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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 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

,~

WrI: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 ... 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,hined~ioo,modew i ,hW·",S·,h.pe.andchal1 ... I,(C·",MC·;h.pes)

...

taoolatcdinthi,M.nU3I. lnci,her "asc . ,h¡, 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-.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

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>0.885'10 V,, '6A 16.6 16'Ja 1.51'''' 2.52 'l'/o .'JI' 38.1.$.0 ' 1'/00,&.10''''' '110 15.516.8 16'1> 1," l'I.. 2.39:>/. ,,123-5' 36.l 18.3 18'l.0.800''Ilo '1.. ''-' 1M 1.35 1'10 t.3O 2'11

.,.5

.11~

I

lU

18.2

laY.HIIO ....

""3.9

16'''

1ti!; 1fi'h 1.211

W.

221

2'110

~'~:~ El ::¡ : ~:r:: n :~ : ; :E :H· ¡?,~:: 'j' :: ~ :::~ ::~ ::: ~ ~ :~ :;:: :~: ::~ :Z~ : ~: ;... :;: ::: :' :: ~. :-. ::~ ::::: :~ :' :~;:

I~"~W.:~:~: ~ ¡¡¡ :,~,,¡~:~ ~ ~ :~:~ ¡~ ~ ~ ~ .~ .~ = '"

'1'

.'" ,,, ... ,,. ,. .. '" ,.,"

:::: : :~:: :~,1o ::7.: ~~" ~ :~~ :;~ :~: :: ~ :~

:S=,:':===;:':'.:"~os;--~,~

:

~1"

l

T

Table 1-8 (cont inued)

WT-Shapes Properties

0$2.52.11S

a,I'lI.lS611 5.96 5\1(; S33 5.905.IJl091 5111 555 U1 5.7'5.35363 264.52.!111'2.0_'64 5.00"\1(; 298 2 "0&.532.0 ".2 ' O'l,O,I;30 ''Ilo ''>SR' 2M " .1 lo 0.750 V. ", _ 26.3 lU 13'Io o,m 'f. "' >o2.8S3'I • 1M Id ,,"" 1.113 1''Ilo :.n 3'1< 1'-2 10 ¡¡'l. 1.77 l\'. 156 3 lJ.O 10.210'1.1,61 ' '1< 1-00:'1< '' 08 " .' 10'/0 I,SO , y, 129 r ',," 10.5 ".0 U 1.3j , ..... 113 1'1.. 10.1 10.1 10'/0 1 , 1~ 1'1>0 UI! 1'/0 9.10".0" 1,06 ' lIlo ' p 2'1. la! ".0 U Ul$ 1 1.16 1'1..

.

__

...

--_.-!.'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> 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..! 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.OO1 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>

• .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 >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 MoZ'.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~"Jecifiedin'I>eCOOlracl documen,,

:.':~'~;" '~:",~

..,

;;;;;;-

"

~;.,

~~

n . .;;;. ~":""

,. m"'m~'~,"

"

d."=,.,~,

Mili Tolera nces Mili lolerance,.",,!>ose , .. riali"'l;th,tcoolo,lI:oern:sent in II>eproerFl"u",IMcm""'" C",mpositel!. UnbrnoroL""gth

TabIc3 . t 2.Rev,II>e....,.i. dclerrnincdpcrIl.ISCSf""plteable '"

Braced, Compact Flexural Members Wheo ne,orol "",,,,he,, are bracV.

,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;lc dc,ign.OO """SlrI.:!;OO. se
;tely ",ilh ,"eel hc.m;,delcnn;ncd ... rAISCSf"'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.eepl i, r.ble 3- \4.•~cepl;1 ... ¡,hf~_ 15lc29(l

2100

315(1

58,O

lZ.lI 31.4

W36x33O W361' 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>

,~

=

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

25t'

.,.,W2M715

."

,m ,m

::: ".

'" "'

~

"ro

rn

11.9

WI2x211' ,~

,~

SI.'

37.4

.. ". ..

-

~

"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

~

...

.. ...

,~

,~

~

...

~

~

",

...

.,

., ..

...

no

'" ~

~.~

" ' _.. fIotM'

~" IIp." lIp." IIp."

