~
"' '*
m
~
~
m
'*
m
~
'"
,-
.. .. O.!IO
~
""
m
~
0. .. 1.61
~
m
P.. , ~ p... kipo
,. ..,.
m
--
,.
~.
,ro ""~
"" '" ""
~
~
=
1310
,m
,g,0
"ro
,~
m
,m
,~
n
1210
@
"'
m
m
'"
m
~
_Oo*-_Atl, __ ." _ ,,~
~
,~
m
m
'"
m
.,
~.
*
Table4-1c (continued)
1."
Available Strength in Axial Compression , kips
F, =70ksi
W-Shapes
....
."" ""'"..... ""'".... ""'".... .'2x
- ----., ~
.."
.....
.."
~
i
~
".
,~
1010
,~
i1
,~
! '-'" ..... ..
~
'"
~
~
.......'"
'"
p... .
'"
'"
:-: : ;' 7~~'
t{¡IlC'.k.ilL1
P""" : k.iO.' 0. . 1.67
-n.
".0."
_
~
,m
.,
~
~
,~
,~
m
'"
m
P... ~
,~
,~
~
'"
~
~
I
~
,~
1610
,W
,~
.i j
~
'"
,.
m
~
'" '" '"
. .
,
m
*
'" '"
"
,-
17100 6900 Coo*oo ASN"," _8UIO _ _~ __
-
Table4-2 Fy =50 ksi
HP-Shapes
....
{ ~
i1
"
j
!
...,.,.
~
""
~
,m
M' ~
,~
".
,~
,~
. ..
,~
~
m
~
'"
"'" "" ~
,~
". ,~
--
m
HP1 8
'"
~
,~
,~
P.. ,~ p... kipo
~
,~
I
~.
- -
".
'-'"
..... ..
,. ..,.
,~
"
.. iI
Available Strength in Axial Compression, kips
M'
..
~
".
,~
,~
".
,m
". '"
,~
,m
,~
,~
."
~
~
"'
'" '"
.,
7~~'
"'O
~
0. .. '.61
.. .. O.!IO
.-
moo
~
. ..
,
:-:::;' t{¡IlC',k'iIL' P.. ¡'/I:;;k.iIL'
""
~
-
Table 4-2 (continued)
I
Available Strength in Axial Compression, kips
F, =50ksi
HP-Shapes
..oItl. ..... Ml.MI'JI1.Ml'JlkMl'JIl. ..... 'AkM ASO lIII'I ASO lIII'I Mll lIII'I ASO lIII'I ASO lIII'I ASll lIII'I 1620 1580 1\70 1550 1530 1\ 10 1490 "70 141/1 1410 1390
IOJ 1390 1380 1J1IO 1350 n70 1330 n.o 1310 noo 12'.10 2160 1260 2120 12.00 :!(leO 1210
IJ6C 1320 12'.10 1260 1230 1160
2Il4O 1990 1940 1890 1340 1740 163[1 15al 1410 1300
1190 1160 1\X! 1100 1070 1010 9002 877 811 7016
11110 725 109(¡
0le2
1(Il10
1010
m
866 794 6\7
~":w
20J 2370 2350 Z330 2300
!MI!
820 561
Wi 87 ' 662
1350
r.;J
'¡lO
736
1()70 ' lOO 1810 , O)J[I I~ 2050 1190 1790 1020 154Il
1152
'280
no nl
1()1()
2150
1250
11111()
1070 1610 '570
6< 1
'2«1
71$
209O ,m ,m ,(lOO 1180
2000 1160 1970 11.0 1930 \120 1900 1100 11160 1080 1821) 1061)
1770 17.00 1720 ' 6t(I '1160 1m
'010
'300
,m
706
' 06(1
'<50
/lO;!
!I4I 10I20 926 1390
7r¡
697 687 676 66J
1050 ' 030 ' 020 !1!17
646
~75
tiJ3 617
' 59(1
906 ' 360
71;4
17l1li 1740 1700
'OJO
'~
10 ' 0
1\20
I~
~
885 863 6<1 8' 8 794 1016 696 &016
133[1 1300 ' 260 \230 \1110 \120 1050 97 1
738 718 699 679
1110 10lI0 1050 1020
6\!I
!I!II
596
8ge
\46 4\1(1
811 748
491 <50
1610 15'0 1421) 1320 1m 1120 1030
819 761 \eII
1440 1400 1320 11JO 1140 1060 970 _
ll32
535
804
Ml
931 8~
70:1 6Ci 482
7Z5
451
811
405
!109
m
6'8 5711 ~
4(JiI
370 331
m 1IIiIi /lO;! 73$
6711 615
\83 566
530 '900
.57 '20 J84
Me 4\1(1
181
m
Be9
~
~
Ul
6\I
~
1;47
297
447
803
.1;4
682
3!11
581
:m
' 900
268
404
' 070
600
343 ¡,.
$34
I .':.
'OliO
629 816
~
123[1 '210 \180 \160 \1X!
96S '480
IIlC 1110 1100
'5al 995 10190 979 "70
577
m
m
343
Table 4-2 (continued)
I
Available Strength in Axial Compression , kips
Fy =50 k si
HP-Shapes
..oItl. ..... Ml.MI'JI1.Ml'JlkMl'JIl. ..... ...ltkM
.,
ASII lN'V ASO lN'V ASO lN'V ASO lN'V ASII lN'V ASII lN'V ,~
~
,~
".
m
,~
,~
no
no
"ro ,~
." '"
"ro
~
'"
m
~
~
m
'"
.,
., ~
D
~
P... ~ p... Olpo 1'a,0lp0 ~ ft
~":w
2OI 26, 190
'21
"'
". '"
:lOn 162 2'l 1301 "l,3 <J.S 35.3 2OJ.5 IIYIl
1$2 lU
so,s
I .':.
$31
7'l1!
93.0 l"l 1M 41;,1
~
~
"'
.. .,
~
m
"ro
no
,~
"'
~
~
201
.,
~
".
~
.,
~
m
m
lOO
,SO
156
JO,! 1M ~,3 2..0 5J2 195 294 660
76.8 1011 IU 01.7
1110
m
~
". ,. ,. .. l. m
P_Olpo
~
' 1.1
11.1
m
315,
1111
~
156 236 22.& 3<,3
sn
!SI
8a '3l!
111.0
Vl
I~
~
JI.!!
'2.1
41,3
Table 4-2 (continued)
I
Available Strength in Axial Compression , kips
F, =50ksi
HP-Shapes
-., -...
..oItl. ..... ~
'"
""'
1'J11."'-
~
~
m
m
~
."
m
m
m
'"
* '" "' '" '"
--
1'JI1. ..... 'Akt.J'o ~
"' '"
"' m
". "'
M''''
~ - ~ -
.
,
~
~
'"
m
'"
>ro
~
.ro
83.S 12f1
,. ,. ~,
ro.,
o
Table4-3
Available Strength in Axial Compression, kips
Fy = 50 ksi
Rectangular HSS
,~
1510
~
".
m
.,
,m
~
,~
~
m
,m
"'
~
"'
,,,
"ro
'"
m
~
~
m
.,
~
"' "' '"
m
~
., '* "'o ,m ~
00
~
~
D
W
,ro
,.
~
"o
'.0
t./"
'"
-
'M
' .0
' .0
... ........,.' I"'m'"..OFSniELCoN"""-"."llON
~
". '"
~
,m
ffi
~
n
"'
'"
::::;' ~,""
,~
'"
,~
.,
"'
..
,
D
~
Table 4-3 (cont inued)
Available Strength in Axial Compression , kips
'"
~
~
~
m
"'
.
,
".
m
Fy = 50ksi
Rectangular HSS
...
m
~
'"
~
m
~
~
'"
~
m
,.
~
n,
w
U
'"
..
,.. H
m
~
. '" .. ,
>O.
:::::
.,-
~,""
t./"
'"
'"
-
1.2'
1./2
'"
... ........,.""'m' ".. OF SniELCoN"""-"."lION
1,11
1.11
Table 4-3 (continued)
...
~
{ .. i " j
i
i
."
':
'"
::: ". ::: ': ::: ': ';'; ': "' ""
~
'"
m
~
,~
.,
w
M
m
M
-. ,
.., _ 0,90
~
...
'" '"
~
,
,.
~
'"
,. ,. .~
1I. _ l,67
",.
"
. .
::::;' ~,"" ',' M',
HSS16-1iSS14
, ,. M."" .... "" M. "" M. "" M.
..
g
I
Rectangular HSS
. ,.
1
O
Available Strength in Axial Compression , kips
Fy= SOksi
'.0
-m
~
,~
ID
~
'"
~
'"
~
,.
""', _fO "",,
~
'"
m
~
~
~
~
'"
m
~
,.
m
~
m
,.
'"
..
,
- ---
,~
Table 4-3 (continued)
D ...
Available Strength in Axial Compression, kips
~
-
~'" 5611
"
~
"
~
1
.
11M
rn
,o.¡¡¡" ..... MloMMl.M
'11
~ ~ ~ ~
657
m
~
~
l5l
~I
. ,.
~
::::: ~, ""
',t./"
"'
@
".
~
.. _ 0,90
'"
,.
~
'"
-
,. ,. ,. '" '"
-1.1~
m
m
,. '" "'
1.15
~
IIt _ l,67
In
~
YO
., '"
2"
ffl
'"
i
'lo
:II.G3
g
I
' /o
~
• .27
AA)".."
'¡¡¡' ~ ~
{ ¡
i!
Fy = 50ksi
Rectangular HSS
HSS12
_',_'" fO'"
~
~
m
~
'"
'" '"
----
1,31
W
o
Table 4-3 (continued) Fy = 50ksi
Available Strength in Axial Compression, kips Rectangular HSS
~
m
"'
". .,
". "' ,. m ,. ,.
~
m
,.
m
,.
m
'"
~
>ro
~
~
~
~
m
m
~
'"
m
,. "' '" '" '" '""., ,.
,.
m
.• '" 'M
~
'"
!JI.O '.
'" '"
m
79.0 "1
".
,. ,. '"
89.2 '34 &<.4
911.1
<9.5
ru
r111~
511.'
89.l
Table 4-3 (continued)
D
...
Available Strength in Axial Compression, kips
- iii'< U.
~
Fy = 50ksi
Rectangular HSS
'"
~
'"
~
oo,
~
m
'"
,o.¡¡¡" ..... MloMMl.M
~ ~ ~ ~
205
,.
'"
m
'"
,. ,.'" 10.2
oo., oo.,
oH 5U
!>8.9
88.6
50.1
n.J
52.8 '6.8
51.9 '1.7
79.5 )1 .1
05.5 '\'\
11M
-
".!
1.11
.. .,
'"
~
'"
82.' In
"'
m
"' ~
1..0 111
'"
13.1 110 ~5
202
oo .• ,OO
&I_9 1Z!1
9M
134
,. '"
7<.6 112 66.1 9U
,.n
'lo
:2.1'
,. ,. ,.
m
' /o
11.174
42.1'f
AA)".."
F.i' ~ ~ 353 ~I m ...
.I.T lH 33,/1
1.7\
415.'
6U
OO,
~.8
" .3
182 161
79.' lU
)';1
62.1
32.2
011,5
5t.3 50..
28.& 26.'
'l.5 :!U
~,3
oro
'"
m
1~
716
121
116
In;
m
\ .UI
~
..
,01/1
1.19
Table 4-3 (continued)
Rectangu lar HSS
...
-. ~
h-~~ AA. . . .
~ hiii> ~
..
{ ,. ¡ .
".
~
1
iI
~
g
,.
¡ !
m
. ::::;' ~."" '.' M',
..
O
Available Strength in Axial Compression, kips
Fy = 50k si
n., _ Ul
., ... ).¡g ~
.. _ Mil
~
AA. . . .
m
~
HSS10
.
,..
M¡"
'"
.
~
..
...
'"
..
o•
...
...
'"
--
OO,
67.)
). ¡g
-,_...
,
.~.
.,
"' "'
-..-.
..
...
,.".,
~
~
.. .. ....
.. .. ..
'"
::i r"i ~
1,\' 1,\' _ ',_'Al"'"
"",-""---
.
,
---
Table 4-3 (continued)
D
Available Strength in Axial Compression, kips
...
-
,
"
,.
1
"
AA. . . .
::
..
~
m
"
iI
'"
'"
g
!
oo,
oo.
"
...
m
,,, no
,'".
JOlr-"'-
..
n., _ Ul
1.,g ~
.. _ 0,90
no
,.
M¡"
-..-.
::
,. ,. ",
'"
-- ,.
'.0
ro,
,.
...
'"
~1.1
-,_...
'"
oo.,
'" '" o.,
M4
,.
m
'"
., .,
~
::::: ~,"" ',M',
AA. . . .
:: :: ::
,. '"
'" '"
i
M4
~
,.'
:"
~
{ ¡
Fy =50 ksi
Rectangular HSS
HSS10
'"
~7.0
..
'"
.,
a,
_', _'Al1OI:
n.,
,.
n,
.. ---,..
,
"",-""---
~
o
Table 4-3 (continued)
Available Strength in Axial Compression, kips
Fy = 50ksi
Rectangular HSS
,.
,.
,. '" . , '"
' 1.1
.. .. o., •u
31.6
.,
,."
,."
...,_...
'"
ro •
1./1
... ........,." "'m' ".. OF SniEL CoN"""-"."llON
M
.. .,
51.0
"'
~, iII.'
M',
"'
,.
n'
::::;' ',-
~
m
I~.J
81.9
., .,
m
8 1.~
'"
,. '"
.
,
,."
~
'"
Table 4-3 (continued)
D
Available Strength in Axial Compression, kips
...
-.
,
"
1
AA. . . .
:: ::
...
m
AA. . . .
Q
~
~
,.
m
,.
,,'
M¡"
:: :: :: ::
m
"'
"
ÍI .
M4
'1,'
"
~
{ ¡
Fy = 50ksi
Rectangular HSS
"~,
n,
'"
-..-.
'"
!
.
.. . ,
~
~
'"' '"
'"
'" '" '" '" '" ,. ., '" ., "'
::::: ~,"" ',M',
..
n., _ Ul
o.,
o .•
.
,
~
.. _ 0,90
,
--
..
.,
.--
"' ....
&7.'
.,
'"
1.21
_', _'Al1OI:
'"
,.
n.,
~
'"
...
::
,. ,.'" '" .. ,. ., ,.
g
¡
M4
~
..
--U,
~,
Table 4-3 (continued) Fy =50ksi
D
Available Strength in Axial Compression, kips Rectangular HSS
.. 96.$ 1'-1 15.5 113
6M 1(13
'"
n.~ 110 67.0 101
13.9 111
66.1 103 &1.1 •. 3
1;.1.2
\15.0
48.1
51.6
8$.5
....
~.7
/'j.! 72.1
su
15.1
5U 0903
80.1 70.0
'M ".6 ,".2
61.0 $2.0
/'j.S
05.7
6U
38.2
51.0
!tu
69.S 10< 6U
~.9
9n
g_u
62.9 51.e
6\.1 S7.1
66.1 130
53.'
00.6
31.3 3<' 31.3 1\1.5 11.'
13.3
6U 61.1 56. 1
51.1 " .. ".3
59.9
90.1
'9.2
RO
:)5.5
oa
'2-5 39.6
63 ..
" .0 7lU
n.o
M.O
31.0
59.!i 55.6
3).1 31.0
ou
510.0
55.9 52.1
<5.9
511.9
oI6.!i
1:1.9
35.9
51.6
7'11.1
.5.9
6'9.0
31.1
SU
32-5 2M
0U <3.3
n2
ou
20.1
36.2
21.0 1M
'L6 21.9
15.6
. 1.1 3&.'
Table 4-3 (continued)
D
Available Strength in Axial Compression, kips
...
-.
..
"
AA. . . .
::
~
..
"
~
{ ¡
Fy = 50ksi
Rectangular HSS
"~
'"
~
,-
., :::' ::: M4
~
...
.. ~
AA. . . .
m
M¡"
m
~
...
m
'" -..-.
"' :::'
m
.• :::' .
M4
...
m
..
'"
i . .. .. .... .. .. .. .. ... .. .. .. . . ¡ ., .... .. "., "' ! . ., ., ., ". "' 1
oo.,
I
g
•oo
73.5
::::: ~,""
oo.
,
~~
',' M',
--
67.3
.. -.. -_
n., _ U7
/J.o
'"
.."...
.. _ 0,90
>.,
4l.l
ru
,."
'" "",-""---
.."
Table 4-3 (continued)
D
Available Strength in Axial Compression, kips
Fy = 50k si
Rectangular HSS
,
N'
..
AA. . . .
M4
'" '"
'" '"
.
, ,.
AA. . . .
:: :: :: m
'"
18.4
i ~ ~ ..
21.1
-..-.
no
.,
,. ':: ,. ,.
M4
...
n•
'"
.,
61.9
o., '1.2
M¡"
~
,.
,. o. ,.
,-
.!.
" ...
SIO
..
49.3 4\.~
"'
42.9
~~
[)I¡SKJNOI'CO~ "'Rf.sS'ON
D
Table 4-3 (continued)
Available Strength in Axial Compression , kips
'"
,"
::
31.7
..
"' ~~
M
~ ~,
.. '"
.. "' .,
.
M. ~
'.
'.'
M
", '" ".•
Fy = 50ksi
Rectangular HSS "~o
M.
MU"BF-RS
n.,
"' " .. 19.0
1~.1
.::. -..-.
M>.
m
'"
m
'"
::: ::
". '" '"
., '" "'
.. ., '" '"
.. .. 13.2
'"
M¡"
IO,~
, "., ., 1~ . ~
n .•
.9.1
., ~~
.. M
~
,. '"
..
,
\1.3
o
Table 4-3 (continued)
Available Strength in Axial Compression , kips
Fy= SOksi
...
~
Rectangular HSS
h.-~~ AA.
M
~ hiii;" ~
,.
~ ~
m
,. '"
'" '" R!
...
.",'
AA.
o,
'" ."
M
.. ,.
M.
~,
~,
~n
n.
. .. .. . .. ., ., ,
". ..
"'
n•
..
., "'
'"
zu
'"
19_~
"
M
"' '" '" "' '"
M>,
M
,.
m
'"., ,.
., "..
"'
~1 ~
lU
.. ~
[)I¡SKJNOI'CO~ "'Rf.sS'ON
MU"BF-RS
Table 4-3 (continued)
D
Available Strength in Axial Compression, kips
Fy = 50ksi
Rectangular HSS
" AA. . . .
..
m
'" ""'" ... m
,o>
ro,
o<
""
e/.4
ro,
",
,.
.. .,
., '" .. m
UIfII
"-
'" AA. . . .
~
'"
"., ., no
M¡"
7H
-..-.
'"
~
"., .,
M.'
•.,
21.4
O,
'" "'
18.4
"'
10
1,55 1,54 1.54 ' _ " _ " ' _ _ ', _ S01ot
21 .5
'. ...
""'" ", o.,
.,
.,
18.3
2/,5
11.7
17.5
p;, ~
o
Table 4-3 (c ont inued)
Available Strength in Axial Compression, kips
Fy= SOksi
Rectangular HSS
...
-
- r-.-.'.."' ~
:11 ...
~
~
;14,113
ASO UFO ASO UlfD ASO
UlfD ASO UIfD
264
2&3
396
206
310
115
'
*
ro
...,.,""
m
103
.• .• •. .. .. .• .. .. .. .. .. .• m
..
,.
l UZ
,o.¡¡l.oM ,o.¡¡l.oM
M l.oMMl.M
~
78,0 117
~
'"
&'U I26
~
11.~
.,
OO •
74.1 112 !IO,~
9IU
M,l
!l1U
~1,2
16,9
OO. ." 12., 110
oo, oo.,
OO •
61.2
OO .
m
.,
su
!IO,O
90,2
52.7
19.0
",3
SU
3H
5U 24,0
66,4 !lO.!
5H 5o.G
12,2 1$.2
40,3
tiCU 5M
31 ,6 2\1.9
SO,g
81.6 123
3$.1
21.9
32.'
113,'
6(1,6
36.9 33,'
28.6
)U
21).0 ' 8,4
30.1 21.6
11.3
01;',4
63.1
31,2
55.!
31,2
46.!I
24,5
lU
16.9
25.'
11 .S 11/1,3 SU S1.5 53.7
39.2 36,3 33.S 31.5 29"
SU 54,6 5G.1 41.3 ",2
3U 3U 29,6 21.6 25,8
5'-6 07.!I ".5 4'-5 lU
26.9 26.8 2U 23.2 2\.1
43.< 00.2 3H 34.9 32.6
22.6 21,0 19,5 16.2 17,0
34.0 3' .6 29.3 V .• 2M
15.7 14,5 13,5 ' 2.6 \1,8
2M 2U
41.0 36.2 36.1
--
1.16
03.9 4(J,3
1.15
1.IS
41.5 4M
52.9
<1.6
n ,I
12.1 66.0
..
51,5
4$,0
4.!.O
"' "'
SM " ,1
!lU 11.4
OO '
.
,
1.1S
2I).l
1'-9 11.1
1.15
Table 4-3 (continued)
D
Available Strength in Axial Compression, kips
Fy = 50ksi
Rectangu lar HSS
_
2U7
15.12
Ml.oMMl.M ASO
'"
,.
m
'"
MloMMl.M
l$II
A$D
ro
129
,. "' '"
'"
...
..
UlFD A$II 151
'"
,.
,ro
...a
UlfD 193
.., ~
7/2. 115
n. ".,
n,3 109
60.5
no
~.5
110.5
r;.I.O IIU 51.' SU
53.6 0¡.8
lI(U 11.9
" .3
7\.3 113.6
J5.~
51.3
....9
64.5
J8D
57.1
32.2
~
'" 4H
01).3
A$D 51.9
., '"
O.
~1,6
UlfD
.. ..
'"
82.3 12'
n.1
l.,.
l U7
'O'¡¡¡" .....
UlfD
m
UFO A$II 185
~
236
M.l
~,5
fU ~.o
3'.5 28.'
.•
25.2
"' ."
•. 3 .1.6
iIIU 2I!.J 5H 25.1
41.l 22.2 02,2 19.8 37.1 17.8
<6.3
611.5
33.1
5U
3"-3
5\.5
19.1
43.7
n .7
"'.2 16.0
012,0 38.2
113.' 57.5
;15.,
~,I
32.0
....1
31.1 211..'1
016.7 42.6
26.4 24.0
39.7 llU
20.6 18.8
31.0 lU 28.2 1l.J
35.0 32. '
5U "",3
2'.1.3 26.11
44,0 .0),0
25.11
3U :¡S,I
22.0 20.2
33.1 17.2 30.' 15.8
..
¡
21.9
33.0
18.5
28.0
roj
:lOS
1H
25.9 13.5
..
na
IU
UFD 81.0
24,1
25.8 '2.' n.7 11 .1 21.9 10.3
lH
2U
,u
9.<9
::::;' I"in.'
;:¡~ ASO
1.3'./
1.38
--~
1.31
1.31
1.37
1.:16
o
Table 4-3 (cont inued) Fy = 50 k si
Available Strength in Axial Compression , kips Rectangular HSS
,. ,. .. ,. ~
89.9 135
16
~
'"
'" m
'" '"
~
,. '"
.. ,. ., .,
70.1
o.,
'"
O.
11,2 lO.6
7H 113
OU
'"'7.2
7:1.1
3M
6:1,2
!I5.0
54.4
11.7
'11.0
n,2
~U
62.1
:13.2
53,8
e.U 611.$
<&.3 39.9
35.3 lO.'
.5,7
2"-"
011.4
00.1
:10.8
$2,3
30,'
11,5 53.0 015.2
2'-3
f(l.0
oI(),9 3$.3
53.1
~..
26.3
39.9
21.2
JIU 17.2 31.9 15.0
35,5
53.0
3M
~,O
27,0
oI().1
23.3
35.0
IV
28.1 13,2
];l ~
.U
::¡ El
$7.0
1I:i.7
-1M
~'-3
27.2
~!U
23.-1
Z:¡,$
~; El ~¡ ~1 ¡11 ~! :¡~ ¡¡¡ -"'. -"'-
Table 4-3 (continued)
D
Available Strength in Axial Compression, kips
f---;;;-• . " UM U. lU33 ZlI.G3
lU Z
1111
Ml.oMMl.M 0
ASO 208
UFO A$II 31l l64
'O'¡¡¡" .....
UlFD A$II Z'¡ 1.c
UlfD l$II 211 l1S
."'• .. ..
'" '"
.•
'" '"
,. '" oo.
m
.., ,. "., '"
UlfD 1/3
'"
O>
15.0
n."
., •. "" ».1
2:)
~
Fy = 50ksi
Rectangular HSS
su
'9,7
"' '" "'
.~o
)2'/ .¡s.ll
30.0
31.9
2/.3
RO
2U
43.9
25.0
37.5
-"'.-'"
oo .•
w
'"
,• .0.111 ".
0.114
10.10
U.
MloMMl.M A$D
UlfD
., n,
'" "'
A$D 56..0
UFD
su
n,
., oo.,
oo.,
.•
...
.. ., "' "' ., .,
26.3
39.5
22.4
33.1
\9.6 17.8
"' '"
23,9
16.1l
20..
XlI
16.2
2<1.3 11.3
17.0
2U
32.9
18.7
28.'
a .8
22.2 10..
1M
~~ ~: ~;
31.1
:;; ::: ~: :¡:
21.1 " .'
~:
::: :::
::::;' I"in.'
;:¡~ ASO
1.20
-_ 1.'9
1.19
....
1.19
1.19
\.19
Table 4-3 (continued) Fy= SOksi
D
Available Strength in Axial Compression, kips Rectangular HSS
...
f---;;;~,., •. UM U. 0.114 0.111
'" 144
211
102
1\1
17li
1\9
'19
115
112
lOO
'63
10'
,~
93.1
~5
7li.l
11'
71.,5 69,0 0;4.7
109 41.2 1(14 45.' 97.3 43.3
65.0
11.2 110
59,9
1ICI.0 .fO.!
115.2 123
IIO,~ IV 7li.O 113
10.1 106 6H 114.2
$4,8
1$4
82. 1 3M 1M 3U
~L1
81,9 l:l2
14.2 112
65.8
99.0
55.2
1',3 \12
113.1
56,9
M.~
06.(1
6s.5 30.1 ~U 21.0
46.1 40.8
95,1
100
91.9 '41 9U 142
89.6 ':15 63.11 '23
SU 71.\
49.1 43,6
3$,1
D
Table 4-3 (continued)
Available Strength in Axial Compression, kips
11"
..11
14.12.
I.OJ
M l.oM Ml.M M io M UFO A$II
UlFD A$II
UlfD
l$II
UlfD
94.0
141
12.2
101
45.9
611.0
122
1&4
93.0 1010 90.1 13$
71,< 69.3
' 01 104
.s.e 44.6
68.5 67-0
' 21 118
182 118
129
M.9
!I9.0 41.9
eH
I!J
lro
79,4 lit
61,0
,01
16 '
56.0
t2.¡ .01)./ M.2 38.1
6U
12.2 1011
51.2
12:10
l iUl
M¡" ..... MloMMl.M
ASO
~, S
Fy = 50ksi
Rectangular HSS
96.9 "9
61.3
il.l
52.'
7M
A$D
UlfD
85.3 129
A$D
UFD
7'-6
101
su
IIH 52.8
501.0
n2
-16.2
58.5
<6.2
1,..
89" 3U
SU
Q .S 65.3
3U SU 13.8
SU
3ti,S 31.1
54.9 OM
32.e 27"
26.8
.c).3
23.4
3$.1
4U 01.7
2S..! 24.2
4<.7 316.3
23.9
~.O
20.9
3'-'
20.9
31.3
1!.2
21.3
o
Table 4-3 (continued) Fy= SOksi
Available Strength in Axial Compression, kips Rectangular HSS
(16,6 65.1 62,7 59,S 56.7
1(1(1
015,8
111.$ ".8 M,3 013.2 119.5 '",1 eu :)8.5
6U 67.3 65.0 61.8 57.9
11 1 166 107 160 100 1~ 1 91,8 138 62.2 1l3
95.6 1.. 92.3 1)9 &7.0 131 80.1 120 n i 108
79,1 76,5 n,J IIU 6(1.5
71,' 108 111,0 91.1
6],4
9H 81'&
53.6 oIE,O
SO.,
76.2
JU
6U
015.6 31,J
$$.6
41,0
56, 1
32,5
)3,2
'U 31),2
'5,4
te,o
27.4
' 1.2 lU 29,5 2M 21,2
31.6 31.6 2$.9 2H
2U 1U lS,6 1).5
lO.2
11./
n.o
19,8 16.9 14.1
s....
25.0 21 ,0 17,9 1M 13,'
l1g 115 101 101
61.0 59.1 56.1 52.1
91.O .H 80,5 1II,1 59.0 .U ]t,1
g1./
8U SU 7U 71.2
.1.1 3M 31.• 16.1 21.S
13.' 5S.1 • 7.2 JIU
32.S 17 .7
26.7 21.-1 19.1 16,5 1'-3
21.5 14.9 23,5 12.7 2(1.2 11).9 11,6 9.54
J2.1
Table 4-3 (continued)
D
Available Strength in Axial Compression, kips
Fy = 50ksi
Rectangular HSS
$.1'
12.11
llU1
Ml.oM Ml.M Mio M ASO
UFO A$II
UlFD A$II
99.5 ' 50 93.& ,., &1-9 1211 \11
ni
6'-9
$3.0
UlfD
86."
30
8U 14.5 65.5 55.'
123 111
U7
l$II
UlfD
7,.8 'ot
A$D
4.15
UlfD
A$D
UFD
7'11.7 73.5 115.5
36.6 33,9 3(I,S
56.0 51.0 'U
26.6
39.9
nI
III
55.7
!$..O
66.2 lW 53.(l 62.S 93J1 48.9 55.3 n~ . :1.6
U3
'7.3
7Ll 37.7
56.6
]9.'
SU 31.5
.7.3
31,2 2'. 1
'U 25.5 311.3 19.9
3U 18,0 29.9 lH
VJ 22.0
28.7 15./
23.1
ID
23.2 12.4
19.2
lO.'
15,'
UI>
13.3
6.49
VI
915
13.1
7.55 11 .3
5.53
M\
119
U' .,.(] 32 ...
19. '
26.2
15.5
!S I
-
UI'
U l
M¡" ..... MloMMl.M
'"
'"
U3
11.5
9.3$ ''''
'"
Table4-4
D
Available Strength in Axial Compression , kips
Fy = 50 ksi
Square HSS
lotXl
1l.5ZMn
ll o. _ _
W I
"-1Il. M "-"'10M "-"'le M I'o/Il"M I'o/Il"M JYO.M ASO UFO ASO UlFD ASD UlfD ASD UlFD ASD UlfD ASD UFO o
&47
1m
m
"
~
'" ,.
5<9
825
. .
.~
". .~
~
,. '"
"
~
.• '"
~
...
~
~
606
907
1:l$)
737
~
."
.m
,,, oo.
~
1110
527
m
'"
~
.~
~
.~
~
"'
.~
oo. .m
::i
".
~
~
@
'"
w
.,
~
~
m
.~
~
m
'"
m
~
m
~
~
~
n
."
oo.
~
'"
m
n.
rn
"'
oo,
no
'" ~
~
".
n.
Table 4-4 (continued)
D
Available Strength in Axial Compression , kips
57. .
lIUoI
i5I.l 0
_
Ml.oM Ml.M M io M
o
Fy = 50ksi
Square HSS
ASO 388
UFO A$II
~ 383
'" \76
UlFD A$II
UlfD
l$II
UlfD
382 380
\13 \1 '
3/a
su
3/6 3/0 3/l 3/0
566 563 SIl9 ~
A$D
m 70& 739 7~
1120 1110 1100
602 S96
125
109(1
590
117
' 080
1(16
' 06(1 ' 05(1
58l In 569 562
699 689
' 00(1
a.u
_
M¡" ..... MloMMl.M
~
UlfD SIl9
6()7 ~
""
'31
$01&
~
~
..
A$D 2S3
UFD leo
,.
~
m
~
m
~
'"
~
~
ru
~
m
~
rn
~
". ,. '" no
.,
"'
m
~
~
m
11M
6\0
m m
3:51 :)49
W
:¡¡o
Sil '9$
zar;
'" '" " 207 '3" '3(I ZOI 306
:131
~
279 27 '
." 00.
31'
.71
~
m
~.
04(1
m
ZOO 197 1$1
301 296 :/91
Table 4·4 (continued)
- ,.
,
,.'
~
M'''''
..,
1
iI ¡" .
~
,,,
.
"'-in,> I, .~
...•
', - '~
1l.. _ Ull
~
~
,.
...
~
'"
o.
,.
.~ ~
ft- UO
...
~
... '"
.. ,.
,
"
,.
.... ""., M' "" ...:::, ':""
m m
. ,. ..
!
HSS I241SS10
Square HSS
...
. { ¡ .
D
Available Strength in Axial Compression , kips
Fy= SOksi
w
~
m
~
'"
m
~
no m
~
m
~
.• ~
m
m
~
~
~
~
m
-
Mlo-.,o. ~
m m
~
"'
~
~
'"
,.
w
.. .,
~
~
'"
.... ::""
.. ".
w
m
*
. . '" ., ,. '" ..,
n,
,. "' ,,, "' '" ,. '" . ..
-
~
-,."
oro
,
'.0
_', _Wtot
o,
----
'"
3,g,
Table 4-4 (continued)
D ... ,.'
Available Strength in Axial Compression , kips
HSS10-+1SS9
,
-
M''''' '" "
.
m
~
{ ¡
'"
,. '"
" '"
~
w
m
~
,. i . .. ,. i " ,. I . ., . 1
,
"
-
m
m
"'
~
~
"'
~
~
g
~
'"
" "'-",,>
I, .~
...•
', - '~
u,, _ UI1
ro.
'" '"
,. '"
,.
'"
,.
"'
., '"
-- ..
'" '" '" ~
~
.... ""
...
m
,ro
,.
,."
'"
~
'"
m
'"
,.
'"
_', _Wtot
~
~
~
'" '"
,. '" '" '" '" m
--
ft· uo
M
m
m
'"
Mlo-.,o.
"' "' ': ::: :-
I
,
,.
....::: "".. M:::' ':"" ...:::, ""
.
'"
Fy = 50ksi
Square HSS
31.1
'"
,.
'" '" '" '" 6U
ti..!
,."
----
Table 4·4 (c ontinued)
...
~
D
Available Strength in Axial Compression , kips
Fy= SOksi
rvm . Square HSS
11.174 22.1'
,.
-'~ ~
11.111 14._
UM _
M l.oMMl.M
».
D.34I
Ml.oMMl.oM
ASO UFO ASO UlfD ASO
UlfD ASO UlfD ASO UIfD
"..
<36
~
m
,ro
'" '"
m
.•
'" '"
... ." 61.0 '3' 10.5 62.g 56.5 51.0
'DIi
M.5 SU 1M
61.1
~1<
... ~.
~,
1M 235
~
su
&
.. 38.1 36.0 33.6 lU
~
.,
~,
'lO
~ . 2 '32 s.4.1 m 00.( 11)6 47.2 \1511
1$9
m
1.19 144
~
.• ... 113 100 90.2 SU
~
~
'"
.
,
'" *
.,
.,
...,.,"" ~
~
m
m
~
'"
'"
.., '"
'51
(1).5 '21
~
~
•.
$9.5 ' 00
'36 '22
6:i.2
ilM
~
34-'
Table 4-4 (continued)
D
Available Strength in Axial Compression, kips
Fy =50 k si
Square HSS
ZU2
11.13
~
- -:: ::
o., o.,
~
~
~
~
m
81,2
~
"' '"
"'
,. "'
m
~
~
,.
, 3.211
M l.oM Ml.M M io M
::
~
'"
'"
,.
'" "' '" ", m ,,,
~
0.0
'" ,. ., n,
,. ,. ~
,. '"
~
o .•
150.1, a.05 :lU. M¡" ..... MloMMl.M ~
'"
~
m
." ,. ,. ., . ,. '" ., ., .. ".. ., ,. "' '" ~
,
~
0$,1
61 .1
61.7
'"
• 0
11.3 101 63.6 115.5 56.1 115.3 ~.9 71.5
5$.' 4\1.0 43.7 3\1.3
46.0
3H
6IU
'"
-
3. 1'
,
D .2 73.1 65.7 ~.O
~.6
5.1.0 -I!.O ...U
31.9 29.5 21.0
53.2 2<1.3
-IOl-l ;¡r;.(I
3.2'
75.3 "3
\15.~ 10 114.1 126 75.1 !11 67.' 101
00 ..
9U
'.0
3'-8 123 7U '00 (;4.(1 17.1 ~jJ eI.2 5.1.3 71.7
58.6 5.1.3 -16,9
•. 1 71.6 70.5
63.6
Table 4·4 (continued)
D
Available Strength in Axial Compression , kips
Fy= SOksi
Square HSS
00s91
~ ~ ASD lMl :Io ~ ':4 ~ ~Io ~ :- ~ o m
)42
~
'"
~
'"
'SS
132
198
12(1
'" ,.
203
180
lOO
1501
65.1 63,2 112.6 111.8 11(1,9 11(1,0
117.9 350 96,0 m ~,O 3" 9U 300 91,11 m 110,1 280
526
m
~
27(1
<72 <58
263 2S6
438 <06 395 3e3
439
2<&
36$
<2 1
236
3S5
58.9
88.11 267
002
226
339
501,8 58,6
11M ¡s.o 65, ' 2<0
3e2 )6 '
2150
65,' 501,0
226
300
2(W ,9:)
".2 2'2
3"
'81
323 306 2e9 212
01,5 39,8
62.' lOO 163 SU 99.8 ,$(1
,,1.:
,. ,.
'"
no ,O)S 67.7 '0)2
SU ,(1(1
74.8 " 2 SIl.7 105
63 .~
96-3
59,3
89,'
38,1
$5.3
$3.1
47.7 ... .$
7U 6U
3M )4.6 32.9 30.7
su
17.1
501.3
92.o 13S
50
85.1 128 73-9 119 7H 110 6M 103 63.9 96-0
6H 60-1 56.1
6H
5U
49.'
7"-2
~.O
65.1
9H
501.1
8'-3
41.6
61-5
26.7
'9-5 .6.1 '3-:
57.2
• .0
'7.6
71-S
;16.$
501.9
~.3
31.0
~¡ ~¡ ,.n
~.,
93,<
57.9
87-0
aH
96-t 90.<
E! E~¡ ~ ~¡ E¡ ~~ ~ ~ 2.15
--~
'"
,~
'"
'"
Tabla 4-4 (continued)
D ...':.."'"
Available Strength in Axial Compression, kips
Fy =SOksi
Square HSS
,-
,-
'. .. '''"' .. "'" .. "'" "'" .. "'" .. .. ., :" { ¡ 1
~
~
~
~
~
~
m
"'
m
'"
'"
. .. ..
.
,
"
,. ".
iI ¡"
· '"'
!
· ·
Ar,"'"
~
m
,.
0. . '.67
o .,
o.,
.,
.,
.,
.1.9
...
'"
.. · 0.90
2.31
~
., ,.
,.
w
~
o,
o.,
'" M'
.,
M.'
'" o.,
., "'
n.
.. "' .. "' .. .. 17,9
-- --
~
,.
no
'" ".• '"
• ~. ¡
'"
,. ,. '"
, ., .,
~:t¿
'o'
v,
31.3
ro.,
31.2
15.2
,._', _.;0101: '"
20
11.1
lU
---..
Table 4·4 (c ontinued) Fy= SOksi
D
Available Strength in Axial Compression , kips Square HSS
()osjgn
o
ASO 206
UFO ASO In;
161
24l
..
UlFD ASO 263 '.l
UlfD :15
ASO
~
>ro
88.1 1:lO
,. '" Tl.l ll1
68.0 102
7o.s loe 6-<.2 M.$ 58.1 au 53.9 al .l '9.1 70.1 06.0 M.l '2.6 6-<.1 :39.6 5U lU 55.5 :>1.5 5U
61 .6 SU 51.' '7.2 03.$ 1.1 32.3 :lO.:
,."
-
92.1 114.0
n.2
70.9 115.0 ~(U
5(1.0
'"
ASO
UlfD
ru
oo,
"'
OO,
ASO
UFO
'"
m
,".2 112 &1-1 121
65.'
M.3
".,
M.' OO.
<00.1 36.5 33.' 30.1 2U
6(1.2 5U 6(1.2 06. 1 '2.5 38.3 36.' 33.9 31.' 2U
n. ".
..
OO '
su n.o .a7 0,2-1 ~.~
36.1 3H 31.0
~. 1
:M
Q .6 ~ .•
2E.9 25.1
2.11
UlFD
'"
10.1 6-<.2 SU SO.3 50-2 06.6 '3.3
~2
2'-2
n5 21.0 19.6
2.16
27.9 25.0 23.3 21.0 19.1 18,2 lU lS.7 " .6 13.7
.,
'2.0 3U 35.0 32.1 29.6 V .• ~.
n6
no ~6
2.19
'" '" 681 102
61.8
su S1.5 07.3 03.$ 1,8 32.' :lO.'
92.9 &1.6 7H /1 .1 6S.S 60.6 ~
sn 48.7 '5.S
,.
Table 4-4 (continued)
D
Available Strength in Axial Compression, kips
Fy =50 k si
Square HSS
l.,.
,. :: '" "'-'" '" -., o. :: ,. ,. ,. .. ., ,. '" '"., ,. .. H' '" ., '"., "' H' 'H O. ," '" ., ,. "' ., "' "' '" 2U7
11.11t
l UZ
M l.oM Ml.M Mio M
11.117
2U3
M¡" ..... MloM Ml. M ~
m
~
m
91.1
~
m
1<.7
~,.
U2 ~.6
$M 85.5
I, . ~
...•
', - '~
13,2
:13.8
115.1 1IOl.7
31.0 28.2
50,8 415.$ .....
65.1 5$.D
91,1 eI.2
~,I
2M
)8,0
SV
1803
.U
23.0 21).9
34.5 31.4
07.0 426
ro]
R.$
<6,3
69.6
);.,
&U 16.9
4!U ... .9
IU 61.6
".1 31,9
la 51.0
32.9 29.8
~
10.0 &t.l
'1.0 3¡j
61.$ 56.3
34.$ 31.8
5'-9 V .2 '7.5 20.9
JIU
58.9
3U
29.0
36.1
$0-2
31.1
51.7 .7.7
n6 OO..!
26.7
~: ~ ~.~ ~: ~; ~~
",",in,>
<8.7
56,Y 51 .$
SU
'3.2 00-3
25.3 n8
O,
'-1,5
n. .•
61.1 102 GU iUI
93.9
02.6
28.1 2M
~
<9,9
'5.5
o,
81.1
7~ 116 00.6 105
$2.$ 56.'
m
$1,2
3M 36,0
21.3 , 9,9
32.1 29.9
49.4 ~.I
13.5 110
601.1
Jro 11..
19.(1
tU 211.2
38.9 35.5
56.' ~ .•
22.1
34.3
16.0
24.1
32.6
49.1
21.0
3U
IV
22.2
30.'
<5.2
::: 16.8 ' 5,6
~:
:::
25.2 11.1 23.5 11,0
~: -"' -'" 11.7
,u
Table 4·4 (continued)
D
Available Strength in Axial Compression , kips
Fy= SOksi
Square HSS
,. ,. oo. '"'" ., ~.
.
,
no
'"
,. '" ,. " ,. '"
.
SU 130
\1,
n .3 118
7\.7 68,6 103
8...
no 8O.!l 122
~,
69.3 104 63.' 95.' 57.7 SU
53.5 09,1
~1,g
.-1.1
tI,~ ':1.0 17,0 .j01 eo;u 37.1 13.1 :).01 17,2 31 .2
"..
10.2 5M
.U
,.'" . ,
95.0 143 I~
8j.l
~1,3
13.6 111 63.1 9\.1
~.,
55.5 <M
7(l.2 1(16
61.7
$2~
~.I
74,3
00.5
62,] 55.2 .9.2
93.7 83.0 7"-0
55.1
..,.11
06.7 " .5 3HI
10..1 12.. 105.6
36,'
:12..
10.1 2M !oO,7 ts.6
2\1.9
"',1 :n.!I 43.' 20.'
",2
66,.
~.I
33.2
'U
25,9
3U 14,3
~.9
5U
3\,3
82.9 Il.O 65.5 r.M UO
30.0
'5.1
~,.
35.2 16.5
33,' 3'-' 30.7 21,\ 2'-1
36.2
!oO .•
12,0
41.1
27.Z
00.9
21 ,2
31.1 15.0
22,\
43.6
m
'"
'J.l :16.6
$3.5 13.3 115,0 ~.O
3.0.&
\2,(1
31.2
oIIi.1
28.]
42,5
~¡ ~¡ ~l ~ ~¡ ~ i¡¡ El ili ~¡ ~J:: ::¡ El i¡¡ ~¡ ¡~ i¡¡
~ ~ ~ El ~: .... ~'
~: tl'
UI
1./0
--~
1.13
1.75
I,n
" .,
Table 4-4 (continued)
D
Available Strength in Axial Compression, kips
Fy =SOksi
Square HSS
,.
~
':.. '-'"
,.
'.
'.
"" N.O
,. ,. '" .0 '"
m
41.7
11./
..
"'
"'
"O
m
"' "' no '" "' ,,, ,,,
11.S
ID
'" R9
no
n,
n.o
.,
n.o
13.7
A.,. ~' ~ . ~. in.' " , ,~io
'" '" '"
.7_9
•.,
-
"O
16.5
.0 ., '"
..
.0
'"
,."
oo,
,. TU
ru
'" ,." --"' r"-
10.'
,~
,."
11.1
,~
!>TUl C()~ "'I!F.5S'ON
M~~'B~R S~U'.CTION
TARtliS
Table 4-4 (contin ued)
D
Available Strength in Axial Compression , kips
Fy= SOksi
Square HSS
,.
~
':..
o"
''''' "" "" "" ""
. ..
,
"' oo. '0
.~.¡
.,
16,9
oo. '"
14.9
~.
M.'
R6
"'
oo.
n,
15,3
= ro,
'" lU
"'
,,,
IU
10.9
le.4
A.,.in'
1, _". ... ' " . ,~ ~
,.
IISSJ 'loxJ'lox
o.•
o.
o."
~.
o.
Vo
'"
'0
M.'
oo.,
oo .•
ll.6
OO,
.,
.,
.,
IH
10.1
'M
o.
H>
..
'"
on
"' "' 11,3
9,ll
Table 4-4 (contin ued)
D
Available Strength in Axial Compression , kips
,.
~
':.. '-'"
"' 17.7
..
..
Jl ~
n,
.o
-
".,
21.0
IH
,~
~,
N .'
., '" '"
31.1
1M
11.0
'.
':
". n, ".
"
" , ,~io
,.
'. ""
., '" '" ,. ".•
A.,.~' ~.~.in.'
Fy= SOksi
Square HSS
..
,'-'
'"
1.11
17.1
10.7
l.'.
~.
., "' 13.0
21.1
,a
.. ~, 1 5
12_•
'"
Table 4-4 (continued) Fy= SOksi
D
Available Strength in Axial Compression, kips Square HSS
,.
,.
HSSl'/axl'!>x
'"
':..
'.
""2'I.d'lo><
'"
''''' ""
n,
~,
i ¡ 1
iI .." g
.,
15.3
Q.'
O.'
"'
51.3
~., I
19.0
.,
11.0
"'
U.l
1U
lO.•
'"
Jj, ~
'"
''-3
i
I
- -_
...
•., "' '"
,. '" r-'"'" ." --""
...
"' 17.7
J;;;. ~
Table 4-4 (contin ued)
D
Available Strength in Axial Compression , kips
,.
'. .. "" ..
,.
'.
HSS2'¡.d'¡4X
':..
Fy =SOksi
Square HSS
'''''
...
"'
...
~
n.
.. ., ,.. .. 1~.9
IU
15.0
'"
11.1
UI
16.0
1'.0
1l.6
' ~,6
9.91
'.
11.1
6.61
OO.
...
,~
Table4-5
Ava ilable Strength in Axial Compression, kips
Fy = 46ksi
,_O
..
~
1'J{l,,"'• ~
m
m
". ".
~
~
".
rn
,~
m
,~
~
~
~
"' t~~' ~
u,
-
~
...,,, ..... ""....... ~
m
~
m
., ..
'"
~
., "' '"
..
,.
:
~
,~
,m
~
1'J{l,,"".
:: ': "'
m
o --
1'J{l,,"".I'J{l,,"" ~
~
,. ".
~
,~
~
m
no
~
~
~
m
w
~
m
~
.,
m
~
~
'"
~
~
'" "' '"
~
'"
~
~
~
. .. ..
... ........,.'I"'m'"..OFSniELCoN"""-"."llON
~
~
."
'*
~
"'
,~
~
~
'"
m
~
~
m
.."
'" "'
".
o...
Table 4-5 (continued)
Available Strength in Axial Compression, kips
,_O
-
i ¡ iI ¡" !
o.m
1/.01 0..07
n.n
U.
12M
., '"
1'J{l,,"'. A$D UlFD
m
" "'
~
I'0Il"''''''' l$II
UlfD
"'
'"
, .,
rn
'"
'"
m
...
" ",
~
'"
~
" _ 0,'1(1
D.Z33
CUt
UlFD
ASD
.
~
" .,
~
>ro
m
m
~
,.
~
m
m
., ~
m
m
'"
.,
--
~
,."
UIFD
¡~ ~ ~
~~
'" '"
~
~
.
l$II
. '" ,. .. ,.
u,, _ U7
l/.2SO
0-)12 o.:lII
SUZ
IIJtlc ...... .o.K¡.""". ~
., " ". "'
t~~1
Fy "46 ks i
Round HS5
HSS16.000-
.. m
,,,
~
~
1010
~
."
m
- ., oro
m
rn
~
~
m
* '"
,.
~
w
m
m
~
'"
'"
~
n•
'"
., '" ."
Table 4-S (con tinued)
Ava ilable Strength in Axial Compression, kips
Fy =46 ksi
Round HSS
...
,_o
i ¡ iI ¡" !
::::
~
::
.,...,,, -"".. .'". . '" .....
1'J{l,,"'. ~
~
~ ~
'"
" '"
~
,,,
~
~
m
. .. . '" ~
. t~~1 ~
1l,, _ 1.67
'"
~
'"
m
m
'"
'"
.. _ 0,'1(1
'"
~
'"
~
@
"' ~
~
HSS14.00G-
..
". '" ,,,
..
-
1'J{l,,"". ~
no
.
::
1'J{l,,"".I',IIl."" ~
'" '"
m
'"
:::
,.
..
~
~
m
,.
rn
~
~
w
m m
~
~
~
m
.,
"' '"
'"
m
,
,. '" '" "'
--
':
~
~
"'
o
'.0
~
~
'"
,.
.
'"
'" '"
,,,
o...
Table 4- 5 (continued)
Available Strength in Axial Compression, kips
,_o
-
i ¡
"
!
..
1'J{l,, "'. ~
~
~
u,, _ U 7
::
= 46 ks i
- '" '" '" '"
'" ::
..
~
m
rn
~
~
~
m
~
".
..
m
~
~
m
...
m
~
.. ,. ..
.,
~
~
~
~
m
m
m
m
~
.. _ 0,'1(1
.. '"
m
::
~,
m
~
m
'"
·
~
~
· ,. ,.
t~~1
~
. .,,, ..... "".. . . . m
..
iI · ¡" .
Fy
Round HSS
HSS10.750-
'" '"
I'Jlk"". 1YI1. "". 1'oIIl."" ~
,. '"
~
,.
'"
m
~
'" m
'" '" '" '" '" ,. ,. '" '" "' '" ,."
'"
-'"
~
'"
,. "' m
,. .. ..
,.
..
m
~,
!>TUl C()~ "'I! F.5S'ON
M~~ 'B~R S~U'.CTION
TARtliS
Table 4-S (con tinued) Fy = 46ksi
Ava ilable Strength in Axial Compression, kips
o
HSS10.00G-
,_o
.. ..
L 17.
~
-,. :: ::: -
~
1'J{l,,"'. ~
"' m
m
~
~
,. ,. m
~
m
........... "'....... ~
1'J{l,,"""•
,. '" .. .• '" ,. .,
1'J{l,,""". ~
::: :::
~
~
~
~
'" '" '"' '"
., '"
'"
7U 11~ 68.5 '03 61.5 92.5 $5.5 &H
11.7
$2.1 -IS.r
.2.2
~
m
,.
"' m
'" ,,,
,,,
m
m
"'
,,, ,. .. '" ,. '" '" '" ,. ,. '"
... ". ,. o.,
.........
': :: ::
m
78..1 113 10.2 '1)2 f.H 91.3
~
,ro '$3 '38
71.3
HIlI
o '"
Tabl e 4- 5 (continued)
Available Strength in Axial Compression, kips
~
'"
,.
m
~
m m
m m
m
,.
'"
m
'" '"
~
'"
m
'" '"
'"
~
m
'" ,,,
,. ,.
,. '"
112.8 'to
"' .0 ,. "'
Fy
~
'" m
= 46 ksi
'"
., ,.
m
m
~
,. ,. '" 90.3 '36
"' ",
liU
,U
-16.5
611.3
96.2
"5
80.0 \20
$4.1
el..! ¡U
.U
62.1
136.3
130
71.3 lO!
56.3
114.6
<9_'
7U
37.11
~.6
77.9
111
liU
50.4
16.3
.... .6
117.0
au In IiU 103
<9_'
~.1
71.3 106
~
'"
162
'7.5
Tabl e 4-5 (continued) Fy = 46ksi
Available Strength in Axial Compression, kips
O HSS8.625-
~~~<~ :{~~
.;
•
~
~ :-! lSD lND :lc ;';:; :k ;';:; ~k ~ :- :-! o
161l
'" '"
'9'
m
'"
m
'93
~
'"
325
25'
2'3
366
' 86
219
,. .., ,.'" . ,. ,. '" '" ,
11.1
IU '07 61.l 'OI 62-1 90U 5» 83.0
.3.6
IH 65.6
3U
su
l5.3
53.1
48.~
m
,. '"
m
,oe
&1.1
91,2
~ .• 5'-2 41.9
1'-8 7U
88,5 ' 33
ro.7 ' 06
~.S
~.O
9' ." 37 65.0 ':11 19.3 1111 7• ., 111
01.~
72.0 63.& 56.11 51.1 48.1
6$.1 57.7 51.' 4U 41.1
on.$
fi.' 92.6
58.'
n-,
02.5 31.9 30.0 JO.l
no
015.9 61.6
'2.1 31.3 l3.3
6.l.3
$0.1
56.'
~.O
02.8
2!l.~
.U
~ .4
60.3 51.1
16.~
.o~
30.7
5.1-'
11..
9'.' 17.1
111.1 115.7
.5.3
611.0 62.6
5U
36.3
15.1 se.1 60.1 !04.5
3U
~.2
n.J .o.'
o
Table 4-5 (continued)
Available Strength in Axial Compression, kips
Z1t7
l t.3t
' 04.111
:M.14
1'J{l" ..,. I'0Il10 ...... I\Jtlc ...... I'Jlk ..,..
o
ASD 182
UlFD
ASll
UlFD
ASll
UlFD
no
,. ,. ,. ,. ,. ,. ,. ." ,. '" ,.
~
'"
m
88.3 \)3
71 ,$ 108
6U 6U 57.1 $3.2 49./
W.. 92-l 85.7 79.9 IV
43.7 39.7 3U 3U
65.7 ! rel="nofollow">8.2 SU -16.6 42.0
28.~
2.55
... ~.8
OO, 8'-5 75.6 1O.l 66.5 61.3
35.8 31.7 28.3 25.' 22.9
ll.! 47.1 42.5 38.2 34.5
~.3
00.3 ~.8
43.6
95.< 1<3
ASll 263
UlFD
rn
m
~
19.$ 12(1
¡U, 109
61.&
.. "'
,o.,
92.9
., 61.2 ~_3
38.t 35.7 33.3 31.1
57.1 53.1 50.1 'U
2H 2U 2'-6 19.' 17.5
41.1 :16.4 l2.S 211.2 26.3
,. '" ,.
Fy "46ksi
_
22.31
I'JIk"". l'oIIl. ...... ASll UlfD A$II UIFD m 169 ZS4
'"
m
'" ".
'"
m
'" '"
.
"' '"oo. ,
".
8M 129 ~_. n9 7M '" 68.t lro 63.8 95.9 59.6 89.6 ~_.
-16.' tU 37.2
7" 69..! 62.2 551
0;7,2
62.2 57.6 53.6 50-0 ~_7
'"en
51.S
N.O l'U
1I:J.j
53.~
e!H 7$.1 1'G.l
<9.3 45.8 <2.1 39.9
6U 604.2 60.0
35.1 lU 2U 2U
52.1 4Ii.T 41.7 3H
'LO ); .•
61.1
3.2.'
48.1 43.7
29.1
aH IV
~.6
2.S7 "'_'.1,_.,, 2.59 2.:12 2.35 __ __ :100.
7. ,
2.31
O
Table 4-5 (con tinued)
Ava ilable Strength in Axial Compression, kips
Fy = 46ksi
-
l t.04 13M 1,1' :Mm .. 21 . 1'JI'l"..,. I'JI'l" ...... l'JI'lc ...... I'JI'l"..,..I'JI'l"..,..I',II'l" ......
,.
~
~
'" no
'"
81,0
ro .•
oo.,
lZ :M
,.
o, n,
..
o.,
"'
ou
"' ".
22.1 19.6
..
,,, 11.2
:13.2 15.1 2U 13.0
E ~ ~ ::: LJIfO ~
~
:: '" :: ,. "'
~ ~
'" '" '"
,. '" ,,, ,.
71,0
~.5
,.
'"
<7,2
2\1.3
~
~¡ w
o .•
31,2
"' 20.1
~
~
'" '" '" '"
,. ..,'". '"
81 ,2
.. .. .. .. OO. m
09.2 43.5
". '" >.•
"' 0' T.UI 55.5
33.9 :¡O.5
SI.5 5U
'" o .•
37.9
57.0
:13.3 2\1.5
50.1 .....
:¡¡, ::; -"' -"' ~ r~·L~.L~ w
_ _ . . _ "~ , , _ _ ,, _ _ :100.
w
~
o
Table 4-5 (continued)
Available Strength in Axial Compression, kips
::
,_o
...."
'"
"'.
,.
.
.~
~
'.ro. ..,.
o. '"
...."
m
~
'"
.. ,. '" .. •. .. .. .... ". ,. o.
~,
m
9/.1
". 31 .1
51.4
"' ".
.. n.
'" =
IU
.9.6
Fy " 46ks i
TH
"'. ~
w
,.
t:~'
"'
,. '"
IH
w
,. '"
o.,
,.
., o. . ,
"., .,
.. .. •., "' "'
~
.... '::
oro
.,
,,,
51 .S
19 .•
...."
'1.0
02.9
'"
'"
<,''_'''' __
... ........,.'I"'m'"..OFSniEL CoN"""-"."llON
Il10
'"
o
Table 4-5 (continued)
Ava ilable Strength in Axia l Co mpression, kips
Fy =46ksi
Round HSS
...
::
,_o
HSS6.625
- -,. - -,. .,,.
...." ~
"'.
~
í¡ " '"
¡
"
i1 · "f .
!
·
t~~'
·
~
(/. _ 1.61
,.
'"
1U7~
'.ro. ..,.
"M
...." ~
,.
/u
oo. "'
...."
~
'" ",
oo.,
,. oo. '" '" oo. "'
...."
oo,
'" '" '" ,,. '" '" oo,
,."'. ,."'. =
..
,. ".
.., ",
oo.,
oo.,
OO.
oo.•
oo •
oo.,
JI.4
..
. .. .. .. ........
., " "' oo.
".' "' '" '"
- --n.
.. _ 0.90
'"
11.1
41.1
!H
1! .3
-., .... ,1.7
~
4/.1
lU
11.9
!9.3
!3.3
!U
no
<,''_'''' __
'" ,.oo
Il10
o
Table 4- 5 (continued)
Available Strength in Axial Comp ressio n, kips
_
:::
~
,,,
m
= 46 ks i
-," ". '" ,. ... '"
22.511
1'J{l" ..,.
Fy
, I.W
11.12
lU1
-
11 _
I'0Il10 ...... I\Jtlc ...... .o.Kk ..,.. I'JIk"". l'oIIl. ...... ~
..
'"
~
m
,,, ..,
~
'"
'"
0'
'"
,. ., '" ,. ,. '" .. ,. '" .. ,. oo. ..", o.,
~
&I.l
m
'~
7U 111 67.0 ' 01 61.3 92.2 56.3 $00.6 51.9 7$.(l 4$.0 .U ~.O
31.7
72.1 62.2 5U 076
1,96
".' "' no
U5
76.1 11' 70.8 106 66.5 . ' 00.3 90.1 66.3 n, 50.5 7M <5.7 6M " .7 6U 36.1 57.3 35.0 62.8 32.3 018.5
« .\
n.s
lU 33.9
.U 0!Ji 37.1 32.6
211.8 25.1 2H 19.7
27.1 2H 20.4 17.9
•. 3 35.1 311.6 :lU
2M 18.0 IH 13.3
31.3 27.0 2l.5 20.7
12-. ' 09 96. 0
8'J.1 ' 35 81.1 122
oo.,
n,g \11
66.$ lOO
71.2 ' 07 &4.7 g1.3 58.7 8e-2 $3.$ *l.' ~.9 7).5 44.9 "., 62-3
61.0 5S.6
9U
50..
75.8
".5
<59 <2-0 38.6 35.6
38.3 33.0 28.3 25.3
57.6 09.6 43.2 3M
32.9 28.4 2U 11.7
83.5
"-O
l3.2
M.O
fU 31.7 33.7 29.6
68.9 103
M.3
68.1
501.1
112.2
62-'
50.2
15.0 :)8,0
<S.8
111.9
" .6 37.9 3<1.7 3\ .8 29.3
6U 31.9 !lU :/11.1 $2.\ 2U <1.8 2H
601, 1 59.3
2.00 "'_'.1,_.,, 2.02 2.03 2.(1< __ __ :100.
",8 3;5.2
\7" la ~
,:p ~.o
2.06
Table 4-5 (continued)
Available Strength in Axial Compression, kips
Fy = 46ksi
U& 1'J{l"..,. o
ASD SU
27.11$ 20M! 14.13 , 0.1(1 UI I'J{l" ...... l'J{lc ...... I'J{l"..,..I'J{l"..,..I',IIl. ......
UlFD ASD 205
$S.6
UlFD ASD )(le
UlFD ASD UlFD ASD
Isa
110
286
ns
1'-3 11.3
IU 16.5
'¡~
:!l
2..
'" '" lOS
159
81.3 131 18.6 116 10.6 106 63.1 95.1 Slj $U S!.6 19.1 oa.l /2.' ".1 66.5 O(Ij 61.3 37.7 56.6 31.5 eA
,.1
1'4 112 69.5 ltw
69.S 106 63.0 ¡¡O.1 i6.6 86,1 S1.1 IU 06.l 6U '1.2 63,5 38.6 156.1 35.5 53.3 3!.T '9.1 lO.2 26.1 :111.2
.5.0
51.9
&0.6 >9.6
!JI.O oa.1 111.6 .. /
SU 00.0
81,) 15,2 M,) 61 ,6 156,6 5jH 'U '2.0 3U 3M 32.1 2'"
.s.$
".0 11.0 33.5 lO.6 28.0 25.1 nI 1U 11.9
UIFD
21
1M 11.
221
8:l.3 125
UlFD ASD
15e 80."
3.';,6
O
".2 31.1 :).O ••
31.1 28.1 ZS.5
m
21l 19.5 16.0 16.6 11.3
5.0.7
11,0 3/.5 12.1 3.0.9
8!.2
56.3 51 ..
6/,2 32.3
".1
61.9 2M 156.1 2U $1.1 20.9 .e,6 22.6 0I.2,2 :!Oo' 36.3 16.5 :).O.~ 16.9 3U lS.' 2\1.3 1'-2 21-0 13.1 25-0 12.1 21.5 10.'
.. j .,1 31.5 :)'o.o 30.1
19.6 11.1 15.6
= ." "' "' '" '" '" "' ~ -"l _U _ , .. _
",, _ _ ,, _I,M _ 1,al;
:100. 1,91
1,92
o
Table 4-S (con tinued)
Available Strength in Axial Compression, kips
a.n 1'J{l" ..,. ~
~
_
Fy
= 46 ksi
- --l oU1
ZUIiI
104
~
~
,.
m
'"
,.
m
'" '"
." ,.
,. "' ,. '" '" ~
'"
~
,.
~
~
'"
76.~ ". l1li.2 102
81.2
'"
~
,. ,. ,.
.. ". '" ,. .. '" ., ,. '"
'" '" '"
1»4
l'oIIl. ...... I\Jtlc ...... I'Jlk ..,.. I'JIk"". l'oIIl. ......
o.,
~~
\.4.1 019,0
82.2 1",2
39.1 35.8
ss,a su
" ,8
."
18.1 118
11).3
70.0
112 66.3
82.0 55.3
93,2 83.1
1~
"..
oo,
4.1.1
13.2
' 3.3 :)8.6
$S.1 108.1
56.S
SU
"' ."
SO,I OU
15,0 67.2
63.'
iU
~_¡
' 9.6
14.6
40, '
110.3
3V
~.1
U,8 00.8 37.0
81.3 al,O SM
36.2 3U 29.9
~,S
31,3 2$,0 25.9
"Il <2./ 3U
23.]
35.6
50.9
76.'
~.8
61,3 61.3
32,S 2\1.6
)3,9 'U 'H
4ti .~
iU
37.3
~1
21.'
40,1
33.11
50,11
v. • •1.2
012.1 3\U
",".2 5U
:)4.3 31.6
51.5 <1.5
20,9 22.9
31.' 34.5
31.1 2$.7
01/1.7 Q.l
25.2 r.H
3].1 34.9
21.1 :¡(l.O
32.7 ),H
3U
26.S
31\1.1
21.(
:12.2
18.5
278
61,~
019,0 ~.O
.. . Table 4-5 (con tinued)
Ava ilable Strength in Axial Compression, kips
Fy = 46ksi
,_"
.m.... ~~~
~
~
m.
~
.. ,,. ., . ,,. ,,, .. ,. .. n.. .., '"
., '"
"'
\2.2
n•
55./ 50.9
IIU 63.8 91 ,2 \9,0 113.1 501,2 7U <9.5
lIa ~/ l1li.1 '\.1 111,\ ".\ 7'.3 36.0
46.1
59.l
'-1.8
61.'
lU
".\
1Il!.'
<0,3
31.0
5$.1 . 9,1
36.0 32, 1
26.1
44,6 28,8 <0.2 26.0
11M 501.1 016,3 43,3 " .1
20.3 22.1
65.6
O
!SO/
lJ.O 29.6
'"
,
o.,
'"
'"
73.2
:».1
"'
61,1
31l.8
....2
1Il!.' \1.\
28,' 26.0
'2.& )$.1
72.9 110 65.1 •.1 $8.8 118,3 52.1 7\1.2
$3.1 '/./
51.1
23,1
JI.6
.5.6
A.I
.U
62.9
3'-' 21.9 24,9 2U 20.'
....1 .1.\1 31.4 33,\ 30.3
21.4 19.2 11,2 15.' 13.9
~.2
2U 25.8 23,2 2U
<0.1 35.5 31.1 29.' 25./
1Ill.3 53,4 01.2.7 3'-6
3M 32.6 29.1 26.1 23.5
55.3 '9.0 '3./ 39.2 35.4
21,5 1'5.0
12.6 11.5
It,O 17.3
Zl.l 21.2
35.0 31.11
21.4 19.$
32.1 19.3
4U
4/,1
~.5
00.0
911.9 90.2 to.l /U
31!U 2],6 33.2 21 .5
35,5 32.3
16.3 1'-6
~: ~¡
:::
~¡
::: ::: '¡~ ::: ~ ~ ~ J;;
151
23.1
15,4
23.1
11.9
1/,!!
13.1
2IH
13,3
19,9
10.3
1\.4
llIf\I
¡~
10,1
_ 1.69 _ .. _ "1,71 , , _ _ ,, _ 1,73 _ :100. 1.4/
l.•
[)I¡SKJNOI'CO~ "'R f.sS 'ON
o
Table 4-5 (continued)
Available Strength in Axial Compression, kips
HSS4.500-
,_o
MU"BF-RS
::
':' ....
~
,~
'.ro.
Fy "46 ksi
--. .
.... ':' .... ':' .... ':' .... ~
,~
~,
.. .. .. ." '" .. .. .. ".• .. "' .. ., "' •., n. ,.
a,
~
0"
31.7
~7.7
17.8
~
11.4
17.1
"'
., . .,
",- ,,,
"
'M
•." '" ."
'"
..
"' .,
27 . ~
n2
'5,_
"' ..,v, ,
'1,7
.
19.1
'9.1
O
Table 4-5 (continued)
Available Strength in Axial Compression, kips
Fy =46ksi
,_o
:: ...."
~.~'
1U7~
..,. '.... ..,.
~
...."
..,.
...."
~.
M.'
oo.,
OO'
oo.,
R.'
~
1!.1
OO.'
jL9
0 .0
OO,
oo,
.,
oo •
~
oo.
,~
21.1
,,, "' "'
..
OO •
11.1
12.2
'M
10.1
15.1
-
11 ,1
•."
u.e
... ,.oo
11,-
11.2
•." ,,,
"'
'M
I',t
!.11
11,J
,~
...........,.""'m'"...OFSniEt. CoN""""""'"
,,,
12._
...... ~1 . 1
.,
".
.. ...,. 5.15
1,31
o... ..
Table4-6
Available Strength in Axial Compression, kips
PIPE 8
,_O
-
i ¡ iI ¡" !
. ..
.--, ,
1'J{l,,"'. ~
~
m
m
...
~
""""" "" "" ~
'"
".
",
~
~
*
· ,. '"
· ·. m
m
t~~1
.-.. ..... .--.... - -
.-
W
m
~
m
~
· , ..
¡¡,, _ U7
m
m
,."
.. _o,go
~
n
rn
'"
.o.K¡...,.. I'JIk ..,.•
~
~
~
m
~
,,,
m
~ ~
Fy " 35ks i
Pipe
~
...,...""
': '" '"
'"
m
~
m
m
~
m
m
., ,. ., ,'.. ,,, '"
~
n,
~
~
~
m
'"
~
., ,.
'"
.. ,. .. ., '" '" m
m
--,.
'" '"
,.
'"
,.
,,, ,. '"
bU
,.
tI.!
Table 4-6 (continued)
O
Available Strength in Axial Compression, kips
Fy = 35ksi
.- .- .-.... - ,. - - ,. -,. - ... ,_o
Pipe
....
....
PIPE S
u,
..... "" "'. "'. "" "'. "" ,."'. "" .... '" '" ~
m
~
..
i¡
¡ .. í1 .
'" "'
..
~
~
., '" '" "' '"
'" ". ".
m
,u
~
". ,.
,oo
.. .. .. ." ., '" "f . .. . . .., ..., " ' .u
I
. tt
'"
'"
'"
,. ,. , ,
M'
oo.,
n. ... '" '" .,
OO,
..
'E: rl!1 r"í
- ----,.
~
1l" . U ll
oo,
..,_ 0.90
no
'5.9
'5.' 2.. 2
"' _ _ <,''_''''
...:.;; ~
31.9
1.7, Il10
o ,_o
Table 4-6 (continued)
Available Strength in Axial Compression, kips
Fy "35ksi
.-... ..- .-.... Pipe
'
~.
"" ~
.,.
,. ., '" '" ,.
o.,
.,
. , '"
o.,
."
'" '" ".• oo •
"' n.'
no
., ., .. .. o.,
"'
..
"' ." "
.
::
"" .,. "" ....
'.ro. ..,.
oo • no
J;i ~
..
..;;.;. ~
o,
n,
o.,
'"
n•
.~.1
17_6
~,
..;;¿ ~
Table 4-6 (continued) Fy =35ksi
Available Strength in Axial Compression, kips Pipe
L30I
O PIPE3
<,''_'''' __1."Il10
Table4-7
'T '
Ava ilable Strength in Axial Compression, kips
--.. ~"
¡
~
.J iI
! ,!
' 310
,~
".
"ro
,~
,~
'" ""
' 31~
,~
' 510
,. ". ...
'"
:- v .
~
w
1~'O
,~
,~
m
oo,
,~
~
oo,
,~
1!IO
".
m
,~
m
'H
'0'0
~
.. · uo
,~
"'
...
w
,~
~
'm
m
,~
~
~
,m
... ... .,
o ,~
-- ...
~
~
,~
oo,
-
,, ~
v. '.ro. v.
v.
,~
,~
'"
,=
",.
".- - ""- -
""
,~
- --
..'"
~'
", in
~~
,t,·
"" v .
!
Fy "50ksi
Concentrically L.oaded WT-Shapes
,~
,~
'" ,," ~
~
oo,
,~
~
".
~
,~
~
~
m
m
'" '" '"
_ ', _SO ,*
3,"
.. ..
--'"
Table 4- 7 (con tinued) Fy
= 50 ksi
--.. ".
'T '
Ava ilable Strength in Axial Compression, kips
Concentrically Loaded WT-Shapes
'0'0
!
~
I
iI i"
.. ~
I ,1
~
"" ,,. "" ::
v. '.ro. v. ~
m
,~
'5'0
OO,
,~
m
,~
'"
,~
~
"'0
no
"ro
m
,~
~
~
~
,~
m
,~
"."'
m
~
'"
,~
~
~
'" ..'"
v.
,~
m
~' r,, "
.. - -". ". 'w
~
1
~"
~~
"" v . "" v .
~
,."
~
~
o. _ U;l
.. _uo
M
..
m
~
...
~
~
--
~
,m
'"
,oo
,~
,ro
~
."
"'
"' *
--..
no
,~
...
~
ro,
'" '"
,."_ ', _so ,* ,.
m
"' '"
,. ,. ,.
- --
Table 4-7 (continued)
'T '
--..
Ava ilable Strength in Axial Compression, kips
. !
I . 1
...
I ,!
.
.
- ..
'"
...
..'" ~
0. . 1.61
~
~
~
...
::
..
~
.,
m
.•
",
M.
' (110
~
~
~
oo •
'"
~
M •
':
~
..
~
~
~
."
m
~
~
~
m
~
~
m
~.
.. _uo
~
'" 9'-'
--..
'"
,
__b
... ': ~
". m
E
m
., ,.
'"
.,
...
w
M •
1010
~'
", in
~~
::
w
''''''
~
iI . i" .
Fy "50ksi
Concentrically L.oaded WT-Shapes
~"
~
.
"'. , ,'"
'"
..
'"
,.
~~
__
2.41
_"_10"
,,"_ . ..
'"
""
,. ---
xT '
Tabl e 4-7 (continued) Fy
Available Strength in Axia l Compression, kips
=50 ksi
Concentrically Loaded WT-Shapes
1
I
i i"
WT' $.5
!
~
I rr~~~ '~t;~~~ ;r.,~~"H"~ro~,: ~"~ ' ~'"~ ,~
I:!
,
'32(1
'MIl
' 200
1800
106(¡
' 800
962
,.\0
$SS
1290)
900
"'0
8009
1280
7$!
1100
6i'a
,m
600
906
m
m
~
~
m
_
m
V'
--
~3
~
VI
.. 3.111
~
166
'T '
Table 4-7 (continued)
Ava ilable Strength in Axial Compression, kips
--.. WT1 6.$
Fy " 50ks i
Concentrically L.oaded WT-Shapes Wf1U "
- - :- ~
..... ..... "" ..... "" "" m ~
,~
!
1
~
I
iI i"
..'"
~'
,m
" '"
· ·
I ,! "
", in
,~
· ·
m
,@
". '"
"'
""
~
,~
m
~ ,~
m
,@
"'
no
".
~
"'
."
«
"'
~
"'
,~
m
--
"'
- -m
~.
o. _ !.61
.. _uo
'.0
1110
~
~
'"
.n ,~
., ~
.....
,~
'" m
~
~
"'
- ,. ~
~
~
m
~
m
"'
,.
_"_10"
.,
'"
,."
---
Table 4- 7 (con tinued) Fy
--.. !
1
Ava ilable Strength in Axial Compression, kips
= 50 ksi
~
I
" ,
.
ií i"
I ,1 "
WflU "
- :-
~
~
." ,.
rn
~
~
."
m
~
"" ::
~
.....
~
m
w
.... "" m m'
rn
m
~
2.47 ~
~.
o. _ !.61
.. _no
,.
'"
~
~
,~
.,
~
.
"
"'
., ."
~
'"
.....
~
~
,.
m
,.
,. ,. ,.
--
__b
w
.....
,.
. r,, "
- :- .. '"
..
wr1 S.$
~
., ,. "' ,,,
~'
~
m
,.
~
w
00 ~
,
..'"
'T '
Concentrically Loaded WT-Shapes
m
81.l
.
,
__
m
.. .
,,"__"_ .... lO'" ""
,
--m
'T X
Table 4-7 (continued)
Available Strength in Axial Compression, kips
';:'5
Fy "50ksi
Concentrically L.oaded WT-Shapes
f'oIll. ..,. ..."m. ..... Ml. ..,. f'oIll. ..,. ¡yn. ..... ASD UIFII ASD UIFII ASD UIFII ASD UIRI ASD UlfD
'.ro. ..,. ASD LIIRI
'r.!0 2S90
' 51O
Z3$l 1U(¡
l ' 60
'290 ' 9O(I 115O \100 '030
lIi40
2170
1 490
~
I360
205Ol
1220
1610 20010 1560 23IiO
l.eo
2200
1330
2010
I~
21 ~
1m 2280 1470 22 ,o 1410 21JO
1380
2OII(J
13(1(l 1261)
1Il00 1!19O
,m
2\)10 1220
1280
HIlO
1170
13160 lOOO
mo
1160 "20
1300 12:30 1\70
1\10 112(1
1760] 1680
1060
'MOl
1$40
1640
1190
\m
1090
lOTO
1610
1160 113:1
1700 119:1
10f(I 1010
15EQ 1510
9Il1 9IlO 1m 00.0
10) ,.
,m
,(190
, 63(1
97 "
~
872
1310
17f()
lIMO
15/0
m
1400
83/
12(()
761 nI
1140 10lI0 102(l
\3010
m
12!D \210 \140
1)8(I
loU(¡
999 ' SOO
892
1070 1010
952 903
10:1 1360
850
1~
1590
959
1«(l
1153
121J)
llIlO
lt1eO
9\l7
1SOO
!i04
lB
1m
716
1080
63S
15M
936
"'0
6<3
1m
m
1210
11)0(1
\100
670
' 010
597
3$1
973
~
S35
1950 1850 1760
11l8(¡
I.ro
1610
1000
ao6 761
1460
875
1321)
192
1190
102
6~
940
90)7
1360
815
1230
731
1110
6S2
~
seo 8n
515
7ln
1110
6W
lCM
6JO
5141
~
lJ6
.f94
743
43/
1570
¡ ,iIOJ
1m
1200
959
n. MI
23IiO
lU()
1940
1150
1510
Z360
1~
2130
129(1
1900
"'"
,no
1000
15'0
"'
1301(1
1S20 UEi0 1390 1320
2280 2,go 2100 1990
1380 1320 1200 1200
207ll 1119Ol 1!lOO 1!1OlO
lZ50 1200
1!1111l 1810 1720 1630
1110 1010 11120
1510 1610 1m
"50
1470 1<20 1350 1280
810 1141 11001
1310 1260 1210 11.00
12\0 1\7\1 1(190 1010
187\1 1/SO 1630 15 10 1390
1130 1000
1700
1020
1~
~
1310 1m
1101 107
1200 1121)
9a2
667
1~
1180
692 104(1
001
1<3(1 lB
966 909 ll4!I 738
919 $0<0 901 853
! 18
126
11100
ll33
1~
1019
1ZJO 1130
6&1
m
636 (,81
11.00
11120
604
!iOII
'nI
506 4a9
820
1l33
682 617 553 '94
6?e
00l'
521 415 424 lT9 lOII
1m 2590
m
114~
127\1
no
761
115/1
69:2
104(1 930 155
1\88 1(130 62
619 5C2
5501 4lO
3.114
11~
1(190
1$4(l 1'-'0
PI 14l 604
3.110
431 $5
ns 1\51 $34
3.5&
,=---~- ' ''- -_
1730 1030
IMOl
?el 71~
lOro
661 611 5ti1 518
1(100
956 813
1m 852
rn
7" .m
m
.w
705
i\3oO
631 510 463
316 331 274
SOl!
~
...._'' 3.53
~1
412
Table 4- 7 (con tinued) Fy
= 50 ksi
--.. ,.
'T '
Ava ilable Strength in Axial Compression, kips
Concentrically Loaded WT-Shapes
.,
\lfTl ' x
"" v . "" v . ~
~
"ro
"ro
!
1
~
~
."
iI i"
I ,1
".
m
m
'"
1310
~
"'
,~
'" ..'"
~'
r,, "
~
1),, _ 1.67
m
"'
~
~
w
~
.. . ~
~
,
~
~
".v.
"" ~
,~
1:'0
~
I
""
v.
., "'
'"
,. "'
", w ,~
",
m
~
~
'.ro. v.
~
::
."
~
m
~
~
m
.,
~
~
~
M
"'
"'
~"
...m,
'"
..
". ". '" ,.
.. .. -- _-"" - -~
W . .. _ 0'10
". ,,,
'"
~
~,
_ ', _so ,*
-- ~
,,, '" n.
M.'
,,"_ ....
'"
'"
Table 4-7 (continued)
'T '
...
Ava ilable Strength in Axial Compression, kips
~
,1 ¡ 1
iI ¡"
~
~
~
~
,. ::..... :- ::..... "'",. ::..... "' ...... ~
'.ro.
"',., '"
~
"
m
'.ro.
~
~
,
m
. ,
m
· ,. ,.
I1
~
~
ffl
~
.,
~
,.m
,.'"
m
~
,.
",
m
~
,.
m
· ,. ,.,. ., · ---
~
0. _ 1.67
'".,
'"
'"
"_ 0.'10
2.,g
_
_
.,
~
h
"' '"
'" '" '" ~
,,,
~
'" "'
,.
'"
,.
~
., ., '" '" '"
o.,
~':'
"'
~
'" '" '"
'"
", ....
.,
WTj5 ~
..... "'" ,. m
" "'
·
Fy "50ksi
Concentrically L.oaded WT-Shapes
~"
l .15
m
.,
' 1.2
.,
__", ---,.
,,"__"_ .... 10'" ""
Table 4- 7 (con tinued) Fy
Available Strength in Axial Compression, kips
= 50 ksi
Concentrically Loaded WT-Shapes
xT ' WT~3.S
l'oIll. ..,. ..."m. ..... Ml. ..... l'oIll. ..... 1'oIll. ........"m. ..,. ASD UlfD ASD UlfD ASD UlfD ASD UlfD ASD UlfD ASD LIIRI
,..o
•. ~
w
1110
,m m
,~
~
' 0\ 0
\m
97!i
141O
m
883 829
.,
'000
14(1(1
13JO 1250
'"
,seo
,~
~
m
E
~
91\ 380 &1\ 1IfI 7
'37(1 1J2C
~
rn
953
rn
I\~
&9'
'000
rn
~
~
~
m
~
"'
m
"'
m
m
~
'"
~
lt50
\280
". ., ., ,. "' .. '" m
,~
~
833 80Il
126(1
m
1200 l it(¡
731 687
,. '" ". '"
,...o
no
\250 1210
100 70i 680
1\00 1010
6SO 6300
1160
1(21)
610
1100 1030
601~
969 910
seo
606
~
m
~
~
$4\
m m
,. ". ., '" "' rn
~
m
'T X
Table 4-7 (continued)
Ava ilable Strength in Axial Compression, kips
wr:3.5
""''''.
.... Ill.
.....
""' '''. ""'W. ""'W. '.10......
...
oo, m ,oo
'"
~
m
"' '"
'"
"'
'"
m
m
~
~
m
~
'"
m
m
""
". ,.
m
,.
m
""
~
.,
~
'" '" '"
'"
no
""
~
'" '"
., ,,,
,.
m
~
'"
~
rn m
,.
'" '"
~
,. '" ..'"
Fy "50ksi
Concentrically L.oaded WT-Shapes
626
9010
,. ,. ,,, ,. ,. m
" .. 67.1
'"
~ "5
53.
1103
., ""
•. 57.6
~'
",in
~
'"
W
2.1!
2.15
--~ ... ........,.'I"'m'"..OFSniELCoN"""-"."lION
2, 12
2.0/
xT '
Tabl e 4- 7 (continued) Fy
Available Strength in Axial Compression, kips
= 50 ksi
Concentrically Loaded WT-Shapes
W:'2
l'oIll. ..,. ..."m. ..... Ml. ..... l'oIll. ..... 1'oIll. ........"m. ..,. ASD
U1FII ASD
ASD
LI1RI
ASD
LI1RI
ASD
LI1RI
ASD
LI1RI
HilO
2'50
1010
2110
1340
2020
1!lO
1860
1100
16e(1
1010
1510
1$20 1070 "'0 1350 12'i1O
22110 21 10 212(1 2000 1931)
131;0 1320 1210 1210 1150
205(1
1900 1m 1130
1240 1200 1160 1100 1(15(1
"10 1130 1100 1810 1100 1860 114(1 1010 1580 I&W 1000 1510 1\70 950 I~
1220 1140 1070 992
11130 112(1 l!iDO 1490 "80
1090 102(1 951 881 &12
91~
841 161 6915 6l!1
LI1RI
"'!lO
1«
1150 1050
6n
1geo
16J1l liS30
9I!iI
1~
861
1320 1220
m
133
89.'\ 1340 831 12$l 119 1110 719 101lI0 661 1M
896
1350
808
1210
111
865
~1'11
\26
190
~
164
J99
J1J
.7C
26 1
.22
IIl3(¡
¡450
1070
2210
lJo1O
2020
123(1 1160
1100
le60
1010
1510
10711
2110 2120 2Ill0 1Il00
132(1 1<'!1O 1200 1130 1(15(1
1911(l l!iOO 18(1(l 1100 1580
1200 1150 1(19(1 1030
1810 1090 1¡.jO) 113O H140 15711 1!l4G 990 149(1 1\.40 9JC 1400 14<0 861 1300
711
116(1
696
1(15(1
1650 1510 1380 1250
916 896
10711 1m 1230 1110
'2'
637
,.,0
1090 1010 921 834
1110
~17
139
609 550
.\12
956 865 ~II
1m 1220
1110
fM
1(1(1(1
!1OO
12(1O 1100 1(1(1(1 901
896
536
805
412
110
2Q1
4G2
23\
3SI
750
1130
662
1010
5119
_
529
7lI5
591
as&
519
780 6i2 617
06& "3
100
368 299
~
~
7111
~
703 \70
41 1 333
3,21
LI1RI
99(1
500
3.23
'_
4<0 :w;
136 ti66
669
0&8 31\1
li63
5006 .\12
591;
8O(l 733
901! Rl 140 MI 536
13S1O
8900 1340 1290 1<JO 1160
lO l O
1010 915 RI 74(1 19!i
1340 1260 1180
670
IW 1390 12'i1O 1200 1100
927 8\6 a15
$f(I
613 550 446
$03
1121l 102(1 921 R1 67C
925
102(1 1530 981 1070
620l «9
3,2(1
3.11
3,14
• _ _ , ,, _ _ .... _
211
""_
317
3.11
Table 4-7 (continued)
'T '
Ava ilable Strength in Axial Compression, kips
--.. -
,m
~
-
v . '.ro." v .
v.
~
,m
,~
,~
"'
~
~
~
"'
'"
~
~
~
m
~
~
m
'" ,m
~
"' ,m
m
'"
." .,
'"
,.
~
iI i"
I ,!
m
~
'"
'"
,.
~
~
~
~
m
N
'1. _ 1.67
W.,."
.. _ 0'/0
,.
"'
,,,
--
- --
..'"
", in
:- v . "" :
m
!
I
~'
. .. "". -". -". ~,
"" v .
1
Fy "50ksi
Concentrically L.oaded WT-Shapes
~"
'" '.0
~
,.
m
,n
.,
rn
m
N
,~
m
~
~
m
m
n'
'"
'" '"
_ ', _SO ,*
,.
"' '"
,.
--W,
Table 4- 7 (con tinued) Fy
--..
Concentrically Loaded WT-Shapes
~"
~, .
~
"" v . "" v . ~ ~
':
~
~
'"v .
v.
"" ': "" :: '::
'.ro.'" v.
~
m
~
~
~
"'
~
"'
m
~
m
~
"' '"
.,
~
'" '" '"
~
m
.,
'"
,. "'
!
1
'T '
Ava ilable Strength in Axial Compression, kips
= 50 ksi
~
*
'"
'"
~
~
*
"'
m
~
'" * '"
~
I
iI i"
~
I ,!
m
'"
,. ,. ..'"
~' r,, "
~
1),, _ 1.6/
2,g¡
W . .. _ 0'/0
~
., .."
'"
--
'"
--~
~
rn
~
,. ,. ,. ,.
~
m
,,'
71.6
., '"
8U
2,g,
.
,
.,., ,.., ,."
_-"" ---
_', _so ,*
,,"_ ....
o,
[)I¡SKJNOI'CO~ "'R f.sS 'ON
MU"BF-RS
Table 4- 7 (con tinued)
'T '
Ava ilable Strength in Axial Compression, kips
Fy
= 50 ksi
Concentrically Loaded WT-Shapes
~"
~
""
.
, . '"
v.
'"
'"
E
'"
m
'"
m
'"
~
o .•
o. m. ~'","'-' ", 10
..
~
ií . ,. ,. i" ! .. .. oo.,
v. v. "" ':' "" :: ':'
m
1 1
I
v.
:: "" ::
'"o, .., ., '" '" "'
". ~
.. '"
m
no
.. ..'" oo.•
..
ru oo'
'"
:: :: ,.
ru
,.
'" '"
., '"
. .".,, ..., .. .,
,
7'.1
SI ,'
".,
'.ro. v.
-"'- f-'"
02.1
Table 4- 7 (con tinued) Fy
Ava ilable Strength in Axial Compression, kips
= 50 ksi
Concentrically Loaded WT-Shapes
xT ' WT~CI.S
l'oIll. ..,. ..."m. ..... Ml. ..... l'oIll. ..... 1'oIll. ........"m. ..,. ASD UlFD ASD UlFD ASD UlFD ASD UlFD ASD UlFD ASD LIIRI
." '" ,.
~
~
~
~
~
m
"' "'
w
"' '" "' '"
,. ,.
,~
'"
m
~
~
~
'"
"'
~
~
~
. ..
,
~
~
m
1210
'"
." ,.
'" '"
'" '" "'
'" ".
'"
m
," '" '"
'"
.,
~
~
., '"
~
".
m
m
~
~
m
,.
., m
,,,
'" '"
,.
.. .' ..
::
~
m
,. '" '"." '" m
'T X
Table 4- 7 (con tinued)
Ava ilable Strength in Axial Compression, kips
wr: o.$
Fy
= 50 ks i
Concentrically Loaded WT-Shapes
:: '"
~
~
~
n
': :: ~
"'
,. .. ,. m
m
-::: - - ...~
~
m
~
m
m
m m
'" '"
'" '" ," '"
,. '" ., '" '" .'", '" '"
71.9 1(8
~
~
'"
., ,. ,. '" '" '" '"
'"
« m
~
,.
~
~
m
.. 8' . ~
m
~
'"
91.l
!ll2
1i.9
_s..
68.2
., '"
.. .,
....
6U 100
"
~
" .3
'" SU
Table 4- 7 (con tinued) Fy
Ava ilable Strength in Axial Compression, kips
= 50 ksi
xT ' WT~CI.S
Concentrically Loaded WT-Shapes
'.tIl.o..,-. 'Jll.o..,-. 'oIt"..,. M"..,. '.tIl.o ..,.,oItl.o"'-. ASD
UlFD ASD LllfQ ASD
LllfQ ASD LllfQ ASD LllfQ ASD LIIRI 2"
"
,
,. '" '" '" ,.
331
'" '"
30 109 :12 95.9 &0.9 311 TU O(J 61.'
""
'0
1$8
.2 ..
1'-2 123
1&0 \.. 12\1 110 92.2
~
,. ,. ., '"
'"
2:37 2.) 1&\
97.8 86.1 1fi.3 M.l $S,1
'"
120 113
107 \N 11S 102 111.9
m
187
1611 91.8 1<1
81.0 m 67.2 10'
11>.8 16.6 67.8 6O.S 019.0
,.