,

~

.,

&,5,

.. '"

,

'"

,~

'"

,~

'M

11 ./

n,

'"

,m m

11.&

O. ". "'

".2

73.2

,

•.,

.,

~

m

". '" ". ,~

n,

m

'lF.5I(lN(lI-' >U: XU~"lMU"B~RS

Table 3-2 (eontinlled)

ZX

W-Shapes

.'" ""

..... "",

m

W'~ ' 06

~

.,~

W'2x ' 2Il

".

,,, ,.

~

'1.1

~

u

~

... '"

"'

m

~

9."

~

m

m

~

~

., '"

u,_'. '. '.

,,,

~

'"

::

~

~

~

."

~

.,

,.

WUxt9'

wu>.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< 14

'"

'111 0>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

JIU

~.

t ,1(I

~

~

II~

mo

mil 2000

S5«l

SDl 3110

1180 lOlI oUJ

JIU

62.3

112.7

m m 719

~

~

, 2i8(I

IGIl 1m

1000

lOO)

m m ~

~

m

150 1330 20111 lOlI QO

367 0lQ 11120 12&o

1440 1120 i9fI0 IIJO $oI50 fXIO 1OIO

~

'7'50

1 1 50

1590 mO Tl50 13SQ .9IIO 1480 rotO 41\10 1200 ti8I0 '5\IO !iS9Il 6S10 'lI0 6S70 6350 '2\iO S4Q(l 1120 41,., 5 1$)

4II20

124Q

$460 11210 $560 1300 5810

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

~

992 136

Z!I6O

43IiO

n50

1300 28IlO V60 1I10 21eo

"10

29fl(I

1oI$)

010 2910 13110 1I1O teOO '200

30 1 0

I$lO

2940 ..

,o

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 WiIOoOO

fl! . 4-1.

1II""ru';'''' ',"'«""pm ,;,,,,bou:*/in~limi,,,,,,, ( MSC S(>e'.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>o«n noidof'hecros>sedcmc". 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".nfroo;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_14prcAlSC S¡NCijiC«l¡_ ., [011""". 1" c.nos-'ri>< "000>0edasg¡"cn¡nRCSCSp ..dfi

c,,';on Socoi""5.3.ndA ISCS/>«ificillions,,c'ion J3.1O

Instantaneous Cente'

O, Rotafion Method

I>::tcn,nc¡.y¡>rodu: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,forto_ __ _ " _ __

.. _ _ . _, ...... ... _

Fully Threaded ASTM F3125 Grade A325 Bolts ASTM F312S Gr.ode",ioo.1

roeff",ien1. (;."'pre"'nl< "u",beroft>ollS ll1>1 .",effec li,-ci n"';icfollow ingdi"'u"ion,r. i' thclc'ri"ll.nJ ICaruut .. ",nglh.lboltholc,•• nJ,liprc'ielries,,,,,,",'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 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)
.).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 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 '..;..

""

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 2li~(RT)

PROPER SrECIFrCATIONO'O""'O"""""""' "

' .' .' .' .' .' .' .' .' .' .' .' .. ..

ECCENTR ICALLY LOADED WELD GROUPS

Ecw ingod"'f .pt'Cif"'ation""luiremcnl. andde,igncoo,idernlion'.pplylolhe designof"'cldeee.o", 'hc OloximuOl"",,,for.,,,,h ')'peof lo.>ding ocpn,

~

,

· ""'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. _ ICtopryinSoc,Ooo,q,.i'c_,;cn'¡allyZesi,,,plifiw",in8

lIlccons",""R, a oo R,frornT.ble94 •• [ollow ..... t>ele 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.

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

>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 >."

'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

....