193
2<8
"'
m
~
m
'"
>ro
:M
.e
22S
129 115 102 91.0 73.7
'"
9(1.0 61.9
13$ '2:3
70.6
1011
73.0 110 59.' 8U
m
120
,,"
m
,.
,. '" ., ,. 600.6 S2.3
'",.
11.0 S7.3 1M oIE.O
~ '" I ~ 1110 91.0 137
94.1 '" n.s 1011
'"
1'-5 107 5I!.2 M.S
67.9
$<.8 ....
•. 1 68,7
102 e2.' !iU
., .,'" ,.,. .,".. "".....", ".' ". ..Ir ' "' -"'-'" 18
:
101 SU
\~
\2$
~¡ ~:
59.9 50.1
9(1.0 l1.1
S7.' lI>.t oIE.O f\1.2
"' -"'- -'"
El E¡ J;l ~
-
".9 36.5
87.5 $<.8
305.7 Z9.3
-
53.8 ".0
-
'T X
Table 4- 7 (con tinued)
Ava ilable Strength in Axial Compression, kips
:n
Fy
= 50 ks i
Concentrically Loaded WT-Shapes
~
".
~
~ ~
---~
,~
~
~
~
':
~
'" .. '" ,. '" '" ", '" ,. ..,,' '" .. .. '" '" .. ,. .. '" ". '" "' ,,' '" .. ,. ., ., '" -... ,,, ,..... '.." '" ,,, '"
'" '" "'
~
~
~
'"
~
~
,,,
'"
".
m
~
~
nti
~
~
~
..'"
~'
",in
~
m
m
n
m
m
~
~
m
'" ."
oo,
,."
'"
'"
,.n
~
rn m
~
m
m
'"
,."
'"
,.
m
71.5
."
,."
xT '
Table 4- 7 (con tinued) Fy
Available Strength in Axial Compression, kips
= 50 ksi
Concentrically Loaded WT-Shapes
""' ....
..."m. ..... Ml.
:r9
.... ""' .... ""' ....
: :: '" :: ;;: :: ::: ::
~
~
..."m. ...... ~
::
,. ,. "' ,. '" ,. "' ,. .., ,. ., ,,.. ,. . . '" ., ..'" '"
~
~
m m
~
~
,
,
801.0 1;>6
14.6 112
64.1
11,2
1$.$ , tIl 70.5 106
tiJ.S
~.I
5S.S
75.0 l13
6&.S '00
57.7
M.7
62.9
t4,5
5U
86,5
62.2
00.1
53.9
<6.7
m.2
~.9
711.6
<6.1
613
'2.3
91.2
310
2O!5
:lOe
'61;
21$
'76 ' <6 111
264
'59
Z3II
,«
2'~
':32
,.
119
1/1\
'06
93.5
'~
/6.3 115 SU ~,2
n .s 64.5
00.9 10' 119
9U
&9.1 105
59,9
to.O
56.7
'3.7
73.'
35.2
Sol,'
r;u
.5.1
Gil.!
57.3 <6.' ",3
3H
59.1
35.7
53.'
80.3
'68
,~
~.6
IV 11)4 M,l
52. ,
12.7
SI.9
78.' 63.5 1$3
2'1
' 1$ 1«
76,6 115 t4.,
62.6
18.3 ~,
62,1
« .0 31.6
SU
:32.6
U9
~.6
'T X
Table 4- 7 (con tinued)
Ava ilable Strength in Axial Compression, kips
:n
"'
v. "" "" m ':: '"
m
,.
"" v .
;:
" '" ¡, , !
",
iI ¡ O
"
!
"
~'","'-'
m
= 50 ksi
".
71.2
,.
v. '.ro. v.
v.
:: '""" :: '"
,. ,. ,. ,. ." ,.
'" '" "'
,.
.. .. "' .,
.. "' .., .., ., ,. "' ., ., "' ., "' .. ~
ru
...
"'
n,
n.,
m
.. '" ... .. "'.2
", 10
Fy
Concentrically Loaded WT-Shapes
xT '
Table 4- 7 (con tinued) Fy
Ava ilable Strength in Axial Compression, kips
= 50 ksi
Concentrically Loaded WT-Shapes
:
;: ::
:: :: ::
---
~
~
m
~
,. '" ., ..'"
~
'"
,.
~
'"
~
~
m
:re
n,
'"
~
'" '"
'"
~
m
,.'" ,. '" ,. m
97.5
.,
57.8
eu
<9.3
74.'
69.0 11M
61.0
91.6
Sl.l
11.9
43.1
65.6
4'.0
1"-9 7V "ltI
31!.l
57.6
61.5
SU
11)
'5.1
1lt;.1
38.9
~. S
39.2
59.0
34.2
3U
.71
27.7
.1.6
11H
75.5 113
1;...
!lS.1
515,'
•.1
\IIL7 loO.l
I
m
"' 515.5
09.7
,. ,.,. '" •. .. '"'" ,. ~'" p'" '" '"
~
m
~
~
~
m
m
n.S I11
lD7 160 93.1 '" 83.1 I~
1' ,2 112 60.2 1iI:U
2.51
93.3 1-10 \23 109
82. '
n.e 66.0 sn
t/./ n.!
'"
---
769 119 69.S 1(1< 61.6 92.6
55.(1 ~_7
12.1 67.1
'"
~,I
52.9
• .1 l'n
' 7.3 311.'
71.1 51.7
,.
'.0
49.2
<3.3
57,9
"' /'.0
65.0
M.'
'"
~~
,~
Table 4- 7 (con tinued)
'T ' ~,
Ava ilable Strength in Axial Compression, kips
:: "" '"
"" v .
,.
,
." ,.
1 1
I Íí
i" ! . ~'","'-'
~
., "'
o.
o .•
oo.
v.
'"
,. ., '"
oo,
14.1
", 10
Fy
= 50 ks i
Concentrically Loaded WT-Shapes
.,
..
""
.. oo.
v.
'"
"" ,,,
v. '.ro." v.
'"
oo.,
."
..
$1.$
~,
"'
31 .2
o.,
17.9
~
1$ ,3
m
., ., "' ..
o .•
"'
1• .3
,,,
~,
oo.
"'
&7.<
~
"'
21.ti
... Jil. ~
19. 1
xT '
Table 4- 7 (con tinued) Fy
Available Strength in Axial Compression, kips
= 50 ksi
:n
Concentrically Loaded WT-Shapes
l'oIll. ..,. ..."m. ..... Ml. ..... l'oIll. ..... 1'oIll. ........"m. ..,. ASD UlFD ASD UlFD ASD UlFD ASD UlFD ASD UlFD ASD LIIRI
no
873 530
3(l(l
'2 l5() lO 2!1I 16 1316 11 181
3'6
414
Z!IO
43a 262 3S5 21 1
311
20 22 24 2$ 28
1511
"
1$2 125 105 $.1 7/.3
~
. . ". m
~'","'-' ", 10
526
2!1\
m ne ,)5
116
m
m
161
~,
,)5
203 l&e 14\ '20 104
1111 111 97.4 1<6 81.8 123 &9,7 105 60.' 110.4
112 9U 19.9 68.9
'" ". '"
~
m
m
'" '"
-
42' 3011
23' 1&4 145
m
3.74
~
m
219
bI 209
381 3'3
:mi
I~
250
UII
m
131
197
111
'1lI
,os
,6(1
111.3 132 13.3 11\ 62.9 9<.5
.,
rn
"'
~
~
~
m
~
m
,. '" ,. ,. '"
'"
'~1
3o!J 28'
90<.9 143 1M 11& 65.9 9111 SU &U
m
359
5010
2t;4 l3I '97 163 132
:11l1 3011 296 2<6 HIt
,o1
'6' 11M 1:ll 14,4 112 63,4 96,3
~
., '"
m
~
'"
m
91,6 141
m
'"
4a.O
,.ro
n .1
,~
'T X
Tabl e 4- 7 (continued)
Available Strength in Axial Compression, kips
:rr
F,= 50 ksi
Concentrically Loaded WT-Shapes
l'oIll. ..,. ..."m. ..... Ml. ..,. l'oIll. ..,. ¡yn. .....
00s9
ASo
UlFD
ASD
UlFD
o m
UlFD 002
o\SD
UIRI
ASD
UIFD
ASD
291 253
\73
1$7 131!
r.l6 101
136
l1a
12
206
310
1M
28J
I~
:!S1 22!1
,.
' 75
2$3
159
2<0
1<2
213
130
196
16 11
14\ 116
217 lIS
132 106
109 SU
16j 133
:lO 22 ZI
a
65.'
$5.1 .¡al
30
41.9
117 175 93.S 10 1
75.8 ".
71.9 loe
65.2
ij8,Q
62.0 62.8
90.1 19. '
59.5
IIU ¡SI
$3.9 45.3
11.0 61. '
n.'
50.6 43.6
1M 6M
" ,8 33.7
SI.'
42.6
12.2
~I
~7
6.0.0 5S.2
3M 33.3
58.0 50.0
629
38.0
571
33.'
1M
32.0
~1
29.0
<3.6
25.3
JII, '
SU 133
E:: ::, :IS
$3.$
'"
03.5
rol lal
115&
196 15'1
,JIU $M
3M 115.5
108
267
002
m
309
1019
224
171 \SI 131 \10 0003 7lJ! 61.2
m
~i '~: n.9
:19.3
511.1
2(l1
312
257
1~
no
196 166 136
136 :!(W "7 1~ 96,1 141 81.1 122
na
38.0
86.7 130 10.3 100
57.0
1M
39.6
7U 59.S
33.7 29.1
50.7 Q .7
133 119 102 86.1 70.'
<'00 119 1$4 129 106
(i6j)
91.2
92.0
50.!!
!;l.]
5\1.2
<0.2 30
57.1
301.0
SI.I
29.1
su n.s .a, ...o 66.1 39.'
163
FU 120
08.S
~
"7 103 1IIl.5 121
LIIRI
In 1(11
70.7 106 59.' !!!l.!
111
D
,n
85.5 128
90.2 "2 n9 m
21
'.ro. ..,.
ASD :!SI 194 168
6$.]
SU 'H
116.3
n1 6(1._ SH
'u
E:
~¡ ~ ~ I-"' I-"'- -"! -'"
03.1
60.7
:)u 52.5
~'","'-' ", 10
2M
2.0&
-- ~
2M;
1.92
1.91
U9
xT '
Table 4- 7 (con tinued) Fy
Ava ilable Strength in Axial Compression, kips
= 50 ksi
Concentrically Loaded WT-Shapes
"" "
no
., 21.0
v.
'" ~
" v.
v.
""
0.0
"'
o.,
n.,
27.7
n~
"'
37.'
\7.\
"'
""
'" ". "'
n,
"
' \.8
tia
"., "' "'
"' ". "' '"
~'","'-' ",10
\/.2
"" "'
:n
v. '.ro. v.
o. ".•
"" "' ". \5.6
m
..
'"
El ~ r"'-
,,.
67.0
.. "'
f-"'- ~
'T X
Tabl e 4- 7 (continued)
Available Strength in Axial Compression, kips
' ;6
F,= 50 ks i
Concentrically Loaded WT-Shapes
l'oIll. ..,. ..."m. ..... Ml. ..,. l'oIll. ..,. ¡yn. .....
00s9
ASo
•
UlFD
ASD
UlFD
216 19/
m ros
ASD
UlFD
~
1
216
1
'8'1
10 '2
100 'JI)
lO
"12
1& 11
7U 61.1
20 22
SO,O "'3
24 al
34.1
UIRI
ASD
UIFD
216 2500
161 149
212
lO!'
'.3 135
21$
200
12'
lee
2!115
188
30S <S3
In
~1
168
m
,so
m
133
2<10
m
"5 121
2'1 182
IJO l O!!
".
110
221 1110
\$5
195
J2.O 2$01
1111
171 901.5 142
,~
$0.2 \42
97.6 107
$6,1 \30
75.7 "4
m
72..1 109 5/1 &\.9
1fi.l 115 tiln !IO.S
67.6 102 S:U !IO.l
~.7
'1; .•
15.2 62.1
06.3
69.8 57.5
4M
~
~-l
1M 6Q.6
43.3 35.8
m
3/,6 31.0
SU f6.1
52.2
l21
<e-3
33.9
SO.9
30.1
' ~2
te.1
16.9
'30
25.6
38.5
2n
92.8
6S.O
.2 119.7
ASD
LIIRI
3a3
m
:wJ
219
'.0 ~
--~
110 '1;6 901.11 143
79.S 120 &1.8
516
.,.a
91.5 11.5
su SUI
3U
29.0
3:),
2.1
3H
21.3
:12.0
329
,., ". ,. " '" "' n. "' '" ,,,
,. ,. '"
m
3U
2lI
" '"
'.ro. ..,.
o\SD 1$0 '00
m
~
88.11 133
W.9
90.1
,."
.. ., ., .. "'
,~
'"
H<
IU
111
"'
'" "' "'
,."
xT '
Tabl e 4- 7 (continued) Fy
Available Strength in Axial Compression, kips
= 50 ksi
Concentrically Loaded WT-Shapes
:re
l'oIll. ..,. ..."m. ..... Ml. ..... l'oIll. ..... 1'oIll. ........"m. ..,. ASD UIFII ASD UIFII ASD UIFII ASD UIFII ASD UIFII ASD LIIRI • 119 1112
" 02 10 12
1711 1118 'j.4
91.6 131 lU
12C
lOO IM.4 86,6 77.6 6/,3
1$1 "2 130 117 102
86..1 32.2 /$.6 IQ.O 62.1
IlO 123 11$ 10$ IM.l
72.1 lO(! 118.6 103 110.1 96.l
58.6
.,
5;1,S
/9.1
$9.3 56.6 53,0 Q .l 013.9
" .1 ~,I
lU 13.2 SU
:;Cl..
7~~
j/I.I .$.1
/1" 11-' 62.3 56.1
.1.5 ll .•
n¡ ~j ~¡ ~1 ~~ l.
~'","'-' ", 10
13.1
11.1
-
15.•
2:1 1
1,51
-- ~
0,1141
0,111
,m
,,"
'T X
Tabl e 4- 7 (continued)
Available Strength in Axial Compression, kips
';5
~
"
118 55
"
28
10
100
12
"
IJ.~
..
267
ro
's.4 lJ4
liI:!
111
I~
96.5
111
63.~
~
. .. 51.5
n, ~'","'-' ",10
Fy
= 50 ksi
Concentrically Loaded WT-Shapes
..
."
l:ll 20Z
166 1)(1 9&.0
m
o .•
n.,
no
"'
55.!
&1.9
64.3
!lfi.1
.. ." .. 57.7
.. .. 1M
,,.
17.8
"'
54.9
IH
o•
n3
15.1
n,
xT '
Table 4- 7 (con tinued) Fy
Ava ilable Strength in Axial Compression, kips
= 50 ksi
Concentrically Loaded WT-Shapes
"" "
41.ti
" .9
v.
""
v.
'"
,,. ".' "., n.,
IH
".
'"
.,
~
"'
1$. 1
1\,2
""
v.
"" o.,
:rs
v. '.ro. v. ~,
.. ., •.,
<.,
".,
..
19.1
11 .7
17.7
9."
" .1
,"
8."
la
8.74
'"
IU
'"
10.1
'"
lU
11.6
..
'H
21 .1
s~ ~'","'-' ",10 ~
-
OJ "
.~
--~ ...........,.""'m'"..OFSniELCoN""""""'"
M"
•.m
'T X
Tabl e 4- 7 (continued)
Available Strength in Axial Compression, kips
';4
~
~
211
317
lre
2$01
lSo1
231
~
253
3110
21 8
m
m
2011
J14
179
2611
160)
200
' 35
200
143 lOO
2'61 115 159
14a 119 88.1
Itl 1\.4 113
17\1 111
222 119 132 89.9 152.4
129 103 15,0
113 n.6
:14.9
~5
351
19.6
29.S
10 IZ
lO
SI,8
en
16
4U
6/iS
114.6 M.l
. ..•.,
:
45.0
~
71.S
,o.
.¡¡jI
14.7
41~
'U
12.5
36.S
SoI.e
3M
36.9
555
21.9
42.Q
2H
,,,
m
o.
..
~
'"
'"
-
su
142 !lU
" '" '" '" '"
", 10
= 50 ks i
'
•
~'","'-'
Fy
Concentrically Loaded WT-Shapes
...
m
~.
51.6
2.10
.,
31.1
'"
SO.3
,. ,.
sa
no
.,
2'.9
3H
21 .5
,~
... ........,." "'m'"..OFSniEL CoN"""-"."lION
' .0
7M
'" ~
.. '"
Table 4- 7 (con tinued) Fy
Ava ilable Strength in Axial Compression, kips
= 50 ksi
Concentrically Loaded WT-Shapes
""
". .....
:: :'"
31.0
O,
o .•
11.5
.,
11.1
,.
O.'
..
"'
. ..
., m
xT ' :r4
:'" "'
,. .. "'
16.6
.. ..
". .....
'"
""
41.1
~ --"'-
IH
21.1
".0
"' ". "' ".,
19.1
., ~ .JiL
19.1 14.1
21.2
" ~'","'-' ", lo
,.
'"
1.6'
.
,
'T ' ~.
Table 4- 7 (con tinued)
Ava ilable Strength in Axial Compression, kips
Fy
= 50 ksi
Concentrically Loaded WT-Shapes
"" n., 2U
'" 31,2
:¡ ~ ~
n.o
. ...
"'
:- " ".
u
"" ':
.0
21.1
.."
13.0
,
,v
n,
24.0
JU
:1~ ,4
.. ... ...
..
U .4
1.21
"'
..
...
~~
t't
-
...
o~
__b
... ........,.""'m'"..OFSniELCoN"""-"."lION
o~
Fy = 36 ksi
Availab~~b~~ngth
in Axial Compression, kips Double Angles-Equal Legs
~.
'.'
~
Q., _ UI7
x+ ,x ~
.+.. AV~~~~eb~: ~:r~~~: ~ v
in Axial Compression , kips Double Angles-Equal Legs
Fr
=36 ksi
Table 4-8 (continued)
F. :36 ksi y
~vailable Stre~gth i~
Axial Compresslon, klps Double Angles-Equal Legs
y
'T.' ~
y
Table 4-8 (continued)
xT.xAxial ~vailable Stre~gth i~ CompreSSlon, klps -~
Double Angles-Equal Legs
tB
11.5
lU
1,1'j
Ul
1,R
2,n
¡,ro
2.61
F. y
= 36 ksi
Table 4-8 (continued)
y
~vailable Stre~gth i~
F. :36 ksi
Axial Compresslon , klps
y
'T.' ~
Double Ang les-Equal Legs
PooIfo
o
.
1'oIU."'. ASII UlFO
1'oIU."" ASll UIFO
1',I!l."" ASO
UIFO
1'oIU..." ASIl UlFO
...,m..." ASll UIFO
mi
41!
241!
211
JI!
1M
120'
m
,.
m
J13
248
m
'" '"9U
~
1&1
. ..
'"
,
'" '"
¡ . ,. ,. ., ..., ., ,. .í . ., ., ... . ., J
:
~
'" '"
'"
ro,
I
¡
o,
"'
S1.2
'"
'"
"'
72.1
,
e'.5
'"
: m :: ::
!J " ~
,.
>ro
,. "' ,.
~
'"
'" "' '"
., -'E! -~gi '-:~ - m'" ., .,"' ., ."'111._10_ .. "" ,m
·}g~· -m" l~-: ,. - -L~h " "
-r~-
70
47 .6
::::.' ',,~i1
~aI! "'"
,.
,~
,.
,.
,~
u g
~:~.::t:;==_:;..-.::..--::::;:.;:=
y
Table 4-8 (continued)
xT.xAxial ~vailable Stre~gth i~ CompreSSlon, klps -~
Double Angles-Equal Legs
F. y
= 36 ksi
Table 4-8 (continued) Fy = 36ksi
Available Strength in Axial Compression, kips Double Angles-Equal Legs
y
'T.' ~
Table 4-8 (continued)
y
xT.xAxial ~vailable Stre~gth i~ CompreSSlon , klps -~
F.
= 36 ksi
y
Double Ang les-Equal Legs
,. ,.". m
I I
91.3
", n..
"' n.
i:
i . .. .... n., .,., .. !
" ",
".,
o.,
"'
i" '" .. !I '" •. . , .. ... "' o.,
n,
no
41.9
'"
'" '"
., ",
37.2
n,
47.3
.,
m
"'
"' 61./
.,
~
37.8
IH
2403
~aI!qIoo
~t
,."
UI
"' 10 ....... 10 ......
'.0
-
~aI"""""
"'
.•
,
.,
IV
19.6
"'
n.
~,
", "' 11.1
11 ./
'"
-_...-
~r'--' U, _ U7 .. _o.¡¡o ~~~..~=-='''=.:!.._
Table 4-8 (continued)
~vailable Stre~gth i~
F. : 36 ksi
y
Axial Compresslon, klps
y
'T.' ~
Double Angles-Equal Legs
PooIfo
ASO G 119 1 l 1 . 5
lN'G
ASO
lN'G
111
105
151
11!
117 In 11l'J 164 154 111:1 93.9 141
m
'! • ••
1~ 156 101 1~ 96.. 1015 !lO.' lJ1i 113.0 125
ASO
UlFO ASO
ASO
lN'G
ASO
91 .0
137
16.1
115
62.1
m
.1.0
6U
!IO.l 13!'i SH 132 S3.! l2ti 18.6 111 n .• 1011
16.1 1..0 1O.S 66.5 61.3
lN'G 11. 111 101> !lU 92.1
61 .5 59.9 51.3
92.S !1O.1 86.2 11.0 1U
.fO.1 .fO.O 3!.9 ll.3 35.•
61.2 10.2 56.5 56.1
~.9 ~.S
lN'G
~. 1
i ~ ¡ ~l '~: ni ~¡ E¡ El ~¡ ~¡ El El El :: . m
" .• m
•• . , o.. •• o .• •,, "'
.,
i ¡ ~¡ ~¡ E¡ ~¡ ~¡ ~¡ ~¡ ~¡ f¡¡ ~¡ ¡~ ~¡ ~ :: 23SPll :~,: ~:~ :g ;!': :~:~ ~:: :~:~ :~:~ l~!o :~:~ ¡ ; ;;; ;: '~ ;~ ;; ;~ ~; :~. ~; ~ ~; :: ! ! ,¡ 'E: ¡::
~¡ ¡~
=: :¡¡, ~¡
~¡
El
~¡ ~l ~¡
'E ~j ~¡ ªj ~¡ f:¡ ~¡ ~¡ ~i ~! ~ ~~ TI¡ l2
22.1
33.'
192
21.51
16.5
z...1
"-*"012 .....
13.5
.,. .. _
20.3
.. _
10.1
16.1
,
Table 4-8 (continued)
y
xT.xAxial ~vailable Stre~gth i~ CompreSSlon , klps -~
F.
= 36 ksi
y
Double Ang les-Equal Legs
21.2'ltd',,,
"-
-
'"
~
J
"" o,
...
.....
',. '" :1 "" ... "" ... ""'" ... ''''' ...
'"
.•
.,
"' ~,
61,'
¡ .. .. ." ., ... .¡i .• .. ... .. V, ., ., ., 1" ., . ." .. :
., "' " "' 11.1
,H
1• .1
I
91,0
J
11.1
2U
'"
~t
'"
".,
lU
,,, ~.,t
oo.
"' "., .•
11.l
~
13.8
10.8
16.J
""
......
UI
~.,
' 1.2
'"
51,3
o,
no
~
"'
'"
21.8
".5
In
11 .1
",
"'
'"
'"
lJ.O
o. o.
~~,_~_
........ '-19
1.0 3
1.0 1
Ft1j:i?;:Z=-:7;.:.~.::-=;;:~:"'-
Table 4-8 (continued)
y
~vailable Stre~gth i~
F. :36 ksi
Axial CompreSSlon , klps
y
xT.x ~
Double Ang les-Equal Legs
1'oIU."'.
PooIfo
o
ASII
UlFO
59.1
118.8
J
:
¡ ÍI
1'oIU."" 1',I!l.""
1'oIU..."
ASll
UIFO
ASO
UIFO
ASIl
f,O.O
7$.2
fII.7
61 .2
31.0
~u
"
,;
¡J I "" "
I ~. ~
"' 10.7
10.9
&U
~
"'
".
11.7
"'
21 .3
,ro
I'.~
!.DI
.,
16.9
,,,
~aI ! """"
~:"
UIFO
111.5
27.8
." ,.. '" !l,2
~
O•
10,6
.,
2' .1
,.
12.'
10,0
'" '" ,,,
'" IU
.. _..'"- :: r1'!- el"11.5
".
........ ., ..........
O~
ASll
~.7
.. '" •.,
'" '" .., .., n, ... ... ., 12,3
...,m..."
UlFO
0.982
O~
O.,
"~O
m]:~:z.",,_-:7;:.~.:;.-=;;:~= ... ........,.' I>"""""OFSniELCoN"""-"-""ON
Table4-9
Available Strength in Axial Compression , kips
F, =36ksi
Double Angles-LLBB $/lapo
~:'
1
,/o
'l.
'"
1,02 1,0IJ !JIII! . . .
" ...
1M
'".
'"..
'51
1.43 U2
~~ii-:~::::;.¡:~~~~~~
Table 4-9 (continued) Fy = 36ksi
Available Strength in Axial Compression, kips Double Angles-llBB
'\so UU'O '\so o 01'9 lit m o t69 roe 01\ I ~ 6II1II 006 11M 392 ~ 3'\ 605 356 \68 335
'ü3 ID tU 12 402 l O mI
UU'O '\so UU'O '\so ~ !1ti5 ~I sos 623 !11lO ~I 303 6DII !I51 m ~ 1M 3000 \l1 2t16 ¡,s4 326 .jIO 215 ~ 31G .o&l 261 \03 291 <38 2.s
UU'O o\SO UU'O t63 269 t06 266 m 2\iO 3$' 2\.4 38' 20; 3611 :36 3\4 n< 3311
o~
t«
QD "3 392 3811
'T.' -
......
~
2L8 LLBB
'\so UU'O '\so 229 JoU UC m 339 181 m :m 134 21e 3lI 11'9 m 31. 17. 201 302 161 192 28Il leo
UU'O 285 lel 2/fi 2'0 21;1 211 2.0
I~!! !! !!!U!lUU
E ilL~ 'f: i ~ ~! :e, ~¡ : ~, ~' l!' ~ ~¡ ~' g,
;
f : lli ~: ~ ~ ~ : ru = ~ ~ ~ ~ ;; ill 1,: = U! ~ ~ ~ : ~ ~ m :! :: ~ m ~J ~ ;; ~ ~ f~ ~ :~ ~ ;~
~ :~ !~ :~, r.~ '~
ij¡~ '~
;
~!I:~, ~l'~: ~. 5'
"-'*'oIt ........ -'r.k_ .. _
:::,! ,~..
;;; ;~ ;
m, ~' :n
I.eo
1,51
' ,M
1,52
1.11
1.50
".9
Table 4-9 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Double Angles-llBB
1'oIU."'.
PooIfo 0
ASII
UlFO
3301
502
65. , 156.6
9/.9 8306
1'oIU."" 1',I!l.""
1'oIU..."
ASll
UIFO
ASO
UIFO
ASIl
UlFO
ASll
2eO
0121
2' 9
129
183
V5
1~
52.5 fU
/U 61 .•
.0.9
'"
1.58
_Io_
61.5 52.1
:)5.0
~ aI !""''to
•.
1.58
~ aI ""'''''
35.2
' .156
'>.' 0
...,m..."
UIFO
m
'T.'
Table 4-9 (continued) Fy = 36ksi
...
-
2LI, 4x
'" ''''''
I :~ ...
""" m
oo.
"'
, .,
" ...
''''''
M'
.
::. ... m
~7.0
.. '"..
n .•
.~
,.
..
m
o.
"O
."
ID
'"
., "'... . . . 10_ ..".
oo.
".0
'" '"
..o
~
~
... :1
"""
".
'"
......
2L6 LLBB
.• .• •. .. ..
'"
iI . "' "' ¡" :
. :::.!
... ".
~
11 ..
h, ..
-
Double Angles-llBB
~
..
Available Strength in Axial Compression, kips
~
." '.0
m
"'
".
n•
6L7
.0
.0
,
oo •
'0
",-,",, 012 ..,...
00 '
1.11
'bÍl
~
.~
........ 01 .......... o.~
0.859
0.• 1
~;ra~.:-_:,';.-::.."'::· ·_-
'T.' --"--"
Table 4-9 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
... '" .. ',. '. .. ,.'.. :1 - ''''' "'" .. ''''' "'" Double Angles-llBB
2I..6 LLBB
2LI, 4x
~
"
U
.
m
'"
..
..
1: , '" iI E~"' ~ ". ¡"
~.
IV
~
31.4
~
i!"
•
,
:
41.2
~
~
.• ..
"
.
M.'
no
" ,1
&1.1
~
.~
.ro
m
11,2
~.
.. ."
'~ il
.~
no
.•
•.
." "..
.."
1.61
0.M1
0-'1\1
"'-""fII ......... O..
".,
41.2
"-'"< oI Z .....
~:'
'"
". .""' "'
2H
., ".. •. "'. ., '10 ... ...... 10_
~
~.
.,.. .n
J I.O
..
O.V'
~~~:z.::;;::=-=~~-;::=-
!>TUl C()~ "'I!F.5S'ON
M~~ 'B ~R S~U'.CTION
TARtliS
'T.' ,. " :1 "'" .. "'" ..
Table 4-9 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Double Angles-llBB
-
......
~
2L6 LLBB
ZLII>3'''~
"
!
!
P.
i! i"
"'"
.....
'"
"'
..
M.'
". M.'
n.
.,
.,
i ! . '"
'"
"'
. .,
"
:::.' '. '
SLl
,.
S0.9
.. 2U
o .•
'"
..
.. .. .., m
.,
n,
n,
.,
n.
.. .,
2<.0
37.1
,.
"'-"'" "': ....... -\00 • . _ . _
"'-""" "' ...............
.
~:~ª-::;=:.=.::=_;;.';;= ...........,.""'m'"..OFSniELCoN""""""'"
Table 4-9 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Double Angles-llBB
1'oIU."'.
PooIfo
ASII
o m
1'oIU.""
1',I!l.""
UlFO
ASll
UIFO
ASO
m
213
JI!!
1/l
UIFO m
1'oIU..."
ASIl
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...,m..."
ASll
UIFO
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". ......... 10 ......
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,
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0.70&
0.100
o.~
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~]:~::;;S~=-=Z:-;:::..-
Table 4-9 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Double Angles-llBB S/III>O -
PooIfo
,,;n.1U..,.
";n.12.l..,,
1',Kl,1U.."
ASII
ASll
UIFO
ASO
143
214
UlFO W
.
¡ . "... J
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.
"
IJ . Z
o
n.
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O.,
no
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oo.,
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no
O, '~ , 6
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ASIl
• 0
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UIFO
144
7ll.2
1015
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19 .6
~
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.., ... ..
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91.7
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-
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'1...
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'T.'
~
lU
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n.
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Table 4-9 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Double Angles-llBB
'" I
12.4
p
!" ... '"
'"
:
'"
! . ". "., ". ". '" ". '" "'
J~~~+rn~~~.H
I
m
:
I~" '~1 :i ;; '" "
: :: ~:
=~ ~
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:::' ', ' '. "'
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0.'"
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~m
~~~:;~:m=-=-~-;o;::~-
Table 4·9 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Double Angles-llBB
S/III>O
""
'h
:tU
1'oIU."'.
1'oIU.""
1',I!l. ""
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UlFO
ASll
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1<.7 62.6
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1'oIU..." 135
!
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91.5
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- ~:! ~¡
I
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w
I
Table 4·9 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Double Angles-llBB
... '" ! "
¡ :
67.2
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1~ . 5
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SolO 1-0$ 1.36
,.
~.;: "
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'Er-'
Table 4-9 (continued) Fy = 36ksi
Available Strength in Axial Compression, kips Double Angles-llBB
d
I
.¡i " I
I~
'T.' -
......
~
2L3'l2llBB
Table 4-9 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Double Angles-llBB ZU> 2'''~
:: ~~Jj..,. ~~..,. 'oI~~"'. ,i:~..,. r,¡n.! ..,. ,~":..,. :1
Table 4·9 (continued) Fy = 36ksi
Available Strength in Axial Compression, kips
-1 [--"'-~
Double Angles-llBB
PooIto o
:. 96.&
:o :.
~.O
16.0
¡
¡
• 0
iI .. ¡• !!
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112
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41.0
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60.8
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36.2
...
300.3
32.7
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41.2
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1~.2
10,1
1'-0
37.0
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12.S
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0.426
"'-'""'
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----- -------;-
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., .,." ..
13.1
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lO~
., "' '" ,
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1(15
," "' 'bÍl
::
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89.9 &15
2L3 LLBB
0,191
.~
.~
o.m
0.<31
0.436
~~~::;;::;m:=-=-.;;.;:::.. ..........,." "'m'".. OF SniELCoN""""""'"
Table 4-9 (continued)
Available Strength in Axial Compression, kips
Fy = 36 k si
Double Angles-llBB 2l2'1:I~ 1 '1:I~
212" "1><
';'~'M, 1Ioffi.~M, ,.,I~~"'. 1Ioffi.~M,
::
PooIfo
1oSO
o 1 ! J
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1Ioffi.!M,
,.m:":..,.:1
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lN'G
lN'G
IoSO
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66,8 1(1(1 116,0 !I9.1
SU 56.1
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68.5
30.6
52.5 52.0
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83.5
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33.5
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38.8
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111.0
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'b_
0"'9
0,020
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0,321
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H~jl:'~::;;~~=,=";;;::"-
Table4-10
I
x~x
Available Strength in y
F
--:--x
=36 ksi Axial Compression , kips Double Angles-$L.BB
S/III>O
'l.
,/o
1
'"
" ...
'".
'"..
'51
E~- ~ m--min- ~ ¡~-~ ~- :~:~ r~- :n-¡~-J ~ :~: !SI 11.
1111
'~iOl
111 9'1.1 1"l1
.1 98.
le 12\1
M. 13,
121 111
10.1 105 61, 91.
1,;28
*. 13..
63.1 9U 36. ~, 82.1
"'-"""OIZ ...... ". ... _IO_
104.1
e .
q,
13 63
1,31
~i=.~::;;~i=~-:~~¿'=--
í
Table 4 -10 (continued)
''U:r:=-' Available Strength in
-1""~ Axial Compression, kips
Fy = 36ksi
Double Angles-5LBB S/III>O
1
,/o
'l.
'"
" ...
'".
'"..
'51
T
Table 4 -10 (continued)
Fy = 36ksi
Available Strength in x~x Axial Compression, kips
--:-.A
Double Angles-5LBB
" '. ',. .m.V",2..,, :I
u.2
¡.
.
o.,
iI " ¡J . ,. m
P
.
"'
,. ,,,
-;~~- -fr
:15.1
31.-<
~
.."
1'.In.
.."
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...
ASG 2!10
lIIFII 4:'
ASO 2' 9
lIIFII
m
ASIl '83
lllFll t15
ASG "8
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JI.4
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....
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62.6
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n,
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n,
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m
J/.e
_-
o.
'"
.,. , .,
----- ------ ------ ------ ----- ------ -¡.,. ... ..
"'-'"'01 : ..... 1.10
"'-'"' 01 .........
í
Table 4·10 (continued)
''U:r:=-' Available Strength in
Fy = 36ksi
-1""~ Axial Compression, kips Double Angles-5LBB
"'" J ,: ,.
r:
o .•
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,,, "'
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m
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,,,
m
~
m
,.
m
..}~ __ __L::¡¡- --}~---
0'
.,. ... ...... 10 ......
..,
o .,
T
Table 4-10 (continued)
Available Strength in x~x Axial Compression, kips
--:-.A
Fy = 36ksi
Double Angles-5LBB
'" '''''
',.
...
..
"'"
J '" :" ., "' "
¡
.¡i
n,
...
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42_S
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-------- ------
". ......... 10_ ,. ,.
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.......... 01 ..........
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,
~~~:;;: :~' ...;..~-;;::._... ........,.' I"'m ' ".. OF SniELCoN"""-"."llON
í
Table 4 -10 (continued)
''U:r:=-' Available Strength in
-1""~ Axial Compression, kips
...
I
.....
"'"
.. :1
n.
,,'
.. .,. . . _10_ .,
.,
"'"
"
J
ª
z
.¡i I
" "
,.
o.
o.
o.
H
. Z:' ," lO.
..
,. "'"
ZLI> 3'''~
o,
~
!
Fy = 36ksi
Double Angles-5LBB
2L6SLB6
'" ~
m
"-'""oIZ ......
'" o.r5&
,~
"-'""01 .......... 0.1$3
'" 0.1111
~:¡¡;'$.:.::;;=:.•=,=";;;:=
Tabla 4 -10 (continued) y
F
= 36 k si
I
Available Strength in .~ . Axial Compression, kips _~ Double Angles-5LBB ZU> 3'''~
:: ";0.::'..,, ";0.::"..,, ~~,.l.." ";0.':...,, ,.x:.'7. ., :1 PooIto o ,
:o :::
:: 25(1
:mi
211
367
200
lS3
198 186 '75
l
2"
3
ni
$
207
310
, m
~ 317 310 2911 282 163
,": 171 '67 161 15.l 143
=1': :o :: 257 251 242
m
129
,~
W
I'JO 185 176 'M
123 117 110
,o,99.6
~
98.7 \12.8
'52 150 1<5 lJi
87.9
'~
r!HHuun ¡"
l~
js :: ~~
30 3l M
•
,~iI.
33f
m
214
193
:~
m lr. 7... M,'
112 911.3
~
~,
~
m
0.1..
70.8 617 SU 0&.1
'06 !I;2,1 SU
m
5&.'
0&.9
n.o ~
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73.6 601./
m
m .......->ro ..u_ ...--.,._r ~
0.1'"
~
0.150
~
~
..m_
~
o.ru
~
~
0.1511
~j:%:;~~=~;~=
í
Table 4 -10 (continued)
''U:r:=-' Available Strength in
-1""~ Axial Compression, kips
Fy = 36ksi
Double Angles-5LBB S/III>O
'l.
-
'1...
'lo<
'1..
,,;n.1U..,.
";n.72.l..,,
1',Kl,1U.."
ASII
UlFO
ASll
UIFO
ASO
lfi2
~43
143
21 4
2 I~ J 106 "35
ro no
137 129
1O!i
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203
,2(1
IlI4 180
'1<'
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UIFO
ASll
UIFO
ASll
UIFO
127
IB3
9!i.6
144
ro.'
106
117 112 1(14
175 16a
,se
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i : '" '" "' ". I ¡" : : : :~ ,. '" Hnl i* 38.2
51.4
),J.•
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~:
::: ".
n, ". n,
"1 j
T
Table 4-10 (continued)
Available Strength in x~x Axial Compression, kips
--:-.A
Fy = 36ksi
...
-
Double Angles-5LBB
'"
~
'''''
,
...
"'"
m
ZUd'l:I~
... ,.
iD
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81.9
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P" íI " " ¡" : íJ ~
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21.'
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n.,
'9.$
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0.1' 6
'$ ........ 01 ..........
O./lS
o.n,
,~
0.123
~:1t$.:.::;=:.•c.-=-.:.~-;,:::::
í
Table 4 -10 (continued)
''U:r:=-' Available Strength in
-1""~ Axial Compression, kips
Fy = 36ksi
Double Angles-5LBB
S/III>O _
"" 21.2
'h :tU
'" 11.0
,'1.. ....
1'oIU."'. ASII UlFO
1'oIU."" ASll UIFO
1',I!l.""
PooIfo
ASO
UIFO
1'oIU..." ASIl UlFO
140
21 1
10'1
161
108
163
o
d
172
m
: :~ :~
1" ,¡ ~¡
iI :;
::~
;¡:
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11
1
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M.'
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'~:
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~;
90.0
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•., ,,, ... .. ,
102
.,
:E. m :::: :~ ~; ~: ~:
M.'
1iHJ.nn ~ o.a13
"'-'*"' ......... lb_
0-631
0.633
0.6311
0.638
0-63i
~~~::;~~="=',;;~:..
T
Table 4-10 (continued)
Available Strength in x~x Axial Compression, kips
--:-.A
Fy = 36ksi
Double Angles-5LBB
'"
...
'" :1 '" "" ... "" ... ...... ... ''''' ...
,. ,. '" ...• ... '" ,.
"" !!
1: . '" i! "' " ,. "j : ,..• ,.
no 31.2
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ZU'hx J ,
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n,
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n,
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-:"'E¡-r~í - ~.¡
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8 1.~
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0.61'
1.61
1.00
LM
0.620
UZl
0.624
U2\I
~~~::;~~="=',;;~:..
í
Table 4 -10 (continued)
''U:r:=-' Available Strength in
Fy = 36ksi
-1""~ Axial Compression, kips
...
Double Angles-5LBB
2l.3'/,Sl88
-
'"
~
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ro
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21.9
51,2
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1.71
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81.7
37.'
'"
"'
11.1
10.1
15.2
,ro
~~i=;"!::~ -J?<:'"=.!':-::=-
T
Table 4-10 (continued)
Available Strength in x~x Axial Compression, kips
--:-.A
Fy = 36ksi
Double Angles-5LBB ZU> 2'''~
:: ~~1..,. ~~..,. ,~~~..,. ,i:~..,.~!..,. ,1~..,. :1 PooIfo
1oSO 1 2 J ,
lN'G
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160 153 "2 $5,2 12&
9<"
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lN'G
9<.3 "2 90.3 136 M,O 12& 75,9 '"
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au
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19.3 36.2 JIU 33,6
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82.0 123 7B.6 118 7U 110 66.3 99.7
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ru " .• " .•
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I ~ ;; _~; ~~:; .~.~ .~:i .;.; .:; .~~ .~·i :. E.~ ;:; ;.: ~ ~; E, ~ ~.: E,~ r:,: a; ~! ;! ~: r:r l!t .::~- ... ~: ~:
:::
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í
''U:r:=-' Available Strength in
-1""~ Axial Compression, kips
...
-
'"
"" ~u
:
I
17.~
. iI ¡
M.'
I!
~
ro
Fy = 36ksi
Double Angles-5LBB
~
!
MU"BF-RS
Table 4 -10 (continued)
-~f
... no
'"
"" ~
.. '" '"
.,
... ""'"~ ""'"',.~ '''''"".~ :1 5Ll
., ., "' '" "'
ro,
' 2.0
n., o .•
'8.'
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roo
,u
'"
., ., .,
--:.: --f:.: - :I -~I -~I '3.8
' 0.0
17.1
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'3.7
,~
., 1' .!
.. ., ..--:!-!-"
'0.2
T
Table 4 -10 (continued)
Fy = 36ksi
Available Strength in x~x Axial Compression, kips
--:-.A
Double Angles-5LBB
"-'"<"' z...... ".
~t
w
'"
1.14
... ...... "' ......
'"
'"
,.>
'l
T,.'.4-11 Ax~:~~o~ep~~~:7;~~ ~rps
.',/ , L:2 z
.....
Fy = 36 ksi
Concentrica lly Loaded Single Angles l l:tx l tx
-
'"oro "" ":' "" ":' "" ":' "",.,
l
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i1 .
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"
1'/•
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9
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m
m
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11,, _ 1.67
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m
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~
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~
- - .. m
1010
., '"
1'1.
--
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"'
~
I
.. ~
~
'" I
..
rn
..
m
m
'"
,.
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Table 4-11 (continued)
Available Strength in Axial Compression , kips
Fy =36ksi
Concentrically Loaded Single Angles
..... '" '" """"" """"" "'" "" "'" "" "'" "" """""
l i1
. iI ¡ ! ~:'
'"
l ' Ox ' Ox
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~
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l able 4-11 (continued)
.',/ , ~
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Ax~:~~o~ep~~~:7;~~ ~rps
Fy = 36 ksi
Concentrically Loaded Single Angles
1'1.
'l.
'l.
~
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=
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Table4 -11 (continued)
Available Strength in Axial Compression, kips
Fy =36 ksi
\
x
Concentrically Loaded Single Angles
'l.
'It" IIU
U.2
'l.
39.1
I
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La
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3:1.1
21.5
:15.7
JVO. "" JVO. "" .o.Kk "" .o.Kk"" .o.Kk"" JVO. "" A$1I
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148
222
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A$1I
282
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63,11 57,3 51 .7
107 9fi.D . , 17.7
411.9
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4201
248
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no
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86.1 129
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7/.5 11 7 00.1 11M 62.1 113,3 ~.O " .2 50.8
715,4
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17.1 115
61.3
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A$1I
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181
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57.1
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72.2 65.2
015,1 4(1,5 36.5
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53.6 08.1 4H
41.4 37.2 :13.6
611.1 62,3 55.9 !1M
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54.5 49.2 ... s
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UlfD
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l able 4-11 (continued)
.',/ , ~
z
~:~~ao~ep~~~:7;~~ ~~s
Fy
=36 ksi
Concentrically Loaded Single Angles
,/o'"
'1" IIU
Zl.O
37..1
3:1.1
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21.7
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61 .2
92,0
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11.6
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6$.~
68.1 '1)3
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60.9
91.5
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45.3
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37.9
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37.3
~. I
32.7
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27.9
42.0
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~,
't ·
Table4 -11 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
\
x
I
,. ,
'
Concentrically Loaded Single Angles
'1,
-11' ~J
~
lU
". =
~
""" '1,' lU
!'JO. .." !'JO. .." .o.Kk .." .o.Kk"" .o.Kk"" !'JO. .." A$1I
UlfD
A$1I
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130 125
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106
161)
111
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A$1I
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133
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221!
,lE 111
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212
1(1' m IlH uo
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96,1 145
85,4 121
11.5
114,6 ' 21 n,~ 109
lU "O 114,0 6H 96.0 57.0
61),9 5O,0
11.5 1SoI
54.8 OS,I
12,0 81,8
48,1 4(¡"
13.1
n.o
80,3
59.1
au
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f2.1 ~2
31.3 31.3 lE,1 23.0
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301.1 29,6 25.5
01.1 4(¡,' :)4.6
13.1 2],8 23.7 21l.5
4U 41.8
4U 41.0 :)4,9 30-'
7H 5U
118 1(1(1
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nu
lS.1 3'11
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62.3 52,0
:)4.0 28.6
51.1 41.0
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2'-' 21.0
3U 31.6
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lable 4-11 (continued)
.',/ , L7~:
~:~~ao~ep~~~:7;~~ ~~s
Fy
=36 ksi
Concentrically Loaded Single Angles
,/o'"
"o' 15.7
111
37..1
3:1.1
'f.
21.7
IU
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121
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101
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lZ.5 18.8
23.]
93.0 1010
18.6
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110.2 12'
7U 107 61.9 93.'
61.7 \J.7
'12.1 80.]
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7$.1 118. 1
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BU n.9
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31.3 n.S
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64.5
37,3
1i2.9 56.'
JI.4
'7.J
115.4
38.6
53.0
33.5
50.3
28.2
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... 30.2
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ni
16.2
...,.5 ,¡,S
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'"
68.3 133 69.2 10<
ne
52.0
53.D
't ·
Table4 -11 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
\
x
I
,. ,
'
Concentrically Loaded Single Angles
" '1,.
'h
',,.'
""
~J
IU
~
,"
= 'h
1M
JVO. .." JVO. .." .o.Kk .." .o.Kk"" .o.Kk"" JVO. .." A$1I
UlfD
A$1I
UlfD
A$1I
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A$1I
UlfD
A$1I
UlfD
A$1I
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8'-3 112
59.9
'10.1
'65
2j\1
19.8 120
511.9 51,8 55.8 SJ,1 51,. .j,!.7
SU liU
151
231i
"6
su
133 119 1(10 86.7 1U
219 200 1111
nA 111 75.3 " ' I2.l lCIII 68,9 1(10 1;5. 1 IH II(U !l1.1i
4.";,S
111l.1 11.2 13.2 68.!I
63,S
96.5 55.3
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51i.T
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50.0
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3\1.5 315.2
59..
515.1
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50.3 012,3
lU 63.6
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36.&
$5,0
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33.0 33.7 30,0 21,0
21.2
3H 28.9
1M 16,1 15,0
28.2 25,2 128
113 116 1O,5 1O!i
no !lB
28.0
loe !15 .•
28,8 25.S 7.1,1 20,S
'3.3 :l8.j JU 301
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25,3 2H 20.0 11.9
501.'
168 133 112
' lY
.',/ , ~
z
l able 4-11 (continued)
Ax~:~~o~ep~~~:7;~~ ~rps
Fy = 36 ksi
Concentrically Loaded Single Angles
n. '" '" ~,
21.1
n .•
97.7
'"
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'"
."
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2!.0
31.5
'8.9
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ro,
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"'
Table 4-11 (continued)
Available Strength in Axial Compression , kips
Fy = 36ksi
Concentrically Loaded Single Angles
,,'
"" ~
a,
ltd'lJx
... .0
"" ~
".
2'.2
21.'
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... "" "" ...
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...
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6'-9
31.0
'7.7
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' lY
lable 4-11 (continued)
.',/ , ~
z
Ax~:~~o~ep~~~:7;~~ ~rps
Fy
=36 ksi
Concentrically Loaded Single Angles
,/o
".
",.
ZlI
:rI.2
'1...
'/o 11.2
20.11
' lo'
143
12.3
JVO. .." MI. .." .o.Kk .." 1'JI1. ..... 1'Jf1. ..... l'oIIl. "" ASll
UlfD
ASD
UlfD
ASD
\JIFD
ASO
UlfD
100 1!lO 96.2 141; 91,0 137
UlfD
ASll
UIfD
IlU 8U
133 121
75.3 /J.l 69.5
113 110
IV
80),2 7H
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1111.6
103
10,1 106 ~.l IH
61.9 55.1
66.7 100
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11.1
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46.9
su
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ASll
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'04 97.3
5IlA
l1li.3
93.1 12-'
53.1 .7.&
10,1 71.$
7G.5 ",5
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55.5
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37.9 21.9 32.6 16.9
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26.0
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300.4
1M
28.2
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21.7
't ·
Table4 -11 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
\
x
I
,. ,
'
Concentrically Loaded Single Angles
" 111.3
".
",.
'h
'/i
11.1
11.1
1:1.1
lo..
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JVO. "" JVO. ..,. .o.Kk "" .o.Kk"" .o.Kk"" JVO. "" A$G
UlfD
51,S 56.7
124 es.1 119 !l.0 111 1\I,g 101 7'-2 89.5
IV 11\1 1M 152 1311
n.o
115
~,2
53,2 50.7 47,8 ",4
A$G
eu
3II,4 30,S
71.1 6U 50.' 53.2 OS,g
"'7 33,8
26.0 21 ,I
311.Q IU
27.9 23.5
"'.3
" "' -"'-
II<,S 52.5
UlfD
A$G
UlFD
105 15& 101 15 1 IM,O 14 1 &5,~ 128 75.$ 110
A$G
UlfD
A$G
8$.1 81.1 76.' 89.5
128 123 li S 1(1<
11<,2
UlfD
A$D
UIfD
96,5
7509 7:U !iU 6.0.5 5605
~. I
'13.3
58,3 53,1 '7.2
11.7 1\I.g
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6L6
1Il!.5
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38.9
79.3 17,0
.... 311,4 28,$
6U 36.'
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S1.S (1.2
53.1 _lO
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43.5 311,3
21.,3
26.9 23.7 19,0 15,4
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35.6 ;'gg
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2\1.2 24.5
15.0 12,6
22.5 18.9
12.7 10,7
19.1 160
3II.l
M,1
33,7
516
3$.7 2U 23,1
' lY
Table 4-11 (continued)
..,/ . ~
z
~:~~ao~ep~~~:7;~~ ~~S
Fy
=36 ksi
Concentrically Loaded Single Angles
'10"
'h
1.00
' , ..
12.1
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IU
"..
UD
UD
1.20
JVO. .." JVO. .." .o.Kk .." .o.Kl. .." .o.Kl."" JVO. .." A$1I
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A$1I
UlfD 122
A$1I
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A$1I
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101
7O.1
101S 99.1 91.0
37.0
55.6
811.3
36.7 3$.1 " .2 32.0 2\1.1
5S.1 53.1 51.4 4S.1 4:U
79,4 119 1$.1 113 68,5 103 60,2 g(¡.s 51.0 IH
60.5 53.3 45-2
25,9 12.5 19.1 15,4 12.5
3!.9 2$.1 13.1 lU
41,1 32,8 25.1 19,9 \6,\
31.0 29.1 22.4 11.1 14,3
ru
62.1 49,3 37.9 2U 2<-2
66.3
UlfD
A$1I
UlfD
ro.!
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41.8
11.8
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59.9 51.3 52.4 110.0 4&.1 61.9 )9.1
110,0 IlU 71,1 M,3 IU
41.1 45.1 41.9 31,9 :13.1
IU 61.8 6.1.0 4U
34,6 3H lO.11 2M 24.5
49.9 46.5 42.1 31.0
55.5
.1.2 3&.0 2\1.3 Z3. 1
21,2 21 ,S \6.6 13,1 \0,6
4U 32,3 24.9 11.1 \5,9
11.0 11.' 13.5 10.ti M\
12-9
.:u nI 16.6 21.S
32.1 25.3 19.5 1S.. 12.5
'3.1
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A$1I
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S2.O
't ·
Table4 -11 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
\
x
I
,. ,
'
Concentrically Loaded Single Angles
'1,
'l. l L5
',.
15.7
', ..
12.1
'1,
11.3
'f..
1.10
UD
JVO. "" JVO. "" .o.Kk "" .o.Kk "" .o.Kk"" JVO. "" A$1I
UlfD
118 ",
' 1< ' 6e
105
151
A$1I
UlfD
98, '
1<1
!M.5 M,7
,. 2 133
A$1I
UlFD
A$1I
79.8 16.9
I:!O 116
70,3 1M 67.1 '02
15M
12.2
1011
63.5
55.1
95,1 ' " ts.5 ' 28
8\.2 122
7U 111 63,1 90.8 sn 7H "',0 63.1
63.0
53,S ...2
3<,0
51.1
28,8
28.1
<2.3
n8
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19.5
23,6
35.S
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:Jl.1
16"
n." (19
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UlfD
~ .5
A$1I
6(J,g
UlfD
A$1I
UIfD
",S 50.9 '9.1
7M 7U
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6lLl
M.l 12,1
su
66.1 59-0
99.3 58.2 "'7 52.0
11,5 50.5 73.' '5.1
P,i,g
61.$
'2.3 37.6
S1" <3.6 36.1
Tl.2
31i.3
59,1
33.0
<9.6
157,1 33 ..
511.2
50'.3
05.J 3$,' 31.1
1II.0
6M
28.1 " .7 n3
03.1 3M
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JU 22.< 33.5 1U 31,3 '8.1 V,! 15.3
... .2 35.1 28.<
29.3
17.2
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2M
'H
27.7
'5.0
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12.6
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n.o IU
' '' Jk ~
' lY
Table 4-11 (continued)
.',/ . .: z
~:~~ao~ep~~~:7;~~ ~~S
Fy
=36 ksi
Concentrically Loaded Single Angles
'10"
'l.
'h
~
a~
lU
.,,. ~
'/.' ~
'lo lU
JVO. .." JVO. .." .o.Kk .." I'J1k"" .o.Kk"" JVO. .." A$1I
UlfD
A$1I
UlfD
A$1I
UlfD
A$1I
36.J
su
7H
113
36.0 35.1
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74,3 112 71.1 ,o1
33.1
50.6
61>.0
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31.1 29.'
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26.6
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36,6 29.3
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UlfD
A$1I
51..!
86.1
G .4
12.1
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1M 81.9
<1.7 45.6
50.6
76.1
4,2,4
JI;.6
53.6
8611
UIfD 129
7'.6 35,3 68,6 34.3 63.&
02.6
53,0 51.5 G .I
114.' 1'1-1
n..'l
1V 120
".5 '5.1 71.4 j(ljJ
IV $).2
38,3 33.6
57.6 JO. I 50.5 V.O
oIIi,3 "¡.5
53.4
65.6
341
512
28,7
43.1
:rJ.J
35.0
Ul
54.9 28.2 "11 22.6
4.2.3 301.(1
23.7 19.1
35.6 2$.1
19,3 15.5
;29,0 23.3
33.8 25.9
n.o
100
96.3 110.3 65,1 50),9 :lU
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't ·
Table4 -11 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
\
x
I
,. ,
'
Concentrically Loaded Single Angles L4-L3'h
'1,
'h 11.1
'l.
'lo-
' /..
1.511
7.20
UD
'/.. l.1li
11.1
JVO. .." JVO. .." .o.Kk .." .o.Kk"" .o.Kk"" JVO. .." A$1I
UlfD
A$1I
70.'
I~
~I
UlfD
A$1I
110.1
«.9
UlFD
UlfD
A$1I
UlfD
A$1I
105
62.3
93.6
6',3 58.' 53,8 01/1,0
92' 67.7
:13.8
1M
70.1
68.1 '(13 52.7 65.0 97.6 '9.& ~,' 68.1 .So3 SI.8 ni m 43.7 6/1.6 33.6
19.: •• ,
6U :)3,3 112.7 J'.8 511 29,4 ~1 26,4 '1.' 12.9
50.0
36.0 33.' 26.1
01.6 «.1 39.1
J'-'
68,9 ' 1)< 6li.6 9M 00,4 !lU 53,9 !IO.9 06.4 el!.!
~,S
53.J
". 1 13.0
3'-6 18,1
26.1
38.8
17,1 1'.1 16,1 ' 3,6
" .1 11 .' JI., 16.0 15.2 13.0 70.0 100S
J2.: 16.1 27.2 14.1 21.0 2'.1 13.9 10.9 11.3 16.9 lB 11.0 16.5 8.119 13.4 1M MIl 13.3 ],20 1M
31,3 201.4 19,3 ' 5,6
11.3
IH .L7 68.2 ~,I
S0.5
6H
A$1I
SII.3 47,0 115.7 21.0 1:3,5
UIfD
IIO.!
n.l
"., 112.2 3'-6 26,0 21.9 17,3 14,0
52.0
'1.0 31.$ ;>S.O 21.0
\~I
x~ y z
,,',
A:;~:~i~1~~;;~n~;~)
in Axial Compression, kips
x
y
F
"
36 ks i
Concentrically Loaded Single Angles 1J'/r>.
'1.. =
'/o ~
'1,' ~
='l.
'1 ..
'lo
~
Ml.~l'Jlk~I'JI),,~I'oIIl.""IVIl.M
ASD
UIFO
lSII
lJIFO
UlFD
lSII
UlFD 11.1
ASD
UlfD
~
.......u ...... ASD
~l.9
RO
34.8
~.J
65.1
~7.6
!lU
S3.0 00.5
79.7 ".5 759 oH
66.9 301.' 6M 33.3
SU 00,0
63J! 60.'
,'(U
5&.' 5.H
Il0l,1 '9.0 1'U ~.2
-16.6
/0.0
391
5U
3U
'1,2
501.5
11.1
oH
n.'
R9
2<1/
~5.J
M.O
ASD
tU
UIFD
~j)
6;1., 36.6 SU 30.6
" .6 35.9
62.5 3M 501-0 3I.n
'SH 5.'
28 .. 2U
:In
012,1
." 39.6
11.2
su
'2.0 35.2
:ll.0
.5.1
25.1
lS.0
2ll.6
JIU
31.9
'1,1
28.3
42,5
2'.3 19.0
:.&.5 20.5 2M lS1
lOA 2'-2
'6.7 Il.'
2:$,1 19.7
2'.6 'M
3IU 2U
21.9 16.7
3U 19.1 2$.2 lH
22.0
15.0
22.11
19.1
10.'
IH
lU
22.3
lH
IU
11.'
8..<0
\2.1
12.0
11,1
11).1
11,1
10.1
15.1
e.IM
10.'
IV 15O
.!..!
116
_ ,
9.3' ' ' '
't ·
Table4 -11 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
\
x
I
,. ,
'
Concentrically Loaded Single Angles
"'h 1.3'104"
1.3'1." 2'10,,
'1,.
'1,'
'l.
'Jo
~
~
~
~
'1,.
W
~g
~
JVO. "" JVO. "" I'Jlk "" I'Jlk"" I'Jlk"" JVO. "" A$1I
.. 25.8
UlfD
A$1I
3U 2\.1
UlfD
31.7
A$1I
UlFD
A$1I
UlfD
A$1I
UlfD
A$1I
UIfD
~
to.6 fU
61.8 :l'.7
5.1.2 V.&
-16.9 38.9
ro.~
58.5
31>,0 l9,9
lof.1 :lO,s. 011;,0 ~,f
30.6
'5.9 23.6
3M 20.0
'5.1 38.1 )0.1
lU :!O.7 15.<
XI./
301./ 25.1
lli.f 19,0
22.1 \1,1
12.3 11.5 9,(10 '3,6
\6.1
'.0 " .• •• •." ". '"
11,6 12.9
l S.,O \\,0
. . ... ... '"
'\ .8 la ) 1,0
2'-6
~~
' lY
Table 4-11 (continued)
.',/ . ~
z
Ax~:~~O~ep~~~:7;~~ ~rpS
Fy
=36 ksi
Concentrically Loaded Single Angles
'h
'l.
'/ ,.
t.«I
1.311
'l.
'1,.
7 .20
1.10
UO
:1.11
JVO. "" JVO. "" .o.Kk "" .o.Kk"" .o.Kk"" JVO. "" A$1I
SU
UlfD
A$1I
~1.
S1.2 '7.9
TI .'
02,3
&4.1
s...
81.1
08.6 '1 .5
11.0 62.4
UlfD
A$1I
n,o
,"s
UlFD
A$1I
UlfD
se"
A$1I
UlfD
A$1I
UIfD
:no
6H 36.1
SH 28.0
'M "'.1
lO.2
.1.6
lU
29.0
J1.2
55.9
:/5.4 21.! 11.8
33.2
:IV 26.8
1/.9 lal 13,5
1'&.9 20.2 lO.3
14,O
21.0
10.6
16.0
30.'
33.9
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36,S 29.8
su JI.! ".' 15.9
'" 26,9 39.0 12.0
41,2 00,4 ):).0
1'&.'
39.1
2J.J
36.0
30.5 11,2
:r.;.3
IU I~I
29.1 22.8
'7,4 '3.3
IU I~I 20.0 11.6
22.8 12.9 IU 10,5 15.8 17.5 9.87 14.$ 8.1)4 12.1
1,97 11.0 6.10 ~.I'
12.0
13.0
10,5
15.8
1l..!
4.82
lO.3
9.18
Jl,4
1,30
111
6.35
9.50
7.15
't ·
Table4 -11 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
\
x
I
,. ,
'
Concentrically Loaded Single Angles
"
'h
'/,.
'l.
'1,.
'l.
~
~
~
~
~
~
JVO. "" JVO. "" .o.Kk "" .o.Kk "" .o.Kk"" JVO. "" A$1I
UlfD
A$1I
UlfD
A$1I
UlFD 6B
A$1I
~. I
UlfD 5U
A$1I
:111.5
UlfD
IU
~1.6
19.5 13.3 16..1 1M 10.7
1l.J 62.1
Q .7 37,0
604.2 37.1
6M 34,2 1M 3U
~H
32.l
-18.4
71.2
~1.0
33.1
34.1 26.4
51 .' '"
31),3 23.5
011;,6 35.3
:!!l.'
39.7
m
22,' 17.3
5U 27.7 :1M 22,1 33.6 18,2 26.1 1 ~.\
38.1
5S.1
19.3 14,2 11).9
19.0 17,1
r.i.1
n.5
' 2,1
1~. 1
2U 12.6 16.J 9.604
~I ~1.7
20.5
15.0 ' 1.9 11.0 IH M'
16.5 12.6
9,32 14.0 7.13 107
10,3
7,60 5.112
A$1I
~a
21.3 2'-2
UIfD
29.8
29,2 TI .5 14,4
20,1 ' 6.'
15.6
7.!1 11 ,1
1I .~
5.78 4.43
PI
6.119 M5
' lY
lable 4-11 (continued)
.',/ , y z
~:~~ao~ep~~~:7;~~ ~~s
Fy
=36 ksi
Concentrically Loaded Single Angles
L3-L2'I. 1.2'1o <2'lox 'h
'lo
'1,
"1..
'l.
7.10
UD
5 .011
'-10
:LO'/
7.10
JVO. .." MI. .." .o.Kk .." 1'JI1. ..... 1'Jf1. ..... l'oIIl. "" ASll
UlfD
<6.7 " .2
10.2 36.2 61.9 3'-9
501.< 30.& q ,O V.O
0&.0
20,8
37.3 ~.O
50.1
:/5.9
JIU
22.0
*l .• 33.0
n.o
33.4
11.9
21>.9
2',9 17.0
J/.'
19.3 1l.3
29"
,6.5 11.3
2U 17.0
13.5 20),2 9.31 ".0
10.'
~6
ASD
UlfD
,u
ASD
\JIFD
7.811 11.1
ASO
6.46
UlfD
9.11
ASll
UlfD
ASll
UIfD
17.1 16.0
28.6 n .1
.7. 1
70.9 61.1
1J.6
20.4
J6.J
SU
IU
28.6 2'-5
<3.)
1.56 15.2
12.&
n. ,u
5.03
In
~_3
.. .. .." '" ,ro ' • .:;;, ~
't ·
Table4 -11 (continued) Fy =36 ksi
Available Strength in Axial Compression, kips
\
x
I
,. ,
'
Concentrically Loaded Single Angles ~'h
20.6 2H 19.1 15.2 11.3
~
3/,3 33.3 28.1 'O.,g 11.1
1M 17-0 14.5 11 .5 H9
•." .•
27.'
32,0 28.1
0/1 ' f2.3
11..1 17.3 11.9
'0.,1
:14.0
' 6.1
~,2
m
:~
,u
17.1
r'''+''-'-
' lY
Table 4 · '1 (continued)
~vailable Stre~gth i~
I
•
. y z
F.
AXial Compresslon, klps
'
= 36 ksi
y
Concentrlcally Loaded Smgle Angles
~'.
9.n
0,96
:::,!
'H
1.oe
7.99
0,(18
11-0
6.1l
6.21)
l);!
3.16
.~
'.07
6.12
3. 17
H7
Table4 -11 (continued) Fy =36 ksi
Available Strength in Axial Compression, kips Concentrically Loaded Single Angles
't · \
x
I
,. ,
'
,p , ,,,
.....
t ¡ 1
.
iI " ¡" . I
Table-4-12
Available Strength in Axial Compression , kips t1 txlZ><
~~" ~
0. _ 1.67
"~ o
1'1.
"
n.
'" "" '" "" '" "" "' ". ~
~
~
~
'"
'"
~
.,
~
m
~
.•
~
~
~
~
m
~
". '"
..
~
~
,.
ID
~
~
'"
'"
*
'"
'"
,'". ,.
rn
'" '"
. ,. .
Fy = 36ksi
Eccentrica lly Loaded Single Angles
..
~
,. •.•• 1 ~
--
I
':;;' "" ., '"
~
~
"'
rn
~
~
.,
n,
a
'"
~
~
n,
'"
,. I
..
~
,"
'"
'"
' ~,,__Tr J,
Tabl e 4 -12 (continued)
Available Strength in Axial Compression , kips
Fy = 36ksi
Eccentrica lly Loaded Single Angles
1'/0
1'1.
17.1
'/1
' l.
71.1
!Su
IU
72.J
. ,
JVO. "" JVO. "" .o.Kk "" .o.Kk"" .o.Kk"" JVO. "" A$1I
,. " '" "
,ro
UlfD
ASD
ASD
UIFO
A$1I
'"
"'
~
m
m
~
'"
,. ., '"
~
,ro
"' "'
,. '"
N
UlfD
A$1I
UlfD
m
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~
'"
,.
'"'o.,
,
'ro
. .. . ,
u,
..'" ,,. ,.'"
~:,
--
I
':~
UIfD
..
,.
,.
~
., '" "' ., .,
,. '" '" ,. ,. ,. '" ,.
,.
A$1I
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'"
., '" ,,, ~~"
UlfD
n .•
'"
5.5.& '00
'"
...........,.""'m'".. OF SniEL CoN""""""'"
ro,
'"
6' .0
'::'. I
67.1
10:
~
':~
,rw
7",_-n ,
T,bl, 4-12 (oo"';"",d)
.
Available Strength in Axial Compression , kips
Fy =36kSi
Eccentrica lly Loaded Single Angles
1'1.
'l.
'l.
~
~
~
.,.
=
~
~
JVO. .." MI. .." .o.Kk .." 1'JI1. ..... 1'Jf1. ..... l'oIIl. "" ASll
UlfD
ASD
,. ,,, '" '"
'"o., 81.1 7!i. l
,.
69.6 106 64.1 99.0
21
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m
," "' '"
,.
'" ,. '"
'" oo. 113 11'
UlfD
O>
\JIFD
,.
ASO
6(U
92.'
60.2 56.2
.,
5/1.2 5l!.3
85.9 to.l
5l!.6 <9.3
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48.9 '5,1
"..,
016.3
1M
012.9
43,6
661
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ro>
ASll
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UlfD
ASll
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,. ,. ,.
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96.3 1019
90.1
68.6
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82.9 13
ro.! l l fi
63.3
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r.M
90.0
71.1 1011 lI5.5 100
I¡U 511.1
l1li.4 91 .'
5U 53.5
• .2 11.9
54.1 '9.6
8U /5.9
SIl,O
" .2 71.8
'9, 1 15.2 f5.3 M.3
'5.5 '1.9
61.1
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1(l,~
ro.I 116 70.3 101 65,1 $9.6
UlfD
60.5
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52.~
su au :;(l.e
101
9U
eu ~2
<8.'
19,6 1'.1
'1, 1 43.1
6U
" .9 3U
114.' SlU
3S.1 3M
ro.!
C/;. I '2.Z
• .1 104.6
.c.l 38.0
62.3 5/1, '
31U 33.6
SIl.2 51,0
331 30.9
50.9 07.'
65.7
39.5
8(1,$
3:5.$
5...
31.'
<3.0
2809
" .2
!la
31.1
5/I.S
33.3
5(l.9
29.'
.U
110
su
.I.l
Table
' ~,,__TrJ,
4-12(continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Eccentrically Loaded Single Angles
'l. IIU
U.2
'l.
lIII.l
'l.
3:1.1
21.5
:15.7
JVO. "" JVO. "" .o.Kk "" .o.Kl. "" .o.Kl. "" JVO. "" A$1I
o,
7'.9
UlfD
A$1I
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UlfD
m
"., '"'"
A$1I
UlFD
.. ,. ::
A$1I
'" '" '"
~
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.,
UlfD
~
76 . ~ 118 69.0 lO!
6(1.~
92~
56.0
&U
51),<
n~
75.9
<S,5
"(1
69.1 &3.1
<1.3 37,6
10.3 6l.I
3T.6 3HI
ST.9 $3.3
3<,5 31 .1
32.0
' 9.3
29.2
!/u
7',5 110
11<.6 111.2
l;O.a
W~
~,7
!lO..!
s·u
5-<,6
au
$3.3
82.'
'9.~
50.2
76.a 70,<
<8.7
75il
~1I
~,6
U./
012,' 38.1
su
Ilol,S
",O ¡1.8
su
$l.'
35,7
54.7
35,0
$3,9
6l!,2
m
,.
81.t 125 /lor 113 66.6 102
67,' 63.9 59,J
A$1I
n .•
UlfD
A$1I
UIfD
,. '" ,. '"
70.6 lO! 63,2 9/.6 511.6 87.5 50.7 7$.5
15.' "5 67.0 ,11:) 59.8 !/H
53.<
~.7
U~
02.7
7<.0 !i6.1
0(1,8
63.2
38.<
59.5
36.9 33.6
57.2
53.7
53.2
30.7 2\1.1
'T.'
307 lU 26.T
'S.l
25,9
.000
9M e6.5
2.1
'---_ --- . .. _ ... __....
",_ .... ,,- ....
011;,<
/0..1
~ .O
<).5
",<
26.3
~7
2'.2
37.<
,rw
7",_-n ,
T,bl, 4-12 (oo"';"",d)
.
Available Strength in Axial Compression, kips
Fy =36kSi
Eccentrica lly Loaded Single Angles
,/o'"
'1," IIU
Zl.O
37..1
3:1.1
'f.
21.7
IU
JVO. .." MI. .." I'Jlk .." 1'JI1. ..... 1'Jf1. ..... l'oIIl. "" ASll
UlfD
ASD
UlfD
ASD
ASO
til..!
102
6/2 65A
10' $6.2 9$.5 63.3
61.6
M.5I
9U 89.2 t3.S
110.5 57.0 53.0
UlfD 99.0
ASll
UlfD
ASll
UIfD
601.0
• .2
62.2
9&.1 95.3
63.4 6'-6
96.] IIU
61.5 59.6
9U IIU
9U 86.2 80.3
5U 55.1 50.9
811.1 113.3
565 52.6
93.5
n2
~3
85.3 19.7 73.3
50.9
T7.J
018.'
IH
06.5
lO.'
'J./
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08.6 '2.1
71).9 ",3 601.' <0,0
61.' 61.0
'2.0 31.7
&4,\
39.2 $1.9
SU
5H
38.0 301.0
51. 1 52.0
~.!I
54.1
31,8
<3.1
33.6 29.1
51.4 015,$
30.9 21.2
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2'.0
3U
21.3
32.7 2U
\9.0 55.1
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\JIFD
1;3.2
97.SI
59.1
51U
lO.'
46.$
2M
43.5
21;.4
56.2
85.1
n.e
SU!
n.i
21.< 207
' 1.9 31.8
25.4
5(1,0 ".6
52.6 oIE.S
:19.0 35, 1
23.5 2'"
:)2.]
69.3
n6
601.&
22.4
343
31.7
190
2\1.2
2H
31.6 22.'
$1,&
12.3
301.5 1O.S
l l ,~
n.9 20.1
,-,,_ '---_ --- .. . .. _........__...... ;; I ';:"
O~
-" ",_ .... " ....
JI.'
19.0 17.1
$3.'
.7.4
" .1
2U
' ~,__TrJ,
Table 4-12 (continued)
Available Strength in Axial Compression, kips
Fy =36 ksi
Eccentrically Loaded Single Angles
'l. ~J
~
lU
.,.
=
~
'11' lU
JVO. .." MI. .." .o.Kk .." 1'JI1. ..... I'JII. ..... l'oIIl. "" ASll
UlfD
110.0
!iIl.2
~7.3
S9,~
n.3 115.1 112.5
S7.2 $.3
57.6 \.4.1
ASD
~,.
UlfD
ASD
\JIFD
61.0
~.~
SH
8&.0 e3.' 79.2
5-<.8 SU
82.S 7'11.7 lH
5U 50.3
32.9 1M
'5.7
eII.5 62.6
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01/1.' 73.8
ASO
UlfD
ASll
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91.9
112.5
&t.4 62.1 58.1
9M \1M 118.6
61.3 59.!
51 .0 <6.7
n.2 7(1.9
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87.7
<2.\
lO.' 64.0
012.1 31.6
64.1 51.'
010,3 36.0
61.4 56.0
57.1 51 ,1
33.3
51.0
3!.7
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31.9 33.1
2\1.9
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".0 36.6
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26.2
.... 3
32.5
29.4
41;.,
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>2.3 47.7
UlfD
ASll
UIfD
!M.O
59.5
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tl.g
$M
110.0 15.3
56.7
• ..< $5.' lIC.i
~H
n..
]9.3
'U 'H
1','
65.4 58,4
3R5 300.8
1e.3
56.0
38.2 33.9
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30-5
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211.8
45.]
llH
42.9
V.S ~,3 ~.a
410
25,S
)1.5
2<.3
37.'
22.8
35,1
2M
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26.1
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m
35.8
22.6
:14.8
21.3
:12.1
19.9
31U
3U
22.9
35.2
31U
18.8 ' 6.1 1<.9
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11.5
21.1
3"-5
2Il.J
25,7
15,5
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20.1
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13.8
21.3
180
271
16.2
31.2 V,I 2<9
2.12 1/.8
31 .1
2O,0
25.3 22.5
' 7,9
V.S
16.0
2<6
no
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:~,
.~
",_ .... " ....
21.0
15.1
2<,2
1..0
21.6
,rw
7",_-n ,
T,bl, 4-12 (oo"';"",d)
.
Available Strength in Axial Compression, kips
Fy =36kSi
Eccentrica lly Loaded Single Angles
'l.
,/o 15.7
111
37..1
3:1.1
'f.
21.7
IU
JVO. .." MI. .." I'Jlk .." 1'JI1. ..... 1'Jf1. ..... l'oIIl. "" ASD
UlfD
ASD
UlfD
ASD
\JIFD
~.g
115.~
!.4.0
&1.2
101
56,1 $4.0
!IO,S 31.4
su n.o
53.3
eG,'
lU
41.7
n ,:
lOO 151 99.3 U9
~,7
lU
~.O
~.O
013.6 39.1
6/1,' 511.5
31.4 3;3.0
57,2 SO,S
34.6 30).4
52.9
ASO
UlfD
ASll
UlfD
ASll
UIfD
152
96.1 145
93.1 100 88.\1 13(
31.4 123 7&.2 115
91 .7 133 89.1 130 85.1 128 81.3 1'li!
l.
125 m 120 75.1 1"
115
lO.! 65.9
28.7
~_1
2M
~.g
73.7 111
7\1,8
66.1 100
6M
3I!.'
23.'
~.fi
68.] 103
6S.'
!II.S
61).3
9Ui
SIi./
21.6
33,2
\9.9
30.7
63.(1
96,g
6(1"
",5
55.1
114.'
50.!
18.7 16.4
2U 25.3
17.2 15.0
2U n.1
5711 52.a
SU 110.7
54.9 50.0
~.,
1I.4
SO.7 4l!.O
TH 10.3
'16
70.3 SU
1<.5 12.9
22.' 19.9
13,2 11.7
2(1.0 13.1
08.1 '3.11
73.5 66.1
,(1.9
".) ",6 SU 37.'
IIU 37.' 57.2 3M
51,2 51.3
5<6.1
<5.3
107
ro.S 71,4
113.1
2U
'11.6
&11 121 79.(1 1111
9U 141 90.6 1:16 86.3 13(1
~o
101 99.(1
IIn &U
n.o
39.1
!lO.'
33.8
51.3
30.2
..... 2
38.2 :13.2
56.5 33.8 50.51 30.9
SU 30.1 ./.3 28-0
'7,0 '2.'
2U 2U
",.8 3..0
30.5
.6.8
28.4
43..
25.6
39.3
28.~
'3.2
26.1
~.O
211
:16.1 20.&
".S
31.1
'---_ ..... --- . .. _ ... __
",_ .... " ....
n./
:14./
:~ I :::
'~-,, __TrJ,
Table 4-12 (continued)
Available Strength in Axial Compression, kips
Fy =36 ksi
Eccentrically Loaded Single Angles
'1,.
'h
~J
',,.' ~
lU
= 'h
,"
1M
JVO. .." JVO. .." .o.Kk .." .o.Kk"" .o.Kk"" JVO. .." A$1I
UlfD
A$1I
UlfD
A$1I
UlFD
A$1I
UlfD
A$1I
UlfD
ASD
1... ".0
34,6 34.'
52.0 5L7
/1.1 101 68." (1:)
3..0
51 .2
601..1
97.1
~5
tu 6'-9
81:,8 ' 2_ 81 .3 122
n./ l1e n.3 11e
&t,S &t.3
97,0 1l6.6
019,5 019.2
78,8 75,S
118 113
~,2
113
63.8
62.e 60.6
411,8 411,0
n.. n.I
68.'
un
!I!i.9 90<,3
!fI,I
IOl
71.S ,oe
n.o loe
go.9
<6.1
811.3
33,6 33.0
019.7
59.1 $309
58.0
116.8
«,3 012,5
32,'
4U
4!.6
UIfD
fI-l
SU SO.S
811,6 82.e
SO. _9.9
82.' 7H
00.6
68.S 63.7 fiU
31,2 2\1.7
.¡y «.5
S2,6
1IJ.1
09,8
~.7
'SOS
69.3
38,8
SU
:111,2
" .2
411 38.7 30,2
'7,9
13,0
015,2
IIU
".2
62.9
36,S
501,3
26,6
39.9
30.0
.0&.1
Q .'
68.2 S'l.8
00.8 J6,7
112..1
37.2 113
SU SI.O
30.1 311.6
SU 4Ii.l
~. I
37.5 35.1
26.5
.u.6
n,s
n.5
36.1
6;1,3 57.5
]9,1
~,5
63.8
!II!.5
SI5.2
5U 52.'
f:¡
~¡
:¡:
:¡; ];l ~
2' .' 1H 17.6
32.8
,g,S
2\1.6 26,9
17.6 IS,51
2U 26.51 2...
'5.5 14.0 12,7
23.1
21 .\ 19,6
3Il,4 32.9 30,0
' 7,9
274
160
2<.6
' 4.5
2n
11,6
11.2
~: ~: ~: ~i ~ ~: 25.6
]9,1 2:1.7
21,2
35.5 32.4
' 9,4
29.1
n2
7l.i 6$.'
'---_ --- . .. _...__
",_ .... ,,- .........
20.9 lU
::: I
::.
,p ,
Table 4-12 (continued)
Available Strength in Axial Compression, kips
Fy =36ksi
Eccentrically Loaded Single Angles
""
,. " ..... '" ..... ..... ow,
." .....
ow,
7'-9
'" k.
q,
'"
""
n.
. 1.2
"' "' "'
ru
"..
~.
n,
" .0
15.3
"'
IU
no
13.2
• 0
~'-s
11.2
"'
"'
~
.....
~,
..
"'
12.2
OO •
' ~,,__TrJ,
Table 4-12 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Eccentrically Loaded Single Angles
'LO
19.1
'LD
"'
..,
37.8
'].2
", '"
5H
.. 15.2
_._..
'_ _
"'
., "'
.,
'S.8
.,
..,
'"
18.5
"",_ ..
.
13.0
,
_--
..... _ .. Fr·· ..
lS.e
27.'
12.1
,.
... S
11.7
13.9
,rw
7",_-n,
T,bl, 4-12 (oo"';"",d)
.
Available Strength in Axial Compression, kips
Fy =36kSi
Eccentrica lly Loaded Single Angles
,/o
".
~
",.
~
't,'
'1 ...
'/o lU
~
lU
lU
JVO. .." MI. .." .o.Kk .." 1'JI1. ..... 1'Jf1. ..... l'oIIl. "" ASll
UlfD
ASD
UlfD
ASD
12.2
lO!!
69.0
103
66.0
99.2
61.0
71,6 70.0
101 ' (15
68.S 66.8
' 02 ' 00
65.' 63.7
98.3 95.9
60,S SU
101
64.2
!IIU
6 1.1
92.1
56.3
&4.9
916.6 60.7 90.1 56.7
111.1 35.8
57.1 53.7
871 ''-2
!o3.0
6]., 1\4.0 60,0
16
\JIFD
ASO
UlfD
ASll
UlfD
ASll
111.8
~u
115.1
016.6
ro.O
11\,0 6U
56.1 $4.6
6.0.0 8Z.2
016.5 016.2
SU M.'
~,2
IU
41;.1
68.7
UIfD
. " TU
<'l.'
013.8 ".,
115.1 62.'
45.5
"1 6M
~.6
... ..1
S;!.,
7ll'
'9.3
¡U
(5.0
68.3
".5
no
38.7
51.1 016.6
11.6 7U
07,9 'H
72.8 68.'
",9 <0.5
6&.2 61.6
«¡,s :)6.6
~,O
$ .7
3].5 :13.5
51.0 51.1
:)4.8 31.1
42.'
642
39.'
YJjj
J6.Z
55.3
32.5
"".)
45.'
2/,5
.7. ' .2.0
3].9
57.6
35.0
53.'
32.2
'!U
201.8
..,o
29.7
26.2
<0.1
2<,2
37.0
~.2
~.5
Sl.O
3n
su 3U
.7.5
23.5
,:).6
25.3
lU
23.0
35.2
21.1
32.3
JIU 17,0 2H 22.0
"6.1 2].6 " .3 20,$ 37.2 22.1 3U 19.9
.22 37.1 3M lB
25. ' 22.3 19.9 17.9
,H
3&.5 3ot.2 30.5
22.2 19.6 17 .• 15.6
34.0 )1),0 2U 23.1
21).1 1).7 15.7 1•. 1
30.& V .2 2•. 1 21.6
lH le.l lH 11.7
28.1 201.7 21.9 19.5
ro.o
30.5
21&
16.2
lH
".0
21 .5
1!.6
11'
11.0
11.5
18.0
:~n I
'_ . _ _
:~,
.~
-',-11 ....
;:;, I
:::.
' ~,,__TrJ,
Table 4-12 (continued)
Available Strength in Axial Compression, kips
Fy =36ksi
Eccentrically Loaded Single Angles
'1 ..... 111.3
".
",.
11.1
'h
11.1
' ,,'
1:1.1
10..
UD
JVO. .." MI. .." .o.Kk .." 1'JI1. ..... I'JII. ..... l'oIIl. "" ASll
UlfD
ASD
UlfD
ASD
\JIFD
ASO
UlfD
:lU
52.2
~.~
SH
SU
8l..l
533
110.2
52.0 51.6
56.0 53.5
82.1 SU
SoI2 51.2
11.5 77.3
52.0
1&.'
3<1.3 ]J.g
StO
019.0
14.2 6&./
"".6
/O.S $2.1
~,6
32.6 31.0
..
ASll
~S
018.9 73.2 45.9
43.9
!iIi.S
41.2
~. I
tU 'U
<3.9 36.7
59.0
".3 :)6.3
56.3
3M 33.1
51..
3M 30.2
211.5
#2
33.9
SI.l
31.5
48.2
:lU
OU
25.3
V.9 ~3
.... .,
29.S 25.4
45.1 39.0
21,1 23.2
" ,S 35 ..
2'.5 20..
31.1 21.2 3?O 11.7
24.1
35.8
21.S
3H
19.7
JIU
1/..\
11.0 1U
2.. 3
32.'
111.9
29.0
17,0
te,1
1M
Z3.1
16.6 161
2M 2'-1
165 10.5
l5.3 12-3
14.1 12.9
22.7 19.9
12.9 112
19.$ 10.7 ID 9.32
"
2ll
¡:!. .. ,-,,_ -".,. ... '---_ ...... --- . .. _ ... __ I
;~.
UlfD
ASll
UIfD
~.2
2a.2
<3.'
19,3
",2
49,9
12,5
".
",_ .... " ....
IU ".3
9.62 8.31
17,0 IH 12.8
,rw
7",_-n ,
T,bl, 4-12 (oo"';"",d)
.
Available Strength in Axial Compression, kips
Fy =36ksi
Eccentrically Loaded Single Angles
'h 1.00
'f,'
' , ..
12.1
11.1
.,.....
I.ICI
UD
1.20
JVO. .." Ml. .." .o.Kk .." 1'JI1. ..... 1'Jf1. ..... l'oIIl. "" ASll
9.19
UlfD
1~2
ASD
9.95
UlfD
ASD
\JIFD
ASO
UlfD
ASll
UlfD
21.8 2&,0
47.1 ~9 4U ~ . ¡ :JIU 22.1
lZ,I
20.3
31 .0
,al
39.0 33.1
2U 16.5
l5.6
1/./
16.9
215.0
15.-1
23.1
11 .2
20.9 12.6
21.8 12-1 1/.9 lO.'
17.l
16.0
9.19
15.0
s.n
9.12 100
1.33
\2.8
1.3S 11.3
l0.ti
¡;!, 1 :::'
.~
'---_ ...... --- . .. _ ... __ '-,,_o.
UIfD
4H .,
23.2 10,0 19.' 11 .6
'H
ASll
_" .,. ...
",_ .... " ....
n~
:!O.O 1J.1
l5.! 30.~
19,8 " .3 17.5 1 ~.1 9.23 14-2 13.'
/.64 11..1
6.03
9900
Table
, ~••__T rJ,
4-12 (continued)
Available Strength in Axial Compression, kips
Fy =36 ksi
Eccentrically Loaded Single Angle s
'l.
'1,
'l. 11.5
15.7
'1..
12.1
'1,
11.3
'f..
1.10
UD
JVO. .." JVO. .." .o.Kk .." .o.K1. .." .o.K1."" JVO. .." A$1I ""'O
'5.' 'M .1.. 38.' 35.0 31 .' 21.9
UlfD
A$1I
UlfD
A$1I
UlFD
A$1I
UlfD
61.1
".3
SU
A$1I
111.1
«.1
62.2
39.6
sa,3 sa.O 62,5
•• ,
sa,3
40,8
&1,'
39.1
sa,& i!Il,'
'2.'
SU
3\1.2
5$.0
37.5
5U :)4.9
39.9
60.2
36,1
~,.
35.0
62,9
32.0 26.6
",,' :19,6 'H 2M
SU
36.1
53.0
33.2
.1.1
2\1.6
45.0
:19.1 :)4.1
~,6
5IM
50,1 40.6 36,5
25.1
JII.J
21.8 '6.8 160
]3,3 20,0 :!f.7 17.1
2H
3H
20.1
30.'
21.]
32.5
19.6
2\I.!I
11,2
26.'
1M
:!f.,
169
25.'
14,8
22.&
,6.3
IU
,4.1
22Ji
12.8
IU
... n, " .. ... ,,, '"
2',5
40.'
23.7
)6.0
11.1 10.8
18.8
:0,1
1'.5
13.1
2o.g 12,3
11.8
II I
"., ."
UIfD
3;2,5
3;3,6 30.2
'5.8
A$1I
36.9
26,1 :0,3
26.0 22.1
'2.5
UlfD
rlli¡-"l l2!..:ll 10.6
1M
9.34 14.2
,rw
7",_-n ,
T,bl, 4-12 (oo"';"",d)
.
Available Strength in Axial Compression, kips
Fy =36kSi
Eccentrically Loaded Single Angles
'h ~
'1..
'" a~
lU
'l.
~
~
lU
JVO. .." MI. .." .o.Kk .." 1'JI1. ..... 1'Jf1. ..... l'oIIl. "" ASll
UlfD
ASD
UlfD
ASD
\JIFD
ASO
UlfD ~. I
ASll 24.5
2U
'9.3
2U 16.8
UIfD ~.2
36.9
J!U
3M
38.9
58.5
3M 34.2
SU
52.1 21.9 <5.1 21.9
32.6 3'-6
37.5 3"-6 'Sol
JU
)3.1 l6.J
21.-1
29,4 1M 23.6 13.3
:; ; ; 2U 15.1
ASll
153.7 na 11.8 22..!
SoI,O 201.\
13.2
UlfD
20.9
~5
25.'
'\,2 lU
21.0
32.3
11.\ 1"-6
IU
n .•
'¡~ ~~~ :;~ :;~ '~ :~ ~~
'---_ ...... --- . .. _ ... __
",_ .... " ....
Table
4-12 (continued)
, ~-:__TrJ,
Available Strength in Axial Compression, kips
Fy = 36ksi
Eccentrically Loaded Single Angles
'1..
'1,
'h 11.1
1.511
xL4-l.3'"
'l.
7.20
UD
'1.. l.1li
11.1
JVO. .." MI. .." .o.Kk .." .o.Kl. .." .o.Kl."" MI. .." A$1I
UlfD
A$1I
A$1I
UlFD
UlfD
A$1I
153.0 lZ.9
~~
JL(l
JI.<
t6,<
4<1
2\5.3
to.l
:19,0
)6.2 21.8 :19.1 17.2
3M 26.7
:lO.5
28.9 23.6
3M 3'-6 '6.9
3M 21).6
12.9
2<.3 13,$ lU 10.9
25.1 15.' ¡JA 2M '2' ,y 16.9 9.83 15.1
lO..!
15.1
9,011
" .0
&.11.1
1<1
7.$5
11~
&.18 10.'
2U
9.2'
A$1I
5U 35.0
<2.< 25,2 13.2
UlfD
16.1
11.5
¡::,
13.5
19,1
'6.8 ". ,
1,02 10.6
11,9
'-01 '0,2
'---_ --- . .. _ ... __ ;;;' I
'_"_lo
om
A$1I
21.8
13.0
UIfD
26,0 22.6
2'-0
10.7 ,6.) 8.59 1).)
5,11$
UlfD
_" ."' ... ",_ .... ,,-"' ........
lS,6
9,39 ",3
,rw
7",_-n ,
T,bl, 4-12 (oo"';"",d)
.
L3'lz
Available Strength in Axial Compression, kips
Fy =36kSi
Eccentrica lly Loaded Single Angles U'l>x3'l>x
=
'1,
'1..
~
',,'
'1...
'lo
~
'l.
~g
lU
~
JVO. .." MI. .." .o.Kk .." 1'JI1. ..... I'JII. ..... l'oIIl. "" ASll
UlfD
ASD
UlfD
ASD
\JIFD
ASO
UlFD ~l
UlfD
ASll
49.0
31.7
UIfD
4.1.6
30.8
.f6.l
:111.1
.2.3
21.0.
3U
30.2 1'11.6
05.5 '3.1
au
21.6
".5 39.J
2'-0 ~7
31.5 31.1
)1.2 3-<.6
500.6 31.1 52.3 ~ . 1
26.2
39.6
:13.8
36.0
19.5
2il
32.1
-18.9
23.3 20.3
35.' 21.' 30-' '8.3
32.0 2'-'
18.1 11,1
27' lOS
28.5 2'3.2
,:).6
28.' )5.6 22.5
43.1 ,. . ~
21.3 2'-'
41.9 33.1
11.3
1'6.-'
23.1
1J.6
20.!
18.'
28.11
21.7
lU
2!5.2
",6
".3 11.3 9.31 10
15.$
22.3 '3,0
lU
12.1 10,1
IU lS.5
l/;" 1:1.1
8.61
1:1.1
10.1 8,~
1.56 11.5
l.m lU
6.<8
U9
,--_;;:' 1.. ;-::,
36.8
ASll 31.8
32.'
11.9
n. ",3 '11.0 11 .6
lS,1 12.3 10.2
8.$2
22.2 13,4
21),1
15./
9,~
17.9 14.1
IU 1l.fi
IH
8.01
12.1
....
-"."...
11).1 UlO
1.3-< 11 .3
Table
' ~,,__TrJ,
4-12 (continued)
Available Strength in Axial Compression, kips
Fy = 36ksi
Eccentrically Loaded Single Angles U'l.x2'1>,
'1 ..
'1,'
'l.
'lo
~
~
~
~
'1.. ~g
'1,' ~
JVO. "" JVO. "" I'Jlk "" 1'Jl1. "" 1'Jl1. "" JVO. "" A$1I
UlfD
A$1I
UlfD
A$1I
UlFD
35.2 30,2 25,0 20.0.
su
SU 20,$ 23.8 46.3 :13,3 )1,3 22,$
37,0 3U :U.S 35,0
21.1 25.5 11.6 11.9
".1 :18.5 32,' 2/.0
lS,S 12.1 9.67
lU ' 8.2
20. 1 13.8 21,5 lU '0.1 le.? 1$.0 Mil 13.2
18.3
21,0
".6
n .o
23.9 20,0. 1$,2 11.9
11.& 9.54 1.88
13,1 ",1 12.0.
10.,2 8, 1$ 6.$4
;¡;, ,-,,_ .. I
A$1I
;~
UlfD
A$1I
<0.1 25.9 36.1 22.8 :JH 13.9 2.0.8 l~O 19.9 11.8 15.8 12.5 '0..2
O~
-',""'"
UlfD
A$1I
UIfD
)9.1 3<.6
25.2 22-0 lU 13.9 11).1
38,0 3M
1a.a
23.1 18.2
v.o
21.0
In
,rw
7",_-n ,
T,bl, 4-12 (oo"';"",d)
.
Available Strength in Axial Compression, kips
Fy = 36 kSi
Eccentrically Loaded Single Angle s
'h
'1..
UD
'l.
'1..
'"
1.311
7.20
1.' 0
UO
:1.11
JVO. .." MI. .." .o.Kk .." 1'JI1. ..... 1'Jf1. ..... l'oIIl. "" ASll
UlfD
13.2 20.9
ASD
UlfD
ASD
\JIFD
ASO
1'5.0 222
3;5.1 33.6
22.8 21.2
)1,3 32.0
21.2 19.7
32.0 2U
31.7
lO,O
JIU
19.0
28.1
17,~
2\5.6
18.3 1M
21J 11.3 23.8 'U
2\5"< 2H
16,4 \3.8
2U 21.0
15.0 IH
2a 19.'
13.'
20.0
IV
\1.3
11.4
to.3
1~_ ¡
10.8
na
1M 10,0 1).1 8.~
15.3 la
9.24 lO,! 7.5& IH
$.30 12.1 6.77 10.3
7,S7
115
10.6
6.33
5.6;>
12.2
6,~
959
UlfD
ASll
UlfD
ASll
UIfD
19.1 17.7
:1&.7 :l6.7
12.3 12-0
IlS 1M
1~.6
nI
11.1
16.6
113 'LO
:!O.3 '"
10.2 15.2 9.19 13.&
S.!I] 13.1
1.31 II.l
5.1lO
s.84 4.611
11.93 7.17
3M
5 S1
7". '0.9
s,ro UII
'---_ ...... --- . .. _ ... __
",_ .... " ....
l8$ 7.J2
Table
' ~,__TrJ,
4-12 (continued)
Available Strength in Axial Compression, kips
Fy =36 ksi
Eccentrically Loaded Single Angles
'h
'l.
'/,.
~
~
~
'l.
'1,. ~
~
~
JVO. "" JVO. ..,. .o.Kk "" .o.Kk "" .o.Kk"" JVO. "" A$1I
¡4,4
UlfD
A$1I
UlfD
A$1I
UlFD
36.1 2S.2 35.0 23.7
:1M ¡5.5 35.9 1'3.$
38.< 3U
32.5
21.0
32.8
2O.S
31.1
2&.1 !I.!
,6,9
'l.3
2M 16.2 20.' 11-5
201,'
13.8 10,9
16.8
'0.3
15.9
1'3.\ 2',3
11,4
8.1' 13.4 1.10 ,0.9
8.20 '2.8 664 '0.2
,n
A$1I
25,8 1'3.5 20,0
IS,3
UlfD
A$1I
UIfD
201.8 21.9
37,2 33.0
14.1 lO.'
22 1 2' .1
JO,7
18.1
27,1
10.3
20,7
n,6
1).9
2U '6.0
12,'
11.1
9.&1 ,u
8.31
7.54 1\,1 607 nI
6,82 'M 5.45 342
,o.3
'H
,-,,_ .. - "."... '---_ --- . .. _ ... __... :~. I :.~,
UlfD
)9,0 3U
,a
11 .6
A$1I
""
",_ .... "-,, ....
8.77 1M
7.74 12.0
6,46 10,0
5.94 UO
4,90) 3.115
9,2' 7.~
1,14 5"
,rw
7",_-n ,
T,bl, 4-12 (oo,';"",d)
.
13-l.2'h
Available Strength in Axial Compression, kips
Fy =36kSi
Eccentrica lly Loaded Single Angles 1.2'10 <2'100< 'h
'lo
'1,
"1..
'l.
7.10
UD
5 .011
'-10
:LO'/
7.10
JVO. .." JVO. .." .o.Kk .." I'JII. ..... I'JII. ..... l'oIIl. "" ASll
UlfD
18.3
27.5
UlfD
ASD
17.1
11.S IS.3 12,7
ASD
/'S.I
'/j)
~.6
\JIFD
ASO
UlfD
UlfD
ASll
UIfD
16.3
2<1.6
15.4
2e.3 2U
' 6.7 " .3
25.2 2U
15.9 13.5
19.3
11.6
1/./
10.8
2:12
18.1
2H
20.5
IS,4 la
1:3.2 1M
U,O 11.9
2U 1M
11.7 16.2
26.& 2H
IU
10,0
IH
1:1.9
14.1
21,S
~,O
ASll
9.\1
9, 10 1:1.9 ni 10,7
ur 6.33
12.1 U4
!.JI
4116
1.41
'" '" ,,,
~
,,, '" 'H '.0 ."
10.1 lS,1 8.00 \n 6.31
Uil!
, .•
$ .• '
1.60 )1.1 M5 8.71
6.GII 1M 12.0 11.2 •.• 7_~ 9.85 '$.0
' .23
3.62
8.((J
:::~ I.. ::. _',·iI'0' ,___ I ... ",_ .... " ....
'---_ --- . .. _...__......
5.60
1.90 12.0
J;;f JJi
' ~,,__TrJ,
Table 4-12 (continued)
Fy =36 ksi
Available Strength in Axial Compression , kips Eccentrically Loaded Single Angles
",3
,a
10,3 8,78 n9
21,5 19.0 16.0 13,3 ' 0.5
11.6 11.0 9.1' l .)'
'/ .• 1M 10.0 \1.2
5.1Q
•.
n
' 6,' 15.0 11.9 8,99 6.0le
20.8 22.8 13.2 13.8 111.2
,rw
7",_-n ,
T,bl, 4-12 (oo"';"",d)
.
L2'12
Available Strength in Axial Compression, kips
Fy =36kSi
Eccentrically Loaded Single Angles
I'Jlk
.....
MI.
.....
ASO
lND
ASO
UIfD
MI
S-SI
3,I S
'.I!$
1'Jfl"
.....
2.60
<.03
I'Jlk
.....
1'oIIl.
.....
Table
'~-,, __TrJ,
4-12 (continued)
Available Strength in Axial Compression, kips
Fy =36 ksi
Eccentrically Loaded Single Angles
I'Jlk
.....
1'Jll.
.....
ASO
lND
ASO
lND
I'Jlk
.....
I'Jlk
.....
1'Jll.
.....
w
~,.
~
3.61
~.53
3.25
~
m
m
l"
W
~
~
49/
ZM
U~
_._..
'__
"",_ ..
_--
..... _ .. Fr·· ..
Table4- 13
Stiffness Reduction Factor
Q,I\.4
o,m
0,1101
-
M22
-
o.fl~
-
0,0132
_
0.196 0.06/4 0.9oIS
I),m
-
0.590
-
Ul~ 0, 1$00 U12 G.2)6
0.960 0,171
Q,IMl
O.0606 0.!IOI O.31l
l).9I!O
o.~
0. 1$4
O.7JIl
O.242
0,911 0,41;/
0.Il00
o,m o,m
I),Ml 0,m
1).997
0.2$4
1)._
0.1011
Il~
0.62/
-
_
U27 0,162
_
1),$82
U.Jl
UlS
0.\1160 0.33/
o.~
O.lIel
~:= ~~ ~:= ~:~ ~~
0.128 0.111
0.'90
-
'tb
MOl _ 0.119 0.031
o,m
0.90/
0.1$4
0.9I!O 0,173
O.W
0.2(;/ 0..74 0.811
O,1m n42 0.m
O.1S6 O.1I2fi 0.803.
o.nl 0.102 0.953 0.313 O. • O,~7 O,1$) o.m O . ~70 0,410 1).990 0,1192 0.102 O.34l> OJII!3 o.m O. • 0.1122 0.849 0-'54 O.W2 0,1\00 1.00 U'¡
o.l\.4
0.901 0.934 0,1I6()
Mel 0.249
0,123 0 _ '.00 O,90S1 0.7 ' 9 0..1/2 0.7113
¡i :f ¡i ;r i ...
1,00
o . m , .•
__ _-_ __
;; ;; ;; j ;f ~
I 'I
o,m
...
...
':f==:.:";:,"::."::=::.-.. _ _ _ ,,,
..
Table4-14
Available Critical Stress tor Compression Members 1) ~ :lSkoI
l,,1Yt4w..
':
f,. a 3llkol f.,ll4 w..
1) ~ "6ko1
l) a f6ko1
1V14 .......
~
~ ~
31,:
~
,"
OFSniELC«<
f, a 1OkoI
"'" .... "",.,. .:::,
~
.. .. . o.,
.. "'
Table 4-14 (continued)
Available Critical Stress tor Compression Members 1) ~ :lSkoI
f,. a 3llkol
l,,1Yt4 ...... '.,II4 ......
1) ~ "6ko1
1'.,11,...,. .
f,. a SOkol
l) a f6ko1
f, a 1OkoI
'.,114 ..,., f"Jll" "'.. 1Yt4..,.,
Table 4-14 (continued)
Available Critical Stress tor Compression Members ,, ~ S(I'"
.......
1.,1!l,..,.,
f¡ ~ f6kti
f, ~ 1O'"
l"Jll" W .. l.,I!l,..,.,
.:::,
15.1
10.0
lH
10.0
lS.1
Table 4-14 (continued)
Available Critical Stress tor Compression Members 1) ~ :lSkoI
f,. a 3llkol
.
1) ~ "6ko1
f,. a SOkol
l) a f6 ko1
f, a 1OkoI
~:4 ;: ':4 ;: ~~~ '::4~'::;'::.~4~
~
Mil) 3.48 U1
la 12.1 11&
3.61 3.49 3,31
3S
U5
12.<
8.25
J6 31
3.13 8.01
12.2 12.0
8.13 MI
J3 Jo1
,,se
le
7.89
311 00
UI! 1.6/
11.' ll.5
U1I H1
11.7 11.5
.,
1.56
11 .' 1'--1
'.SS '-'5
1'-'
7.~
4J
735
ll .O
1.l1
11.2 11 .0
...
1.25
1M
1.25
1M
~
7.15
7.15 UX;
10.7 10.5
.2
" .9
'"
In 12.1 la 12 .• 12.2 11.0
11.9
I~
10-1 10.6
./ 6.96 "" 6.86
10.\ 11).3
6.96 6.86
1M
.9
UI
102
6.n
10.3 10.2
1M
""
U8
1M
8.68
6.59 6.51 6.'2 6.30 6.26 6. 111
9.91 11.71 9.56 9.53 9.00 9.21
6.5!1 6..\1 6.'2 &26 6.18
MI 1.711 '.65 1.53 1.00 '.11
51 6. 10 56 6.02
9.11 U5
6.10 6.02
1.17 1.05
59
5.!15
U'
5.!15
U'
60
Ul
U2
5.81
U2
5/1 51 ~
53 501 55 56
~
8.30
5.81
U2
Ul
U2
U7
1.82
5.1!1
UI:
Table 4-14 (continued)
Available Critical Stress tor Compression Members 1) ~ :lSkoI f,. a 3llkol l,,1Yt4 w.. '.,114 w..
':
1) ~ "6ko1
1'.,11.,...,...
f,. a SOkol
'.,114..,.,
~
~
~
.."
.." ,"
,.
OFSniELC«<
~
l) a f6ko1
f, a 1OkoI
"'" "'. "",.,. ~
~
...
.."
PART5 DESIGN OF TENSION MEMBEAS
U.. ofT.blc6-2forD",ignofTc n,ion M"mbers OfHERSPEC IF1CATlON REQUIREMENTSAND OES IGN CONS1DERAT IONS ..........•................................. , '
T.blc 3·2. A,-ajl.blc SlROng'h in A,;. I Tcn.;on-Anglc. T.blc 3·3. A,-ajlablc Slkng'h in A,;.I T"n'ioo--WT.Shapcs Toblc 3-4. Ma ilablc S"eng'h in A,;.I Tcn'ioo--RC<:Ia",ular IISS Table 3-3. Ma ilablc S,reng'h in A,i.1 Tcn,ion-----Squ,re Il SS Toblc 3-6. AI",ilablc S,,,,nglh in A,i.1 Ten,ioo--Rooo>J HSS Toblc 3·1. Ma it,ble S,,,,nglh in A,i.1 Ten,ioo--Pipo Toblc3·8_AI". il.ble S'",nglh in Axial Ten,ion-Doublc Aogle,
GROSS AREA, NET AREA ANO EFFECTlVE NET AREA In tI'M:dc'crmina,i<>nof,I'M: ..rulablc "",ns'hor.'cn'ioo n'l<mbcr.tl'M: sross ""'., A... i, needcd ro< 'Oe'cn,iic ~ielding limi, "ale.OO ¡I'M:effe<,i,.. net .re.,A" i, needcd ro< 'Oeten· ' ilerup'u",l imi,,,a,e,""il'll' ''cdinA I$CSp«i!im lioflScc'i<>nD2
GrossArea The
gros, ""'•. A. , i' dc,om'incdo"p«ifled in AI$C S¡wd[lrnljOl1 Scc,i<>n S4,3a
TENSILE STRENGTH The limit"a'eof'en,ilc~ielding willc<>ntrol,h< ••• ilableton,il."",ngthove
i1f
",.,1
Rllptllre Limit State lñc.""il.blcl
"'englh , 1'. OtI'.. i.dclermineUf""en'ionmemhc .... pe'A I SCSr«;fÍ<~li""Seclionl)2(b) u'ingEqu.'ionD2.2
Use 01 Table 6-2 for Design 01 Ten sion Members TItblc6-2JJ'13ybcuscdforok'ignoflcn'ionmcmbcrs,Thi'tablcin<e. ifA,< O.7.sA,.lhea,-ail.blc!.Uen&.hNSotdoo.herup'u... limi.SI' •• :~~,!"n,:~::<-d. &e Pan 6 foradd ilional inforTru"ion 00 u,;ns Table 6-2 f",desi,n of
OTHER SPECIFICATION RECUIREMENTS ANO OESIGN CONSIOERATlONS Special Reqllirements lor Heavy Shapes and Plates For ' cnsi"""",mbc",,,,i.hromplcl<.joi n•• peT>CIrn'ionsrot>\'eweldcdjoinlSandmadcfrom heO"y,h.peswilhathnge'hicknesse>cecUing2in.Otboil l·up se
Table 5-1. Available Strength in Axial Tension-W-Shapes A,·.ilable"n:"g'hsin"i.l len,ion.n:gi ... nrOtw''''.pe, wi'hf", _ SOk,i.ndf~~ 65k,i (ASTMA992).Notc'hatlc" 'ilc rup'urewillcon'rolo,..r'cn';lcyiclding forW.
Table 5-2. Available Strength in AJ:ial Tension-Angles AI·ajl.blc .. ",ngth'inaxial tcns""''''''gi,·c nfor.ingleongle'l'iithf'_ .lóhioodF._ S8 k.i(ASTMA36).NOIeth.tle">ilerup'urel'iil1controlo" ~ 'len,ileyieluin,gfor,in&Ie,n&le,
1".,_
"'ith .lóhi.nd f~. 58 ksi "'hen .... , 'A. ",,1 " ... 'tcn,ile rup'ure
tcnsile y;elding "·ill,,,,,·
Table 5-3. Available Strength in A.J:;ial Tension-WT-Shapes !:~C~':,i~;~~~~~~~~blc 5· 1. mcpt that it ""'..,,, WT.
Table 5-4. Available Strength in A.J:;ial TensionRectangularHSS AI". ibhle>lrength, in axia l ten,ion are gh.. nforre<1>n&"b, IISS ,,' ilh f ,_ SOhi.OO F. ~ 62 k,i (ASTM AXNJGra
Table 5-6. Available Strength in A.J:;ial Tension-Round HSS Al"ailable " "' nglhs in ",ial len,iona",¡i'.. n r", rooOO IISS wilh f' _ 46k,i.oo f~_ ()2ksi (ASTM A500 Gra
Table 5-7. Availabl e Strength in A.J:;ial Tension-Pipe
f-, _
AI".iI.ble ""'"8'h' in .. iol 10nS"'" o", g;"cn ror pipe " 'i,h 35 hi 000 f~ .. 60 k, i (ASTMAS1GrndcH).N01c'hat'
Table 5-8. Available Strength in A.J:;ial Tension-Double Angles AI". il.ble >t",n,g,hs in .. iol ton''''''a",gi,..n f",doubleangles ,,'ithF," 36k,i.oo f~ .. 58 hi (ASTM A36). Notc,hat 'cn,jlcrupture willcontrolo"c,'cn,ileyicklingfordoublc "ngle,,,,j'h f-,_ .lók,j.J>(I f~" 58 k s¡whenA , I¡\ . <0.745 . Ülhe""¡,,,.te n, ileyicl~ in g,,' iII ,,,"'ro1o"crtcnsilcruptur<:
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
TableS-1
Available Strength in Axial Tension
Fy =50ksi Fu = 65 ksi
-- .. -... W-Shapes
4
.
"~
.~
.,'4·
." ..
,~,
.,'.
--
ru
"'
,~
~
no
"'
1310
"ro
.~
',.J
,~
... lO/O
1 -... ... ,~
".
,~
[)I¡$IG N QF n_" S IONMU"B~RS
1
Table 5-1 (continued)
Available Strength in Axial Te nsion
Fy =50 ksi Fu =65ksi
... -... .. -. .' W-Shapes
W36-W33
....
.,'4·
4
.,'.
',.J
-
oro
.~
".
.~
m
1170
-
,~,
'
...
1::;
•., •.,
i
--
~~.
51.2
... ~
,~
-
t, ' . ..... t, ~ ..
",. 1.$1
.,
.
~
0'•
.~
.
"
,_ ._"'_1 ...-_wl _ __. . __.. _..... __ .......... - -"".""","
...........,.""'m'"..OF SniELCoN""""""'"
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table 5-1 (continued)
Available Strength in Axial Tension
Fy =50ksi Fu = 65 ksi
--.' ... -... W-Shapes
...
.,'4·
4
.,
~i~
~Fi
~
~
~.
.,
:;:m
ro,
,g.1
""
'"
~:~
--
~~.
,~,
.,'.
,~
,~
,m
~
".
"ro
~
,~
,~
'
~
",. 1.$1 I~ "'"
-
t, ' . t, ~ ..
.,
'"
,~
1 -... W33-W27
',.J
.,
.-.
"ro
,~
~
,.
,_ ._"'1"'. . _.._..... __ .......... _ .. _wl ____ --"" ."",, >
"........,., I",m,,,..OFSniELCoN"""-"-"'ION
[)I¡$IGNQFn_"SIONMU"B~RS
1
Table 5-1 (continued)
Available Strength in Axial Te nsion
-- .. -... -... 4
~~
.,'4 ·
20
".
>.,
no
~h~~
"., '"
~
UooII SUIt _
Fy = 50ksi Fu = 65 ksi
W-Shapes
&$O
IJIFO
",. 1.$1
t, ' •
I~"'"
......
'" 12.2
,~,
,. ." ~
::
.,'.
',.J
0'.
1110
.,
,m
,.
,,"
..;;;
::
~
m
~
~
... _ .. _ ..:=':._"'1"'_ ..":;!......... _wl ____ ..... :::.::::::.-=: " ........... ... .. ,_
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table 5-1 (continued)
Available Strength in Axial Tension
Fy =50ksi Fu = 65 ksi
-- .. -... W-Shapes
4
.,'4·
"'
n'
m
H.l
IO.ti
'"
m
~
~
~
'"
,~,
.,'.
',.J
1 -... 0'.
~':
-UooIISloIt _
n.o
&$O
IJIFO
",. 1.$1
t, ' •
,~ ..... t , ~ ..
V5
,~
..
,~
'"
...
. . _.._..... ..:=':._"'1"'_ ..":;!.......... _wl ____ :::.::::::.-=: " ........... ... .. ,_
[)I¡$IGNQFn_"SIONMU"B~RS
1
Wl 8-W16
....
Table 5-1 (continued)
Available Strength in Axial Te nsion
--.' ... -... -... .,'4 ·
4
,~,
'
.,,,
~
.,,;
.,'.
'"
~
,~
14.1
11.0
~
~
~
m
~
.,
.,
~
1./3
10.1
".7
- .• ,_.• ._"'1"'-- ,
10.6
,
t , ••
m
m
~
.. ~
0'•
." ~
'" m
-
.'". __.._....."' __ .......... _ .. _wl _ __ ".
~
",. 1.$1
',.J
n.'
'M
~ ~.
Fy =50ksi Fu = 65 ksi
W-Shapes
~
~
- -"".""","
... ........,.""'m'"..OF SniELCoN"""-"-"'ION
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table 5-1 (continued)
Available Strength in Axial Tension
Fy =50ksi Fu = 65 ksi
--.' W-Shapes
....
...
.,'4·
4
,~,
'
...
.,
.2.7
'''¡~E
...
~,
..
11_9
".
--
~~.
'"
..
lU
~
",. 1.$1
,~
m
w"
... .,'.
'm
',.J
,~
0'.
,~
". ., ..
~
n
m
.,
-,_ ._"'1"'-
t , ••
1 -...
..
.,
~
.,
. . _.._..... __ .......... _ .. _wl _ ___
- -""."",, >
"........,.,I",m,,,..OFSniEL CoN"""-"-"'ION
1
W14-W12
...
Table 5-1 (continued)
Available Strength in Axial Te nsion
--.' .'.. -... -... ... .,'4·
4
o. ..,
o,
~
."
'"
,,,
'" =
~
...
--
~~.
Fy = 50ksi Fu = 65 ksi
W-Shapes
~
", . 1.$1
15.6
11.1
.,
11 .1
,~
5.14
,~,
.
.,'.
,'''',,
.
~
H
,
:;:
,
~
~
;::
~
,ro m ~
'"
::;
'"
~
"'
~
m
~
'"
"'
"'
.,
. , ,_'" ._"'.. 1 "' -'" .,,,._.._'" __ .......... _ .. _wl _ __ _ _ .......
-
t I ••
::::::::::.~'-=.
...........
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table 5-1 (continued)
Available Strength in Axial Tension
Fy =50ksi Fu = 65 ksi
-- .. -... W-Shapes
4·
.,'
4
.•
".'
,.
."
'"
'.111,
0'.
'"
"'
*
,
"'
",
.
"' m
.•
,.
,.
..
"' ,.
=
",
,.
,
'"
."
..
,.
vo
."
m
'"
'"
'"
"'
...• ,. '" "' .. ::; ,. .. .. ,.
4.
,
... ... ~ ~.
.,'.
~
."...
~
,~,
1 -...
'"
~
'"
~
",.1.$1
-
,"
===.-~
.. .
12.2
= :".:--.::"
"........,.,I",m,,,..OF SniELCoN"""-"."lION
[)I¡$IGNQFn_"SIONMU"B~RS
L
UooII S1OIt
Table 5-2
Available Strength in Axial Te nsion
Fy =36ksi Fu = 58 ksi
-- .. -... -... Ang les
&$O
", . 1.$1
4
.,'4 ·
"..
1/,3
..,s
10,g
,~,
',.J
0'.
m
'"
'"
'"
~
'"
~
,.
,.
,.
.•
'"
'"
..
,.
,.
,.
,."
•."
'"
j,l1
'"
'"
IJIFO
.,'.
,.
_ _ ....... "' ... _ " " ..... _
'" _ _
t,'. ::,:::::::::::;::-"_ ........... _
'" -.."' ...
... ..
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table 5-2 (continued)
L
Available Strength in Axial Tension
Fy =36 ksi Fu = 58 ksi
-- .. -... -... Angl es
.,'4 ·
4
,.
,.
3.61
n5
~,
,."
2.21
2.11
'"
,.
3.07
~ ~.
~
",. 1.$1
,~,
-
.,'.
'.IU,
0'.
,.
.,
'"
.,
'"
oo.,
.,
.,
.,
oo.,
oo.,
oo •
~,
~,
.,
.,
'"
. . ,
,
==a-='~:::=:,,::,:=::"
"........,., I",m,,,..OFSniELCoN"""-"."lION
L
Table 5-2 (continued)
Available Strength in Axial Tension
-- ... -... -... ... .,4·
4
,'''',,
11,1
., "'
o.,
,.
,.
.u
..•
'"
..
,. 1.37
..
,.ro
",. 1.$1
.,'.
'"
,
~
,~,
2,01
,.'" ~~.
Fy =36ksi Fu:: 58 ksi
Angles
-
tI • •
~,
.,
'"
.,
...
.•
o.
".,
,
" .1
., ~
3/.1
61.'
M'
0 '
o. ".,
.,
==a'=,:~:::=:,,::,:=::"
... ........,.""'m'"..OFSniEL CoN"""-"."lION
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table 5-2 (continued)
L
Available Strength in Axial Tension
Fy =36 ksi Fu = 58 ksi
-- .. -... -... Angl es
.,'4·
4
"~~:
U'~'! ~~
'"
~,;;
\ .\ 9
.•
ll.J
,."
0.818
n,
'.00
.~
11.6
0.911
.~
0,'.10'
Un!
..~
~~.
~
",. 1.$1
..
,
1.45
~ I "M~:
,~,
-
.,'.
',.J
51.2
"'
41,0
3U
..
2l.1
•.,
,,.
,,,
oo'
.,
.,
oo.,
...
0'.
s..,
41.4
.. ., oo •
oo,
==a-~"'''=:",:--,::"
"........,., I",m,,,..OFSniELCoN,,,,,,,,,,,,,,,
[)I¡$IGNQFn_"SIONMU"B~RS
Table 5-2 (continued)
L
Available Strength in Axial Tension
-- .. -... -... 4
~:5 ~~ ."
UooIIS1OIt
Fy =36ksi Fu =58ksi
Angles
&$O ", . 1.$1
.,'4·
o.su
0.610
'"
0.11'
.~
15.6
O.~ I
.~
IJIFO
.,'.
,~,
...
',.J
•.. ..,
.,
"'
I~.I
no
1M
10.1
_ _ ....... "' ... _ " " ..... _
t , •• ::,:::::::::::;::
"
0'.
...
_ _
_ . " ' ...
.. "".....
... ..
!lfUlnNSIONMlJ>la~aSI,U-'TlONTA8lliS
T
Table5-3
Available Strength in Axial Te nsion
Fy =50kSi Fu = 65 ksi
-- .. -... WT-Shapes
4
n,
M;''''
...
.,'4· "'
2U
,~,
1010
...
.,'.
.~
m
Il' O
'"
M~
lU
UooIISIoIt _
&$O
IJIFO
",. 1.$1
t, ' •
1~"'"
......
16.4
~
',.J
-
m
"-... ... ".
.
.
~
_ ____ . . _.._..... ..:=':._"'1"' ..":;!......... _wl :::.::::::= " ........... ... .. ,_
[)I¡$IG N QF n_" S IONMU"B~RS
T
Table 5-3 (continued)
Available Strength in Axial Te nsion
--.'.. ... -...
WT18_WTl 6.S
....
.,'4 ·
,~,
'
M"
.., ...
M"f~;
19.9
" ,9
"'
--
~ ~.
~
",. 1.$1
Fy = 50ksi Fu = 66ksi
WT-Shapes
"'
,~
@
w
.,'.
,~
,~
-- - .
"-... ...
m
,m
~
m
'"
,~
'... __.. _..... ___ ..... _ .. _wl _ __ .. , .,..,. ~_"' I "' -
t , ••
',.J
... ........,.""'m'"..OF SniELCoN"""-"."lION
Table 5-3 (continued)
Available Strength in Axial Tension
Fy = 50 ksi
Fu = 65 ksi
T
-... -...
WT-5hapes
,. ..... I
M'''~'
;'
".•
M'~i ~:
I
-r
wn~;~~~
13.2
~: .; ".•
;, i,l00ii $11,,
_
-
A$II
UIFD "_
" _ _ " .. _
¡¡,· u' .... '"
.... _ ... _
... _ .. _ _ _ _ "' ...
=:::::~
"" ..
[)I¡$IGNQFn_"SIONMU"B~RS
T
Table 5-3 (continued)
Available Strength in Axial Te nsion
-- .. -...
Fy = 50ksi Fu = 66ksi
WT-Shapes
I
~"~'
4
.,'4·
12_'
O.
~'~~,
e~,
.,'.
',.J
'"
~
m
~
~
".
m
~
"-...
.e. ~
§, ~. ~ ~
lB
10_0
M
,,,
47_5
UooIISIoIt _
..,.
'"
~
,.
,.
., U
~
... _ .. _ ..:=':..":;!......... _wl ____ ..... ..... ...... :::.:::::::::: " .......... ... ..
&$O
IJIFO
", . 1.$1
t, ' •
,~
11.~
,_
~_"' I "'_
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
T
Table 5-3 (continued)
Available Strength in Axial Te nsion
Fy =50 ksi Fu = 65 ksi
-- .. -... -... WT-Shapes
I
~".
4
.,'4·
lU
" .2
,~,
.,'.
',.J
0'.
~
~
~:
I
~".l: -:;: ~,,~:
1.01
6.'9
.. 4,S7
~
'" '"
,n n. m
on
..
~
"'
[)I¡$IGNQFn_"SIONMU"B~RS
Table 5-3 (continued)
T
Available Strength in Axial Te nsion
Fy = 50ksi Fu = 66ksi
... -... .. -. .' Wn>-wrn
....
WT-Shapes
.,'4·
4
,~,
'
11 .1
,.
~~:
~:
'"
--
5.51
m
.•
,
U l
..,
~~.
m
,.
'"
::
""
3.9/
-
.,'.
'"
%
~
'"
~
,.
m
~
u,
'"
",. 1.$1
0'•
~
m
'"
,.
'"
~
m
'"
., ,. '" . -'" . . _.. _ ,_,. ._"'1 t,'. __ .......... _ .. _wl _ __ _ ..... - -.. ..,..,. ~
~
',.J
, ...........,.""'m'"..OF SniELCoN""""""'"
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table S-3 (continued)
T
Available Strength in Axial Tension
Fy =50kSi Fu = 65 ksi
--.' ... -... -... ... ~
WT-Shapes
....
.,'4 ·
4
,~,
'
.,'.
',.J
~.
;:¡i
1U
16.0
",
.
..
~~
6.31
m
~
'" '"
m
~
6.72
~
m
Ul
,.
~
,_ ._"'1"'-- --.
~ ~.
~
",. 1.$1 t , • •
~
~
".
m
'"
"'
. . _.._..... __ .......... _ .. _wl ____ .. , .,..,.
"........,., I",m,,,..OFSniELCoN"""-"."lION
Table 5-3 (continued)
T
Available Strength in Axial Tension
-
WT-Shapes _
......
,
4·
." ,
...
'" ;:
~ ..
Fy = 50ksi Fu = 66ksi
-...
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table S-3 (continued)
T
Available Strength in Axial Tension
Fy =50kSi Fu = 65 ksi
-- .. -... -... WT-Shapes
.,'4·
4
~¡
r.l'
s.•,
.~
,.
". OH
M~'
M2; .. ~
~~.
,. ~
", . 1.$1
-
.,'.
'"
"'
'"
".
'"
."
,.
'"
".•
"'
'" ,.
,.'" '" .,
,. '"
UI
,~
4
,~,
1.11
==~-~
'.xl,
". '" ... n,
",
~
'"
'"
..
..., ...,..
~
M'
.. .
0'.
'"
'"
=:".:--..::"
"........,.,I",m,,,..OFSniEL CoN"""-"."lION
o
Table5-4
Available Strength in Axial Te nsion
....
Fu:: 62 ksi
Rectangular HSS
4
.,'4 ·
la.'
13.6
~ª' ~,uª
15.7
1\.8
~,.,~
10.3
~
Fy =50 ksi
--.' .'.. -... -... ...
HSS20-HSS16
~, .;
10.3
1j,1
.,'.
,'''',,
.,
."
m
ru
.ro
ro,
~
~
1,10
ID
~
"'
m
1.1 0
ID
~
"'
m
'ro
ro,
~
~
ID
~
"'
m
~
~
'"
~
1\,1
,~,
.,~ 10.3
3. 10
~'.'§
~:
--
~ ~.
~ ,~ .....
.ro
-
...
==~-~
tI
~ ..
.. .
=:".:--.::"
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
O
Tabl e 5-4 (continued)
Available Strength in Axial Te nsion
Fy =50 ksi Fu = 62 ksi
-- .. -... -... ... Rectangu lar HSS
.,'4·
4
1M
..
,~,
.,'.
$.' 0
m
«
5.07
m
~
o. o.
.. .. o. ~
",. 1.$1
-
',.J
"'
'"
'"
~
,"
'"
"'
w
~
~
."
m
~
'"
~
'"
"'
'"
'"
..
,.
'" ~
==~-=..~:::=:"::.:=::"
"........,.,I",m,,,..OF SniELCoN"""-"."lION
o
Table 5-4 (continued)
Available Strength in Axial Tension
....
4·
~' N''':
::~~ ~'1
~''';
--
.,'
.. UI
o.
::::
,
~ ,~ .....
,'''',,
"'
'"
"'
'"
,.
;::'" ,. ,.
".
,.
..
'"
'"
'"
'"
.ro
'"
"'
'"
m
m
'"
'"
..
,.
5.3/
.,'.
.ro '"
5.3/
t:
~,.~ ~ ~.
Fu:: 62 ksi
Rectangular HSS
4
~'''ª
Fy =50 ksi
--.' .'.. -... -...
HSS1:z....HSS10
,~,
.. ,.. ,.
-
==~-~
tI
~ ..
m
.. .
'"
0'.
m
:;: '" ,ro
=:".:--.::"
O
Tabl e 5-4 (continued)
Available Strength in Axial Te nsion
Fy =50 ksi Fu = 62 ksi
--.' .'.. -... -... Rectangu lar HSS
....
~' .'ª~:
I
.,'4·
4
~: ,.. ~' 1 ~'-~
-,:
--
,.
'"
'"
'"
91 .0
'"
10.1
,
~n
'"
., ,.
,.
~
'"
.,
..
,~,
.,
'"
==~-~
~
..... t .
0'.
.•
'"
ª,~
,'''''.
'"
ni
~~.
..'.
w
].16
~'~'::7.
~
..
HSS10-HSS9
.,
.. .
'"
,.
..
.
,
= :".:--.::"
o
Table 5-4 (continued)
Available Strength in Axial Tension
....
4·
.,'
.,'.
,'''',,
0'.
,
..
,.
,,"
,.
,.
,.
...
,ro
oo.,
UI
,
.•
,.
~:
'.ro
,.
oo.
'"
~.
oo'
:::
'M
,
..
'"
'"
\7.'
OO.
:;
~8
~ ~'ª ~1f:
--
,~,
"e7
~;:
~~.
Fu:: 62 ksi
Rectangular HSS
4
ª
Fy =50 ksi
--.' .'.. -... -...
HSS9-HSS8
~ ,~
-
..... ......
==~-~
""
...
,.
'"
.
,
'"
=:".:--..::"
O
Tabl e 5-4 (continued)
Available Strength in Axial Te nsion
Fy =50 ksi Fu = 62 ksi
--.' .'.. -... -...
"""''''
Rectangu lar HSS
....
~ª ~1 ~~:
~"ª ~f; fi ~~
~"ª:~
--
~~.
.,'4·
4
~ ,~
\ .67
'"
..'.
,'''''.
0'.
.. ,.
'"
"'
.,
oo.
,~,
>ro
,.
oo.
'"
,.
,.
'"
'"
,.'" ,. ., ,. ,. '"
,.
1.67
-
..... t .
~
==~-~
~
..
oo,
'"
...
~7_.
'" oo,
~7_'
oo.
.. "'
OO.
=:".:--.::"
o ..... '"
,
....
Table 5-4 (continued)
Available Strength in Axial Tension
--.' .'.. -... .,'4 ·
4
~'§
"':2 '"
~
-"§ ~~;
1.67
,.
,.
1.71
'"
,.
,.
"~
~~~i ."
--
~ ~.
~
",. 1.$1 ,~ . ....
Fy =50 ksi Fu:: 62 ksi
Rectangular HSS
1.77
'"
'"
1.2•
-
,~,
..
,.
.,
oo,
.,
.,
.,
oo,
.,
.,
•9_.
,,,
==~-~
tI
~ ..
.,'.
...
"-... ...
,'''',,
~u
~
~ '- 2
~,
•.
~ 1. l
m
.. 6U
.. .,., $7.7
=:".:--.::"
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table 5-4 (continued)
Available Strength in Axial Te nsion
Fy =50 ksi Fu = 62 ksi
-- .. -...
Rectangu lar HSS
.,'4·
4
~ª -~;,
'"
~: '"
=.'':;:
-i;-§
U1
,.
=:~:
1.19
I =~':::
1.07
~~.
~
", . 1.$1
l.1~
"'
,,' ~
"'
'"
'"
M7S
I=M§ ,..
U7\
.m .~
-
o~,
.. .. n'
"'
==~-~
.,'.
',.J
.. ..
., o .,
...
"'
O "-... ' 0.
o,
O.,
.,
~
.,
.,
.,
no
..,
ill
.,
.. .
"'
nI
10.9
37.3
=:".:--.::"
"........,.,I",m,,,..OFSniEL CoN"""-"."lION
[)I¡$IGNQFn_"SIONMU"B~RS
o
Tabl e 5-4 (continued)
Available Strength in Axial Te nsion
-- .. -... -... .,'4·
4
-1:
Fy = 50 ksi Fu = 62ksi
Rectangu lar HSS
,~,
.,'.
',.J
0'.
..
1,19
'.m
".,
n,
~'~~i
.
.~
"'
ru
2'-9
0.717
"'
'M
~~¿;
.~
.~
~,
'"
"' '"
.~
0.711
"'
'M
"'
"'
.~
'" »,
'"
"'
'M
"'
""1: .
~.,:::
I :~~;
1.01
~
.~
o,n .
"'
.~
21.1
.. .
.'
'"
.,
~
0,67'
.,
o.n'
.~
21.1
»,
,,,
~
.~
18.2
21.'
lO..
1fSSZ<1 'h><~ ..
.,
ItSSZxh ~ ..
~~.
~
", . 1.$1
-
==~-~
...
,~
"' "' "'
31,3
"' 21.2
=:".:--.::"
...........,.""'m'"..OFSniEL CoN""""""'"
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table5-5
D
Available Strength in Axial Te nsion
Fy =50kSi Fu = 62 ksi
-- .. -... -... ... Square HSS
4
.,'4·
la,l
13,6
15.7
1l.8
~
~
.•
a.I5
6.11
'"
'"
5.07
W
'"
'"
.. ",. 1.$1
,~,
-
'"
.,'.
.
',.J
"
m
m
ro>
*
..
,.
~
., ~
,.
,.
'" "'
,.
'"
,.
., '" '" ===-=..~:::=:"=-==:"
"........,.,I",m,,,..OF SniELCoN"""-"."lION
D
Table 5-5 (continued)
Available Strength in Axial Tension
.... ~:
-1
~;
I~~'~:
-~ ~
I~'~'~ª. ~:
--
~~.
~ ,~
Fu:: 62 ksi
Square HSS
.,'4·
4
~'"'~.
Fy =50 ksi
--.' .'.. -... -...
HSS7-HSS4" .
].16
w
>ro
,.
'M
"O
'"
1.61
"~O
"O
-
..... ......
,~,
..
.,'.
'"
,'''',,
,~
0'.
."
oo.
'"
.,'
.,
"'
".
".
.,
OO,
'"
,
.
no
.,'
oo.
.,
..
===- ~
...
=:".:--..::"
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Tabl e 5-5 (continued)
D
Available Strength in Axial Tension
Fy = 50ksi Fu = 62 ksi
-- .. -... -... Square HSS
4
.,'4 ·
,~,
-~:
I=M1: =~.
1.71
'"
*; ,..
'" 1.16
""
.,
o,m
.,
1.01
"~
""
"~
0.717
"'
"~
"~
"'
I=M~:
I ~~;,: UooII S1OIt
&$O
IJIFO
", . 1.$1
t, ••
.,'.
',.J
m
U2
"'
., ., ,,, ,,.
_ _ ....... "' ... _ " " ..... _
.. ., 2H
"' '"
_ _
::.:::::::::=:. " .. "".....
0'.
fiLa
"' '" )7.)
n,
.. -.."' ...
..."
[)I¡$IGNQFn_"SIONMU"B~RS
o HS$1 0 .000
Table5-6
Available Strength in Axial Tension
-- -... ,. -... ,
,~,
.,'.
16.1
m
~
~m
,u
",e
~
~
~~
11,5
.~
'"
0.75'"
,ro
.,
,ro
,."
'"
'"
m
N
m
m
'"
'"
'"
'"
'"
m
,.
m
'"
U ¡
.~
,.ro
,ro
'"
'.0
l./1FO
'"
0'.
'"
'"
t,16
ASO
',.J
,."
.~
><\),1.
LJoo/1 S1OIt
,.
~I.5
~m
Fy =46ksi Fu =62ksi
...: _ ...... ,. ... _
I~ . U,. t, • • ::.::::':,',".'::\.
~
,.
.. _ .. _ _ _ _ "' ... "
..........
_ ..
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table 5-6 (continued) Fy =46ksi Fu = 62 ksi
-- -
~ , .
~ , .
<.m
~, .
>
~,.
~~.
~
.... Ut
O
Available Strength in Axial Te nsion
,.
,
0.75"
5.1 7
,.
."
H?
7,01
'.0
..
,. ,."
2,51
,.
2.7S
-..:-
t, • •
,~,
... .,'.
HSS6.875
',.J
'"
'"
'" '"
::'"
,.,,,
,,"
,.
'"
M.'
'"'
""
,.
.,
'"
=
_
-...
0'.
'" '" "'
,. 87.'
..
......,".,.'=... .."_.. .......... _-- - _"'..... ::.::=:.'
"........,., I",m,,,..OF SniELCoN"""-"."lION
[)I¡$IG N QF n_" S IONMU"B~RS
o HSSS.OOO
Tabl e 5-6 (continued)
Available Strength in Axial Te nsion
-- -... . -... ... ,.
,
~ ~.
Fy =46ksi Fu = 62ksi
0.75'"
~' "
'"
'"
~ '"
2.1 .
UI
'"
~ '"
2.' 2
~~
3.97
,.
~."
.."
.."
~ 1~ . Ut
-..:-
t, • •
,'.
,~,
".,
k'
.. .. .. ."
,.
'"
n.o
"'
_
',.J
.,
.,
• 9.9
IU
..,
.. . I.~
n•
'"
o.,
......,".,.'=... .."_.. .......... _-- - _"'..... ::.::=:.'
... ........,.""'m'"..OF SniELCoN"""-"-"'ION
Table 5-6 (continued) Fy =46ksi Fu = 62 ksi
O
Available Strength in Axial Te nsion
--.' .' -
-... ...
Round HSS
,
....
,.
0.75"
~'"
,. ,.
"'
~'"
'"
1.01
"'
..
><0.125
'"
o.m
n.'
.,
0.788
"'
~'" ~'"
,. 1.01
0.7511
-- ...- :~'"
~~.
,~,
HSS2.SOO
... ..'.
o~
~
.... Ut
• .=
t •••
o~
'" n .'
_
OO,
q,
...
..
,'''''. 37.2
ID
n,
~u
~
.u
2'-'
n,
o.,
.. "' o.,
...::,::=',".~ ....... ,. ... .. _.. .......... _---"' ...
--
o HSS1.660
Tabl e 5-6 (continued)
Available Strength in Axial Tension
-- -... -... ,
UooIl S1OIt
Fy =46ksi Fu:: 62 ksi
,.
0.75'"
,~ ,
~'"
O~¡
0.611
"'
~
0.62.
O~
17.2
..
ASO .... Ut
l./IFO
tI'.
...: _ ...... ,.. ... _
.,'.
,'''',,
.,
'"
"'
u.s
0'.
", ,,,
.. _ .. _ _ _ _ "' ...
::.:::;o:,',".=. " ..........
_..
!>TUl nNSION
M~~IB~R
sF.L<.CnON T"BtliS
Table5-7
Available Strength in Axial Tension
Fy =35kSi Fu = 60 ks i
Pipe
.
, ,.
",
PIpo ' 2Htrt>'lg
::~
",
10.3
11 .5
.." '.0
,~
,.
o.
-~,
., ,,,
,oo
,-
PIpoUII:-SWIg
PIpo
l'h ~-SWIg
PIpo
" I. ~- StrorIQ
~~.
PIPE 1'1.
...
'.xl,
W
;;:
~
;::
,.'" ,'".
:,:,~~ ,. ,. .. ::~~ ,,, ... ."
-
3.01
.0
'"
00
'"
,. "' "'
"'
1.21
"'
OO,
,,,
o~
21 .4
0_749
o~
'5.7
"' "'
'"
om
~
~
,~ . ,.f1
.~
o -... .-.
m m
:
;:: ~
'"
.,•. .,.. .. .. oo,
'"
~
~
no
".
..
"'
===.---:. . . ::::-..:--.:: o~
'3,\
19.7
"........,.,I",m,,,..OFSniEL CoN"""-"-""ON
'"
21.1
o
Tabl e 5-7 (continued)
Available Strength in Axial Te nsion Pipe
PIPE'!.
.
, ,.
",
PUe 'Hlrtl'lg .~
.m
1'Ipe'l. x-StronQ
0.312
.~
.~
0.176
PIpe'h X·SIrnng
UooIlS1OIt
-
... .,'. ... '"
-~,
.." ..
ASO
UIFO
_ _ _ ..... _
,~ · , .f1
.....
=::::.'io~
.."
'"
Fy =35ksi Fu:: 60 ksi
-... .-.
,'''',,
". 'm
•."
'" ". '.00
........ _ _ _ - . .....
- ...........
"" ..
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Table5-8
Available Strength in Axial Te nsion
Fy =36kSi Fu = 58ksi
I I
-- .. -... -... Double Ang les
~
",. 1.$1
4
.,'4·
.,
.,
m
.,
,,.
..
1~,7
".
,~,
.,'.
,m
',.J
0'.
,~
,m
m
~
~
=
~
.,
'"
'"
~
m
~
"'
m
'0.2
,~
m
m
m
m
-
==a'=·:~:::=:,,::.:=::"
"........,., I",m,,,..OFSniELCoN"""-"."lION
Table 5-8 (continued)
II 2t.7-2L5
Available Strength in Axial Tension
Fy =36ksi Fu:: 58 ksi
--.' .'.. -... . -... .. Double Angles
....
4·
.,'
4
.Wª
o.
~
-~
~o~ ~
~~:Z:.
m
..
,.
o.
0"
'"
0,"
'"
0,.
'"
'"
6.'.
0"
'"
,. ,.
,.
.
,"
o. .,,,
.. ,. "'
==a-~"'''=:",:--,::"
~
,~ .....
,.
~
,'''',,
'"
-- -
~~.
'"
,'.
"
M1 ~~
,~,
tI
~ ..
!>TUl nNSION
M~~IB&R
sF.L<.CnON T"BtliS
Tabl e 5-8 (continued)
Available Strength in Axial Tension
Fy =36ksi Fu = 58ksi
II
-- .. -... -... ... Double Angles
.,'4 ·
4
', 1'
.. .."
~ ~.
~
",. 1.$1
,~,
'"
~,
l .91
M'
'.00
n>
l_13
'"
.. ..
,."
Il.9
...
'"
'"
-
.,'.
'" ,.
',.J
oo.,
..
'" m
.,
,.
...
'"
...
..,
'"
..,
'"
..,
1'_0
,..
==a-='~:::=:",:-:,:=::"
"........,.,I",m,,,..OF SniELCoN"""-"-"'ION
[)I¡$IGNQFn_"SIONMU"B~RS
Table 5-8 (continued)
II
Available Strength in Axial Tension
-- .. -...
Fv =36ksi Fu =58 ksi
Double Angles
.,'4·
4
'"
3.1 6
,.
~
", . 1.$1
~,
.,'.
,.
',.J
"-...
~,
' 0. ,ro
2.U
oo.•
OO,
.,
oo.
".
'M
n .o
ro.•
n .&
,,,
,.
,
'.0
1.37
OO'
,~
~
,. ~~.
o~,
. ."
-
.. ..
.,
OO.
OO.
OO.,
.. .,
oo,
==a-='~:::=:,,::,:=::"
...........,.""'m'"..OFSniEt. CoN""""""'"
Tabl e 5-8 (continued)
Available Strength in Axial Tension
Fy =36ksi Fu = 58ksi
II
-- .. -... -... ... Double Angles
4
::.} ~~ ."
UooIlS1OIt
.• ,.",.•
'"
,
.~
&$O
", . 1.$1
.,'4·
IJIFO
0_131
..'.
,~,
~.
~,
...
JI.]
,,,
2H
,'''''.
., JI.6
21.1
~,
."
"'
_ _ ....... "' ... _ " " ..... _ _ _ _."' ...
t • • • ::.:::::::::::;::
..
.."".....
... "
PART6 DESIGN O F M EM BEAS SUBJECT TO COMBINED FOACES
LOCAL Il UCKLlNG CONSIDERATIONS MEMIUi RSSUUJECTTOFLEXUREANDS l lEAR MEMBERS SUIIJECTTOAXIIILCOMPI!6SSI0N ..... . ....... . . . . . . . . . . . . , MEMHERS SUBJECTTO COMBINEDIIX IIIL FORCE ANO FLEXURE MEMHERS SUBJECTTO CO.~IBINEDTORS I ON. FLEXURE. SIIEIIR
~.=~T~:'~~::~~S·", · · ·,,··cr···m · · · H.·· ·E·X·", · · · E·.· A··"··"·· ·0· ·'· · · · · · · · · · · · · · · · · ., CO.~1BINEDFORC6S
SELECTION TAHLE FOR DESIGN 01' FLEXURE. COMPRESSION. TENSION OR CO~1BINEO FORCES: W·SHIIPES COEFFICIENTS FOR OESIGN OF W·SIMPES SUBJECTTO
CO.~IIjINEOFORCES
,,,¿; ..•.•••.•.•.•.•.•.•.•.•.•.•••.•.•.••••••••••:.:
T.blc6-I •. \\C,d,h·'o-ThiüocssRali",, : Co mpr<:ss"", EIe"",n'sMo,nbersSUbjo<"0Axi.ICompre"i"" Table6-Ib.Wid'h·'o-Thkk ...... Ralios: Compre.. i"" EIe,ocn's------MombersSubjc<;"o ~lC);urc . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Toblc6-l. lI<". il.bIcS,renS'hforMcn'btrsS"bjc<;"oA,¡,I.Sl>ear. Flemrnl.ndCombinedFolt=.W·Shap<> CO.~IPOSITE
HEIIM-COLUMN CROSS·SECTION STRENGTlI TABLES
T.blc 6-3 • . C"", ·Sec,"'" S'rens'h for Rce'"ns" I..-Eocaed W·Shaf'OSSubj«'loFlcxureaboul lhe MinorAxi, Tablc 6--4. Cross- Sec,,,,,, StrenSlh forComposi,o Fillcd R<:<,.ns"lorIlSSSubjoc1'o l'k,urcabou,Ei'ocrPrincipal Ax¡ , Tablc6-~ . Cru«-Sect¡onStr<:ngthf",Compos¡'cF¡ l lcdRoundIlSS _
Subjt<:1 'o Fl.. ure aboul AnyAxi,
LOCAL BUCKlING CONSIOERATIONS W>-lhkk ..,. ..'iol imitsfor d "",ir..... ionof>hape'as«>npac\.f">(MlOOInpac\ or 'lcn<.lcr. clcmcnt arc """'Klcd in AISCS¡N'Ci[/Calj"" Ch.plcr B. Diltu" ion, of,,"idlh·to-Ihicknc .. .. li",inPan, )andó<>fIOeManual'¡>plyl>asedupontOe""3i1ahlc",,,ngthboingdoIC'· miJl
MEMBERS SUBJECT TO FLEXURE ANO SHEAR AISCStvdfim';""Ch.pl .... I'.ndG.pply 'o,nconbc ...... bjt<''''Oc,u .... nd ....r..... pc<: 'i,·ely. Pan3add","",do,ignofn"u", l n",mbe" Tbe.". il.ble"""ncn'",cnS'h. o.M. o<M"IQ¡, . "'hichmu"equ.IO<eJ;ceed'hc:rcquired monlC n' .. rcng'h. M. orM• • rc'p<e' i,·dy.can befoond in Tablc6-2 Tbe,'.I ..., ~;'.. n inTablc6-2 .... b.sed""C•• I.O,For . i,"a,i'>I""'lIerel .. c .. H",,,iona' budJ ing<x),,,rol' flo,uraltbign •• ppmpri",,adju,,mcnlS lo lhcnominalfloxuraISlrcng,h m.y bo modo forC. > LO.,follow>
M ",co>""," C.,M",c'.'1Il';' /:;::=:::'-':,'""" 1'0< nexuralmcmbe .... ,hc.,·.ilablc;hcar""'ng'h. " V, OO' V. Ifi, . v'hichmu"equalo< ex"""dl""""l ui"--d,he.r .. ,,, nglh.V. orV, ,"'spe
MEMBERS SUBJECT TO AXIAL COMPRESSION AISCSr«jfiCíl';;",ChapI
MEMBERS SUBJECT TO TENSION AISCSr«;fim,j""Chap.er D awlics ,o"",,,Ibers ... bjeclto .. n''''''. Pan~ofthe M,,,",,1 addI=;cstbignofl
MEMBERS SUBJECT TO COMBINEO AXIAL FORCE ANO FLEXURE Thcin'ero.ttionofreq"ircdSlreng' h'fo<"'. "'be ... .. "bjt<' toron' binedui. I ('. n' ik:orcom """,i'''l foreo,.nd ~ ",ure mu,' "'ti,fy the into"""ioo "'Itiatio", of AISC Sf"Yifiro';on Ch.plor ti as folh."....
l. [)()YbIY'ymmc'ricand'ingIY'ymmc'ricmcmbc"'A ISCS",djicm;ollS«·'ionltl 2. Un,)"mmc,ri<.nd",hcrn"",bc ... :A I SCS/,",áfic~Ij,,,,Se<:,i""1t2
(.lw... n~ ¡¡' O.2
MEMBERS SUBJECT TO COMBINED TORSION, FLEXURE, SHEAR ANDI OR AXIAL FORCE Thcin«ruc'ioo"f ,t>en:q uirctlstrtng'hsf".. ...",t>ers;ubj«t,,, ,orsioo.O""rt.'hear. andl",nialfor<:<mu" ..' i,fYlhe""IuiremenlSofA ISC S/.rdfimló"" Se<:,ioo 113 and~!~~!!;l Design Guide 9. To",;' ..",¡ ,¡ .."Iy' ;' ofSm.uum¡ S'e.¡ MrmlJ<"r,(So,bor¡;
COMPOSITE MEMBERS SUBJECT TO FLEXURE, AXIAL OR COMBINED FORCES R
SELECTION TABLE FOR DESIGN OF FLEXURE, COMPRESSION, TENSION OA COMBINED FORCES: W-SHAPES
f' .
S"-,,,I W_,h,l"" ",i,h SO loi .00 f~ . M kccke~forcomrli,~",·i,h tIlCprovi'ioosoftbe.ppropriotcchaptcr;of'heAISCSp«ijiro';"" using T.blc 6-2 AIIW'''''f'O,given inT>blel - I .",iorIUIIeJinT.ble6-2
COEFFICIENTS FOA DESIGN OF W-SHAPES SUBJECT TO COMBINED FORCES rrc"i"", e~iti"". of ,hi. Man",,1 includcd a ,ablc in Pan 6 ,ha, off,""" c.. moien" for ,le.ignofW_>haf'O"uhjee"orombioOOforce"'ha, tablei."""",,.. iI.blcat,,·,,·,,:.oisc ... 'W' m."u. I...,..," ,.., .. inPan IVof,heo.,jgqE.o",mpl~,
OESIGN TABLE DISCUSSION
Table 6-1. Width-to-Thickness Aatios Val"",forlimi,in8wid,h_to-Ihic~or""'tiosof,'lIriou.clcmcn"oflhc
I<>romp<e»i<>n.re gi"en fora ra"geoff~ ,.,.I ... for use in ,he eI ... ir",tioo of n.. mbers 'ubj«"o ",iol ront¡>n:""'" inTablc6-l o.n
Table 6-2. Available Strength for Members Subject to Axial, Shear, Flexural and Combined Forces, W-Shapes
F.,.
Thc ",'oiloMe "",n¡Ih.of,"" W-'hape. ¡or 50";'00 f~. ~ ,si (ASTM A992)¡i,~n in Table 6-2 m.ybeu.roto,Jc,igomemocrs",i 'honlyrump<essioo. lcn,ioo. n",ure.OO
'l>earorn"ybeuscdlo{le,i¡n,ncmbe... ,ubjcclloron'bitK:deff"'''.Allof'l>einfoo".,ion p<eSCn'c~ ocre has already beco p<escnlcd in Pan. 3.4 ,003. a•• ppropriatc. bu, ha,becn groupe<.lberefore ... ofu ..
norapply,obcndingofW.'hapcs.t>oo"hcirm inor .. i, ,'hca\,. il. blestrfyield ing",fl.nge 1"".1 bu<;kling
Tabl e 6-3. Cross-Section Strength for Rectangular Encased W-Shapes Tilbles6-J •• nd6-Jbpn:""",oquati",,,.pplicablo,o'I>eepl .. tic
>l res.distrib. tion m. lhOOenie' .... ~Í\.. n f",eoc.sed ffi nt ]>O>ite ,,,,,mbe ... ,uhjeclC<110 ne, .... at>oo"l>ex-..i. and ,. •• ,i. inT.blcs6-J •• nd6-3b,rc
R",d HSS
.
,.,~,'"
""
Table 6-1a
Width-to-Thickness Ratios: Compression Elements Members Subject to Axial Compression
Aooooo"'_I-oMpocI_
-~-
~~_-.qlovo
"'poirO"' .... - -
=ª~~ : : ",""," ,.." II ';;;:;~
-"'----
5ondblil·\IIII-ohopod_ond
-_ _... _-_$00_2· .... '·... _
.. ·.,I.,.... ...... _ ..... _ .. _II.3!I""'...__ ·." .. _ _
Tabl e 6-ta (continued)
Width-to-Thickness Ratios: Compression Elements Members Subject to Axial Compression
Aooooo"'.-I-oMpocI_ -~_. ~~_-.qlovo
"'poirO"' .... - -
I
=ª~~
-"'-.,........".-
5n1b1i1·\IIII-otIopod_nI
-_ _... _-_$00_2· .... '·... _
.. ·"I.,.... ...... _ ..... _ .. _II.3!I""'...__ ·." .. _ _
Table 6-1b
Width-to-Thickness Ratios: Compression Elements Members Subject to Flexure
10
==~_
1<
Uogo01tint1O . . . .
,
13
=.E~-:inaDo
!
11=::~
1
M
M
llA lO.! 10,128.1 1,9'J 26,]
• In • i:I
_01_01_
M
-
-__..._,_........"'--_--'. ....
,..
-
1~
•
31.139.1-
150
_
-
Tabla 6-1b (continuad)
Width-to-Thickness Ratios: Compression Elements Members Subject to Flexure
).,~~,~~,~).,
-
1 ==_ot_ . _ 111"",,"""_16
~
17=:"'~~
MI
-
-__..._,_........"'--_--" ....
,..
-
25.031.)
1.35n.OI.0321.1/.I320A
•
125
'
120
-
-
-
-
'
116
Fy
•
Fu "
Table6-2 Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
Table 6·2 (continued)
w1
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6-2 (continued) Fy
•
50 ksi
Fu " 65 ksi
Available Strength for Members Subject to Axial, Shear, Flexural and Combined Forces W-Snapes
1 W40
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W40
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W40
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
Table 6·2 (continued)
w1
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W36
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W36
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W36
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W33
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W33
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W30
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W30
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W27
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W27
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W24
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
Table 6-2 (continued)
1 W24
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an~~~~~ned Forces Fu · 65k $i
Table 6-2 (continued) Fy
•
50 ksi
Fu " 65 ksi
Available Strength for Members Subject to Axial, Shear, Flexural and Combined Forces W-Snapes
1
1 W24
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
1 W24
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
1 W21
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
1 W21
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
1
Available Strength for Members Subject to Axial, Shear, 65 ksi Flexural and Combined Forces
50 ksi
•
Fu "
W-Shapes
o
"
•
•
.... m. ...... . ..m. ..........JQ" L~f¡I
""
L~'O
.lSII
INO
m
,lIIO
«lO
13'
""
~
~
~
m
.
.•
•
.....,. . ..... If""o\....... .....,....,.
......
""0 ::: --~~"
-~$&>qIII,1Iipo
loSO
n
m
h
~
loSO <20
•.
L~
""
...
:m
'"
~
L~'O
100
m
l. l~
.. ."
H If
,. • 11
'" " '"
~I
f.
!
.
'" '" '"
..
,. fU
".
.. m
1 W21
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
1 W18
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W18
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W18
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W18
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W16
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W16
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
1
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
1
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
1
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
1
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
1
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1
1 W12
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W12
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W12
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W12
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W12
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 Wl0
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 Wl0
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 Wl0
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W8
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces
.
.
,
.... m. ...... .... m. ..........JQ"
W-Shapes
......
-~$&>qIII,1Iipo
loSO XII
L~f¡I
.,
""
m
L~'O
<"
.lSO
INO
~¡
m
""0 loSO .,.fO "" --~~" ,JI 1'$.1 "< '1.0 .02
L~'O
IU
h
h •.... ." •. •, H If
~ .u ~
...
j!
! ... .. ." ". "' ...
1 W8
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
1 W6
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural an
Table 6·2 (continued) Fy
•
Fu "
Available Strength for Members 50 ksi Subject to Axial, Shear, 65 ksi Flexural and Combined Forces W-Shapes
Table 6·2 (continued)
Available Strength for Members Subject to Axial, Shear, Fy • 50 ksi Flexural and Combined Forces Fu · 65k$; W-Shapes
Table 6·2 (continued) Fy
•
50 ksi
Fu " 65 ksi
Available Strength for Members Subject to Axial, Shear, Flexural and Combined Forces W-Shapes
~.1Il.
"
.....
.... ' 3.1
'. ,.
1 ...
" , .... '"
m
~
_--
" • • ' .... +f...... D.W"'"
-_....
A ........ "' _ _
....
~ [ , "¡~~fb~=:. : !.~F,z..~D-'$';.!f z..
.~,~!- l.o.
Fo
p-- , ~~~~;;"="l)
:
~:~~+-~~~~~~F~~~-2f~
~'-NOo..¡.>l)
Table 6-3b
b '.
Cross-Section Strength
tar Rectangular Encased
p
W·Shapes SubjecttoFlexureabouttheMinorAJcis
e I
'"
p• • , .... .,.""+~''''' A ........ oI _ _
",, · . . 01 .. _ _ -
, - '~-=+ -~ " - ·-~I
- o.ss,, (~ ) Ez,. .;;;;;:o:_oI ... __ N, . M, - z" ...
__
l..
z. ,.~- z,.
O: :~Z.+OM',(~) z. . ",, (~-<)
l.. . ~-4-Z.
~[~[ -[
- ~~~::~;<:), ~) 11. • UM~~~~~:.-1:- 1W.1
, '--,-,,[~- .)(~-. ¡"
~ ' _M_ [ ' _ ;
D
•
'. b
Table6-4
.' .'._ Cross-Section Strength tar Composite Filled Rectangular HSS SubjeettoFleltureabouteitherPrincipalAllis
=-e . . ..:··.:::·::.=-.._"'... __.. ·-·..
_H>Il .. _. ~, ...
Table6.5
fer Cempesite Filled Round HSS
D' I
Cross~Section Strength p
Subjectto Flexure about Any Axis
-~ [ [h-' ~ f-' "~
---v -'__ '.
r
_
h:;-. ~
~ :;""" w'(!¡!1 ~ · "i"·II " ' f~ ¡lj
• .'-::;':' 8 1'.
:!~~~~'u¡ ~
I'. . F,I!¿!JI "'"' I SS .............
, '¡-('TI
I
'"
e D
PART 7 DESIGN CONSIOERATIONS FOR BOLTS
I'rofl
l'ltOl'ER SI'IZCIFICATION OF JO .....'T TYPE
S""S·T1pICtltdJoi...
I'retttI"'-dJoinl. Slip-Cn.icalJoi.... . DESIGNRIlQUIRE..\lEr.'TS .•
C",nbin«l St...,.nd Ton,ÍOII
lk.nn,ondT<."""S' rong'h"llo1I H<>I.. SlipRO>i,1anOc I:CCIl¡"'TIUCAU.Y W ADIlD BOLTGROUI'S
F,«
In .............. Cenocro(RotoIÍOII Mnhod ~~yNonnaIIOIhcPl ... n( IhcF.yi"'SUrf...,
•.
C_ I-N....... A>.ioNocalCenotrn(;ra.·¡,y .
e ... II-NnltralA.i. al Cenocro((;n"Íly SI'U:1AI. CONSIDIlRATIONS FOR HOLlOW STRUCTURAL S llCTlO.'1S
5<;""'·ing 'o Il 55 ........... . ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ,."
~~II~~S~~~;I~:;:~~O~;QUI R EMENTSAND Bol" in Combin.'''''' "'i,h Wdd, Coo'ing lli¡¡b.S'rl".ndNu"
E'"cringandT,gh,cningüe ...
n<.'
Fully Th",aded ASTM F31HúradeA32S llol" A5TMA+t9.ndA1S4Boh. DESlúNTAHLEDISCUSS ION
Toblc7.I.A,·.ilabIc5hc.,S,n:ng,hofBoI" Toblc1.2.Ma il.bIeTcn'iIcS,n:ng'hofBol" T.ble 1-). Slip--Critical Conneclions. A\'.il.ble Slip Rc"¡".nce Toblcs1-4and7-5.A,'.i, .blellearinga""Te'''''''HS'",ng,halBollllo'es Toblc,7·ó'h"",gh7·13,c""móen"cr.,..E.;""n'rica llyl..<>o
Washer Requrrements Requi"'mcntcu"'"fASTMF4J6 ..... h<"andlorplalcw .. h
Nut Requirements lñerompat ibili'~ofASTMA563nu""'i'hGroupA.ndGroopBbol"i,gi,,'ninRCSC
S/l<'
PROPER SPECIFICATION OF JOINT TYPE Whesp«;ifitd .,,,,,ug_'ighte.oo , l>"-~on,iooedor.lip-
('l ,"'" '' . . ,"', ', '.~.',I Shearplane (faY'ngsur1ace)
r
-j'""'-"""" ~.
(zeromin) Valueffom Tab1e7- 14
' r~~:-~ ""'" -1 Shltarplane (fayingsur1ace)
DESIGN REQUIREMENTS [)c';gnm¡uilcAlSC S¡NCijiC«l¡_ ., [011""". 1" ccRCSCS¡><,cijiCllti""
Combined Shear and Tension AI" 'I.ble "ren¡'h ro< oomb,oed .he...oo '~n'ion in \>c.nos-'ri>< "000>0<""'" is ,,",'er mioed"givcnin RCSCSp«if/rol;ooSocoion5.2andA ISCSpuifimliOlls..c,ionJ3.7
Bearing and Tearout Strength 3t Bolt Holes AI'.iI.blebeatinS.nd,c.""""",ng,h.,bol,holes¡s"",,cr., io>edasg¡"cn¡nRCSCSp ..dfi
c,,';on Socoi""5.3.ndA ISCS/>«ificillions,,c'ion J3.1O
Instantaneous Cente'
O, Rotafion Method
I>::tcn,nc¡.y¡>roduth a "".,¡oo.oo • •"""la,¡ooo(<>nccoor>«;.¡oo
... - ~
"t=
".30
R _ R..o(I _ e"'o,)o_""
:>:20
"
O
O
0.10
0_20
030
-
.ñl l
'_K,.. ,in9
O.
r",.
(74).)
K , ,.." ...
e
, _ _ ,.. ,i06
O·lb)
,,.. _ , ..",,,,0
(7-4b)
~:ar""'hcboltmoslrcmotcfromlhcql.ducto thcmomcnt.P.,orP." ; ,,...
I
orr_ .
0,., 1
,- - ~
Totlc«rmillC'hcn;'u),an,fort<<>n'IleIOOS'h ighly'"",;>cdbo)t,r_ or,_ rnu"bcresolvcd i"lOhQri"", t al""",pone"',~. or,_ aoo,,,nic. l
r_-T '- -T
Ofu'l
O·'"
'- -T I~,
'.... - --¡;
o~) 1 O·'"
In1hcl'rc<:ct!ingequation"c, andc, arclhc!>ori,ontaland,-cnic.ICQf1I¡>ooc"tsoflhc di.g(HI,1 di ... D<ec_Thu'.lhc ...... ired '''"nglhpc,OOlli. '.0<'•. "'hc ...
Gase I-Neutral Axis Not at Gen ter of Gravity
The ,hcor pe, 0011 due lO 1110 ooocenlri< fOlW. ' ... 0< '.., i,
]p¡'OCP. UíT~"m, fi~ ,
.,
7·5. T"bmelrer subj«'''' «<"<"",rk lood,og """,.,,1 10 'h
lñc,·.lucofd .....ytl>c nhe adju"eonablccqualilycxim üoc. ,Ilc""ut .. l .. i, ........ nlocatcd.tbelcn,ilcf
,··(r)~ (, (~,I
".o,"",,",}
".',
(compresskmgroup)
--~'-'."':".,
~
'
SPECIAL CONSIDERATIONS FOR HOLLOW STRUCTURAL SECTIONS
1I.._ l,l!.qf,
•• 0.75
n _ 2.00
Th readed Studs to HSS llm:adOO"ud,are.,,,Hablc in 'I,.in. 1o 'I.. i" . diamclcrsande<:lioo ,,'ilh."
ni;
Ij
j;j ,
1 ·
1
OTHER SPECIFICATlON REaUIREMENTS ANO OESIGN CONSIOERATIONS lñe rollo",in&OI"'" ,,,,,cinc.'OO ""lu iremcn"'OO desi&n o<"" idernlioo.af'Ply lo lhe designor""I,s
Pla cement of Bolt Groups Fort""rcq u iredpl",,<mcn t ofbo lt groupsatthecOO'ofaxia ll yloadedmcmbc~..,.,A I SC
S/>«;fir~I;''''
S"",OOJI.7
Bolts in Combination w ith Welds For bol" u\ed inrombinalOO ",ilhwdd"sce AISCSpuifimtionSccIOOJI.8
Reuse of Bolts The",u;ef)l'high.,'",nglhbol"i,limi'eJ.!>O,RCSCSpuifiro,;""Sc<:1ion2.3,).See.I", U",.'man.OOBc,.""""n(l99IJ.OOAISCDc'¡gnGuidc 17 (Kulak. 20(2)
Fatigue Application s I'<J<'I>I'I;"","', ¡nml"ing r.ligue. """ RCSC S¡lN'ifiCd,j,," Sec,i"", AISCSp«i/in"¡',,,AppcOOi,3
~.2.4.1,OO
55.'00
Entering and Tightening Clearances CIc.ra""e,mU,"beprovi.,JeJr<>r'tlecn'c,i'\l!.n..lI¡glllcningof'llobol"\\';lh"nimp>c' "'n:och.Theclcaraoc'Crcquin:mcnlSf<>r,,,,,"cntional hip,",'II bol" (ASTMf3IHGrao,Ie, F18S1.oo 1'2280).", ,,,.,.,¡fieJ .,tleclc.rance ""Iu¡"'n",n".", g¡,,,n ¡nTllblc7.16
M _ ..
GalYanlzOng,
ASTM8&96
~ Gr. ~490
DIe>
aa'.. nizing. ASTM f232Il
_..
F. _ 9D.l05andl20koi
·SooASTM""'''T_.',' '''' _ _ ",", , _ _ _ ,,_ ·~"'AST"
_
__ I O """'_""'.. ..o,sTLtA'.,,_t>o_ __ _ " _ __
.. _ _ . _, ...... ... _
Fully Threaded ASTM F3125 Grade A325 Bolts ASTM F312S Gr.ode1cr may be <>«Iere<.! .. fully Ihreaded ",i,h lbe de,igna'i"" G1'ade A325T. Folly lhrcadedGr.odO"ibl.'o.,d ode lbe'h",ad,from'be ,be" pi""". Whilc 'hi" o""lcn",nlary pn",i· 'ion .. i'tsforGradeA32Sbolts. lhc'oWle""'''lJryfll'Wi'ioooo.'not·Wly,oASTM F3 12SGr.od
DESIGN TABLE DISCUSSION Table 7-1. Available Shear Strength of Bolts Thc: ..... ilable'hearSlre"8lh• of '-.no..s¡rades..-.J'i=ofbol!Sare .... "'''larilOdinTabk:7-1
Table 7-2. Available Tensile Strength of Bolts Tbe .... il.blelCn,H. rel="nofollow">trenglhsof''''''''''gr-....,<..-.J,i=ofbolt'are'om'n¡¡ri,-
Table 7-3. Slip-Critical Connections-Available Slip Resistance ~k:.;~~'hle
,I ip
~i".n<.
of , .. rioo. grade •• 00 .i .., of bol" are ",rnrnori,od in
Tables 7·4 and 7-5. Available Bearing and Tearout Strength at Bolt Holes Tbe",.il.blebe.';ng,oo lcaroo'Slrenglhat t>olll>ole.i".bol'IC~ror,.. rioo,sp. dng,aoo edgcdi".n<,,'in T.blc<7-4a007.S.rc'pc,"i ,-cly.NOIClh.llhcsel.blc bolt, ,,'i'ho:oun ..,,unkhead,.hy,ohlrac'ingone-halr'hedepth.,r'becoonlc,,inkfrom,be m.l
Tables 7·6 through 7- 13. Coefficients e for Eccentrically Loaded Bolt Groups
~!~~::::~~i~::'7~~a::~'.':~7:;;,.:nl:;::;~i~;~~!~:'~':: ~; Tl>el.""I,'0e",ioo.1
roeff",ien1. (;."'pre"'nl<11>< "u",beroft>ollS ll1>1 .",effec li,-ci n"';icfollow ingdi"'u"ion,r. i' thclc'ri"ll.nJ ICaruut .. ",nglh.lboltholc,•• nJ,liprc'i
When Analyzing a Known BolI Group Geometry Fot.nyofll>et>ol'Sroupgeon>elries,,,,,,",'n.tI>eOl·. il.ble.lrcngthoftl>eecccnlric.1Iy loodcdbollgroup,OR. orR"IQ,i'dclCnnir.eJ ..
I",bol" in ,lip-crilical""""""''''''' . ...,A ISCSP'fijiro,ÚN\ Se<:1ionJ3.8 for'be.pptl'iale ",'ist.r>
When Selecting a 80lt Group The "".i lable: "",n8lh ,nu,l be g.realort~."ot "'Iu,l to ll>e "",uiteI'i
Tables 7-15 and 7-16. Entering and Tightening Clearances CIc.ran<ei''''''IuirtdfOfon'enng.oo,igh'cningbol!Swi'h.n imp'''''I<'re''''h.1'hercq.ired cka"IIlcc.aregi,,,nforror,,cn'iooalhigh .Mn:ng'hbol"aoo'wi
Tabl e 7-17. Threading Dimensions for High-Strength and Non-High-Strength 801ts llm:adingdimcn''''''',propcniCiand,oand.ard
Table 7-18. Weights of High-Strength Fasteners W"igh" ofeo",..,ntionaIASTM BI2S Grade A32S and Grade A490 bol". ASTM AS63
:i:~:;t:'S:~~~,~~~~= ~~':;2i:!:~¿~8niS::t::~f::~ :~:;:7.:~ literature()l"the lodu,trial Fwo""" In"itute ( IFI)
Table 7-19. Oimensions of Non-High-Strength Fasteners T)"pical """.high ."",ngth boltheodaodnut dirocn'ion'arcgi"cn inTablc7·19.1111"ad le'\!lth,li".dinlhi,'ablema)"I:>e
Tables 7-20, 7-21 and 7-22. Weights of Non-High-Strength Fasteners WcighlSof"""-high- st"'~lhf."ener<.,,,gi"eninT.ble.7-20.7-21.od7-22
Table 7-1
Available Shear Strength of Bolts, kips
1M
15.7
15-0
l2.5
21U
)0.7
2U
"'l.0
~ ~1-1-++~~,:~:~I~;+;~~~~~*~~~~¡H~~:~~~~:i~:~~ ' •. 1. 3.29
~ lll 20.J
DooiI-
_,;::; ~ "",,_,.ID.
Cond, ~ f-iii;i¡-
...
ASD
XU
U3 5.97 $.91 12.5 11.9 11.9
8.11 12.2 1M 2U
1M 21.2
".
.,
15.9 31.9
,.f{I
ti.
,.ID.
ti.
,.ID.
tl.
U!fII
ASD
U!fII
ASD
UlfD
ASD
UFII
~,7
.U
e2.1
~.J
15.5
60,2
lO,]
~~1-1-++~~:~+:~~'.'+,~~I~r,:~~,·,r.:~~ '·, F.::~'~:~~'*ili~ «.7
V .I
$5 .•
no
-
-
•
•
~ ~~~++.+.~;,:+::~,~::~',~:~~~-~-~-~
Table 7-2
Available Tensile Strength of Bolts, kips
Desl\lnlUon
I /~~
:'.:i '.KII Ot. '.KI 10t·
'.JO.
1Ot. '.KII ....
_. 1[" "' n·,I"' ".'J'" "' l·' . ,1"' _e _6
~
75.0
~
113
IU -
~
-
~
-
~
~
~
~
-
-
-
5U
$8 .•
14.9
13.5
ó'O..l
~A
17.7
2\5.5
/JII
n.5
Desl\lnlUon
1';::;
~
"'ul Ot. ,.IU I Ot. ,./U I Ot.
,0/1 1
ASO
UIAI
ASO
ASO
33.8
6.90
10..
IJIRI
~.!M
ASO
LAfD
ASO
IJIRI
1
0,.
UIAI
Group AJ Bolts (Includes
Table 7-3
Slip- Critical Connections Availab(e Slip Resistance kips
A325and
I
'
....-
~ (Class A Faying Surface, I! = 0.30)
,,m ~
¡~ J :l~ :~ I :~
,,m
•.
., ., ~
24,7
ro,
•.
,,m ~
17.6
"'
IH
IH
'"
'U
"' ,,., ~
•.
19.0
•.
,-'" ~
~
O.,
11.2
31.4
•.
..
,,m ~
16.2
".• "' '"
,-'"
"' O,
.. "' .. ., .. "' .. s • ..,._
ssu ."""'·_ ... _ ................. SSlP ._ ·_ ... _ ........... ., ... ,...OIIOrtt LSL .IO'I9-_............. "' .....
.,f1olino~for<e
lSII
Ih 1.50
lJIfD
OO•
~
.,h,...~1orot
"""'---" _.....-..., , _ ... _
_
__ _
•• 1.00 s....sc _ _ Jl . ...... ..
.... __ _
Table 7-3 (conlinued)
Slip- Critica l C onnections
~roup 8 8011s
Avai lable Slip Resistance , kips
~~u:~
(Class A Faying Surface, j.I = 0.30)
F2280 bolt81
....,,m
..
~
•.
•.
,,m ~
"' ,¡~J :¡~ , "' " ' ., "' 18.9
:: I ,:~
,,m
ILI
•.
'" "'
IUi
,,m
•.
•.
,,m
..
,,m
.. .. "' .. ~
."
2H
..
,,m
..., ..., ..".,•. ..., .... ,. "' ~
"'
~
, ,
~
~
O.,
O.,
O,
O.,
S1.0
ro.,
S1 .•
s . ... _
SSI.J ."""'·_ ... _ ................. LSL .IO'I9-_............. "' ..... ...... Ih 1.50 •• 1.00 s....sc _ _ .,f1olino~for<e
SSlP . _
·_
... _ lSII
........... ., ... InOlIOrtt UIfD
--_.. _.....-.,h ln ~1orot
..., , _ ... _ _ .. _ _ ........ _ Jl . ...... '"
_
I
~ e, G~~~: 2
Group
7••1. 7-3 (CO",;"".O)
Slip-Critical Connections Available Slip Resistance, kips
-,-
(Class A Faying Surface, ~ = 0.30)
:J : : 1: ,-'" ~
•.
51,1
..".
GroopCGrIOlo211011Pr-,kJpo
,-'" '"
..
~
•.
,-'" ~
•.
,-'"
oo•
~
v .•
~,
o,
"'
o .•
s . ... _
_Ior'9" rel="nofollow">-..., ........ oIloroo SSlP ._ ·_"*_If>'IuIh ..... .,IhoIlnODI""""
SSlJ . ......· _ ...
1.SL ' ~_""'''''''OOi'IgtlW
_1'1\11
ASO
UIfD
1!- 1.50
• • 1.t.lO
:::~:~ ::~::
OI_IIINliNoIloroo -__ _
=-_~"!..."":
.... _ _.
"::'!':.::.-.. _ -
==:-.:...::.s"-=1.1 .
Table7-4
Available Bearing and Tearout Strength at Bolt Holes Based on Bolt Spacing kip/in.thickness
,-",
U,"
-,
,-",
n,
"'
" ". "~o
SSlI
· ...".·_~
SSlP
._·_~
,-'"
.. .. .. ., ... .. ,. ~
$TI).$$lT.
SSlI'.OYS.
;,
__ IongII1_., ...
_ _ IongII1-...,"' n ollortt ""'oIlortt
lSlP . I
.'' " ""
no
'"
9U
'"
Table 1-4 (continued)
Available Bearing and Tearout Strength at Bolt Holes Based on Bolt Spacing kip/in.thickness
,-",
;,
"., '"
.. .. M.'
,.
8.13
$TIl,$$lT.
SSlI'.OYS.
u ,,,
12.2
-,
,-",
., '" 74.8
'"
71.2
'"
..
IH
".•
..
"'
,. '"' '"
ro .•
,.
.'1"
3'1"
_~ . t'r,4,1n.
_ _ IongIIo-..Ol"'nollortt SSlP ._·_""' __ SSlI
· ...",·_~
IongIIo_Ol ... nollortt
lSlP .I
lSlT .>:ng _ _ _ .... ""G"
lO ... ,..oIlo«t
".n.
3"1"
,-'"
..
.. M.O
'" ,.
'" '" IH
9.7~
n, m
'" ,.
~''1,.
",
Table7-5
Available Bearing and Tearout Strength at Bolt Hales Based on Edge Distance kip/in.thickness
Sm.SSlT.
SSlP. OYS. I, H ...
,." 1"111
~
_
·
_
.
P
l
S
S
SSlJ ·_·_~
__
Ion;1I1_"""liooolloret lon;1I1p1n11e1""'lInoolloret
tslP.o:ng _ _ _ .... 1Ong'I>1*.... "lholiooolloret LSII·
Table 7-5 (continued)
Available Bearing and Tearout Strength at Bolt Hales Based on Edge Distance
.. -"" -.
kip/in.thickness ,d,lo. ,. ~
u.
,~,
'.. lo.
,~,
;"
,~,
"
u,
,.m
'"
~,
....
sm.SSlT,
',H...
~
...
..•
u,
&1,0
"' n, '"
- __
EdgtoliStono:tlll<
~-~
""
".
41,5
"' 91.5
81,3
I.~ I."", . "
~
_
·
_
.
P
l
S
S
SSlJ · _·_~
" ,",
11.3
,.
u.,
..
IorqIh_""" lioo ollon:o lorqIhplnllel""'lInoollon:o
'""_ Io . .
.. .. ., ..
u,
51,9
'" '" '" ,.'" '" '" "' .l'l" l''1" , .3''t1 • .'1 .. .', ",
tslP. o:ng _ _ _ .... IOng'I>I*.... "lholiooollon:o
LSII ·
., ... "'
lIno ollon:o
Table7-6
Coefficients e for Eccentricalty loaded Bolt Groups Angle = 0°
0-16 5.119 2M 1.11
0.31 11.3 3M 1.15
0.$4 0, .. 17, 1 U I
' .n
2.n
2."
3,1$
o,eo
ll2
LIII
l.O/
' ,39 ' .1 5
,.5(1
U, 2.M
).90 ),,,"
2.J6 2.11 2-0' 1.13 1.51 I.JI
),'" J .17 2.96
us
1.-10 U6 1.1S 0.9/ 0.83 O.ll
2,59 2,28 2.'"
0-1'
0.69 ~1
5.86 5.11
'.05 0,!j4
:13,1 6,114
6.n
5.63
U6
5.• 5
1,01 UII
5.~
'.37
1.n ....
1.83 1.16
1.65
1.52
1.95 / ./2 I.U
U(I 5.8' 5,56 5.30 5.05 0,57 ' ,13 J .75
6,,) 5.63 5.15 '.72
~
~
,~
,~
~
w
0.59 0.• 9
1.09 0.92
1,615 1....
2.3& 2.00
)," 2.68
~
~
1~
In
m
0.31 0.lJ 11.&
0.10 0.62 22.5
1,(18 0,!15 JI,J
' .53 1.37
2,05 1,114 67,Ji
~.2
Me
1.51 1.33 1.'2
M9 6.,,"
'.98
' .1) .." '.22 3.98 3.55 3.17 2.8$
1.73 1.501 55.9 U l US
fi.3i
s.Jfi
&.17
l.n
2.))
1.90
059.2 lUO 9.1.
9.68 9.53 9.3!
9.2 ' 9.00 Ha MS &.30 /.~
6,/0 6.20 5.13
fi./a
~
~,
~
'.00 3...
0,92 '--27
5.89 5.15
~
~
/ .28
2.57 3.<>' 2,29 2.n 13,5100 10,1 11 .& 10.7 11.7 '0.7 ".6 10,511 .5 10.' 11.. '0.2 11 .3 ' 0" 11 .' 9,114 10.9 9.61 10-1 ua 'M 1.87 !I.\16 II,JI 9." 7.11:i U3 ~
~
UO 6.1111
/ .91 HI6
w
~
2.67 3.33 '.05 0,$S &.68 2.39 J.OO !.ti!> 5.15 IU 112 138 l1i7 199
"JI
labre 7-6 (continued)
Coefficients
e for Eccentricalty loaded Bolt Groups Angle = 150
.';'1f, -"w-r i ~;''::
... "o.•
'" _ _ .....
_~
I ,.:'"
.. •.
~
~ : ::::.~.:...q,o
fIo-Cl.
'_:''1' I
;:
"
o.
0.11
0.11
o~
."
:~'
..L% - ~~'"
- .'
011 ...... 11M
o.
2.71
,.
o.
o.•
o.•
'.0
"
n
..
"
1.01
o.•
,."
2./ 8
,. o. o."
o.•
~
,.
o."
'"
l abre 7-6 (continued)
Coefficients
e for Eccentricalty l oaded Bolt Groups
'" --'. -"w-r i ~;''::
...
Angle = 30 0
",.,-~
I ,.:'"
.. •.
'_:''1' I
;:
"
011 ...... 11M
'"
o.
0,' 1
:t~
'"
o. '" ,." ,.
.
,
,&
:~~=:
-.-
o•
2.11
O.
O~
';'lw V;
'.~ ~ : ::.~.:...q,o
fIo-Cl.
"
n
..
1.11
o."
1./'
'"
"
o.
~
.." ,.
labre 7-6 (continued)
Coefficients
e for Eccentricalty loaded Bolt Groups
'"--'. -"w-r i ~;''::
...
Angle = 45 0
",.,-~
I ,.:'"
.. •.
'.~ ~ : ::.~.:...q,o
fIo-Cl.
'_:''1' I
;:
"
011 ...... 11M
'M
1.17
0, 11
0,:1
'M
.n
"'1r;?
r
4~'
:~;:=:
-.- "
n
"
'.0
'"
UI
~
.. '" '"
U7
..
.."
'M
,
'M
,.v
1.11
,.
~
,"' ,."
'"
,,,
'.'3
l abre 7-6 (continued)
Coefficients
e for Eccentricalty l oaded Bolt Groups Angle = 60 0
...
-"w-r i ~;'':: le>. '" __
"o.'_~
I ,.:'"
.. •.
'. ".~
~ : ::.~.:...q,o
fIo-Cl.
'_:''1' I
'f ~ '
:tt
;:
"
- .'
011 ...... 11M
'"
o.
o."
o.•
o.• o."
0.<
o.•
0, 15
o.
'"
UT
=
~. ¡ I
V.
..
,,, ,
"
;::!,'" n
"
U5
~
", '"
.o,
'"
e,I'
,m
l abre 7-6 (continued)
Coefficients
e for Eccentricalty l oaded Bolt Groups Angle = 75 0
...
-"w-r i ~;'':: ·±l'} '" _ _ ' •• ~ : ::::.~.:...q,o
"o. ' _~
'.~
fIo-Cl.
I ,.:'"
.. •.
'_:''l:' I
:~~"_.
;:
"
~~ ,
- .'
011 .... .. 11M
..
Ul
..
•. v
,. ..•
"
n
o.
o~
'.«
o.•
~. u
o."
~
"
'.0
..
9.2'
..
1.11
1./3
'" '"
•. 11
~
..
~
o.•
M'
Table7-7
Coefficients e for Eccentricalty loaded Bolt Groups Angle = 0°
2.$0 2,03 1.11 ... 2 1,22 lOl1 0,91 0.86 0,71
O.M
HI 3.M
J06 2..\9 2,25 '-119 1.1& '-60 1....
U.
0,$7 1-08 0.510.95 0-'1 0.15 MI 0.77 O,"" 0.65 0.2t 0..\6 0,26 0.09 0.23 0.03 1,:)3 1M 3.2<1 ~.l9 2.79 H3
2,.' .M 2.10 191 1.15
3.55 Jl& 2-'/ 2.61 2.J1i 2.00 1.71 1.51 ... 1 O,~ 1.2& 0.$0 '-07 o,.¡s 0.93 0,.' 0-'1 0,38 0.73 13.2 26..1 1.~
... / 1,,," l22 1,(lO 0.00 0.80 0.71
J6 C",itI.