'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,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.O U4 65.1 ~,O I!.I 53.0 79,S 53.0 79.S 53" 79.S 3.0.4 S2.2 ~3.5 65..l S2.2 3-01 s;>,O 'U 65.1 S2,O 3-O.6 S2.2 ~3.' 65..l S2-2 3-O.1 S2,O '3,4 65.1 S2,O 2U JI.3 2U ...... 1 29,• 25.6 J1.3 2'9. . ...... 2 2U 25.6 J1,l 3 1.i 47.9 37,I 25.6 3"' 3 1.9 47.11 37.1 25.6 31,3 31.11 47.9 37,1 25.6 JI.3 3 1.9 47.9 37.1 25.6 31,3 3 1.e .7.9 31,3 25.6 J1.3 3 1.9 .1.!l lU 16.3 24.5 1&.1 25.1 16.7 16.3 24,5 1&.1 25.1 16,7

1U I!.1 7U I!.1 •U ".2 SS.6 55.6 SS.6 55.& 51.5 SU 25.1 25.1

53.0 63.o 110.9 11O.1 29 .. 29,4 37.1 37.1 37.1 37.1 ..... ,1 ......I 167 16.7

19,5 79,5 !lH 91,1 ......2 ..... ,2 SS.6 55.6 SS,6 SS.ti 67 1 S7.1 25. 1 25, 1

16.3 24.5 2o.4 3O~ 21.1 31.6 21.1 3 1. 6

1&.3 2-'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'"

_ _ orlotveIUCwu""rol lov.'.

~"." .

FA MOMENT SPLlCES Ik.m.aoogirdcre.""nglhofll>ere,pccli,,, n"ns.. inlcn,ionandronlprerme.n •• 'benu",ofdiaph ... gmplat• • that ',..n.fer t hellangeload,'o,t>e.ieeccn'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 ... hichthclll"'at.,thlnl" , in ... ngle,bolleJ",,,'.ldcdlotberolumn .. 'h.,ninFisuI'aI~roI""'ns.""'I·lkYplaI".

Uftin11wJ· inrol"mn ..''''

(d! /lSS anJbo.. ",... ilu'I)' lif';n$l!h""

_", _ _ ",,.,.;ng to ........ _ """"."" oentego1llo>o_""'VI,W....

" " ' _ ........... _ _ 1M. _ _ 1f>'IuIh.

1. IIIGjocIIl_2.

_ _ _ .. _",..,.,, _ .. _ _ : SoIoIOIIO:_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&óIeOSed0ll1ht_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.ngcrCoonef T~mbut",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"rre.n~IeOO" Iwi,h """d.,doole,.ndou",belSo((.,,cnolSspace.,

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''''':e r mcmocror'urface

¡m"i.g-IJI'" '''''''''('Ii,,,,. Bol,o.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,Speigne.lIOIleeprotOlOOagai""corro:sion

Foru""ifTc.....J elcm.n,"SUP!'O"1eUale,..id'h'hallbc'akcnaec()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'iOlled on ' hclimi'''.'cs "f'ed-e,,""'~ 00ef"",.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.ince n tO,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.dcfincnal

bue",.I""¡II>e"" bd 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 LlO ¡¡;;ifTF;

(ii) WhenLlO ,fi4E7F; e"1.45~rise.t 1.." l % oftbelOlaI c0ll1posiICC",",seclion

(b)CocrclCcocascmcn'of'hc ' lCc l co«: ' haJlbcrcinfo«:cdwi'hcOII'inuoo"oogi. 'uJin.I""".ndl .. c""' ~s()l",pi",l,

(c)1l>en'inimu'nrcinforcerl"'n',..' .... f()l" cOII'in ...... slrt¡i'ud i n. l ,hall bcOJIO-I. wbcrc p" i' gi",n by

p~ .. ~

l b.

Con,pressiwS''''''g,h

(o) Wbcn

t , 2.25

(bJWbcn t > 2.25

rcinforci~.p,~

The",·.il.bleronlprenli,provided. in,,,,,,,.ltran,,,,,,,,,,,,infring. f«'helimil "'10

ofyi.ldin,g(yicl~

"""""01)

Thea,.. il.blcD1",,1 "",i"".IOc ",infOlcrd rooc",'c I""'ion (ruoc",'cpl u; >1",,1 rcinf""",n",nO.1one as dcfin«l byACI 318with

(2)Whcn% "o

c", . ~~ ',67

c .. andc, aredoe,erm incJfron, Toble I5 ,1

e". lI,f~,+f;"F"

FOO"u'iooof.Atcm.1 fOO"; \«';00

Theforre,ran,fermech.ni,mofdirec,bneo .~

~~ , .5

*"ofolto..'ingrequir

(e) ~~\a;~"t\i:.~~~~~:~~:::'i "8 of .,cel l>eadee24in

CHAPTER J DESIGN OF CONNECTIONS

Thi,,,hapl.,ao,kl"""'«H1 t>eCtu"'r·'C.";ficato()fC""fonll.~;h.l1bcsuftkie"t."idc~ofCO)l1l

pi;"",""