0.01 2,IM
1.59 \.6/ 0,86 '.21 3.69
s.n
10.1 lU 15.0 11.0 19.0 21.0 23.0 / .71 9.9112.1 lU 15.3 18.3 lO .• 22..1 6.&t 1.11311.1 132 lH 11.1 19,1 21.1 6.01 1.00 10.1 12.2 lU 16.5 1!.7 20-' 6.3: 7.179.1611 .2 lJ,4 1M 11,7 19.11 '.10 6,'" 1.33 10.3 12,. lU 16.7 11-' 2,93 ' .21 5,M l.eo 9.50 \1,$ 13.6 1$,1 11-' 2.65 3.17 S.J.t U/ 8.15 10.7 12.1 IV 16.8 2A2 J\3 0.90 6112 8.10 Ul11-' 13.1 11.9 1.06 3.01 ' .1 9 5..11 7.01 UJ 1M 12.2 1'-2 1.78 2M 3,6$ 0-'2 6.15 7,11 11.1910,' 12.1 1..1/ 2.32 3.2. ',2/ 5.01 fi.7'J 8.23 9.7111 .' ,-" 2.G1 2.90 3.IJ ' .92 8,11 1.03 1,\1;$ 10-' 1.27 1-'1 2.63 3.0.8 '-'7 5.$5 6.76 1.07 9.0.8 1.07 1.5& 2.21 2m J71 4,69 1,\1;$ 1.06 0.92 1.36 \JIO 2.53 J25 '.05 ' .95 $,91 7.DO 0,1(1 1.19 1 61 222 2~ 3,51 .. :le 1,23 6.18 LOI! 1." 1.91 1.511 3.1' J90 H7 5..1l 26,0 31.7 54.2 n.2 93.1117 "3 171 200 IAI 9.51 11.5 13..\ 15.5 11,5 19.5 21.5 23A 1-08 9.17 11.2 1l.3 15.3 11.3 111.3 21.3 23.3 6.60 a./S 10,9 12.9 15.0 17,0 19.1 21.1 23.1 6.11 Ul 10.. 12.$ " .6 18.1 18.1 2U 22-' 5.62 1.17 U312.1 10.2 16.3 18.. lO .• 22..1 5.11 1.21 U311.6 lJl 15.9 1M 20.1 t2-1 V5 6.79 1,92 11.1 13.3 lH lU 19.6 21.1 0,39 6.J.t 611310.6 12.1 10,' 17.1 19,2 21.3 0.06 5.92 7.96 10.1 l a lU 16.6 1!.7 20.9 l.S25.:!O 7. 109.1211 .2 lJ,. 1M 17.7 19.9 lOO U l 6.36 U/l0.3 12,. lU 16.7 lU VI ' .12 1,7. I.S2 9.'" \1,$ 135 lS,1 11-' 2.0.8 372 5.21 6.8/ 8.M 10.6 12.ti IV 16.8 2,25 l.31 .,71 6.31 8.02 9.11$ 11 -' 13.1 11.9 '-90 2~ HIII 5..0 6.91 M51D.3 12.2 ".1 1.&1 2.01 J,~ 0.10 6.05 7,$2 11.1210.8 12.6 1M 2.11 J, 11 '.16 5.37 6.69 8.15 9.7111.' 129 1.<¡.o VI 372 0.81 1.02 7.J.t 1,71 10.3 01,0 / ... 103 lJ1! 1110 m 279 33/ oro 3.2/
6.n
o.n
labre 7-7 (continued)
Coefficients
e for Eccentricalty loaded Bolt Groups Angle = 150
. "¡~ ¡~ lª ¡~ 3.211 1.96
Ui 4.12
6, .... ~ . SI
!.lO 10.1 HO U5
1.65 1.51
!.68 2"<5
l.tI M'
5.31' Ul
6.$9 6.-<5
1.09 U2 1.61 U.
l.OS 2.69 1.3& 2.13
171
MI
1.2! 1.11 0.l1li 0.$8
<.90 4.35 3.$2
1.05 Ul 5.54 UII
I.M 10.< 1,e1 !I.~ Ui! 8.29 S.al H I
0.'2 0,3$ 0.30
0.79 MI 0.51
1.31 1.10 0,90
1.93 1.62 1.00
3.56 3.00 ViO
' .501 M4 :1.32
U5 4,]9 4.15
0.21 0.50 0.2. 0.• 5 3.215.35
0.33 0.1' 1.42
1.21 1.10 9.'5
O,~ O~
0.011
¡ti ¡i¡ ¡¡¡ ~j ~j
1,0.. 1.&1
(J,&, 0.l1li
0,41
lÉ.1 :11
1.10 0.\111
O..
2.76 2,:se
He ' ..0
1/1) M3
9-09 M5
2,01 I.SJ
M6 ]..\6
6.().1 5..\6
8.11 1.67
U. 3.29
2.96 ¡ .se 2.28 1!16
~
p ,
s."
12.3 IU
10 lH
1M 12-6 9,1III ".!
M5 M: MIIS
16.4 15.5
IU 17.6
IH 13,1
1M 15.1
12.2 10,9 UJ Ul
".1 12.1 11.5
1.11 6.96 6.05
lO.' 9.51 1.11 / .12
I.n
2.28 2.93 3.615 ' .06 $.34 6.211 I. ~ 2.04 2.61 3.21 3.911 U! 5.64 11.513.5 15.5 11.4 19.' 2L4 23.4
11.1
lH
1M " .9
17.2 1809
za
18,5 16,1 15.1 15.2
18.9 1M lU 17.& 17.3
21.2 20.9
1'-5 " .0 13.6 111
lO,e "IU 19.9 IU
22.6 22.3 21.9 21.5
8.33 lO.' 12.6 1.811 9.9512.1
\U ",2
'" 1M
In 1M
21.(1 2M
10.7 12.8 10.3 12.. 9.• 9.JO 11.-1 Ull0_9
'1.9
111.2
1.06
9.0411 .1
13.215.3
6.35 5.7!i 5.2.
en
12.2
na
11.31111.4 6.66 1M
UO 4, 10 3.51
6.$1 5.06 '.18
3.l e 2,SJ
'," l lO
1.51
23.2
11,5
19.6
1<.3
le!;
1M
IH
15.5 IH
11.5 lU
M2 6.911 6.11
n 2 1'-1 13.7 Ul1M 12.1 7,M 11.15 10,8
15.1 ",0 12,6
5." 4.&1
&,11 6,10
10.2
13..
U I 1.42
9,r.;" .. 3.11510.4
labre 7-7 (continued)
Coefficients e for Eccentricalty loaded Boll Groups Angle = 300
~. ~
!:!i
~;; ~ 1:~1 ::~ :~; :~~ :~~
lE
. ¡~ r~ ¡~ ~ ¡~'11!~ 0,115
0.00
O..,
1.011
1.91! 1./6
2.93
O~
MI 0.•1 0.39 0.301
0.91 0.88 0./' 0.&0
l-1oa 1.43 1,21 1,00
1.3' 2.12 1./9 I.SS
l .21 a2 2.<11 20"
O,JI) 0.21; l.2Ol
0.56 050 S.lI
0.92 0.31 1.3/
1.35 1.2 1 !I.Ji
1.119 1.69 11..
2.15 2.38
He ','2 '.02
US Mi
9-01 11.1 MI 1M
6.0.0 5.61
8.11 I.M
2.10 1.11
1.61
uro
1" ] .56
~2'
1.09
~.94
7,JI)
8.17
MI 129 2.es
U' 6.08 $.19 4,52
1.0 7.3 U 50S
9.4511-0 8.70 lO.' 1,014 VS 6.!>O l ,o;s
4.01)
2..\1 UI 2.ZS 2..!7 lH 15..
15.1 10 lU 1:1.9 lJ.O 110
UII lO.' IH 1,98 U912.o Ul
~~':I
].86 ],012 3.(11
Il ilj ~J
UI
5.:lS '.92 "'1 M3
"-1
5.011 0,39
~~
'.69
U.
12.1 10.2 12.1 1.73 11.1 9.2111.-1 8.8210.9
5.52
flt
::
9.161U
U7 11.4
10.3
111 11.0
lB
U H 19.'
:;.31 U3 5.22 6.15 21.3 23.3
17.1 18,8
111.1 18,8
21 .1 tU
23.1 22.8
IlO 16.0 1S,$ 15.1
111.0 18.0 17.6 17.1
20 .. 20.1 19.6 19.2
22.1 21.1 21.3
\H ",1
'6.7 111.2
13.1 1M
lU
1J.2
15.3
17,3
19"
10.3
12.1
IU
16.1
'1.9 1¡.$
15.$ ",_
J.~
t2~
21).'
: : ':: :: ::: : : : : 1.11
5.9
6.65 5.7t
U U 6.S
5.11
'.5& • .12
U 5.3
10.1 no US '0.1 7,99 l.lIl 6,~
11.6911,] 13.0 ua 10.3 11.9 1.91 9.3/ 10.9
labre 7-7 (continued)
Coefficients e for Eccentricalty loaded Bolt Groups Angle = 45 0
o,~
2.79 Ul 2.32 HI6 1,99 151 1,143.17 1.~ 2..,.
6.62 5.$2 5,31 '.18 4.33
6.61 1.8e 1.15
6.53 ~.9S
10.5 12.5 U311.8 9.0911.1 1,:I910j 7.76 9.63
6.25 5,86
6,11 4061 ',16
ni
3.45 2.!j< 2.5/1
o,~
3.24
~.30
1.32
U.
4.90 4.52 4.17 3.86
6.$3
2,$1 2,24 2,03
M3 6.1~
5.18
9.33 &.\16 &.55 &.15 1.15
lU 13.9 13.1 12.3 11.6
15.5 15.9 15,1 ",3 1 3,~
1.91 1..., 6.63
9.5111.$ 9.10 10,9 '.20 9,1115 ~95 1.41 UI 5.31 6.1. 1.20 4.916." 7.55 '-51 5.69 Ul
' .91 ' .30
1,001 5,30
2.V 3.00 1.8Z 2.03 2.10 3.44 11.3 1lj 1~3 11 .0 13.0 I~O 1M 12.5 10.6 10.2 12,2 10.2 I.TI 11.8 11.8
4,13 •. 21; 11.3 11.0 1M 18.2 15.1
6.CJ9 5.6$ 5,(1(1
4,45 :U9 3.112
MI UI
1.11 ljl 6.41 5.80 5,2' '.11
9.56 11.4 11.02 10.1 MI VI 1.21 I,M 5.62 1.09 6.05 7,03
11.s
19.s
12,1 10,1 IU 13.4 10,1 12,3 1,P.i11,' 9.0010.5
1M 15,2 ".1 1l.1 12.1 11.3
1 ~,~
no
1.:l4 1,21 1,41
1,51 1,59
US 1,15
5,13 6.17
Ull 6.15
1.904 1.20
11,1
19.1
21.9
12.1 IH 11 ,5 13,3 1o.s 12,2 !I,M 11,) 1,91110.'
1M 1$,2 10,0 13.0 12.1
labre 7-7 (continued)
Coefficients e for Eccentricalty loaded Bolt Groups Angle = 60 0
J.l1 H~
Ul Ul
2.434.04
o,n
2,15 1.95
3./0 lAO
6.85 UO \.8,
!.71 &.1 ~
7.65
5,39
/.17
5.01
6./3
10.1 12.7 ".6 lU 18.6 10.1 11-0 14.0 ' 6.0 17.~ 9,5311,,\'M ' $,3 17.3 1.0110.9 la ,.,/ 16./ 1,5;> 10.-1 ID 16.1 1.111 9.8111 ./ lU .5.5 1.65 U21U lJ .l 15.0 1.11i 3-98 1M 14.5 8.89 &.S81o.J 12.1 ''-0 6,zj /.85 9.5311,3 .3.0 /23 nI 10,5 .;tl 5./1 5,24 U I 6.10 1,/9 .1.5 4.$4 6.19 I.M 9.161M
lO.5
22..\ 2U '9,3 21.2 lU tu 1!.O lO.O 1/.-1 19.-1 1M lU 16.3 lH 1\.8 17.7 14,9 16./ 14.0 1\.8 ll.2 14.9 12,4 ".1 4.01 5.76 1.14 UO lOo' 11 .1 13.4 UO 5.00 6.29 1,(10 11.0810.8 12.1 3,04 4.-11 M' 8.11$ 6.11 9,M 11,0 3,111 4,0' 5-':16 l,lO l ." l,rol0.l 2.n 3.63 '.511 5.65 6.n l .• 9.16 11.3 13.3 15.2 17.2 19.1 Ul 23.2 11 .0 12.9 14.9 lU lO.e 22.8 'M 12.e 14.6 ,u 1M 2U 22,$ .M 12.3 .0.3 .U 20,2 22,2 '0.0 12.0 13.9 15.1 1/.9 19.1 21.8 I,roll./ 13.6 15.5 1/.6 19..\ 21..1 UllL4 1:1.l 15.3 lU 19.2 21.2 9.1 3 ,u 13.0 ' $.0 ,n 11.9 2U 8081 'M IV ",1 1M 11.6 20,$ 1.:1110,2 12.1 14,1 16.0 1M 19.9 Ul 9./' ll.e lJ,5 15.' 1/.-1 19.3
,n
,u ,a
J.39
3.01 2.80
o,n
2,5/ 2,J/
5.36
1.33
9.3 '
5.04
1.01
4.73 4.-15 '.10
M9
M8
5.39
8.35
6.11
6.05
&.~
,n ,u
8,01
¡~~I ¡Ji !:; 7m
!:; !:: !H !H 12.9
",1
5,i5l! 5.O!i 4.65
7.0& fi.!il fi-02
' 0,4 12.' 9,61ill .3 9,03 10./
13,9 !l.1 ID
9.39 U8 1.05 /.-411
\1,2
1M 15.7 14,8 ".0
labre 7-7 (continued)
Coefficients
e for Eccentricalty loaded Bolt Groups Angle = 75 0
9,'" 11.3 13.1 1.1 411.0 In nI! 10.1 ns 3.66 10.0 12.2 1,19 9.90111 .1 1.18 7.Ji 6.• U3 &,OZ $,09
3.605
1,31
~-l6 ~I~
2 . 7~
2.63 2.$2
2,32
O,JO
~~
l.4~
3.32 3,le 3.02 2,1111
2.15 2,00 1.11 1.15 US 1M 1.21 1.16
~01
1.48 1.21 1,0)8 eJ<¡ 6.12
U4 '.69 U4 UO
6.2'
~ . 21
Mi
~m
M2 l.6Z
5~
6.3i
~.B1
5.51 5.35
l.~
~.I~
2.98 2.10 1.51 1.lJ
HO 0,$1 0,2-1 3.95 3.M
m
9.~2
9.20
9.00 U I &.62 3M 8.17 8.11 1.95 1M 1.3& 1.13 6.90 MI 6.20 5M 5.~9
5.16
9..111 .1 11m 10.8 3.6110.3 6.23 u a 1.» 9,12 6,93 8.0$ $.(14 6.41 1.IIti 4.65 ~.901 1.32 11.4 13.3 1~3 11.2 1'-1 1~1 10,9 IU lU 10.7 12.1 ".& 10,~ 11.5 14.4 10,4 11.3 14.1 10.2 12.1 ".0 10.0 II.~ 1M 9083 11.1 1M 9.52 11 .. ID 9.22 11.1 1:1.0 1,95 10.8 12.1 B.69 10.5 lU B.O$ 10.3 12.1 1.• 9.1511'& I.SoI g,l! 11 .1 1.13 &.al 10.6 S,7!i Ul 10.1
15.0 16,9 lU 20.1 14.7 lH lU 20.3 " .3 16.2 13.' 21).0 14,1 1~9 17,a 19,6 13,515.311,219.0 13,0 , " 16.1 'M 12,5 14.1 16,' 11.9 12.0 1M 1M 11.0 11.& 13.3 15.1 le.1 10,a 12.0 14,2 15.9 10,0 11.1 1),3 1$,0 9,3110.9 12,& 1'-2 1.18 10.3 11.9 13.5 17.S 19.6 21!; 23.5 17.0 111.0 21.0 22.9 IU 18.1 21),1 22.1 18.8 18.~ 2I),~ 22 .. 15.3 18.3 20.2 22,2 18,1 18.1 20.0 22,0 15.1 17.11 19,3 21.1 15.1 lU 19.6 2L5 15,6 11.5 19.0 21.3 15,2 11.1 19.0 21).9 14,9 16.1 11,1 21).6 lU 16.4 lU 20.2 14.2 16.1 1M 19,9 13.9 15,6 11.1 19.5 13,0 1~2 17,1 1&9 12,9 10 16,$ 1&3 12,0 14.1 16.0 11.8 11,1 13./ 1~.0 11.3
Table7-8
Coefficients e for Eccentricalty loaded Bolt Groups Angle = 0°
¡~
::E 1.311
::
:~ ~ ':~I
1.36
3.63
~_07
• .e l
&, 1$
U2
5.66
1.23
8.91
1U
IU l1A IU
s,~
~
'.53 3,l1li
6.10 1M
Mol 10,1 12.0 1¡,g 1.28 8.31 11).6 lB 6." 7,17 11.01 11,1
1$,9 lH 12.8
te
1.Z5
2."
¡,lO
1.96
l.Ol
1.00 0,\10 (1.19
1.80 1.55 1.36
VI 2.39 2.10
1.1.
2.64
1M
~1'
1 2,~
14.6
9.6111,&
1M
10.~
1.11
1.81
3.~
.....
6./6
7.05
1.09
1,$8
2.31
3.20
'.U
6.2 '
1.311
2.1& 1.83 1.58
al ).17 2.0111 3.19 2. 132,7/
U5 '.03
5.32 4,90 4.29
l AS
9.'9
11.5
lL'i
15.5
U'
2.86
H3
7-05
9."
11 .2
132
15.3
0.80 0.10 0.62
¡.52
HI
2,2.
'.00
2.00
3.65
6..\9 6.1 2 5.66
0.5$
1.80
l-ll
5.23
0,50
1.64 1,50 1.3!
3m
U'
a./2 US 1.17 1.29 6,83
'.13
6,39 H.i
10.8 12.9 10).4 12.5 Y.9112.1 U2 11.6 8,93 11.1 8.0610.6 1.99 10.1
15.0 " .6 lU 13.1 lJ.l 12.1 la
0.06
o....
3.25
S.JI
J...sI
l ea 2." lOS 1.66 1-16 2.7$ 61,1 80.3 102
3
1 8 9 10
10.1
O.!I'J 1.53 0.&1 1.2'1 0.'20.731.11
(l.37 0.&0 0).98 1.39 0.33 0.57 0.$8 1.2' 12.3 21.2 32.3 '5.3
2.11 2..16
' .<9
~: ~!
¡H ¡H¡H ¡U E!
• S ti
l. "
2.98
8.53
0.70 0.57
2
m
i,n
0,$3
aM 0, 11 l6 0. 1' C'."'6.00
:¡: ::: ::; ::;
:~ ~ ~:EI :~:~
3.19 n9 ,~
17.$
In
6..7
16.1
1$,1
9.!I'J 11.6
7.61
9.011 10.6
7JY1 S.W 6.111
UO 7,0/ 6.15
9.69 1.28 7.21
.. SI SM MS 'lO U7 5.71 152 ' 11 213
23"
19.5
21.4
\1.3
'11.3
21.3
17.0 16.3
19.0 18.1 18.j
\5.3
11.~
21.0 ro.8 ro.j ro.o 19.6
23.1 22.8 22..1 22-1 21.1
21.3 ro.8
,u
15.0
lU
\o,,
11.0
\9,2
1...
lB
13.1
23.3
.~ ¡~ ¡~ i11 1ª ~ 1~ ¡~ :~ ¡!~ !11 !¡! !¡l la
0, \8
II
0, 16
:J6
0".
C",itI.
6....
0,5$ 1.06 1.16 2.59 3,83 '.80 6.13 7,59 11.1' 10,i 12.1 0,'9 0.113 1..15 2.29 3,21 '.lS 5.~ 6,17 6.21 9.71; 11 .. 0.43 0.83 1.38 2.06 2.118 ).81 "-'JO 1,09 7." 1.83 10 .. In 30.6 61.0 16.2 101 143 1M 232 2M l42 005
labre 7-8 (continued) Coefficients
e for Eccentricalty loaded Bolt Groups Angle = 150
6,74 6.1 1 5.1'0
!..\l lOA 1.86 9.65 1.21 5.91
5,V
6.76
Mil 10,1
4,58 4.t1!i 3.62
5.90 5.2: '.61
1.34 5.51
3.V
'.23
5.2t
2.911 2.53
3.86 3,21
'-13 4.11
r~1
lE :E
5.M
Il,4 IU 10-1 1.91 7,94 7,1.
MI 5.$3
14.' lH 12.1 11.9
16..\ 15.6
l!.ti
lU
16.7 1M 1'-2 l1J 11,1
13.8 12.4 11.07 11,1 5.54 10,1
1~.6
7.71
11.~
9.1610.7 Ul9.71 1,19 1,:)9
5,OS
7.11 6.07
¡~
:* :: ¡:¡
labre 7-8 (continued)
Coefficients
e for Eccentricalty loaded Bolt Groups Angle = 300
0,71
2.00 HI 2," 1,19 1.6'9
~.n
~.13
1&0 l2' 1.91
6.66 l65 10.r 12.1 11.7 5.$l 1.8e U$ lU 13.9 5,3(11.129,(14 11.0 13.0 ~ . 16 6.0& I ,zg 10,2 U.2 4,29 ~.M 7.61 9.. 5 11 .. r.Ol !.I6 10.6 6.09 •. " 9.92 &.02 1.5$ 9.zg MI 1m l n U2 os,¡s 1.1J ur s.5& 5.93 l .92 S.03 6.;>11
l .$5 l .2S :l.n :l."
0. 16
0.38 J.21
2.811 0,71
2,5& 2,zg 2,011
066 S.33 '-91
' .50 ~ . 1l
l.IO
1.00 U2 1.36 9.Ja 1.$69.01 M3 MI 6.10 6.10 5.69 1.10
'..\1
6.10
'.19 5.23 3.\1 ' .'7 3.11 3.00 2. 131./6 3.... 1.91 2.• 1 3.10 11,' 13.0 15.~ 11 .0 13.1 15.1 1M 12.7 ".7 10.2 12.3 lU 1,7!i 11.1 Il9 I .J011" 13.0 Ul61O.9 13.0 l ." 10.5 In 1,(14 10.0 12.1 7.319,2211 .2 ter 8.091M 6,12 1.83 Uiti
¡~~I ¡E ¡~
3,96 l,S] 3,11
5,21 '.67 '.22
6.59 5JR 5.36
16.7 1M 15,1
21).1 22.8 21).0 22.1 19,221.2 lU lOJ .. 17 .. 19..\ 1 2,~ 16.5 lU 11.1 15.7 11.1 11 .1 12-11 lH 1M 10,' 12.2 " .' 1M 9,Jl11.o 12.1 '",6 1,31 !l.9l1U 1l.3 l,~ 9.03 10,5 11.2
10,2
13,4
Ul 1.:16 s.ol 4,71 ' ,25 J.ll 11.4 17.1 18.1 18.0 15.1 15,S 15.0 10.6 14,1 IJ,2 12,' 11.1i
lH 1M 17.1 lU 15.' 14,5 13.1
ur 7.Q 6.5& 5.15 S.1 1 '.59 19.3 111-1 18.1 llO Il0 17.6 17.1 16.1 lU 15.3
lO.' 13.5
9.10 11.2 1.0)510.'
l,n
Mil
6,71 1,91 1,00 1,06 5." 6.36 21.3 23.3 21.1 23.1 lOJ.8 22.8 lOJ .. 22..\ 21).0 22.1 19.6 21.7 19.22L3 11.7 lOJ.8 lU lOJ.' 17,J 19 .. 16 .. 1M 15.5 17.5
:¡t :¡¡ :1¡ ::: 1.01 l,:/! 6.61
11-6111 ,3 13.1 l7S 10,) 12,0 1.111 9.4311.0
labre 7-8 (continued)
Coefficients
e for Eccentricalty loaded Bolt Groups Angle = 45 0
~.~ ::~ :~ ~ :~~I :~~ :::~ :~~ :~; ~; ~~
. ¡~ [~ l~ ~ l~' t~ 1.85
2.15
s.t12
0.0
1.76
1.65 1.50
1.48
JA~
4,~
:1.14
4.1 6
5.11 5.29
UN
1.~
6.~
7.17
0.79
'-37 1.16
1-06 1./6 U3
2.8$ 2.•1 2.1$
l .e;! 3.28 2.87
<.87 '.21 3,69
6<1' 623
7.30 1.3$ $.11
6.&510.1 11.6 7.56 8.11510).2 6.&9 7,17 9.11
$.01 U3 17.3
6.00 ¡,rrI UO 5.43 6.4/) 1.44 19.1 21.l 23.2 111-0 21.0 2U
0).(;8
0,59 o,~
0.20
0.-16 3.3'J 3.04 2.7~
0.17
Il :l ~l
:¡t JI
1,(11
0.915 0.31
2..9 2,211
'.0'
om 0110 ~.36
H9 4.&1 4.31 '.02
U2
1.35 1.21 1.35
1.91 1.7 1 9.35 &-~
2.56 2.29 11.3 11 .0
129 2.96 13.3
U8 MO
MO
10.&
12.e
6,2-1 5.89
8021 1.801
no
'.8'
.. 11 He 1~1
t.21
1~.9
12.1
1'.3
I,~
1IU 11.fi 11.3(110.8
13.3 12.'
17.0 18.8
1806
tU
2a
lU 12,2 9.!I21U !j,"", 11.-1 UI1 11.0 8.1110.7
15-0 U.6 1'-2 lU lJ.O 110 12.7
18.3 15.1 15.5 15.1 \U
18.3 17.9 lU 17.1 16.7
lOl,3 19,9 19!; 19.1 13.1
22.3 21.9 2U 21.1 2Il.l
U110.3
lU
",3
1M
7.7.
9.61 11 .5 1.11 Mll().!I 6.611..1110.2 6.22 7~ 9.65
2Il,¡
13.5 15.5 11,5 19~ 12.1 1.. 7 16.1 lU 12.11 ' .016.017.9 11.5 lJA IH 17.2
S.R 5, 13 4,se
/.'2 Me $.92
11.' 1 ' 0.9 IV 611 U'''.8 1.38 US 1M
4.12 3.7.
HI
6.12 6.15
=
,u
1.11 7,~
lU 13..< 12.3
1M 1$.2 ",1
U311..1 US 105
13.0 12.1
labre 7-8 (continued)
Coefficients e for Eccentricalty loaded Bolt Groups Angle = 60 0
1, 11
J.SS
~.J4
l.~
H5 ' .57 ' ,23 l.IIJ
a7 2.71 2,4.1
7.17 6.71 6,27 5.&5 5~
1.004 &.53 ~
/ .58 / .16
10.1 1M
12.1 11-3 ue 11.7 1.3(1 11.2 1,911 10./ 1,4.1 10.2
'-'111 7.72 U7
14.3 lH 13.6 1:1.1 U .5 U .O UO 11 .6 9.39 11.1 9,0)(110.7
16.7 '6.'
,5.\ 15,0 lU lJ,9 13.0 ,a
lH '51 17.5 16.9 16.J 1~/
1~2
10 ''-2 1:1.4 12.5 /.11 11.1 M3 101'; e.ss 11.1 U'I 6.'9 7.55 Ullo.s 0,3;2 ~ 6.&9 1.01 3,1:)'.&5 5.99 1,21 liS' 3,<3 4..11 S.., I,~ 7./5 3.1 13.914.93 5.911 1.10 11.3 13.3 I~J 17.2 19.2 11.0 1l.0 1~0 16.9 '6.9 10.7 " .6 ' M 1M 10.0 12.3 lU 18,3 lU 10, ' 11-0 " .0 15.1 17.9 1,/911.1 lJ.1 15.6 17.6 1.5"'" 114 15.3 17.3 U' 11.1 1l.1 ' 5.0 17.0 1,911 10.9 12.1 ",1 l1i1 ..., 10.3 U .l 14,1 16.1 1 ,(\4 9.8511 .1 13,1 15.5 7.62 9.J9 11 .2 IJ,1 15.0 7.22 U5 10./ la 14.4 6.118 4.M 10.3 ' 2.1 1l.9 Ul 1.82 9.50 11,2 13.0 MI 1.19 MO ' 0,5 12.2 5.20 MO !.17 9.77 11 .4 '-'10 6.16 1.61 9," 10.7
U3
511 5,71 5.2\1
&28 / .M
' 2,S
U, 11,1 9.22 10,1 !.tlO l0.2
,u,
1, 11
J.5i 3.35 l,11 2,89 2,/1)
~..¡s
7." 7.12 M2
1.36
'.66
6~
I-'l e V5 MI
4"2
1i.~
1i11i
5.21) ' .93
,v
20.6 20.0 lU 11.2 1/,6 17.1
22.6 22-0 21" 20./ 20.1 19.5 19.0
'1.1
'M
,~"
'6.'
17,9 16.9 16.0 15.2 14.4 '2.' 1l.7 10,912" 9,118 11.3 9,02 '0" 1.211 9.SS 21.2 23.2 2O.e 22.9 20,6 22,S 20,2 22,2 19,9 21.9 19.6 21.5 19.2 21.2 In 2U 11.1 2M 1M 19.9 17" 19.3 16.9 11.1 IU 1!,2 15.1 17.7 " ,1 le.7 ",0 15.1 n .l ".9 11-" ".1 15.1 ",3 13.5 12.7
labre 7-8 (continued)
Coefficients
e for Eccentricalty loaded Bolt Groups Angle = 75 0
3.112 l.n
l,$) 1,l1li
J-'1 3.D
3.70
5.55
l,~
U~ 9.1~
US &A2
~.69
3.JI! 3.2-1 3.1l lm 2,91 2,n 2,SoI 2,38 2.2. 2.11 1.38
/I'>/
/.36 /." U2 6.69
~.OO
3.80
3M 1,l1li
~.ro 5~
5.3/ 5.1&
S.OO
5.25
M'
/..\9 9.~ 1 / .• 29.3:
/,25 7J)9
9." Mi
U3 a.// 6.62 6.<7 6,3]
&./8 &.62 MS 8.29 &."
11.3 13.2 15.2 11.1 11-9 U.& 1M 12.& " .S 1M 12.3 , .. , 10,2 12.0 13.& 9.92 11.1 lSS SI.66 1". 13.2 51." 11.2 12.9 9, ' 810.9 12.6 1,7110.. 12.1 8.29 9.96 11 ./ 7.90 9.5311 .2 7.SoI 9.1310.& 7. ' 9 US 1M 6.17 MS 9.60 &.031 ... 193 S,5Ij 6.90 8.'12 S.1 5 6.02 7.78 I I.S lH 15.. 11.2 lH 15.1 11, 1 1l.0 " .9
1M
la
, .. /
6."
10,7 12.& 10.5 10,S 12.. 10.3 10.3 12.2 ,,-' 10.2 11.0 13.9 9,911 lU 13.7 9,67 11!'> lJ.< 9.38 11.2 13.1 1, 1010.9 l a Ull0./ lH Ml10.0 In S, ' S 9.1011 .1
. " iE m;~ lli
¡~I ¡F, iH
~. 11
4.9/
'.M '-11 '.58 •. ,., ' .IJ 3.92 SIf 3.57 3.27
6.0/
/.&S
S.a;¡ 5..\9 U8 5.17 0,8(1
I.SI /.'12 7J1il U7
17.1 19.0 16./ 1M 16,3 18.2 le.o 17.9 15.1 17.5 ' S,3 lU 15.0 16.9 1'-1 1M ",0 16.2 13,915./ l J,O lS.2 12,1 14.1 12.S 1'-2 12.0 13.7 11,2 12.9 10,S 12.1 9,1111 .< 9.2110.7 17.6 19.6 17.1 111.0 18,9 1M 1M 1M 16.0 1M IS.2 1&.1 16.0 17.9 15.3 17.7 15,6 17.6 IU lU IS,O 1M IU 16.S 1'-3 16.2 ".0 15.9 13,S 15.3
il¡
i~
2U 21).5 21).1 19,5 19.' 19.1 lU 13.' 18,1 11,S 16.9 16.0 15.9 15.'
",S lJ.1 12,9 12.2 21I'> 21.0 21)'&
2I),S 21).3 21).1 lU 19.7 19,5 19.1 11.7 lU 18.1 17.7 17,1
22.9 2H 22.1 21./ 21.J 21).9 21).6 21).3 19,9 19.3 1&./ 18.2 1/./ 17.2 16.2 lS .. I',S 13.8 2U 23.0 22.1 22I'> 22,2 22,0 2U 21.& 21.0 21.0 21).6 21).3 19.9 19.& 19,0
i!J iti
Table7-9
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 0°
!E ffi le il T~I il1, i1i i!! iü ~¡ ~¡ 1.6:1
1,09
)6
0.20
C".h,
1,16 !.JI
3.9/
~AO
r.o2
!.JI 10./
12.6
14.6
16.1
IU
' .91
11.011
11.1'
9.91
11,$
1M
, 5,8
11,9
1~
9.2.
11.1
1:1.0
IU
/ ,1)<
Mol 1(1,0 12.2 ",1 1.63 9.' 11 1M la MO 3.20 9.13 11,1
2.06
¡,6S
2.2/
l.J1
• .5Ii
6.D1
2.11 1M
2.n
3.13
0,21 :1.73
Mi UO 0,3$
6.1\1
:UI 156 3.25
..so
o,~ o,~
1.&0 lAI 1.33 1.22 1.001 0_91 0.80
0.43
0.12
O.M O,tIIO 0.73 (1,113
0.22
1.ss
1.31
1.28 1.11 (1.98
2.'2 2.1/ 1.91 1.80 1.~
1.33 1.111
1.06
l.l l 2.911
2.1t1 2.n 2.10 1.&1 1.62
lAS
\608 21.3 3U $UI 3.211 5.35 1.42 9,07
I.n
H I 2.1'
1.91
$.50 U~
'.U Bl l.O!! 2.71
2-43
6.13 5.51 5.10
'.3Ii Hi U6
).01
HG 8.13 6.17 U II ' .60 1,011
3.M
11.0
16.1 lH 13.1
MO 10.3 11.1 lO: U910.9 7_~ 8.112 9'19 1.3'.1 e ,Y) 6.415 1.51 S,13 MI
S.lO 5.50 4.61
'-37
5.15
5.$11
90).9113 137 1l~ 15.5 lB
1,1 2
U3
H'
7.03
9.12
' '-2
13.2
'5.3
17.3
0.l1li
2.63
H2
6.59
!.lO
lO.!
11.9
14.9
11.0
5
O},V
¡ .31
..,3
6.15
US
111.0
12.S
".6
, 6,&
' 5.1
2(1,1
22.(1
ti
0.79 0.11
2.15 1.91
',IS 3.• 1
5.72 5.32
7.711 1.33
9.90 12.0 U311.6
11.1 nI
16.2 1M
18..1 11.9
20 .• 20.0
22 .• 22.1
2
1&0 11)4 19.5 21.' '!I.¡ 21.J 19.0 21.0
m
7' ,5 11.5
3 •
23"
13.3 23.0
'!ummau 1
C. i!.
1.~
IUi
:\5.6
~.fi
82.!!
11.
I~
192
231
m
WI
. 1.
Table7-9 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 150
2.96 2.$1
V5
2,28
V3
6.57 5.96 5,37
2,(13 1.M
3.15 3.ID
'.010
M7 7.90 7.17 6.53 5.96
0.11
J.;>g 2.'14 2,6-1 2,38 2,17
5.33 H3 ' .52 ' .15 3.82
7.39 6.$9 M5 6.12 5.70
9.42 9.(l5 M3 6.18 7.72
0,20
0,$1
0.91
1~
2.2S
0.81
~ . 20
~,as
10.7
12.7 11..! g.eg 11.1 U-O 9,011 11.1 13.1 u o 10,' 12.2 1-'169.4511" 7.06 !.I910.6 6.53 1.17 9,91 8.01 7.111 9.z¡ 5.66 7.12 U9 U7 6,28 I.fjj ....3 5J51 6.811 3.99 S.OS 6.11 3.63 HO SJ56 33:! 4.21 $,19
15.3 'M ' 5,2 ' 0,3 ' J" 12,Ji 11.1 11 .0 ' 0,0
1M 1&'1 17.3 1&.3 15.' 145 IV n9 12.2 t,~ 10.9 1,2'9 9.79 7,50 M I II.M &.1 1 6.211 7.'S 2.6-1 3,60 ' .45 5,39 6.40 2.4/ 3.14 3.88 0.71 5,6, 2.19 2.78 3M 4,11 ' .95 1.96 2.•9 J09 J ./5 '.41 11.. 13.4 15.' 19.' 11.1 13.1 1~ ' 7.2 19.2 1(l7 12,11 14.8 1&.9 10.3 12.. U .' ' 11,5 1M Y.!IO 11.1 14.0 16,' 1&.2 UJ 11.4 115 '5.Ji 17.1 U/ll.O 13.1 ' 5.2 17.3 &.4J 10.5 12.6 ,v 15.3 8.0010,0 12.1 ' 0,2 111.3 7.~ 9.1511.2 ' 3,2 15,3 6.56 1.38 10.3 ' 2,3 U .' 5.99 I,fjj 9.52 11,5 115 5.49 7.09 M2 ' 0./ 12.6 Mil 6.56 8.10 9'111 11.8 06 5.70 7.15 1.70 10.' 3.&3 5,02 11.32 l ,le U , 3.41 0.01 5.64 e,915 !.ll 3.0/ "ID 5.09 Ji,lO 1.110
,1.4 ,u
20.1 20.2
,U 11,0 ' 7,5 IU 15.1 ".1 ' 0,0 12,e 11,4 10,4 1.45
22.9 22.2 21" 20~
19.6 1!.ti 17.7 1M 1M "" !l.1 11.9 11-0
8.1310.1 VI
1,52 6,5'1 5,1115 5.27 21.4 21.2 20,1 20,11 20.2
7,&0 UO 6.12 23.4 23.2 22,1 22.6 22.3 21.9 2U , 8,9 21-0 ' 1,0 20,S ' 7,4 19.6 ' 6,5 lU 'S.5 11,6 ' 4.Ji 16.6 ' 3.1 15.7 ' 2,2 14.1 11,0 IV 9,90 lU Ul 10~
,9.1 ,9.4
Table7-9 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 300
9 0810.9 12,1 " .1 16,1 IV U910.2 12.0 11.9 la 17-' 7.$6 9M I U 13.2 15.1 17-0 7..9 9.or 10,1 12.5 14,0 '6,2 6.65 8.12 Ull1.3 13,0 '.,1 S,99 1.33 I,r.; 10.3 11,' 1M H' ti.!l6 I,!III 9.39 lO,' '1.5 H7 6.10 7.32 8.60 10.' 11.5 H7 5.6Z 8.15 7.!III no 10.1 111 3.93'.84 5,,113 6.92 1,011 9.32 2.12 3... ' .2' 5,,\3 fi.09 1,'2 8,2-1 3,08 311 UI 5.03 I,JoS I.JI 2.11 1.7S HO ' .\1 5.7. 6.66 lL4 lH lS.• 17.4 19.1 213 23.J 11.0 13.1 1$.1 17.1 19.1 21.1 23.1 '0-7 '2.7 14.7 ' 8.1 1M 20.8 Z2,8 10.2 12.3 lU IU lU 20,4 Z2 .. 9.7911.1 lJ.9 lS,' la.O 20.0 Z2.1 ns ,u 115 IS,S 1/.6 19.6 21.1 8.9311.0 1J.Ol 15.1 17.1 In 21.2 8,5310.5 12.6 1'-6 16.7 18.1 20-' 8.14 10.1 12.1 14,2 16.2 1303 20.0 1.<3 9,3111 .3 13,3 15.3 17,0 MI MOl 105 12,4 U .' 16,5 ' 8.5 6.l1 1,96 9.7611,1 lJ.6 15.5 1/,5 5.79 7,39 9.12 1M 12..! ".1 '6-' 8.31 6.89 8.53 10.3 12.1 ".0 15.9 4.611 6,00 7.53 g,\4 1M 12,8 14,1 ','3 $,JoS 6.72 11, 19 907811,0 11,2 3.59 '-'1 6.05 1,41) U6 10,0 '1-0 1.Jo! 1.50 5.14 8.01 9,5311.1 I.JI UI U2 MZ 5,Jo! 4.11 0.33 1.115 1.6Z
2."
S.36 3.1n H7 2.7! 4.60 2M 4,2$ 2,273.96 3.JoS
0,91)
7.J7 U9 M8 6.18 S.1IO
9.3& 9-01
M' 8.18 7.76
.,!!!
,g..
,.35
Table7-9 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 45 0
7.'11 9.61115 13.3 15.2 7.51 11.1510.9 12.7 lU 7.(111 US 1M 12.1 1).9 11.106,2' 9,68 11,5 1).3 6,1I4 1M &.91 10,S 12.2 ~ .0 17.0 19-0 10.7 12.7 ".6 1M 1M 10.3 12.3 lU 16,3 16,3 9.\111 11.1 lJ.9 lS,' 11.9 9.53 115 135 15,5 1/.5 1.11 In 13.1 15.1 11.1 8.831U 12.1 14.7 16.1 S,60IO.4 12.' 14,3 16.3 1.88 9.1311.6 13,S 15.5 1.33 1.11 11-0 12,1 10.8 U3 6.5.\ 10.3 12,2 ".1 5.311 1.004 9.1711 .6 lH 5.00 1.51 9.25 11.0 12-6
s,n
H2 3.23 2.96 1, 10
S.~
S.11 ' .19
1.-10 1.06
2,n
'.os
6.70 6.36
2,SI
'.20
6.03
9.31 9.03 M7 8.10 1.901
5,32 ',111
6.18 6,0)9
6.32 1.53
1.1111.1 l,oel0.1
4.30 S,52 3.1125.004
6.86 6.30
1,)2 7,Si
17,1 1M 15.7 15,1 14,0 12,1 12,0 11.2 10.5 1,23 S,2' 7,4.1 6.75 21.3 21.0 2U 20,3 19.1 19,5 19. 1 lU lS,3 17,5 16.1 16.0 1$.3 14.7
19.0 18.1 11.6 11,0 lS.1
".6 1l.6 11.1 IU
10.6 1.41 6~
1.19 23.2 22.9 Z2.6 Z2.3 2U 215 21.1 aI.7 aI,3 19.5 lU 16.0 11.3 1M
13,5
IS,3
12,' U511,5 11.1010,6
",2 lJ.l 12,2
Table7-9 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 60 0
J.71 Hl
1,03
S.56 S.29
1.• ' 1.01
na MS
lL2 11).7
],]1
<,99
6.10
M5
11).3
3,10 2,00
<./0
6,300 6.00
M' I.M
Hl
,v
IS.0 lU
16.9 1M
13.9
'M
9.7911.8 9.~ 11.1
1M 12.9
lS.3 lU
5.$3
5.05
J.n 3.$5 3,36
3,11 1,03
2,99
S..\9 5.37 5."
<.00
u/
I~ I.~
6,'.18
UJ
9.' ! MS
Hl 0,29 U7 3.52 11.' 11.1 1M
lJ.1 11.6
13,5
21) ••
15,5
1/.3
lU lJ,9 I.1S a.56 10-0 11.6 lJ.2 6.71 M6 Ha 11-0 ' 2.5 1,'.18 1.19 5.\0 US 11 ,3 $,300 5.01 1M 5.91 10,3 0,$3 5.!7 6.99 5.1 !1 g,'ti '-'lO S.J6 MI H3 3.71 lJ.J IS.3 11.3 13.0 ,5.(1 11-0 '2.7 ".7 '6.1
a.n
8.59
lo.s
12..
" .<
16.3
6-'6
&.31
10,2
11.1
" .1
16-0
U3
lti.ti
lU
15.0
19.1
lS.6 lH "., 121 11.7 lO.! 9.96
21.9
!,llO
9.6111 .'
5U
I,M
5.911Q.6
12.3
",'
15,9
5." 5.00
U3
&.30 1.18
11.6 10.9
13,3 12,5
lS.0 10,2
6~
9.92 9.J1l
Table7-9 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 75 0
1,81
J.87 H2 J.7S l,17 1S9 J.~
1,51
0.73
He no ],20 J,OI 2.82 2,65 2.013
lAO 3.60
W
1,11 1.119 I.s. J .• HO 3,M J.sa JM J.~
],U
0,73
~.cJ
2.~
3.31 1,51
~JlI!
H' OAO U3 0,2/
2,08
J.7~
1,11
~J'9
5.10 5,60 SM S.35 S.U
l,O5 2,M 2,7l 2.S. 1.45 2,21 2,01 1,101 1.71)
2.93 2.5/ 2.'~ ~.11
5.61 5.57 SM 5.35 5.13 ~.12
5-00
'.39 '.67
'.06 '-16 'JlI! 3.90 1S9 U2 3.0& 2041
7.70 9.61 7.58 9.~5 7.43 9.28 7,28 9.07 7.11 !A7 UO !.ti7 6.76 U5 6.195.28 6.. 2 M5 5Jl1! 7.57 S.76 / .Jl 5.0/ 6.96 5.1' 6M HJ &').1 0..<8 MO 0,08 5.33 l.7S '.91 3.015 • .55 7,61 '.60 7.$ 9.~5 7.02 9.29 1,29 9.,. 1.153.96 1,01 !Al 6.M U I 6.7~ MJ MI UI 5,36 5.10 6.12 / .30 5.119 1.5& 5.61 1.3$ 5.• 7 1.13 5.10 &.11 '.11 &.32 '.07 5.97 ' .19 S.M
11.5 lH 1~.3 17.J 19.2 II.J 13.2 15.1 17.0 15.9 11.1 la "A 16.1 1M 1M 12.7 " .S 18.0 13.2 10.6 11.0 14.2 16,1 11.9 10,' 11,2 ".0 1 ~.8 11.6 10.2 11.9 13.7 15.5 11.3 9.96 lL7 13.01 15.2 11-0 9.13 "" n2 10,9 1&.7 9.JO 11,0 12.7 1... 16.2 UO le,$ 12.2 Il,9 15.6 5.52 10.1 11.4 IJ .O 15.2 5. 16 9.7311.3 13.0 ' 0 7A;! 9.3610.9 la ".2 7.20 3.6110.2 11,1 no 6,663,0& 9.5211,012.6 &.11 /.51 8,91 10,0 lU 5.10 7.01 336 9.n 11 .2 11.5 11S 15.' 17.6 19.6 1". 13.3 15.2 17.2 19.1 11.2 ni Is.o IU 1&.9 11.0 12,9 10.4 15.7 1&./ 10.1 11.7 10.6 16.5 115 10.7 11.5 " .. 15,3 11.3 lD.S 12.0 lU 16.2 1&.1 10.0 12.1 U.l 1M 17.9 10.2 12,0 n9 1$,8 11.1 9.11911.1 lJ.6 15,0 11.3 9,61 11.. lU 15,1 11-0 U311.1 12.9 1'-1 16.6 9.08 1004 12.7 " .5 1&.3 U' 10.6 12-~ 1'-2 1M 8,38 10.1 11 .9 13,1 1M 1.96 9,65 11 .' 13,1 " .9 7.sa 9,2110.9 12,7 ".' 7.11 no 10.5 12,2 13.9
21.1 2o.s 20,0 20,1 19.3 19,0 19.1 18.3 18.5 17,9 11,0 16.1 1M 15.9 1$,0 10,2 13,5 12.8 ns 21.1 20,1 20,1 20,0 20,2 20.0 19.1 19.1 19,2 11.9 18.5 13.2 17.9 11,3 18.1 16,2 15,7
23.e 22-7 U,J U.O 2U 21.J ne 20.6 20,] 19.7 19,2 1!,fi 13.1 17.7 le.1 15,9 IS.1 1'-3 23.5 23-0 u,e u.e 22.3 22.1 21.1 2L7 21.5 21.1 2004 20 .. 20.1 19.7 19.1 13.5 1!-O 11.5
Table7-10
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 0°
)6
C".h,
2 3 4 5 6 7
,
0, 11 0.16 5089 1,71 '-"2 1,21 \,(16
0.112 o.al
o,n
11 10
0,110 0.51
C. i!,
5.l1li
' .01 HO 2,90 Bl 2,21 1.915 l,le UO 1M 1.24 1,08 0.!15 0,11$ 0.77 0,t;.1 O,S!! 0,",9 0.43
\5.1 U~
'-24 3,n l,29 2.!13 2.63 2,38 2.17 2.00
6.81 ~./'i
U. '.91
U~
3M 111 2Al 2.S9 2.21 1.92 1.10 1.51 1.37 1 . 1~
0.99 0.17 0.77
21.0 '.04 7.36 6.66
6.00 5." "-90 ...6 4.09 3.71
9.8613.0 !.SI 11,1 1,$3 10 ... 6.64 9.2' Ul ',2/ 5.31 1,46 4,10 e,le 4.38 6.20 4,02 5," H' 4.91 3,00 4,JO 2.66 l .&2 2,39 3... 3 2.16 3.11 1.&2 2,&2 1.57 Ufi 1,38 1,915 1.23 1.77
U.
1&.1 14.1 13,4 12.1 ".0 9.!15 9.09 1.:14 7.70 6.65 5083 5.111 4,67
U.
H1 108 2.71 H2 1M 11.3 16.8 lU 15.6 1"-9 " .\ lH lU 12.0
19.3 nI 1!.O 21 .1 1M 1M 15.2 1&.3 13.9 16.9 12.1 1~.6 11,6 14.4 10.7 13.3 9,9112'" M910J /,5/ 9.53 fi.n MI e,OI 7.68 5.$3 6.99 4.6/ 5.92 "',04 ~.12 3,$ 4.51 3.11 4.o:l 116 \41 20,3 23.1 19,9 ng 19.< \3.1 21.9 11.1 2U lI.l 20.6 16.6 19.8 \1.8 19.1 15.1 II.l
11...
25.' 24..1 23,0
2M 11.4 :!6.1 21 .~ 20 20.0 23.2 IU 11.8 17,3 :!O.4 16.1 19.1 15,0 11.9 13.2 15./ 11.7 14.0 10.5 !l.6 9.01511.4 MIIO.4 1,31) U"' 6,3] 7.67 5,51 6.77
'.\1\1 1113 26.2 2U
6.011
m
111.1 :11.9
~,5
:II.~
25,0 2... 23.7 23,0 22,) 2U
:11.1 2H :!6.9 26.1 :11.5 24.1
31.5 JO, ~
29,3 21.9 211,' ~,O
".5 33.6 32,5 3'-1 29./ 211.2 211./
23,5 22.1 20,1 1M 16.5 IU 13,5 12.3 10,5 9.ll a,06 7.21 267 )2,2 lU 3U 31.1 31U 30.0 29,' 211,7 211.0
23J 2'-3 19,2 11.3 15,' 1... 12,3 10.1 9... 7 ua 315 35.1 ".9 301.6 :14,2 33.7 33.2 )2,6 l1.ll 31.2
510
li06
~.2
.~ !~ ¡~ r~ !~ I~ l~, i¡~ i~ ~t ~1 ~¡ ~j 22,<
43.3
7...
112
151
212
215
]41;
414
Table 7-10 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 150
~!~ ~: :~ :~: :~~ :~~ ~:! ~: ~ ~ ~: ~ ~~
. ¡~ i~ l~ l~ l~1
I
0. 17
0.94
1.11 0.911
1.911 1.15
1.08 1.73
4.40 l.91
O.N 0.79 0.8/ MI
1.57 Ul 1.19
1.• 5 !.tI 1.81 1,$1
3.5.1 l .19 2.(;9 2.32
O,~
0.• 5
0.90 0110
U2 3.71 3.lt
7.31 10.5 6.&0 VI 6.01 9.06
un
1.42 1.2!;
2.00 1.82
:~ ~1 ~ ~¡ ~j 9.62 &.152
1.80 1,11 M4 5.2'
11.1 10,5
2.79 l.&5 ' .62 5.n 2.49 3.26 '.lJ 5.\1 17.2 20.2 2:1.2 26.1
1•. / lU 112
11,1 11,1 IU
21 .024.' 20.3 n.S 19.6 22.7
1.38 11.5 1,7510.1 ¡JI 10.1
6.66 e,lO
3.30 2,90
.,a¡
21 .1
MI In 15.6 'M 8092 " .g ",9 1 ~ 1 1,9110.6 1!.ti 1M 1,01 UO 12.4 lU e.3I! U111.3 ".1 5.79 7.~ lO.' 13.0 HO 1.31 9.6012.1 ',52 11.26 6,23 lo.~
•." 1E ir; l: lf:
:~I
10.1 !l./
1 &,~
15.0
19.1 17.-1
e.$II lH IH 15.9 Ufi 1M ' H ".6 1.015 Mi ' 0,7 11.5 8.01 1M 9.3110.9
n.6 n .!
5"5 UI U5
l.4l
UO 5.65 '.11 ',"
19.7 19,2 11.5
'.11 U6
4,32 3.91 3,51 3.03
IJIJ UI
16.7 1&'1 15.<
no 2,(12 1,1. U2 1.35 1.22 1.10 o.t3
2.6l
4.33 3.66 117
i¡t
13.6 12.9 12.2
¡.94 ¡.65 2.40)
2.36 2." Ul
~!/3
S.29 '-T7
2M 25.3 20,1
22.0 21,) 19.1 11.4 11,0 15.3 IH la
6.92 1.2<1 9.66 5.20 7.38 1.66 ;>g.1 32.1 35.0 ZM 31.3 ~.8 :1&.3 31,0 30.'
2U
31),9
33.9
17,1 1111.6
3.1.3 211.' 29.1
1),1 32.1 32.2
28.' 21,6 26,1 2',6 23.2 2U 20.5 16,2
3L5 3M 29,3 21J 26.3 2H 23.5 21.1
~9
Z5.2 2' . ~
23.0 21 .1 ;>0.1 1M 11.6 1M
¡;¡ ¡E :¡~ ir: i;; i::
Table 7-10 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 300
Ut; H3 3.15 U ..
U ..
M9 S,3S ' ./'
2.45
4.13
H7 3.78 3.31 3.116 2.78 2.~
0. 19
6.119
2.n
2.34 2.11 1.1/ 1.115 1.41 1.33 1.21 1.02 0.11 0.78 0.71)
7.32 6.70 6.,. 5.61 5.19 UD UI ' ," 361 320 2.116 2~
2-35 2gj 1./3 U2 1.36
9.9012.9 16.0 19.0 12.0 MO n .7 14.1 17.7 20~ 7.$3 1M 1M 1M 19.5 /gj 9.~ 12.3 15.2 18.2 6.30 8.6/11.3 14.1 1/.0 /.92 10.' n.O IS~ /.27 lse 1/.1 lU 6.71 Mil n.2 1M 6.22 11.2& lD.5 12.9 Ul 7.12 9.13 11 .5 4.78 6.<0 1.22 1M 4.211 S.73 /.40 9.25 3.31 S.I' 6.71 11.41 3.5D ' .73 &.14 7,ro 2.96 '.01 5.22 6.se 2.se 3.4/1 4.$1 5.73 2.211 J.07 4.Dl 5.07 1.02 2./5 J.59 •. ~ 17.1 20.1 23.1 ID.' 13.5 16.6 19,6 22.6 VS 12.9 15.9 19.0 22.1 9.1012.215.311.4 21 .5 1M 1I~ 14,6 1/.7 20~ /.91 10.9 lU 1/.0 20.1 /.JI 10.3 133 lfi.J IU UO 9,67 In 15.7 111.7 &,<6 9."'2.0 15.0 111.1 5.71 1.20 10.9 1M 16.1 5.10 /.41 US 12.1 1S.6 4.60 6.74 11211.7 1'-5 '. 19 6.17 11.31 lD~ 135 3.$4 5.61 7./5 lD.l 12.6 ).29 4.39 11.71 11.1111.1 2.86 4.2& MO 7,77 9.83 2.~ 3.tlQ 5.25 e.9S 1.83 1.2/ J." ' .73 6.2& 11.00
25.1 28.1 31.1 ne 17-0 30.0 12.& !S.7 23.1 21.2 20.3 V. 4 19.9 13.0 :/ti.0 11.7 21 ./ 24.7 IH 20.5 23.0 16.5 19.] 12.2 1M 111.2 21.1 13.1 16.' 19.0 12.' lU 17.2 I I.l 13.0 15.7 10.3 12.3 14.4 9.0.3 23.3 16.2 19.1 12.0 15.2 111.0 2U 13.$ 16.111.1 12.1 " .5 17.0 1U 131 15.4 9.a 11 .9 14.1
34.1 33.1 31.8 31U 211.1 2/~
:/ti.4 25.2 2'.0 21.8 IU 11.2 16.7 15.' 13.4 11.11 ID~
9." 35.D 34.6 34.2 33.1 33.1 32~
31.1 31.2 31).5 211.1 V.I 215.4 25.0
23.3 21.6 19.6 17.9 16.4
Table 7-10 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 45 0
1,25
UI • .06 3.51 3,11 2,114
• .5(1
1,25
4,0)5 3,l1li J.JI! J.09 2.116 a5 2,41 2,11 U2 1.22 1.~
0,23
U3 1,22 1,08 0,94 0,114
1.33 10.2 IJ.I 6.50 9.1912.0 5,&0 8.36 n,1 ~27 1M 10,2 Ha 6.99 UO VO UI!i
1."-4 M9
6.40 5.96 5~/
5.22 4.90 4.61 ' .11 l.69 3.301 3.00 2-/9 2.31 2.01 1.&1 1.65
16.0 14.9 13.9 IU 12.D ILl 1D.5
19.0 n .o 25.0 28.0 31.0 33.9 17.9 20.9 n9 28.9 2\1.9 32.9 1M 19.1 22.1 Z5.1 23,1 31.1 15.7 1M 21,5 2U 27,5 Jo~ IH 17.6 2(1,4 23.4 :11>.3 29.3 Il.I IH 11.4 n.3 25.2 28.2 13.0 I~I 1M 11.2 " .1 27.0 I.~ leo 11.2 ,.~ 17.5 :IO.J nI 28.0 1,0)5 902111,6 10.0 16.& I9.J 22,1 2',9 6,22 1.1110.. 12.1 15,1 11.7 2(1,3 23,0 5,~ 1.35 9,301 11.5 13,1 16.2 11,1 21.J U!I 6.65 U9 IO~ 12,1 14.9 11,] 19.1 •. ~ 6.06 1.77 9M 11 .7 I~ 16.1 18.6 4.15 5.56 1.1S MO 10.1 In 15.0 17.2 l.~ <.7e 6.15 VII 9,]9 11 .2 13,1 15,2 J,08 4,le 5,]9 6.77 1,23 9.91 11,1 IJ,$ 2,22 3.M '.79 6.03 1,311 U1 10,5 12.2 1."-4 ¡.Jo ' .Jo 5.'2 U;¡¡ 102 9,4911.1 n.o 2(1,0 23.0 25.9 28.9 3U 301~ ID .• 13.5 16.5 19.5 n.5 25.5 28.4 3U 34.4 9.86 12,9 15.9 1309 21.9 24,9 21.9 Jo,9 33,9 9.30 12,3 1\.3 11.3 2U 24.4 2/.4 Jo,4 33 .. 1.11 11,1 14./ 17.1 20.7 23,1 :II>~ 29.1 32~ 1.29 11,2 14.1 17.1 20.1 23,2 2111.2 29.2 32.3 1.114 10.613.6 Ifi.5 19.5 22.6 25.fi 28.6 31.1 H310.2 13.0 16.0 19.0 22.0 Z5.0 28.0 31.1 1,(jO 9,69 12.5 15.4 1M 21,4 2'.' 21,4 Jo.4 6,]5 8.11511.6 U .. 17.3 20,2 23,2 26,2 ¡g,2 1.76 1,11 10.1 1l.. 16.2 19,1 22.1 25,0 23.0 5.25 7M !I.!14 12.6 15.3 11,1 21 .0 23,9 215.9 4.12 6.91 9.:11> IU 14.4 17.2 2(1.0 22.9 25~ 4."-4 6.43 8.66 11.1 13.6 IU 19.0 2U 2U ],&0 1.$21.64 9,&012.214,111.320,022,1 3,31 4,!Ie 6.&1 a,12 11.0 13,4 15.1 la,4 21.1 3.00 4.-\6 6.12 7.9/ 10.0 12,2 10.6 17,0 19~ 2.71 ',(jO 5.56 1,21 9.1111,2 13.4 15,7 11.1
Table 7-10 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 60 0
1,115
5.21 U3 4,zg 3,90 J.se J.27 l.OI
7.88 10.5 lH 16.3 19.2 12.1 25.0 28.0 7.27 9,91 12.1 15.5 13.3 21.2 ~ . I 27-0 M9 9.2311 ,fI ,",6 17,5 20.3 23,2 26.1 6.1& M I 11 ,2 119 1M 19.5 12,3 25.2 5.7J 6.011 10.5 lU 15.9 13.7 21,5 14,3 5.32 7.Y.1 10.0 12.6 15.2 17.9 20,1 2H 4.95 7." I.o!! 12.0 IU 17.2 IU :>2.7 2. ~ H3 6.71 8.118 11 .• 13.9 1M 19.2 12-0 2,(,8 ,,).0 6,33 8,S21009 13.3 15.9 13,5 21.2 2,25 3.&1 5.67 7,10 U112,J " .7 11,3 19.9 1,. J..I3 5.11 7,(10 9.011 11,3 13.7 11,1 157 1.n 3m ',601 6.<0 5 J6 10.5 1:>.7 15,1 17.5 1.60 2.31 5.39 7.73 9.7' IU ".2 1M "'6 2.57 UO 5.... '.lfI g.O!I 11 .1 13.3 1M 1.2' 2,ro 3,35 4,12 6.21' 1,99 U511,9 "-O 1,07 1.91 2,93 4,15 M6 1.10 M I 10,7 12.6 0,95 1.69 2,150 J,1O 4,91 S,l! 7.95 9,115 lU O.SS UI :>.).0 3.).0 4.49 5.79 7.23 3.3110.5 17.0 19.9 12.9 25.3 1U 16.5 19.' 22-4 25.4 ZU ' ,67 7.3110,2 Il,I 16.0 Ig,O 2U 24,9 27.3 4,25 6,91 9.n 12,1 15.5 18.5 21.4 24.4 27.' J,95 6.55 9.32 12,215.1 1!.O 20.9 2],1 :16.9 J.6'9 6.12 UO 11.3 IU 17.5 20.5 2],4 :16.0 3.oM; 5.92 6.53 11 .4 In 17.1 20.0 22.1 25.9 l.25 5.601 8.25 11.0 IH 16.7 19.6 22.5 25.0 l,03 5.39 7,90 ID,I 110 16.3 19.1 22,0 20.9 2,n ' .92 7,37 9,9712.] 15,5 13.3 21,2 ¡O.I 2M ' .52 6.85 9,:)6 1:'0 14.7 lU ro,3 23.2 2,2] 4.1a 6.39 3.150 11.4 ".0 lU 19.5 12.' 2.04 3.31 5.97 1.28 10.1 13.4 16.1 13.3 21.fi 1.$8 3.60 5.59 7.8110.2 12.8 15.' ' 8.1 20.9 1,$3 3.15 4,90 8,99 9.25 11.7 " .2 ' 5.8 19.5 1,032.79 <.41 6,31 8," '0.713.1 ' 5.7 13.2 1,27 2.49 ],97 5,14 1.14 9.90 12.2 ,4.8 17.1 1.1 5 2.25 3.61 5.:16 1.13 9.171". 13,1 16.1
U.
0.33
1,115
0,33
311.1 30.0 2'.1,0 28,1 27,2 :16.3 25.5
33.9 32.9 :)2,D 31.D JIU 29.2 2U ~.7 27.6 24,0 :16,3 12,1 25.3 21,3 23,9 20,1 12,6 19.0 21.5 17.9 ro .• IU 13.5 ",7 16,1 13,4 15.4 12.3 14.1 31.3 ).0.7 31.3).0.3 30,3 33,8 30,3 33.3 29.3 32.1 29,3 32.3 23.3 31.3 28.' 31.3 27,9 30,1 21,0 2'.1.9 28,1 2'.1.0 25.3 28.1 ~ .• 27.3 23,7 26,5 22,2 25.0 ro,9 23.6 19,1 22.3 13.6 21.1
Table 7-10 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 75 0
lU 1M 16.0 15.5 16.1 10.7 10.3
3,93 3,57
6.1$ 5.67
lSl 7.95
2,17 2.73 2.53
U7
6.98 6.¡,(; 6.11 5.52 0.97 H I '.12
2.lt
0.63
'-2'
1.~
3.lS 3.30 3.01 2.7'
3.17
5.• 7
1,9] 1.12 0.63
.~
2.118
5.U
2.15 2,38 2,11 1.17
'.76 ' .31 '.OJ l.7J
7.96 7.66 7.10 MO 6.15 6.75
19.8 12.6 19.2 12-1 1M 21.6 I!,) 21.0 17,1 10.6 17.. 10.1 16.9 19.6 13.~ 16.5 19.1 11,0 13.5 16.1 1M 10.. 12.~ 15.. 11.0 t,77 12.2 14.7 lU 9.23 lL6 ".1 lfi.1 1.7' 1'-' 13.5 16.0 1.211 lo.s IH 15.3 1M tS9 11,1 " .2 6,79 UIIO,9 13.2 1,20 1.011 10.1 12.3 5.70 H7 9.0011.5 11.120.1 23.0 16.1 19.7 12-7 1M 19.0 U .3 16.2 19.1 u.o lS,!! IU 21 .7 15,7 11.5 21 .. 15.0 11.3 21.1 15.2 13.0 ro~ lU 11.7 2M 1... 17,2 20.0 ".0 161 19.6 13.616.3 19.1 1M 13.2 15.9 16.7 10.2 la 15.5 lH 9,51 l a ",,1 11.5 Ug 11.5 "'.1 16.1 1 .. 5 1M 13.. 16.0 7,96 10.3 12.1 lS.3
25.5
2M
~. e
17~
~,O
17.2 <'6.7 ;>6.2 25.6 25.1 10 1'.2 2J.' 22.6 21.8 2'-'
~,t
D,3 22,9 12.0 2U 21,$ 20,7 19.9 11,2 1M 17.1 16,6 1$,$ IH 13.6 26.0 2M 25,2 20,t 20.6 20,3 2'-0 23.7 ~,O
U,g U,O
21,9 21 .' 21.0 20,2 11.0 11,7 17,1
31.3 30.7 30,1 29,5 29,0 211,0 2H 27.0 27,0 21,1 25,3 2H D,7
:!O..
~.O
ltl 11.9 16.1 lS.9 29.3 2M 2&.2 2U 27.5 27.2 26.9
21.8 20,0 19,2 ".2 32.3 31 .5 31.1 30,1 JO,O JO,I 29.' 29.5 2'1,2 211,1 211,1 27,5 27.0 ;>6.6 25.1 2',1 2',0 23.3
2fi.6 26.3 25.7 25.2 1'-1 2'-2 na
U.9 U .l 11.3 20.6
38.2 33.6 33,0 32 .. JU Jl.3 30.7 30.2 29,1 211.1 211.0 27,2 ;>6.0 25.6 2',2
U,9 21.7 !U 35.2 38.0 38,0 33.7 33.3 33.0 32.1 32.' 32.1 31.5 30.9 JO" 29.9 2'1.' 211,5 21,6 211.1 211.0
Table7-11
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 0°
:'15 1.91 1./ 1 1.55 1.'1 I.J I '.1' '-12
H5 • .015 3.$$
l.31 ],01
,.(lIS
2,TI 2,58 2.31 2,21
0.92
1.~
M'
7.1710.0 UJ 9,015 1.80 UJ 5.21 151 • .81 6.13 6.300 MI 5.016 $,(19 •.018
..... ' .10 J..!1 3.55 3.12 2.77 1.018
13.0 1M 11,' lU 10,1 13.7 U112.1 9,161'-' 3.4610.3 1,35 10.1 1.31 UII 6,a.o 1.11 M3 7.111 $,:)3 U5 • .a.o 6.27 '..<0 5.10 •. 01 5.21
l ,n J,99 1.53 l5o! o.&< 1,:)3 2.25 3,25 0.58 1.20 2.(11S 2.\16 0.09 1,015 1.13 U2 3..<2 0..2 0,92 1..\0 1.19 2,91 o.Jl0,l l 1.31 1,93 2,$3 )fi 0.33 o.n '-11 1.71 ns C".h, 11~ 20,5 'U $3.1 3U 2 2.15 • .901 1.9I! 11 .1 14.1 J 1.9' • .018 1.39 10.$ 13.$ • 1.11 UI Ul 9.l!fi 1l.0 S 1.55 J.11 1.21 9,21 12,] 6 1..2 l.-IO) H9 3.61 11.7 1 I.J, l." S-lS 1.0511.0 3 1.21 2,00 UI 1.53 10.' 9 '-12 2,69 '.&0 1,01 VI 10 1.05 2.\1 U. 6.601
o.n
9.2.
'.01;
3.37 3,02 3.015 11. 11.2 1&.7 16.1 1$,S 11.3
U ., lH lU 12.1
19.1 17.9 16.7 155 ..... IH 12,5 11.7
n2 21 .0 1M 1M 11.3 16.1 15.1 11.1 lO.' lU 9.701U 1.69 1M /J5 UO /.IS VS $.SS 3.00 5.60 6.33 ..sI 6.00 ',32 5.32 3.31 '.TI 1.. 111 20.2 23.2 11.8 n~ 19.3 12.3 11.6 2IA 13.0 21.1 17.1 2O.S 16.6 19.1 1$,1 19.0 15.2 1s.J
2&.3 11.2
3U
n,9
:!6.0
21 .5 20,3 19,0 ' 1,9
t5.3 2.,1
10 lU
29,1 21.3 20,. t5,1 13,1 n .5 11,3 ' 9.1 ' 1,3 '5.3
3U 3H 32,J 31.0 29.6 28.2 :!O.I 2U 19.6 t55 ' \,1 11.5 2',2 ' • .1 16.6 21.9 ' 2.7 " .9 lU 11 .5 13.6 ".1 , O.S 11.' lO,' 1M nllU ' 3.3 15.3 1,29 9.3211,$ 11,2 1,201 3.5i '0,1 11.6 3,02 /.62 3,9310,J $.73 " ' '-02 11.29 2' 1 2$1 301 362 20.2 29.2 32,1 35.1 15.1 2&.9 J1.t 3oO~ t5.' 13.\ 31.5 3005 1',9 13.0 31,0 300.1 21.3 lH 30.\ 33.6 13.1 11.1 29.9 33.1 23,0 20.1 29.3 325 n,2 11.1 llA 21 .5 20 21.9 3'-'
n.o
,6.3
J'I.3
zs..
. ~ ¡~ ¡~ f~ lª lf: '¡~ ¡ji l¡l ~¡ ~j ~! ~j ,u
20 0.01 1,08 1.92 J,OO ',30 1.83 1,51 9.53 11.1 .. .o 19,2 31 o.JI 0,9$ 1./0 1,66 l .1I.2 5.111 6.1\ 151 10.5 11.6 IU 17.3 )fi 0.33 (1,15 151 2.39 3... 3 '.61 Uf 1.6& U5" ... '3,$ 1M C". iI,IIA 31.5 \6.1 811.4 129 ITI Z32 296 J1i6 4016 m 62Ii
Table 7-11 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 150
a2 1.9'1
HZ • .11
I.n
3,12 3,38
1.61 1.'7
3,10
125 10.1 6.53 9.13 5,91 8031 ~,. 1M UJ 6.911
IJ.O n .9 10,9 10,1 9.211
16.0 IU 13.1
19.0 17.9 le.7
12.7
15,~
12.1 20.9 19.7 1M 17.2 16.1
25.1 ~.O
28.2 11.1
21.7
1M
21,0 2U 20.2 23.2 8.~ 11.0 21.9 1.\111 I~I 17.3 20.1 H5 U-2 1M 1!!.5 UI 13.< 15,9 1M 11 .9 14,2 16.6 6,16 5,~ lo.! 12,1 15.0 U¡; 9.15 11,7 13.1 HI 5.33 '-lO MI 10.7 l a ' .1) 5.3-1 6.10 II.I !! 9.8211.6 3.52 ',5/1 l." 7.00 ...510.0 ),06 3.\111 $,01 6.15 1,40 2,10 3.52 .... , ~I 1,51 1.71 H2 3.15 3.\111 489 5.00 1.01 1.91 !lO 1• .1 11.1 20.1 23.1 211.1 29.1 1.4010.513.5 16.6 19.1 n.1 25.7 Zll.1 Mol 9.82 12,9 1M 19.1 22.2 25,2 Zll.3 6.32 9,20 12,3 15.' 11.3 21.6 24.1 2U 5116 8.61 lU ...1 11,1 20.9 24,1 21.2 5M 1.06 11,0 1'-0 11.1 20.3 n,4 2111.5 5.01 1.55 10.4 13.3 IU 19.5 22.7 1M U3 1.09 9.73 In 15.7 111.8 22.0 25.1 .... MI 902612.1 '1.1 111.1 21,3 2'.' 3.93 5,96 1,33 11.0 IlJ 1M 19.1 no 3.52 Ijl I,~ 9.91 12.7 1~5 11,$ 21 .5 3.11 '.11 6.M 9.1311.1 14.. 17,2 ;>0.2 2.00 U5 6,31 UO 10J 13.3 " .1 18.9 2.65 ' .10 5,81 l.n 9.9912-' 15.0 l1J 2-21 3,52 S,OI 11.10 11.1110.9 13,2 1M 1.\111 ),OS 5,!!:) 7,6$ 9.6211,114.1 1.11 2.13 3,91 5.29 611 1.62 10,e 12.1 1.31 H5 3,12 •. n 6.20 1.10 1,59 11 .5 11.11 Io.!! 10.2 UI
l •.• IH 12.e n.e 1I.!12 11.1 7.!!1 9,&1 7.06 uo 6.40 8.00
e.n
2.12 1.97
UI • .50 I.n 4,10 1.61 3,15 1.41 3,45 1.35 3,11 1.25 2.!15 '-'6 2.75 1.011 2,17 0.9< 2,lO! 0.13 2,01 0.1. 1.11 0.ti6 U4 0.60 1.50 0.50 1,211 0.<31,11 O.JI 0,911 0.:14 D,M
<""
31.2 30.1 23,9 v,e 211.2 24.1
34.2 33.2 32,0
21..
25.3
n'
21.2 19,2 11,4
30.7 29.3 21.9 211.6
2'.1 2U 19.9 18.2 IH 16.8 13.5 15.5 11 .7 13 ... 10,2 11,' 9,1210.3 1.20 U9 32.1 35.0 31.7 34.1 31.3 34,3 30,1 33.9 30,3 33.3 29.' 32.1 29.0 32.1 28.3 3U 27,1 30.7 211,1 29,3 24.1 21J n.2 2ISA 21.9 25.0 20.7 23.6 11,0 21,2 16.5 '9.1 15,0 17 ... IU 15.9 1~,9
Table 7-11 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 300
2.40 2.15 I.~
],99
1.76 1.61
J,1I5 J.35
U'9 UO
7.53 6M 6.2. 5.70 5.ó'!!
2.40 2.15
5.11
1j)5
H6
I.~
4,:/ti 3.92 3.63
7.51 6.99 6.52 6.011 5./0 5.35
1.76 1.61 1.49 L37 1.28 1.19 1.04 M2 0.82 0.74 0.67 0.5& 0.08 0.'2 o.~
J,~
J .IS
2'15
5-03
2.77 2.-15 2,1f
4.7' 4,13 3.Ill 3.-15 3.16 2.'.10 2.49 2.13 UIJ 1.13
1.!II! 1.110 1.65 1,41
l,n 1,05 0,91
10.3 IJ.2 16.1 19.1 12.1 9.• 5 In 16.1 13.0 21.0 8,69 11,] U,O 15,~ 1904 !JI210,5 111 151 18.1 7.-11 9.n 12.2 IU 17.6 9.05 11.4 13.9 IH 3.-1710.7 IJ.I 15.6 7.$01 10.1 11.. 14~ '.-17 l'911.7,..o 6,6' 1.411 10,5 11.6 5,97 7.64 9,<611.-1 5.00 6.113 !.till0.-l H2 6.33 7.89 9.511 H2 M;! 7.27 M5 l.Il 5.00 5,2$ 1.65 ¡,31 ',31 5M 6.11 2,99 3.M 4,al 5.97 2.68 3.411 4 . ~ 5.J11 11.1 1• .1 11.1 :10.1 210 10.5 13.5 16.5 19,6 12.6 9,'.10 12,~ 16.0 19,0 12.0 9.30 12,3 15.3 13.-1 21.\ 1.110 11,7 U .7 17.7 :IO~ I.JO 11,1 U .l 17.1 :10.1 7.8310.6 13.5 15.5 19.5 UO 10.0 12.9 IS~ 1M 7,00 9,$4 1:.3 15,2 lU 6.30 8,6711.3 ".1 1/.0 5.71 1,92 10.' 13.0 15.11 5.22 1,21 9,51 12.1 IU '-19 5.71 1.811 11.2 13..! U2 5.22 I.:/ti 10.5 12.9 3.$2 5.-11 1.22 9,n 11 .5 ],36 4,7$ 6.40 U21M 2,99 4,;>6 6.73 1.'1) 9.25 2,119 J.35 6.11 6.71 3.-11
25.1 28.1 31.1 34.1 ~.O 17-0 30.0 33.(1 12,3 1M lU 3U 21.8 ".6 30.6 :10,4 13.4 :/ti.J ó'!!.3 11.3 12.1 25,1 28.1 IU 21.1 13.9 2U 17.4 :10.0 12.3 25.7 16.5 III 21.8 24,6 lU 1/.J 19,9 12.5 lJ,e 15.8 11,2 :10.7 12,4 10.5 16,7 19.1 IU 114 1M 17.7 1M 12-4 IU 1M 9, 1610.6 12,5".-1 1,05 l5111 ,1 11.8 7,11 6." 9,9111.-1 6,47 7.M a.95 10.J :/ti.0 ó'!!.0 32.0 34.9 25.6 ZM 31.6 3Hi 25,1 :1&.1 31.1 30.1 24,5 V.6 3O,e 33.6 13,9 17.0 30.0 3.1.1 13.2 16.J 211,4 32.5 12.6 25.7 28.7 31.8 21.9 25.0 28.1 31.2 21.2 24.3 27,4 30,S lU 13.0 :/ti,0 ;>g.1 11,7 21 .7 24.7 27~ 17,6 ;>0.5 n .4 215.01 1M 19..1 22.2 25.2 1M 16.2 21 .1 24.0 13,1 16.' 19,0 21.11 12,4 lU 17,2 19,6 11,3 IJ.' IU 13,2 10,3 l a IU 16.1
v,e
Table 7-11 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 45 0
2.64 ~.'3
2.23 2.o!i 1.89
2.64 2.43 2.23 2.o!i 1.89 1.15 1.63 1.$2 1.12 1.25 1.11 0.99 0.90
5.3(1 4.\10 1,$2 4,17 J.N
5.31 5.02 1,87 1,3-0 '.015 J.IO J .57 J.~
J,11 2,1-1 2,51 2,33 2."
!.OliO.' lJ.5 16.1 7.11 10.1 la 1M M9 U812,0 11,7 6.000 8.75 11.2 13.9 5.96 8.20 10.5 13.1 9.9912.4 9.1.3 lLT 8.9111.1 8.... ,0.6 7,110 9.51 6,90 l73 6.2'.1 lOO
19.3 12.3 18.4 21.3 17,5 20.3 1M 19.3 15.7 18.-4 14.9 17.5 lU 16.7 13.5 15.9 12,8 15.2 11.7 11.0 10.7 l a 9.M 11..1 S.n 7.~ 9.1011.0 5.33 MI 8.11 10.2 1,6(1 5.91 1,35 MI 1,03 5,20 6..09 7.\10 J,~ 1.63 5,110 1.07 J.23 4.115.236...0 8.12 11.1 1'.1 17.0 20,0 23.0 7.7610.1 13.6 16.6 19.5 zn 7.3310,2 lJ,1 18.0 19,0 22.0 6.90 9.6612.5 15.5 "" 21.1 6.50 9.111 12.0 14.9 17.' 20.11 6.16 1.76 11.5 14,4 17.3 20.3 5.M !.le 11.1 13.9 16.8 111.7 5~ 7.$11 10.6 13.1 In 111-2 5,27 1.63 10,2 12.9 15.7 1M ' .11 6.999.-1012.0 11.7 17.6 ' .36 6..1 1,70 11.2 13.8 16.6 3.99 5.9"1 '.011 10.5 13.0 15.1 3M 5.411 7.$4 9.110 12.2 11.8
25.2 28.1 31.1 3-0.0 21.2 27.1 30.1 33.1 23,2 26.1 2'.1,0 :)2,0 22,2 25.0 V" 30.9 21,2 11.0 :11>.9 2'.1.' 20.2 13.0 25.1 21l.7 IU 12.1 21.1 27.7 18,5 21.2 23,9 21l.7 17,7:!O.3 23,0 25.7 11,3 11.8 21,3 23.9 15,0 17.1 19,1 22,J 13,' 16.1 11,5 20.' 12.9 15.0 17.3 19.5 12.1 11.1 In 18.1 10,6 12.1 11,3 16.3 9.01211 .1 12,1 11,6 1,'15 9.9511,1 13,J H7 904 10.511.1 25.9 28.11 3U 3-0.8 25.5 25.5 31.1 3-0.' 25,0 ZI.O Jl,O 33,9 2... 21.1 30,1 33 .. 23,' 16.11 2'.1,' :)2.9 23.3 16.3 2'.1,3 :)2.3 22.1 25.7 21l.1 3U 22.1 25.1 21l.1 J1.1 21,S 21.5 21,S 30,S 20,4 23.1 21l,3 2'.I,J 19.01 22.3 2U 21l,2 IU 11 .1 24,1 21,0 17.5 20.3 23.1 16.0
~ :i: i~ ¡~ lE ¡~I :¡E :¡l :¡¡ :~ ~¡ f:;
Table 7-11 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 60 0
2.83
5.M
2.n
5.43 5,1' ',92 '.Y .,., ' .11 ns
2.59 2.<6 2.32 2.19 2.07 1.96 1.84
1.35 Ln 1.12 0.96 M3 0.13 065 2.83 I.n 2.59 2.<6 2.32 2.19 2.01 1.96 1.84 1.65 1.49 Ln 1.12 0.96 M3 0.13 0.65
U511.3 4-1310.8 7.11 10.. 1.40 9,92 /.03 9.016 6.65 9.0"1 6.35 3.61 6.(lj 6.12 SO/S /,$6
1• .1 13.6 13,0 lB 12,0 11,' 11.0 10.5 10,1 9,23
16.51 16-3 15.1
25.5
lS.1 14.S
IU 12.6 19.1 21.9 1M 2U 1/JI 20.5 17.1 19.! 13.!! 16.5 19.1 13.4 15.9 lU 12-9 IS.3 17J1 3,7. 12.' ",6 17.3 I1.S IU 16.1 6,~ 10.1 12,!! 1s..l 2,]9 4.37 e.Il9 /,95 9.113 11.0 14.1 2.55 '-02 5,0;' 7.39 11.23 11.3 13.4 2.3S 3.71 S.2' UO 3.5910.6 11.6 2,02 3.22 4,S7 6,0)6 /.611 9.. 31U 1,]t 2.84 4,00 S,39 M& '''7 10.2 1.515 1.53 3.61 4,114 6.19 /,115 9.<'11 1.40 1.27 3.20! 4.38 5.62 nI! 8.016 5.M U7 11.3 ".2 11.1 20.0 23.0 5.4' 4-19 11.0 13.8 16.7 19,6 22.6 5,21 7.83 1M 13,4 111.3 1902 22.1 ',91 1.5710.3 13,1 lS.9 lU 21 .1 '.73 /.27 9.91 12.7 15.S 1!.3 21 .1 ',51 6.97 9.56 12,3 15.0 1/.' 20.11 ' .29 6,69 ' .n IU 14.6 17.5 20.3 4.011 M3 6.92 11.5 " .3 17.0 19.9 3.90 6.18 6.6311,2 13.9 1M 19.5 3,515 So/! !.OS 10,6 13.2 15.9 14-1 3,21 So32 /,Y.¡ 10,0 12.6 15,2 1/.9 9.411 12.0 14.5 17.1 2.~ Ul 6.11 U I! 11.' 16.5 2.51 U' 6.33 U210.9 13.3 lSo9 2.lS 3.84 M7 1,10 9,91 12,3 14.1 1,98 3.43 S.11 7,00 9,011 11,3 13.7 1,71]W 4.84 6.40 UtilD,5 11./ UD 2.111 U. 5.19 1.13 9.7' 11 .9
23,2 22,5 2U 21 .1 1(1.4 IU IU 17,5 16,5 1M IH 13,3 12,0 11,0 10.1 25.9 25.5 ¡S,O 24,6 24,1 n7
Il.'
~.3 ~,O
n .2 22.8 22,] 21,5 20,7 ' ''' 19.2 16.5 11,3 16,1 15,1 " ,2
2M 17.6 2M <'6.0 25.1 lU n7
31.3 3U 30.5 3H 2U tU 31.1 23.0 30.' 21,2 30.0 26.5 29.2 13.0 15.7 23.5 22.' ¡S,O 1/./ /1 .1 n,7 20!.3 2('-0 22,5 ¡s.o 18.9 21.3 n .' 11.9 20.3 22.1 11.0 IU 2L7 1M II,S IU ".0 16,0 16.1 l a 14,7 16./ lU 13.5 15.' lU 3U 3H 2M 31.4 ~.3 23.0 30,9 33,9 27.5 30,4 33 .. 17.030.0 :n.9 <'11.6 29,5 :n .. 26.1 29.0 :n.O 1S.6 23.6 3L5 Z5.2 23,1 31,0 lU 21,2 30.1 n5 28,3 29,2 22.7 25.5 23 .. n.o ~ . I 27.6 21.1 14.0 2U 19.9 22,6 25,3 18.7 11,3 2U 1/.520,122.6 16.5 19,0 21.5
:n,s
Table 7-11 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 75 0
Il.5
2.60
5.1e
2.$3 2.00 2.26 2.13 2.00
5.00
'.!9 '.61 ' .'9 I.JO U I
2.86 2082 2.17
2.n 2.1i6
2.60
4.]1 4.~
4.2/ 4.1)3 3.31 3."" 3.OS 2.17 H2
ua ~.~
Ht ~.3'9
5.2/ 5.16
2.$3 2.00 2.26 2.13 2.00
5.00
'.!9
3.93 1.51 US 2.91 ¡.n
'.67 ' .'9 '.JO U I
'.11 '.$1 '.35
' .13
/./110.3 1.$3 10.0 / .16 9.~/ ti.&O 9.12 U5 S.M 6.12 u/ 5.80 /.M 5.2' 1.1a 4.1S 6.56 4.lJ U2 l.9/ 5.~
4.0111.' U' 11 .1 8.1910.9 a.04 10.7
12.a 12.0 11.$ 11.0 1M 10.1 9.22 a.'9 1.Il0l /.2/
13.9
ll.1 llA /.!9 lO~ 1l.2 /./.'0.' 13.0 1.5& 10.2 12.a 1,21 9.11 llA 6.91 '''1 12.0 6.611 9.13 11.] UI 8.8211.3 6.1$ 3.51 11.0 5.61 7.9$ 10.' 5.2S 7... 9.17 4~/ e.9S 9.23 4.54 6~ 1.74
17.1 2Il.l IH 2Il.0 1809 19.7 16,6 19.. 16.3 19.0 16.0 IS.7 1$.1 IU 1M 18.0 15.1 17.7 14,5 17.0 lU 16.. 113 15.1 12.a 1$.2 12.3 " .6 11 .' 13,6 10.5 12.6 t .n IU 9.1011.1 17.4 2Il.l 11.1 2Il.0 1809 19,8 16.1 "~ 16.4 19.2 16.2 19.0 16.0 18.1 1M 13.$ 1M 1M 15.1 17J 1"-1 17.. 14.1 le.g 13.9 IU 13.5 16.1 12.9 15.. 12.2 ".1 11.5 ".1 11 .1 13.5
22~
26.0 2$.1
22.$ 22.1 2U 21 .. 21.0 2Il.6 20.3 19.6 18.9 18.1 1/.6 1/.0 15.9 " .9 13.9 13.1 23.5 2U 22.6 22 .. 22.1 21.3 21.6 21.3 21.0 20.6 20.1 19.6 19,2 1M 18.0 11.3 15.6 16.0
2J.l
2'.9 2U 24.1 23.7 23..3 22.9 22.1 21.4 20.7 20.1 19.4 18.1 11.\ 18.1 15.2 26.4 2M 2M 2U 24.1 24,6 24.4 20.1 23..9 23.' 22.9 22.4 21.9 21.5 20.1 19.9 19.2 11.5
2$.'
2809 Z!.$ Z!.1 27./ 1/.2 26~
2M
16.0 2M 2"-8 2'.0 23.l 22.6 ¡' .9 20.1 I~S
1M 17.4 ;>g.l Z!./ Z!.' Z!.1 17.a 2/~
2/.2 2/.0 :!6.1 26.2
2M 25.1 2"-1 2'.2
23.' 22.6 21.3 21 .1
3U 3U JO.9 JO. ~
30./ 30.2 33.1 33.3
JO.O 211.fi 2\1.1 28.7 28.' V.4 2U
32.l 31.9 lU 31.0 JO.l ;>g.3
2$.'
2$.1 24.4 23.1 21.t 20.1 19.7 32.3 31.7 31.3 31.0 JO.l JO.4 JO.I 2'iI.a 2'J.5 2'9.0 28.'
V.,
2/.' V.O 28.1
2$.' 2'.$ 23.7
32~
28~
2/.7 2/.0 25.6 24.3 23.1 22.0 35.2 3Hi 30.2 33.9 33.6 33.l 33.0 32.7 32.' 31.3 31.3 JO.I JO.2 2'iI~
28.a 28.0 2/.2 26.'
Table7-12
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 0°
2.60 2023 1 .~
I.tiII 1.'9 1.12 1.1 8 1.07 o.9S M3
0.73 0.65 0.56 0.53 0. ... o.JII 0.3-1 )6 o.:lO C".h,11.3 2 2.60 2.23 3 • I.IN S 1.tiII 61.49 7 1.12 , 1.18 9 1m 10 0.911
5.~
13.2 11.3 21.. :5.S 29.7 33.3 37.6 11.1 15.6 19.1 23.9 28.1 32,] 3M 10.4 ""O 1M 22.1 26.1 :)0,5 3-1.1 9.29 12.6 1M 20.3 20.4 211.6 l2.9 3.3711,$ lU IV 22.6 28.7 lO.9 7..\9 10.' 1:t1 17,2 21 .0 24,9 29.0 '.63 M2 9,5612.6 15,9 19.5 23,3 21.l U. 6.35 8.311 1.6 1'-1 13.1 21.7 :5.6 M9 5.86 I ,IS 1M 13.1 1M 2(1,3 2'.0 1.~ ~ 5.05 I . ~ 11.37 12.0 lo.! IH 21.) l ,n 2.92 . ... 6,21 3.2110.6 1:t2 16,0 19.1 1.5.2 2..\9 l .M H' g,¡81U 10.4 11.2 1,37 2.33 U S ',99 6,61 M710.7 13,1 15.6 1.2. 2.11 3.23 '.53 6.07 7.81 9.7111.' 10.3 1,00 1.1' 2.12 3,83 5.14 "2 3.30 1G.2 12.2 0,91) 1.50 2.35 l,31 •.01; 5.73 / .20 !.11210.6 0,79 1.36 2,0) 2,91 3,9;2 5,~ 6.36 /,79 9.JII 0.71 1.21 U5 HO :1.50 '-51 5.6$ U l6 ~ 2U ... .1 • .1 ~,O 129 IS7 210 2S/I 312 6,411 10./ " .! 11.9 23.0 2/,0 ll .0 34,9 la.9 5.75 '.79".0 1U 22.3 te .• 30.5 )j.S 3M 5,12 Ul 13.1 11,' 2L6 :5.7 29.' 33,' Jll.0 4,$8 3.1012,216,420.12',929.133,211.' ' .ll).J/ 11.3 15.S 19.7 20.0 28.l 32.5 36.6 3.7' 6.7. 10.S \'-5 ' " nI 27.3 31.& 3M 3.01 6.20 9.1313.6 lU 22.1 te.. :lO.6 30U 3,13 5.13 9,05 12,8 111.9 21.1 2s.o 29.1 3-1.0 2.119 5.31 !.OS 12.0 16.0 20.1 20.4 2lI.7 33.0 U2 4,:)0 l.79 ],37 1.03 2,74 2.50
9.2. 8.05 7.09 6.lO 5.65 5.10
2.2,
7.3,
jU "',6 38.9 37.1 36,2 33.2 31,4 29.6
V,, 20.' 22,1 20.2 18.< 1M 10.4 12,6 11,1 9.115 311 42,' 42.5 42,0 41,4 "'.1 "'.0 311.1 JII,2 37.3
j S.' "'.7 41.1 'H ~ .. 37.5 35.5 33.7 31.9 2U 25.1
23..