G~':':-;;-~STM

BI2S/F312SM Grndc_,AJ2S. AJ25 M. FI852 and ASTM AJS4

G~'::-;;-I~STM

B12S/F3125M Grndc_,A490. A490M. P.!211Oand ASTM AlS4

GroopC-ASTMF304laooBI I I

U.. r:-.:ol.: Theu .. ofGroopC ...."'bli.. i'limi lcdlo'pedfic""il~ingloetiot.l,su.:h.'thcWhi,rnorcscction

Theavail.blcsflear .. ",ng(hor.ff«tctlandconoccti ngdotTlCn"in 'hcarsh.llbc'hc ""'·.r'''h.. oo..ineualI""s

2.

Hile..,. in KoUodHearing_T)"I"'Connocliu n'

(c)1l>e'i .... of't>ejoinl'hallbc increascd'o.ceoou"OOJle.numt.:rofbol .. 'h"i' orrod'

U... r Nut., De'ignguidonce f,..membersotl>< "nsile romponent Thed
cn'her.J.

(b) When'hc:IllicstororJl(","'i,,,.¡nsk.cooccntrntcdforo;:.,,, 'hc:cornrrc"i,,, roml'OOCntnfdooble..,,,,,,,,,ntrn'cdf,,,,,e. :r:I;~~1c "reng'h ror ,be limi, Slate nf wcb local cri(>lll ing , h.1I be dc'mniocd

(a) Wbentbe ronc< n,r. ,edc'""P"!"i, .. f"""'lobe"'¡"edi,a(>llli«la,.di,,.,,,,. from,be mcmbereoo ,h., ¡. gre.,er ,han Ofe"'eb,l\aUbeprovi 1.7, the limit "ate f web

.idcs~·ay

budling doc,

~'P!'ly-

5

We h Cnmp.....s inn8u en n:quired .• ,ingltl.. n,,'crscstitTencr. • pai,ofl .. n,,'crsc SlitTenc .... doubk'pl.tcnt< ndingthcfull(\ephallbc..-cldcd'ooc.-clop'bcpropurtionofthcl",.lfortc 'ran,n';ltcd tQ'bcdwblcrpl ...

10

Tnons ...·r-se Fon:t$on l'1ale .:I.me nt.

CHAPTER K AOOITIQNAL REQUIREMENTS FQR HSS ANO BQX-SECTIQN CQNNECTIQNS

~ ::. ,oo~ .'.m.' •• d",mm, ;~ 'mm' ~

2a

ElTecl;,'eWidlhrucConnl'CtionS1Q RI'.. ringlength fthek:>od.m,,.,,,,mpanllelln'he .. i.of'he IlSS merober()I" measun:daoro",hc: ...'OdthofthcHSSin 'heoasc:fIwdc2ksi(360MPII)

rengm

~

~ 50torl "" ..",ond

_~

_tor

"'_

"

~

K

__

y

F,'F••

Od ~:: : :(,::ir:::·::::=-

TABlE K3.2 Available Strengths 01 Rectangular HSS-to-HSS Truss Connections UorHI S.. '. :Cho«IW.. PIostil;eo,"". Ior"P

P.0in8 - F" '(9.8/l.o'l"'lO,

1i.< )" B.

)" ~

•• 0 .90 (lAFD)

(K3-1)

(J-1.67(.t.SD)

~p~~~ ,:':::~:::~~:::.~~~

.

~- ~~ ~,." ~:j='~~::!::~: De .......... p.0in8 " OOOOOrr-,y- _~_ . · ~;l~_) in~.k>r~K~_ .

"·§:§3¡::;~;:::::i':;'::::'.'::,t;:::~:::.~,~-~ ~.... [(8• • H.) _ _ +(8. +H.)_ _:V'8

TABlE K3.2A Limits 01 Applicability ofTable K3.2 81!onO.1 +~ jj..,>0.$

~rMO

~::~~~;~~'~-==.~_re

U.. r

l' ot. :O,",¡W .