21 " 19,6 16.8 1'-1 1l.0 11.6 035 .U 'U 06.1 45,S "'.9 ".1 43.3 42,S 'LS
. ~ ~ i~ ~ 1ªIf¡i¡1i¡¡ ~¡ f¡! ~ ~¡ ~¡ 2lI 0.38 1,17 2.19 12 o.)j 1.03 I.I1J )6 o.:lO U2 1.12 C. i!, 11 .3 33,1 63.7
3.61 l.19 2.1S
I~
$,31 1.l1 9,Sj 12.1 15,2 1M 21.$ :5,3 ',Sj 6.53 !.S111 .0 13.6 1M 19.6 22.9 ',20 1M / .73 U9 12,3 lU \1,/ 20.8 1$1; 21 11 291 VS 069 5/0 6110 11 /
Table 7-12 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 150
2.68 ~.30
1.99 1.74 1.53
2.68 2.lO 1.99 1.74 1.53 1.36 '-22 U I 1.01
5.n 5.00 4,:)8 3,l1li 3.45
9.31 4.1/
13.2 17.2 21.3 25 .• N.5 33.6 3/.6 11.7 15.6 19.6 23.7 2/~ ~.O 36.1 10.4 14,1 17.9 7U 26.0 30,7 3-0.4 9.311U 16.' 1II,7 2' .• 28,3 32.5 M711.6 15.0 l!.ti 12.5 26,5 30.6 7.7110.6 13.7 17,2 1II.9 74.1 /.o!I 9.70 17.7 15.9 19.5 73.7 2/.1 6.41 n5 11.7 IH 14.1 ~1.7 25.5 5,91 I,N lo.g 13.1 17.0 20,4 2'.0 5.11 7,219.5212.115.011,121 .' '.5\ 6,36 4.03 10~ lU 11, 1 19.' ' .M 5.67 7.\.4 9,66 U.O IU 17.3 l.~ 5.12 MI 1-7' 10.9 13.3 15.1 3.32 '.66 &.21 / .$S 9.95 12.1 14.5 2.80 3.94 5.28 6.71 4.01 10,4 12.' 2.43 3.41 ',5$ 5,$9 1.37 U21M •. 14 3,00 Ul3 5.19 6.51 7,. 9.59 191 2.611 3.60 ..s5 513 7.15 8.59 6.01110.6 1'-1 18.1 2H 26.11 lO.9 3-0.1 l8.I 5.75 9./513.9 11.1 22.2 26.3 lO.3 3-0.3 3I.l 5,13 nI 13.0 17,2 21 .' 25,5 N.6 33.7 3/.7 4,61 4.14 12.1 11,3 20.5 7'-1 2M 33,0 37.1 4,17 7.-1511,2 15,3 19,5 73.7 27.9 ]2,1 36.1 3.79 6.&1 10.4 IU 18.6 22,1 27.0 31,2 35.' l ...., 6.30 9.71Il.6 17.5 2U 26.0 30.3 3B 9.o!1 12.1 16.7 1II.9 75.1 2\1.3 n5 1.19 5.13 2,94 5.'2 "'/12,0 15,9 19,9 2'.1 28,] 32.6 7.4710,7 14.3 11,2 12.• 26,4 30.6 6.66 9,112 lU 16.6 20.5 2U 26.6 6.00 1.71 lU 15.2 1&.9 22,1 26.' 5.45 /.94 10.1 1..0 17.5 21.2 25.1 '.$S 7.28 992 13.0 16.2 19.8 23.5 ' ,25 6.23 8.1411,7 14.1 17,] 20.1 3,6$ 5.43 7.48 9.8512.5 15,4 1M 6.65 1./111 .1 13,1 16,6 ] ,26 "" 2.92 Ul 1i97 7.89 10.0 12,5 l1il / ,22
6.013 5.11
'U
41.7 40).2 :)8,5 3(1.1 3-0.1 ]2,' 31.1
.5.7
N.. 21,7
lH
24,9 12,4 20.3 11.6 17.1 14,1 17,1 11,3 10.2 42.1 42.3 41,1 41,1 40),4 39.6 31.7 37.1 36.1 ]4,1 ]2,1 lO,' 2\1.1
V .• 24,4 21.8 19,7 17,'
~.3
42.7 40),9 31i.O 37.1 35.2 J1.6 28.5 25~
23.5 21.5 19.1 11,0 14,9 13.2 119 016./ 016.3 4$,1 45,7 ... .5 4J.7 42.9 42.0 41,0 :)g.1 J7.1 35.1 33.2 lU 28.1 25,] 12.9 1II.9
Table 7-12 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 300
2.90 2.50 2.IS 1.91
'-&1
0.J9
0.35 2.90 2.50 2.1a 1.91
'-&1 U I '-36 1.23 1.13
0.96
6.06 5.31
25.3 2!U 23.7 ¡7~ 22.1 26.1 21U 2'" 19.1 12.9 17,1 21 .. 16.6 20-0 15.5 ' " lU 17.7 12.9 15~ '.95 6.110 9.(11 lU ".2 '-43 6.19 1.17 10.4 12.9 '-00 HO 7.1 1 9.46 lU 3,65 5,11 I.n 1.6710.4 3.0!I ',3-1 ~n 7Al 9.22 2.SS J,n 5.01 6.46 1.05 0,91 1.56 2.35 3.32 4.43 5.11 7.1. 0.31 1.39 1.11 a7 3.117 5.126.00 6.5910.6 IV 18.1 22.7 26.7 30.7 S,M 9.83 lU \8.0 22.0 26.1 30.1 5,30 9.0513.0 1/,1 21 .225.3 29.' 4.313.3512,216.320,424.5 21.6 4.33 7.721U 15.4 li.5 23.6 27.7 4.01 7.1510.7 14.11 11.6 22.7 26.1 3.69 6M 10.0 13.8 lU 2U !S.9 3,41 1.19 9A113.0 11.9 20,9 25.0 3,16 ~r;I 11.85 12.4 11.1 20.1 2'.1 2.76 51111 7M 11 .1 14.7 13.5 12.' /.1)11 10,1 13.4 1/,0 20~ 6.019.2112.315.719.' s,es 8.<5 11 .' 14,6 11.1 5.31 I,tl/) 1M 13.6 11.9 '.61 6.14 !l1611.9 1'-9 ' .02 5.91 s.o110.5 lB 3.57 5.26 7.20 9.4511.9 3.21 0," 6.<9 11.55 1M .,~
4,11 3,75
9..'l1i 4.52 7.62 6.85 6.19
lH 11.1
17.3 2L3 15.8 19.7 14,4 "'.2 9.85 13,2 16.1 !.liS 12,1 1~5 3.2111,114.3 7.55 10.3 1:1.) 1.97 9 .~ 12-' 6.46 8.l:S 11.6 5.62 7,73 10.2
10,~
33.4 JU 30,1 21,4 26,3 25.2 23.7 22.J 21,\ 11.9 11,1 15.5 14.2 IJ,1 11,2 UJ 3,12 7.34 3-1.7 3-1,\ 33,$ 32,1 31.3 31.0 30.0 2!1,\ 21,2 26.4 2',7 23.2 21.7 20,' 13,1 16.2 10.6 I3,J
37.' 35.9 3-1.2 32.5 30.7 29.1
lH 26.0 2'" 12.2 <'0.1 11.4 16.1
lSoS lJ.' 11.3 10.5
9.41 31.7 31.1 ¡'.5 36.1 31.9 31.1 3-1.2 33.3 32.' 30.5 2M 27.1 2M 2.. , 215 19.' 17.6 11.0
41.4 40).0 38.3 311.8 3-1.3 33,1 3U
29.3 21,3 25,1 23,4 21.4 19.7 18.2 15,1 13,9 12,3 11.1 42,6 42,1 41,$ 40).3 40).0 J9.2 33.3 37,4 311,5 34.6 32,3 31.1 2'!,' V,g 25,1 22,1 20.7 11.9
45.4 ~-O
42A 40).7 33.9 37.1 35.4 33.7 32,2 29.3 26.1 201.6 22.1 21,0 111,2 16.1 lH
"-O 46.6 46.1 45.5 ".9 .. .1
'.3.3 42.' 41,6 40).6 33~
J6.!1 35.1 33.' 3U 21.1 26.2 23,9 22.0
Table 7-12 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 45 0
:1.26 2.54 2.25 2.01
6.&210.2 13.9 17.7 5.92 9.19 12.1 16.( 5.31 403611.1 1$,2 ' ,71 l.on 10J 1',1 ',33 6.99 9.9413,1
2.54 2.25 2.01 1.11 1.64 1.'9 1.37 1.11 1.03
5.14 UI US ,,4t '.16 3,87 3,62 3,1f 2,*,
nI
21.525.5 21H 24.0 1M 22.,6 17.6 21.3 16.\ 20.1 15.\ lU 14.6 17.9 1:1.7 16,9
2U 2M 2fiS 25.1 2JJ 22S 21.3 20.3 19.2 17.5 15.9 10.6 1:1.4
33.4 31.9 30,4 29,0 27.5 26.2 2U
37..l 35.9 3-1.4 32.9 31 .4 30.0 28.6 21.4 26.2 2'.0 22.1 10.. 11.9
41.3 45.3 3'iI.9 43.9 38,4 42 .. 38.1 4(JJ 35.3 311.3 33.1 31.1 32.' ;W;.3 1.96 10.7 23.1 31 .1 34.9 1... 10,1 la 16.0 22..1 29,1 33.6 6.)S 1,93 1IA> "" 21),1 21.,5 31.1 5.1.3 1,(10 10.' n.l 11.1 25,4 2U 5.2' 1,23 11.4711.9 11,4 23,5 2U VI 6.19 8.6610.9 16.1 2U 25.0 '.35 6.0' 7.9610.1 12.' Is.o 17A> 10.5 23.5 3.11 $,11 6J4 1.11 1M 13,0 1$.4 11,010.1 ),23 .,~ S,gg 1,6$ 9.50 11,5 13.1 16,0 11,$ 2,115 ' ,(10 UI Ul 1M 10,3 12.3 14.4 le.1 2..\6 3.59 4.77 6.13 7.64 9.3011 .1 13.115.2 22.7 2U lO.6 30.6 l8.S 42.5 46.5 18.0 22.0 26.0 lO.o 33.9 37.9 41.9 45.9 9.31 13.3 17,2 21.2 25,2 29.2 33,2 37.2 41,2 4$,2 1./\ 12.8 II,S 20.' 24.5 21.5 32,S '16.5 4(),S ".S 1.2011.9 15.1 19.723.127.731,135.739.143.1 7./0 11.3 15.0 lU 22.9 26.9 311.9 34.9 39.0 43.0 7.25 10.7 lo.. 18.2 22.1 26.1 J.I.I 34.1 311.2 .2.2 6.83 10.2 13.7 17.5 2U 25.3 29.3 Sl.3 37.4 .U 6.45 9,6$ 1),1 1M 21).7 2'A> 2U 32.5 3M 4M 5.11 1./\ 12.0 1\.6 19,3 23.1 21.,0 31.0 3$,0 3g.0 5.211.9711.1 14.5 11.1 21.1 25,1 29.5 33,4 31 .. 1.lO 10.2 11\ 16.9 20S 24,3 28.1 32,0 35.9 6.72 9.4112.6 15.9 19,4 23.0 26.7 JIU lO.' 6.21 1.$3 11 .6 15.0 1403 21.1 25,$ 29.2 33.1 S,JI 7,1' 10,' 13,3 16.5 19.1 23.2 21.1 lO,S 4.1' 6.37 9.30 12,0 " .9 11,0 21.3 24.1 28,2 4,22 e.17 I.JI 10J 13.6 lB 19S 22.,1 26.1 JJl 5.59 7.62 9.11912 .. 15,2 11.0 21.1 24.3
Table 7-12 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 60 0
25.9 29./ 33.6 3H 41.4 ~S.3 2U 216 32.4 36.3 40.2 " .1 23.7 27.S 31,3 35.1 38,9 41.8 22./ 26.4 30,1 33.9 37,1 4U 21.1 25,. 29,1 32.1 36.6 40.~ 21l.9 24,. :18.0 31 ./ 35. ~ 31U 2Ol0 23.5 27.1 30./ 3U 3$.2 19.2 12.6 :18.1 ~./ :)3.' 3/.1 11,. 21.1 25,3 ZM 32.0 36.1 1/,0 20.3 23,S 1/1) 30,1 301.1 15.1 18,9 12,1 25.4 21.9 31,. 14.1 1/.e 20,/ 14.0 2/,) 30./ IH 16.5 19.5 n6 25.1 29.1 12.1 15.5 11.' 11.4 24.5 2/.7 11.3 1M 16,4 19.2 12,1 25,2 1.'11 10.1 12.3 ",1 17.4 20,1 23.0 /. 1 ~ 9.05 11 .1 13,4 15,8 13.4 21.1 6.48 1.12 10.1 12.3 lH 16.9 IU n/ 2U 30..\ :14 .~ 33.4 42.4 -16.3 nI 26.0 29.9 :)3.9 3/.1 41.1 45./ 21.525.429.333,237.141,145.1 2M 2U 28.1 31,1 '16.5 40,4 ..,. 16,4 20.3 ..... 1 :18.0 31.1 35.9 39.1 43.1 lU 23..\ 27,. 31,3 35.2 39.2 43.1 19.1 22.9 16.1 30./ 301.6 38.5 ~2.~ 11.6 22.' 1fi.l 30.1 ll.O 31.9 '1.1 1.11 4,4/ /.~ 10,9 ltl 21.1 2M 29,S 33.4 3/,) 41,2 1.62 4,01 6.93 10.1 13,1 1/.1 20.1 2U 28,3 32.1 36,0 lli.9 16.219.1 23.5 2/,3 311) 34,9 38.1 1~,4 11.9 225 2&.2 30.0 33.1 3/,6 1.1~ 3.04 s.~g lU 11.0 2U 25.2 21.9 32./ 36..\ 1.04 2.815.12/.7110.713.91/.220./2<1.3 ZlO 31 .7 35.' MI 2," 4.09 1,90 9.$2 12.6 15,1 19.1 22,1 26.1 29,1 33.4 0.762.15 199 6.11 1,101 ' .S 14.5 17.7 21.1 14.S 21.0 31.6 0.6/1.91 3.S! s.ss /,9310.6 13,. 16.5 ' 9./ no 211,4 29.9 O.ro 1.1l 3.24 5.011 /,2/ U612..\ 15,. 11.4 1U 2<1.11 201.3
lJS l10 2.... 2.ro 1.31 2.19 2.02 1.17 1.62
6.71 10.2 13.1 11.4 6,27 9,~ 13.0 '6,5 S,1iO 1.9"l11,2 11.1 5.36 1.33 11..\ 1U ~.915 /.N 10.1 1 ~ ,1 HO /.lO 10.2 IH ' .:18 MS 9.61 In 9.17 12.1 3,M 6AS l, ~ 1 5./5 1,2/ 11,0 /~ 10,1 eM 9.23 6.:18 1.5.1 5.10 / .$9 $,01 6.11 4,)9 6.01 3.91 5,.3 3..\2 Ul
22.1 21.1 20.1 19.1 lU 11.4 16.6 15.9 15.2 13,9 12.1 11.11 11.0 10.2 t915
Table 7-12 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 75 0
22.9 221
2lU 30.5 34.3 38.2 .... 0 45.9 ~.1 29.g 3M 3H "'3 l5.1 25,S 29.2 33,0 36.1 oIG,S ",3 21 .320,9 28.632,3 36.139,1 ll.e 2O.S 2... 28.0 31,1 35.4 39,1 l1.9 20.3 23.1 21 .. 31,1 301.1 3U l1,2 151.8 23.3 16.& J'U 3l.1 JI.I l1.5 lU 22.1 Z6.3 2'II.e 33,$ 31.1 oIG.1 1M 22,2 25.1 2'11,) 32.g 3I6,S oIG,2 lU 21.3 2'.1 28,2 31.3 ~,l 39,0 13,1 11.1 2OJ .. 23.1 V,2 30.1 34,3 31.9 1211 10.1 13,1 16.3 19.5 lU ~ . l 19.1 33.2 316.1 6.&1 9.55 12,5 15.5 13.1 22.0 ~ . l lM 32.2 35.& 6.000 9.03 11 .9 lU 13.0 2U 2<1.5 21.g 31.3 34.& 5.69 1.1310,1 13.6 1M 19.1 n,1 26.1 ¡g,5 32.9 5.11 1,316 9,13 12.\ 15,3 1M 21,0 2'.6 27,1 31.1 0,121.119,0211.51',211.120,023.1211,329.5 o.n 6.1S 8.31 10./ 13.3 160 13.3 11.3 2<1.9 28.0 03.0 ll.o 23.0 2ti.9 30.& ~ . 2 39.1 226 ~.l lO.3 3l.2 38.1 02.1 2n 2M 29.g 33,1 31.1 ou OS,S 21 .& 25.1 29.5 33,3 31.2 ",1 05.0 11,1 2U 25.3 29.1 32,' 316.& "',1 ".6 21.1 2<1.' 28.1 32,5 316.' "',2 ".1 2O.S 2<1.5 28.3 32.1 36.0 39.' OJ.1 2O.\2HZU3US5.6JH03.3 20.223,921.6 31,0 35.2 39.0 02,9 15.9 lt.5 23,2 26.9 lO,1 3l.S 31,3 02.1 19.022.626.3 lO,O 3M 31,1 lU 22,0 25.1 29,0 311 316,' "'.1 lU lU 21.5 ;>5.1 28.' 32.5 316.2 .... 0 1.36 1(1.6 13.9 lH 21.0 2'.6 28.2 3,-g 35.6 39.3 6.7' 9,13 13,1 1M 20,0 23.5 27,1 30.1 3l,0 31.1 6.219.1112,] 15.6 19,0 22.5 26,1 29.1 33,3 36.9 5.1' 1.51 lU 1'-8 11,2 21.6 25,1 21.6 32,2 35.9 S.33 1.0211,0 ".1 11.3 20.1 20,1 ll.6 31.2 3l.&
21 '&
11,2
Ul HI6 '-90 1.63 1.03 1.21 UO
....S l.31 l.OI 3,51 3,11 2,]9 H3
.u
".4
'-90 1.63 1.03 1.21 l."
U¡ 1.9S 3,51 ],25 2,.
Table7-13
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 0°
:~ 5.118 H6 7.50 5.31 UJ 2.23 <,7< 7 . ~ 7.CI 4.27 6.86 I..!I 3,M 6.20 1.60 H2 5./0 1.09 1,22 5,20 1.36 2.• UJ 1.Zi 2,13 <.41 I.C/ 2.31 3..!9 0.900 2,01 3.42 D.8J lII6 J.D5 0.751.812.15 0.6$ 1.~ 2.50 0.511 1,29 2.12 ll..5O 1.12 1-'" 0." 0,98 1.62 36 0.10 O.. '-'$ C".h,I5.0 32,8 50,2 2.62 6,50 10.6 2 J 2.50 no 9"!1 • 7.23 5.33 9.01 5 :.01 4,10 &27 6 1..!1 ..02 7.60 7 '-60 •. 06 7m 11 1.19 J,n 6.51 9 1.311 1,05 6.06 10 I.Zi 1.20 5.66
13.3 11.3 ll.3 :5.5 29.& 11.C 15,1 19.7 23.8 2S.C 1M ",3 111.2 22,2 26.3 9.87 11.1 16.1 20).5 21.5 8.9612,0 1M 19.0 22.9 ! .22 11,1 ".2 17,6 21.l 7,511C,2 13.2 1M 19.9 7.Cl 9.48 lU 15.3 111.6 MI 8.33 11 .' ".3 11.5 5.6$ / ./"0.1 12.(i 1M 5m 6,M 8.9511,1 13.8 ..09 6.15 1.04 10.2 12.5 <,06 S,SII 7.29 9,22 11 .< 3.70 5.01 6.65 MI lO.' J." 4,JO 5.66 /.166.811 2.72 1./3 U2 6.24 1.13 2..0 ¡,lO ' ,30 5,51 Mot 2.1$ U$ 3.811 '.$0 1.13 7U 110 "$ 110 " .11 111.9 22.!I 215.9 30.9 .. .o 111.1 2U lE .• 30.' 13.1 1/,J 21.5 Zi.7 21U 12,216,4 2D.6 24,11 29.0 lU 15.5 19./ 2'-0 21.2 10.6 14.6 16,& 13.0 21.3 9.111 11,7 lU 22,0 26.3 9,30 13,0 18.9 21.1 2S.3 !.T212.2 16.1 20.2 1U
m
33.7 31.7 32,2 36.J JO,o J.I.6 211.6 32..! 28,9 31.0 Zi.2 ;>9.2 23,8 21.5 22.1 25.9 20,1 2'.< 1M 2U 16,& 19.6 15.0 11..! 13,7 1M 12.6 lU 10,1 12.6 1.3711 .2 1,29 9.90 7.Q la 333 31.9 35.9 30.$ 3M 33,9 1/.9 33,2 37.3 32 .• 36.6 31.5 35.7 31U lO..! 29,8 33.9 211.6 32.9
m
n3 ••U 3U 37.0 36,2 33.3 31,5 ;>9.3 21,2 Zi.3 22,1 20./ 19,0 17.5 15,0 IJ .l 11,8 1M
m
42,1 42.5 42,0 ",0 ..../ 39.9 39,1 33,2 37.2
.5.3 .... 6 4J.C .,.3 ¡g.. 37.5 35,6 33.8 32.1 ;>9.0 lE,2 2J.!I 21.9 20).2 17 .. 15.2 13.5 12.1 osa ~.I
'U ~.C
45,5 ... ..! '-'.1 Q.3 42.4 .,.5
. ~ ~ ¡~ ~ l~'¡~!¡li¡¡ ~j ~¡ ~¡ ~¡ ~j
1& 0.50 1,30 2.42 Ul $,59 1.60 9,9612.6 15,$ 11.6 21.9 25.5 J2 D." 1.11 1." Hl U5 6.19 6.8111 .1 13.1 11./ 19./ n.c 311 0. ... 1,01 1.92 3.01 .... l10 / .98 10.1 12,5 15.1 11,9 20).9 C". iI,I5.0 39,' /U 115 167 2JO JOI 3M m 5M 10S lJ2
Table 7-13 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 150
2.91 nI 2.30 2.06 1.86
2.91 nI 2.30 2.06 1.86 1.69 1.53 1.40 ' .29
6.06 5.40 0,$4 ',31 J,915
9..\6 4.57 7.72
17.2 2L3 25.3 2!U 15.8 IU 23.7 27~ \4,' 18.2 22.1 26.1 9.93 13,2 16.1 lOH 2'.0 9.09 12,1 lSo5 19.0 22~ !.J6 11.2 14.1 17.7 2D 7.nl0.' 133 165 19.9 7.15 U. 12.' 15.' 1&.7 6065 9,0 11.6 10,5 17.6 5,12 7,9 10,2 12,1 15.6 5.15 7,0 9.12 115 1'.0 4.61 ti.J 8.2110.3 IV • .17 5.7 HS 9.•111,6 3.80 5.2 8.11 Mll0.6 ),23 ... 5080 1,;)& 9.01 1.80 U 5.05 6"1 7.91 2M J.4 '.46 5.e7 7.01 2.22 3.0 ' .00 5.0!! fi.29 6.57 10.6 14.7 IU 22.' 26.1 lO..! UI UI 13.9 18.0 22-1 26.2 lO.3 5037 9.00 13.0 17,2 21.3 25.5 29.6 ',M &.33 12,2 1&.3 20.5 2'.6 2U ',48 7./0 1,.. 15,' 19,5 23.7 27.9 ',12 7.1310.6 IU 18.6 22,1 27.0 J.I10 6.62 9.9513.7 lU 2U 26.0 3,52 6.17 U2 12.9 1M 20.9 25.1 3,27 5.71 v e 12,2 1M 20,0 2'.1 7.1011.0 14.5 11,3 22.3 7.00 9,92 132 16.8 20.6 1.34 9.0212.0 15.' 19.0 5.78 1.26 11.1 lH 17.7 5-l1l 7.6(11).2 13.2 16.4 ' ,54 6,54 U' 11,5 u .' 3,'J6 $,12 l .n 10.1 12.7 351 ¡,OS 6.92 9.03" .4 3.15 '.56 6.23 1.1510.3 6.9\1
6.37
13.3 11-0 10,~
.1.6
33.5 3H .5.6 31.9 36.1 40.2 ~.3 30,2 J.I.3 3805 '2,6 28,5 3a 3(1.1 40,9 26,1 lO.! 30.9 :¡g.o 25,1 29.0 33,1 37,2 23.6 27.' 31.3 35.3 22.2 25.8 N .I 33.6 20,' 2'.' 28,1 31.9 11,1 2U 25,3 211.9 18.1 19.& 22,9 26,3 15.2 18.0 20,9 24.0 IH 16.5 19.2 22.1 12.$ 15.2 17.1 20.' 11,0 13.0 15,3 17.6 1.5911 .' 13,' 15,5 1,5010.1 11,913.8 7.63 90910.7 12.' 34.1 lU 42.7 "".7 :)4.3 3!.3 42.3 46.3 33,$ 37.7 '1,7 .5,& 32,1 37.0 '1,1 '5.1 32,1 36.2 40,3 .... 31,2 35.' :¡g,5 4J.7 30.2 :)4 .• 31.6 42..! 2\1.3 n5 :tI.7 . u 28,) 32.5 36.8 '1,0 26" 30.6 :)4,1 :¡g.o 24,6 2&.7 32,1 37.1 22,' 26.9 30,9 35.1 21 .3 25.2 2\1.1 33.2 27.5 3U ' 1,5 2G.9 2',5 28,2 ' 5,$ 18.7 22,0 25.' 14,0 16.8 19,9 23.1 12,715.311,121.1
,n
m
Table 7-13 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 300
1.79
3.14
6.41 5.75
2.SO 2.25 2.04
' .71 '.29
3.14
$.1 ~
ti.75
1.796.12 2.SO UI 2.25 5.13 2.04 1.15 1.l1li 1.511 ' .4.1 1.23
'.7]
'.31 '.06 ].~
U3 3.10
9.91
116 17.5 M5 11.4 16.1 4.16 "" ,..~ 1.. 510.5 13.1 6.&"1 9.6.'iI2.1 !.lió! 11.1 UI 11.0 7.70 10.3
~1.4
25.4
29.1
20-0
2U
21.~
1M Z¡ .. 26.3 11.2 2M 24.1 16.0 19.6 lB 15.0 1!.3 21.9 14.0 17.2 20.6 13.1 16,2 1~.4 I . l~ g.$4 12.3 15.3 1M 6.32 I.~ 11.0 13.6 16.5 5.621.11 9.&"112.314.9 5.0!\ 6.116 UN 11.1 11.6 4.51 6,24 l10 10.2 12,4 4.11 5.71 7.43 9.35 11 .5 3.16 o.aI 6.36 M3 9.I7 3.10 0.25 5,55 ].02 M6 2.14 ].n 4.92 6.23 7.1)9 2.'5 3.]1 4.4 \ 5.60 ti. ~\ ' 0.1 \8.7 22.7 211.7 30.1 9.$4 \8.0 22.0211.' 30.1 9.23 13.' '7.2 21.2 25.' 29.0 405111 .. 11.3 20.' 24.5 216 1.00 11.1 'H 19.5 23.S 21.1 1"110.914.7 18.1 22.7 211.11 6.1111 10.3 \4.0 lU 21.1 25.~ 6.55 9.n.3.3 11.1 21.0 25.' 6.15 9.11 12.1 18.3 20.2 24.1 5.011 1.25 1,.. 14.9 II.S 22.5 lNO 10.. 13.1 11.2 21.0 e./9 9.55 12.6 111.0 19.6 6.22 8.79 11.7 14.9 18.3 5.n 8." '0.9 '3.9 .1.' 4.93 ].06 9.41'2.2 1\.1 4.]1 6.Z¡ lJe'Q.I 13.5 3.... 5.54 1.SO 9.1312.2 H6 5.00 6.71 nI 11 .1
.4.7
'u
33.4 3U 30.3
41.4 45.4 40.0 44-0 38.4 41 .. 3(1.1 4(J.I 35.0 31i.O 33.3 31.3 21.~ 31.7 35.6 z¡.~ 26.5 30.2 34-0 21.7 15.2 28.8 32.$ IU 2208 211.2 29.1 11.1 20.8 24.0 21.3 16.2 19.0 22.0 25.2 14. ~ 11.5 20.3 23.3 13.1 14.2 18.9 21.6 11.9 " .1 16.4 '1.9 10.4 12.0 14.$ ,6) 9.29 11.0 12.9 ".9 1.36 9.95 \ 1.7 .¡.5 :14.7 llti 42.6 46.6 34.\ 38.1 42.' 46.' 33.4 37.5 41.$ 45.$ 32.1 '16.1 40.1 " .11 31.1 35.9 40.0 ".1 31.0 35.1 39.24.1.3 30.1 34.2 38.3 .2.' 2\1.2 n3 37.4 41.5 211.3 32.4 36.$ 40.6 211.5 30.6 34.1 3U 21.9 216 32.9 31-0 2J.3 21.2 31.2 35.2 IU 15.1 29.5 33.5 2(1.6 14.2 211.0 lU 11.321.1 25.3 21.9 16.1 19.6 z¡.g 26.] 11.9 17.11 20.9 2<1.1 \3.6 16.3 \9.1 22.2
21.8
21.1 25.6 24.2
31.'
35.~
34.3 32,6 ¡1 .0 29.4
Table 7-13 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 45 0
:l.4ti :1.15
6.96
6.31
~~1
U~
2.61 2.39
5,;M 0.93
10.5
IU ~.73 1'-2 &91 12.3 6.3011 .. 7.69 10.7
~L!
25.7
lU
20.6
2U
\5,1 10,1 13,9
19.3 23.1 26.9 15.2 2U 25.S 17.7 2Il.7 24.3 16.219.621.1 15.3 IU 27-0 1'-5 17.7 21-0 1M 16.8 20.0 12.' IS,2 18.3 11.3 IU 16.7 HU 12.7 15A II.~ IU 1'--2 PI 10.1 1'-2 1.53 9"311 .5 U1 8,3110.2 5.n 7... 9.11 5.JO 6.69 3,23 22.1 :16.7 JO.6 22.0 2M 30-0 21 .325,] 2t.J 20.6 2'-5 28.S 19.! ZU 27~ 19.1 23.0 2/.0 lB.. 27.3 26.2 17.7 21.5 25.5 11.1 2Il,1 20.7 15.9 19,5 Zl.l 1<.& 18.3 22-0 Il.1 17,2 2Il..! 1l.9 16.2 19.6 12.1 15.3 18.6 1M 13.7 16.7 UO 12,3 15.2 1,71 11,2 13.9 U l IO.2 IV
18.0
8.76 11 .5 8,2' 7.33 6.loS S.M 5.03 0.$S 0,2$ 3.73 1.31 2.97
2.57 2.61 2.39 2.19 2.01 1.86 1.72 1.09 1.32
ue 5,M 5.215 '.91
'-5'
'-30 0,0)0 3,59 ),22
10,1 9,]6 1.11 8.00
1.l1 6.7' s.al S,og . ,~
'.06
9.6513.0 9.07 IU IU ...... 12.115.9 U71U 15,l 7.63 11.11 \0.6 7.23 10.5 ".0 MS 10,0 13,0 6.19 9.10 1... 5.62 8.J! 11.4 7.7110.6 7.1l 9,37 UI 9.22 5.7$ 1,11 5,OS 7,22 ' .50 e,~ '.11 5,110
29.6
m
33.5 37.~ ~u ~5.3 ~. \ 36.1 "".0 ~-O 30.1 300.6 3M 02,5 29,3 33.• 31,1 01-0 :18,0 JLa 35,6 39.5 :16,1 30.' 34.2 38.1 25.5 29.2 ~. e :M.7 2U 21.~ 31.6 35.3 23,3 :!U 30,0 30,0 ¡I,' :18,1 lU 11.1 ¡¡ ~ 211,1 2!U 18.2 21 .• 20,3 27.5 16.11. 19.7 27.7 25.7 15.1 1M 21.2 20.2 13,116.211,121" 12,2 u .' 18.1 19,2 11,0 12.9 15,1 17.3 UIIU IJ.7 15.8 30.6 l8.5 ....5-16.5 33.11. 31.~ '1.11. 4$.1 33,3 37.3 ",2 05,2 32,$ 36.5 "",$ 0'-5 l',1 JU 39.1 43.1 l',O 35.0 39.0 43.0 JO.2 30.2 31.2 " .2 211.0 37.0 " .• 23.& 32.6 3M "",6 V,2 11 .1 35,1 39.1 25,1 29.6 33,$ 3/.5 2U 32,1 31.0 23.2 26.~ JO.7 30.6 27.\ 25.7 211.0 33.2 20.0 V,O 30,6 11,3 2U 20,9 2M 18.1 19.8 2:3,0 215,J 15.0 18.3 21.3 2'-5
.<.7
n.
a.
n.
Tabla 7-13 (continuad)
Coefficients
e tor Eccentrically Loaded Bolt Groups Angle = 60°
22.1 21;.2 lO.O :lU 37.7 IU 15.5 11.6 25.3 29-0 3U 36.7 16.$ 41.1 10.7 2',3 2M 31,3 lS.6 39,' 43,2 lU 23 .. 27;; 31),7 lU 33.2 "-2.0 19.0 22.5 16.1 29,7 33.1 31,1 16.9 18.2 21.6 25.1 29,7 32.3 36.0 39.8 17,S 20l.8 21.3 27.3 31.1 3$.0 ~.7 13.6 In 21).1 nI 2U ),),1 :)1.0 37.7 1.:11 10.1 1),0 18.1 19,3 2V 29,1 29S 3;3,1 36.1 6.16 9.1$ 11,9 lU 1!.O 21..l 210S 27.8 31,3 :)1,8 ~95 8.~ 11,0 1M 16.7 19.8 23,0 26.3 29,1 33.1 7./0 10.2 12,8 15.6 lU 21,6 11..1 29,1 3,.. 1.99 7.11 9.121 1.9 11.6 17.1 20-1 2H 2U 29.9 '.61 M9 8.7& 1'-1 13.7 1M In 22.2 25.3 28.5 1.99 s.n /,17 UZ 12,2 11.6 ' 1,3 20.1 23,0 te,o l.S1 S,06 6,110 lTlI 10,9 13.2 ' $,6 18.2 2(1,9 nll 3.1J '.52 6,11 7.89 9.11311 .9 lU 19,2 2U 1.• ' I.O!! H3 7.16 •. 95 10.9 13.0 15.l 17.7 2().2 22,8 te.7 lO.6 :11.5 l1i5 "-2.1 16.1 22,2 te.l lO-O 3U 37.9 IU 45-11 2' .725.$ 29.' 33,3 37.3 41,2 'S.I 11.1 2',9 2M 3;2,7 '16.6 16,5 'U 16.720.524.3 29.2 3;2,1 36.039.1.3.8 19,923.727.631,5 lB 39,3 13.2 lU 23.2 27.0 31U 3U 311.6 12.5 IU 22.6 .l6.1 30.2 3·1.1 ~.O IU \4,1 1M 22.1 2M 19.1 3H 31,' 41,3 7.. , 10.6 ".0 17.5 21.1 21.8 29,S 32.3 36,2 '"l.1 M6 9.911l,2 16.6 21).1 2M 17,5 31 .2 )6,0 31.9 6..l7 9.2912,1 15.8 19.2 22-11 2Ii.S lO.2 33,9 37.7 5.~ •.71 IU ISO lU 21.9 25.5 29.2 lU 36.6 $.56 1.23 11.2 11.3 11.6 21-0 2<1.6 :11.2 3U 35.6 ' .917.:)110,113,0 le,2 19.5 12,9.l6.1 31),0 3;3,6 '.31 6.61 g,I3 11.9 14,9 11.1 1'-' 2U 11.2 31.1 3.95 5.9!I 8,3;3 11.0 13-11 16.8 20,0 23.2 211.1 30.1 l..0;8 5.16 7,6510.111,8 lS.7 11,7 11 .9 25,1 29.5 15.6
2.29 2m 1.110
I.,IN ',11 l,7lI
1.17 1.:)1 1.1$ 1.00 0.88 0.79
3.10 2.3$ 2,'S 2.1S 1.91 1.22
2m l.ao 1.62 1.17 1.:)1 1.1$ 1.00 0.811 0.79
',51 ',10 3,7lI 3.16 3.21 2,79 2,'1 2,21 2,00
,u
Table 7-13 (continued)
Coefficients
e for Eccentrically loaded Bolt Groups Angle = 75 0
nI 2H 22.'
lO..! 34.5 3B 30.3 34.\ 37.9 2e.1 2U 33,5 37.3 2M 29.3 32,9 )6.7 25.1 18.7 32,' 36.1 2"-618.131,1355 13.7 ... .1 27.7 31 .3 34.9 n7 27.1 30.7 34.3 23.2 26.7 30,2 n7 22,3 25.7 29,1 3<.6 21.4 1'.7 28,1 3U 21).5 lU 71.2 lO.ti 13,5 19.7 2M 2U :>9.7 ue 7.33 10.0 '1.9 15.~ '9.0 22-2 25,5 2M 4,23 6.\19.10\1,11<,7 '7,6 20.7 23,9 21.1 3.78 U' 1,30 \0,9 13,5 \6.4 19.3 22,' 2M 3.41 5.41 7,til 10,0 l a 15,3 11.1 21,0 ".1 3.11 U5 7.01 9.21; lU \U 17.0 19.1 22..! 27,0 lO.9 35.2 39.1 7.~ IU 2H 21;.6 lO.5 34.4 31.3 22.5 2e,' 30.1 34,0 37..! 22.125,9 n7 33,6 37.' 7,nl0..! , • .4 11,1 2La 25.6 21'-3 33.2 37.0 21.5 25.2 211.0 32,1 36.S 2L2 ....9 21.6 32.' 311.2 20.1 2H 21.3 32.0 35.1 20.5 24,2 27.9 31.1 3M IU 23.6 17.3 31,0 34.1 19.0 23.0 2M lO,3 300.1 IU 22.4 21;.0 29,7 n. 11.3 21.9 25.5 29.1 32..! 17..! 21.l 2'.9 28.5 32.2 4." 7.9< 11.1 "SO 7,29 10,] ,3,8 11U 20.4 2U 27,' 31.0 4,08 6.73 9,67 \2,$ 11).' '9.422.926,' 30.0 3,n 1.25 9,05 11.1 15.3 1M 22.0 25,' 29.0 10.5 17,1 11 .1 24,5 11.0 3.43 5N B111,4 21 .~
lH
2-3' 2.0&
'.82 1.63 L48 3M
J.6S
2-3' 2.0&
'.82
,.63
' .48
17,9
21.5 21.1 20.6 20.2 lU lU 11.1 17.3 16.6
n,
2U
26.1
....3 n7 41,0 oIC" 39.1 39,' 3M
3H 37,3 311,2 35,1 34,1 33.1 32.2 lO,' 28,1 21,2 25.1 43.0 .... 2 41,1 ",3 oIC.1 oIC,' oIC.O 39.6 39,3 38,5 37,1 37,1 311.5 35,8 34.1 33,6 32,5 31.5
-16.2 45.5 ",$ ".1 43.5 ... ..! 42.2 41.6 41,0 39.1 31.7 37,6 311.6 35.6 33..! 32,0 lO.4 28,9 47.0 -16.1 ,5,6
'5,2 ".7 ...3 43.9 43.5 43.1 "',3 41.6 oIC.9 oIC.2 39.6 38,] 37,2 :lOS.1 35.1
Table7-14
Oimensions of High- Strength Fasteners, in.
1
==
~
~.
,o"
i ":;:1 :'; ::~ ::~ ::~ ::~ ::~ ::~ ::~ ::~ '1"
"'"
I!j §.: : : :: :: :: '. , ,~ •
• _
........ 111.2.1
_ _ ....
====~.E:..=::::-
~Sª=~.;C'7~;:=:
-o;_,m
=
Tabl e 7- 15
Entering and Tightening Clearance, in. A$TM F3125 Heavy Hex Bolts (A325 and A490)
f'j-!':""
"lr.";1-:-~
~~
~
.,
"
f..--( • ,g, o~o o
_
o;;¡;';'" "
""
~,
,~
1'1.
,~
""
"
,.
Table 7-16
Entering and Tightening Clearance, in. ASTM F3125 Tension Control Bolts (F1852 and F2280)
Table 7-16 (continued)
Ente ring and Tightening Clearance, in. ASTM F3125 Tension Control Bolts (F1852 and F2280)
". '" ". ". ,. ". ". ,.,
,.
~
,~
". " ". ~
".
,~
~.
'"
'"
1 1/.. '
"
~
Table7-17
Threading Dimensions for High-Strength and Non-High-Strength Solts
-..• .
_.. _•.
_.10.'
."
'"
'"
10,11
11,1
:;=-':'¡~1::..-.::.::::':..-=.",::",::. __ .. ........"..'I"'m'"..OFSniEL CoN"""-"."llON
....
-~
Tabl e7-16
Weights 01 High-Strength Fasteners, pounds per 100 count
---. .
,
".
I
~
t
~
!
~
., "'
.,
. ~,
". '"
". "'
.
_1IoIt_, ~
'
.u ," ~
•., ''""
~ ;
",
".
'"
...".
iª ,.
",
o, no
.. '"
"/.
~
'"
'" ~
..
,. ,. .,
~
,. .,
..
,.
~
.,
m
~
m
m
~
m
~
'" ., '" '" "'
,. ,. "' '" ,.
w'
"'
..
m
w
..
"'
~
on
o..
~
- .. "" ,. "., .. .. ,. .. ,,, .. '.. ..- .-'" "'_..... - ., '"_A._ "' . _. . . ,~
2.10
'
~-
U .4
,m
21.0
16.9
'00
~
~
'"
~
42.~
13.3
16.3
31.6
31.2
~
49.7
n,
Tabl e7-19
Oimensions 01 Non-High-Strength Fasteners, in .
......",In.
.... DIa., f, iL
.... "'..
C;In./I, ilL
f, iL
,,, ..... ''1 .. '1.
'Ilo
C;iIL/I,ilLf,In.C; IL /I, IL
,,,
",,.
IR
""1'1.. >;.. >;, 'la '1(.. '1( .. ".. '..... "Ilo
C;iIL/I, iL
lln.liIL
>;,._ 'l.
__
",.
,,,
,
,''',,,,,,,,,
.... '1 ..
'" ""
'l. "l. "11 >;..
""
J!(.
"" ,..... '""Ia '1(,. ,,, "l. ",.. ,,,,,,,. "" ,1(.2 11(,."" IR '1(,. ,'" "". ",.. ,,,,.. ..... ,1(.. '1.. 2 2'1.
"Ilo"" "'Ilo ".....
, ""
"" 2'" J!(. ",.. '"''' 2''' >;, >;. "" 2'11 '" " la 2'1,. 'la 2'1 .. 2''1 .. '1(.. 2'1,.2'11 "".. 2".2I/a, 2'ilJ ,,,,.
"1 .. ,,,,,,, '11 2'1.2'" ,,,,,.. 2'1 .. '1. 2" ........ 2'" 2>;, 2 2'1 .. '" 2'1. "" 2>1, 3 ''1 .. 2'" "1.. 3 3'1. 2'" 2>;. , 2"Ilo>l. 2>;. JII.. , >I .. ¡v. 4 , 1(0
21(,,2'"
Vilo'''' J'" JIIo 1'1> J'II ,>;....... '''1 .. 3'1> .'... . " . ">;.. 4'1. 3
V"
""
3110
' '''
4'1 .. "1> 4'1> ' ''1 .. 4' >;.. ""
5'1.6'1.. 2'1" ___ 5'il 6'1> 2'1> ti 1''1.. 2''1,. _ _ _
'''.5 _
5'" _ -
I
Table 7-19 (continued)
Oimensions 01 Non-High-Strength Fasteners, in .
....
' 1/0
" ..
,' 'lo 1', .....' " .....",..
11.
, ....
2V..
201/" IV.
'lo
....
""" 'v.. "..
,v.
' '1 .. 1'1011. '''''' ' 'lo 2'10 'Io ' VI , ,,, .. VIo ' , .. ,., " lo VIo ' 'lo " lo 2v..
' '1 ..
'k
1'1>
.....
' 11. . ., .. ' 01/ .. 11. VI .. '1o 2"" 01/ ..
'lo ' v. , v,, ' 'k IV. ' 11. 1'1.. 2" .. , .... 2'1 .. ' OI/ .. ZW .. 2 2...... 2~" ¡ 'lo
'k .... 11. 'lo
,,, , v..
' v.
.... 11. 'lo
,v.
' 11.
211.
,....,.._ ...... ""_""".""'1 ·'..... _ _."" ..... _"" ..._ __ "_.,,. ......._ ____ .,.u. _ _ .... _v.io.. _ ..... _ . 2 • • '10 ...... _
'k
'v.
PI ..
,'l.
_
,
",,"
"""",," , .... " " ,v. ' 'II" 2V,, ' '1. 2 2Ih< ' '''' 211,. 2'10
'
. 'l l .. " ........... 2•• "' ...... _ _ _ ....
,
'v. ' ''''
Tabl e 7·20
Weights of Non-High-Strength Fasteners, pounds .... UngIh,Io.
v•
....
".,
1.3$ 7.1 1
6-11 6.11
13.0
3.0IS
1.• 1 »3 3.99
15,1 lU 11,' 19.1
3.3$
3.13 HI6 0.00
0.7'
9.15 10..\
11.3
5.01 5." 5.15
11.0 la 13..\ 10.3 6..2 15.1 6.1615J1
11.09
.>/.
1 :".
} ." t
i
j
1.10
1.13
'"
11.3
~¡¡ :t!
:~~:
1~.0
21),5
1/0 ~ .1 ~.I
v.&
1\1.3 3'-' 33.5
'11 • _ 61,'
'11.1 52.1
lo.. 1... 11.'1
95.1 '19.1 1(jO 109
:».1 lII.8
55.1
82,0
"'
70,S 2/,2 21U 79,9
".9 ".0 01/1. 1 01/1.2 50.3
6U &0,1 61.7 10.7 13.3 16.3
9... 911.5 1113 101 111
179 135 100
31.3
57.3
19.3
"5
SU
32.6
!-I.O
~.~
1:::: ::
82.3
ID..
1'.0
::.~_
I1U
m
1 ~5
151
,se
, '''
•
-
lSS
71' 731 101/1 751 262
20(1
11\
21S
~
n.!
109
20Ii
nI
m
1111
::
~ m
m:: lE ~ § 156
2IlIi
161
11111 110 181 1/11 1115 202
:~
",~
lV.
_
"3 "9
1&1
:: :: :
m
m 3M
~
~HIi¡¡1
",,-",---,-,.,. . "::"""::;:' :':::::::"=-==== . :" '.3
119 120
~:
lE lrí~j~¡~¡m
',1:
ee, 1 90.1
E!
m lH¡llin.~~:~¡~ 1
1 _
71.8 23.7 ~.g
35.6
>/. 33.9 ' 1.5
",O
.5
l.O
S.4
1.0
12.1
16,$
21.4
V,2
33.6
_"_'.""".>2
Table7-21
Weight Adjustments for Combinations of Non-High-Strength Fasteners Other than Tabulated in Table 7-20", pounds
"' - · ' 1'
'Jo 3.0
'J,
1/0
1
1'/0
3.5
5.5
a.o
12.218.3
1'1,
1.011.611.223.232.1"-2
U H
1.0 5.0 2.6
for_ . ...--___
1.3 U
l· II
.... _ _ 10 _ _ _ ... ... _ _ _ ....
·.........
_~
... _IO"_ ...
_~_HO.
1.& 10.1
lH In 2<1.3 O.l o .~ .11.2 ~ I -1.7 ).) 5.0 U 11.3 1..0 U \2.2 15.0 IU 23.2 U 5.1 fi.O U U 11.) \6.5 20.1 V.O 3;3.' 1.]
10.0
11.1
ll.1
11.1
Tabl e7-22
Weights 01 Non·High-Strength Bolts of Diameter Greater than 11/4 in., pounds
_Il0/l_.10.
~~ , oo~
, ....
1'1.
, ....
t
2'J.
2'11
l'i.
¡ ~¿ ':~:~ :: : : :. : ~--
___
n.-S/IWo. ~ --
s..-_ s..-_
1IOrtr .... _
02.0
50),0 6U .,011)
35.0 02,5
51.'
15,5 91.'
!H.5122
-
12516'
-
-
204
Z99
1112
131
.,i -
,
==
3'J.
"lIl'1.
1~ 1~ 11~~ 2~
138
\68
:lOO
Z36
212
120
313
366
20a
2801
m
-
-
-
-
-
-
-
-
101 -
118 -
210 -
-
-
-
564
13!
950
l1!lO 1\JO 1810 2110
PARTa DESIGN CONSIDEAATIONS FOA WELDS
Rao.tio8 ... pl"cTe>li~(RT)
PROPER SrECIFrCATIONO'O""'O"""""""' "
' .' .' .' .' .' .' .' .' .' .' .' .. ..
ECCENTR ICALLY LOADED WELD GROUPS
Ec<:cnlnoilyinl""I'l ... oflhtF.yi~S"rf"". In".n l.""",,,sCenlcrt>f ROIal iooMClllod
E"""nlricilyNOIm.IIOlheJ1.oet>fIOeF.yi'\!lSurf""" (ITIIERSPECIFICATlONREQUIREMENT$AND DES IGNCONSlDERAT10NS
::
Minimum SfH:lf Dimcn,ion' ro.- Fillet Wcld, Uc • .nCopc:,aoo WddAe<:e<' 11,,1.,
DESION TADLE. DISCUSSIDN . . ....... . . . . . . . ..... . . . ... . . . . . . . . . . . . . •
ThbleS·I.C""ffiden".C.fo.-C"""""trica llyl.<>aÍnts T.blog_3.EI«1rodoSt"'"gthC""ffidcnt.e, T.bloS-4.C""ffidcnts.C.forE.c","'ricallyL..oodo T.bleS·II . Coeffid""".C.for F.cce"'ric.llyLoadedWeklGmup' T.bIeS· IIo.C""ffidc"".C.forF.crc" 'ric.llyl.oadcdWcldGroo¡>o T.blc.S. ll,Appro,imatc Numb
~
GENERAL REQUIREMENTS FOR WELDED JOINTS Tberequi",n>e nl>forl<'cldcdron"""'li()llarcgi'"ninAISCSptrjfi"";'H/Sedg<:e ", i,h " ',;,,on ",cidingprocoo ure ,,,,,,,mea'i,,", (WI'S). WI'S arequal ified by 'e .. ", rre
,"",",".
dcf«",EoogcllH:wddro<>
""IIj<>in"aoJr,,,".imilar
CONCENTRICALLY LOADED WELD GROUPS TlIc Ioad·
deforma'ioocompa'ihili'y.since'he'ranm,,,,,,lyloaded ....,ldwillfrao'urebef,,,,,'heloogi. 'udinallylo>
/'
---:r
~~,.-
'" • ",,',",',,'."", '.'.~'" "..,'"_"" ,,,o, ,~.,~ "'"''" ","~"' .,. m','m,,,,
; : ;;;,~:~ "" '" ::;"."';'~,: "
~, : 2.;;,,,,:;:,:,.:!,;~,~~;;::::i~:::~S~:~~,;~E::'~~::: :~=.
" ' I '~"'~ '.· I '~"'·. M. .. E [F....;,A•...-{ ...;j-f;...... A..,¡()'i )]
"
"",1
,,.- /
TodclCmlioc!hcrcsult"n,shcarpcrhncarinehof"dd.,,.. or,,., mu>lbcrcsol.edin',,
h<>ri',O'\lal"""'p<>nc"".,.... or',... .• odve~k.l componc n"'.'_ or'''"'."·berc ,,,.._ , .... inO(LRFD)
',.... ,,...s inO(ASD) ,_
_ r,..co>O(LRFD)
' _ _ ',.< ""O(ASD)
(8_60) (8-ób)
(8·7. )
(8-7bl
'--!'f
'--T '--T
,,"',1
,,··,1
(R_ Un)
r_ KT '- - ~
"%' 1
".,~,
.. hkh,houldbecom pared'othe ... il.bIO"""ng'h . f""ooinA ISCSp«ipcar"mT.hle Jl.5 , Forfurtl>erinfonn"i"" . 0« Ih U in'(197L)
"
,
~,~I-"-I~
: " :J .j[~ I~.riI, - ![;+M,l'
I,.-o/i I' - ~'M.~
1__
~'
I, -d'+~";i
1,. _"'" I, - ""'+~d;~
';~';(;:'ir "'(H)"'"''
,•• [¡-!)o' ',·[H)·'"",1 ,•• [¡-;)o' "'[¡-W",',1
I_-{;
r. -!f;
I_-{; 1, _ ~.¡,.} + I~~~"l &_:¡.,}
OTHER SPECIFICATION REQUIREMENTS ANO OESIGN CONSIOERATIONS lñcfolk>w ingod"'f .pt'Cif"'ation""luiremcnl. andde,igncoo,idernlion'.pplylolhe designof"'clde
Special Requirements for Heavy Shapes and Platas ForCl P g""",."'cldedjoin"inhe .. y ' h.pes " 'ilhonongolh ickoe"c,ceedinglin or bui ll.up =1ioo, """.i,'in& of plat•• wilh . thick""" •• ceed ing 1 in .. "'" Alse SI'nific~,;,",Seclions A3 . lc.O
Placement of Weld Groups For1he""luif«lploccn",ntof,..elugroups""heeO
Welds in Combination with Bolts F()I"wcld,u>Cd incombination ""ilh bolh . ..,.,AlseS(>K'ijiro'¡,m SectionJI .8
Fatigue F()I"applk .. ioo,in,·ol,ing [,tiguc . ...,A ISC
SI'"'~ifi<~¡j""AppeO
3
Welding Considerations and Appurtenances
Qú-i" Elevalion
L;:J 'I'~~' ~'""~ Elevalion
fiJ.S· ll. CI,m"'K'.. ,jo, SMAW .·,ldi"g.
"'_I
..
FillatW
.
Minimumshelf dimension(in.)
.""
-----"-----
~r,=~,¡rOO ~ar rel="nofollow">ge Ove~apping
Beam
coverplate Note: Exler>sionbarsshoo1dbealleasl ló" thk:ktorlKlucehazardolwekl"blowlhrough"
fll!1J1
RUllO<Jl~ateo< --.l
bac+;ingbare>sion
Waldtabs
LamellarTearin9 Figurc.S.17andS.ISil lustrnIC¡>refmcdwddedjoinlllClcclionandconocclionronfigurn. lion,for.voiding,us<eptiNliIYIOla"'ellaclearing,lkIing u.mdl",Tcaring-inI':lrl 1
CPO= Susceptible Detail
Imp
CPrP f¡t _8./7_ S.''''p';b1, unJiml,,,,,..dJ.,,,¡I,,,,,,,JNN 1M i,...id,,,,..,'¡¡"""UU",..,'int_
WEL.DING CONSIDERATIONS FOR HSS n.reweld, .ren>Orecom""",inIlSSbe<:.useor.hei""re.,inglikolihood.h"'heIlSS <:<:>m<:' i, . pan o(.1>e "d«tioo.are juinedi.illu,'ra'edinFigureH . 19.l1>eoa,ie"arrango"",n' f"''''cltlingoccu''' "'i'hequal ",,11 Ih>Ck".., seclio,,,. U"".. , .. ,. wPK:n IPK: <:<:>m<:,ra.Jiu, iocrc'\dd"",,, ... lIthick,,,,.. ,,,manuf,,,,'uring tolmlll<,.1. '" by use ofl>ackin&. Seo ~"igure,
HSS Welding Requirements in AWS 01 .1 AWSuse"I>e,cm,inology··,ubular"·(",.lIholl(IW,""n>bcrsincluoJingpipe.hollow""'"
~';~~';;~;:~S~'::~i:'x =,iOll<. Thc f"llo ..i"8 =t i"". in AWS DI.I appl)" 'o
m
----ct.,------
:>"~,--F",'Z:, 1,,>
'.'
~
<,,\
ImprovedDel ail
FlJ./J·IB. S."",I"ibl, "",liIllP"'IWJae'"il,w,,...Jid in"rs«ling"·~ld, ,,·ithhig h,"" mi",.
~-=1
~r)
OESIGN TABLE OISCUSSION
Tabl e 8-1. Coefficients, C, for Concentrically Loa ded Weld Group Elements Cooccn'ri,·.lIykxHkdfill",,,,,ld sroup'mu>lC()n;;ocr'hccffe<.10floadingangleandddor. m",,,,,, compa'ibili,y "" w" ld "",nglh Byn'ul'ipl yinS'hcappropri.,e'-"ue50fCfron,nb'cS.1 by ,hca,.. ilable"",nS'hof .achweld . len"'n' .• neffcc'i,.... reng'hi.dct.rrn inedfor.ac hw.ldcl.men'.Thc .... il.ble w"ns,hof ,hc"'eld¡"",pcanbedctcrminedbys" m",in¡llIeetT~i""
,,,,n¡lhsof.llof
Ibc dcm
."y ,,'e1d in lile ,,'. Id groop. For "'" ",.Id ¡roo p >"",,'" in Figu'" 8-21 .lhi , i.
'lCl'·
~
¡p
-
+
'-L ' J
p.
Load . passes throogh thegeometriccenterol thewe4dgroup
~
,oo,,~ N, 1""-,wekl18 ~ ntl lh
Throata,e3
~ III)I'IMI
(shaded)
throatsize
/
;::P
~
..
~ ~""
oolface
~
•
.
Groove arIQle FilletsOze
Effedivelhroat
Partia l-Joint·Penetration (When reinlorcir>gr.llelisspecifl$d)
Table 8-3. Electrode St reogth Coefficieot,
el
El«trodcstrcn8'hcodf,ócnlS.C, . whic hcan be "«xl 'oadj ... " ,helabu l.,ru , .. h""of
~~I::~~~~I~: ~:;"=~::::f!!x:r·;.~g:;~~\~·ci:'::; .ndO.8Sf",.EIOO.ndEI'O, 'hi, occoun"ror'he""""n.inlyof."rapolali<)nlOlhe .. highe'-Slrcnglhelt
Tables 8· 4 through 8· t 1. Coefficieots, e , for Ecceotrically Loaded Weld Groups TobItsS-4lhrooSh8- l lemploylhe in>lanla"..,... 'cen.... ofro.. lion,~IIod ... di "'"sstd carücrinlhi'l':u!.forlhewcldpa1lc""mtlcccrnlricrondilion otO'.IS· .3O'.4S· .lIY'mtl7S· ,Thc .. bu'.IC::ocnlric'bearfon,,
When Analyzing a Known Weld Group Geometry ''<><.nyof 'he\lo'cldgroopge<>m
Table8-1
Coefficients, e, tar Concentrically Loaded Weld Group Elements ~-
::: f----,--,-----,----,--,-----,---1
Table8-2
Prequalified Welded Joints
u _ _ __
_
... _.,.
&,.-",,--
1 _ " , , _Cl'M'I
._
$,$,.$, " , ....... _ .. - _ .. $,50.$:'_ l!,.o, , __ _
·, """'_____ ...... . . . ..... ..-.-___ ...... _---.- .... ··.--"'-"---"---~-""-""-"_. .. __ ..... _.... ............. ... ..... _,...•
... _
...... _
.. _ _ ....
_~_
-~-_
... Gl...,
~_D1.,_",1.2.
... _ _ _ _ -$l ... FCAO<
_ _ ..... _
----_ _ _____ -.....----"-----,, __""-""--_ . _--_ _ _-__--. __,,_ '
"
~
'
_
,
"
_
,
"
"
'
'
_ _ _ _ i l I . _ .. NSt; _ _ h
•
,
..,,~,
.. _ " ' _
__"_""_" _ _ _ _" _ _
___ .. ',.I"",_",_'U.
_
_ _ _ ilI _ _ " _ _
-.....,~
,
...
..
..
...
) llIO_" ... __ ..... _ .......... _,3II· .. ,......... _ .. W",3II· .. _ _ ........ 10"" ... , _
,
....
..
.... .. ..
...
~ ~Ef~~:?tf.E~;;-::;;-'
Table 8-2 (continued)
Prequalified Welded Joints
_ I "J Z I ~_ I ,
I_r :-¡, 1,_,1::::
= 1 ~ I DI II I V I V I Y I ~n~_s.,-
vlv llr
Table 8-2 (continued) IFILLET Prequalified Welded Joints L - Fillet Welds
BASEt,lETA.l.LESSTHII"
BASEIdElAl."..... (6"""]
1/' ''',16mmJTH ICK
~MORE IN TH I C K NESS
(A)
(8)
MA)(IMUMOETAllEOSlll:OFFILLETWELD AlONGEDGES
_ __
.-..- .... .. _....
· _ _ _ , .. _ _ _ U _ _ _ _
... _.,.
Table 8-2 (continll ed) IFILLET Prequalified Welded Joints L - Fillet Welds
:::
_DoO¡¡ooooo
----==:....... 1, .. 1,
_
....
~r=;--_ N.., --
Table 8-2 (continu ed) I CJP Prequalified Welded Joints L - Complete-Joint-Penetration Groove Welds
':
.... ' ....
"" _ _ 1.0.'"
o-o 0.0
.'¡"'~
.'¡"'.'"
.o .o
.'i.. ~
,
.'¡"'~
,
lO
..:..
Table 8-2 (continu ed)
I
CJP
Prequalified Welded Joints L-Complete-Joint-Penetration Groove Welds
:;:;
~,~
-- "····,·1·... 1·,",,· • ..::.
"""
T«I-l
"'_
U
0. 0
.o
••"....
Table 8-2 (continu ed) I CJP L-Prequalified Welded Joints Complete-Joint-Penetration Groove Welds
::
Table 8-2 (continu ed)
I
CJP
Prequalified Welded Joints L-Complete-Joint-Penetration Groove Welds
- - . ~ o:. -=r=- =: ,.:..
- -
" " ¡.:::.-:; ::.,:,::,:, :.~:,' ~' . I. 'h
~
.'''"' -4 .... ~
.... .... ...... .. ..'¡",......... ' '~
'",
'",-''''
- ':~~: a':."i~ :,~~
1---+---t-'c'C1 • •w
.~
JI
lO
..:.
Table 8-2 (continu ed) I CJP Prequalified Welded Joints ~ Complete-Joint-Penetration Groove Welds
U
. .... '. . . . '..... -0 h •• '," .'".-0
.'hO,-'" .... _ _
lO
_ _ f--"':': ' -=;",-+,""';:'=,-'I ,~-_--.-c=-=,_ h'h
1•• 10'"
Q • .,;'
...
...:w
u ... 1
Table 8· 2 (continued) I CJP Prequalified Welded Joints LComplete-Joint-Penetration Groove Welds
prequT~~~~:d2 ~~~r;~d~oints ~ Complete-Joint-Penetration Groove Welds
1,
.... _
•• w I
I
I
--
Table 8-2 (eontinued) I CJP Prequalified Welded Joints ~ Complete-Joint-Penetration Groove Welds
-
~..
~
,"'1._
.0.-'$
.'1,41 .'....
=:-~T'§;=~)= .~ " -'."'$
.'¡"'~
.'¡"'-'~
...
fo=..-b=l----cc--+cI" ':~~~ ::~; ~:.":'I-::-.-i=±'é:I
Table 8-2 (oeontinued) I CJP Prequalified Welded Joints LComplete-Joint-Penetration Groove Welds
Table 8-2 (continu ed) I CJP Prequalified Welded Joints ~ Complete-Joint-Penetration Groove Welds
Table 8-2 (continu ed) I CJP Prequalified Welded Joints LComplete-Joint-Penetration Groove Welds
Table 8-2 (continu ed) I CJP Prequalified Welded Joints LComplete-Joint-Penetration Groove Welds
_ _ f--"':': ' =r-,-+,"""';;:.=-T.::;=::=:::.~ =.:
Table 8-2 (continu ed) I CJP Prequalified Welded Joints LComplete-Joint-Penetration Groove Welds
1-
o.,
1····1'.;;:·1,··
Table 8-2 (continu ed) I CJP Prequalified Welded Joints LComplete-Joint-Penetration Groove Welds
_ _ f--"':': ' =r-,-+,"""';;:.=-T.==::=:::.~ =.:
Table 8-2 (continued)
I
CJP
Prequalified Welded Joints LComplete-Joint-Penetration Groove Welds
-
-1"';':':'-,
--
~
-
- -l " 1" '::' 1:::: 1::: 1:::'= = - .~ 1 " 1- ····'·1····1'·'·1,·· • 1 - ':,' :::: _ 1 " 1- •·.. ,·I··vl,·'·I.. • • 1-- o;,'
'=
" 1" ::::::1:::1:::1::: ,: u . . ... '... ~ . :IO' , . '~
r....
...
... _
~~~
Table 8-2 (continued)
I PJP
Prequalified Welded Joints L Partial-Joint-Penetration Groove Welds
~ Tqp-l,,,,,,,,,",,,,",,, ..
"l
"""1r--R
NOTO!.ERANCE
,,- 1- •. ,. ,"·1 .'. • ,~
. . ... -"" .'",...
.'h<
...
~ '"
(E,)R
~r
"
...
::
-...
~L
_~
~,-
-If.-,
-.-
-..l
,,- 1- •. , 1,"· 1.'. • ,,- 1- •. , 1,"· 1.'. •
~
Table 8-2 (continu ed) I PJP Prequalified Welded Joints L-Partial-Joint-Penetration Groove Welds
Table 8-2 (continu ed) I PJP Prequalified Welded Joints L-Partial-Joint-Penetration Groove Welds
::o..:.~"~=~= :'~~ -
,.'~-
.......
.',,"
Table 8-2 (continu ed) I PJP Prequalified Welded Joints ~ Partial-Joint-Penetration Groove Welds
Table 8-2 (continu ed) I PJP Prequalified Welded Joints ~ Partial-Joint-Penetration Groove Welds
-'1,
.., (j. '
Table 8-2 (continued) I PJP Prequalified Welded Joints ~ Partial-Joint-Penetration Groove Welds
Table 8-2 (continued) I PJP Prequalified Welded Joints ~ Partial-Joint-Penetration Groove Welds
Tabl e 8-2 (continll ed) I PJP Prequalified Welded Joints L-Partial-Joint-Penetration Groove Welds
"
. . .'"....
' .'h ....
..... ~
.'1-4
.'O'.-f'
, '0'.-$'
,
... . !O"
',,"
...
Table 8-2 (continu ed)
I
PJP
Prequalified Welded Joints L-Partial-Joint-Penetration Groove Welds
~"------
L:~;:t-¡ji "W} " [ --
"
.....'"....
' .'h ....
..... ~
.'1-4
.'O'.-f'
, '0'.-$'
,
... . !O"
',,"
Table 8-2 (continued)
I
FLARE
Prequalified Welded Joints L - Flare-Bevel Groove Welds
1."""_ . . . . - roT-· ... . . Ir
l ...............
'" 2
Table 8-2 (continued)
I
FLARE
Prequalified Welded Joints L - Flare-Bevel Groove Welds
~
.L
.,T
-'
J.
1:.,
;..¡¡..:. ~
T ,. I, :~: :: '-T
'
~
LJ
TUBE
Table 8-2 (continued)
Prequalified Welded Joints PJP T-, Y- and K-Tubular Connections
-~-"""'..-
~
_~_~T:~T~ ~~ """"""""'
",," . . e llOH
---~.,,-
~~~
Table 8-2 (continued)
~
Prequalified Welded Joints PJP T-, Y- and K-Tubular Connections
~
Table 8-2 (continued)
Prequalified Welded Joints PJP T-, Y- and K-Tubular Connections
~
w,_;. .
~v,. "-.:" V'
w.
w.'
,.~_ .
,.~_.
~"A '\\ ..'. w¡ w.
,.~-
_.-...__.........-._.._............._-.._,._......._-."._JO. ... _ ____ ....._--_.-------_. -----...... __...__. - __.. ..
_-_ __ ~ ."
''''
,,_
y
_-
Table8-3
Electrode Strength Coefficient, C1
I
I
Table8-4
Coefficients, e, for Eccentrically Loaded Weld Groups Angle=O' SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _2.OO1
I,-·~ , -~.&, ,-· ~I,-· w .:'!:..::=.I
¡:==~=-··~-~JI "·I· fJl{ ~,;r·"· ::g;:::z:~, 1: ' • L~. l. ~:S:?~ __ o
0.1
II.Z
U
lA
l · ~:
L!LJ
H
~
U
o.rt u
U
u
1.0
1.2
1.1
1.4
1.1
2.0
mmmumm ___ _
~~~~~~~
_ _ ww_m _
..
www~~~~~~w~~_wu_
,.,.~~,.~,.,.~
, .,.=,._-_
U~ ~ _ illill~~~~wm~~m_~~ u __ __ mWWill~_~_~
[1 _
~rn
w
~
~
w
~
~
n
r
l
l
i
~
~
__ __ __ __ ____ _ ~_~rn~rn~w~ _ m_~~m~_ ~
u u
¡~~I¡ffi¡E~¡ffi¡~~¡ilil¡~¡ffi¡~I¡E¡~¡[ :~
':::"
.... . . . . . _
"" .... _ . . .
_
_
.. AISC _ _
Table 8-4 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 15° SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
I,-·~ , -~.&, ,-· ~I,-· w .:~:.::.::I
i;,::g. .
[:=::..-::.:::-..:~~-~rl (IY:'-I I'-l.lJ¡ . ~: /·¡·r W ".~~
::=--= -=:, _
~
o
0.1
~:~ ~: ~ ;~
_
H
o.rt u
u
;: ~:: ;~ ~:~ ;~;~ ~;~;~ ~:1 Ir~ ;: ;: !:: II.Z
U
lA
U
U
1.0
1.2
1.4
1.1
1.1
2.0
;;~;;;;;¡];~~;;~; _~~w~~w
~
__
~._w_w
~
_~w~~~~rnrn~w~_w_w_ ,.,._~,._,.,.~
, .,.=,._-==
_ _ _ ___ __ W_Will~W __ _ _ __ __ __ __ __ __ _ ~_ill~mww ___________ _ _ _ _ _ _ _ _ _ _ _ '.illWW'. ~
~
W
W
~
W
~
~
~
~
l
l
i
l
l
i
~
UillWWill~~~~W~_W~
U u u u U u
illill~~~
~~w~~w~~w~~
1: ::: ¡E 1m:E mHm:ffi ¡¡¡¡:¡¡¡ 1:;¡ ~~¡ ::11::' ¡E, :~ :=
_
':::"
.... ..... _
"" .... _ . . .
_
_
.. AISC _ _
Table 8-4 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 30° SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _2.OO1
u
_______________ _
_m_mm o 0.1 I I . Z U _U_ UU m_mm o.1 U U _ 1.01.21A ___ 1.11.12.0 mm __ __ __ ____ _ __ _ _ omwmmmwm
W~
g. ______ _
_____ = ___ ----------------__ w= =_8 _____ _______ ____ __________ __ _w u _ __ .a __ _ __
_ ~~w _~~
_ _ _ _ ~. _ _ _ _ uu =_ ___ _ m __ _ _ ~~ _ _ _ _ _ • _ _ ~w _ _ _
= __ _
uw= _ _ __ _ _ _ u= u ___ ___ _ -==~---~~._-----w_w~
,.,._w,.~,.,.w
'
••
~
o,._
uww_www~w
___
u
_______
u
[1 _
wwu_~
u
_____
~_~
_ _ _ _ _ ,._~_~~~~~_~ ~~~w~w~ww
¡E~¡E¡E~¡E¡sl ~¡~I¡EI~I¡~:~ :~:~ :E
':::"
.... ..... _
"" .... _ . . .
_
_
.. AISC _ _
Table 8-4 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 45 0 SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
uww _ _ _ _ _ _ _ _ _ _ _ _ _ _ o
0.1
II.Z
U
U
UU
o.1
UU
1.01.21A
1.1
1.12.0
-----------------~~-----~---------------~~------_ ______ _mmwmw __ __ _ • ____
w~ _
.g_~_W_W
uumuw __ _ u ~ _ m_ __ _ _ _ ___ . _ __ __ __ __ mmm _ M _ _ _ _ === ___ w _ _ _ _
-==-=---_._-----______ _ _ _ _ _ wmw_y_m _ _ _ _ _ _ _ u _ __ ~_~_guw. _ _ _ mm _ _ _ _ _ _ m_ __ _ _ ,.,._~,._,._w.
u
__
~
w ____ u __ w
____
______
~
w
~
w
_
~
u _______
u
___
~w~~~~~_~~_ ~
m
_
~
m
_____
_
u
u
=
uw~~w_~_w~~m~~_g_
w~~~~~_mw
,._~,._~,.~_,.
1: ¡m¡¡¡¡I=¡:¡:;¡¡~¡¡¡¡::¡:i~:~ : F.:~:::E ::
_
':::"
.... ..... _
"" .... _ . . .
_
_
.. AISC _ _
Table 8-4 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 60° SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
•
_____ m _________ _ o
0.1
II.Z
U
U
UU
o.1
UU
1.01.21A
1.1
1.12.0
u _ _ _ _ _ _ _ umummmmmm __ __ _ ~~ __ um_m~ _ uww __ w _ __ __ __ __ _ _ wu _W~w_g~wumm _ _ _ _ _ •• _ _ _ _ _ m _____ _ _
__ _ ww _ _ m _ __ _ _ _ uw _ _ __ __ _ m __ __ __ __ _ _ _ _ _ _ m u _u __ _ _w ___ _ __ __ __ u _ __ m __ ___ m_ __ __ _ w_ __ m_wa
--------------- -g=_w __ ,... ===---==------=_ U~
___
u_~~w
__
m __ w __ um_w _ _ _ _ mw
u~~w~~_~
__ w_m __ _______
u~w~~mwm_w
__
uww~~ww_m~
_
~m_w
__
____ _
u~~~~~_~ rnw~ugw_ u,._~,.,.~'._~'.m
Table 8-4 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 75 0 SIr""lll'''' . _ _ , ....... /VIl.. R" _ cc,,,,, _ o.75,U _ 2.OO1
o _ 0.1 II.Z _ U _ U_ U o.1 _ UU 1.01.21A 1.11.12.0 _ U _ _U _ _ W_ _ _ _ _W _ W _ __ _ _ U U_ __ _ _ W _ __ __ MMMMM __ .WWWWWWWWWWWWWWWW W _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ WW
.mm ____________
_ _ _ _ _ _ _ _ _ _ mw _ _ _ _ _ _ _ mww _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ mm _ _ _ _ _ _ _ _ _ _ ww _ _ _ _ _ _ _ _ _ ~ _ _ _ ____ m __ w ________ _ _ _ _ _ _ _ w _ _ _ _ _ _ _ _ ~_
,. __ =________ m
u
_______________ _
___ ••
u_wm_www _ _ m _ _ ww _ _ 2-" 2.<16 2.53 2-26 2,27 231 2m 2,\1 2.1! '-911 1.111 ~-03 '-42 1.114 1.90
2.63 2," 2-27 2.13 UN
Hli ~.e9 3.~ ).19 2!ii U,III 2,114 2.99 2,39 2-52 2,66 UO 2.2<1 ~.36 2.50 l.63 2,10 2.22 235 MS
H3 ),14 l .JO 2-911 3, 10 2-7& 2.el! 2-62 2.76 ).3$
).7(l 4.01 t.:11 ue 4 . ~ He 1.4) ua 4.(16 4.19 4,013 4.63 l2e ),51 3,. 4.10 4,31 4,013 3.07 ).3$ l . ~ ).$2 4... 4.3:2 2.90 3.20 Ha ),/4 U1 4,16
1.71 1.13 1./9 I.M 1.95 2-102,22 2.35 2-013 2.62 2.15 3.~ 3.313..\7 UJ 4.01 1,61 1,113 1.69 1,n 1,111 1.95 2,102-23 2.3& 2,49 2.$2 2.48 3, 1! 3." 3,64 3,115 1.52 1.$4 1.60 1.66 I.n 1-" no l_11 1-24 2.31 1_49 2-75 lOI U6 3.49 )./1
Table8-5
Coefficients, e, for Eccentrically Loaded Weld Groups Angle=O' SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _2.OO1
o
0.1
II.ZUUUU
o.1
UU
1.01.21A
1.11.12.0
mmnmmm _~~~w~~w~. _~~
w
__
_ _ w_ ____ w _ _ _ w_
wg~mm
~~~~w.w_w
,.,.~~,._,.,.~
,
.,.w
U~~lliillw~w~_m~
U ____
u~w~m ~
u
~
m
~
w
~
~
l
l
i
~
_ __ __ __ __ _ _ _ ~~uww_w_u ___________ _ _______ ___________ m
u u U u u
Will_~~~~~_ww_
,._~~,.
m~ill_www~
1: ::SE;::::::::::I::::::::::I;::":;;:~ :~
_
':::"
.... . . . . . _
"" .... _ . . .
_
_
.. AISC _ _
Table 8-5 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 15° SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _2.OO1
0.1 I I . Z U U U U o.1 U U 1.01.21A 1.11.12.0 gmo _ _ _ m _ _ ~w _ _ _ _ www .wwwwwwwwwwwwwwww _ _ _ _ m _ _ w~_w __ u_ww __ Ug __ ______ wum_w w _ __ __ __ __ _ ~ __ ._"
----~---~------- _______ w_. __ m ___ _
__ ___ ___
________ _ ______ _ __ =. __ __ _
g_w_m_m_~_W
~_u_=
_
U
w~~
__
___
~_~
~
=~.
m_w_m
w_wm_~.u_=w
illill~
____ W
,.,._~,._,.,.~
u
___
u
_____
u U u u
1:
_
__ W
__ _
, ._=-----
~~w~~~~~~Wg
~~~~~~~~w
__
__
__
_______ _ __ __ __ __ __ __ __ __ ill~ill~~~m _ _ _ _ _ _ _ _ _ _ _ '",.~~,. ~~=~~_~
~Willill_~~~
¡*¡:¡¡I¡E¡E¡¡¡;¡r~¡~::¡~I ¡~:E¡::::;;::
':::"
.... ..... _
"" .... _ . . .
_
_
::
.. AISC _ _
Table 8-5 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 30° SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,,,, _ o.75,U _2.OO1
•w o __ 0.1 II.ZUI.40.5U 0.1 U U 1.01.21.41.11.12.0 . w __ wwwwwww_ww gWU~ __ __ U~UU ____ ~ __ __ _ ~ ~ _ __ w _ __ __ _ _ mm _ _ _ _ u~ _ _ _ w _ _ _ _ __ _ w~_w_m __ _ _• u_ _ __ __ __ __ _ u_ ______
______ ______ _ _____ =_ ----------------_m _ _ _ _ _ w~_~_m _ _ _ _ _ _ ww _ _ _ _ _ . u _ _ _ mwu w_u_w __
_~_=
___ ___
~_mw=_.
~
_ _ _ u = . _ _ m _ _ um
~W
U ill _ _ _ ______ ,.,.w~,._,.,._,.
w __ _
u u
__ _ __ u __ __ _ _ _ ,.~w~w~ _ _ ~ __
ti
¡~~¡~¡~~¡ª¡~~¡~I¡~I~i[ ¡~ ¡~ ¡~ ¡~
u_~~~w~w~_~~~_g
mw~=~ww~ww
_':::"
......... _ " " .... _ . . .
_ _ .. AISC _ _
Table 8-5 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 45 0 SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, . o.75,U _ 2.OO1
-,r -.-
LL-L-J
uww _ _ _ _ _ _ _ _ _ _ _ _ _ _ o
II.Z
0.1
U
1.4
0.5
U
0.1
U
U
1.01.21.4
1.11.1
2.0
-----------------~~-----~---------------~~------_ ______ _mmwmw __ __ _ • ____
w~ _
.g_~_W_W
uumuw __ u ~w m_ __ _ _ ___ . _ __ _ _ mmm _ M _ _ _ _ === ___ w _ _ _ m
-==-=---_._-----______ _ ____ wmw_y_m _____ _ _ ~_~_guw.w __ _ m_ __ _ _ u _ __ _ _ _ mm _ _ _ _ ,.,._~,._,._w.
u
__
~
w ____ u __ w
____
______
~
w
~
w
_
~
u _______
u
___
~w~~~~~_~~_ ~
m
_
~
m
_____
_
u
u
=
uw~~w_~_w~~m~~_g_
w~~~~~_mw
,._~,._~,.~_,.
1: ¡m¡¡¡¡I=¡:¡:;¡¡~¡¡¡¡::¡:i~:~ : F.:~:::E ::
_
':::"
... ..... _
"" .... _ . . .
_ _ .. AISC _ _
Table 8-5 (continued)
e,
Coefficients,
tor Eccentrically Loaded Weld Groups Angle = 60° SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, . o.75,U _2.OO1
r'''''; 1,,¡ _ 1:.-
{
L---"---J
u~
_____ u _ __ _ _m_mm __ __ __ __ __ __ m_mm o 0.1 II.Z U 1.40.5 U 0.1 U U 1.01.21.4 1.11.12.0 m __ w __ __ __ __ ___ _ _ _~~ __ ~~~ __ __ __ ~uu g
__ ------------------------------------------------,,---=-----------m __ m _____ _ _____ g _ _ _ M~W _ _ _ _ w _ _ _ _ _ _ _ m_m _ _ =_M~W
_~~~=
_ _ _ _ _ mm _ _ _ _ _ _ umu _ _ ~~ww _ _ _ mm _ _ _ _ _ _ u u_~~ _ _ _ _ w _ __ __ __ __ mm_ u~~~_w~ __ __ _ _
_ _ mm=_w_
___
~
_
~
~~
w
~
~
~
_
u
__ w ___
w_~
m_=~
_ _ _ mwm __ m
w
__
u~~~~
~
u
.
,
~
w
.
,
~
_
.
,
_
w
.
,
~
_
.
,
u
u~~~~m~~_~~w_~
__ _
Table 8-5 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 75 0 SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _ 2.OO1
I ,--~ ,,_':"-.&, ,-- ~ I,-- w "-":m Lt--,
J
,--&,; I
4
g _ _ ___ _ U __ ~ __ mm o _ 0.1 ~~ II.Z U _ UU o.1 U 1.01.21A 1.11.12.0 __ _ __ _U __ ~ __ _ m== _ _ ~_~ _ _ _ _ _ _ _ _ mmgmm _ _ _ _ _ _ _ _ _ _ m==mmm _
------------------------------------------------_ ____ m=mm=mm __ _ _ __ mmmm __ __ ____ __ _ =mmgmmmm __ __ __ __ _ _
u
_________ u
__ u
__ _
ummm _ _ _ _ _ _ _ _ _ _ _ _ _
,._-~------------2-57 2.51 ~.5$ ~.62 Hli ~.69 :.73 H1 2-:111 2,311 2A1! 2,« 2,48 2.53 2,51 2.62 2-21 2,212,201 2-27 2,32 2-3S 2-<3 2.-111 2-05 2.(1(1 ~-09 1.13 1.1' ~-21 2.30 2-35 L921.!I21.952.002,052.122.I S2,2
1.80 1.83 1.$5 2-90 U3 ~.96 1.1l9 3.01 U16 2,69 2.n V S 2,112 2.115 HS 2,91 2-62 2,51 2.60 2.6& 2,n 2./$ UO 2,113 2AO 2.« 2.48 2-51 2.61 2.66 2.11 2.71 2-2!i2.132.31!2-<52.522.572.622,6fi
LeJ l.eJ 1.&1 I.M 1.114 2-00 2,(11 2.13 2-l! 2,n 2.2l! 2-:16 2,43 2M 2,54 2.51 1.69 1,119 1.n 1,n 1.113 1.90 1,g¡ 2,0)3 2-09 2,1' 2.19 U1 ¡,:)5 2." 2-. ¡,51 L~ '-'O I~ L6fi 1.71 LSI 1.111 UI 2.00 2.011 2.10 2-1~ 2.V 2-33 2-3$ 2.«
Table8-6
Coefficients, e, for Eccentrically Loaded Weld Groups Angle=O' SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _2.OO1
o
0.1
II.ZUUUU
o.1
UU
1.01.21A
1.11.12.0
!~______ Ir: ¡~ ¡~ iE ~ 'm tE 1E__¡~ [~ lE ~ ~ :~:~ ~ :¡¡ :¡j w_m_~m"'.'
_________ u ___ __ _ _ _ _ mm _ _ _ a m u _ _ _ _ um __ w _ __ __ __ __ __ __ __ __ __ ~_~ _ __ __ w _ _ _
----------------__ = _____ _
w_w _ _ w_w _ _ m _ _ _ ~_ m __ _ wuw_w _ _ _ _ _ w_m_m _ _ _
,.,._~,.
u~~ _ _ ~ _ _ _ u_~w
w~_
u
___ •
•u
____ w _ __ __ ~w~~~~w m _ _ ~~w _ _ _
___________ _
Table 8-6 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 15° SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _ 2.OO1
= __ _
_ mmm __ __ w_m g_~= __ __ __ _ __ _ m g_ __ _ _ _ _ _ mg~ __ __ __ m __
__ _ ~_a __ __ w_ __ __ ~m __ __ __ ___ __ m _ _ _ _ ----=~~--------~= _ ___ uill~_~mWg _ _ _ _ _ _ _ u_~w_~WW _ _ _ g _ W _ _ _ _ _ ill~ _ _ Wg _ _ m _ _ _ _ _ U
w_ ",._-------=-----= = _____ .• ~_~W_W_g_gU
u
___
~
~_
_____
!~ !§ ¡~I¡§I !;!: !~ !~ !~ !~ !.~ !~ ¡~ !~ ~~ !~ ~.~
_
====~~=~~~:::==== ':::"
.... . . . . . _
"" .... _ . . .
_
_
.. AISC _ _
Table 8-6 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 30° SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
I ,--~ ,,_':"-.&, ,-- ~ I,-- w "-":m
,--&,; I
{m--·l? L;,j __ ~_W_M~M ___ g o_ 0.1 II.ZU U U U o.1 U U 1.01.21A g
__ W 1.1 1.12.0
_ _ m_u_~~u _ _ _ ~mm_ _ _ _ _ _ m _ _ m _ _ _ _ mmm
= ___ _ --------=-------_~ •
__ __ ~ _ __ _ ww __ __ _ ~w _ _ _ rnm ___ _ __ ------~~~y~-~-___ w ___ _______ _
__ _ m w _ g __ _______ m __ ~ w _ _ _ ~_m mww_ww ~mmw
_w~
_w~
~g_wwg_w_m
_______ ________
uww~~
__ w _______
w~
_ _ w_uw _ _ _ _ m ,.,._~------------u~_~~~
u_~~~~w __ ww~u u _ _ ~~~_,. __ __ __ __ __ __ _
u u u
______
_ _ _ u_~~_m _ u~_m_u_m __ __ _ __w __ __ __ _, . _ _ _ _ ,. _ _ _
1: ¡E¡¡;¡I¡:'¡~¡E:::::~:~ :~:;:~ ¡~ ¡;; : H: lE
_
':::"
.... ..... _
"" .... _ . . .
_
_
.. AISC _ _
Table 8-6 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 45 0 SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
__ mM~M __ _ Mmm_ o g0.1 _ II.Z _ U _ U U U o.1 U U 1.01.21A 1.1 1.12.0 _ _ u_ _ __ __ _ _ ___ _ _ __ __ gW_W_W _~ ~_~ __ mwmw~ _ _ gmmm
_ m ______
~g ~ _____ ~M_g
mmm
__ _ uw __ ___ _ _ m= __ ~ _ __ __ U_~ __ __ g_mm _ _ M _______ _ ______ _ _m_~_m_u M _
___ m___
_ _ m _ _ _ _ _ _ _ _ _ _ mu __ _ _ _ _ _ _ _ _ _ ww_um~ _ _
----------------u
________ m ____ w __ _ _ _ _ _ _ _ ww_m ,.,.~=----------uw~w~~m~ ________ -m u_w~_~_u _ _ _ _ _ _ _ _ _ u~w~~u
u_~w~~~~w~m
__
u_~u
[1 lffi ~I~I ¡~ :~ :~ :~ ¡~ rF. ¡~ ¡~ ¡E lE 8¡~ ~EI
_
':::"
.... ..... _
"" .... _ . . .
_ _ .. AISC _ _
Table 8-6 (eontinlled)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle =60 C SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
I ,--~ ._':"-.&, ,-- ~ I,-- w "-":m
,--&,; I
{m""l;, UcJ
_w_ ___mum= = ____ __ _______ _____ w __ _ __ _ _ w_rnm __ _ _ __ _ _ _ m_u __ _ __ __ _ = _w __ w_mwm _ __ _ __ __ __ __ um= __ _ _
u
o
0.1
II.Z
~_mm U U U U o.1
UU
~Mm 1.01.21A 1.1
1.12.0
ww_m~mwg~_g_W
~_WWg
___
_ _ _ _ _ _ _ m_umm _ _ _ _ _ _ __ __ __ ___ w~_w_m _ __ __ __ __ __ _ _ _ _ wm
~
~
__ __ __ ___ ___ g= ___ _ w~_gmw_u ___ __ m w
'..• _m ____________ _ u_umm_Mm ~~~ _ _ _ uw~uwm_~ _ __ __ __ _ m __ _
___
____
_______ _
u~_~ ~_ ___ ww__ =_ g_ u_~~w _ _ _ _ __ _ u~~~gwmuw
u_~~_~
~U ___ ~
___ g __ =w __ _ ~ _ _ _~ __ m _____ _ W __ w ____ _
uu_~wwm~m
U_g ___
U _ _ ill _ _ _ gW _ _ _
________ _
Table 8-6 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups
A_ .
Angle =75 0 lqjlho/, _ _ ,tR"orll"lO.iI _ _ IIo . CC,U ~. O. I~
Q . ¡.OO!
I ,--~ ,,_':"-.&, ,- - ~ I,-- w "-":m
,--&,; I
([O~ L;cj o _w __ W __ _ __ g~_~ __ _ ____ = _ _ _ m_w gm __ _ w_mw_w __ 0.1
II.ZUUUU
o.1
UU
1.01.21A
_____
1.11.12.0
m_wm_m_am_~uw
~_w
_ _ _ w_m _ ____________ m~_ _ __ = w _ _ ___ __
_m_~_wwmm
m_m~~
m_~
_ _ _ _ _ =m_u_~_m_= __ __ __ _ _ _ _ w_ __ __ _ _ mmu _ w _ __ __ __ _ mm __ __ __ _ ~m _ __ __ __ __ mu
----------------u 1.0 1.2
__ __ _y __ __ 3." H9 W 3.86 Hl ~.n W 5.11 $.64 6.1~ Mol l .' . _ 1.63 _ 8.60 _ U.'M 11 .3
~ In
2Jll 3.19 3.55 3.11!i UI U2 UI 5.n; 5./S 1i.75 125 1.249.2110.111 .011.1
2." 2.25 2.09 1.911 l.a:
2.11 3.03 3,OOl79 2.51 2.e1 3.'7 3,55 2,33 2,63 2,96 3.33 2.18 2.06 2.13 3,13 2.1), 2.31 2.61 2'15
.. n 0,66 5.10 5.SS 1,(14 M3 /.S: 1,$1 9.09 10,' "" 3.96 '.31 ~-S2 5.25 $.73 5.21 I.'~ 1.17 ~.1610 . ' 11 .1 J.n 4,1 3 ,~ 4.W 5.44 ~.!IIl US /,114 U1 no 10.1 3.50 3,90 .,31 " l' 5, 1/ 5.$2 5.SS 1,$3 11.50 U/lO" 3.31 3.6$ ~-O\I "50 H3 5.l6 5.11 1.22 5.19 9.1610.1
1.11 Ul2 2.18 2.47 2.79 lll'.50 MIl 429'.711 5.125.01 6.937.88 3.85 9,31 1.61 1.11 2.re 2," 2,64 2.91 3.33 3.711 4.09 0,09 '-!IV 5,n; 6.116 IlfIO 1.55 9!;1 1.S: 1,/1 1.$52,21 2,$12'" 3,1/ 3.$3 3.90 H9 0.$9 $,$3 '-'11.32 8,11 9,21
Tablea-7
Coefficients, e, for Eccentrically Loaded Weld Groups Angle=O' SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _2.OO1
o __ ______________ =~m _w __ _ MM w_~= ___ ~_~m _ _ _ _ _ wwu _ _ _ _ _ _ _ Mm _w ___ ~mm __ __ uw __ _ .M' ._, ___ ___ ___ m _ __
g
0.1 I I . Z U U U U _____
o.1 U U
1.01.21A
w_m~m_wm
1.11.12.0
__ _ ~_W _ _ _ _ _ __ ~w_m u _ _u __ ___ _ _ m _ _ _ __ _ __ __ __ _m _
_D _ ~ g
___ w_w _ _ _ _ _ _ _ _ _ _ _
__ _ ~w~uwwu _ _ _ _ _ _ mw _ w~w _ _ _ w _ _ m _ _ _ _ _
_____.. -_
_ _ u_mw_wm ",.~~,._=-------_ _ _ _ _ ww u~~~_~_m
_ ~ _ _ ~_= __ __ ~~w~rn _ _ ~m _ _ wg_
u_~~~~~~m~m
u u
_
ti
¡~~I¡~¡~¡~¡fu¡L~ i~ ¡~ :~ ~ ¡~ ¡~ ¡~ ¡~
':::"
.... . . . . . _
"" .... _ . . .
_
_
.. AISC _ _
Table 8-7 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 15° SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _ 2.OO1
g_mw wm __ _ _ __ _ _ m_g~w _ m~ _ o 0.1 II.Z _ U _ U _ UU o.1 _ U_ U 1.01.21A 1.1 1.12.0
_w ____ _ _ _ w~ _ _ _ _ _ _ _ _ _ _ ".=
_ _ _ _ mmwu_m_m _ _ _ m~ __ __ __ m= _ w _ __ _ w_m=mwmm w __ u _____ _ m= __ __ _ muww m _ _ _ w_gm_w __ __ _ _ _ _ __ m ____
_ ~ __ = _____ _ w_= ___ w _ _ _ U
_~_~ __
____ ~
g
____
_
~
__ __ __ u _ __ _ _ Ug _ _ W_
m~lli
ww_w~_m
__ _ _ W_g ___ ~~~W ____ ggW __
uww~~~
~
u __ _ ,.,._~,._---------gu ___ __________ _
w~ u _ _ wmww~_m_m ____ w ww w w_~w ~_w _ _ m _ __ __ _ ____ __ __
u u
_____
w _ _ ~,. _ _ _ =~_
Table 8-7 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 30° SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _ 2.OO1
_w ____ __ o __ ______________ m= _ gw _ _ _ _ rn .w ___________ mmm _ mw __ __ m__ 0.1
II.Z ~_mm U U U U o.1
UU
~Mm 1.01.21A 1.1
1.12.0
g~_mm_m_mm
__________ ~=_=_m= _m _ _ w _ _ _ _ _ _ _ _ _ _ mm ~_~_ill_YW
_
__ ww __ ~_w~w_~ __ _ ~ w __ __ _ w __ w _____ _
_ _ ~w _ _ _ w~ _ _ _ _ ~ _ _ _ _ ~_wwm _ _ _ _ _ _ _ _ m _ _ _ _ w~ _ _ _ u _ _ _ m _ _ mg_ Uill~_~_W _ _ w _ _ _ _ _ _ ~
,.,._~------------___ _ m _____ m U_~illw~~ u __ __ _ ~ __ _ __ _ _______ _ _ w __ _
w~~
u~_~~~
=_= __ _ _ mw_m~m_
~wm~ug_g __ _ W ~ _ _ ~,.~ _ _ _ _ u _____ w __ ~ ____ u _ _ _ _ _ ~_m~_=m _ _ _ _
u u
_ __ __ __ __ _
• _____
www_~_w
= __ ___ _
Table 8-7 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 45 0 Slrengl1"' . _ _ , ....... /VIl..
R" _ cc,,,,, _ o.75,U _2.OO1
__ g
_ _ _ _ M~M _ _ _ Mmm_
o 0.1 I I . Z U U U U o.1 U U 1.01.21A 1.11.12.0 _ _ u_ _ __ __ __ ___ __ __ _ g __ _~ ~_~ mwmw~
~g
gw_W_W_m~M_gU_mmm
_ m _ _ _ _ _ _ ~ _ _ _ _ _ mmm _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ m= _ _ _ ~~ _ _ u_~ _ _ w_wmm
_______
_m_~_m_u __ m ___ ~ _____
M _
m __ u
_
m ___ __ m_ __ __ __ _ w_m= __ __ m _ __ __ __ __ _ _ _ _ _ _ _ _ _ _ ~w_u _ _ gm u
________ m ____ w __ _ _ _ _ _ _ _ ww_m
,._---=----------u~w~~u
uw~w~~m~ _ _ _ _ _ _ _ _ m
~§ªª~~@§§§§§ª§~§ill
1: t;:iliI=I¡: :E :; :~ :: :F. ¡~ ir: ¡E lE rr: ¡~ :EI
_':::"
........ . _ " " .... _ . . .
_ _ .. AISC _ _
Table 8-7 (continued)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle = 60° Slrengl1"' . _ _ , ....... /VIl..
R" _ cc,,, ,, . o.75,U _ 2.OO1
• r ""l w ':"c::::.::J ,Q' L_,_J
__ _ M _ _ W o_ 0.1 ~gW_M~W II.Z U 1.4 0.5 U 0.1 U _ U _ 1.01.21.4 1.11.1 2.0
g_ _ __ __ w_mrn __ ______ g _ _ _ _ _ mm m~ __ umw _ _ u_
_w _____ __ _ ~ _ __ __ _ _ __ gg~_w _ _ mm_m_w _ _ =w= __ _ -~--~---=-=-----_ _ _ _ _ _ w _ _ _ mmmmmm= ~ m= _ _ _ _ _ _ _ _ _ _ _ _ _ w __ _ g_m_w~
_ _ _ _ W_g _ _ _ _
_
__
---------------_ .. ,._-_ .. _-------=--u _____ u_=_ ________ __ .• _ ~m _ _ mm _ _ w _ _ m _ _ _ _ u_mwmw _ _ _ _ _ ~g~ _ _ _ u~_m~_g _ _ _ _ _ _ w_gm u~m~ _ _ _ u~_~= ~_ _ _ umw_~w _ _ _ _ _ _ _ _
;;[~;;;¡;¡¡;¡~;¡~ _
':::"
... ..... _
"" .... _ . . .
_ _ .. AISC _ _
Table 8-7 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 75 0 SIr""lll'''' . _ _ , ....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
o ••
0.1
II.Z
, • • • ' .0
U
U
UU
o.1
UU
1.01.21A
1.1
1.12.0
::: : ~ I;~ I:¡¡ 1::: :;¡". :;:'" :::'"
•. 0 •• ' " ' " ,." ' "
::~ ::::~:;:;~;;::::;~;~
'"I'~I" ' I '"
~~~~~~~~~~~I~Th~~~~ _~_gmm_W _ _ _ _ _ _ _ M _
_ _ mm _ _ 1.0
1.2 U
g
___
a~mmm~rn
Ul 3.64 4116 U l U4 ~ S.1I2 11.21 5.n 1.11 7.63 1..';1 g . ~ 1M ". ~ 12!; 1003,31 :1.1114,21 4,(14 ~S,<9 s.t! U5&.10 7.25 1,159,1010.0 11 ,0 12,0 2-78 3.13 MI 3.112 4.:14 (7S S.l) 5-58 MI 5.« Me 7.n UII 9-62 1M 11 .5
2-572.\10 m 3.604 4.05 U6 O.M 5.27 2-31 2,69 J1l2 l .J9 3.71 0.19 0,51 4.91 2.21 2,50 2.ln 3,16:1.50:1.93 0,3;1: UO 2-052.3;1: 2.632.1163.3;1: :1.100.0...05 1.92 2.17 2,-16 2.n 3,'2 3M lM 4,22
$.69 5.11
6-53 1.41 1.30 II-Z? IU
5-3& S,)9 621 5,10 $,50 MO
W
11.1 HIS 1,94 U'i 9,nl0.1
6.70 ¡,61 6..t9 U010,3 $.23 5.62 U' 7.2'11 5.1611.069.111
'.511 '-97 U'i
U.
5.16 1.00 7.85 1.7. 9.604
I.eJ 2,03 2-,XI 2.61 2,94 :l.2i 3.M t.Ol Ul ~. 12 5.91 6.n 7.56 1,43 9.3;1: 1.69 Ul 2.17 2,06 2,71 :1.12 3,<1!.42 ( 17 0,$3 4,90) $,8$ 6,06 7.291," 9,01 I.~ UO 2116 2.3;1: Ul 2.$6 3.30 ,..01 :I.$t O.U 'MI U' 6.22 lJ;tt U6 l/'
TableS-S
Coefficients, e, for Eccentrically Loaded Weld Groups Angle=O' SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _ 2.OO1
~ '-~-"'-""''''' - ''''
I . __
..
~ - -.,,-
--"_.--.,,
c, ---~_ ___ _ _ _ . ,w
-,- -- --_ ---...
.....
..
..
___ __ W_W_M_ .• ____ =w ______ ,._., _ _ ~w _ _ W _ _ _ g= ww __ _ m __ __ u_ __ _ • o O.lo:l U U0.5 UG.7 U U 1.o U U u g~_m _ _ m_w w_~ _ _ m _ _ _ m_ _~w
~u_w_ww
__ ____ _ _ ill ~ ~_W _ _ _ _ _ _ ~_m -------~--------~ _ _ _ _ ~rn _ _ _ _ _ _ w _ _ _ _
_
~_W_g m_wmu _ ____ ~ _ _ _ _ ~_ _ w~_uw
_ _ _ w~ __________ --,.~, . ,._-=------~-
u_
g
u u
__ m ==w_u_ __ _
_ _ ww __ _ _ _ ~wwm~ ___ mm _ _ _ _ _ ~w_~ _ _ __
~W_W
g
_
~
_
W
_
W
W
W
~
~
u _ _ _ _ _ _ ill~~~W _ _ g _ W _ _ _ _ _ _ w~w~ _ _ _ _ _ _ u _ _ _ _ _ _ _ ~~~ _ _ _ _ _ _ u ____ __ __ __ __ __ ~_~~ _ __ _ _ _
•
~
_ _ _ _ _ _ _ _ _ _ _ _ wmmw_ H _ _ _ ~ _ _ _ _ _ _ illW_WW_
._-------------_.
Table 8-8 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 15° SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _2.OO1
~ '-~-"'-""''''' - ''''
I . __
..
~ - -.,,-
--"_.--.,,
c, ---~_ ___ _ _ _ . ,w
-,- -- --_ ---...
.....
..
..
_ _ u_nrn _. o~ _ _u m_ • _ o w O.l o : l_ UU 0 . 5 U G . 7_ U_ U1 UU u _ _ _ w _ _ _ _ mmwaw_mm _~w_m _ _ _ _ _ u_=m __ ~ _ _ _ _ _ w_ww _ _ um _ _ uw
______ ..______ _----------_ ..... =u_~
~
~~ _ _ _ _ _ m~ _ _ ~a_wu _ _
wwm _ _ ~w m _ _ w _ _ ~_mwm ~_m
UW~g _ _ _ _ _
___ ~~ ________ _ _ ill _ _ _
_
--,._,._---------~_ _ _ ill
_ _ W~_W
___ ~
w
__ ~~_w~ _ _ _ _ _ _ __
u _ _ _ _ _ w~W~~
___
_
u
w
_
m
_
~
~
~
~
u _ u __ __ __ _
~
~_~~_=_m_mwm
w
__
~
g
g~m
u ______ u _ _ _ _ _ _ _ ~~_~ _ _ m u _ u _ _ _ _ _ _ _ ~w _ _ mm_w_ u ._-----,.~--~----_ _ _ _ _ _ _ _ _ w~ _ _ u~~~w_mmm_
==_ u_ _ __ __ __ __ __ __ ~mwww __ __ __ __ w_m _ _ m
._-------------_.
Table 8-8 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 30° SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
I ,-,~ ,,_':"-.&, ,- , ~ I,-, w ·_":m
,-,&,; I
{E"l?
~ '-~-"'- " "'''''-''''
I . __
~--.,,-
.. --"_.--.,, -,--- ... -....-_..... ---~_ . ,
c, _ _ _ _ _ _ w
----
" t';,J
• o O.l o:l U U0.5 UG.7 UU 1.o _ U _ U u _mmamwmw __ w _
~_m
_ _ mm_m _ _ w_w _ _ _ _ _ ~ _mu_m •• _ - - -_ -_ -_ -_ - - - _ •• _"'= ~g_~W _ _ ~ru _ m_~g _ _ w __ __ ___ m ~ _ _ __ u_ww __ g_wmm~wum_m~_w_mm
_w ______
~wy~WW_W
~w_u_w~
--,._,._----------__ W
_ _ _ MUW~ _ _ _ _
w_w
__ _ ~m m _ __ w~_w _ __ __ w_m __ __ __ __ _ _ _ __ g
__ ~ __
illu ___ a
__
~m_
uu _ w~ww _ _ _ _ _ uw _ _ __ __ __ ~w,.w_= _ _ _ _ _ _
u __ __ __ __ __ u _
~~~w
_____ _
w_w~_wm_wwm
•uu ______ __ w_==_g __ _ __ __ __ __ __ _ w _____ mw_ ~~
ww_w_w_~_
__________ =w_ _____ _ _ _ _ _ _ _ _ ~w ~ _ _ __
u
H _________
~_w~m _ _
._-------------_.
Table 8-8 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 45 0 SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
I ,--~ ._':"-.&, ,-- ~ I,-- w ·_":m ~ - -.,,-
.. --"_.--.,, -,- -- ... -....-_..... ---~_ . ,
c, _ _
_
_
_
_
,--&,; I
l~
~ '-~-"'-""''''' - ''''
I . __
w
---_g __
"-T.,:J
__ _________ ,._------------_.,•
o
O.l
o:l
U U0.5 UG.7 UU 1.o _ U _ U _ u uw maww __ __
~_~_w
~
g_mwm_m_rngm~uum~m
_ _ _ m _ _ mmm_w _ _ _ _ _
M
~_~_mu
_ _ _ _ _ _ wrnmm _ ~_w ~_gwm _ _ _ _ w ,.~ ______ ~ _____ uu m w __ _ -~~---------=g--~
__ __
____ .• = __ =w ___
_ _ ~~,. _ _ _ _ _ _ _ _ _ _ _ u ___ __ __ m u ___ ~~~~_= g __ ~ _ __ ~~~_m _ _ _ _ __ _ w~m_mm_wm_gm
g_~
~
~~
__
__
m_~m_w
u _ u __ __ _ _ u~~
w u_ _ _ _ _ uw _ _ m u _ _ _ _ _ ~ _ _ ~w_ww _ _ _ u _m __ _ u._----~~-~-=--~-___ __ __ __ __ ~ _ _ ~ __ __ m_ __ __ __ __ __ __ __ __ __ _ w ___ u ww~_w __ _ ~_w_~m~w
urnw~
u_
._--------------,
Table 8-8 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle =60° SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _2.OO1
~ '-~-"'-""''''' - ''''
I . __
..
~ - -.,,-
--"_.--.,,
c, ---~_ ___ _ _ _ . ,w
-,- -- --_ ---...
___
..
..
~
.....
_ _ mn _ _ _ _ _ _ _ U i l l u _ ~ _ _mw_w _ _ _ m _ _ _ _ _ _ _ ~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ill __ w _ _ wwmm_u _ _ _ _ U i l l
•w o _ O.l o :lU U0.5UG .7 U_ U1 .o UU g _ mw_u _ _ _ _ m
..
g==--------=~--~
_ _ _ w _ _ m_w_u _ _ l l i ~gmu _ _ ~ _ _ _ _ mwmm w~ _ _ _ ~ _ _ _ _ lliW _ _ _ _ _ ~~g _ _ _ _ _ _ _ _ m _ _ _ _ m_~=g __________ g -~,._----~-------g ~ ~~_U_ww _ _ _ _ u __ _ u_m~w~m _ _ _ _ _ _ _ _ ~_ ~~u
__ __
u
_ _ ~,.~_=
_____ ~ __ =
___ m __ w _ _ wwmww_m ~ ~_w mw _ _ w __ ~ _ u ____ mw_ u _ _ _ _ _ ~~ _ _ U _ _ _ _ _ g u _ __ __ __ __ _ ~_~w~ __ H ~m ill~~~u_m ~
~
~
~
__
w_~m_=
~
U __
__ •uu ___ ___
~w_~
___
__
_____ ____
w_~w~_m_m
._-------------_.
Table 8-8 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle =75 0 SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _ 2.OO1
~ '-~-"'-""''''' - ''''
I . __
..
~ - -.,,-
--"_.--.,,
c, ---~_ ___ _ _ _ . ,w
-,- -- --_ ---...
..
..
.....
o_ O.lo:l U U0.5 UG.7 U_ U_ 1.o wu U U u _ g• _ gmu __ ~ _ __ _ _
.. _----g--_ .. .. _-_mw~_m
~_u_aw
~
_wm _____ wu_=u_w~ _ _ mmg_m __ __ _ wm _~ _ _ _ ~ ~ _ _ _ _ _ _ _ _ W _ gllirnmW _ _ _ ~m _ _ _ ~ _ _ _ g_~_~_
-------=----------------~----=--__ __ u wmu _ _ a_~ _ __ __ __ __ __ ww __ __ _~ _ g
______
m _____
= __ _
__ _ = m_w ____ gww u~ _ _ ________ m _ _m _ ---g-----~-----~_ _ _ wa _ _ _ _ w u~~
u~~ill_wm uww~
_______
Wg_WU_
m_=g
__ w _ __ _______ m __ __ ____ _
_____ g ._-~~--=--------u _ _ _ ~ _ _ _ _ = __ w _ _ m_ u_~w~ww
U_~~~_lli~=_W
H __
~~~wu~m
_ _ _ _ _ wa
._-------------_.
Table8-9
Coefficients, e, for Eccentrically Loaded Weld Groups Angle=O' SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _ 2.OO1
~ '-~-"'-""''''' - ''''
I . __
..
~ - -.,,-
--"_.--.,,
c, ---~_ ___ _ _ _ . ,w
-,- -- --_ ---...
.....
..
..
___ '.~ ~ _~u _ _ _ _ _ _ _ _ a=um~~ _~ _ _ g_m _ _ w _ _ _ mmw __ _____ m= _________ • o g~
O.l o : l_ U _ U0.5 UG.7 U_ U 1.o g U w U _ u m m_w _ w _ w _ _ _ _ _ ~ __ _ _ _ m
_~w
_ _ ffi
_____ '. _____
mg_m _ _ g __ wu_u __ m ____ w_ __ __ m_m_m_m _ _ _ ~~ _ _ _ mwuwg _ _
~~W _ _ Wlli _ _ _
__ __
_~_~_wuu
g
,.~,.'"_w~_mu
w~~
~
_____
u
~ ~ _M
___ U
__ _
u _ _ _ _ _ _ w~ _ _ _ www _ _
=w_~
______ _
----~-~---------u _____ _ __ u
_____
~w~w_w_~
u ______
~~~~~_Wg_g
~ ¡~!~~!~!~I~¡~¡~~¡~ ¡~ [~¡~ ~ ¡~ ¡~
Table 8-9 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 15° SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
,--&,; I '~f~' E~
I ,--~ ,,_':"-.&, ,- - ~ I,-- w "-":m ~ ' -~-"'-""'''''-''''
I . __
~--.,,-
.. --"_.--.,, -,--- ... -....-_..... - --~_.,
c, _ _ _ _ _ _ w
u
----
"-TIJ
_______________ M
__ w_ _U __ u_nrn __ _ _g U m_ • 'U U U U _ UU Y~ UU U
•• ~w __ _ _ •• _ __ __ __ __ __ __ __ __ __ _ ~ _ _~m_w um _ _____
~ _ _ _ _ _ _ _ _ _ ~m
_ _ ~m _ _ _ u_ _ __ ___ u __ W m mw wug_W __ ,v_' ••• wmu _ _ _ _ _ _ _ _ _ _ ill_~ _ Ww _ _ _ _ _ m_w _ _ _ _ w~ _ _ m _ _ u _ u _ _ wm
~_w
__
= __ ~w_~
g
___
u
__
__ m __ ______ _ g
~w~~~wm
u ___ _ _ umw _ _ ------~---------u _ _ _ _ _ _ w~_~ _____ _ ~ww_~m
u _ _ _ _ _ _ ~w~ _ _ _
• ______
__ _
mmm_
,.~~_w_=
~~~w~u _ _ mm_ __ _ u _ _ _ _ _ _ _ _ _ ~~ _ _ _ mm _ _ _ _ _ _ _ _ _ ill~_W _ _ _ ~w~m _ _ _
u _______
~~~w
u
H _________
._-------------_.
Table 8-9 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 30° SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
~ '-~-"'-""''''' - ''''
I . __
~ - -.,,-
.. --"_.--.,,w ---~_ . ,
c, _ _ _ _
_
_
-,- -- ... -....-_..... g
----
_______
~_W _ _ _ _g_ U
• ' U _ U _ U U U UU Y U U _mmamwmwrn_w ___
.._w __
.. ___
M
U
~_m
_ _ wmm _ _ w _ _ _-----~-_ _----~ _m u_w _mu __ __ m =~ ~~ g __
___
m_mw_~w ~_mm
_ m _ _ uwmu __ gm __ __ m_ __ g_ _w _w _
--,._, ... _---------____ --~---------~~--~w~
_
wmw
_ _ wm_~ _ _ _ _ _ _ _ u
_____ _ __ _
_______ m ____ w ___ _ g
_
_
_
m
~_ill_~_Wg
u _ __ __ u __
~~_~_=
~~W~~_g_W_W
u __ __ __ __ U _
w~~WW
u_______
___
g
__ __
__ m=w__
Willwwill_wm_~w_
u _ _ _ _ _ _ _ illill_mw _ _
________________ w
._-----~~----==-_ _ _ _ _ _ _ _ ~=~~ ___ w ~~_~
u
H ________
w_=~~m
__
._-------------_.
Table 8-9 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 45 0 SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _ 2.OO1
~ '-~-"'-""''''' - ''''
I . __
..
~ - -.,,-
--"_.--.,,
c, ---~_ ___ _ _ _ . ,w
-,- -- --_ ---...
..
..
.....
• 'U _U _U U _ U _ UU Y _ U _ U _ gU U _g __ maww __ uw •• ___ g_gw __ _ _ m ___ ~ uwmw_mwmw __ __ _ mmmUill __ w _______ gU~Uill _~w mu _ _ w _ _ _ ww _ _ ~~ _ _ _ _ _ _ w _ _ _ _ _ _ _ ~_~ _ _ _ _ _ _ w _ _ mw _ _ _ ~ __ w _ __ __ __ _ •• w_m_~ ___ =,om __ _ _ _ ,. _ _ _ w _ _ _ _ ~w_m _ _ _ _ mw _
___
__
_ _ =_m_mw _ _ _ _ mmwmu _ ___ g _ _ _ WWW ~_ __ W ______ W u w~~~~ g _ _~ __ u _ __ __ ~~_~ _ __ __ __ __ _ m _ ~~
=_g_g=~_m
._____ u _ _ _
__ __
w~~~~_w_mm
u ____
~~_~_w
~~~~WWgWW
__ m
__ ~
g
u _ _ _ _ _ ~~~~~_ww _ _ _ _ __ __ __ __ __ ~~w~ _ _ m _ w _ __ ~~_~ _ _ _ _ _
u u
u_ _ ~~ _ _ ~ww _ __ __ __ __ __ __ _ www __ __ mu_
._-------------_.
Table 8-9 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 60° SIr""lll'''' . _ _ , ....... /VIl..
R" _ cc,,, ,, _ o.75,U _ 2.OO1
~ '-~-"'-""''''' - ''''
I . __
..
~ - -.,,-
--"_.--.,,
c, ---~_ ___ _ _ _ . ,w
-,- -- --_ ---...
_
~w
..
..
.....
_____________ _
__
_ __ wm w_ u_ _
_~~~w_w_wmu_w_mu
g
_
u
_ _ ~,.~_=
__
~~~WMm_wmu
u_~_~_m~_w~
u ___ U
•
__
~w~
_ _ w _ _ wwm w~w~ _ _ ____ ~ __
W~~ill_=
___
u ____
u u
~w~ _ _ _ _ _________ _
= ______
w~_~_=_m_w _____ _ _ m_u _ _ _ ~w_ _ _ _ _ _ ~w _ _ _ _
__ __ __ __ __ __ __ will_w_wmw_ H ~~~~ _____ w
._-------------_.
Table 8-9 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle = 75 0 SIr""lll'''' . _ _ ,....... /VIl.. R" _ cc,,, ,, _ o.75,U _ 2.OO1
I ,--~ ._':"-.&, ,- - ~ I,-- w "-":m ~ '-~-"'- ""''''' -''''
I . __
~--.,,-
.. --"_.--.,, -,--- ... -....-_..... ---~_ . ,
c, _ _ _ _ _ _ w
,--&,; I
~-~' ~J
---~ .. w_ -----------------------------= .. _---------g------=_ g•
"--i:';J
g~U
_ __ _U __ _U __ _ WW __ 'U U _ U _ UU YUU gU __ _ _
_wm_~
_mw~_m
~_u_aw
~
__________ w _ __ mm __ __ mu_mww _ _ __ __ __ __ __ __ __ __ m
_-----~----=-~-~m __ g
__________
_ _ u~mg _ _ _ _ u _ g _ _ _ _ _ ~ _____ w _____ m_mw u~rn_w _ _ _ _ ~ _ _ _ m~ww u~_~U __ g ___ ~ ____ _ g~www_mw_
mw
_m_m_w
__ _ __ w _ w_ _w _ _ _ uw __ ___ m __ w_w_m u_ww_wm _____ gmu __ _ _ =Will _ _ _ _ _ W
U~~illWW_W_W~
uw_w~w_w~
~~ill
U_~ill~~
U
__
_______
~
__
w
_ w _ _ _ _ = ____ m _ _ m __ __ _ illww_w_m_wmumw _
._-------------_.
Table 8-10
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :O·
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
'--*"1
f~=.~:~_M f Lr"'l JJ ~~
¡:;,;.:..:e---:"" k
'0'
iE'::;¡:.:-.:::-.=.,:,.:::.. "-i:'iJ ~
o
le
LI. I
1 0.1
0.:
OJ
fA
iU
U
0.7
0.1
U
U
1.2
U
U
U
u
_____ _____ _ nmmmmm _____ ~ ~~~~_~ ___ w_ u _____ u _______ __ _ ~~_~~_w~
~
~_~_~ ~ _ w
~_ ~ w~~
=_
u u
_ _ _ _ w_~w_w ~ _ _ __ __ _ _ __ _ _ __ __ _ _ _ ~_ w_ ~_ __ __
u
________ _
u u
__
w_~~w ~~~~_
___________ ____________
~ ~ _~
Table 8-10 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle '" 15°
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I,-"~ "_ ':" ,, ,-" ~ I,-" *, , _-:~
,-"*"I
f~~:::~~_M TIr":J. ["i~J~'it' ¡:~,=- __ ~
o
II
1:~ ~
H
¡:;¡:.:-.:::-.=.,:,.:::... "-!:'-"J
&.tL>L
1 0.1 0.:
OJ
fA
iU
U
0.7
0.1
U
U
1.2
U
U
U
u
mmmnmm ___ ____ g _ U _ ~w~~~~~ _ _ =m _ _ u _ __ __ __ _ ~~~ _ _ _ ~ _ _ _ ~ ~ww~~~~
u
u
_ _____ _______
~~
_
w~wm
~~~~~w
__ _ g_ _
Table 8-10 (continued)
e,
Coefficients,
tor Eccentrically Loaded Weld Groups Angle :30°
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
'--*"1
f~~~~~_M fI r~~ ."IFi J~: __ LI 1 ¡: ~,=-
k~e',l
H
¡:;¡:.:-.:::-.=.,:,.:::.. ~
o
'9:';
"-J:'¡J 1
0.10.:
OJ
fA
U
iU
0.7
0.1
U
U
1.2
U
U
u
U
nnmnnmm ____
w~
______
__
~_w
___
w_~
~~ww_ww_w_w
,.w~_w
w
m
_
w
_
~
~
~
~
_ _ _ _ _ _ _ _ ~~~~w=
~
u
w
_____
_
u_ ____ _ _ _ _ _ _ ~~~w~ __ __ w _ __ m __ u _________ w=_~_=_
u u
~
!~ !~~!~!~§!~!~I~!~!~I~!~!~!~ ~.~ !~ ~:
;
:::::::::::: ::::1:: ::1:::::: :::;I::-~I::;: :;: :~ :~ :: : ::~:::;::~
:::;:::::: ::::::;; ::::1::: ::~::~:::;
Table 8-10 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle :450
*ro¡¡r,,,, , _ _ ,tII,orlV!l._ 1\, ~ cc,a * ~ 0.15.U ~ 2 .OO1
~
1 o
0.1
0.:
OJ
fA
iU
U
0.7
0.1
U
U
1.2
U
U
U
U
m~nmnmm __ __
~~w~~_~
_____ __ _____ _ =____ ~
~~~~~~~u _ _ _ _ _ _ g ~~w~~~ _ _ w _ _ m _ _
u
__
u u u
_ _ _ _ ~=~~~ _ _ _ _ _ ~~~ww~u _ _ _ _ _ _ _ ~~w~~
___ _
!j ¡ffi~l¡m¡ª¡E¡ffi¡~I~¡~i~ i~ mir: ¡~!~ ¡~ II
::!EI:::~::'::E:EI:jJ¡:~:EI:!~:~::':~:~ !~
._--------------. --~-------------
Table 8-10 (continued)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :60°
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
'--*"1
f~~::~~_M f lr; i rrR~ 4.~~
k~~
__ H
LI. I
::""":::.:"':::-'::.':'':::'' "-i:';J
'9:lJ
1 _ __ _ ~ ~ _o m 0.10.: OJ w fA _ iU U 0.7 _ 0.1 _ U mu U 1.2 _ U _ U m_ U u _W uwrng __ __ __ w __ _ g _ _ UW __ ~W __ __ __ ww _
~-----=-~---=----
.wwmm _ _ _ _ uw _ _ _ _ _ • M ~ _W_W _ _ _ _ ~ _ uw u_ _ __ __ _ _
•-------=~--=----___ = ___ ___ _
___ w_u_
m _ _ _ _ m _ _ _ uww _ _ . _ m _ _ _ ~w_w _ _ _ u _ _ _ _ _ _ _u _ w~w_~_w_ww _ _ _ _ _ _ = _ _ _ w_~ _ _ _ _ um _ _ ~~
~
_W_w
_
w
= __ == __ _
u u u u
_ _ ~~_,. _ _ _ _ ~w~w_ ~ ~_w _ _ _ _ _ _ _ _ ~u~~~~ _ _ _ _ _ _ ~ _ _ _ _ _ ~=~ w ___ u
u
_____
u u
___
~
w~~
_ __ __ __ __ __ __
~
__ _
__ =_~
_wu
__
~
_
~=_ww_gmw_
II :~:E:::: :=1:: ::I:::~ :~ :~ :~ :: ¡r: lE¡E
._--------------. --~-------------
Table 8-10 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle :750
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I ,·-~ ..':" " ,-- ~ I,-- *, ".-:~ '.-*"1
f~=.;'''::~_M ~(;'J qP;:¡J-'~ c ~::;:~..:-_· ~ ~ I I
tfl
:===':.::.
&'J L.!rL ~
=;:-_ _ OJMSC _
i l-LiL l
1
~ ~
____ w w _ __ u_ u __ w= _____ __ _ w w~ w ___ ~ __ ~ ____ ~ __ _
o 0.1 0.: OJ fA _m_w_~
iU
0.7
U
0.1
U
1.2
U
U
U
u
U
_ _ _ w_WWg _ _ _ _ _ _ _ _ _ _ _ ww _ _ _ _ _
g_m_m_m_~
---_ .. _----------Muw _ _ m~rn_u _ _ _ w _ _ _
_~
___ Wuw=wmw _g __ ~ __ nuu __ __ _ r mmu w
u
~
_
---=--=-~-----~g _ww _ _ _ m _ _ m _ _ m= _ _ _ u u~_w _ _ ~U _ __ __ __ U_ W_ g_ __ __ __ __ U _
-~----------~---___ _ = __ m _ _ _ _ _ u_~~~~ u~w
__
g
_
m
_
~
_
w
_______ _____ __
_
=
w
~
~
~
~
u
u ~_w_~_~=
_____
~_~_~w
_ _ _ _ _ mw _ _ _ w w_w_~_~ ~_ ~~ _ _ _ ~ _ _ _ _ _ w _ _
u_~_~w u __
u
__
u
_ _ _ _ w=w _ _ _ _ _ =_~_
•
_ _ w,.~,.,._,.
______ _
-----------------~-------------
Table 8-10a
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle '" 15°
*ro¡¡r,,,, , _ _ ,tII,orlV!l._ 1\, ~ cc,a * ~ 0.15.U ~ 2.OO1
I,·-~ ".':""" ,-- ~I,-- *, ".-:~ '.-*"1
rt [ll L~J ·1
¡:=:-,·,.:... •• ~_M
r-";"f--ir
;~;;:~~¿~
=~=:.:.,-:"~ ~J ~
.!LÜ-
1
o
0.1
0.:
OJ
fA
U
iU
0.7
0.1
U
U
1.2
U
U
U
U
¡~ ¡Ef~ill¡~~¡E¡~~¡E~~¡m~¡~~ _____ _
a~~~ug_=_uw
_ -~~~---------~-~ __ __ __ _ _ _ __
g
~
w
_
a
~_u=_m m
_
~
=
~
~
~
mu~~
u
w
_
_~~ww~~u_www_m
w_
_ _ _ _ wm~w~_~~ _ _ _ __ mw~w __ ~~ ___ _ u ____ _ _ w~ __ _ mw __
wwww~~~~ww_wmu
u u
:: u u u
_ _ _ _ _ _ _ _ wm~_~m _ _
_ _ _ _ _ _ _ _ _ _ _ wa_~u _ ~_=_ __ __ __ __ __ __ __ __ __ __ __ _ ww __ :;;::'';;:::;::::::::::::'i:::::::~I! :::~:: :~:~:~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ , __
,... u
m~",.m."'~
•.
m".'~.~.~"
•• .,,'.. ,." ,.•
,~
_ _ ~--------~-w~_
; ::: ~ :~;:::~:: :::::;;::;;::~:::: ::1:;: ::~ : :~ :~
Table8-10a (continued)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :30°
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * . 0.15.
U . 2.OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
'--*"1
f~~~~~_M n n~rf1 J·:::~ ¡:~,=- __
H
¡:;¡:.:-.:::-.=.,:,.:::... ~
o
1lh.1/, LI I "-D,
"-1:';, J 1
0.10.:
OJ
fA
iU
U
0.7
0.1
U
U
1.2
U
U
U
u
nmmmmm
____ =~_m~ __ = ____ _ _ _ _ _ ~~~w~~~_w _ _ _ _ u ____ _ _ m_w_ u _ _ _ _ _ ,.~~~ _ _ _ _ _ _ _ u _ w~~~~_wm_ u __ __ __ __ __ __ __ _ w~~~= _ _ wm~~mrn
¡ ~~t~¡~~¡~¡~I~¡~ll~~;~:]:~ ¡~ f~ ._--------------. --~-------------
[1
Table8-10a (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle :450
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * . 0.15.
U . 2.OO1
,-,*"1
I ,_,~ 0_':""" ,-, ~ I,-, *, , _-:~
IT:=::;:;''':~~_M [ 1r'Ol " rPlJ~ ~;~==--~~ ~~E( LI' I
¡:;¡:.:-.:::-.=.,:,.:::.. " t';,J ~
o
'qI;,
1 0.10.:
OJ
fA
iU
U
0.7
0.1
U
U
1.2
U
U
u
U
m~nmnmm __
___ m __
~w~~_m~~g
__ u u ____
___ _ __ g
~~~~~w~~w_mg
~w_~, . ~_= __
~~m~~~w_m
u
w_~
__
__________
~
g
u
m
_
w~~ g
~
~
w
~
~
__ _ __ _ __ _ ~~~~_w _ _ __ _ __ _ _ _ ~~_~ _ _ _ _ ~ _ __ _ __ _ _ __ __ __ __ __ __ __ ~~w~~_wm ~
u u u u u
__ m __
Table8-10a (continued)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :60°
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * . 0.15.
U . 2.OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
'--*"1
~~~~~~_M [[1rn~JiJ
¡:;¡:.:-.:::-.=.,:,.:::... ~
'9±.
"-t';;:J 1
o
0.10.:
OJ
fA
U
iU
0.7
0.1
U
U
1.2
U
U
U
u
mmmnmm _~~~
___
~=_a
_____ _ __ __ ~u _ _ _ =
U
__
w
_
~
~
~
~
w
u __
~
w mmm_m_ _____ _ _u~~ ~ ~~~ _ _ _ __ ~_w_m~_=
~~W~~~W_W
=_~_
__
~_g
u
____ _ mm~~~_~==m ~_~ _ _
u
______
u
______
=_
w~~~~~_ww_ ~~~w~_u=
_______
~:
:::::::;;::::;:::1::::::::::: ::: ::. :~ :~ :::~ :~
mm=~m
________
__
__
u
u
~w~~_ww_
._--------------. --~-------------
Table8-10a (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle :750
*ro¡¡r,,,, , _ _ ,tII,orlV!l._ 1\, ~ cc,a * . 0.15.
U . 2.OO1
~~ _______ =_ ______ o ___ w _ _ w _ u_ uu 1
0.10.: OJ fA _m_w_~ g
__ g
iU U ____
0.7
0.1
U
~_m
__ ~ __ _ U
1.2
U
U
U
U
__ _ w __ _ __ __ w __ uw_~ _ _ ~_ __ __ _ w _ __ _ _ _ ___ ___ ___ umu __ __ _
Muwww_mu _ _ _ um _ _ _ _ _ _ _ m _ _ m_u~ _ _ w _ _ _ u _~_g_W ww_w _~ __ u __ m __ w _____ _ -------------~_ _ w~ _ _ _ w_wu _ _ _ _ mm_ u _ _ _ _ u _ _ m _ _ ww _ _ _ w
_______ ..-
u~~~ _ _ _ _ _
__ =
U~W~_~_Wy
= ____ w
__
______ u_
_______ _
u=~~~~ UUW~~ _ _ _ _ _ _
lliU _ _ _ _
u~~~~~~~ _ _ w _ _ _ _ _ _ u
_ _ _ ~~ww~
~
_ _ g_W_ ______ __ w ____ w
•u
___ _ ___
~~w~
_ _ _ _ ma _ _
u _ _ __
u
__
~~~~rn~_w
w=~
,._,.,._,.,.= __
~_
=_~
-----------------~-------------
Table 8-11
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :O·
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
IT:=::;:?-":~~_M
1
t i.
;~=-E=-:'::~ ,~" ,,," ~~.;:.="':'.:::... ~
o
0.1
II.Z
U
lA
o.s
0.1
'--*"1
r':='b ~r.,J ~f;,J
o.y
I
'qI¡,
t ll.l
0.1
U
1.2
lA
1.1
1.1
2.11
nmmmmm _ _ _ _ ~~~
~
~ww
__
mm~_
u __m__ u _ _ _ _ _ _ _ _ ~~~_w __ -----~~~~--~~---u _ _ _ _ _ _ _ _ _ ~w~~_w_
u
_____
~~
~
W~~g_W_~
~ww~rn
u
¡l
__________
~~~~_g
!~~¡~!~~!~!~I~!~¡fl~¡~;~¡~ ¡~ [~ _______________ a
----------------
Table 8-11 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle '" 15°
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I,·"~ ".':" " ,-" ~I,-"*, ".-:~ ,·"*"I IT:=::;:;''':~~_M,~ .t7=-1 ";rAJ'
~~~~;.. "~ t~, I ~
o
0.1
II.Z
U
lA
tu
U
o.y
t ll.l
U
U
1.2
lA
1.1
1.1
2.11
nmmmmm ____
__
_ _ _ _ _ _ ~~w~~ _ _ _ _ _ ~ u u
~~~w~~~_~_m
_____ ____ _ = _ ___ ~w~ _ _
==_
~w~~_~_W_Ug ~~~_~~u_wu
~~~~~~~~~~~~~~~~~
¡: ¡E~I¡~¡~Eil¡~¡E¡E:;' ¡¡¡:¡:¡::~,:~:~ ::: _______________ a
----------------
Table 8-11 (continued)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :30°
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
'--*"1
f~~~~~_M dfl ·~f-~flj1: I __ 1
~: =="::"
H
~~.;:-=-"':'.:::... ~
o
0.1
II.Z
U
lA
tu
0.1
pLk~
~
"T..J o.y
t ll.l
0.1
U
1.2
lA
1.1
1.1
2.11
nmmmmm __ __ __ __ _
~~~ ~ ~w
_____ _
___
=_
w~rn~~~w_ww_w_u
u
u
u u
u
¡l
____
~~~ ~ _w~
~ _
_ __ __ _ w~_~_~ ~~~W~gWWWW _ __ __ __ __ __ _ _ _ _ ~w~~ _ _ _ _ _ _ _ _ _ _ _ _ ~~wmgg_
!~~~!~~!~!~I:::::;;::;:::;;::::: ~!~!~¡~¡~if: :::i~ ¡~ ¡~ : ::::~:::::::
:~I::::
: :~:::
Table 8-11 (continued)
Coefficients, e, for Eccentrically Loaded Weld Groups Angle :450
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
'--*"1 IT:=::;:?-":~~_M '\l .. H~ t · _~~'
,-~~.;:-=-"':'.:::.. -----» ~
o
~."-
I
¡ -b,J
" =j:Í;,
1 0.1 0.:
OJ
fA
iU
U
0.7
0.1
U
U
1.2
U
U
u
U
nmmmmm __
w~~w
___ u __
___
~~~_w
~
=w _ _ _ _ _ _m~
_
~
__ w
w
u
__ w _ w __ = ___ _ ~w~_~ _ _ _ _ __ __ __ __ __ __ __ _ _ ~ ~~ _ _ _ _ ________ __
II
::!EI:~:::r:¡:E:E:;;::::I::I:E:~:E:~ !~
~~m~_w~gm
u u u
____ _______
u u u
_ _ _ _ _ _ _ _ _ _ ww _ _
_
=
_
w
w
w
w
w
~
w
~
w=~~,.
~ww_~_a=_ ~www~m
w_
._--------------.----------------
Table 8-11 (continued)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :60°
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
'--*"1
f~~~~~_M zf~l l ~ t-~~J ~:Sta::--_H ~~ 1, I
¡:;¡:.:-.:::-.=.,:,.:::... ~
o
'qI;,
"-f¡,J 1
0.10.:
OJ
fA
iU
U
0.7
0.1
U
U
1.2
U
U
U
u
mmnmmm _ww~~~w
__
~
_ _ _ _ _ m_
u _ _ ~~w_~~w ______ ~ -~~~-~-~~-------__ u _ _ _____ w u~~~~~~_m
~~ww_m~w
u
u u
u u
mWWillW~
___ _
_ _ _ ~~~~~~w _ _ _ _ m ~ _ ~ _ =~w __ __ __ __ __ ~_ ~~w~~ ____ _ _ __ __ __ __ __ ~w~~ww _ _ _ ~ __ ~~_~~w _ _ _
II :~:r:¡:E:!E:;¡¡I:S::::::: ::; :~ ::; :~ ~ lEr¿
._--------------. --~-------------
Table 8-11 (continued)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :750
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
H
D ~ _ .. _·_~ ... ...,_""
;~;;:~~¿~ ~i -~b ::..so:..:-=::.,-:"~ ~
o
'--*"1
"iul 1~7··
~d
9';,
1 0.10.:
OJ
fA
iU
U
0.7
0.1
U
U
1.2
U
U
U
u
mmmnmm _~ __ ~ __ = __ w _ _ _ = __ _U~~~ _ _ _ _ __ u _ __ __ w_m __ __ u~ww_m_w _ _ w _ __ __ __ _ w~~_ww
U_Wlli~~_mW
u u
u_~~_~_~_u ~_~~
u~~~~~ww_W
u
w_ lli_U_U_ ___ _ _ _ a_
______ _
__
__ _ ~w ~~~~~=_g_M _ ___ ~ ___ w
__
___
__ W ___ = _____
g
u
II :: :El:::: :~ :~ :~ :~ :~ :: ¡r: :: :~ ¡~ ¡~ :~
._--------------. --~-------------
Table 8-11a
e,
Coefficients,
tor Eccentrically Loaded Weld Groups Angle '" 15°
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * ~ 0.15. U ~ 2 .OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
'--*"1
f~~~~~_M ¡:~rb-":;f ;flJ
¡:==.::::.._-»
:::'::;;';:.=.,:,.:::... ~
o
0.1
II.Z
U
lA
tu
0.1
1.
br
{¡"-=fu
.' L
,,'TIj o.y
I
t ll.l
0.1
U
1.2
lA
1.1
1.1
2.11
nmmmmm
_ _ _ _ ~~~~~mw _ _ mm _ _ _ _ _ _ _ _ ~~~~mw= _ _ _ m U
___ _
_
~~W
u ______
_
_
ill_WWUg
~~w~~~m_
m
m
!!!!!!!!!I!!!!!!! ---------------_______________ a
Tablea-11a (continued)
e,
Coefficients,
tor Eccentrically Loaded Weld Groups Angle :30°
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * . 0.15.
U . 2.OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~ '--*"1 ;"!"- - ,. ,. ~ r 1 ":r ".~' ¡~~::~~~~_M [.; 1"1 :~ t"f~ (' 1
"d
¡:~,=- __ ~
o
0.1
II.Z
U
lA
tu
U 1
~ -kl=
H
¡:;¡:.:-.:::-.::.,:,,:::,, U
"-t-..J o.y
"
t ll.l
U
U
1.2
lA
1.1
1.1
2.11
nmmmmm ___
__ ____ _
~~~~~~w_m_w
_
~
u
__ _
u
_________ __ _ ~~~~wmw_ _ _ _ _ _ _ _ _ _ _ ~~~w _ _
w~~~~ww
u _ w=~~~~m _ _ _ w u __ __ __ __ __ __ ~_ww~ _ _ _ ----~~~~~,._--=--u u u u
u
u
~~ww
__ __ __ __ __ __ __ _ _ _ ~~~~_ _ ~ _ _ _ ~w_~a _ _ _ _ _ _ _ _ _ _ _ _ w w w_ ____________
___________ _
ww~w w~w_
Tablea-11a (continued)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :450
*ro¡¡r,,,, , _ _ ,tII, orlV!l. _ 1\, ~ cc,a * . 0.15.
U . 2.OO1
I ,--~ "_ ':" ,, ,-- ~ I,-- *, , _-:~
'--*"1
f~~~~~_M ~~'j-b l ~:¡¡~J ~: =="::" __ fl -~ l l. I H
, <,L
:::'::;;';:.=.,:,.:::... ~
o
"t';J
"-f-..c
1 0.10.:
OJ
fA
iU
U
0.7
0.1
U
U
1.2
U
U
U
u
m~mnnmm __
~~~
__
~~wm
_____ _
_ u _ _ _ _ _ _ ~m~_~ _ _ __ _ _ U __ __ w_u ~~w~~~~~m_mw_u_
~~ill_~~w~m
u
u
u U u
_ _ _ _ _ _ ~ ~ w_~_wm _ _ __ __ __ __ _ ~~_~ ___ _ ___ ~~~_~m __ _ ~ __ ___ _ _ __ __ __ __ __ __ __ ~~w_~m ~ _
~ww
___________
m_ ~ m_
Tablea-11a (continued)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :60°
*ro¡¡r,,,, , _ _ ,tII,orlV!l._ 1\, ~ cc,a * . 0.15.
U . 2.OO1
I ,--~ "_ ':"",, ,-- ~I,-- *, , _-:~
'--*"1
f~~~~~_M __ ~w-~r-:lb:;s -f·~~n~"J ~: ==":::" I'.o ...
mo.>:_
~-1
H
G
¡:;¡:.:-.:::-.=.,:,.:::.. ~
o
.~
L-
"-t-..J
" 1:1;,
1 0.10.:
OJ
fA
IU
U
0.7
0.1
U
U
1.2
U
U
U
u
mmnmmm _~w~~
__ =~ _______ _
_
W~~Will~_U~
u U
__ w~w_m~_= __ _ __ _ _ _ __ g_ _g _ __ ill~~W~ _ _ _ _ g
u_w
~
__ W ___
g
ww~_w=_m
_ ill=~~ ______ m~ __ __ __ __ ~~~ _ __ w ___ _ ill~W_W_W __ w ______ _ ~~~_~ _ _ _ u _ _ _ _ _ _ _ _ m~w~w _ _ _ u _ _ _ _ _ _ _ _ ill=~ ___ mg
U u
u
~: ::::::::::::::::::::I::::::::::'::: :~:~:~ ~:~ :~ ::::::::::;::~ ::~::~:::;
;
:::;:::::: ::::::;; ::::1:::
Tablea-11a (continued)
Coefficients,
e,
tor Eccentrically Loaded Weld Groups Angle :750
*ro¡¡r,,,, , _ _ ,tII,orlV!l._ 1\, ~ cc,a * ~ o.I5. U ~ 2 .OO1
Table8-12
Approximate Number of Passes for Welds Singit--~~-Up_""_
, ,
.
'
.'.
Singit-Y~-
{8acO-Up_ ....
~
PART9 DESIGN OF CONNECTING ELEMENTS
cm':NECTING I:I.EMENTS SUBJECTTO COMBINEn LOADlNG CONNECTING ELEMENTS SUBJECTTO TENS ION
~:::::: :~::::::::::: ::~: ,."··M··'.. "...~.. ".."........
,.,
CONNECTING ELEMENT RUPTURESTRENGTIIATWELDS CONNECTING ELEMENTS SUBJECTTO COM PR ESS ION \'IELDlNGANDB UC KLl NG AFFECTEDANDCONNECTINGELEMENTSSUBI ECTTOFLEXURE
DE~=:::::I~:~~~ES····· · · · ····· · ·
..... . . . . . ... . . . . . . . . . . . . . . . . . . . . . .
(ITIIERSPEC IFICATlONREQUIREMENTSAND DES IGN CONSIDERATIONS
"hbIe9·I.Red""'_in".... forHolts,i •. ' . • "hbIe 9-2. F.b>Iioo 5«1"", Moduh•• forCopod w-Shapn Tobk9-30. 8k>
Toblc9-4.II •• m lk>ringCon,",""
... . . . . ....... . ..... . . . . . . . .
GROSS AREA, EFFECTIVE NET AREA, ANO WHITMORE SECTION In 'hcdc'cnnin,uionof'hc.,·.il.blc:uial .. ",ng'h of ,,,,,noc'i,,, dcmcnlS. ,hc 11"'"arc., A , .i.osedf()l" ' hey~ldinglimil"aI" .• od'h<:effe<,i'''DC,.",•.
A,.i,osedf""h<:ruplore
lin' i'SI .... , In ci,hcrc.< Whi",.,......."ion n'.y limi"I><"fft<:,i,'" " 'id ,h'o Ie",h.n :~;:,:~~d i men,ionof.connec'ingdemen'_ See1ñorn'ooaodLini(20II)f()l"fUr1her
CONNECTING EL.EMENTS SUBJECT TO COMBINED L.OAOING ConDCCliondc.ign ha"ra<.lilinn,"yt>eenb.ee.o", 'hc OloximuOl"",,,for.,,,,h ')'peof lo.>ding oc
'ionelemen". Ik<.ose'heAISCS/_ifi'''';v"¡,lxIsedon,,reng'hdc.ign.'l>cdon'pl.. 'icSlrcng'happn>l>Chis.ppropri.,c
CONNECTING ELEMENTS SUBJECT TO TENSION TheJ\.. ;I.bk:slrc"8Ih~ .. lolc"sioo y;eIJ;"8.n
,"n,ioo"'PI"rc.~. orR';Q.whkh
mU,,~".lor"'ettdlhcm¡u;redlcn; ; IcSlrcng"'.R. orR..rc;¡>ccI;ycly. ;;dcl
>er<"ifiCl.<"""Sec';onH.1
CONNECTING ELEMENTS SUBJECT TO SHEAR lñc a".ilable 1trenglh Juc lo .hear yidJing .nd ,hear ruptore, ~II. or 11) 0, "h",h mo" ~o.lore'cee~'he~uire.l.heat"renglh.l(.or l{..re,pecli"ely.• re
CONNECTING ELEMENTS SUBJECT TO BLOCK SHEAR RUPTURE lñc n ailablc "renglh duc lo block \.hear rupture. 011. Of 1I.,1f1. wh",h mul< ~0.1 Ofex=d ,he require.l strenglh. 11" or f4. re>rC<,i,'dy. i, ck.
CONNECTING ELEMENT RUPTURE STRENGTH AT WELOS Inm.nycascs.lheklildpalhfromav'dd,o'l>eoo'H'co<:e, 11"""" .. ,. in So"'.c..... 'hc.".il.bl... rcng'h ofthcconn.,,,ing demcnt i,"",direcllycako l.ble, Forexample, whiletttestrengthofthebeam.webwol d,
;:,::;~::;:¡¡I~n :sc~: :~O:~;;:~~t~:~~~~~~:~O'::I:~:~t~;~Plem~:o:O~ "'clal thick"."thatwillm'Ie "",1.I ,hick"."~"ircdlo"'atchlhc,bea,rupt"rc,,rcngthofthc .... ldi,
,w''=('7)(::l O.6f~
,...,..
3.000
'.
1'0< filie, ,,'.Id, ",i,h f':xx .. 10k,i on I:>o::>th ~ide,of.n .leme.Llbe ",inimom base mel.1 Ihi
'-"T
CONNECTING ELEMENTS SUBJECT TO COMPRESSION YIELOING ANO BUCKLING Whmpre,,ion_,b<",1Iil,blecom~,i,.. ,",,ng,b QI'. Of 1'.10. ,,-hich "'u" "'Iu,1 Ofe.cecd , PItrequi"'doompress¡''''I'''''s'h. l'. otP• . 'c>p<e'i,-ely. i,dc1ermillCdinacrordaoce",i'bAISCS/,uific"'iollS«'ionJ4.4
AFFECTEO ANO CONNECTING ELEMENTS SUBJECT TO FLEXURE Affc<;'cd.ndc""nc'''insdcmenlS'''''nc.-m:\lI y.lH>nc",,"¡;h.ndthi,-kcnou¡;hthatf\cxunll cffOC1" ifpre"",,'.'all.llo00t imJ»C'thede,ign_When "",hel.'llCn""",I""gc",,"ghand 'hin cll<JUsh'h.'nexunll.ff"'lS "'uSl bc:COO.idered.'hcfull'-""ingpn»'isi""' .... "sedfot de'crmining'hc"1Iilable .. ",ns'h
Yielding, Lateral-Torsional Buckling, and Local Buckling
""ur''¡
Gcnc",lIy, ,he av.ilablc "",ns'h. Q.lI. otM. IO. "hi{'b mu"c4ual otcxO< cd,he "'Guircdn •• u",I""'ns,h"f.ff""'ed.nd«.""",;ling.lcmenl,,-M.OfM~ re"l""',ively. i, de,ennincd in o",,,.,tl:loce " '¡,h AlSe Sp.,'ific"'Wn Sec,i"" J4.~ ChaJ'lcr F. 1heTablc U"",NOleinAISCS,,,cificalü,,,s..,,,'ion FL J ,,,,,,,ide'guiJ.nceb.oseduponcrQ,,,."""'ioo 'hapefOf'b
."d
z,., .. nctpla
".",[
When~ rel="nofollow">n,
~
,
· ""'cbslenJc .......
~•
.. hm il i"8'Icr.dcmcssfor.rompoc l wcb
. ...,fi!
::~'?b'.:klingrocffi"iCnl.k.i'dcICnninedaSfOIl""" Whent :S; 1.0
Whent>1.0
Whcn; > 1.0
r ,.
"'':' '. c,;oo.
in
c. _ I
BEARING LlMIT STATES Bearing Strength and Tearout at Bolt Holes l'or.,·.iMllebcariniJodl.a""""",nglhatboUIIoIe,.scera,,7
Steel-on-Steel Bearing Strength (Other Than at Bolt Holes) Ilearing;t"'nsthf"' .pplic.tion'''' .. rth.n.tbolthole, i. dct.rmined in''''rord.nc .... ith AISCS/>«i!icm;or¡Sc<:tionJ7 . "Thef.blicali<Jn.ndtn:<:tion ""lni",,,,,,n,,inA1SCSpt"<.; f",,,'ionSection.M2.6.M2 .8.ndM4 .4are.pplic.blctoeonnectingeltment>thatt,,,",fer load byC .... I"'"bc.rini ...... te<:1
Bearing Strength on Concrete or Masonry "Thebcaring;t",ngthof"""""'tei, dctcrrninedin>«:<>nlancev.·ithAISCSlwifira"onS«tion J8 . For bearing on ma"""l)". see /Juildill8 CoJ, N'q,,¡rt""""for Maro",,. Slruclll"". ACI 5301ASCE YrMS 402 (AC1IASCElfM$. 2013.) and 5p«!ftca';,mfiH" Maso",)" S'rucJu",.. ACI530.I /ASCE 6ITMS 602 (ACUASCElfMS. 2013b) , lb:: fol:wicalion and ."""ion rcquircmcnlSinAISCS¡>«ifimlionScrtion'M2.8andM4.lareapplicablctoronncrtingelc. ".. nlSll\atlran,fcrload byeonla<1 bcaring .... ,,,,,,,,,,teor m...... 1)"
OTHER SPECIFICATION REaUIREMENTS ANO OESIGN CONSIOERATIONS Otherdo,ignc(HI,ódorntion. m.y.pply.nd m.ybe rcq uired by the AlSC S¡H'('ifimlion Somecoosido",lion • • "'doscribe
,,"
'''~~ \i pF.
I (9-17b)
'})
Whon too re.ulting filtin & thid"""" ¡, ",.sonablo. no funhor check ofpryin&ac1ion i. DOC_ essao')'., I ~
.. I"'req"i ... ~bol,fO«e.r,.doe,,,,,,~:.cee~lheJ\.. ilablct>oll'I"'"S,h.Tc
In'hj,solu';on, thead<Jjt¡on.lforcCtopryinSoc,Ooo,q,.i'c_,;cn'¡allyZrlhcoclualdT,,,,,,ofp<)'ing oclionwithq,gr.ero''''''-e, ..,.' largor required boll di.",c'er n,.y ..",lt 11lc'hick""""'Guircdloon",,,,.noccepublccombinationoffin ing"rengthand.tiff•
... ss .O
, .+.,{¡;)']
··HH+)'-']·"""'""" Thefl."seo<."glelh;ckness. ".~";"'~IOplhe.\·.il.bIeSl","g,hofU.. j.
,..i,h 00 I")'ing action
1x>1,,/1,
lñcdT«'ivc ... id'h, c",fOlane lemon,.ttach ing,o'hcfaccof.roc!3"8ularIlSSi.oc!< •. mincdin""rord>""e",ilhAISCSIVcific~¡jd" &;"",,,,,,KI .I
Q¡ _ lforHSS(conOC
For out-of-plane transverse loads fu "",,"nsol:rr IlSS. lhccdScsoflhc IlSS ""llarnscocrnlly."umcdlohcd.mp
fu ... i
pi"ned
..
H.a!.!!!:..[4~ " LíU +b) l
'
M· · Nf·~··Ml'º, ¡;"'wi
M._'t'[ f· i'; ·'NJ.}
Rotational Ductility : , : ~~r.,;;,o;":'":" pro,ido f",'he """ion,1dOClili,~ require
~.... ~ OOI55 !f( ~ +-2) b ~ Ik.iblc w"hh in
I,.lhidncssorthct .. nangc,in ', •.• ' hk.nessor,hc1 .. "cm. p<>rtcdbeam, theminimom di."'.'crfOf"bol" thl'OOgII theleen.ngefOf"d"",jI;lyi,
oolneed...,..,cooJO.I'h{i;.AI'cmOl;''''y.'<>pmv;def
I,... ':;'+'II.;n
[n ~
Noto:Weklretumsoo topof teepe< UserNote in AISC $pecifica/iooSe<:IionJ2 .2t1(g)
1+-+-+--+ 1
Tables 9-3. Block Shear Rupture lñc'crm
(c) Combina'¡oo looM",I¡""I",ut
''''''''''IV''iff''''''
" _ O"ili'~
' -"O,,(lX~r~
" - "W,,[,"'(~rl~
· - "'""(Hú'~ Web Local Yielding lñe ,,1lilable .. ",ngthforw"b 1oc.1
yic I Jing.~. ()f
R,.Ifl. ¡.dc"'rmi.oo pcrAISC
S/>«;fir~lj,,,,Seesi,,,plifiw",in8
lIlccons",""R, a oo R,frornT.ble94 •• [ollow ..... t>el<:t .. I.OOandO .. 1.50. Whentl>e <:OO'¡>r<"¡vbcre'i"cdisapphodot a JiSl.""", x.from '!>cnICmbe<'eoo Ihali,Ie_,,'h.nor
Wl>entl>e compre"ivef~lObere>i"odi,~pplied.l.di'I.""".x.from ,tIe"",mberend
lh.'i 'grcatcr'h.n'l>edcptboflhcmomber (.»,lj
NOI.t""t'hcminimumlcn8thmb<ar1ng./.. i,l.pcrA ISCS¡J«ifi""UonSccs.
Whcnthcrom¡","'ivcf"""e 'obc""¡Slcdi. apphcdat a Jj'la","C,x,from lhcmcmbcre,(x
(9-4s..) 1
II.,iO . II¡ :: /¡,(1I4/(l)
(94Sb) 1
Wben ,be """'1"'1"';"" f~ 'o be ~,b'ed;s 3ppI0ed.l' d; ... ~ . .<. from lhe membe. end 'h.'; 'gn:.f'be men\ber(x )t ,If2)
Table 9- 1
Reduction in Area for Holes, in.2
STO $landard hale
In.
'110
OVS O"",,"z
'l.
'lo
1
1'1&
1'1.
0-'911
o.m
O~
o.m
UI~
" lo
SSL
L$L
$horl-Slo~
W.
'l.
Long·SIo~
hale
'lo
1
1'10
1'1.
hale
1>/0
" Ir
0.:)4(1 1).363 0.363 Ml2 o.qo 0.$311 0.59$ 0.656 1)./ 1$
1<1
0.<'!i60,zgI0.3«0,3910,mO,oI5Jo.4&40_0~0.6410 ,71 90.7910..!/$0.951
'110
o.m o.:m
~
'11<
\t '110 'rO ''iI< ""
0.'30 0.038 o.5l!1 0.1163 M05 0.605 0.103 MOl 0.898 0.$96 1.09 0.3911 o.«~ 0.516 0.5115 0.&33 0.680 0.7V O.IV O.S« 0.961 1.(111 1.20 UI OM$0,$200.GO:o.6M0,nso.mo.sqO.&lSO,964I.1Z 1.26 U9 1.53 0.531 0.5$010.68*0.731 0.&«0.9(l(i1).969 0.9691 .13 0.5911 0.1163 0.113 un 0,949 UXl 1.00 1.09 1,2/ 1,05 1.13 1.2 1 1.21 UI 0.130 Ul~0.$oI 5 1.07 1.' & 1.25 1.33 1.33 1.$5 0.7970.1191 1.03 1.1 7 1.2/ 1.36 1.4~ U~ 1.69
1).6601 0,7'-2 0.859
''110 M63 O,!I6$ 1.12 ',lo
''110 1
0.930 1.00 0.006 1, 11 1.06 1,' 9
1.20 1.2!i 1.3&
un I,V 1.37 1,46 1,$/1
1,37 U& I,~
1,119
1.<7 1.57 1.59 1.70 1.70 1112 1..!1 1.9<
1.5/ 1.7Q 1M 1.9<
1,113 1.91 2,11 2,25
1.26 1.«
1.« Ul2
1.59 1.79
1.60
I.!IO
1.99
1.7$ 1.92
1.9$ 2.1 6
2.(111 2.2' 2.40 2.$/1
2.301 1.52 2,70 2.111
1.19 UJ 1.67
U,
2.19 2..J!1
1.75 1.9/ 1.19 2.'1 2.63
2.86
2,59 2.79 2.99 3.19
2M
:1.10
l.O6
l.3O
1.26 :1.50
3.51 MI
2.H U& 2~
Table 9- 2
Elastic Section Modulus tor Coped W-Shapes
« .0 1.17 4U 1.58 43.3 Ul
~
:¡j6
..... ',' I
7
•
•
m
311 ¡u UO
37~
)67
310
330 n'l
311 281
:$7
m
2M
Vj
:$'
¡49
Z36
224
m
2590
910
-
-
m
650
616
810 6/1 567
_ _ _
_
'11 ~ $$4 49146/
720 63\1
635
2)«1
575 413
S4S «.!
#1
607 500 421
5e3 ~ 515 qo; 423 3\11! 355:Q4
......
.00
319
'H~
1\Il'10 1690
ISfiO
:¡eo
,.¡ro
m
512
-
1420 1280 1170 1100
463
_ 371
~
374 335
m
NI!
S59 770
247
~
41.12.52 40,12.13 40,32.13
1«0579 1210 m 1200 470
41U
IOI!O
1.113
I 3$4
m
'l.O 3.23 ....11.16 41.3 1.36
41.02.m
• "3
~
971
IU 2.05 IU 2.01 40.21.11 3\1.3 1.65 3\1.71.58 3IU U 2 3\1.01.22 33.7Ul1
~
Q3
301
494 1 2~ 015 1110 3n
l-Z?
~.e
z .~
330
" '0
.... 2 Ul 1020 40,01.139/1 311.11.58 3/S 39,41"1186 39,01.20 6/S 311,11.03 600 31I.20.&'lO SlJ
417
_
m
30l 271 231 224 _
_ _ 379
J91 361 J11 331 J20 291 181> m 243 221 2301 212 211196
422
527
~
~
3\II!:ln; 359 m
415394 ~ 380 ~ 315 323 J06 2~ 211 2$8 2<15 Z20l 201! 213 202
314 3$4 :161 342 317 300 290 275 260 2<16 232 219 197 1116 millO
335 323 2M 2511 232 207 176 170
316 305
503 419 4ClI
45.4 lnl 367
-I0Il lJ9 lZll 211' ¡TI 2511
3IIIi
Ila 391! 33/
431 ~
34S Jti() 341 ~ JO!! 34-l 326 310 293 3:21 J05 Z8II 274 2n 2151 149 m m 2-46 2301 m 2011 l!l11 210 1l1li 1M 113 1M 201191181111161 186 111 161 1S8 149
2(;8
2<15 219 195 166 100
320 311
3151 ~
287 l52 l:lO ~
183 156 150
31M 2$4
ni 200
lOO 230l
m
237 216 1\13 In
,-16
141
364:l4J JO:' 2M
m
:m;
215
2511
24.1
:162 2« 210 186 1S8 1S2 141l
146 1JO 191 liS 149 143 132
Z32 216 lBS 16S 141l 134 123
Tabl e 9-2 (c ontinued)
Elastic Section Modulus tor Coped W-Shapes
..... ',' -
-
-
-
-
7lil
IOC! seT
m
m
~
m
e33
836 73e
&42
199
~
' " 673
737 6<3
697 61!
65$
6$5
m
~
In $43
_~~601~~~.T$
~T
.91
~
.3$
'"
('19
519 .73
«&
~
QO
*:175 350:)lO
399 3S4 ,,,
375
«4
3'111370
>4"
33.0 J.(lI 37.71.45 37.31.68 37.11.51
3M 1... 36.7 U5
"2 37 1
m
-
m
m
300
11X1
33$
305
1(150
3"
2$3
317 2*9 2I6:e
911 913
~
In
26l 2'9
;!36
1350 1 2~
~
:m 253
n6
m
liS
m m
2'ilT ~T
27$ lSl
m rn
211
,\le 135 m
243
m /',
l\Ie
111'1 1M
m m m 210 210
m m
38$
~
352 m !I! m 17' 256 U6230 206
m
000 187 1M
113
,n 161 167 151
1"; ..~¡ ,i~.• ~ ffi Eili E~¡,. i,,,,,, li ~ E ir: iE ,,,,.'" ~~
~'''"''''.,
iUHmmm
Tabl e 9-2 (c ontinued)
Elastic Section Modulus tor Coped W-Shapes
Tabl e 9-2 (c ontinued)
Elastic Section Modulus tor Coped W-Shapes
~':;E ~¡ jffi ~ :~ '~¡ ~! ~ ~¡ ~i ~¡ ~ [j E! I ~
- w 1.23 26.1 H'" 26.31.19 211,01 .13 ~,1 1.11 ~,S lA5 ~,2 1.Jo1 ~,O 122 2'.1 1.09 ZU 0.950 24.30.850 24.'0.150
789 n.o ln 21~ lIoU 1&1 W 16/ 531 1<" 091138 050'20 410 115 371100 m 90.< 291 &t.4 258 75.'
2<1.5 0.* ".3 0.37$ 2<1.10.770 2le O.6eO 23.1 0.58$
20S 222 196 l1i 1501
V.,
21~
20!1 193 11115 172 1&7 1501 1l1! 1301 1:1.2 121 117 107 117 101 98.2 106 9/,189.' 9U ge,O 62.3 88.5 S1.2 7U 80.3 n.1 67.3 11.1 66.1 tiO.O 64.1 ~.1 5U -
-
1511 1<3
'V
12.9 10.1 lU 1\4.9 6&.3 5110 62.653.2 5H ~
201 1&1 In 162 1 ~7 ,.. ,., In In 112 111 101 911,0 lIiI.O 89.S su 11.4 IU 74,9 6/.9 6].5 61 .1 61.1 5H \,4.5 '''.2 ./1.1 OU
1>4.9 ~_3 Ion ~ 5U 501.3 'M " .6 53.2 ~6 " .1 39.6 <8.7 4H ~ .• 3M " .7 ~ 37.0 33.4
23.1 0.590 131 56.9
&0..
.5.3
33.1 29.1 102 89.1 19.0 69.' 61.0 5U 'H
168
,
no !lO.'
n.3
66.5 61.1 \.U 019.1 •.1,2 39.]
Q,' 39.1 lU )lU 0(1.1 3M lL7 lH 3M lU 2$.1 2<1.1 32.7 29.1 25.& 22.6 ,'U 1M 23.$ 2M
29.1 2U ~1.O
1\1.$ lU 6U SU 03.1 Q .l 311.$ 3Q.a:¡,:;.0 35.9 31.$ 32.1 2\1.2
.3.1
153 138 12¿ 1" 1<'0 1(111 118 106 94.9 105 9U 114.0 91.2 61.1 n,e su IJ.l 1\4.9 ¡2,2 6ot.4 $1.0 65.8 5U 51.1 5U 53.0 <6.1 501./
l6.S 23.< 20.5 23.1 20.9 18.3 81.1 11.0 62.2 10.3 ~1.6 53.S 62-0 SU U .O 50.2 <1.3 00.3 <1~ .1.6 :¡':;.8 . 2.2 :16.6 31.0 3&2 33.1 2\1.2 3U 29.0 2<1.7 30.526.322.' 21.' 23.6 20.1 2• .5 21.1 IH
Tabl e 9-2 (c ontinued)
Elastic Section Modulus tor Coped W-Shapes
z 2U 2U 21.2 2' .1 2' .0 20,8
"q
2(1. ~
fin su
0.$3(1 1~ 0.83$ 171 G.7fO 151 0.685'''' 0.61$ 1:17 0.522"0 0.<30 93.0
59.0 <11,1 51.5 <2.7 3U ~.1 3M ~1 33.2 36.1 30.0 ~1
21.1 0.650 11. 20.3 0.535 94.$ 20.70.'50 3U 21.1 2.50 5M 21 .$ 2..lO 51. 21 .' 2.11 4titi 20.71.91. , 9 20.41.15 JIIO 20,01..\9 J« 19,/I M J IO 19,51.J2282 19,3 UO 25ti 19,01.06 231 11,70.9010204 11,10..!/ 0111 IU 0.110166 11.20.6IICI14/1
o:U 36.1 39.232.5 35.22\1.1
•
3U ZIU Z!;.l
29.3
..... ',' I
7
•
3M 3;!.O 27.e ~.7 3U la 2H 31 .0 /7.S IH ¡UI :/'11.0 l5.6 r.'.5 19.6 2U n . 1(1.5 17.8 :U.O ¡tI 1M 16.' 2U '11.' 16.1 lH 2U 2n 21.0
l:U 2M 2O.41U lU1U
•
24.1 2M 18.1 16.8 1M 13.8 12.'
:/0.5 17.8 1M 'H la 11 .7 1M
17.7 15.9 , • .1
15.2 13.6 12.1
12.9 11 .5 10.2
61;.$
56.1 48.1 42,3 JIU Jl.0 ;>6.7 23,S
,..s
_ _
_
1411 12.
26..
216
,;>6
111
,50
IU 0.7501 17 11,20.1SIIS101 II ,IO.GJO 91,) 11,00.57011,9
42.4 34,1 31.3311.1 35.0 ?I, ' 32.< 2&,0 2!l.123,4
,)6
' 1,10.6011 11,1 ' /,90.12561,4 ' /,/OA2557,1
2M 23,2 2U 11.1 24.910,01/,/15.5 n.l'I,2 16,11 4.1
""--,. -... ....
I ~.g
100 58.2 7/.0 a u n l 51.0 no 9S.J 37.4 IUi1.S \08.5 130 1Iti.' 115.9 76.2 61.151,$ 50.' 115 94,$ &U /5.6 611.1 58.1 51,0 U I IOZ 83.' TU 66.5 56.7 51.1 fU 38.1 !/l.! ~, I &7,2 SII./ ~,fi 45.9 JII.6 33.8 81./66.4 \.'J.J ~.fi 4/1.2 40.2:14.6 211.4 /2.5 58.1 ~,4 4604 40,/ 35A JIU 25./ 65.2 ~, I ~7,0 41 .5 36.4 31 .5 27.0 22..! fil./oI9.1 «,J 39.1 34,2 ;>\1.525,2 2U 54A 013.138.1 34.J ;>\1,1 25..!22,Q 18..\ 48.9311.3 34.9 '10./ 26,1 23.119.6 lU 43,134.6 le,1 ;>6.9 23.4 10.217, 1 14.3 3/.fiJO, 1 21>,723.410.317.5 14.112.3 166
_ _ ... _ _ _ _ _ fl>.
_
~
5(1.7 '5.7 U .• ~o 33.1 ¡U ~.1 3?' ~.O 29.7 30),0 ~9 V .O 2H
le,J 26./ ZI,J 24.0 24,9 2U n,o 10.2 ZO,711.2
113
911.3
23,)10.117, 1 10,9 n .01S,3 19, 1 1M 13,!! 17,1 15.112,1 15,1 lJ.511,S , S,1
1:1.511,5
51.6 50.0 43.0 JI. I
]2.'
211.4 24.6 21.5 19.0 17,6 lS,2 13,S 11.7 10, 1
14.3 11.1 12..! 10.5 lU1 !l.5l 10.7 I,n 9.54 9.56
al
Tabl e 9-2 (continued)
Elastic Section Modulus tor Coped W-Shapes
..... ',' )4.e 39.0 311.6 ni 2U 2&-3 n .1
30.5 2M ~.7 n i n.~ IU IU 'M
n.8
IU IU 13.8 11.7
15.7
,~.o
e.
la ' 1.0 II 7.
1M
~.~
ZO.I
IU
lB
10.2
II
7. 6.
5.7
,u ,u ,u
~
~.~
17.0 0.$85 17li 0.875 155 o.~ 1)4 0.665 117 0.715
92.2
no
17.3
,u ,u
,u ,u
ig1E E; ffi ~¡ i!¡ ill :¡~ '¡l, ¡r ¡, 15,10.«041,217.1 13,311.1 15,70.345 311.4 IU 11.1 10,1
1, ! .1io4
!. I.JI
~
_.j~mllii¡ _
.... __ "1000_ ...
_ _ ... _ _ _ _ _ fl>.
Tabl e 9-2 (c ontinued)
Elastic Section Modulus tor Coped W-Shapes
..... ',' 31.121.1 24.3 20.3 ".2250.50 21.1 \1.1 00.0223 \U 15.7 21.220.211.0 \H 2U 18.0 15.2 \2.6
In
1'-5 1M
><61
28.020.51 2U 13.2 1•. 00.720103 22.216.S 13.51 0M5 92.1 ISI.7 IU
17.7 IH 13.51 12.3
T7.1 70.2 &2,1
15I.l IU 11.3 12,1 IS.3 11,]
12,0 10,1 U9
9,93 1,93 7,Il0l
7.n
x.:!
13,SI 0_ 13,1 0..\95 13,70.5JO 1. ,1 O..\IS 1.,00.-155 13,lo.JI5
$l.'
>
'3.1 42,0
16.0 12,0 10,2 11.110,3 51,1. IU 51.11 8,37
1M 7,&2 6,96
13,g 0.-120 13.7 o.m
35,3 29.0
llo) 10.1
e,~
U2
MI 1.58
g,20 I,JI
T,IO S,IS
1• .3 12.3 IU 10.2
11.1 11.6
13.1 1M 11.3 9.20 1G.2 1.91 9.151.Q1 8.075.1'
12.1 10.1 SI.• I 3.21
SI.'" UI
1.07
6.39
6.:11
U9
6.901 6.22 S.1iS
UI
7.~
~,71
~,$1
....
__ ......-...
_ _ ... _ _ _ _ _ fl>.
1.21
U~
.,n 3,1M
16.8 2.96 0$3 123 63, \ 1\,. 60.& ~,I 1603 1.1\ '35 108 - lU 11.0 51 .' 42,1 15,11 2.•1 m 96.1 - 63,\ ~,5 ".6 38.9 15,12.25 363 nI - 500..2 '1,1 31.0 31,0 15,1 2.07 ~1 IU - '1,5 3'1.9 ~.9 21,1 a,1 1.90 m 6M '9,0 ",1 30,1 21.5 n,9 a,I1./' 263 SI.o42,3~.7 2'1,1 2U ISI,3 a,O 1.56 Z3S '9.136.50 3(1.7 25,]:!O.S 16,2 13,11.00209 '3.l3\,62$,521,111.S I1,1 13,11,25186 31.921.5022,51 11,1 a.9 1',1 13,1 1.11 113 ~.6 23.7 19.1 \6,0 12.6 SI,70 \2,110.9901.\ 21.6 151,1 \ $,] \3,21D.1 1,91 \1.1 0.900131 2Ul1,' \4,] 11,5 9.03 1.$3 \2,50.6101\1 22.2 15,1 \1,0 \0,4 1.1\ 1,08 \2,1 0.1~ 101 19.9 14,\ 11,5 9,23 1.11 UI \2,30.610 91,1 11.9 12,1 \0,3 1.2' Ul0,13 \2,10.605 11,1 16.01\,2 9, \11,21 5.6\ 0,1'
-
H6 MO 5.72
~ .$1
".9 ".9 2U 20.6 21.1 11.9 a.9 12.'
:).1.\
2M
Tabl e 9-2 (c ontinued)
Elastic Section Modulus tor Coped W-Shapes
..... ',' OMO 0.57$
7\1.0 1• .3 70.. 13.9
1M U$
a.~
U~
5_~ .
3.811
><53
lit 12.'
7.~
6.31 H5
3.511
1i4.21 •. 3 57.713.1 51.$ lU
1M U¡ 3.03
3 .$4
6.3.1 5.27 6.02 • .63 $.193.l1li
3.91 3.42
x~
12.2 OMO 12.1 0.57$ 11.9 0.51$
><26
11..\ 0..\20 41;.5 12.3 12.30.«0311.110,$ 12.2 O.3eCI 33.4 9.011
I.~ ¡.JO $.II'J Ul HI ].476.154.!M3l162.90 6.47 $,32 UI l.JI 2.48
x i ii
12.3 o... ~ 25.4 1220.35021.3 12.0 (I.2M 17.'
9.00 3.39 1.43
6.89 $ ,69 4 ,~ 3..\9 6.014.953.9I!3.11 $,30 4.311 l, ~ 2.12
10.1
VI
UJ $.48
4,118 3.61 2.52 4,20 3.08
0.80
3.&7
7.~ ~.~
I "~~ j~ ¡~ li ~[ i¡~ :¡~ ,¡~ ¡~ o.e20
9.920.~
>33
xn
9.130.435
10.2 o.m 10.1 0.330 . 12
019,1
012,1 1.49 30$,0 7,49
10..\ 0.510 lH 1.1i4 10.3 0.«0 21.9 7.33 1020.360 23.2 6.51 IU
MI MI
¡.87
' .$1 3.41 2_'S 3.80 2.35 2.0.1 ' .211 l . ~ 2.00 1.17 $.7$ '.1I(i
'.33 3.311 2.$5 1.32 Hll! 3.10 2.33 1.6$
9.9110.270
16.2 1M
$.$3
3.6$
2.~
2.12 1.50
U70.210
lo.. .....3
al
2 .2(;
ue
2.71 2.33
Tabl e 9-2 (c ontinued)
Elastic Section Modulus tor Coped W-Shapes
..... ',' e.oo o.mro.l !2.2 8.15 « lO ~_O 1M MO o.6$$4H 7." 8.2$ 0.560 S5.5
8.11 ><JI
o. .~
¡t I
8.000.'3$ In
8.06 o.f65 2U
o.fOO
~9
7.• 2 $.~ 3.n 6.14 ._~ 3.0$ H3 3..3Z n i 6.71 Ui !.1' 1.80 5.66 U' !-l& 1.17 5.06 2.sa !.O, L:18 5.04 l.e9
7.93
2.-10
U7
~1 3
1.28 0.400 lU 1, 1. Ilm 15.2
•. ~ 1.6/ ..02 2.35
1.91 lB>
1, 11 o.JI51 1.8 1.!19 o_ ~ UI
4.032.36 3.31 1.10
1.!i8 1-"9
7.!III o_~
2.65
1.08
><10
7.&1
'.23
2m
><24
1.501
1.30 1.26 1.09
1.10
Tabl a9-3a
Block Shear Tension Rupture Component
U". = 1.0
"'-cr.
[}
per ineh of thickness, kip/in. 8oII _ , d. lL·
'0,
"" "'" "" "'"
,...
"'"
. . ,
10.3
".
M<
-.
n, M<
.• "'t'
O,
.•
M<
-.
"'
'"
..
..
._..... '" n,
~
6\ ,3
."
"........,.,I",m,,,...OFSniEt. CoN,,,,,,,,,,,,,,,
"U
Table- 9-3b
Block Shea r Shear ~ielding. Component
" ~. . 3""__ .
per ineh of thtckness, ktp/ in.
',."
,.~
,_o
,. ..
~
'"
~
" ". .,
.." "
"
,. "
-
~~ ~~
". ,. ~
m
~
m
'" '"
~
m
... ~
-
~~ ~~
'"
'"
"'
~
~
~
m
~
,"
m
~
".
~
m
~
~
".
M
m
~
~
'"
'"
~
m
~
~
~
'"
n
~
m
.,
m
w
". "'
~
."
m
"'
~
~
~
m
'"
".
,.
".
~
",
~
" '"
~
no
'"
m
"U
Table 9-3b (continued)
Block Shear Shear ~ieldi ng. Component
"~ . . 3""__ .
per inch of thtckness, ktp/in.
,_o
,. .. ,.
,.
-
~~ ~~
", ., ,. ,,, m
'"
'"
,.
m
m
~
".
m
~
m
". '"
,. '"
,. '"
,.
~
'"
,,,
m
~
>ro
,.
~
,,,
'"
,. ,. ,.
~~ ~~
,.
." '" '" ,. ,.
.. ."
>ro
,. ..
.,
n.
".•
31 .0
..
,. ,ro
~ ... ........,.' I"'m'"... OF SniELCoN""""""'"
~1.2
6H
m
",
". '" ."
..
Tabla9-3e
~8
Block Shear Shear Rupture Component
.
"boIts O
per ineh of thiekness, kip/in. '. ~
'1, 1... 1n.
"
".I
'"
~
~
m
@
'" "'
.,
~
~
*
m
~
",
m
~
'"
,. .. ,. "
"'
~
~
m
~
"
" "
~.
.,
., ., n,
..
~
~
_n'"'
~
~
.. '" "'
... .,
m
~
~
~
~
~
~
--
m
~
'" '"
~
m
~
W
~
'" '" "'
'" '"
oo .
~
~
"'
,.
1
- - -.. - ~
~
"
. 'l.
'1,
_~~""j<~~~ _...."'~~~~~ ~
1'1,
'l.
"-
3-~ L ..-
m
~
'"
'"
. , '" ."
~
~
...
oo •
'"
m
~
'"
~
~
'" @
u
~
e
~
oro
m
~
@
~
~
-
~
.,
.. '" .,
ID
~
'"
.• ., .., •.
"'
., .,
-"'j<~
~
... ~
Table 9-3c (eontinued)
~8
Block Shear Shear Rupture Component
.
"boIts O
per ineh of thiekness, kip/in. '. ~
'1, 1... 1n.
'l.
~
~
.," '" '" " m
~
"
m
~
.
m
'"
~
m
...
..
m
m
>ro
., ,.
,,.
m
~
~.
~
.
~
,
m
~
m
m ~
"'
,.
"' m
1
- - - -.• -•. ~
.• •. "'
.., ,. .. m
. 'l.
'1,
_~~""j< ~ ~~ ~
"
".I
"-
3'~ L ..-
m
~
...."'~ ~~~~ -~~
_
~
~
"'
~
~
~
m
~
"' •. '" .. "' '" .. •.
." ., ~
*
... n.
m
~
•.
*
~
'"
m
M
~
~
~
*
m
m
m
."
m
m
~
m
~
m
~
"' "' '" "' '" "" "' .. "'
_n'"'
". ". .,
--
m
~
"'
.,.
~
~
m
."
..
.. *
-
Table 9-3c (eontinued)
~8
Block Shear Shear Rupture Component
.
"boIts O
per ineh of thiekness, kip/in. '. ~
'1, 1... 1n.
"" " "
'l.
".I
1
- - - -.. -
~
~
~
m
m
'" "' '" m ,,,
,. ,.
. 'l.
'1,
_~~""j<~~~
'" '"
"-
3'~ L ..-
~
~
...."'~~~~~ -~~
_
~
~
m
m m
~
"'
*
~
,,,
m
n,
~
,.
~
m
m
m
n,
m
,. .. ,. ,. ,,, .. . "' .. ,. ,,, ,. ,. .. ,. '",,, u. ,. ". "' ,. '" '" '" '" '" '" ," .. ", ,. ,,, ,,, ,. '" '" '" '" " ,. ,. .. ,. ,. .. '" '" '" -m
"
~
'"
m
~
~
~
u, '" '" ,,, ,. ,,, m
m
m
~
ro
"' *
~
m
~
,
~
~
m
m
m
"
m
ro
~.
_n'
m
m
~
m
J.,8
Table 9-3c (eontinued)
Block Shear Shear Rupture Component
"boIts O
"-
3'~L ..-
per ineh of thiekness, kip/in.
'1,
1... 1n.
101
~
152
~
OO,
~
'l.
~
~
I
"
,.
aH
'" '" '"
'O,
~
,
oo.
-
'"
OO ,
'" '"
,. ,. '" '" ,. '" ,. '" .. ~.? ~:¡ E:~ a~ lii E:i Ei : ~': ii 5:! ~:i ~:i
oo.
51,1 ~.3
I~,
'1,
I
.. .• .. -'" '" -". ,. -'" . -.
~
" "
'l.
_~~"'j<~~~ -"'",-&~~~~ -~~
&I,2¡
'" '" 7U
07,"
7'-'
03.0
S...
7U
~.O
7S.Q
.5.1
67.7
9U
,1.3 ~_7
85,9
53.6
110,0
08, 1
n.Z
119.5
!l6.1
M.l
50.6
J'5.1
68.l 10l!
SU
!IO,I
87.8 13;2
t2.3 123
S(U
gl .'
S6.0
M,O
n.9 1(1\1 T7.2 11li
lIS.J $9,6 73,9
979 lO. 111
tIO.' 601.7 69.1
IO.S 97.1 100
7U 81.l' 81!..'!
61,S
1&3 117
110
91.' 137
ln
n.
71.9 loe
m 12,5 1(1\1
122 IJO
Table9-4
Beam Bearing Constants
Fy = 50ksi
... ~
.:"
... ...",
~,IU
",
,,,
'"
'"
,. ,. Fotll, .-.1 11,
FotI\i.Ro, !I, .-.1 1\ ~
".'M I'·'·
. ....• .....," ..,..
.,., ..,. "'" ..,. ... ~
no
..,
2U
"'
'"
)' .5
..
,
m
,,,
,. ..
oo,
,.
"'· '· I ·· '~
r.'9
,. ,.
__... _..... ........
.IISI: _
...
r."
,
.
~ '. ~
¡h UlO •• 0.75
'"
,
_
_ ~
G2.,. _.,.so
... I ,IIO ... O, . U '
Tabl e 9-4 (continu ed)
Beam Bearing Constants
Fy =SO ksi
. "'" .. ... ... . . . ...... --.. ,. : :::. ". .. 10 _ :1'1.10.
~
"'" ...
r.,Al • • .4'..
lI.,IIl
:::.
lI.,IIl
t ll.
lI.,IIl
. lI.
~
.."
m
. II,
'"
m
'" '" "'
m
m
m
~
~
"' * '"
,~
,. '" '"
m
., ,,,
~
,.
--"",'---"
.. IH
~
,,'
".
,.
'" '" ,"
' . _01 _ _ _ _ .... _ . - 1, ...
~
m
~
Table 9-4 (continued)
Beam Bearing Consta nts
Fy =50ksi
...
~.
• 136'
~.
... ...... .... "'"
~, IU
'"
...
... m
..
FotI\¡,Ro,lI, on1 l\ ~
"·'·1····
.. .. ..
" ,,, n,
.
~
Fotll¡ on1 l1,
-.
¡h UlO •• 0.75
n, 18.3
"'.
..,..
O.,
"·· ·· I ·· ·~
10.3
.
... '" , ~
M'
'-.,_ _ ,........ m
", 7.1\
... .....G2., ,. _ .,.so
.IISI: _ _
~
-
..
'"
.. .. "'
. -.,,, .. -
... ...
...
_~
... I,IIO ... O, . U 1
Tabl e 9-4 (continu ed)
Beam Bearing Constants
~
"'" ...
"'
'"
"' ,,,
., ,,,
Fy =SO ksi
.... "'" .. ... ... . . . ... ...
--
"'
9,19
13,1
'"
,.<
In
'" m
.. n. ,~
10 _ :1'1. 10.
lI.,IIl
. II,
lI.,IIl
t ll.
lI.,IIl
. lI.
~
ro>
m
".
'" '"
'" "'
m
,.
~
,,,
m
: :::
m
~
~
m
'"
m
~
'"
m
~
~
m
m
w
la.•
., ,. '" '" '" '" ", '" '" '" ... 1, <'
--"",'---"
r.,Al • • .4'..
---
' . _01 _ _ _ _ .... _ . - 1, ...
Table 9-4 (continued)
Beam Bearing Consta nts
Fy =50ksi
...
... ...... ...."'"
~,IU
-~!
.,.
~
'9,'
7',0
,
07.5
Fotll¡ on1 l1,
71.3
FotI\i.Ro,lI, on1 l\ ~
"·" 1'·"
",
"' ,~
... ., .,
.,,,
....
'"
,.
..
~
...
.,
..
' .17
0'
'.1~
__... _"' .. ....... ,
.IISI: _ _
"·· '· I ·· '~
...
...
.• ,. ,.
.
~'. ~
¡ h Ull) • • 0.75
..,.,
... ...
'"
". . ." M
-. - . -- ..
'"
G2.I. _ ".SO _
... I,lIO ... O, . U 1
~
Tabl e 9-4 (c ontinued)
Beam Bearing Constants
~ ~
'"
"'"
. "'" .. ...... . . . ...... ...
: ...