.''''"5O",EJ.;12 _"",_8,./' _ _

_:--~O,85""O¡CIUIT

CHAPTER M FABRICATION AND ERECTION

n..,h.ptc,i'Of'll.nited ..

f~IlOl'o"

lñcUlI,i", in'(>«1iopersono>el ,h.1l be qwl;fiedOtl U>e "",i. of"""'umen,ed ,ra¡n ing .nd e'pcric",-" in ''''",'urnl Ix>I'inB in'pc1I;0\8;n,peclion

3.

1"nT I'crsonnel Qualilkations

(o) ~~:,;~Q""'ifimljec""'lCdSlcdf"u"""'\Trif)'compli....-c wilhll>e ficld in,tolleddelail"hovon"" II>c ereOli"" drnwing"U.., NOle: Thi, indt

oOO~~raIioo . lt¡>eciIied._~requir_ ..

ion .... _

... lW>gby ....

~IIation

¡>o

_ _ ""'OoOO

documenlodlOe"' idth-t-thic~ .."""i().h', •.. "f""ebsfI-;h,ped" .. ,,, bors.~to"g"lor

IlSS. aooboxsectjon.,"bjec 0.125

" "'''Jfl"-t\¡l,,,,g;

"-he ..

c,m ...... iusofg)' ... lion.bOeincl';lic,,,,,,,""

.k

1t5 id uaI S' lhSandl'llr, lo.l'leldingt:ff"",s

If,Oepro.i,ioo,ofS«'iooCl .lareu",d.lhen (o) lñcO.9S1iffllf'Wi.ion,in'hi'!ieitrNo", Sen l'Oinl 3.. _ _ _ _ _ .. SECTlON 3--WELDEDJO'NTSJOINlI>G COMPDNENTSOFBUILT·UPMEMBEAS _""",,,,-,_.buiI1upol OUI~CJP _ _ bad< gougood _ _ """''''''''''''_,Of

""'... "'''-~''''-

(1101

""""""""""'-3.2_ ..... , _ _ _ .. _"""""-''-''buiI1upol

"", ... or~~",,_ OUIIongitudinaI CJP _ _ wid1

,.,

1oft-it>¡JlaDo""""""",,,_I>onPOinl

... 1IOt9t .....

_ _ _ ,,,..,•• "' ....., ."-

e ,~,

~ot.,. ~

TABLE A-3.1 (continued) Fatigue Design Parameters

TABLE A-3.1 (continued) Fatigue Design Parameters S". ••

Cona'.n'

CIc10g0ry

e,

,ka'

(MPa)

Inll lotk>nPOint

SECTlON!-BAS!;METALATWIlLDt;OTflANSVERSEMEMBERCONNECTJOHS 6.1 _ _

-pt'" 1&ngOrjoct ..

~

......

... -..

h _ _ ...... , _ " , . _ ...

f'Jf> _ _ ".._ IO_oI - . ....... , R. _ _ _

--

~

.

h_

Cona'.n' e,

,-

k. 1 (MPa)

Inlll,'k>nl'Oinl

TABLE A-3.1 (continued) Fatigue Design Parameters

IIh..h flve TyplcaIE..mp!H

SECTIONIi-BASEIIET-.L AT WElDEDTRANSVIlRSEMEMBERCONNECTlONS(confdj

--~~~ ¡al

I

R

-

TABLE A-3.1 (continued) Fatigue Design Parameters

"'-_ ... _--"""...-, 1_18Momotol_"'~

-.g.,---".~", ~_ _

"'''''''''''''''' oI _

,_

..... "" -. ' ....... .... R.ono:I _ _ '""""" • •• ono:I

. ' _ o I 1 2bOl .... (1oomm) _ b . O,I ... (ZO ....) . , . ... (Ioomm) _b,O.I ". (ZO ....)