--
..,
r.,Al • • .4'..
lI.,IIl
m
' 0.3
'"
. II,
lI.,IIl
t ll.
lI.,IIl
. lI.
~
,,'
. .. "..
Fy =SO ksi
10 _ :1'1.10.
no
'" IU
'"
'"
,. ,. ,.
::: .,
~
m
,.
~
m
"'
"'
,. '" '" ,.
. .• .. " "'
M9
--"",'---"
12.0
'" '" '" "' '"
..,
on
'"
,U
'"
' . _01 _ _ _ _ .... _ . - 1, ...
.. ", ,. ,,, '" ,.
w
*
Table 9-4 (continued)
Beam Bearing Consta nts
Fy = 50ksi
... ... ... ~10'
Fotll¡ on1 l1,
-
....MI····
. . .. --
.,,, ... ...... ...."'" .... ..,.,... ... .... ....
~,IU
~
\2.1
~.
n>
.u
'"
",
"' .U '"
.. '9.8
..
,."
~
..
U. "' ,,,
'"
...
7 .~ '
'"
__... _..... ........
.
FotI\i.Ro.lI, on1 1\ ~ '.
,
..·· ·· I ·· ·~
...
.,.so
_ ~
.IISI: _ _ G2., _ _
~
¡h UlO •• 0.75
"' ...
... 1.1IO ... O, . U l
Tabl e 9-4 (continu ed)
Beam Bearing Constants
~
"'"
Fy =SO ksi
. "'" .. ... ... . . . ... ...
::: :::
--
10_ :1'1. 10.
lI.,IIl
. II,
lI.,IIl
t ll.
~
lI.,IIl
. lI.
r.,Al • • .4'..
::: :::
l 1.2
,. ""'.. ,... .. "
.. .. M'
1.01
,. ,. "' ", ", ,,, ,. ,. '" .,
~
,,,
m
., ,. ,. ,. ,. ,. '"
"'
M.'
8U
~
,,,
-
,. _
~
,. ,.
_ __ -
.... "IH'- _ _ ..
..
1M
....
.....
.......
Table 9-4 (continued)
Beam Bearing Consta nts
Fy = 50ksi
... -... ...... ...."'" ..... ..,.,-... .... ...."U ...... .• ~, IU
n,
•.:"
~
~
"'
.. .. "' "'
n'
~.
11.1
' 1,5
n'
~,
10
2' .3
U,
." U,
'7.8
11.1
...
51 .•
.
,
n.
., ..
",
.,
57.7
Ul
'"
' 5.0
~
.,
13.1
'U
., ",
FotI1:.."., 11, .-.1 1\ ~'.
FotIl¡ .-.1 11, ~
U.'M I'·'·
~
¡h UlO •• 0.75
.. ~
'"
u·· '· I ·· '~
3.15
'"
'5
•. 11
6.16
Tabl e 9-4 (continu ed)
Beam Bearing Constants
~
. "
"'"
~.
. ... ."
. "'" .. ...... . . . ... ...
: :::: v .•
Fy= SOksi
." ~,
.• IH
-.. ,. •. u
10 _ :1'1. 10.
lI.,IIl
. II,
lI.,IIl
t ll.
lI.,IIl
. lI.
~
"'
,. "'
., •. •.
.,
tl,e
o.,
o. o •
r.,Al • • .4'..
: ... '"
m
." '"
. ..". ..• o. '" . .. ,. •. ".." '" .. .. m
,
.0 ,.
,
M .•
52.0
v .•
., ,."
...
., ".,
.>."
'v u., no
6U
M.'
51.J
' . _01 _ _ _ _ .... _ _ ...
,
m
m
IS.1
'"
m
.. ,.'" ,. ,. '"
"'
'" '"
,ro
'"
,.
Table 9-4 (continued)
Beam Bearing Consta nts
Fy = 50ksi
... -... ...... ...."'" . ..,.,-... .... -.,,,- ...... ., .• .." "' ... '" ,,, ,."
-
~, IU
~.
...
~'
.~
~
",1
n,
.u
M
~
",
.,
...
.,
Fotll¡ on1 l1,
FotI\¡,Ro,lI, on1 l\ ~
".'M I'·'·
.."
m
IU
12.5
' 2,5
"'
... '" ...
n, "' U. 13.3
"'· '· I ·· '~
..
6.1 9
11.1
.~
__....._.....'"....... '"
.
~'. ~
¡h UlO •• 0.75
'7.1
.IISI: _ ...
,
_ ~
_ G2.IIII _ " · SO ... I,IIO ... O, . U I
Tabl e 9-4 (continu ed)
Beam Bearing Constants
am ISO <5 0(1
011
31 ~
loSll
UIfD
IoSII
UlFD
<0.6 33.2 26.1 22.<
$l.9
S,15 <,35 1.3t 3,$2
I .n &.152 s.o7
20.8 1M
31 .1
Ui
00
~
~I
ru
5,03
loSII
lAfIt
51.3 '1.3 ll.l :>0,2
S1.2
30.1 U
~
ASII UIFD 86.& 130 13.9 111 65.2 91.9 SU &U 52.' 1M
m
Fy =SO k si
ASll UIRI 127 190 1011 160 93,(1 ,,(1 1<,' 11 1 68.2 102
1M
1SO,(1
~
~
93, 1
m
ASll UIRI '" 212 12< ,. 11 1 167 97.6 "6 93JI 101 67.5
u
131 ~
m
.,
", '" ,,,
13.8
~,
",
~
>ro
..., ..,, ..,.• .. .... . .. "' '"
1'.S
" "'
12.0
"., ,,,
-"",'---"
".
o .,
,," ", '" ,
' . _01 _ _ _ _ .... _ . - 1, ...
N.'
~
~
m
.,
m
,,, ,. '" ," '" '" ,,, ,,, ,,, ,. ,.
Table 9-4 (continued)
Beam Bearing Consta nts
Fy = 50ksi
...
~, IU
....
...... .... "'" ' 0,2
'"
.,
..
....
~
17.7
"..
m
,o.,
¡l.'
.,
..
,,,
' ),5 11.5
. . .. -...a. ... .... ....
..,.,
¡, ,O
...
,,,
"' '" 3',_ '" '" '" <.O,
O,
. .... ,,, ..'" '"
'3.0
' e.5
.,
' 1.5
' 7.3
37.0
~
"' .0 o.,
u .•
o."
,
...
21.1
' \,5
~
13,0
'9,1
7,61
11,5
1...
2'-1
6,61
' 0,0
.,.. Fotll¡on1l1,
....
' ),\
FotI\¡,/lo,lI,on1l\
"'.
¡h UlO •• 0.75
"·· '· I ·· '~
~
".'M I'·'·
'" ,." ,."
__... _..... .......
.'"
'5,3
.IISI: _ _
~
,ro
"'"
,
2.16
3,20 _~
G2.,. _.,.so
... I,IIO ... O, .Ul
Tabl e 9-4 (c ontinued)
Beam Bearing Constants
am 53
ASII 010,3
IJIFII $0.\
q
~
~
<3
21,0
010.'
' $,S
,,.
' 3.6
ro.
. ~
ASII IJIFII S,32
ASII
lAflt
ASII
ASII
UIRI
.. . .. ., ., .. ,. '" '" 3,78
5.i56
3,57
ASII
UIRI
,s.o
w
39,2
5SA
61.1
t:!"
n.'
,
'5,2
' 7.0
ro .•
~.
116
~.
2'-9
.. ..
,.
,~
83.6
,1\
1'.5
,,, .,
~
,.
.. . . ..., .... .. •. .. ,. .. "' '" -"",'---" '" .. •. 5U
1.8, ,L1
IU
31,9
57,5
n,
" ,8
",'
'2,8
,~
'"
"" '"
".• , , '" '.00 "' 8,S'
IJIFII
Fy =SO k si
11.9
' . _01 _ _ _ _ .... _ . - 1, ...
'"
,. ,. ,'" . ,. '" ., '" ,. '" '" OO.
,
OO.,
31.9
51,0
'"
en o., o.,
,s,e
oo.,
51.1
ro>
...
o .•
Table 9-4 (continued)
Beam Bearing Consta nts
Fy = 50k si
... -... ...... ...."'" . ..,.,-... .... -.,,,- ......
-
~, IU
".
~
"'
~
n'
...
m
,u
,u
., .,
... '"
." Fotll¡ on1 l1,
~
' 2.1
19.1
"'
16.1
24,3
11.1
7.1~
,.
11,0
,.,S
.~
,. ,,,
9."
1'-2 lB
",
' 0,1
S.57
,
'M
•• 0.75
"'.
.
~
"'· '· I ·· '~
~,
.
,
' .15
~.
2.12
.~
13.7
,~
m
.,
...
31,2
11,1
FotI\¡,Ro,lI, on1 l\ ¡ h Ull)
9,51
'" '" ,,, ,,,
~
" · '~ I ·· '·
"' ,,, ,. ", n, "'
11 .3
"'
.
1.11
,. ,
n .•
'"
'.91
1I,S
2.19
'"
Tabl e 9-4 (c ontinued)
Beam Bearing Constants
"2 160 100 129 l1li 102 n 78,4 611 6' ,6 !lO 0/1.6 5< 38,S Og 32.3
2.o(¡ ,~ ,~
"8 t2.4 13.2 SI,I ~,S
29, ' 43.6 24,0 35.\ 20,0 29.9 1\,6 23.3 12.\ lt.1 10,3 1~ 1.86 11.1 6.78 10.1
"' "' '" IS.'
21.S
'"
'"
' 66 m ,., 211 11a In '01 lSI 82.3 123 60.0 96.2 SU 11.3
<.,
"' '" ," .,
14.2 1.51
w
1U
OO •
...., ...'", ro.,
,. ,."
,.<
..
17.9
Uil
.1.'
•.ro
312
.. o."
Fy =SO k si
27./
'6.0
., .
., ""' '"
~
"., '" SI .7
., "' ." .,
.,
'"
., .
., "'
... ll.5
n•
.,
. , ".• "'... .. .. ., .. ... ", ,,, .., .. ro, ".' U •
ro., ,
'5.S
o .•
".S
37,0
4g"
o.,
no
~
<.,
PART 10 DESIGN OF SIMPLE SHEAR CONNECTIONS
Soo¡>.r>d!'ieldl'rac'i<e, DESIGN TA DLEDISCUSS ION (TABLES 10-1. 10-2 ANO 10-3) ThblcIO-I .AII-BoltodOooble-A"gleConnec1;on, ~:~?:t\.. ;I.ble Weld S,,,,nglh ofBollcdlWeldc<J Double-Angle
~:~?~,A,.. ilabl< W. ld S"t nSlh of AIl·Weldc<J Oooble-Ansle
SHEAREND·PLATECO:-lNECTIO:-lS
R«ommcnd«lEnd· PI.'c Thi
Soo¡>.r>dl'ieldl'rac'ice, DESIGNTADLEDISCUSSION(l"ABLEI0-4)
ThblcIO-4.lloUe<JIV,'ele.rEne
,",~
T.blc
10·~.AII·Bo I I
Se.",,1 COOIHX100"'
TablcI0·6.AII·WddcdUn"iffcncdSe.'cdCoonc
SOOp.nnS
Coo.-enlK:>n.IConfigur.,K:>n
;:~cr~O':.:..co;;s!: VaILIC'
ro< Co,wcnli,,"~1 Single.PI.,e
S~.n
OIOS IGNTAOI-EDISCUSS ION(TABI-EI(I-)Oi TablcI0-10a.Single·PlaleCootlCClion,.3t>-hi I1"e Tablc 10·101>. Single· PiOle ContlCCl>on,. SO·k,i
1~>1c
SINGI.F~ANGI-ECONNECTIONS
R"""",mcOOedAngIcThi<~n""
SfIopandl'iddl'tac'i
Simplc ShcarCoooc<,ion, .. S, iffencdColumn·Wcll Loc3lion' Ec«n,ric Eff"",ofE.x,e"""" G.ges
Suf'PO'lcd l:le.m,ofDiffcren' N(Hnin.1 DCplh, SUf'PO'Ied I:le.m'orrse, u.'cr.lly IIc.m,Off""frornColomnCen,.,li"" Frnm i ngIOIbcColumn ~langcfrom,I>cS ' rongA,i, F"'m i ng,o,"'CoIu,"n l 'langefrom,lIeWea~A,i ,
Frnm ing'o'hcCoIumnWcb Coon
' nc'inc, in T,,'o O< M"", Direc'ion. (lIip.r.J V.llcy Framingl DES IGN CONSIDERAT IONS FOR SIMPLE S ItEAR CONNECTIO:-lS
TOIlSSCOLUMNS ... ... ... . ... . . . ... . . . . . . . . .. ..................... ,.,,, Doublc.A nglc Conoc<,ion'
'0 ItSS
Sinsle· PI"eConncc1ion"o IISS Un .. iff..... ds".1CdCon""",io",'o ItSS Slilfened Sc"ed ConO«1ion' 10 IISS Through.l'l aloCon"",,'ion. DES ' GNTAHU¡ D' SCUSS' ON(TABtES 'O·13.'O·'4A.'O·'4H.'O·'4C ANDIO·ISI Tablc'O·'3.Minimum ln,id.eRa
~::~?:¡ ,:,,::~i;" Leng'h.nd Thic~"ess fo< Sliffeocd Sealed
,,~
I
I I I
I I
I I Rotal"",
[Jo @
S4mplebeam
COMPARING CONNECTION ALTERNATIVES Two-Sided Connections rv,·""¡
NOIe'ha!'w<>-.i
Seated Connections Un"iffor>eee,«:Jcoot>eC'ion,,,rror'hefoll""'ingad",n"ge,
One-Sided Connections One-sidedronncc,ion,,"chas,ingle-plal •. sinsle-anslt.nd,eeconncc,ion,offe"hc fo llowingady,nlage,
;~~~~f~ª:~~~ª~~;:~i~:.~:;.::'::~~:::::~:~~;:;i.~~ R.or /(.
ffi r1ffi. ~~
(c/HoIrroto..,/d'J.""!¡I .....¡JnJ"',./'puFt fi8_ IO.~_
lJ.o.bI'-'''SIr<..,.'MO''IoU.
DESIGN TABLE DISCUSSION (TABLES 10-1 , 10-2 ANO 10- 3)
ProvOde~pl0 ~ in . e<&Ction
dearancebetwoonangles;
~¡:''1n st>ould be a mul~pIe
Provi<:le erecliondea ranceso1hal Sp<eadislhene.llarg.er mullipie
!:-:h~~:~er!hen!he
beam
T.
,no
.00 ,he minimum 'upporting n.nSe '" "·eb 1.... .
Ihic~nc"
3.~D
ro< ",cid, B (onc linc or ,..cld) i,
Tabl a 10-1 Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_-"'-- -.._sc . ___
~
...
....
3".4.,·,',·'.
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_-"'-- -.._sc . ___
~
...
....
3".4.,·,',·'.
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_ __ _- -.._sc . ___
...
...
....
3".4.,·,',·'.
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_-"'-- -.._sc . ___
~
...
....
3".4.,·,',·'.
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
..........
I
=
_~:'1' ::.:-:
ASI)"'LIIfD
_ __ _- -.._sc . ___
...
...
....
3".4.,·,',·'.
--~-
ASO'":i~~~ ASO
'hLIIfD
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
__. _--_ _sc _.... __
~
...
...
3".4.,·,',·'.
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_ __ _- -.._sc . ___
...
...
....
7A8.,·,',O" B
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_-"'-- -.._sc . ___
~
...
....
7A8.,·,',O" B
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_ __ _- -.._sc . ___
...
...
....
7A8.,·,',O" B
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_-"'-- -.._sc . ___
~
...
....
7A8.,·,',O" B
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
..........
I
=
_~::-'11 =.:-:
ASO"'LRfD
_ __ _- -.._sc . ___
...
...
....
7A8.,·,',O" B
--~-
ASO'":i~~~ ASO
VtLRfD
Table 10-1 (continued) Fy
=36 ksi Angles
_........... :
AII-Bolted Double-Angle Connections
__.._--_..._sc _.... __
7A8.,·,',O" B
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_ __ _- -.._sc . ___
...
...
....
1-;" Bolts
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
__ _- -.._sc . ___
...- ...
...
....
1-;" Bolts
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_ __ _- -.._sc . ___
...
...
....
1-;" Bolts
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
-_ __ _-........_sc . ___
...
..
1-;" Bolts
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
_ __ _- -.._sc . ___
...
...
....
1-;" Bolts
Table 10-1 (continued) Fy
=36 ksi Angles
AII-Bolted Double-Angle Connections
__. _--_ _sc _.... __
~
...
...
1-;" Bolts
Table 10-2
Available Weld Strength of BoltedlWelded Double-Angle Connections
CJt'v-f'
.::::..c. •,.:rc;;:
~~ID
_ .>v"
_A(7II k>i)
'.-
"'It
'"
'.'It n'lt
"
O"
'"
'"
"
r,;:;.~
_
t(7llQ!)
:'a ~~~ :'a~~ 7 ,
." " ." '" . ." ." " ." '"'" ." " "
TI
..
.~
'" ~
,
m
~
'"
B
m
0, ' 90)
m
.., ,.
'" ,
•.*
0, ' 90)
", ",
'" IS.l
", ", ",
•.*
",
.,
,,,
.~
.. '" ,,,
", '"
~
.~
"
IU
21.1
0, 190)
~
Table 10· 3
Available Weld Strength of AII-Welded Double-Angle Connections
~~~ . IVj-'
-~ l;rr;
_.
;::::~~ . _l(70koI)
'. -
:a~=i= ,-
· ,·· ,- ., · ,-,· ., ," ,,-
m
"' '" "'
0.196
.."
"
·"
,-
'"
,. '"
,.
.~
,~
'"
~
~
.~
,.
.~
_ (70koI)
, ,
m
'"
'", ,, '",
"' ~
0, 191
.,
m
.~
,-,-
" ,-
_
:a~=i= ~",
,m
.,
" ,-
.t
'"
~
'", ,- ,. , '" •., ,
.
0, 191
0, ' 91
~
Tabla 10· 3 (continuad)
Available Weld Strength of AII-Welded Double-Angle Connections
~~~.IVj-'
-~ l;rr;
_.
;::::~~ . _l(70koI)
"
:a~ =i= ,-
.
,- '" , ." ,~.
0.186
.,"
,- ., '" .," ,-,'" , , ,., ,,- "' ,- .,
.. ..
.,
!U
o-
..
."
.~
.~
"'" .~
.t
_ _ (70koI)
:a~=i= ~",
·· .. ·· ·""
".
,-
'" o .•
'"
o"go
.,
,-
""
."
21,6
"'
'S,6
n.
o"go
...
o.,go
' 0.3
Recommended End-Plate Thic kn ess T0JlfU"¡tlcforflc,¡b¡li'y.'"",x>mb¡n.. ¡onofpl",c,hdTlC"and~.gc.houklbc
DESIGN JABLE DISCUSSION (TABLE 10-4)
t ....
6,~~f)
Tabl e 10-4
3/4-in.Bolts 12 Rows 1= 351f2 in.
Bolted!Welded Shear End·Plate Connections
...... ,.
---
:::
~
ID
. ,
Table 10-4 (continued)
3/4 -in. Bolts
Bolted!Welded Shear End·Plate Connections
11 Rows
1= 321/2 in.
.......
--:
173
2S9
17.
::
'l.
m
::
Table 10-4 (continued) 3/4-in.Bolts 10 Aows 1= 291f2 in.
Bolted!Welded Shear End-Plate Connections
W~40,
......
--m 158
137
158
:
Table 10-4 (continued)
W44, 40,
36, 33
Bolted!Welded Shear End-Plate Connections
.......
3/4 -in. Bolts 9 Rows 1= 261/2 in.
---
.• ID
<.
Table 10-4 (continued) 3/4-in.Bolts BRows 1= 23 f2i n. '
W44,40, 36 33,
Bolted!Welded Shear End-Plate Connections
30
.......
--_.
-.-~-
Table 10-4 (continued)
Bolted!Welded Shear End·Plate Connections
3/4 -in. Bolts 7 Rows 1= 201f2 in.
.......
---
:
75,S
1:13
~,S
_.
-.-~-
.• m
m
Table 10-4 (continued) 3/4-in.Bolts 6 Rows 1= 171f2in.
W44,40,
Bolted!Welded Shear End·Plate Connections
36,33, 30,27, 24,21
.......
--o .•
_. 901.9
1<2
-.-~-
'" ' 81
280
Table 10-4 (continued)
Wao,27, 24,21,
"
3/4 -in. Bolts
Bolted!Welded Shear End-Plate Connections
5 Rows
1= 141/2 in.
.......
--100
.. 153
lJO
'" 1501
123
1&1
Table 10-4 (continued) 3/4-in.Bolts 4 Rows 1= 111f2in.
Bolted!Welded Shear End·Plate Connections
W24,21, 18,16
.......
---
:
'3.1
::
67.1
$0.\
01.).1
601.5
01.) 1
$O.S
,.
101
'" 101 8;2,2
123
.,7
lS1 101/1
Table 10-4 (continued)
Bolted!Welded Shear End·Plate Connections
3/4 -in. Bolts 3 Rows 1=8 l2 in. '
.......
---
= :
32.' 50,9
m
ovs
65.3 82.0
"., 86.3
- .........
__.._.....- _-
~."",, ' ~l~",1t,n.",""
...
129
92.9
7404
m
Table 10-4 (continued) 3/4-in.Bolts 2 Rows 1= 51f2in.
Bolted!Welded Shear End·Plate Connections
WI2, 10,
8
.......
---
::
32.6
4U
39.4
n.o <0.8
6 .. 2
08.4
12.6
Table 10-4 (continued)
Bolted!Welded Shear End·Plate Connections
.......
7/S-in.solls 12 Rows 1= 351/2 in.
---
Table 10-4 (continued) 7/S-in.Botls 11 Rows
1= 321f2in.
Bolted!Welded Shear End·Plate Connections
.......
---
Table 10-4 (continued)
w.., "',36
7/S-in.Bolls
Bolted!Welded Shear End·Plate Connections
10 Rows 1= 291/2 in.
.......
--::
:
m
:
Table 10-4 (continued) 7/S-in.Botls 9 R OW5
1= 261f2 in.
Bolted!Welded Shear End·Plate Connections
......
---
.• ID
<.
W44,40, 36,33
Table 10-4 (continued) W44,40, 36 33,
30
Bolted!Welded Shear End·Plate Connections
.......
7/S-in.solls BRows 1= 231/2 in.
---
Table 10-4 (continued) 7/S-in.Botls 7 R OW5
1 = 2ú1f2 in.
Bolted!Welded Shear End·Plate Connections
......
--... "2
.• m
m
213
W44,40, 36,33, 30,27, 24,21
Table 10-4 (continued)
Bolted!Welded Shear End·Plate Connections
7/S-in.solls 6 Rows 1= 171/2 in.
.......
---
1<11
113
'"
..
_.
-.-
182
146
-~-
.. ' 81
280
Table 10-4 (continued) 7/S-in.Botls 5 R OW5
1= 141f2 in.
W30,27, 24,21,
Bolted!Welded Shear End·Plate Connections
"
.......
---
::: ::
al.l
117
,(13
'" 1~
,. ,~
_.
-.122
-~-
lJO
Table 10-4 (continued) W24,21 , 18,16
7/S-in.solls
Bolted!Welded Shear End·Plate Connections
4 Rows 1= 111f2in.
.......
---
:
S7.6
eu
.., 81.1
12t
; /.1
,.oe
Table 10-4 (continued) 7/S-in.Botls 3 R OW5
1= 8lf2in.
Bolted!Welded Shear End·Plate Connections
.......
--~.8
"' tU
11 .8
,.
"., 86.3
- .........
__.._.....- .. _-
-'-."'O.1f. l!." . ' .. :n.1f.1II
129
~: :::
~: ::::
Table 10-4 (continued) W12,10,
8
Bolted!Welded Shear End·Plate Connections
7/S-in.solls 2 Rows 1= 5 l2in. '
......
---
:
v.s
::
1O.S
45.1
10.0
01.0
38.1
57.1
38.1
3M
53.0
02.'
57.1
45.1
68.5
Table 10-4 (continued) 1 -in.90I1$ 12 Rows
1= 35'12 in.
Bolted!Welded Shear End · Plate Connections
.......
---
,.
1 7f(I ~
~
..
_..
ID
sc . ... ~
"'
2650 :':
"..... "......
Table 10-4 (continued)
Bolted!Welded Shear End·Plate Connections
1 -in.Bolts 11 Rows 1= 321f2 in.
.......
---
STO
189
250t
$lO
189
:;
211
3lI
317
250t
.,
:;
:
:
::
Table 10-4 (continued) 1 -in. 90I1$ 10 Rows 1= 29'12 in.
.::.
:::'
Bolted!Welded Shear End·Plate Connections
:: ,ro
::: ::: ,ro m
,ro
W~40,
......
--.• :: ~
': m
::
~
~
~
~
~
~
:: :::
Table 10·4 (continued)
Bolted!Welded Shear End -Plate Connections
W44,40, 36,33
.::.
:::'
.......
---
:: ,ro
::: :::
1 ·in.Bolts 9 Rows 1= 261/2 in.
~
'"
:::
:::
,ro
~
'"
::: ~
::: '"'" '" '"
m
~
~
.• ID
<.
Table 10-4 (continued) 1 -in.90I1$ 8 Rows 1= 23'12 in.
W44,40, 3fijo33,
Bolted!Welded Shear End· Plate Connect ions
......
---
:
113
,.
" ao ~
m
..
_..
m sc . ... ~
1770 ~
~
".... "......
Table 10-4 (continued)
Bolted!Welded Shear End·Plate Connections
1 -in.Bolts 7 Rows 1= 201f2 in.
.......
--•.
:::
159
_..
199
159
133
199
1~
.•
,. ..
133
m sc . ... ~
l lm ~
m
1~ ~
m
"..... "......
Table 10-4 (continued) 1 -in.90I1$ 6 Rows 1= 17'l2in.
.::.
:::'
Bolted!Welded Shear End · Plate Connections
:: ,ro
::: ::: ,ro m
..,
W44,40, 36,33, 30,21, 24,21
.......,.
--- ..
M.'
m
'" ., ,. ,.m ,. ::: '" , m m , ::: , , ,. m '" m
.. ..
.
.. . ..
Table 10·4 (continued)
Bolted!Welded Shear End -Plate Connections
W30,27, 24,21 ,
,.
.::.
:::'
::
1 ·in.Bolts 5 Rows 1= 141f2 in.
.......
---
,ro
'"
::: :::
,.
,. ,,,
,.
,. '"
,.
10(1
168
,ro
,.
m
!j3.1
112
Table 10-4 (continued) 1 -in. Bol15 4 Rows 1= 11 1f2 in .
Bolted!Welded Shear End · Plate Connections
W24,21, 18.16
.......
---
:
Sot.O
,.
m 81.1
..
_..
'" sc . ... ~
,.'"
~,
m
~,
"..... "......
Table 10-4 (continued)
Bolted!Welded Shear End · Plate Connections
1 -in.Bolts 3 Rows 1= 81!2in.
.......
---
:
39.1
~U
019,6
ru
•.
600"
!j6,1
,
~ ~,1
,.
., .,
-__-__.._.....---~,
..
IIO,~
..
...
- . - .... O.1l. 11, 17.1t.n,1f.1O
sc . ... ~
'"
~,
'"
~,
"..... "......
.
Table 10·4 (continued) 1 ·in.Bolts 2 Rows
I = S1!2in.
.::.
:::'
Bolted!Welded Shear End-Plate Connections
......,.
---
:: ,ro
::: ..."' ::: "' m
W12, 10,
"' "' "'
.. " .. .uu. .. .. .. .... "" .... ." .. .. .. ..
no
31,3
.. ..
~ ~
no 51,0
UNSTIFFENED SEATED CONNECTIONS Anunectioni<modcwith.IC.t.ngle.oo.top.nglc,aIOeS\lPf'O'le<.!be.m .. w.II.,'n'0e 'upp<>rtingmcmber. Whil.'beIC ... ngl.i ••"u,nccatrytl... ntir•• ndreacti""oftOe,uPf'O'l.~beam tOe top angle ,nu " be placed a'''''''''n or in tl>eoplional.itlektc.ti"" f"".ti,factory ¡xrformaoce.nd".bili'y(RoedenI.A '/•. in .. thick angle ",ilh a 4·in , YCTlic.l lcgd imcn'ionwillgencr.llybeadcquotc, It may be boltc~witht",obol"
TypeD ( g TypeE Q
...
'''' ...
.... ~ ". ,
Q:i 4" .min
~;::oal
.' '
4"(
.J
~~ '~Erectiort lhickness
boIt,
:?';,:""'\~'
Dptiortallocatiort,top W 81d1Oe0<'lIYJ
. .Ya"9t.eI
tooal}
.J
.
~8x~::si';!um -
=t~~~h
~
""'"
BoltedlWelded Unstiffened Seated Connections Thbb 10-3.00 1().6 m.y be used incombinationtode.ign"n"'ilTened ",.todronne<1","' th.t.","'e ldedtulbe,"ppo:>rIi~ltIeltlber ••dlx>lIcdlulhc'"rpuncdI:>eJ m
OESIGN TABLE OISCUSSION (TABLES 10-5 ANO 10-6) T,
" n_,
rR"""· """ u-~_·f~)~"';',,,f'¡m,
R
~·"'·
ji-l0 "-
CoIumnor girderweb
1[tS ':!:"~";;;:~';"'" 14- 10 "'-
1'o<'heiJcn'icalconne<'ionooboth,in<em
"i'
Fy
Table 10-5
Angle 36 ksi
AII-Bolted Unstiffened Seated Connections
=
....
-
-----
- . . " . , L o g ....... ShnfIIo.kips
'Jo ASD
'/, UlFD
ASll
'l.
' /,
UIRI
ASII
l.u
ASII
~.:.H--Hl:",fHj ::+,~"tl::H-~~
1
Ll1fD
ASll
UlFD
,.--
Io.
Fy
Table 10-5 (continued)
Angle 36 ksi
AII-Bolted Unstiffened Seated Connections
=
..... ........ 1...... 10.
•"
t:
El
::~:~
---
'l. UlFD
lSD
'/.
UlFD
ASll
'l.
UIRI
ASO
1
UIfO
ASD
UlFD
Io.
~m
~i::: ~j~: ~¡:: ~'t: ~: ~: j¡- ~
!gHHHin I0Il_-""'_
; . . : : . . : : lSDO UlFO
I
l1li.,
8U
lSD1 : : ASlJF UIfII
120
''''
,..
...
,.
2tr
1'ypI'
""'"
r.
Fy
Table 10-6
Angle 36 ksi
AII-Welded Unstiffened Seated Connections
=
....
-
-----
- . . " . , L o g ....... ShnfIIo.kips
'Jo ASD
'/, UlFD
ASll
'l.
' /,
UIRI
ASII
l.u
ASII
1
Ll1fD
ASll
UlFD
Io.
Fy
Angle 36 ksi
=
Table 10-6 (continued)
AII-Welded Unstiffened Seated Connections
..... ........ '.........
-
,~ "'j "'n. j "' ". j " j "' 17.3 iI>.l
•• 'l'
~,
U. ".1 "..
'H
3M 'H
....
"'-" ".1 ,,-' 1U
.... ... , '" '"
IU
IOJI
....
'lo
~
,7.>
....
'U
--.,.
'H
M.l
"'!.l'.3
".1 ... .
11.2
lO;
110.,
",,,
.... V.I
133 '"
'h
STIFFENED SEATED CONNECTIONS A "iffeocd"'a'ed"""nc,,,ioni'madc",i'ha"".'pl.'e.nd"iffcningekmen'(c.g"apl.'e "ru.;lural,,,.(N"p.i'of'''ll",s).nd''''1>.ng'~ ... ill"''ral«lin~ig" ~ , I).,o.n"'op,ns" ma)'bcbol'«lo.-wcldcd'o'hc.upport«lbc",nas"dl a"olhc:.opportingmembc,and'hc e,upport.The,upp<:K1
,O Ch.",
D,,;,
ro",'"
",.""
~::~;~:n
~:;""'.:;~
.~:::;;'':',~'
Shopand Field Practices lñcrommcn"f",un
OESIGN TABLE OISCUSSION (TABLES 10-7 ANO 10-8)
Table 10-7
AII-Bolted Stiffened Seated Connections ~"""'I,.oo¡_$IroongIII,,"'
' . Jl UI )'1, ........
ASO
' . Slto!
5
~
LIIfII
ASO
Lllfll
o\SII
3'h LIIfII
ASO
5
~
LIIfII
ASO
Lllfll
o\SII
LIIfII
~IIJ~LL[[Lttr ili ~ ~
._---"'......... _6on _
, io.::::''= o\SII ' L/IfII
...":"· .:, ......· . ...· . ,.
ASO ~ LIIfII
ASO LIIfII
o\SII LIIfII AS0
1
L11f11
;~ :~ ~~ :: :~ ;: :: ~! ~~~ ~~
":"
:
9/ .4
·.
.
1411
' '" "' ' , "'
, ::: ., ::: :: :: .,'" '" ::'m" ::: ::; ::'" m ., m
~
~
m
@
~
~
@
~
M
~
Table 10-8
BoltedlWelded Stiffened Seated Connections Weld Available Strength, kips
~
ro.,
."
,.
1Q-Uj_SUt,1n.
~
~
~
. .. ,.
., ,
,. '" '" '" ,. ,. .. ,. ,. '" m
m
'"
m
::: ::
."
1Q-Uj_SUt, ....
~
... _
~
~
~
~
~
.,
.. ,. ., ro. ,. ""
roo
'"
'"
m
m
"' m
oo •
.
" ., '" '" '"
.,
~
~
"'
::
::;
__ _ _--_
,.____
..
~
.,
_
~
'"
m
rn
'"
m
.. ~
*
~
.. ".
~
'" m
:::
_ _ .. o.aw. ____ '."_
.. _ _ "' .. "' ........ _ _ _ _ .. ,.,.... ___ u,._ .. .. ... ..
,-·(f.=:f·
,;.:;..~;:l·:-:=::::::.::-~
Table 10-8 (continued)
BoltedlWelded Stiffened Seated Connections Weld Available Strength, kips
32.0
,. ,. ,. '" m
:::
~
~1.4
'u
4 2.~
63.! 71.2
~1.1
51.7 7U
48.0 51l.ti
61.1
!la
n.o
,ro
," '"
,.
'" '" '" '"
.. '" ~
'"
,,,
~
ro,
~.1
J,4.¡
51.4
'"
,ro
ro,
&
:
Q
,. ," m
"'
",
m
m
:;:
UooIIa_Ior~IIIc-.._
__ _"'---_
,.____
... _
_ __
"o~ , .
n,o l1li.3 101
..
..
822 102 123
'" '" '" m
~
'"
"'
~
~
m
m
;::
___ ,." _
. . _ _ "' ............. _ _ _ _ .. ' .l .. .. _ _ _
..
\.4.8 118.1 82.3
.m_ . .
,-·(f.=:f·
,;:-.:~;:l"-:"=::::=:-~ ... ........,.' I"'m'JT'OOFSniELCoN"""-"."llON
Table 10-8 (continued)
BoltedlWelded Stiffened Seated Connections Weld Available Strength, kips
1Q-Uj_SUt,1n. ~
"
~
...
~
."
~
m
~
".
,. ,. ,.
'"
.,
m
"'
'" '" '"
~
~
~
~
."
1Q-Uj_SUt, .... ~
~
~
~
'",
'"
::
~
.,
~
:: :::
m
~
'" "'
~
m
rn
m
~
oro
~
.,..
;: ."
"' "'
"' '"
,. ~
:::
m
.
'", ,
~
,,,
m
m
., '"
~
~
'" ~
.,'"
Soo_l ~proading
__ _ _--_
, . _ __ _
... _
_
oIiOCuIOiOn-DM9ICI!ocb-
_ _ .. o.aw. __ _ _ '." _
.. _ _ "' .. "' ........ _ _ _ _ .. '_,.... __ _ u,._ .. .. .. ... ..
,-·(f.=:f·
,;.:;..~;:l·:-:=::::=:-~
Table 10-8 (continued)
BoltedlWelded Stiffened Seated Connections Weld Available Strength, kips
'h
'l.
.,.
'/,
'/,
'lo
ASIl
UIFD
ASIl
UIFD
ASIl
IJIFD
ASIl
UIFD
ASIl
UIFD
ASIl
UIFD
n .•
116 136 lS1 110 203
96.1 113 131 150 169
liS
6M /1.1 89.3 102
SU 61.1 11.S
~
n.2
116
92.6
11.1 9;2.S 107 123 lli
$9.9
n.
'3.7 SI.' SU SU
112.2 9$.3 1M 123
106 123 113 1601 1M
81.1 103 I1g 136 15.1
m
182
723
9M 106 120 135
1~
Ig1
al.a
131 151 119 2(W
'" 518
s.e .... 3 iO¡nco6iOg _.OoI9> o-.co.o.
__.._ _--_
l. ____
_ _ __ .• ___ '.l '_ .. __ "' .. "' ...........____ ......... ___ u,,_ .. .. ... .. "O~
,-·(f.=:f·
,.;.~~;:.~~~~~:::-~
SINGLE-PLATE CONNECTIONS A ,' inglc_pl.'c colH.cc,ioo i'madcwi,h a pla'<. o; illu;,,,,,e wele "'PflO'1 "" booh ,ide,or'l:>e pl., •• nd bohed '0'''' 'upp<>rtedmoml:>er.
Conventional Configuration Tbefollo"' ingme1hodm.~l:>eu....tw"n'l:>e,jin",n,ioo.l.nd,,,l:>erlimi ..,ion'
i'i'b.o....t.", .. 'i,fi.d. &CMuirand·Thonn",,(20II)
"f'OIlwhkh
Tabl a 10-9
Oesign Values for Conventional Single-Plate Shear Connections
DesignChecks
DesignChecks
fi
" 'pc<'iflcdminimumyicld,,=,orplatc.hi
M_, " ~( A.c)
1ñcforcBoingehcck ismadcotlhcnuminaj '''''nglhlc,-eI,'ill<"elhcchcd i'locnsurc du.clil ily. n<JI"rcngl h
DESIGN TABLE DISCUSSION (TABLE 10-10)
":'" ":'" ":'" ~ _ 32 ' 1~
":'" ":'" ~ _ 2f'I~
":'" ":'" ~ _ 2ti' I~
":'" _
SIzt, iII.
STO ssn STO SSlT STO SSlT STO
100 !l'H 100 W.S 100 W.S 91'.1
ISO 149 ISO 1<9 ISO "9 138
SSlT
91 .4 1l7 114 17> 12f! ' 90) 12\1 '9(1
STO SSlT STO SSlT
t.l.l 138 115 173 91.4 137 114 17> 131 206 159 2)11 t.l.l 138 115 173 9u m 114 m 131 206 1110 240
STO SSlT
8-1.0 12\1 105 157 eU I25 104 15/1 115 1n 115 111
_
STO SSlT STO SSlT STO SSlT STO SSlT STO SSlT
8-1.0 eu 8-1.0 83.l 8-1.0 83.l 15.9 /5.1 15.9 I5-1
125 181 145 ~1/ _ 12$ ,el "5 211 _ 12$ ,el 106 219
-
03 ' 55 '(13 155
-
STO SSlT
15.9 11' 94.8 1<2 I5-1 113 94.0 14l 113 ' 611 I30 IIM
STO SSlT
75.9 11' 94.8 1<2 ls.l 113 94.o "1 113 '611 132 191 '1.. 'l. 'l. '1 ..
126 125 126 12S 12!1 12S 114 113 1" 113
12$ 1U 125 IU 125 ,U 115
105 HM 105 HM IOS 104 94.8 94.0 94.8 94.0
,. 1S1 1.fi rn 1/4 2151 ,. 1S1 l.fi ~l" 1/4 2f!1 ,. 1S1 u9 22. 1/4 2til 173 _ _ _
157 15/1 151 15/1 1S1 15/1 142 14" 1<2 141
113 ' 6\l I30 11M
""""""_oI,,*,
SSlI _ S/IofI· _ _ _ _ 1ha!lhoplall!_il"..... _
....
_gMo~
T _,
[t. II.
_ -
_
-
_ _ _
'1..
":'"
STO
67.3 102 101 67.3 102 67.1 101 67.3 I02 61.1 10I 59.7 IIII . ~ 59.0 118.5
ssn e7.1
~ _ n'h)
STO SSlT STO SSlT STO SSlT
":'" ":'" ~ _ 20' 1~
":'" ":'" ~ _ I 1'I~
":'" ":'" ~ - "'I~
":'" _SIzt,iII.
8-<.7 ni 8-<.7 ni 8-<.I ni 72.1 13.1
127 13 101 IV
STO 511./ 49,~ 10.3 112 SSlT 59.0 118.5 73.1 111 STO 511.1 49,5 1U 112 SSlT 59.0 118 . ~ 73.1 111 STO su 7H 59.3 l1li.1 SSlT 5O.11 7Ii,3 &3.8 95" STO 5U 1H ~.5 \16.7 SSlT 5O.t 78,3 63.6 95.-1 STO 5U 1H ~ . 5 96.7 SSlT 50.9 16,3 &3,6 9S.. STO 5U n.. &I,$ !III.1 SSlT 50.9 16.3 &3.6 95.' STO ".$ ~,2 ~.3 8U SSLT . a 54.2 53.5 80-2 STO '3.S M ,2 ~.3 11.5 SSlT . a 54.2 !13.5 80.2 STO '3.S M,2 Sot,3 81.S SSlT . a 54.2 !13.5 80.2 STO U5 M.2 &1.3 81.5 SSlT .a 54.2 ~,5 80.2 '1.. 'l.
""""""_oI,,*,
SSlI _ S/IofI· _ _ _ _ 1ha!lho plall!_il" _ _ ....
-
-
-
1 ~1
1I~
-
-
' 3.$ 118,$ IlU 1U 76,l 76.3
111
_
172
-
17$
-
1111
-
131 Il"U I.g
-
m 103 100 • .1 m 11-1,2 I1S II-I,2
155 100 116 \16
_ -
115 •.1 13-0
-
13 101 1~1 115 1V I3 101 151 117 1(111 111 78.8 1111 78,4
_ -
\.4 , S 8Z.0 t.!.s 8Z,O
\.4.5 8Z.0 t.!.S !I;'.O ¡;U !I;'.0 \.4.5 8Z-O 65,2 9U 817 103 96.3 l111.1 1oo M.l 1oo M.l l03 IIU IIIH lOO !111.3 11l!,l loo M.l 103 M.l 103 I1U 76.1 11. -
54.2 65,2 54.2 65.2
54 ,2 !111.3 1U m
'l.
_gMo~
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1U I!.1 7U I!.1 •U ".2 SS.6 55.6 SS.6 55.& 51.5 SU 25.1 25.1
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16.3 24.5 2o.4 3O~ 21.1 31.6 21.1 3 1. 6
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31.6 31.& 31.6 "'-7 "'-7
21 .1 21.1 21.1 :/6.1 26.1
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31,6 31.6 31,6 JI, 1 38.1
53.0 7t,5 53.0 IIM M,3 651 _ 29.~ ......2 29. .
79.5 9U
37.1 5H 37.1
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37.1 .S.9 16.7 21.1 21.1 _ 26.1
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61,7 25,1 3U 3U
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38.1 26.1 39.1
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10:2 10:2 10:2 102 10:2 102 .... .1 93.4 .... ,
153 152 153 152 153 152
128 1~
153 HiO 152 1~ 153 no 152 1~ 153 HiO 152 In; 141 175 140 In; 101 175 140 1/8 ,., 175 140 ,/8 ,., 175 '40
m -
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lOO ,01 93.~ lOO .... , ,01 93.~ lOO .....I I01 93.~ 140
280
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86.0 I5.3 86.0 85.3
'08 181 129 ' 1)< ,Ol 'tiO ,1S ' !I2 149 22" 56 2JO '(18: 161 '29 ' 1)< ,07 160 ,28 ,t2 109 l:2' 171 256
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86.0 85.3 e!I.0 85.3
'(18: 151 '29 ' 1)< 107 160 128 ' !I2 149 l:2' 171 2S8 '0II 16" 29 ' !M _ l:2~ 171 2S8
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11.9 111 91.' 106 111 ' r.; 7/.2 116 96.5 14$ 116 1/"
STO SSLT
11.9 111 9'-' 141i 111 ' 75 n.1 116 96.5 14$ 116 '14 1l'l 2CJ ISO 2JZ '1.. 'l. '1.. '1..
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129 128 129 128
'29 128 129 128 n.t 117 11.1 116
m -
m
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118 215/ 203 X15
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118 2151 203 _ 210 1501 2'~ 172 212 210 1501 2'5 187 2,2 210 164 2<5 187 212 _ 2'0 164 2<5 187
m
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306
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'07 160 128 ' 92 149 97.• 141i 117 'r.;
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171 1161 203 X15
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69.6 1511.1 69.6 69.1 69.6
1(11 1(11 1(11 104 104
87.0 U,4 &7.0 86.4 87.0
131 13O 13" 130 131
1(11 151 _ 104 1 ~ m 04 151 104 I~ m 104 151 -
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STO SSlT STO SSlT STO SSlT STO SSlT
69.1 eo.9 6O.9 eo.i 6O.9 60.9 eo.9 6O.9 eo.9
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130 114 110 114 114 114 114 110 114
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107 leo 122 le3 107 160 122 le3
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SU 7U e5.3 ~1 .~ 711.3 111 5U 7I,3 &5.J 9I,9 7U Il1 I11l.9 136 90.9 1J6
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SU 7I . 3 e5.3 91.~
71.3 SU 7I,3 e5.3 9I,9 71,3 SU 7l.3 e5.3 91.9 7U SU 71,3 e5.3 91 .~ 71,3 Sl.l 7l.3 e5.J 9I,9 7U 522 71.3 e5.3 97 .~ 71.3
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156 m 131 131 131 131 131 131 m
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107 leo 122 le3
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111 111 91.6 131 1(11 1~1 Il1 111 91,1 131 1(11 1~1 117 _ 111 91.4 137 1001 1~1 91 .9 N,2 111 7'-l 111
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STD SSLT STO
3U 52,2 '3.5 6S.3 52,2 1U 57,3 1!6,9 51.3 1!6,t 3U 52.2 U5 M..l ~,2 IU 57.3 l!6.i 51.3 1!6.1 R3 SS.I 3U 52,2 '3.5 6S.3 52,2 1U IIIl,9 91,0 $9.6 1(1O -
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3U 3U 3U 2fi.l 26.1 2fi.l
52,2 52.2 52,2 l11,2 3U l11.2
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6S.3 M..l 6S.3 -I8.9 -iS.i -18.9
52,2 52.2 52,2 )1I.2 lll,2 39,2
1U 1U 1U 5&.1 5&.1 5&.1
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91,0 Il9.6 IH II9.6 91,0 $9.6 !iO.O *l.O !iO.O olO.O M,5 50.4
100 n.l 100 1(1O 18.3 !iO.O _ !iO.O oo.O 7!i.1
\lIt 111 !iO.o
f-+-~ ~!é-I ' ~::~:~, ~ ~~~e::* : :~,~~::e:* ; :~,~~::*~:lf ,: 50.""1"'1'" SSlT STO SSlT STO SSlT STO
2fi.l l11.2 32.8 -iS.9 :19.2 5&.1 4V M.5 !1O.' 7U IiO.' 26.1 3U 32.6 -iS.9 l11,2 5&.7 '~I M,5 522 7U 2fi.l l11,2 32.S -I8.9 1111.2 5&.1 45,I M,5 522 71..l 5a.7 11.' 2fi.1 2 1.6 3UI 22,e 300.1 22.e 3ol. 1 22.6 301.1 11.4 21,1 2 1.8 32.6 22" 3001 22,1 301. 1 22.6 34.1 22.8 11.' 21.1 2 1.6 32.6 26.1 39.1 211 43.1 217 43.1 -
75.1 S!.1 34.1 -
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SSlI . SI>I:>'1 _ _
11.' 2fi,1 2 1.6 32.6 26,1 39.2 2Ol1 43, 1 211 43,1 2Ol1 '1.1 1/.4 21,1 2 1.6 32.6 26,1 3U 3Il.s 45,7 34.1 52,2 _ 11.' 21.1 2 1.1 32.6 26.1 39.2 31).5 45.1 300.l 52.2 35.4 U2
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Tabl e 10-10a (continued)
F;1:e sinB~:~:~I:~:dCs~nng~e~~!~~ns 1y
kSi
10
Bolts
Available Strengths, kips
SSU STO SSU STO SSlT STO
":'" ":'"
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STO SSlT
":'"
STO SSlT STO SSlT STO SSlT STO SSlT STO SSlT
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STO
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SSlT STO SSlT
":'"
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STO SSlT STO SSlT STO SSlT
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":'" _SIzt, iII.
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1!1 le 21' 1" lOS 2" 1!1 ,.5 213 le 2" 1I1 le 211 111 ,.S 211 11\ le 2\' 161 133 200 167 133 200 161 133 200 \67 133 200 167 133 200 161 133 200 111 133 200 161 133 200 I~ 122 \$2 I~ 122 1$2 I~ 122 1$2 I~ 122 1$2 I~ 122 1&2
1119 'MI l119 169 III!I 1fi11 lfiII 156 156 156 156 156 156 156 156 1'2 102
2501 2501 2501 2501 2501 2501 2SoI 233 233 233 233 233 233 233 233 213 213 "2 213 102 213 102 213
11M 194 11M 11M _ 178
81.0 122 11.0 122 81.Q 122 11.1 110 13.1 110 13.1 110 13.1 110 13.1 110 13.1 110 13.1 110 13.1 110 '1..
I~ 122 I~ 122 I~ 122 111 110 1)7 110 '11 110 131 110 11 110 Il1 110 11 110 111 110
102 213 102 213 102 213 128 lIr.l 128 1$2 128 192 128 192 128 '92 128 192 128 192 128 192 '1 ..
162 203 \$2 _ 162 243 \&2
101 101 101 91.. 9U 91 .• 9U 9 1." 1lU 9 1." 1l1.4
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1$2 1&2 1$2 165 165 165 166 165 166 165 165
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290 2!i0 290 290
213 213 211 218
321 321 321 321
267 200 XIO
178 267 200 XIO 178 113 162 162 _
161 200 XIO 161 200 lOO 2'3 \82 213 203 182 213 _ _ _
m m
146 219 \66 2.1 146 2111 166 241 146 2151 166 241 146 2151 \66 241
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Tabl e 10-10a (continued)
1-;,
F;1:e sinB~:~:~I:~:dCs~nng~e~~!~~ns y
kSi
Bolts
Available Strengths, kips
ASII un MO ..-D ASII ..-D ASII ..-D ASII ..-D MII ..-D
":'" U_ 24'M
":'" ":'" ~ . 21'1~
":'" ":'" U - "'I~
STD SSLT STO $SlT
1IS.3 1IS.3 1IS.3 1IS.3
STO $SlT Sto
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SSlT STD
1IS.3 91,9 &1 .6 In 11,' ''1 110 '/1 131 11<6 ,.7 no $1.' • .0 11.1 HIII .,0 129 100 151 _
SSLT STD
SI.' • .0 11.1 1(111 .,0 ' 2\1 100 '51 51 .. . .0 11.1 1l1li 16.11 129 100 151
SSLT STO $SlT STO $Sll STO $SlT STO SSLT STD
51.' 51 .. 51.' 5H $1.'
SSLT STO SSLT
9/,9 17,1 97,9 17,9
•. 0 . ,0 •. 0 tIII,0 •. 0
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100 100 100 l00 100
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1M 1M Ufl 167 _
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116.6
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'1I.6 81;.5 81;.6 81;.5 81;,6 '30 !I!I.O 103 111 167 •. 6 130 _ 81;.6 '30 1I9.0 1q 111 16/
U.:S'~ ~ $ ~ ~j~ ~:~ ~;~ §~:~ ~ ~~ !E ~ j~ ~~ j~ 2'1~ ~ $ ~ ~¡ ~:~ ~~~ ~ ~:~ ¡~g:~ ~:~ ~i ~ ! 2~ ~!~ S~.:TO.__
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Tabl e 10-10a (continued)
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kSi
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Available Strengths, kips
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I'IO_g;...,~_1( HI.
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116 "6 116 116 116 116 116 11111 11111 11111 11111 11111 11111 11111 11111 912
113 '/3 1/3 113 113 113 1/3 1110 1110 1110 1110 1110 1110 1110 1110 108
il.l l06
139 '39 139 139 139 139 139 128 128 128 128 128 12& 128 12& 111
2011 2011 2011 2011 2011 2011 2011 1111 19' 1111
162 '62 162 162 162 162 162 109 109 109 '11' 109 m 109 1111 109 1" 109 1111 109 115 136
111 115
243 20 243 20 243 243 20 223 223 223 223 223 223 223 223 200
116 200
185 211 2011 312 231 :147 '85 211 185 211 2011 312 231 :147
185 'lJ1 116 185 185 110 110 110 110 110 110 110 110 156
'lJ/ 211 U1 255 255 255 255
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2M 2M 191 181 213 319 255 255 191 2&1 213 311 t33 -
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91.l 106 111 115 136 200 156 t33 il2 ,.& 111 115 116 200 156 t33 115 262 194 292 912 108 111 115 136 200 156 t33 972 106
111
115
116
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156
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91.2 106 111 115 116 200 156 t33 912 "6
111
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136
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156
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8!.0 1lZ 8!.0 132 8!.0 1lZ 8!.O IlZ 8!.0 1lZ ea.O llZ 8!.0 1lZ ea.O llZ 'h
11111 151 11111 \51 106 151 I1111 151 106 156 I1111 151 11111 156 11111 151 'l.
123 123 123 123 123 123 123 123
185 116 \16 116 ' 16 116 ' 16 \16
1" "' 1" ,., "' 141 '" 141
211 211 211 211 211 211 211 211
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156 23$ 110 1M 156 1l11 110 1M 151 2l11 110 1M 156 2111 110 1M .,. '110
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111 167 1~ 188 13& 209 "' \67 111 167 1~ 188 139 209 96.3 "~ 9U I.5 109 163 '21 181 11S.6 1.5 -
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STO ssn
12'2 183 122 183
STO SSlT STO SSlT STO SSlT
In 183 1~ 12'2 183 1~ 114 2111 1/4 2111 1:r.! 183 1~ 122 183 1~ 183 V' 213 320 112 161 121 183 112 167 126 18(1 1211 190) 126 19(1
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STO SSlT STO SSlT STO SSlT
112 161 139 209 112 167 139 2011 15t nl1 159 n11 112 167 139 2011 112 161 139 2011 167 r.il ll1!i 2» ,O), ,~ 11(1 186 101 151 11~ In 11~ In 11~ 111
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w'! 1:16 113 170 9(1.$ Il1i 113 170 'D 1!14 ID 194
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w'! 1:16 113 11O W.! ll1i I13 11O .3li 2IM 159 23S '1.. 'l. 'l. '1 ..
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80..1 121 101 151 IIOA 111 101 m 115 172 115 1/1
STO SSlT STO
80..1 111 101 151 80..1 111 101 m 115 172 115 172 IIO.~ 121 101 151 _ _ _ _
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IIO.~ 121 101 1$1 121 111 101 211 7O.1 105 12.1 HIII _ 10.1 105 181 119 78.8 119 78,l l1i
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ro.l l05 I7.11 1Jl ro.l 105 17.• 1Jl illU 10.1 105 &7.6 131 10.1 105 17.8 131 105
STO SSlT STO SSlT
511.1 59./ 511.1 59.1 511.1 59.1 4M
IIU 7H 111 tI9,1 7U 112 IIU 7U 111 tI9,1 7U 112 IIU lU 111 " .1 1'-1 112 74,O M.5 111.0 4i.~ 74.0 5.4.5 32-0 09.~ 74,0 61.7 92.5 49.~ 74.0 6L1 91..\ 49.4 74,0 61.1 92.5 oI!lA 7U til.1 92..\ oI!l.4 R0 6\.1 92.5 oI!lA 74,O ti1.1 92.5 '1.. 'l.
1201 1\01,2 12$ 1201 1\01,2 \2$
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130 II1.0 32.0 103 103 \03 I03 111
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STO STO SSlT STO SSlT STO SSlT
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1<1' r.U !04.5 SU II1U 1111,1 68,7 115.2
\5$
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STO
28.6 U0 3-5.8 ~U U0 6"-4 45.9 611.7 .5.9 6l,7 45.i 68.1
STO
16.7 16./ 1&.3 1&.3 1&.3 lU 1&.3 1&.3
STO
STO SSlT STO SSlT STO
":'"
M..1 "'.1 63.1 "'.1 M.l n.l 53,0 7U 53,0 79,5 I'B 53.0 79,S 53.0 79,5 53.0 79,5 79.S M.o 79,1 53.0 &1.4 16.8 11'-3 31.4 lIS,a ll8,3 11M • U 29 .. .....2 " .1 29,4 .... , 1 29.~ SS.6 31.1 SS.6 55.6 31.1 SS.6 31.1 SS.& 31.1 55,6 55.fi 31.1 55.6 31.1 6... . \,9 611.7 -
SSlT
SSlT $SlT
U- l'hI
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39.0 IU ~ 8.8 7l.1
lIl.0 ~,I ~ aa 7l.1 53,0 lIl.o ~ . 1 ~8.tI 7l.1 53.0 39.0 51,1 48.t1 7l.1 53,0 lIl.o ~ . 1 ~8.tI 7l.1 51.1 39.0 5I,5 48.t1 7l.1 51,5 28.6 U0 29. . ..... 1 29, • 28.6 43.0 29. . ..... 2 2!U 29.6 UO 3H 53.1 31,1 28.6 43.0 35.t1 53.1 31.1 28.6 43,0 35.t1 53.1 31,1 29.& 43.0 :).5.8 53.1 )/.I 29.& 43,0 3-5.8 53.1 43,0
STO
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SSlI _ S/IofI· _ _ ............
2$.1 2$,1 27.4 21,' 21.' 21.' 27,' 21.'
1&.7 1&.7 2 1.1 21.1 21.1 2 1.1 22.9 22-9
25.1 25.1 31.8 11.8 31.8 31.8 34..1 34..1
16.7 16,/ 21.1 21.1 21 .1 21.1 26,1 26.1
25.1 2$.1 31.6 31.& 3U 31.& li.1 39.'
1,).1 16.7 21.1 21 .1 21.1 21.1 26.1 26.1
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117 1\7 117 1\1 117 n7 '01 '01 101 101
101 101
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176 106 2' 9 176 '46 119 176 '46 2' 9
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'22 183
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97.$ 146 122 183 146 2111 97.S "&
'22 183
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97.5 146 97.S '46 8U I3Z 87.3 '32 8U 1l2 87.3 1)2 87.3 1)2 87.3 13Z 87.3 1)2 8/.3 13Z '1..
122 122 110 110 110 110 110 110 110 110
146 '06 132 ,3;1 132 132 l32 13Z 13;1 13Z
183 183 liS 'iS liS liS 1iS liS liS liS
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STO ssn STO SSlT STO $SlT STO
7&.0 7a.Q 7&'o 1&.0 7&.0 7a.0 liU
117 117 117 117 117 117 102
97.5 97.5 97.S 97.5 97.' 97.5 8.5.l
lOe 14/i ,4/i 14/i 14/i ,4/i 128
117 117 111 117 111 117 tu
' le ' 115 137 205 156 2~ ' 11! ' 115 137 205 156 23ot ' 11! ' le l31 205 156 23ot ' 47 _
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SSLT STO SSLT STO SSlT STO SSlT STO SSlT STO SSlT STO SSLT STO SSLT STO SSLT
IiU ISU liU 1iU liU 1iU liU 58.5 56.5 58.5 58.5 58.5 58.5 58.5 58.5 4U 46.1
'02 102 102 102 102 1o:! 102 31.3 17,1 17.1 17,1 17.1 17,1 17,1 11.1 73,1 73.1
85.3 !.5.l 85.3 8.5.3 8.5.3 8-S.3 8.5.3 13.1 13.1 13.1 13.1 13.1 13,1 13.1 13.1 6(1.!l 6(1.9
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'02 1ClZ lo:! 1o:! 1ClZ 1o:! IClZ 80,1 117,1 1"1.8 17,1 117.1 17,1 17,1 17." 13.1 13.1
' $O ' $O ' $0 ' $O ' $0 ' $O ' $0 ' 21 ' 32 ' 32 ' 32 132 ' 32 132 32 110 110
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SSlI _ S/1ofI· _ _ ...........
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MO 0U US 08.11 OU
u.e 3U 3U 36.6 3U 36.8 n ll U 8 2U 2U 2U 2"-' 2U 2"-'
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ASII 51.3 57.l SU 58,S $U 58,S 58.5 58,5 40,0 40,O
..-D 8509 8509 37.. SU IIU 37.8 I1U 37.8 60.0 fiO.O
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Tabl e 10-10b (continued)
F ;1~ekSi
SinB~:~:~I:~:dCs~nng~e~~!~~nS
y
1-'""
Bolts
Available Strengths, kips
_SIzt, II1.
211
~
2«
:S
-
-
-
-
163
1 36
203
163
244
285
m
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2«
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l.s1 Ug U9 ug 109 109 109 1OW 1:111 l:111
12S 12S 12S l2S '25 '2S 12S '2S 11' 111
1S7 187 1S7 '$7 1S7 117 187 187 170 170
1.fi 1.fi IOW '.fi 149 149 149 '.fi 1:111 '36
m 114 262 214 174 262 m 114 2\51 214 174 262 214 1/4 262 m 174 262 214 174 262 m 114 262 200 1S11 na 200 1S!1 na
_ 19(1
m
214 l3e
' " 'lO 111 170 111 170 11) 170 111 170 11) 170 ,ot 1\.4 IIn '$4 'ot l$4 IIn 1$4 lot 1$4 '112 1$4 1112 1$4 '112 1\.4 'l.
138 ,:111 136 1:111 '36 136 123 123 123 123 123 '23 123 '23
200 200 200 200 2IM 200 ' Sol ' Sol 'Sol ' Sol ' Sol ' Sol ' Sol 'Sol
99.6 99.6
99.6 99_6 9M !iO_l
9M 136 9M 1:111 !iO-I I36 9M 1:111 !iO-I I36 9M 1:111 82.0 113 112-0 113 112-0 123 112-0 123 112-0 123 112.0 113 112-0 123 82-0 113 '1..
~
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"
,
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190
1511 na 1S11 na 1511 na 1S11 na IS!1 na 1S11 na 103 21~ 143 21~ 143 211 143 21~ 143 21~ 143 21~ 103 21~ 143 21~ '1 ..
'l.
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190
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214 l3e
lw m ;>:>4 136 1w m m 3J1i 1112 172 204 llIi 182 172 204 llIi 182 172 204 llIi 182 172 204 llIi 1604 246 '83 17$ 1604 146 'Sol 2n 1604 246 'Sol In 1604 106 '84 2n ' 1.. '11
Table 10-10b (continued)
F ;1~ekSi y
SinB~:~:~I:~:dCs~nng~e~~!~~nS
1-'""
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Available Strengths, kips
ASII un MO ..-D ASII ..-D ASII ..-D ASII ..-D MII ..-D STD
1l.1 110 9 1.4 131 110 1M 1211 192
-
SSLT 1l.1 110 91.4 131 110 165 1211 192 14& 2151 162 243 STO
1l.1 110 9 1.4 131 110 165 1211 192
-
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SSlT STD SSlT STD
1l.1 13.1 1l.1 &U &1.3 &l.l
110 110 110 • .4 • .0 •. 0
9 1.4 91.4 9 1.4 8O.4 8O.4 8O.4
131 131 131 121 121 m
110 110 110 16.4 9U •. 0
1M 165 1M 145 145 145
1211 1211 1211 113 113 113
Ir.! 14& 2151 1M 2'1 !92 192 14& 2151 166 241 169 1~ 129 193 1<0 211 169
~ . 21'1~ f-+-~ ~!é-I ' ~:~~:CI! . : :::0:8:;*: =;;¡.:~:~fT.::*~:~:I"'''t"'.''l''''.I'''I ''' SSLT
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SSLT STO
SSlT STO
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121 121 21 104 l04 104
116.' 145 113 1M 129 193 145 211 116.4 I1U 83.2 I13.2 Sl.2
14\ 113 169
145 12\ 12S 12\
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169 129 193 145 211 146 I46 111 166 1151 111 146 -
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SSLT
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Table 10-10b (continued)
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Available Strengths, kips
SSU _ S/IofI· _ _ ............ _oI,,*, sm.=T _ _ _ orlhor!· _ _ _ Io_oIbod
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STO
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m m m
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311 311 311 311 311 311 311 286 286 m 286 191 286 191 286 m 286 19' 286 m 286 170 ~1 174 ~1 170 ~I 174 ~l 174 ~1
m
233 233 233 233 _ 215
350 350 350 350
219 219 2I9 2I9
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215 322 23S 303 215 322 23S 303 215 322 23S 303 1116 2901 21a m -
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STO
9U 103 l1a 171 n 8 201 158 2:31 96-6 !fa l1a 171 131 101 158 n7 171 1ti6 191 296 9U !fa l1a 118 131 201 158 2:31 -
STO
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129 194 1~ 233 1al m 129 194 1$$ 233 1al m 129 194 1~ 233 1al m 129 194 1$$ 233 1al m 129 194 1$$ 233 181 m 129 194 1$$ 233 181 m 129 194 ,$S 233 ,8, m 119 1111 'O ~15 ,er 25Il 119 1111 1<3 ~15 '61 25Il 119 1111 '43 115 1er Z5ll 119 1111 143 215 '61 251l 119 1111 '43 115 161 Z51l 119 1751 143 215 161 251l 119 1111 143 115 161 251l 119 1111 143 ~15 161 25Il 1(19 163 131 151(1 1st 100 163 13" . 152 2211 100 163 131 151(1 152 1(19 163 ,31 1ge ,52 109 163 131 151(1 152 m
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131 131 131 118
1ge 1. 151(1 171
1st 152 1st
170 m 174 170 13& 101 158
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STO
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212
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212 159 239 \71 266 212 212 159 239 1111 _
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UI 93.1 911 93.1
124 ," 124 ,0i
'115 ,. ,. 164
101 W 101 125
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141 1Oi 164 125 1111 '4" (19 164 125 111 14' 211 1<1 1011 111< 125 1111 1(\ 1011 164 125 181 W 211
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156 :134 156 234
STO
1&.1 117 93.1 '" loe 164 125 W
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1&.1 67.3 e¡.3 61.$ eU &7.a
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SJ.a I02 8 1.4 122 114,' loIl IOll \6.1 122 1!3 \3$ 203 eJ.a 102 8U 122 114.' 142 1011 163 _ SJ.a 102 8 U 122 114.' \<2 1011 \6.1 122 1t3 \3$ 203
$SlT ~ _ 1I1)
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159 159 159 ¡.'
111 102 1OZ 102
93.1 11 1.' 8 1.4 &1.4 l02 8 1.4 102 8 U
141 11:8 164 125 U2 ~.8 '012 1011 1l2 .U 142 HII 122 94.8 1(1 1011
1111 ,., 111 156 234 \63 163 122 163 136 203 \63 -
ln IIU 102 101 163 122 183 136 203 122 114.' 142 HIlI 16.1
_
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~ Oú NoWWeld rof a "9le
pe,SpecificaliooSec1ionJ2.2b
OESIGN TABLE OISCUSSION (TABLES 10-11 ANO 10-12) Table 10-11. AII-Bolted Single-Angle Connections Thble 10·11 i. . dcsignaidfor.lI.bollw,ingle.onglec"""""li"",.Thetabolalcd«:ecnuica lIy Ioodcdbollgmuproefflden".C.areuscdlOoclermioolhe3\"llÍI.blc"renglhoflhebollgmup OR. orR.,IO."·here
Table 10-12. BoltedlWelded Single-Angle Connections Thole lo-t2i •• de,ign.idforbollodl...elded,ingle-anglecoonocti"",.Tabulalcdboll.nd a"Slea,·.il.bleslre"Slh,con,itlerlhe limil ' I.ICSofboll 'he.r.bollbe.ri"s.ndle.""' l00 lbe . nglc •• h<arykldin&oftbc.nglc .• h<arnlplurcoflbe.nglc •• ndblockshearrupturcof lhe.ngle. Val .., .relabulale.l for2 (hrough 12 "",·s of 'l... in.·.nd 'l.. in ..,Ji,.,c(crCroup
Note,: E indicalesthateccentricity muSI be considered in this !eg Gagesg. g,andg,a raworl
1~_ .3 · ~/)
Jable 10-11
AII-Bolted Single-Angle Connections
IH
IU
'"
e •__
'.IU ·_ .. ....
For _
.."
T""o."",~_boII_
• CIOSigntlrMglll"_lIOII in W.. ___ .. "'*"A.~ oogIo .. ...,boII~_,
I rel="nofollow">oor'ng
.. _~
1oIo1ll
ForIJtOtf<-'_C~De'OCIICUOtOCI_Po1II
ConnocIion_boboamll·l!IJlip-crilical
.,.,.bo_
Jable 10-12
BoltedlWelded Single-Angle Connections
0...15
'"
'1..
82.2
om
---_ _"'.'_ _.... _-_ __ _-_ . .. _._ __..._-_.""_..... __..........___-.......-_.. ---_ _. _---
_____,...... .. __ ......___ .. ___....... _"'.J!\ .. .. '~
....
_--~
..
...
......
Tabla 10-12 (continuad)
BoltedlWelded Single-Angle Connections
V..
1><.3
0..<75
5&.6
114.'
"'
N' om
"., N.'
Goot"_"'_~
__
".
0.2$5
o.m N.'
0.. 15
n \
om
..,
o.m
__ .""."' __ "_.""'_"'_""'''_''
_-_ ... .. _._ ..... _..... _""....- ......-_.. --_ .. _-_ _... _-_ _....._---
_ _ _ _ .. _ _ ..... _ _. _ _._. _ _ _ _ .,.,""' _... _'1_ 'h "-...._ _ _ .. _ _... .... _~ .....
_--~
..
~~g~p
~...............
..... coo .. ~ ... .. . ....· (aJIo IJ · ¡"'¡,~J
w on '~ w:.: ..
.1
:'
Note: Weklretumson topofteepe; S~ICfJ(ior>~tionJ2.2b
SHE' I SPLlCES
SPECIAL CONSIOERATIONS FOR SIMPLE SHEAR CONNECTIONS
::.=\:::!,
Nete; 1I seat is foeld er9Clicnooly
;:~':~~~s are lO!"
f"ij. /O.2J. 1II."ro'i
R .···.·m'....R ,
:f -'
~
~
'>ti
0/00
L5'3~'::~(LLV)
I 'Z.~ ': f<:~' ~
J Y.t"
Not: A
, .,."':'
~
NOIeA
1 4~
L5.)llt."',6~LLV) L84.~"6(LLV)
NoleA: Endrelum is C>miltedbecauselheAWSC0d6do&snotpermit
wekl,etumstobocaffiedaroundttlecomerformedbythe c<>u"",,fla"ll'll<>eandsealangle _
Note B:Beamandto¡:>anglenotsnownforclarity_
,',,'" '" .. ,"~",
ro,,'","
~",:,:~< :"~~:~:'"' """"0
,oo,=,,~'"'_,
..
,,,,,,,
w,,~ .. W''''' , .@J'~~
-I
~(j) ~
~
~ ~L
~'.,' ,w,.~•.
•....
r.-; ~. ,
",.
:::; ~~hoIes "' coIumn
i:: t~
'o_ o l!J
I ~ \ -\0"
_
Note: Fotlarge s<,e coIumrl$lh
btlsr.opweldedinlieu
~ . "<"<~<' M.~ · "· '
1'10" ' :
't.CoIumn -
- 't.Beam
,
Uh6 ."..S
, ! ~~
~
W'W 'Ió" dia.boU • . ~· di._"",,"
· ,,, "~"re
.~.~',,'.
"~ W12. 35
I
.
Jl~
,
~~~. r.,."
m•
• ,
~'" '~.""-" ..
~
..
'"'
UplOl
12 ~!iSkew&d ~m
""m.~r""m.~~í
DESIGN CONSIDERATIONS FOR SIMPLE SHEAR CONNECTIONS TO HSS COLUMNS Man~ of 'Oe familiar ,imp"' ..... ar """ne<,i"", ,ha' are u,..,J 'o coone<"" ,,>de_nango rol"",n, can be: "sed ,"'i,h ItSS «'i,,,,,.Or.eadditioo.lcoonee'ioo 'h.' i'"";q .... r<>< HSS
"OO"."" m.,
OESIGN TABLE OISCUSSION (TABLES 10-13, 10-14A, 10-146, 10-14C ANO 10-15) Table 10-13. Minimum Inside Radius ter Celd·Bending T.ble IO.13i,.dc'ign.idprovidinggener.c:dir<:c:nbendline •• rcp.>rallol ,othedi.. ctionoffonalrolling.the'ahu larval""•• hooldhe incre.,.,dby 50%. Whenhend ~:oo:7c::~cr Ihan:l6 in ..• 11 radii ""y h • .,. '0 be i""re.sed if problo"" in bend i n~ Ore
Table 10-148. Clearances fer BeltedIWelded Skewed Connections TableIO.14Bi •• dc'ignaidpro.id ingekarnocedirocnhcdlweld<doon nection.,ToblcIO.IJBal""pc<.·if,cstbcdimcn'ionA"'h"."hi'oddcdto'hcfillc'",,Id.ile. S.tocom""nsatef",'heroot"""ning f",.I;c",""¡ ond·plateoonne<:tion,. Thi,table i,b.sed
:'~::.~~:';'~:~~f'~~i~n=A~"¿" "'~'" be,.. led '0 lite 'ppropri.IC ,kew. ,'.1 ..... of Tabl e 10-14C. Welding Detail s ter Skewed Single-Plate Connections T.blc l O.14Ci'ool.IMf"'l""'lu.lifiedwe ldsf",both'y"",ofjoin".11>e .."ldbell<'""n IIte.in¡leplale .nd lhc 'ul'P""w illdc,,,loplhc,,renglhofeill>c:r:l6-ksior50-\:.,iplate
Table 10-15. Required Length and Thickne ss tor Stiffened Seated Connections to HSS Toble IO·I~i,.I.ICfot .li.... 1oaoJ ... ith .... Klthof0.4l acrosstbc HSS , ,,,,rAISCSf>l'CifictJl;,,,,Se<.1ionKI
Ta ble 10-13
Minimum Inside Radius 1 forCold-Bending
- _-"' "--'--"'-"-..--_ -
."" ............. ...
n""
.... ,,-.
...
~....- , ~R(r)
=-..:'
Table 10- 14A
Clearances for AII-Bolted Skewed Connections
SI><>I>_
'"
JIE;:: I :~ I :f
' Fa "'"
_
'"
_
........ _
.... 2-.I0I0_
0-8 " ~
.,31>
, \; ' \j,
,'l'.
31>
0-'011>" 0-1111>'2
1'"
3~
'2
21>
~
12
2 ~.
W.
'2 '2
2\; ~•
• \'.
12 '2 '2
.\;
0-1110'0
'2
3\'.
3~..""
W.
~
~\'.
' 1>
Table 10-14B
Clearances tor BoltedlWelded Skewed Connections
. . ,. "'_, . .
. . . . v_ ..... __ "" __ . """""
V_ _ ""'''''-'uplO ':.in_ hok,O!'GIMup'' ''' ... hok.ond ..nlpIOIMuplO'.. in ~_""'
_ _ . . . . - _, ond"'""l ..
_"_~by_Of
)'O\O.F'"
_ _ orlotve<_,""""' ..1Orinj¡onObghIonirIQ_.._"""_ ..........•
_D""""""_ ..
-..-y-~_
....... *'-'_... _
... i n _
Table 10-146 (continued)
Clearances for BoltedlWelded Skewed Connections
__ . .
..
.
orwlbol _ _ bobv. .... ·S'"-E..;....... . .. p .. '0fooum ..... . ""'oquatO . .,.,._"...,.",of ...
V_~""'''''
..-IO ... _ o f _. _
·_. s~_
~
~",,~.0! ._
_IO ... __ lhobHm_io_OO.,.,........ _ ___ ", __ "_"""",,,0<1 _ _. "" '-"Y_._ .
~
_~
_OO
"" ... _opooniogC"""OO'y".,. _ _ _ ofH'fo< ................... , _ . .... ".O."'_caM. _ _ E_ _ .. - '... . ~
~ ., ~ .J.-"f, 1~ " ~ :I'J.1
r';.
- .'1 ,:,,>, ...: ";
";
")0
_
'C
: / \ ..
"I
_
'
"1 ".
*
z.J =
~;~;;; ¡~I? ¡~ I ~ ;~I;~~ #t~ ~~w6'~ 2~1 ~ ~I~~I ~ IEI~ :~I ~ :~I ~ _, 'oó
EndpIDf1icI<.nHo; "'.... ,..,.,..,..",
Supponing ..... ~ "...... MI-..."
l/ooof _ _
on._OO _ _ _ _ of6'"". .. '2ond ....
For~' .... '_~ .... o f _ .. "' . . . . _pIoIoo
Table 10-14C
Weld Details tor Skewed Single-Plate Connections
14_1"<0 S 22_S' 3 Mo< Y S 4 ~
22.S' < 9 S 30' 4 ~< Y S 7
~ I
':'
I
i
I
_ .-----Í>'
~S 12
,
-"q
V
"
Table 10-14C (eontinued)
Weld Details tar Skewed Single-Plate Connections
'"
~ I
___ '"
! ~, ~' ',V I I
Table 10-14C (eontinued)
Weld Details tar Skewed Single-Plate Connections
_ _ ....... _ _ ... IOOS _ _ ..·_-.¡owS01 '/Ol, ' ..
_I,_ . '.
Table 10-15
Required Length and Thickness tor Stiffened Seated Connections to HSS IISSWllSInootIII_, lI,wlr'. w,wlr', 1t$.S-. 1,'"
~e
m 7lII!
1200
m
~
~
~
6'5
m
m
~
m 911 10/0
1 160 13/0 1!1OO
13.\
1100 1m 1"90
/14 823 9012
1010 12<0 1420
8(lO
~
~
~
$56
9!10
~
m
~2
/001
912
m
m ll1fi() 12,a 1310
1I
I7Ia
,alO
I.,a
1030
1550
1300
1960
1210
1m
1160
1/<0
Tabl e 10-15 (continued)
Required Length and Thickness tor Stiffened Seated Connections to HSS IISSWllSInootIII_, II,Wlr'. W,Wlr', 1t$.S-. 1,'"
6"
"
1000 1120 12.e1 1370 I~
1670 1830 2(110 2190 2390
1m
iOO 10lI0 1180
640 71/ 7901
10111) 1190)
667 T.II! 809
1m
1320
8715
lJ2C
1I8S
1lJO
,.(j(I 1610 17/0 liOO 2120
3(12(1
971 10/0 l UlO 1m Il l0 1$0(1 16110 1820
2520 v.o
1050 1150 1250 1300 1l/O 1590 1710
3300
\970
291(¡
13000
:ml
21JO
3210
t300
30160
2110 31'10
1~
,.
ISro 207C Z21IIl
2510 271(1
62S 7001
~
~7
8/6
l320
~
1000 1110
1~
9G5
1~50
1580)
1(50 l l.el !t30 1330
1580) 17 10 1850 lM1
I~
¡lOO
1$0(1 1600
2310
1730
1880 204ll
:2210 2390
25ro =
2480
3730
tEro
0020
1!IeO 2120 22!10 2üO
2I!ro
01310
2IiOO
lOIlO
~
2780
3910 .,/0
2900
"'50
3150 3350
47JO
3511C1 377()
3UO
36EO
2¡ro 1760 2660 13eo 2010 21.o 228I)
2SJO
3(12(1 J220 3'JO
2
l65O
i5OJO
25IlO 27.0 29OO J07(1
..., 0110 0I360 062O
53oIO
3250
oUI9O
~
J.I<0
5'(j(I
363l
\.<50
3830
5760
SS<
192
535
976
Il/O 1590 1710 11\00 1!IeO " ' O 2120 1510 :ntlO 1610 2<120 1710 2580 1820 2/.0 19<0 2910
m
10lI0 1"0 1220
107(J 1150 1230 1310 1<00 I l00 1590 1680 1790 1890
1310
803
lq1(l
16llO 1m 11\00 1970 2100 22.e1
neo 25XI 2AO 2$010 JOl0 3180
20IIIl
J000
2000
¡"'lO
lZ80
1310 2lOO
34eo
2120 22JO 2360
$4(1
2<80
3/JO
tElO 2750 21!90 JlMO 3190 33<0
.560 .790 50211
2590 :mIl 2880 JIMO 32OO 3370 3\.<0
_ 3e9O l1 10 l330 .5ro ..alO 5Oro
5330
33tiO
39:lO
lIJO 010
Table 10-15 (continued)
Required Length and Thickness tor Stiffened Seated Connections to HSS _ J l. II'I'· .. JI.II'II·~
IIS$-'I, '"
~
m
86\
119!1 $SS 1010 1320
1050 1130 'llO 1380
, ~ro
98.l
1850 1910 2Oro
13.30 14OO
1130 2(110 1110
2'80 l2!iO
1410 1>00
2210 1:l2C
~
~
~2
~8
~
~
680 6W 1(0) 1130 1200
801 1(0) 1:?al '$)) 1690
.99 632 1110
749 $<S I1ro
1m 1630 1741l '116(1 1!18O
S7. 1110 1:m1 15W 1660 1710 1680
~1
944
"2(1
miO \240 1320
W 131 910 11130 1100 1180 1250 13.30
2(Dl
1340
' 910 2020
112(1 1220 1m 1300
1690 1m 1940 2040
1400 ,.00
2100 22JO
" '0 1400
2' 20 U'4Il
1420 1500
211O ;rno
" :lO 1510
2160 U'ro
"50 1530
'680
2370
1580 1660
2370
2390 25,O
24'0
IG20
¡QO
~
\590 IMl
'600
~10
1510 1660 1150 1850 1940
237(1
1610 1160 1860 1960
1680
1)20
2630
11~
1840 1930
20l 27$J 2900
1150 1840
2fiJO 2760
1~
2170
1m _
2IWO 21711 2890
1690 1110 \850 1930
1900
2040 2140
3010
:mo
2020 2120
3040 3100
2I)'O 2110
3020 3100
2I)'O 2100
:103O
1180 l2!iO 2010
3110 32110 :I450 3IIl20
2250 2360
3380
2220
334(1
2320
3490
2200 2300
3290
~
25JIl
3IlOO
1470
:rilO
2.:JI
3650
1400
2660
3990
2S9O
3$90
2S4O
3!1(1
21110 2920 lO5O l l90
.,80 43SO '590 4800
2700 2830 2950 XIIlO
40!0
2660 2700 2880 3CQI
3!180
4Z5O ....00 -1630
\0\0
IOI!O ,.
w ~
~
roro
~
2800 2950
2500
2920
'2ro
'!IOO
4'5(1 4330 4510
:103O llro )310
S90 728
1840 1920
~
~
5ó3
830
1182
1020 12"
~
1I~
,.ro
~
2MC
vao
_
20'0 2100 2190 mo
:l430
2'9(1 2280
3290 :)4lO
J600
23110
3570
2170
3W
2SOO
l~
2.080
mo
2<60
3100
;>610 2710 2820 2940
392Il
2W 2680 27110 2390
3S70 0000 "80 'J5(l
2560 2660 2700 2860
40!0 '2S(I
442(1
ll ~
l840
3990 ~4Il
QO(I
,X,""
,,,o, M,;,U
. '~"!':'
',,::'o.
'C''''-,
'.~
,,~;:; CA
w:",-"'.
.N,
C_,;"
'X.,~
,,;,,-
DESIGN OF PAATIALLY AESTAAINED MOMENT CONNECTIONS
LOADDI¡TEII.MINATlON
FLANGf.ANGLE PR MOMENTCO.'1NECTIO.'1S FLANGf.PLATED PR
MO~IENT
CONNECTIONS
P,
';)M -'-"P," M'd P,
FLANGE-PLATED PR MOMENT CONNECTIONS Original l)"proposcdbyBlodgcn(I96ó),andillu""'tcdin Figurcll _3,.nangc_platcd PR n",Il>enl <:<>nnecli"" <"",i",of. ,imp¡" ,I>e.< <:<>nnecli"" at>d lop.t>dl:>oll"'" n.nge plale, lhal<:<>nnc<",..,Ienange,of ,l>e,up" poned be'In.An "n""cldcd len8th of 1'/, 'in",."l>en.nse-pl.,e ",'idth.b... i,oorrllally .""m1a1e,fool" {"", Pan1).".. ld,(,.,.Pan8).aoo<",,r.ec'inselc"'en"
PART 12 DESIGN QF FULLY RESTRAINED MQMENT CONNECTIQNS
srECIALCONSIDERATIONS fI(M,."",n,Cf)IlllCCl;OO,,,, ColumnW.,,," Duc'iIi'yCOII,idern'ion, FRMomcn,COIIocc,iOllsAcrouGirdcrSu]>pOl1 '
FRmomenl oonn\.{:bons
,.,
Fixed
PRmomenl
I I I
I I
=~=:f
I Rotation
Simpleooam
Checl
doot>le" equ;rements
~
lU ,
~ rb:.. /
asrequj'ed '",m o
Cheekcolumnforstiffeoerand doot>lerrequirements
i"
/ C.","~"",'
'<1tr~""
. J
~~:~WIe -1 I-~~:,:'I Not e:TheO~lshownise . aggerated
Io
ChecI<<:OIumn fors~fler>erand doublllfrequiremems
Chockeolumnforstiffenerand doubler requirements
Edeode< --
'.m. · """'"''
Design Assumptions A'ummaryoftb<""omptio."maIUCwu""rol lov.'.
~"." .
FA MOMENT SPLlCES Ik.m.aoogirdcr<"""""imesare'pli«XI in IOCaliOll."hcrcboth,hcarandmomcnlmu" hcl,..",fe~.''''''''lhe,pl~.Pe,AISCS/N,..ifi<~';d"Se<:I","J6.lheIH>min.l",en&thof
tIrc:,m.llc,""" ionhcing'pli«XImu"bc-clopcdingIOO.·c ...-cIdc,,,ofheamorgifdo',plioe,mu,,ctualf~,.t Ibe poinIOfll>e'pli«
Force Transfer in Moment Splices fu<:ctr"n,fe,in """""ni <]>I"",c"n he ."um«ltooccu, in a IDannc,.imil..-toth:u mpre»k>ncouple",he",th<"'quiredforce.t caorhnange./'... orf'., i. dolennincdby
],\"'," , " ," .
j . -Q~-J ••
/
addilionallllates
- -
-
"'~
cmQ J~
] \ 0""""""'''''''
"'
/
add ilional ..... tltS
Directly Welded Flange FR Moment Splices M",,,,,", 'pl;.;n can be "",igoOO. as ",""",'n in ~1g" ... 12-9. 'o . ,ili", a CJ P S"""" "'e'~ coooccti ngtbcnan¡;c.'oftbcrocmbcrsbein;;'pliced.n.c"üronocctionmaytbcnbeboltcd ,lM:>u t ~ be cbeüed in. n"", ... , similar In tha!
'" " .. Ided. The ,pti« and ,pli«d be.ms
Jc",ribcdp<e>'iou,ly"nde,"Di""'tly Wchkdl~an¡<:FRMomcn t C"""""tion,:'c'C
the " .. b <:<>nncction ,hould be de>igoOO .. ill u"""ru pre,'iou,lyfo<shear'plic •• in Pan 10
Splice plates
Extended End-Plate FR Moment Splices Mooncnt¡;plice,..-,..,\tdinooedorecti""canboo
"'I>e,,, a
fou,·bollu"" iffencd"nd.pl' ICC""r,&urali""" uliji,cdlo ,,,,,nc<."llhclcn'i""nan¡;licn,,,,,,,,nlC'P"Coly oflhtbc.m • .,oM, orM,ru.. TIoe'l'li"".ndspl""", heam,.hould hechecl<ed in. """,,,,,,,i,,,iI.. tothotde>"iou,lyun«ti"":oreC
FR Moment Connections to Column Webs 11 i,f"'Gucnlly "'Guircd lhal FR n""""nl """""",i",,.he n»dc lorolumn "'ebs. Whilclhc m«h.n"',of3naly'¡'and,lc
rr<"'''.'''''''
lo
°l
''''
¡
'~
~
,~~
W140257(typicaI)
Fraclureload (ki¡>s)
-zrr
:r:t=D
:ES f,,_I1.U
H" "I" ,,¡~..,,k.a.,i.f"II,,,,,,",,,,,c,,,,,,,.,.¡j,,,,J..n
p'~b)' D';'I...~I""I.II98J~
;fjryl""
,~~
Fraclureload
WI40257(typicaI)
(ki¡>s)
~
cES No1es: ·'/.-
' Ductility,atK>estimated. Actual valuenolknowndootomalfunctiooindeflec· IiQngauge f¡, . 11-/4 1""",;""«1).
!I~,"I" ('¡~~a t-rui,
fll
""_m",.. ""~,j,,,,J"criJjl)·'"''
P'~",'Ori~l"al.1198.n
N""".I.nJac<epl.blequ.lilyr¡("·"","",",hiprotconne.;tion,invoh'ingg,,,,'i'y.nJ "inJloadinginbuildinso""Slrut;ti""woold'okr.lclhcfollowing
~ . IntcrSccli""'andlr.nsili""'m'ybcmadcwilhoulr, llc"orrad ii 6. ~lame-
"'.o..I """,he,
~tp ,.,
~ '"
~ ~....J '" Fi8_ll _ J~_
f'R,..""m'''""w,'i''''$'''n>J18'',*r-M-.h,"!'P''''''
HSS Through-Plate Flange-Plated FR Moment Connections If tl><"'quiredn""""nttrnn,fer to tl>lunmi,lor¡¡d b.lsepl"oo<,cdin Fi8U'" 12·16. 11 ,booldbenotcdlh'l ,hrough·pl>tcror\R«lion,.",,,,,,,,,ctifikul,'ner«1 lhan,lH:eOlt'inuoosbeamoolH.",·'cdframi,,!:
Design Considerations for HSS Directly Welded FR Moment Connections Itm.ybep"",iblctoarromplishtbe"""""nt trnn,for tothellSS ",ithooth.,ingtous<. WT.pli<erl'le.eoo-pl'I ... ordi .ph~m plate,_ Si¡nif""nl """""nllran,ferc.n be oc hi","Colting. Tbeseronn«tion, .",capablcofde,~I","ng lbe .vail.ble f1e,urol SI",nS'h oflhc IlSS.Tbea,-.il.blcfiexu",I '''''nglh"flhcW.sh.pc.h,,'''e'·cr.i''ddom3<-hie,·cdbe,:.u'" ofthcne,ibililyoflhcIlSS",.1I Tbene..U",ISl",nSlhforll>e"'e ldedW.sh.pcisba<edoo ll>e.""nglhofll>ere,pccli,,, n"ns.. inlcn,ionandronlpr<",ionac1ingag.in'llhcfaceof'heIlSS . Thi.fiangcforcec,n beron,ian,..,thatof.platev."lh ,heui"",",ion,of,beO,nse Scvernl
...
"""."""~' ,."".'" . 01 sphce "'plale
cutsilhouetteofHSS OUlolasir>gleplale
-- :-:-: :
: : :-:--
Possibietofield
uppe'Shim~ir>g; ~ '00,"'."'. undersideweld
YY;
___ ~ '
_ _
Ooo,linUOUSHSS S Ir>gIe·ptate
_ connection
HSS Diaphragm Plate Conneclions 1f,hc"""""n,tkh'~by,hcW•• hap<"" t>e Il SS,:an"",be, ... n,,,,i,,.dby,,,l>erme.n •• 'benu",ofdiaph ... gmplat• • that ',..n.fer t hellangeload,'o,t>e.ie
Additional Suggested Oetails for HSS to Wide-Flange Moment Connections lñedelail,.hovoninFigu",,12.22.ndI2_23aresugge""--ddelail'0II Iy.ndareootin'cndcd IOpro/libi, ,I>e use of..-l>e,cOIIn«:'ion o.Ie1.n,
~
",""m" 3·sides
e;,:;
""- TOpd i3»hragmpl3tll
/ "'~ ,·"'·
ttI ,.
W-shape
Dia~ragm~ate
Inle
:
W .
G 88
·[iJ
Cladding
HSScoIumnreinforcemenl
~'?m.,", .'"??'~:'?" ~,~,,, ..
,<><~ O". "~~"'~ "~.• m.,o ..,",~~:.
. w.". ~"" "~'''e w..
.. '''''''o:":, ~",,,
'%".'.'''~'
U:,:,', ",,~ ,~~"' ". :', ,.,
. .,,,,.,.
"."
PART 13 OESIGN OF BAAC ING CONNECTIONS ANO TAUSS CONNECTIONS
SJ!«'iaIC.",I.ModificdWorlinj\Poin'l.oc.. ioo Spccial C.... 2. Minimizing Shcarinthc lkam ·to-ColumnCoonc<,ion Spc,üIC.""J. No Gu'''' ... o-Column WcbCoonc<,ion
Design Coo,i-ItSSTrussConot<.i"".
PART 13 REFtRENCES
'".'.~".
Required Strength \\"!Ih lhe<;OOl",1 points (._p_)"" illu"rnlod in Hgure (J·2.Mlhe "wkingpoinl (w_p_) cho<en.llt>einICrseeccn'erlinesof't>ebc.'n.oolu"'n.Mdi.gon.l br>c."" ,"""-n in Figure 13·2(. ). rourgeomc'ric panI,nc'cr" .. . ,.,,-and ~ .. n bciocnlified. "bero
"P'
~
' ,",
.,
~
~ , '"
Wp
- ,/7,
'i Column
lo
_ ' '¡o_t!:....
'
'R.
I"·R•.'
fa)D;ag,,,,,,lb,,,d"g(YHm«I'"'' and,~,,,,,,,lfo',,,,,,
¡"
''L
- ""J-j-H_ J R.
Onccaandpha,·cbcendc'mnincd.lI>cn."quircduialar.d.hcarfomosfor ... hichthc
"""le"Ünl ' lIlu;tbcdc,igDCd,,,lbedc'cnnineJr"'""hcfQHnw ing equ,'i(HIs
v... !fP
, . J(H"r-+lp+<.r-
Notc 'ha'whilc'hc""ialforcc.P.or P• . i"nm.-lIa.a'
p""',i,.. force,"'erc 'hi"hcco... 'hc,ig"'Qr'hc .. ,"lti~g",,.,,forcesWQIJ ldc~,~e
~:: :~"":~:::.:;':: be ""'igncd ro< !he ~uired moment, M~ For a n intcrmcd iotc floor,
M< _ ~
I" ·R.-' (dID;"g;;¡talb"",ingron"""t"'"
A"
~-- ~Beam l R, _ V,
I« .R.-' (c)C"¡umnfrn.b.,J,.Jidgmm
Analysls 01 Existing Diagonal Braclng Connections A oon,binaoioo"fo.and ~,,'hich P<'<>"idoesforno ",oo.,nos"" ,l>elhree inlenoc.sc.n "Su allybcarhi.,1XlwhcnacOIIocctiOlli.hcingdoe,igocd . llowe,..,.wocnanal)'7ing.no.i"ing oonnection ",whcn <>Ihcrcoowaints.,i>l 011 &U,seld i",,,n,ion'.thc ""uesofaandll,n.y "",satisry'''''basic«l.tioo'hip
C""'...... ly.;uppose(heg" ... (·'<xolumncon"""'ionw.... j""~'<>be....,...rigid_Seuing o.~¡¡. tl>e p ~"i"'d fo.- roo ""'n",nt 00 the gusscH"",,ol"mn coon«;,i"" m.y be c.Io",.,...
Mc_ II..(II _ ~)
In,hc p<e
Minimum Connection Strength In,I>e.""'nceofdeftnedde,ign lo ..h . • Olinimumrequired<6kipo f<>r . mallerekmcn".'requi",d .. ",ng'hn>Ore'pf>e,¡,..,.nd
"""''''.''',
Support Connections A 'ru" ,upport c,",""",ion ron"",," ,he eoo, of'ru,"',to,upponingmemb<",
"'~" ', ~ . '"
-----
--
J' . I
'r'''"'"'
[)I'.5IGNOI'~RM:Il
<J,e.:
~::~~;p<x1anc<, lhe
1m" 'uppurt
Splke'3Itrusoc"",denJ, th3lorefini,hedtohear,houldhede,ignedin"""",dance"" ith AISCSp«;ji",,' icmScctionJI.4
;".'-""'fi"
'":,,,U. ~,~
,~}'::
~,;,:;;; '
,"~,:~~,;,
,
~M'-"
'""''"'
PART 14
OESIGN OF BEAM BEAAING PLATES. COLUMN BASE PLATES. ANCHOA ROOS. ANO COLUMN SPlICES
R«<>m,nendod Ilcorin, Plate Dimen>ion.:uodThkk ...... ,'",.ib,bleS,n:n"" COLUMN lI ....
se l'\JirES FOIl. AXIALCOMPRESSION
IloInf"" .... ""I>o< II""'....JGrou!in'
,Ie....... .,..l'hn:_....JNu"edA""I>o< Rod< .... _RodN ...
'~'I>lioo
Culumn .... I;l" .... "'andSLobili'yOuriro¡En:clioo Fon:eTr>n,f... inC,"umnS"ic •• FI. ngc:.PI. ,«lCulumnSplice. [)i""" l y W. 'd
lIu".I>I''', dC'''u ",nSpl;''cs
TablcI4·I.Fini,hAII",,".T'IC<' T.blc 14-2. Re<,""",.nded Si,e, fo< Wa.hcrs.nd Ancoo.-R<xl flolcsin
BEAM BEARING PLATES A bcam bcaringpI3tci'm3
:.:::"'J " kl!.JI r, n
- -'-
t
Recommended Bearing Plate Dime"sions a"d Thick"ess lñclcng'hofbcaring.I•• maybccs'abli'hcemin imumrcqui", men"b.se ,j<>n Ioc . I",.b)'iel~ingo<w.bcriPfllit1ll.lñc
sd"",c~ ~imc"'ion,
of ,he bearing pla'e. 8 aod l •• shoo ld prefcr.bly be io rull incOo, 8caringplalC'hickoc",hooldbc'f'CC ifiedin ",uhiplo'of'l. in_up'n l 'I.·in _,hick ...".nd in ,"nl'iple' "f 'l. in. ,1Icn:af,.r.
COLUMN BASE PLATES FOR AXIAL COMPRESSION A rolumn base plat. i. made "",h. plal' .oo • mioimum nf foo' .ochO< rod, as ilIu"ratcd inl'igureI4.2,B.seplat.,fOO"p"'".'dcfincdbyOSI!A(otep.,,2)n,"ybesnpported"- i'h 'w<>aochO<mhop.L'oge heO'yeoln",n,eanbtdilT",ull,ohaodl •• ndselplumb",i'h'he"' .. pl,,,," oclK:d in ,he shop, Whcntoccolumni,,,,,,,.,,,,""inwcigh',i'maybcbcltcr'ndc1ail'h-b.se-plalc ",><:mbly,,-cigh.morctl\:ln4'<>n<.loo><:ba
.' , N - O_9Sd
"~~
··PfL
)' ~~';; l
Recommended Base Plate Dimensions and Thickness n.cSdcrlcddimc",ion'oflhc_plal<.II.ndN.'houldpr
,~ -,~ ,,,,,,1
,--,¡w ,,,,.,1
Groutingand Leveling High•..,cngtb. oon.shri nk grou' i'placcdbCIwccn 'herolumnbadalk>n , Whenbase plal.'a,. ,hippoJ."",he<.l'<>,he ro'u",". ,h"","",'h<>d,<>frolu ", " '"ppofIiIr<
COLUMN BASE PLATES FOR AXIAL TENSION, SHEAR OR MOMENT ""'.ochorn::><>lll"'at.,thlnl" , in ... ngle,bolleJ",,,'.ldcdlotberolumn .. 'h<>.,ninFisuI'<:14.7(o)arcgcnc",lIyadcqu",cIOt",n,fc,upliftforce.resultingfromaxial load,.nJ,non",n".Wbeng"'ale,,,,,i,,.~i'''''Iu i red.S1 i ffoncrsn'''ybeu,,,dwilhhori·
zon .. lrl.,.. 0<.~Ie • • sill"""'lcd;nl"g"",14-7(b),1lIestS!,rrc""..."'00I"'"Jlly ron,idcredtobepanof therolumn''''''nbearingonlbebasepl'le.1lIe.ngle.prcfcrnbly 'h<>uldt>e",'bockf",,,,,tlero' umnend."""l ". ;n, Sliffe""rsprcrera~l y,"""ldbesell>ack
~:;"':;·;''''· ''S ' G='_ •
~
~ • :"
:
... ..
,,- Weld angle
~
"
Baseplate (shiploose)
''''..,wo,,'' /
,
• ~.
l'
/
/ ''''"''' / ,,,m.
(shiploose)
in'p«lcdw ilhu llrn""'i,- mcthud,(UTjarKIlilkl ... cld'arcin'p"'-lcd",ilhmagOCIi<pani_ de (MT) ()I" IOquid dye pe"",,,,nl WTlmel""'h
(~J \V- ,,,,.,.,.. ( ·,,INmn,.Jlangr-pk"N
c<>lumnsplkY.
M'ól~
Iif'ón!
¡",¡~,
m
S","'''M
) ...
pin by e<ec1Of
'. I
I
(c) \V·,I>aI~roI""'ns.""'I·lkYplaI".
Uftin11wJ· inrol"mn ..''''
(d! /lSS anJbo.<_,mionrolumn>. ",... ilu'I)' lif';n$l!h""
_", _ _ ",,.,.;ng to ........ _ """"."" oente<_oI .. 1..,..01 _ __ __ ..
/ ""~.,,, /
...
~
r;: not;IlCOlltaoCt "
~
HH
Tabl eo 14-1
Finish Allowances
Table 14-2
Recornrnended Sizes for Washers and Anchor Rod Holes in Base Plates - ~ I '::" I ";: I~I -":' I '::" I ";: I~ 111.
...
111.
...
...
_* -¡:
In.
1ft.
...
:: ____ I ¡::: ..I _!::.. _I ........I _""''''' I ~' ' lO'liIt- 1:: I ~ _, ... ...... . . . . .... ..... ....... ,...."... "' ... .........,...... "' ... _-,"-"'" _ .,..._--'"
--"... _-__-,_- _-
J- _ _ .. _ _ _ .. _ _ ... ""'''''--- _ _ _ .... ,-~._-_
.. 1ISlM .... _
... _ _ .. _ _ _ _ _ _ . . _
=:..'::.:::::..::-....:::.:,~
.. ..-.... "' ...
Tabl e 14-3
Typical Column Splices Case 1: Att-bottedftanga-ptatedcofumnspflcesbetweencotumnswlth deplh duandd, nominally thesame
fIIrlIlt_:SeIt<1,."" _ _ oetectg,WIWIgo_ d, _ (<\,.'I. ilLl tI(", .'foil.1 SI'Iimo:_~ "", _2 ''''''la tl_OIO 'I1H''
d, _ (<\,· 'I. ilLl tI(", . 'Ioil,1
r....,._:_ . c..., . . .pla/a/: _ __ "'""'_..-.:tor lWlgo
_
•
'lail,IOrd, _ ",Wd, _ (",.'Io iIL)" . ',,;,., 1or ~. _1"'_ '1a;",)0tId a, . (", - 'l. In.). _ _ " _ .... _0RdlongIh.o'·rIOrTypo, .. O· ..... 1Or 1)po2.
fIIrlIltplOt/JO:_ . "'""'_,,· _ c...,-.o.. _
_ _ .(a,-1I,l!1.
___ IO _ .... " ... , _
.,._"" _ ..... __ """". "'0.
_
',.iIL .. If.. IrL, _ _ il'l.iI . ....... " . .
__ ....
_ ,tu'"" ~
_SeIocI """"' ., · ~ 1or Typo '
.. o·-r
Tabla 14-3 (continuad)
Typical Column Splices Casal: Att-bottedltange-ptatedcolumnsplicesbetweencotumnswith deplhduandd, nominatlylhesame
_(
f iMr
lifting..-
,~,~:,t: L---,,-J (-.( . CaMloC
':-.' Type1
-, Typo 2
Tabla 14· 3 (continuad)
_.._-
Typical Column Splices Case 11:
AII-boltedllange-plaledcolumnsp'icesbetweencolumnswlth depthdu nominaUy2in. lesslhandepthd, _
1_ _ 10 _ _ _ _ , ( .
fIOtIOOpIOt<S:s.mo .. C"OI .....
_Io<M0M9"
Id, - d,lI1 - '/o ... .. If.. ..., _hOugII ..... _ ~_hOugII Íl'lt-il . ........
, ..0OO
Table 14-3 (continued)
Typical Column Splices Case 111: _ _
AU·boltedllange·platedandbuH·platedcolumnsplócesbetween columnswilhdeplhdu nominaUy2ln. lesslhandeplhd,
.. _ _
bM0M9"
60t0' .
~
_
~-c;;~=+--='=-;,':~'+-C'~-+~"¿'-+-~i"' +.c-;;;:cI ><-131082
~ 'h
fIIrIot_:_lI.b _ _
1'·2'/:"
_
M*t~
.... fIIngo _
""""_,,, _ _ s.mo .. c..ol-&'
M _
: _ _ . " hlo,bW3 _ _ 1Jf
2 i1.b - . . _ _ ""' ...... .. _ _ ....
. ."·,0.
1engIh ..
.~-_
_101 _ _ _ .....
~ _'I.iI.
Tabla 14-3 (continuad)
Typical Column Splices Casa 11 and 111: Att-bottedltange-ptatedcolumnsplicesbetweencotumnswlth depthdu nominally2in.lesslhandepthd,
lllting _
L~
J
(o;>ptionaI)
Table 14-3 (continued)
Typical Column Splices Case IV All-weldedllange-platedcolumnspllcesbetweencolumnswlth depthduandd, nominallythesame
...--
",
~
.
.-
.-
",
~
.... _tize
fiIRIIo","*,_~·(IIoIo_""Ioni/Ih""_"""1or
1ot_~_
_W!IO
,. . .pIatt ....
'
.. c.o",... _ "
~
S
<
e
I
l
i
f
~","*,SoQ
... _tIlt.A+t'"
_ _ """'P_L.O'ICIf< . . . pItINI: ... in. _ _
I>_
_~t.~',-
"' . (4+ 'l. in.) 1>(4+'l>in.I
--
~.~m - l in.
~pINo:SoQ •• c.o"'... _ _tIlt.A+t'" filIe<S~"' _ _ ... _ """"I: _ _
t.[(d,-ot,j!tl-'ho lll. _ _
II
I>_ ....
pIoto ....
Tabla 14-3 (continuad)
Typical Column Splices Case IV All-welded Ilange-plated column splices betwefln columns with depthdu nominally2in.lessthandepthd,
Tabla 14- 3 (continued)
Typical Column Splices Case IV All-weldedllange-platedcotumnsplicesbetweflncolumnswllh depthsd. andd, nominallythesame
_l
_ _ _ .. _toI.OM. _ _ IO _ _ ,SoIK1
AIrIgOpWos:_ .. ca..~-A._
-----
RIr<_ .... __
...
~ _ (",+ 'Iolo ,)
-'t.~O¡ -dJ12! - 11 .. ¡'
Sdo:! _ _
i;_IhOIIISC~SocIionJ2:
~
.... ,,, ....
"'. . ...,. _ _ 00'IgI'I.1...... 1NtI.~W+l)IBI~W2+1l1\J.
_ ...... _-""_1Io<>go1llo>o_""'VI,W....
" " ' _ ........... _ _ 1M. _ _ 1f>'IuIh.
1. IIIGjocIIl_2.
_ _ _ .. _",..,.,, _ .. _ _ : SoIo
_t ..
__ i'N"'_ .. . (.... "'10)
__
~6, -.r,¡/ 2] - 'I ..
in
""6;_NIIISC~_J2 ; ~
..
iI ,,,""
1' _ _ _ _ _ _ _ ....... largorallhoftangopWe_""'m...,.". IongItI,I._1NtI.~IA(I'.l)I81~~I
..,,_M ..
¡+l
i1LJ
__ "'_"",1M;_"""""1IigrIO! '1.-io._. _ _ IongIII.I.""""'lONoOo2.
~ 1o
c...ftI·o .. ~
_1IIn .
._fI .
_1: _ _ _ IIOngOpIOlOolililhOlOpOcl-.. .. _fIIngoo¡c.s.IV-€"""V-8). ... r""""·3AIO _ ___ rod _ _ ~
_ " . . .. eIOXlC _ _ • • 'I> .... ,X • • ..,.,MII
r . &III.Io"'''''''''' ot Uo:Iren9I"",.'!.·iII .._tllIo'l6l.
Sira"' _ _
""Iho_IiII_"'~
~
,
"
~
'
\
I
l
_
.
""I>-in . _~o.'il i11.,N'I,"'.JII"'IIO_ A __
+n
~:,::;~). ~~:--'. PIoánII"' _ _
.;~f---.--"i"'-~ ..
." 1',"1'," '/o
'1 ..
0.32 0.:18 0,'\
O!lX+rl,*,"'~""maIOng_IOt'Igh , !:;_
0.23 0.28 0.3;3
....... '"
"""oI\hO~pIolO"'lI'i~,(....,II'II<dott\hOpIaIOlongII!I, l reQI.i'o
l<X:O
t ifl ·I·OmiI,......,_in~'H....,Y·B
Tabla 14-3 (continuad)
Typical Column Splices Case IV All-weldedllange-platedcolumnsplicesbetwftncolumnswith depthsd.andd,nominallythesame
-1. j-1 L.....2L-J
Lifting_ (o¡>tionall
Tabla 14· 3 (continuad)
Typical Column Splices Case V: All-weldedllange-platedcolumnsplicesbetweencolumnswlth depthdu nominally2in. lessthandepthd¡
,.,."'--
--
~Ii;
oilo
8_AlSC~
~
_ _ _pUl2NtIUt ........ IIIt _ _ IIrQ<_
M!·I'~¡'.).
widlhlT"'''''''''''~pIott
..... 1M.s.ecas.1Y1i;<.,...,1l
---
,..._.~-
widIh,lJOolllis_onII'
~"'_ A.
bOOo\ng . . . . -
I IOrc...IY.
K"'-")¡:/]-'I.. irL _ _ _J2,'1.. ....... prtIfmJd. _ _ Ienlllll.¡. '" _~SV1tI9t'dlllt""I..c,*""_
Samo .. c...V·A~
..
---",---_. ---",---_. FIongopllleO:Samo .. c...IY-II.ftOOI'I ... _
FIongoplaleo:Samo.c...IY·II._ ... _
1
k"-d,l/2I-'ho jo,SeIocI_ .... 9 .""IIItA/SC~
~1~$¿~1ª~'"
_): I.~. _"'¡.io _. JIb<e_drl!t9_WIdolfll...,_'.I>!'
oI . . _ _
iongII1.tu:"" .... ,....,~I2.
I '''illOmiO,......,_ ¡,c...V· B
.........
Tabla 14-3 (continued)
Typical Column Splices Case V: All -welded llange-platedcolumnsplicesbetweflncolumnswilh depthdu nominally2in.lessthandepthd,
L~
Table 14-3 (continued)
Typical Column Splices Case VI:
. --
Comblnatlon bolted and welded column spllces between columns with deplhs d u and d i nominally lhe same
~ ----¡;--IAf'91II .......,,-
i
~
6'1. 6'1.
".".
~
e'l.
"~O
",-
6'1.
::.
':' ---¡-~
",
" ~
"~O
6'1.
~\>IOIIO:_lIIngoplalo_.
"' . '''''' '1.10,) 101"" . '!. IoJ
--
".
",
_ _ "'Iong!hI.IOr _ _ :
-..1IOtiOOpIOtt_,_IiIOA._....."..X ... Y, ... ~I, 1Or - - , - ..... -IORgIII~I • • " SlWns:FutIiII1IUftiCiM1 ..... _2'l'io'I.X 'h lo.IO_0lO'I..... ,dtOrOnCO ~¡lIOIOO:s-
" _ 1.",_ '1.10,)
" 1""" 4 00.)
.. c...YI-A,_ .... _Oitt. A.( .. _ _
-'(I/'0I0_'' _ _ _ '''''_'_''''''''.
.'41L 1Or " · "" ... "' _ I"" +'41L) .... 'ho ILIor" · (dw _ '4 .. J ... " · I""-'I. iI ,),_~ ee. IO_1IOtiOO ...... IOtI(IIII .. I¡ - 2"
fIongo _ s- .. c...YI .... -.(I/'OIO_ .. _ ........, _,.,.,..,.·N4,-ot,jl2j-'4oizeB iIL .. 'hoio .. _ . _ .. ..
_Iite
_
'/Ho. ........ alloII_. _ _ _ _ IOtI(IIII ..
I/SC~_J2,
1. -'I. Io, _ . . - . .. , . , . . _ - . ...... Iong!h.,. -
'I. 1II.
Table 14-3 (continued)
Typical Column Splices Case VI: Combinalion bolled and welded column splices between columns wilh deplhs do and d i nominally the sama
Table 14-3 (continued)
Typical Column Splices Case VII: Combinationboltedandwelded"ange-platedcolumnsplices between columnswithdepthdu nomlnally2In.lessthandepthdl, fillersdeveloped forbearing FIO'IgOpll leI; _.c..~.o\.
_(otIop_,,_"""'¡:SoIocINIor-'t
·KoI¡-II,j/2]-'lIio.or>;"in_, _ _ i'l'1HI ~0I"'_,SoIocI_oilt 8_ IJItNOC
~_.R; >; .. i'I_.. "" prtIe-roO.SoIocI_ nOI .... _ . . . . _ _ WnOl,. _ _ _ 1ongItI1, " """""'-ingm"'4/lO OI_.SoIocINIor_
_
UOOGalo .... ·B""" ......
.....
_-...2W(SOOc..MSoIocI_~
1. . . . . . . _ .
_l"""I>_ . __
Arqoplo,,",_.GaIo~.o\.
_
_
_
;Sorno.c..I'II-.... • _ _ ..... _¡Q21l
~
--....-
_01-',, __
¡...GaIoM ........... IJIt .... lqor'l>-io._
..--~
_ t: III I&<'4/Ih_oni, iI p¡.:o_0I ... 8 1OO101 .... 0I11 .... _I.III ...·hII OI ... _ _ IetIgII.W:nOI .... _ I•. Omit _ _ i'lCUO I'HI
Table 14-3 (continued)
Typical Column Splices Case VII: Combination bolted and w&lded nang&-plated column splices betw"n columns with df!pth d u nominally 2 in. less than depth di, fillersdeveloped forbearing
Tabla 14-3 (continuad)
Typical Column Splices Case VIII: Direetlyweldedflangecolumn splicesbetweencolumns wilh deplhs d v and d, nominally Ihe 5iIme _ _ _ _ .. .. ine..e. ... -c....{I,,,,,, ... -t Tho_rTIO)' ·6. ... ·o,"~joinI·-.1ioo __ fIqo_¡rooIi:IoIi'Wl".-,.tI.M\IlhO....."... _ _ OO_joinI·_""" _ _ Thoso_al~_,,",,",*,.
ThollongosrTlO)'boponiol·joinI·
in~
WH"", . .B,"~joinI- _ _ " _ bo"""""oW!glhO
_loc- ......... ·c.""' ... aI . .pIOIO,,_,l chomoIor_ .,....,,_ob"II'I9... ____ l\e ..... IhO_"*'..-,hi¡j"Ior _in~
alporIiII_~
Thoodo<¡ulqal""'''*'_ ..... b o _ b\' ... _. llioio~ .... inrogiono_
'"""_ .. ....-"_II'IO_..... _ _ .... _
_
o.e.-l'''10 1' I~irICj
o.e.-l'I.I06.irICj
--
¡o¡_.¡,ft. _ _
_
o
b
_
.
.
.
.
.
,
"
~
,
I
'
t
.......-ot_i ....
...... _''' ..,,1....,.1>0 _ _ ''' ........... _ _ _ Ior ........ joinI· _ _ _ _ .IOin1. _ _ _ _
SoeIho _ _ Ior-..... _
_inpr-.o.-
o
l
o
i
r
p
g
!
W
o
_
.
~
we;gI"II"""IOI>ó<>Ie
..
Table 14·3 (continued)
Typical Column Splices Case VIII: Dlredly welded Ilange column spllces between columns with depths d~ and d , nominally!he same
1.crx1 2.25fo<Wl0 _ 1·C9:>< 15fo<W12_and
N",.: U... 2""","""",for coIu ...... o"",3O".(l· 1ongor<M!r l00lllll C_VIII-A
...a.boIIedwebsplice.p¡oroa¡..join!.pe
1.cr.12.25forWl0_ 1.c9. 15forW12co1umnand""", SlWnureQUired
LLJ
=~:;.':;:;::'7.=
-'~":.:-.""7..:·::::.,,::~==_shaft. Combinalionl>olledand_webspjioo. par1ial-join11l8M1rIIliongn>oY
Table 14·3 (continued)
Typical Column Splices Case VIII: Dlredly welded Ilange column spllces between columns with depths d~ and d i nominally!he same
2-ClxI2.25 IorWl0colooln 2-C9x15IorWI2<:01urmllOdov..sr;mas~
_:l/s*tyolcharnelI01owort<Jlurm ohaI1.Ofeon_rl1w¡_oIabol!ed-!>o/Ied _ _
Table 14·3 (continued)
Typical Column Splices Case VIII: Dlredly welded Ilange column spllces between columns with depths d~ and d , nominally!he same
2-Ch1 2,25torWl0_ 2-C9, 15torW12_Mdove,
SIWn ..
req_
_~ •. Iheo _ _ w&b 'Weld_ftangoo ""t, ,..,.,.,...,
Table 14-3 (continued)
Typical Column Splices Case IX: Butt-platedcolumnsplicesbetweencolumnswilh deplhdu nomlnally2In.lesslhandeplhd¡
Table 14-3 (continued)
Typical Column Splices Cases X , XI, XII
_...,.IIt_prioI- OI _ _ joO>O:--.tioo _ _
TIIo .......... PWIW-)oiIO:·-..;on _ _ .. . _
.. 1ht......., _ _ ....
_
~"~1Or
..... ..."" .... _ _ t i N _ l I t _
1NI 1YPO "~""""'"",,""1fIó'IJ"""""'_ For Iillin!l_._figurI 14·10. For . . . . . - - . ... fV.n 14-ll
TIIoMl_
,.
_OIINW;~
_...,.",_prioI'OI _ _ joft·-..;on _
_ _
, or.
, ~
.......
~.
_ _ ...,.IIt _
.......... 1>OSed0ll1ht_ot _ _
Sot _ _ ..
Cooe
~
~lfIó'IJond""'"
Table 14-3 (continued)
Typical Column Splices Cases X, XI, XII
D
"-t ~: r ~'" l'. :. j "" ~I
!:
(E)
ó L
.
_
.
r ,
(E)
Table 14-3 (continued)
Typical Column Splices Cases X, XI, XII
PART 15 OESIGN OF HANGER CONNECTIONS, BRACKET PLATES, ANO CRANE- AAIL CONNECTIONS
TablcIS_2 . 1'reliminary ll.ngcrCoone<'ions"k>;:'ionThble TabIcIS _J . N.Z_ in'
',M""
D,_""oo..ooW" ,""o' ~" " ............... ....
TabIcIS _S , Clc,'i,Numbc"Compa'iblc",ithV"'¡ou' Rod,and Pin' Tablc IS.("
Di mcn,ioo,and Wc i gh"t>f T~mbu
ToblcIS_7, Din"'n'ioo,and W_igh"ofS lee,-eN" " T.blcIS-8, Dimcn'¡oo"nd W_¡gh(,of Rece'std-PinNu" ThblcIS-9, D¡mcn,ion,.ndW_igh¡,ofCle_¡, . o>.tC",¡crl'in,
,,.,,
HANGER CONNECTIONS Ilal\8.n7).,...ld'(se<: Pan8),andconrItC'inselemenlS (><e Pan 9). In ,11 c... <. ' he""3i1ab l...",ns'h,OR. OfR,/ü.. mu"ex=
",·,.,1
N, _ I',«»6
~, : ;,~i:eN,(h'm
Z _ g"",pl."",,,,,,,ion,n<>dulu,,,flllebr-.>ekelplalealSe<:li,,,,,A.AinFigureIS·2. in-' f
InOOlh o..... lhc ,'
.~5
",,,,,1
be:i :~~edractionof""""'I , .... tlexural,,,,,ngth,. thefOllowinginteractionnmu"
~ ... ~,,;1.O 11H:nominalnornt.I>t",nSthofthcb''''." kc'pl.'cfor,t.ehmi,,,.,esofl,,,·.lyic IJin¡ ..... 1"". 1 budling i, ..... ' ......,min,lficxural""'ngthofthebrack.tplat.forthelimil>l,tc.ofl"".lyi.W ing ..... "".Ibucklingi.
M. _ ~.kiP-in
~,It.d ,S pli'"
"re,""
Tabl a 15-1
Crane Rail Splices
OESIGN TABLE OI SCUSSION
Tabl e 15-2. Preliminary Hanger Co nnecti on Selection Table V.I""''''''gi,·cnfoftbc.'·.il.blclcn'ik''rcnglhJ>Cfin.offillinglenglh inbcndiniof.,cc filling n.nge",.ngle leg wilh f~_ 58 k,i .nd F._ 65 k,i . lh: bcnding , 'rcng'h isc.leu· I.. ed in le",,' uf f~ • ..'hioh pro_ide, good o"",,l>lioo wilh .,.. ilable le" da .. rn>otnlon. 1992:S,,'.n>Oll.20(2). T.blcI5 ·2canbeusedloselecl,'rialfillingoocelbenumbcr.nd
'i«ofbol"rr<1uiredis known,1ñcnumbcrMbol"rr<1uim.lmu"bc'dcr'cdsuch'haltbc OI·,ilable'on. ile .... ng'hofone boh . .... orr.lfj.c<<<ed" .. rr<1uiredl
I n ' oc.bo,·~<4u.'ion.'hc
pl."tcsc<:'ion mOOulu',Z pe,uni' kng'hof'ocangleor'«:
fi,nge i,
"'he"';'ll>e ,hidne,,(}f,ht.n~leOO"' .. n,ngo.in, lb.,. rOO". "ni,lon ~lhof'l>e.n~IeOO" I
Table 15-3. Net Plastic Section Modulus, Zn..' V.lu<>of'ocne'pl ... io"""ionn'OOulu,.Z"', . ... gi,·enin T.bIcIS ·3 rorbr.de1>wi,h """d.,doole,.ndou",belSo((.,,cnolSspace
'hcs<:conn«:lion •. Thc,·.luc'.rcdc'crmincdu'ingEqualion .IS.4.ndIS .S
Forged Steel Structural Hardware Table 15-4. Dimensions and Weights of Clevises l)i",,,n,ion'.I<'cighlO.n<.!a>'.il.ble.trcng,h'o(Clc,i,,,, . .. li,tcdinT'ble15-4
Table 15-5. Clevis Numbers Compatible with Various Rods and Pins CompaliNli'yof"le>'ise, ,,'ith\'3noo, m,J,and pin,i,gi ... n inT.ble 15·5
Table 15-6. Dimensions and Weights of Turnbuckles Dimen,ion,.w.igh... nda>,.i l.b1c.'reng'h,of'umbuáles.r
Table 15-2a Fu =58 ksl
Preliminary Hanger Connection Selection Table
Available tensile strength, kips per linear in., limited by bending of the flange
CQJ , ,. ',..,
9~ ~ ,
,
1'1,
1'1.
~
~
~
~
{'
,-"
,"1'1. ~
~
~
.,. lJ,3
1'1.
.,.
"'
!U
2'1.
"'
.,
".,
>.,
31 ,0
2'1.
'"
., "'
..
'"
o,. 13,S
1'1.
~4 .1
>.,
~11
"'
19,1
"'
lS,l
"'
16.1
•.,
Table 15-2b Fu =65 ksl
Preliminary Hanger Connection Selection Table
Available tensile strength, kips per linear in., limited by bending of the flange
9 9~ ~ 1
1
,. ',..,
jf1' ¡2r..
1
1'1,
1'1.
~
~
w,
- 1'1.
."
.,. ",
OO.
111.4
n.,
oo.,
., oo. 2'1.
'"
2'1.
."
... "'
o•
'"
"'
-" 1'1.
V,
OO.
24.3
..
"' "'
...
o .•
18.1
..,
1)f.5IGNOf''''':<<JF.RCO:<:
Table 15-3
Net Plastic Section Modulus, Z net. in. 3 (Standard Holes)
~ tt:
¡ .r.:.-
- ....
Netp4asticsectionmodutus taken along thi$ ~ne
'h
.. .. ,.
'h
., "'
'0, 1
'"
---".-
"
"
•..
,. '"
oo •
-
".
'"
oo.,
10
19,0
OO,
I~. O
.
,
~
".
m
m
."
~
~
'"
~
,~
~
'"
'"
,~
,~
,~
'" '"
"" .... - ........ _ ... "'.'1.. ...
_ _ , ... _ _ ' ·11-... _ _ ....... _
_ "_"'_ '1-"'", ,$-1
OO •
m
~
,,.
Table 15-3 (continued)
Net Plastic Section Modulus, Z net, in. 3 (Standard Holes)
rt4 ~~
Netptas ticsectionmodulus takenalong thistir>e
h
....
"
'.
" '" '"
.. 1010
,.
_
,1;10.
_ _ -",10.
,~
m
'h
'h
'l.
17,3
21 ,&
.,
00
m
.0
~
". '" ,. ". ". oo,
,. ~
'. "' '"
..
,.
....
,m
,~
.. ~
,m 'M
....... _ ... _ " _ ..... .. ," ...... '1>-... _ _ ...... ',, ..... , ... _ _ _ 3" _ _ "', ... _ _ . ... ... _ _ .. _ .. _,s-,<", 'H
Table 15-4
Dimensions and Weights of Clevises
= Mn.O . . . , .
l'1~
"'~
1'1.
1'1<
'"
'"
,'l.
"1<
5''1..
2
2' 1> J'I>
'1"(_'1>0.-\11 '1"(0'1>0.-\11 '1> (_'1,. _'1>11 '1> 1_'1.. _'1", '1> 1_'1 .. ·'1",
2.5
•
e ~
"" 1_"",-\11 '1. 1_',,", -\11 '10 1_'1<, _'11<1
2ti
'6
l'hl_'I<,_'I",
!l(l
JI!
30,0 :15.0
52.5
Table 15-5
Clevis Numbers Compatible with Various Rods and Pins • •
•
••
• M_N. __ • • __ •
'4222 2 _
2 2'1> 2'1> 2'1> 2'1> ¡'II 2'11 2'1> 1'11 1'1>
__ --
.'. M
.
M
.'
..
. .. . "
"
:
• •
Tabl e 15-6
Dimensions and Weights 01 Turnbuckles
"1 ,¡! tb
r" - :
D~Dl:1l~. !Q)
Thmoos: UNCar>d4UNClass2B
"1»
''Ito !'I..
1'1..
..
t 'l..
" ,.. t' ~
"~O
" ~O
,'O
" ", " ",
""
",
1'1.. 7'10
.. ".
4'1.
,'....
t'l,.
O.M
'","
t 'h
0,911
''Ito 1"1,0
t'hl
t'lo
"t"l,..
~,
, ".
~. <3
3.02
3.011 4.20
t,
, &,8
2"1 ..
"'O
S'I.
". ».
' 4,0
" 'O 5'1.
.
'U
n•
31.S
.. ... ..
roo
... '"'"
~":,.~_._n 0 _ 3.00
1._0.50
• .25 S,<3
_
..,
t2.0
11.0
.. ...... ... ... ,.
5.t 5
'o.
)'1.
__
ns
_
",
.
... ...
t .20 t .58
t .~
I.~
". .., ,. , ..'". " ..., . , " W,
o,
I .~
~ "¡"
,,' ,",,.. " .-
4'1.. W lo
", ".
"110
.'. .. ~' Io
SOlo
.......
., " O.,
".
O,
.o
'"
,.
.
~
~
:::
,
::;
~
::: :::
__.._n_._
1----.. - ... -...----
Table 15-7
Oimensions and Weights of Sleeve Nuts
.,
~,-
.,. .,
!F'ti~"l ! -, ... --
..,
Th,eads:UNCand 4U N C~S$2B
.
,1'1"
1'1"
,.
~.
1'1,
,.2''1,.. ,...
".
,.,
~.
~.
"':"
.... k
., ....
.
,., ,.,
. ''1..
,... ,., 6'1.
'" '"
1''1..
__
,.,,...
'" ,.,
__
"'.
..
.... .. .._ _.........."._-" __. .. _.. _----_ ... _. -""_ .. fu
~.
... ........,.'I"'m'"..OFSniEL CoN"""-"."llON
_-~--
Table 15-8
Dimensions and Weights of Recessed- Pin Nuts
~ O. Oé...JShorIDia
D~II ~ l~
lA
' I=~' L~,"-", Malerial:$tee4
Threads: 6UNClass2AJ2B
~_.
,.
-'"¡"-
2.2'1. 2'h,:'I. 3,1'1~ I'h
~" _'I~"I,-·I. ~"
'I'/~'I'I,
"O
" ~O
1'1~ "" I.
"~O
1'h,I'/~~ I '/~I'I, f'1~1~
-
_.
"':"
~,
5'h,W~1
I'I~I'"
~
- , ':' .....'. "" .'. '" .- ". " ,." .''". ".
.-
.. --_,._ -......__........__... ,..,.-......-. -".....- ..... _ ......-
""
10'1.
,.,"" 11'"
,",
,..,.
.. . .........
... "'--,... " -.
:=.:-~-:=.:::
Tabl e 15-9
Dimensions and Weights of Clevis and Cotter Pins
~
.
-
.', 1'/'
_.~
1'1<
!'I,
."
3'1'
".
' '1~2,~
Wo/tIII ,. IOD,
,.
•.
'" ",
_.
O.2h O.5OI
.00 10_~
~,
".
PART 16 SPECIFICATIONS ANO COOES
Sl'EC11'1CAT10NFORSTRUCfURALSTEELIlU1LD1NGS JU LY 7.2016
Sl>fC1F1CAT10Nl'ORSTRUCfURALJ01 NTSUS1NG l HGH_STRENGTll BOLTS.AUGUST 1.2014
CODEOF STANDARD PR ACf ICE FOR STEEL BU1LDI NG S ANllflRIDGES.JUNEIS . 2016
ANSIIA ISC360- 16 AnAmerkanNalional SI.ndanl
Specification for Structural Steel Buildings J ul y 7. 2016 SupcrsedeslheS"..djimr;')tI¡"rS'ruc'"ra/Slee/B"ild;"IIS date<.l Ju"" 22. 2010aod all pn:" i",,, , ... "ion,
AMERICAN I NSTlTUT E O" ST EE I. CONSTR UCT ION 130r;aSI Randoll>hSI"'ct.Su ile2000.Chicago. llI in<:>i,606Q1 www.al .... org
PREFACE CThi.Prcf"".i''''''parlofANSIIAISC.l6(). 16.S¡"djic
''"'~'"'';
TABLE QF CQNTENTS
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GLOSSARY
"'1~)lir~bI~bu¡ld;"grodtt .
Fluildingeodc ""dc'IO.'hich ''''''ruclure i,de,ig,.,.J
~;;;;,:t~':"'~onno;l::~:;' il""'.O('l>car fe n>e
''''"I",,,,,,i,..
(local )'Íc ac'ionof."",mberbearing'gain".ood>e r mcmocror'urface
¡m"i.g-IJI'" '''''''''('Ii,,,,. Bol,<:d oon"""lion " 'l>ere,hcarfo.>«:es.re l"'n,mi"<:d by lhc bol1 bearinS'gain" ' oorooOC<1ioockmcn" m,>d<"l¡,>a''''/''''crma<.le wi'h r""rplale'IO.'el ded 'ogclbcr al,oo""",,"'uch'h.. i,t>ch.w; ••• 'inslcmcmber,
Brncen'i.lIy "enical 'nM .ystcm p":wide';labilityfor,",,"ruclU.. I'Y'le m
,ha, pro>'idc;re
Brodng. Membcr or 'y"em "'a' p",.ide. "itfnc".oo strcng'h 'o limi, tbc ou[.(,f.plallC n"".. mcnt ohnothern",mbcrat.br;¡,cepoin' Brouch memb". In an HSS <-on"",·,ion. m<mbcr th3, 'ermina,esa!' chord mcmbcror main n",mt.:r. B"cWn8t , Lim i'S!.ln
C"""m,b ...."koH¡,"rydU.1ñe,urfocedelinc,'ing.",lu"",ofronncte,u"""ooin& . stcd be><1c4 SIU~ and.or ,h.,
""pJ~"es
rro.. lbe rcm.inin8 ronc:""e
CrTTl«l "",,1 dc,-k"hc >e<,ioo <>f..,lid"""""". ""ul" r",,,, ..<>wing ,he dcd oo.""h,ideof'hcgi,de,_
,h.,
/)e,iS" loadt. Apoplie
",,11 thif=,ioo prore"ie,
/)M~ :t~~<=~~~c,:::' column panel
zonc
oricn'ro diaEooally
'o ,o.
n.nge'
O¡"I!h"'gmt . Roof. ""'" or ",her mcmbr.mc or brncing ' y"cm 'M" mn,r= in.planc rorce< 'o'hcl"c,.lf~",,;'ting.y"cm
/Jü'ph"'gm¡¡la",Plalcpo<"'''ingin'pl.nc , hc .... iffnc«and "rcnglb. uscd f'hc'UpporIingel.n>enlS
'o ,,,,..kr
/Jirn'boodin"me'¡oo.ln.rompo< i'cscc'ioo,mcon.l n>embe,in'o. """"""'dal >h.pe
/)j"onj""al"iffi~H.Ou'-o/.plancncwml"iffoc"of
... eb.
OwbI.o"'",~",.llefonllC<.!;hapoofabe"",wi,hooeor"..,.,inlle«ionpoi",."·ithinlhe"",,, 1)()"bl~ctH1c<"'rn"Jforr: ...
Tw0"'lu.laad oppositc/OITC'.pphcd oorm.I'Olbe ... mc
nange.formingacouple I)()=~~;,.,~:; <=n:~.,:r=lId ... ilh •• be.m or eolumn ... cb '" i""r
FJf«lj,.. "c'ionmod"I",.SC'·lionmodulu'rcd"'-edl" .......QUnl/orbu< ~h"8o( skndc reOlll.
pro",,,,,,e",n,,,n,,
F..x::'::::::,.S:,::':lhCU,,-edSUrfaee,," which. membe, bear< that i. ahlc "" ilt
F..x:::~'e;,::~;,,,,md "cel bar "" "hich a mcmbcr be"", lhal is .blc '" roll lo ""com·
f;')·ingsuif"u.Coo'''''tsurf"".ofronnectionele''''''I rel="nofollow">tran,mi"ing,,'''arfon:e FiI~;:h";'':;~~I= Coml"" ile mcmbereo,"i" in8 01 "n IISS
Of
box ;c-clion fil lcd
Filler_'al,M"'.loralloyoddcdiomakiogawckkdjoint Filler. PI;tc use<110 build up lhe
Ihic~ .... ,
of.,.... oom¡>oncn'
f'.i,hd .M fi"" Suñ"".,f.bri<"cd,,'ilh.rooglm... height,'.".. n....urcdin ""oonI.nc. ,,·i'hANSIIAS.\IEtl46. llhali '<1lualloock"'lhan500 f¡Tr.De "n.>:1i'~bum i n,g ... "-ife>tc<.lbyany",.Uofthef",,,,,,'ing,light.n"ne._or,,m."'"
Fim.omer",,,,,,',i,.Slrucwrol .n.ly'i'in"·hichequilibriumcoodil;oo,areforn101"0000 ,he un
fO"""I"••Id«/:..l nc"'"l""itcror"'I\IC'ioo."cd,,,klfOlT1lc .. '.f"rm
"'I"'"n...
F"II,..,."min.dmomr"'C""nffli"",Cor\llC<.~iooc.pablcof,,,,,,,f
ligiblorot.ti""bcl"-eenoonr>ee mbo ...
G""",rrico,xi,. A,i,parallol "''''ob.n.ngeoranglc Icg Girrh-'jiller.ln"""'J>Ooroy"cm,,,,,",,,(;toou'in,g.formcdstccldcd.n3rroWpictc O/",hoc1 "",,1 u«et ..-een ,he<:d g~ 0/". dc<~ ,hoc1.oo ,he n,n,o 0/". ,inler.
eO;~:~'=':;c~7h ,urf~ g""".. '" ,,,lly re,""I~ (mm pi.,,;.; n '" e""·;I) ' I",,¡/.l.o;I<,Iac1lnglnthedownwanJ~ ; rec1;,,,,.,,,,,h
en"" ... M,,'d,
Wol~
in.
.. dcodandll"el.,...,J,
g"""" bel"',,"n ,,,,,nee,l,,,, CIC""''''O, Seo .I""AWS OI.lIOI.lM
GU·~'I""",I'I ,(Cdcroc"''''''lK'Ctlngtru ''"", mber
... rohHJ1n
IlfiI, .. I6Js<m".Rateatwhkh lherrnalcnergyl.gen
1I"';::t",wl"""/T. l".oompoo;llebe.""fort<: .. lhei"IeIf"",be<"~,, .... ,.ooooncrele"'ofJCeS IISS (N'lIo,,· , U1eprooJuctspt
ÚK'j~s.
PlatC,angk"'Olhe,,,cel ,h.pt. In a lat,I""""" r'Su""lon, 'hot con"""ts -,h.pt"ogcthe,.
1~"el'<Jll,!<Jd.l.o;I<,I
'''0".. 1
""tlngl n . late",1 dl"""I"", >uchas",indorcanltqu.keeff« ..
u"njnscolu,"n.Colun,"d<>lgne
I",ended IOp«witle
re,I,'aocelo latc",'Ioo~,
Ú!"glh_ffffIJ. eon'iocm'iooor,l>cred""'ionin .. /Cng' hor.mcmbcrba><xlon itsunbr,,,."ctI leng'h LiSh""';ghlroltc"" •. S'ruc'u",I,"QOCr<:!cwi'h.nc4u ilioo umocn'i'yofIISlblfl' (1340 kglm') or l.".asoct
úx:a1burl.U"so· . Limi,,,.tc()fbudlingofa'"<JI"I1I,,,,,.iondcrncn,,,'ithin a ,·..,.,,,,,·,ion 1..tX"~I)';.ld;", ••
t , V-oeld ing ,t.!'=Uf'Sin .1"".I.",a()f,n.lenoen,
Nq,ali\ ,. jlnul'd¡""""8'h. Flexural .. ",n8' h or.conlp<»i' cocam in "'gion, ... i'h ' en,ion ~ue ",O.'U'""",toe '<>psu,face N"",;",'¡«(jm<,n<~,,,.
o."isn"ctlor 'lK:o<e'i<.l
~in",nsion .• s
inlables()fse<,i"" propon""
Nominalloadt . M·8ni tudcoftheloads¡>«ifictlby,toe"I'Plic.blebuildingrodc
Nominal TibMighl. In a fonncdS1ocl dcc~, ""igh,ofdcc~ me.'ured frorntocuodc",idcof ,oclo"'."pointtothe'opofthehighe'lpoin'
N""'¡""'''''''IJ'h*t,Stn:ngthohstruc'U'''Ofromponcnt(withou'thc"''i''.n,:cf,,,'OfOfsafcty factorapplied)"'f'\"i"loadoffoct, ... dctonllinedin~"'iththi,S"""if"",,ion N"""""'I'OCI'ff'iQl1,Scc'ionth.'i'ablc,o
,,,,¡ng. In,,,,,,,'i(HI procedu'" ,,-hercin no "'.'ori.1 i, dc:"royed.1Id ,he in'.grityofthematorialorcornponenti.notaffec'ed
NQ/cht""gl",~...
E.. r¡;y.b~.,.,,,,,,,¡r.ed'cmpc,,,,",,,asmc.,urcdin,heCha,,,y V.notchimpacttcSl
NQ/¡".wlload, Vinualloadapplied in. stru<'uralanaly'¡' 'Oaoc<>un' fOfdestabili'ing cff"""thatarenotOlhe,w i>caocoontedfocin'hedc,ignprm'i,iotl<
l'¡tch.longi'udi""locn'cr.!().,:< ntc'spaoingoff."ono".Centcr-t().<."Cn'crspaoingofbolt 'hrc.,J,.I(HIg •• i,ofOOl'
P"I~n>iOlmJjoi",.Join,
... i,hhigb."rcng,hbol",igh'cocdlO,hcspocif,«I ",inimuml"""
P·:!7'·Effe<10fload,acting on'hcdene<1«lSh.peof.membe'be,w""njoiOb'"
Q""Utycon'roIin>p«IOT¡QCI).lodividu.l dee<1
lI "i"",rc~
facror, (ot, F"",or ,ha! ",-,,,,. n" fo.- unav";dablc dcvia' ions uf tbc nominal "'e ng'h from'Oe"" w.I"",ng,handf", ' hem.n"", . ndconseq ... """""ffa;¡u,,,
~:.:.~~~-t;~'~~:':e~: ac'i ng on ,he tlcformed coor.surn' ion of. ;tru<' u", S,ismk/<,,,,,",,,,i"ing'y,wn,ThotJ"lf1,,f'hc"ruc'urnl 'ystem 'ha' ha' b«n consitlc red in ,t.:dcsign'nl"O"io.Ie'Oe""luire<.!""i""""" ' n'heseismi
""pt!I1" moJiflCtl';OI1fac'or, Fac'or ,ha! reduces ",i<mOc load cffec" 'o stre"g'h
Si~=:::':_
Con""",i""
,ha, ,,,,,,,mi,,
negligible hending momen'
oc,"'''''" ron"
s;n::~:;::."
S¡",,.ifird minim"m "nsil~ ""mg'h . UJ"w lilnil of len,ile ,",cngth s¡>ecifieJ fo.-. materi.1 »
S¡"'cifi,d mini .."m yirld ",,,.. t . Lo..... lim il of yield ""'" ,[",,,,roed fo.- • maleri.1 'S
S"""8,hli",it'UI"t ,Li",ilingrond ilionin~·hichlhcm .. imum'lR:nglhQfa""""un:o.-i" co<:e,roorncnl,'hcoro.-lorsion
Slruclumlanal)'5i>f.Dctcnnina'Oonofloadcff«·"onmcmbcrSandronncc'Oonsb.\edon principlo,of""",'uraln>e
T,n,i/e """S,h Ivf_,uria/lt. M.. im"m len,ile
"!'e" ,hal a m>lorial i. eapable (}f ' u,
laining as dcfincd by ASTM
T'".. iln"roglhl
Unl",¡("dl~"g,h.
';::fm<eh.nieal f."ene,.
Hmi, "aleofrup-
Di".ncebcl ..'c<:n ~ poinlSof.mcmbcr.,nea"'rtd bcl""c<:ntl>ecen '<",ofg,,,,,i'yof 'l>ebrndngmembc,,,
UnroynIOndi,iooinwh ich,hc"...",i,,,,,,di,. 'ri .... 'edunif(KIn ly ' h"",gh , .. er,,,,, "",i(KI <>fc"""",tcdel"",,,nts
. .:
U"~n;;,;: ;:~
000 of a mcmbcr
nut ,,,...trainc
as.inSl
rotlI,,,,,, by "i/feocr<
Uf ,,"'.
Un"jff,neil'¡'","'t. Aat oompn:ssioo cknocnl wi,h an adjoinins """.of.plancekmcn" al""soncedge¡>arall"lto ,hedi"""i""of l~ing
Uu,,"mjn,dro""rucljOfl.FI<>o<.oJroof .."'mbli... ooioJi,·iat are .. ,"n",d t oband " hroughou'"ba,ede l ev3tcd
\\,.b#'¡"K·"Jbw::lfa roncentrated rompn:"ion f""",
"f.
\\,.¡dm"al. l'ot1ion fu'ion "'·eld lh., hasbecnoom plctolymcl leddunns",·cl ding.Wcld mctalhasckmcn"of fi lkrmctalaOOb.\cmctalmdtcdin 'bcwdd thennaleycle Wddmm.Sce"",,"¡jojm
YM,/juXI,·j,/dm'.'''nl!t .Yi.ldin¡at ' hoe..'remcfibeyieldmon", n'
ABBREVIATIONS TlIcfoll""·in¡.bbn:,ütion··wc·rint hi.S"""if"-otion.TlIcabb<evi.tion'.",,.,rittC" ont "heretheyfi""'ppea, ,,-ithin. Section ACI (A",.. ricanCon,,..,, lm,jlu"l AlIJ ("u,horil)'h;.,'in!:j"riulirr;'m) AlSC (Amt'rimll l n>lj""'oj'SluIC"'''''''4Clion) AlSI
(A,""i<M lm"~",IS,,,,l ln,,i'u"l
ANSI (Allu-ricanNal¡"II"ISla/!/Jarr/"/mljlu"l
ASCf: (A ,,,,,..-,,,,,S,,á,,y"¡Ci,-'1 f:ng''''''') AS.IIt- (A"""nm 5<ÚelJ o/M""/,,,,,iml t-ngi""',') ASNT(Am<',icanSociny/a,NOII<ü.
AIY/(assocj"',.-e1dinsin,'P<"'o,) AIVS (AmerieonlVddingSocjety) CJ/' (,'"mpl",,¡Oinlll<"U!lmli""l CVN (Clwrp)'Y.narch)
EIIW (el,"ri''''''""",",.·eld,
GMAIY (S(/SlIU'wlarcM,,/¡/jnS) /I SLA(high-S/m'glhl,,",,'-I",,'urtlls«IiO/l/ LRH){/ood"/Id""i
PJP(JHlrti"/joinlP<'""'''''iorr¡ /'Q // (prrlCfil""'qUirlij""alj,m,.".,,rd/
QAI (q""liI)'o""mncr'"'/J«/Q') QA /' (q",rlil)'oS5",,"/Uplan) QC (q""/iI)'rr>,,,mI)
QCI(quaUo'conlmlinlpeclor)
QCP (qll"Ii'yroft'rolpros",mj I/CSC (I/~seo",:h C<~",61 ,m Sr"",,,,,,,1 C,u,"ffr'on.) MW(jubm''1I,d"..-~·,M"g)
SE/(Srnter"TilIEng;lIuringl""i"" ..¡ Sf'I'E; (SQá",,.ojf¡,..l'rotn,,,,,,t-,,g;,,....,,)
SMAW
(shi"thJm"QI{/..-~.. IJingJ
SWI ('<'I!;or ..-,IJingi"'I""'"d UNC (U"iji,dN"';,mI1IC",,,,~)
WPQR (w,l
CHAPTER A GENERAL PRQVISIQNS
Thi,ch,r>'cr,'''o'' .... w:>peollhi,Sp.dflCaoi(HI.Ii,'''''fe'''~,¡>ocificali(HI,.c<>de,.nd ,tand.onl ••• ndp"wide'''''Iuin:nI<"lSfo
U.. , Nole: Use,OOles'" inlend«J t oprovidecoocise,nd 1"""11<,1 guid.oce in 1..... ppl;c.I;(HIofl .... S¡>oc;fi •• lionp"";';(HI,
2.
NudiarApplica,ions
TbefoIlO\<·ing,""'if"'.,""".oode •• nd>landards .... "'f,,"'''''e
,.,~"",,,",,,
U..,rN01e: ASTMAJ2~A325M.rc Tl()...
inch"kxl .. "Gradc,,· i,hinASTM
8125
UstrN01e: ASTMA4OCVA490M.n:oowincludcJ ... Gradc"';,hinASTM
8125
..~:::'!::" '",ro.
,, ',~,.:""':
,,',ro
"""ro
.'::":'"".
::'::' 1''
,~:.¿~",,,~,
U.. ci'i< rel="nofollow">1e: ASTMFIS54i"hcmos,rommunlyrcfm:ocruspccificatioofoo'r>Chot"".kOI'Ode.odwe ldabilitymU
(h) Rc"''''''hCooI'ICil ooS'ru<w1':lICoooec'ion,(RCSq S,Hciftc"'i_¡o,S'I'ItC'uml)oinISU.inglligh·S',,,ng'hlloll<.2014
la
ASTM
I Hs ign~l¡ons
SIru<'u",l"ccln,.'eri.l eoofom'ing, ... oncof'hcfollov.'in¡ASTMspe
Ic.
Kolled llca'·y Shapes
UKr NOI~ : Ad f", f<)lIe~ he•• y·,h.pe gi,,,ninSc<:'ion'JI.5,JI.6.J2.6andM2.2
,,'~I
join".re
U.. r N<>I" Addition.lrequi",n>entsf",OOilt.uphe"'y·>h.pewekledjoin".", gi,'
UoIt.w..... r."""ul"' .. crialconformin8Iooneoflhefoll""'·inSASTM'pecinc. lion'i'o""",,-.:dforuICundcrthi, Specif"·Olion U.. rNoIe: ASTM F312Si,anunl\>noll.>tandan:Itha illCOlJlO'll1""GrndesA)25 A32S~1.A490.A490~1.Fl8.S2andF2280."'hich",="""'iou,ly .. ""r.ue,,.nd:u\I,
ASTMF31 11 ASTM F31251FJ12S~ 1
A""lIo
'pecir.c.'iOll,i< 'pp""-cdforu,",ull
ASTMA449malcri.li.penniucdforhigh·"'t.... UnifiedSlalldanJ Scrie
Fillc'melals.nJnu.c" .... lIcoofoonlooneoflhefoli«'o<'inS'peciflC.'io'lSoflhe Amcric.n Wdding SociCly
Stccll>eadcd.'ud.nchor>shallcOIIformlO'herc4u ircmen"of'l>eS'rNC'urnl Cod~l~fI(AWS DI.I/I)I. I M)
'W!Ji.,
llH:""""uraltlcsigndra ..·in8'·""'P'X·if,o.,;o".sh.llrncc"IH:r«¡uircrncnlSof,1H: CI"¡~"fSld,¡Jt",JI'rt/C"li,",
U:rerNo'.:J'ro;·i,ion.in'hi,Specificalioncoo'aininfonn.. ion'hali . lObc: .oov.nonoc.igndra ... ing •. lñc
O!l>erinforn\a'ion.-lcdby'hef.bc"ic.,urur.inc luding
CHAPTER B DESIGN REQUIREMENTS
Thi'eh.pI.rodd'.""'-'llO .... I""Iui .."..nts f"" .. de,ignof" •• I W"C1U .... pplk.blelO .lIch.pu:rsof'hi,Spe
TlIctle
D<,i~nsh.llbe ..",hlh",no.pplbblc"'enSlhor"'lVic•• bililylimil.laICSh.llbc .'ceededl<'hen lhe"nr<:IU",is,ub',e
U ~ r N ol<: TlIc l erm··tle
Glos;ary
.. uc
lñcnominal"rcng,h.II.,.nd,hc""iSlanccfac'or.~.for,h
.",s¡ rel="nofollow">o
Oe,i~n"". 1I
""perror",,,,, inacOOtda.>ce ,,'ith Equalion 83-2
II. "~
lñcor.n in.l"'e ng'h.II•.• nd'hc,.fc'yfaclOr. O.for'hc.pplic.hlelimil"""'''' 'pc
lñcreq"¡",~"","g,hof.'"",,"ra'
mc.nbe",.ndc.)..""""ion ,.h.II""
U.. r Not.: Seclion 3.1 .2 oflhe C"J_o/S"mdard Pf'dClie, addr.::;"" communi· coIWnofn=,,,,r)' informalioo foYr ll>e
T"'l>I)'pesofmomenlOOlloeclil>'lS.Mlyre" ... incdooW¡>Mially",,, ... incd.arepc. mitlcd •• 's¡>«ificdbdow
S
Uesign of 0i3ph .... gnl s~nd Colltt(ol'S
6.
I)••i gn
7
of¡\ncho .... g.. to Concrete
UesignforSr"bl lity Tbc"'''''''urcandi''c!cnlCn".h.llbctlortlar><:e''·i 'h Ch.ptcrC
Tbco'·cmll"'''''''urc.nd,hcindividu. l mcmhcn.ndoonncc,i"",.h.llhc"".IUaled f",,,,,,,;';'abililylimi''''aI.,ina<:<:
Whcndc'ign forSlrucl ur.lin'
""l ui"' ...."" i" ,hi . sec'ion ,hall be ""'"
MClhodsofcval"aling ... bilil~ and "rcnglh undcrpondingrundilionsarc p«".idcd inAWCndi,2
11
l.... i ~n roc Fatigue
Thi,,,,,,lion i 'OOl i nl
ol~
13
.. , ,,,,,,>iblefor the>lruct"raldosignorany"'''''mc"'''''oflhede,ign te.m
l.... i~n rocCocrosion EIf",,1!; ""ñcrerorro;ion"""klimpairthc>trenglhor>c"'icc.b;¡¡t~oí a >lru<1u,,, .•truclurnloom.
poncntswlll:>eoJe>igne.lIOI<>leionor.lllalll:>eprot<>OlOOagai""corro:sion
Foru""ifTc.....J elcm.n,"SUP!'O"1eUal<mgonlyone .~ge ",,,,n.,,o,'" ,"'rOlnpr<ssioo f_c, the "'idlb ,hall bc 1.1:<" .. follow.
Fore,..id'h'hallbc'akcna
~;"""i()ll
of
Ioll>e(!j"""i()ll ofll>ec()ll'
Widlh-Io-Thickness Ralios: Compression Elemenls Members Subject lo Axial Compression
,
",",-01-.
- .......
M
l' :..":'.::
'~If.
'·N
¡ ~ ~ 3 Loo,JoOl'"Yo
'~If.
'''If.
...--.--
L4tI,(f.
-=
f4' !+f;'
[{' Tl'
fj: l4' ~;, .,~+ -w:'
f4'
'r,:-
B·I:¡·D
'AO,(f.
1' .....--
'MIf.
¡0:; 1:::' ==
,,4t!,(f.
0-1tf. "' 1\o
_
'~.""_""'t>o
_ __
0-3S _ _ _ o.7lI'"
m
i +Í" 81
-e>
TABLE B4.1b Wldlh-Io-Thickness Ralios: Compression Elemenls Members Subjecl lo Flexure
l" =~-
(e) Fornangoordiaf>hragm platcs in buil'.upsec'iOll<.'hc ... idth.b. i"hcdi"an
TABLE B4.1b (continued) Widl h-Io-Thickness Ralios: Compression Eiemenls Members Subject lo Flex ure
--=
,, ~'"
j .. .... -
,i
:= -
-
"
'-'\ff.
'M\(f.
,."p,;
, ~p,;
'RP,; ..p,; O,01f.
O.3't,
El"' ~[+
t' en LJ-} -q>-
,;O"'.'... 'hick...ssi"
For'.peredfi.nsesofroUcd ....
be''''''''n'bef'''''~ge.nd'''''cor=;pondingf''''''''f'''''
1
Uesi ~n \\'~II Thickn<'S6
... """' inal ,·.luoch.lf,,·.y ... eb
roe IISS
TlIc1'101.rea.A •. of. n.. n'beri"hc.~mof ' ... prod"" .. of'PIc'h .. k""'•• nd'PIc ... , ... iJ,h ofeach domen' coml""cJ as fol lov.'. lncompu'ingl'le1.rc.for'cn'ionandshear.'''''''iJ'hof a bol'holcslullbe'akcn .. ,,,. in. (2 mm) grealenominaldin",n,ionof,l>ehole
For.ngle,.'beg.gcforbole, in opposi'o adj"""n' Icgs,hall be 'be ... m of ' l>eg'ge, fron, ,heb3d of ,he "nglc. Icss ,PIe Ih ick ... "
Indc'mnining'hcnc<arc.acros'plug or.1oI "dd',lhcwddmcla] ,h.1I 001 bcc"", ,idcrcd .. adding'n ' hc"",.",.
Shopdrawing>.f.bric.,K>n,shoppain' ing.nd.re<1kln.hallsa'i,fy'hcrequ iremen" "ipu]"cdinCh'plerM
Qu.Ii'YWl1 ,roI.ndqu.li,y.ssu",,,,,. . .'i vi'it<.h.II""i,fy'hcrequi,,,n"'.""ipu -dinChaplorN
1. . .
Thco".hmionof •• i"ing"ru<:'ure' ,hall sali,fy ' hc ""!ui",mcn" "ipulaled in App<:n
CHAPTER C DESIGN FOR STABILllY
Thi,ebaplcrao,ld",,,,.n:qui,,,,,,,,nl.r"'lhede,ignnr,,ruo;lu,,,.r,,,"abilily_Thedin:<1 analy'i'n""hodi'pn:.enltdhen:in
Any .. lioo.l n.. ,lIod""de, i gnf","' b il i ,y
l halcon,i
pcnniued,'hi. indudc"hcmclhod. idcnli fied in5c<1ion'Cl.l.ndCl .2
Cl.
l.
CA IXULATION m· REQ Ul RH) STItENGTIIS
Gen ..."l
,\n"l ysis R.quire m~,,1S
Thean.ly,i,<>I' tl>e"ruc'u""IuIl"""f""ulo'l>efoHo", ingn:qui",menlS
U"'of'l>e.ppr<"imatcmothodofscrood-onkran.ly.i'prm·idce"pplie,j(o.,h tlutmoyinn ... ne. 'hembili'yof 'l>estructu'"
3
,\dj". lrnenlsru Slirrness : : ::'::'>~:~::'7:~~O~~:;crmioc toc rcquired "«ngth. of componen" >h.l l
Bracingin","d"d 'odefi ..
' """n~ l e"g,h,of"", m be,,,hall h 3~, " mcie" ,
"iff.... and "1'enS'h'oCOl1 'rol m<mber n""'cn,,,n, 31 ,he btace
CHAPTER D DESIGN OF MEMBERS FOR TENSION
W.... "'''''''oe<:,i",,, ose plo& .• "'"" tillc' "·eld,in bole • .,.., IQt,. ,.... cffe<;1i"" ..," .'ulh""'ghl.... boIe'.h.llbcoS<:din Eq."ioo D2·1
lñcgrossarc •• A••• ndOClarc •• A• • .,fl cn,ioomombcrSlhallbcdclermincdina,,,XJr. da""o ... ilh' .... prm·i.ion, of Se<:tion K~. 3
F.,..lim il"i""'''''II>eI''''gilndin.lsp"" inSofronOCClorsbe1 w""no'',oc"l,inron linoou'con' "",con'istin&of'pl.learld.sh.p<.orl... oplatc,.socSccliooI3.S
U.. cNoIf: lñcloogi' udinalspocin¡;of'"OIIllC<1OrSbct,,"ccnCOll'lpOOCrlt'ihoold
pteferablylimi, ...... lendcmess""ioin .. y""'"p<J<>en'I>:'w.. n ..... """ne<:IOr>1<>300
TABLE 03.1 Shear Lag Factors for Connections to Tension Members
__ _ _. . ._». . . . .. ... ....
, ,,,
~
_cb:Ij»_d ...
2
,, _ _ ."C-"!.-lfl. ... _ _ IISS. ..... ...
"".d
~--- ~_
~
~~~;=V o! ~_....
u,'-f
...._ . __
. - l _ .... . . . . - _ _
~-::=~~~ S
_flSS .........
_P'N......"._ ..... HSS.
1
~1ISS.
..
--
..... otJ¡Io
:.:..."""::s."":'~,:H . :_
.. _::s.,.::::::-.:.:.. ..... .:..~,;,,":.."-~
__._... _-...
~·=:.'= ";.:"'~,¡:i~..::::..,.~==
",. "" .......... "-,, ..........
_Q.4. ... _ , · _
.. -
J'. _
O.6f~ A .
10) Forbcaringon lhcproj
foryjel~ingon
lllt ¡ ros, seclOon. u'" Sc<1ion D2(a)
(o)1l>e pinhoksh.nbelocatednlidw'ybet""e
1l>ea\.. il.blct<",iI."",ngthofo),.t=:;,hall bcdolCrnlined in acconla""" ""ilh Sc<1i<>nD2.,..jlhA, lOkon."hccross-...:tioo.I ..... oflbcbOOy
::::·i;'u:~:::.:IJX)St'. thc""iJ(hOflhcbOOyoflhe.y.bars'h.lInol"'<:eed.ight
2
Dime ... ionatRe<jui...,men!s
Eyebansh.tlmcellhefollov.'ing""luircmenl>
CHAPTER E DESIGN OF MEMBERS FOR COMPRESSION
TABLE USER NOTE E1.1 Selection Table 10r the Application 01 Chapter E Sections
ChaptofE
1 [
11
s .....
"
" ~
O
" " ~
~
II L
s ..,..
~
O T
Chaplor E
A
•I Unoyrnmotrlcalt/la¡>o. _lMn tOngIO anglO'
~ ~
lñccffcrti,"Clcngth. 4forcako l.. io nof"",mber,"",dcm,,,.,L, lr,.hallbedctcr. mincdin'.":<>td'''''.IO.'ithOaptc,CorAppen.,Ji,7
U~ r N"' f: I'<>rmc mbe"dc;igncd onthcb.,isofcomprcS<;o",thcctfocti,'< ,lcndcme.. raIOo, /.,.lr. prdcrably,h,ould ""'.,ce<:d200
U ~ r N01~, 1lIe.tf""li,'.leng,h,L,.,c.nbedetcm , ¡ncd l hrough"""I>od,orl>er
' han 'ho",",ingIOectf<'C'i,'clon&lh for'or.K.
Thi, ""';on .¡¡rlLcs," oon' lendc,.dcffiCn'roml'''''';o" membe ..... dcf"",d in Se<:1innB4.I.forelc me""in .. i.lron' p"".inn
1lIeoom in.l rompre>,ive s""n&lh.p., .hallbedc,c,,,,incdbasedoo 'hclimi , ,,",c offl","ralbudling
1.)Whcn~:S; 4,71~
("'7,:<;2.25)
~~4.7IJt
(or-1,~2,25)
(b) Whcn
E4.
TOKSIONAI. AN U FU:XUKA L·TOKSIONA L IIUCKU NG m" SINGU ; ANGlo':." ANU ~n;MIIEKS WITUOUT SU;NU.:K ~: u: ~n;NTS
Tñcnomin.I,""'J>ed on ' hclimi'''.'cs "f'
Tñccn'Í
f,~ rel="nofollow">h .11
bcdc'cnnineda,,,;<>nIingt,,!:q.a' ionE.l-2.,.. E3-3.•,in¡ ..,iebucklin8S1re,,.F, .de1erm iocd .. follov.·.
,hc~lo.-fkxu",I .,,,,,ion.leI
(o)
F.,..dooblys)·mmc'rÍ< ",c",bcrst ... i"in~.bou,'hc.hc"cen,cr
"·('ff·"'L.:,,
'"' ::;:;~~,~m:::~(.,~::m)[':"J:":' ~:'~l"""'" 211
"m, ,,,. ,,',
(f;,.+-q'
U... Note: For:,ingly.ymmelnc membcr>wi'htbc x.""i,as 'heaxi.of'y m. n>e
"f'he,ubÍ<equation
(F, -f;.XF, -f;"Xf ; -F,: )-F.'if; -f;"{¡')'
'" -(2 ),
'. -8 -( ';7" Q) ~
(d) Formcrnt.cr.", ilhlatomlbracingoffsclfromllH:.hcarcenlcr.lt.ccl .. ,Oebuck. li"&;< .. ". F~ ,hall be <.Ic«:nniocd hyon.ly,i.
U.. r"'·, ~e:
Mcmb""",ilhlateralbCld"golf"",from<""'arcroterare",=¡>
,iblelOcoo"r.lir>ed-:linS·"'hiochisdi""""'
(4) ($)
1."" •• OCtcrmincd in lhi. rel="nofollow">«,iondoc>OOl<>cttd 200
for.""" . . 1leS""gle<.1tte ""ioofloog leS ,,'iIl0
(o) For .n~I •• ,h., are iOOi,'id ••1 m.mber< or are .... b "",",be,. of pl. n.r ,'",s." withadj"""n'wcbmember<.ltochc>dlO'besan", .idenftbegu''''''platoorchord
(i)
Whc"~S80
hí)
When~>80
!:;- _ 72+0.75~
(b) For.ngle,'hot ... " .. bn", mbe ... o n ,,,,or'r>aC
(i)
Wben ~S7$
(ii)Whenz>H
(';').·J':H;), (b) Fo.-intcrmc
(-';-1. -(-';-1.
(l,;t _ modifi.d'loodcme... ..'i""fbuih· up ....mber
2
DimensionaIR.,..u i.... men IS Built.upmcmbc ... . hallmoclll>cfollo,,·ingrc4u ircmcnt<
Thi''''''lional'l'li.. loslonder.., lomen l com~,ionme",be .... ,d
U.. r NOI~:Tbe.ffecli,·~ ""'• . A,.maybedcl.nninodbydcJU<;1ingfron,'l>egross .1'''1. A.. II>e n:doclion in ""'. of • ...,h ,kndelekmcm de
I
SI.nder Elem. nI M.m b.... Exduding KuundIlSS
~:::~: ::d;:li!::,(fo< lce •• thi, i'd,; fo< "d".lhi. i. h,) fOl" ,l
(.) Whcn ~S1vJÉ
TABLE E7.1 Effective Width Imperfection Adjustment Factors, C1 and C2
• widlh of tbcc lemo" ,(for'
b
.., _ J ~ .Jl=k,
J..
"
_ witl,h ·'o· ,hi<~nc"m,iofor,hcclemc "'a.ócfine
J,.. s limi,ingwid,h_lO-lhkknc"ratio ••
,."+ tJ" ,
lN ,l.
_ clasticloc.lbocklingstrc",dctmninec\;li"$.n.ly,i •• \;,i (MPa)
(.)Whcn;sO.II*
(b)Whcno.II;'<; < OAS;'
CHAPTER F DESIGN OF MEMBERS FOR FLEXURE
?~~'
_"'00'
n.,.,
"'""
n."
_M',
"'" " ""," ,b ""m~,",._,",",
1'13
ForguKlaoccinoctcrmin ingthcaJ>PfOPriatcscctio",orthi'tcr toal'f'ly,TabIcUsc, NO\eFLlmayhcused
TABLE USER NOTE F1.1 Selection Table far the Application of Chapter F Sections
IJ 1
11 11
eN, LTG. F\.B, TFY
o
o
liT
LA
• I __ lm ._o¡.
_ F"' ___ """
'"'tl. "'-B , _ _ Y. _ CFY _ _ _ 1FY . _ _ _ WO _oeg _ _ ", . _ _ c
.
~
..c
.
__ S.
_ . "'A.noI _ _
lñe lato",I.'orsiooalooálingnlOdifoca'ionfaclOr.C.. fo.-OOIIunifonnm<>me,,""'~ 00race<1 ¡,""'onniood .,foil",",',
Fo.-e ... w:up1ngi'P""'e'Uppor!.Oe",'l>ef"",.nd i,""~.C._ I,O.
F2
J)()U8 LY SYM~ n;TR I C CO~ II',\cr I_S II,\ .,.;n ,\ IH I8 t;RS ANn CIlANN EI-S RE1'o' T ,\ ROlIT Tl IEIR MAJO R ,\X IS
~~~x:.·;:~:~n~~~~~~~~;~~·~=t~~h:io~ ~~::~~~~ W6K8.5.r>dM4x6h.,-ecompac,flünge,fotf", _ l-Ok'i(345MPa);.lIcu""n' :;~:::~1 A6 W. S. M. HP. C.OO MC ,h • .,., h.."compac' ",.bsat F,S 70 k.i (485
Tbe""",in.l ne'ural"'''ng'h.M•. ",.IIt>e' .... 1"".. , ,'.Iueobl.inc
l<>, ....
U..,cNOIe: n.e"luarerool1
L,.. thclimi';ngunl>rarcdlcng'hfOl'hclimi'Slatcof;ncl.";clalcr.>I.'''''ional bu
~ ~ ',95,~~J{¡;+K!iJ+6.16(~r ,,·he .. ' y . rad ; ",{)f gyr:"i"".buu, )~a,i,.in .(mln)
".Ff'-
"he ...
I,E n""nc:n,ofinc:ni •• oo.II 'hc ), ..... i•. in,' (mln')
r"m.~bp<",imatedaccurately.odC(HI,."" .. il'dy "" th
FJ.
OOUII U ' SYM~ U: TlU c.: I·SIIAI' t:U ~ n: ~ mt; KS WITII c.:OM I'A(.1' Wt:lIS Ai'lU NOi'lCO ~ IP'\cr OR Sl.t :NUER t'l.ANG ES IIt:NT AIIOUT 1'Imlll MAJOII AX IS
TlIc"""' i..10ex"ralstrcngth,M.,.hall b< th<jo,.""'alucoo..incd a<(X)f(]inSt<,tlH: limit,tate,ofl.toral.,,,,,,ionalbocklingandcompre,,ionO.ngc l,,,,.l bockl ing
(a}f'or='i"",with IlOOCOUlp;ICtO.nge,
M. ~ M, -(M. -O.7r,s,)(f;!f,;)
F~.
OTIIEk I·SIIAI' EU ~ n: MI!EItS WITII CO~II',\ cr Olt WEnS HHn AIIO UT TlU:11t MAJOIt AX IS
N O NC O ~ II',\cr
U ~ r Not.: J.,h'ped me mbe" for .. hich th;s""",Ooo ;sapplic.ble may be
2
J.ate""l.l"rs;onaIJlu;OI1.1 buckhng
,.['.M. -{'.M,- ·;'·(~)l"·M.
(1) M", 'heyield m" ",.", in IheCn",,,,,, .. i,,,, ""'\Ile. kip-in. (N_rnm). i.
r..".
!E :50.23. J "'all be .. ~C" as "'ro.
" {l)r"num inal rornr""'ioofl.nge,,,c«.oo..-c,,,hich ' hc iocl.";cbocklinshm;' Sl.oesapply.hi{M I'a1.i,de'errnioed .. follow,
(i1 Whcn ~;¡,0.7
'.
(;;)W1>e n t<0.7
S" _ d3>'ic",,,'ioomodulu,,-derrefYield;"g, ;"
(51
4 thc lim i';ns "nbnKTd IcnS'h for,hclim;'Sl",c<>f;ncla<,iclatc ... l·t"";onal bock1inS. in. (mm). i,
,· · ,,,,·*~'---&.--"" ,k """" J ,,,,(-,¡r'
(6)R,...'howcbpl,"ir,,·.,Oonrac'oc.i'dctcrm incd asfollov.'< (i) WlK:nl" II, >O,23
(a)Whon~s)",..
(b)Whon
~>)" ..-
(7) ;¿;,~':~':~:~o~;: uf gyra'iOll fo< 1.'crn!·,orsioo.1 bucklins, in. (mm). i.
(ii) Forl .• h.pc .... ilh.channcl c.por.eo,wpl.'c.ltacOcd '"lhccomp"'"
,,,,,,nango
Fe i.dcfinc
~
Tensi.. n Hange \ 'ielding (.) WhenI""S,...'helimi'''.'cor'cn,;onfl.ngcyielJingdoo._.pply_
M" .. F,s" .. )'iddmumc",inthc'
~;;;i"~.~~~, ~~~i~.!~o:.:';'",por.di ns ,,, ,110 ICO'¡"" fI,ns< (I) WlIonl",II, >O.23 (i)
When
t,;;~
..
yiel
(2) WlIon l"II, S.O.23
FS.
OOUR I.\" S\"MMETR ICAN Il SING I.\" S\"MMETRI C I·SIIAI' U ) MEMRERS WITlI S lt:N OER WERS RENT AROlJf TlIElR
(o) WlIon 4 S. (b)
~
W lIon l~ < I..
1110 limi, ",Ie of lalOraHotSiooal bucklins oJoe,"", 'Wly. SL,
I",is (\efor>ed by !;qu.,i<m F4·7
I~ _ K'.~
(o) FurSC<1i<:>nswilhcom¡>aC1 fl.ngc'.lhelimi,mle"foon' pn:ssioofl.ng
::t:-'(::~7(~)]
«)For=,iooswith,l.nderfl.n~
~.
Tensi.. nFlange Yiclding 1.)WhenS"
Thi,,,,c'ion'pplie,'o¡"h'pe'>tl ' no,l H""ge local bu<;kling
2
FI .. ng~ 1."" .. 1 nufn.ngc loc.1 bur: kli"l:duc, notapply_
(blfors«,ion' '''ilhnonc'''''¡XI
M. _ M,_(M,_ O.7f;S,{~)
":i~:~:::~~;¡::;~~S,:::7,,~'~:~:~;;~::;:( ". "~,""' ~
-t
/...¡_~ , hcl i mi,ing, l.ntlcme"fOl".c",n¡Xl
¡"' _ J."thc limi'ing . kn
Z . pl."",SC':lionmudulu'.boul ,I>o.,i'ofbcnding,in!(rnrn')
·,· '''"Jf,H~Jf}'
"·,·",Jf,[,-*m,,
h ~ dcplh{)f,..cb ...
dcrlncdinSc<·,ionB4. lb. in. (mm )
(c) I'or=,ion' '''ilh,leodc,'''ebs (1 ) C"",I"""ion flangeyiolJing
R.. i. dcfincdby Equ31ion F3.6wi'ha"._ l hl./(blj)
"'- _ 4.0 Use,N.".: WllenEqu.,ionf7 -9r.""llSin ,I>e"", ss.F,~ t>ei ngg,,,alerlh.nFJ' nlOmbcr
4
La 'o,..~1_1"'rs i"n31Iluck lin~
(o) Wbcn 4,'; ~ ,he limi, m'e of 1.'c.... I·'orsi<>nal
bu<~ling
doc, "'" "W1Y.
(b)Whenl.., < I,. ,; 1.,-
M. ' « ) Whenl,. > I.,
C .[M .-IM .-",.'.I [Rl]' M.
4thchmilin;;la'crnllyunbnocedkngolofo<'hchmi' ... 'eofind."ic l.'c",l. '""i<>n.lbudling.in_{mm).i,
Fil.
ItO UNOI!SS Thi'se<'k>n'PPH'S'O""'ndHSSh'Vi"gOlIMiooofle.. 'h."
~
T1oeoom ; ".I ~e."ral,(n:"g,h.M•.• h.llbetl>e"",.. "·.h... obo.;ncd.,,,;onI;"8(O(I>e
hm ;'
(a)
'""<, of yidding (pla;'ic momen,).nd local bockling
ForcomP"Ctse<'i(HIs.thclimit"."'offlangelocal bocklingoo.'''''' 'pply_
(b)For""""""'P"'-'SC
.'-[1'1"']'
(1) WI>e" ~";~ ,l>eli",i'
(2)
.. o,eofl .. craHorsi""olbuckling
Who" L,<~:SI.,
L• •
uór.Jf;
L, . 1 .95(f;)!!f-J2.36(~)f+1
M".
,
T, W(B+JJ;fil)
·,,(t)~
lb) l'or>lo,ns.Re",.I""¡II>e"" b
, ·_,,(t)~
(J) I""«t,ion,,,'ilh .<:umpar'fianSc ,n fJc, "ml <:umprc"""' ,'hehmi' ''.'cof
fi.ngeloc.lbuckling
I""scc,ion,,,·; ,ha""""omp.l<"'fi.nseinn"""'lcoonp<e rel="nofollow">' ion
4
Lo
(1)
When tliO.¡¡.¡J!i
(3)
When ~: rel="nofollow"> I .~2.Jf,
Th i,"""';on'ppli.. 'o ,ingleang"'_' wi,haoo wid"""""",inLlOU,lateral ",,,rnin'
olons,heirlcn¡lh
Uso, N01~: Forbon.,!ing . boollhe minorpri",ipol •• is.onIYlhe limil "alesof yiddingand legloo;:al bu< ~lin g'l'P lr
(O¡ When*, SI.O
M ._[,,, .,"J!f}·' '.'•. (b) When*, >1.0
....
M". tl><:d.sticlate ... I.t""i""albu<:~li nsn\OOH:nt.i,dcterrni ncd.,foIlQW'
U.. r Not<:Theoqua
O""'~'[~ 'Jl+0-88l("')'l bl J +1
M" - -<J-
U.. r N nl~ : M.n>aybc .. k.n"'M,.f"'singlc.ngl., ... il h tl>eir"."ic.lleg'<>dh ••'ing"p"n_,
Tbi'se'he limi,mlcsoryic:IJi"8(pl'>li<mo",.,.,t)an
2.
LIIM"al-Torsion ..18u
7-S~
henl ai:oolJt 'hei, m,jor .. i,. ,he limit
.,.,cof l"c"II.,orsiooalbu
(b) Forrc<1.ngU)arbar<Wi'h ~<7:s;!!f:f bcn'abou"hei,major""i.
«)Forrc<1.ngUlarbar<Wi'h7 >~ bcn'abou'tbci,,,,,,jor""i'
(d) Forrouoo,aooreeirn' inor .. i'. 'l>elimi, . ,a,eof lalernl·'onion.1 bock ling neoo 001 bcron.idere
S... _ minimum ela>liCS«1ionmodulu.",la'i,.. loll>ea.i.ofI>eOO ing.in,' (m n, J)
U... , Note: In'hcc.«ofZ-.hap«!mcmbcr<. i,i"crornmcndcdlha' .,O.5F,,-of • .,h.nnel w ilh,hesamcn.nge.t>d webpmrenie,
I
S¡...,nglh Red uclion< for M.mbE ", wilh 11 01.. in tilo 1< n, ion
f~,bc'''''''n
~' I ~nge
Tlli,sct'i""'pplie"orolkdO< buil'.upsh'pc,.t>dco.-er.platedbc.m,,,·i,hI>ok:,. pmportione
M ... !f;-S.
(o) Wh
(b) Wh1.5
II . cleard imnce h
l"u""itTcnodgirdc ... hl1•. ,h.II"",",e«J260. Theral;"oflh< wcb''''lolhIIl· n'"g....ash.nOOlc'Ce<:d10
pteSs¡""
(1) WOC"'OCr<:; '.C"OO '; "OOU' ",ddC<j"al loor Iar¡¡cr"'a" "'rcc·foonh.oflhc
pla1elhiá",;s"'''''''ocenJof'hcpla10
.... widlhofcm'Orplal<.i"_lmm) (2) When lhere i. ,coolinuoo. ,,"'.Id ,m.llo"h.n Ihrcc·foonh,,,flhc pi... lh;ü".",,,,,r=lhconJof'hcpIOlC
(a) f'<>rooubly.yn,n",'ric.nd,ingIY'Y""Ie'ricl·>h.pedbe.n,,""i'h'hcC('''''''''''ion "angcC<j"altoorlar¡¡crthanthcl<"';on"""",loodcd inthcplancofthcwcb
'--[""''''(¡¡;lW,
CHAPTER G DESIGN OF MEMBEAS FOA SHEAA
(b) ll>< oomin, l ,Oca, "",nglh , y •.
Ihr<>ugt.G1
,~,1I
be "'tennioed acc<:>rding lO Seclio'" G2
(.)F",v.'.bs.,rmlled l.,ha¡>edm<",l>ers ... i'h hl'wS 2 . 2~AA ~ ._ I.OO(LRFD)
n ,_ I.50 (ASD)
~:;~:~~::~:~;~~~~:.~~~~~:~~:~~~ nlec"ht critcna ,,,,,ed in 5.e
lb) F",.IIOIhtrl.sh.pedmcmbcrsondch.nnc!< (1)
Thev.'cb'htarv.'. li) Whonh l'.SlIO.jiJfTF;
(;i) Wltcnh l l.. >I.IO,¡¡;E!F;
C,,_ I.IO~
2
ShearStrenllthof lnteriorWeb l'a "eI,with alh S 3 Con,iderinIlTen,i""t";"ld ,\ctian The""",in.l.he .. "",ngtb.
V~ j , determi""d
.. fol""" ,
(.)WhenhllwS LIU,¡;:rTF; V.E O.6f)A~
(b) When hlt~> LlO ¡¡;;ifTF;
(ii) WhenLlO ,fi4E7F;
C". I. \°t? (iji)Whenh l lw >U7 ¡¡;;ifTF;
C.., . ~
U.. ,Not.: Sec'ionG2.ln"'ypredict.highe,"", ngthforme mbcrs'h3loonot me<:"heteq. i",,,,,,o ls<>fS«lionG2.2(b)( l)
The """,in.1 ,he .. "",nsth. V~ """",IldIlSS.ac<(lI"I!if\!ltothelimit;tal •• "",hear y",ldins·Ild'''arbudlins··h.llbc:detcrminoda,
'" .~
'" .(~"):
FotOOubly.nd'inSly.yn'n'etne'h;)p".k>adcdintflc ..·.akui.,,·itllout'OO"Sion.tflc """,in.l,flc ... "'"ngth.V•. foreoch,hea'''''¡>1in&"lementi.
User Not., Forall ASTM A6 W. S. M.nd I1P'h'p"'. (485 MI'.). Co'l'" 1.0
"-Oo"
f',;!; 10 k,i
CHAPTER H DESIGN OF MEMBERS FOR COMBINEO FORCES ANO TORSION
Thi.,h.ptoradJre,,,.. ,no"''''',,,ubjec1to axi.lf
(o¡ Who" *20_2
(bJ Who" *<0_2
, ""O,,"
'l" M"
~:
'pg:),:::'::"=,:7~::
::::::::::,~:'::" '" oc m"'''"'~ "
~' : -~ u . I,O(LRFDj,u _ l .ó(ASDj
3
DoublyS)-n""NrkltolledC .. ml'l'cIMcmb..... Subje
l'oo-mcmbcrSwithM"/M,,,;o O(lS,lhc prov¡sion.<>fSct,ioo 11 1.1 ,t>allbcfollo...cd
(b) For,lH:limi'Sla'cofoo,.()f.plancrodling.od IOlcrnl.,orsionalbocklinB
i;["-"'i;Hc~;J H"
Fordesi~n a rdi n ~ ' oSec , ion
83.2 (ASI»)
A roorc
113
MEM IU: KS SUHjE(.. TO TO KSION ,\ NI) CO~III IN~:[) ·IU KS ION. FI.':XU KKS II EAK. ,\N [)IOK ,\XI,\ L FOKCE
(2
l
f:.-m
bul",.l l rIOIe.cecdO.l>f,.
(b)Fo
(2) WI>e"1.45~
(3) Wl>en
3.07.fE/i';
fu "","ngu lar IlSS:
e ,. 2(1l - ,)(JI - ')' - 4_S(4 - ~),)
. r _ O_90(LRFD)
íl r_ L67 (AS D)
(o) For'lltliJJ\i' ".'cofyicldinsundc''''''''''.I'',,'''
F"a budling"",_" for'Ilt JeC'ion •• dctmninedby.n.ly.i •. bi (MPa) C""" .. incdkl<.lyicldinSi.ponnill«l ...joccnl,o ...... 'h .. "'In.in.l."ic
CHAPTER I DESIGN QF COMPQSITE MEMBERS
(o) ~~:.<;:<:\';'::;':.:',~",:~ir.e.IIY intended fOf eomp<»i1C coIumn, sIIall be (b) ~;"~I~~ "ITI ",inforcemcn1 material limi""i,,", .hall be as '(l«'ir.«i in le) Trnns.·c""'",inforccmen1I imilalioo<sIIal l be"'pceifi«linSc<1ionI2.Ia(b).nd 12,2>(c). in >ose '(l«'ifie
Tbe ,en,; .. ;¡rcf\!llh mlhe ooncrc'. ,~,1I be neglec'ed in lhe ""lenni"a'ion "flhe oominalmcng'hmc""'I""ilCmcmberS
F"rHle.Ia:;,i<"ressd;\lri"",ionmoohOO.'henooninJISl""'8'h.lhallbe
Coocrct<,Slruc'u",'''ccl..ndSlcrlr< '~ fon: 'n8b''''' n roml'''' ''c 'y''cm''''''"mcct
Illcfoll"",;ng H", ',~, ;on,
RcfCT'oScclionB4.lbfordcfi n" 'onsof,,·'d'h , bandD.and'h,,·knc".I.form.·,an. gular.ndround Il SS""';on,.ndbo'''''';on,ofun'f"",,' hk.,.. ..
TABLE 11 .1a Limiling Width-to-Thickness Ralios for Compression Steel Elements in Composite Members Subject to Axial Compression tor Use with Section 12.2
TABLE 11 .1b Limiling Width-to-Thickness Ralios for Compression Sleel Elements in Composite Members Subject to Flexure tor Use with Section 13.4 1)e000,IpUonol
F lanQooo of~
W_ofR
- N='
, -~-
Pe,mjttod
,~?,;
'oo?,;
.OO?,;
.oo?,;
.ro?,;
.ro?,;
,
,
,
(2)ll><>Iiff..... rodOClionp .... n""
t ..
,hallbctakn",O.8
Sliff... ssyal..... pproprialoforlbecokulalionofelhOO .... di"'u'sedin'heCommen'.ry.