1.2 8Momotol_ to longiludinool _. ,_ _ 01_'''''''''''''' _ _a oochoOby_OIPJP ..... ""00IaiI._ .... ___

. ,rar1N;OO'....... R. _ _ _ on¡jrO'Jl1dsmoolh

SIN ••

Cona1.n1

C.,ogory

e,

,k. 1

(MPa)

Inlll,'k>nl'Oinl

TABLE A-3.1 (continued) Fatigue Design Parameters

IIIVO,•.,I... Typlc. 'E •• mpleO SEC~1--a.1.SEIIIETA,lA,TSIIOATA,nA,CHIIIEtITS"I

TABLE A-3.1 (continued) Fatigue Design Parameters SIN ••

Cona'.n'

CIc10g0ry

e,

8.' _ _ ., _ _ s.EClJONI-MISCELLANEOUS

_._""--"'.....,..

moticOlUCe inar,XJrd.f>Cc"·i'h(hcde' i,,,"ppli,·.'ion. oo '] inedin'hi.seeIruc:roeff",ie"torlbermale~I'"""'" sII.1I be I.Ox lo-'rF(I.8x Io-'I'C) (e)

Fo.-)ightwc i ghltruen ~:S;L,.(T)

M.(T)_

c.1MAT) +[ M, (T) -MAT)][ I --tfnr ) :S; M, (T)

F,'{T)~C.K'E(T)~I+O_078~('±)' (~)' '.' '.

e,

~ O_S3+~:S;3.0,,"IH:"'Ti.in ·F

e,

- O.6+~S3_0"'hcrcTi'inenomin,ln.. u",I",,,n&thof.on}fiangc (b) Forbr-.>ebrloccdpoin'''''31e!.t'hc inlloc'i''"p''in' ~~~~tI"illfU"idcd in tl>eUserNOI. Scction 6.2 .1

'o

1l.. · i( 4~~ )(LRR)) 1l... fi(4Z:~:) O_ O.H(LRFD)

(ASD)

n _200(A.SD)

In II>edi""'li"" pcrpendicular,o ,I>e l""8i, ooinala.i.of'l>et>eam.'1>e required '''''ns'hofond.nd intmn«li.ocpoin' bracc.i
e""br\ilce~lc"8lh .a.lj ..e"((" .po;"(br\ilceh".. ~iffo ... "IM,IL.".I .., ,I>e largor ''lIILIC sh.1I bculCd 'o de10rminc 11>< requircd bracc "iff....

1I i. pcnnincd 'o ,nach ,,,,,,,,,,al br\iIcing.' ...,.t>e.llaclltdnear,l)eron' i>rym.ybc:

Ia' cn""heB,mul'iphcr.c.kulaoed." pcrifiedinAppcooi,g

3

,h"i l abltSln,'n~ lb s

lñc.,'ailablc"repro>';.;on'ofO.pte ... D.hrough K.... J>Plic.ble lñc .lTecü,,, leng'h r",lle.ural bl>ckl;ngf.11 .... mbe ... >h.ll be ,.k.n .. ,be " nbefOI!owinSte1'1 n ,in a.lOI1ioo. bu, 1"~/",,kacriOll,

nut

all. ofthe .imple beam ,ot.·

Matcri.ldeformatioo tl>atdocsootd¡SlIPf'CarOfl""",,,.. lof'befOl'l.,,tl>at

pn::>UI1'' ' '

SI:',-Dead Load Ratio, U D

,~ NominaIL¡~·lo-o.adLoadRalio, UD

10 LRFo2016 - - LRFo1999

',' --",=-- ,"oo-' "CC,,,,c --'!,,J! Slendemess.L,lr

A$D2016 - - ASO 1989

" '--""' ::-C:'-'~ OO-~ ,,,,~-l ,.1 Slendemess.L.lr

TABLE C-E3.1

Limiting va lues 01 L cl rand Fe LlmRlng *

¡,;4.

TORSIONA t AN I) FU;XU R,\L-TO RS10NAL IIUCK U NG OF SING U ; ANGU:S ANll MEMIlERS WITIIOlIT SI. ENll .:R .: u: ~n;",'TS

TABLE C-E4.1 Selection 01 Equations 1orTorsional and FlexuralTorsional Buckling About the Shear Center

MOOut>Iy.yoM"IOIric"'-....,Z- ~

C_(o).,s.ttionE.

l+l Singlyoyrnmo"'"

~

....,I_~_­

C_ (b) .,s.ttion H

'11

'li

7"11

r

UnoymmelticOllapet-

c...(c).,s.ttionH

l

'T

Timosocnx"andGc..,(l96I)dcvc!opru thcf"IIo ..'in8cx»u\Oil!-upn>embors C,,",¡>Scge ...,

'038Jt.

!

«dlfflR'h

anJ..,.,...""mdi,m.

c.- 3_0- 3(~) - 3(~) - H7

II

I I

II 1,, 1.1 ,

M• .)

L

j

V

""

c::J -----

't, ~!~:=~!

",

(ItL==iQ'¡"'= ::T1

1 )

~200 _1~

Case A: 60th end

mome~IS a~ poosi~~ O< ~ero

Tw;"t,eSlrained

C••

2.0 _M.~:6Ml

M~.w.

Casea:Oneendrnomentis~egal i~(""'.J

C. . 2Ml-0~:, :~6~"4

...

M.

fi6. C./"I.5. C. ¡enoncon,paclondsk:O (89 x 6 (76 x 60) 3x2(76 x 51)

0.86(21.8) '-56139,61

'"iI. -t !'(or" " ¡"'.u. {;: ::::::::':::-"':'=:::'::"'~""'-' '', ('''''I ~""_ " ~""'~on "'d _"....,.,,,,(_ F _ C · Fl0, ·1

3.

IAg l.,ocalll uckli ng

lñcrequircmentsforminimu mwdd Icng'h,on ,he ,ide,ofeov", pl.,c.a, each eoo refklre"di"ri"",ion in 11>ear).nd 'l:>e""",ion.1 """"""'

1'-7

(;4

RECTANGUI.AR

IIS-~

nox S~:CT IO;-;S. AND OTllt:R SIN(;I.Y AN IJ

J)()U8 IX S\'MM ET81C ~n:M8E 8S

(;6

W.::A K·'\X IS Sm ::A K IN OOU8 L\ ' SYM.\U:TKI C ,\N I> SIN(;U' SYM~ n:TKIC SIl'\ I'~~esao.... fOl' fle,.",'>llear;n ChaplrllClure,(l)en,vilel,I.. 20 160)

2b.

Con,pre;s"-~Sc,,,ngch

el ' ,-

P..

Ipp

P.. _ F"A,, + O,7f'[A,, - A.. (~)] (Eq. 12-ge) _ P._~(~ _~.)2 (Eq_12-9c; (~, - ~. /

¡e,

l •

~

I

I

I

1,. I~ Max HSSSlerKIemessLimitsp&fTableI1.1a,b,'tOfD, t

Thi,Spedcon, inuoosco'"p"'i,cbea"""'i'hSlcela",,I'IoN """"ruc'cdwith ,,,wi'hou" cmpornry'horc,

TlICequi>'olen, ,,,,,",en, ofincl'1i •. 1,...,. is " nangcwidlh >houldbcdelcrminedr'Qm'bc kr',,:>v,n po>i'i,", or,bc If'''lC"

In,"mdc",,,,,.=h;,",'.il.blelo.IIow",)I.. rager¡(p.~i.llyron'¡>o>ilee",, ... d()l" fi llcdscc,ioo''ubjcjfi//,/,1',' (H _ ... )2t.0.5F,

Neutrat a xis Iocation lo< IOI"Ce., .""hor-o i, f"'rrnitted. "«1" in ,he pre",,""e of he .. yron_

3.

SI.. I Anchors in Con,posileComponents

CHAPTER J DESIGN OF CONNECTIONS

( 1) Notch.1('ughllCssrequi",mcn"arcle"""""""Iaryle, 1 , . ler>g1h:G rGa""oIl . 5'~Of1'l.in _(38mml 2. Heigh1:Gre.1etol1.0'~Of'I.in , (19 mm) t>.1.......:I noI e, oeed 2 in, (50 mm)

3.

R:>r. in. rnin . (IOmml_GrirMl t l>etflerrna llycu t $Urf~$oI_l(Iacce"_$in

l>eavy~

.. de!inedinSedionsA3.'(c)ar.d(d)

4, SIope we!>lOlhellenge,SIoptn pullcd ",¡II "'" bcc.oess¡,·~, ..._ ·n

~~~::!:':;7"'"

Appa,entedc BC.

(e) Thi.Speefoll",,·;ngbede".k>pn>e n,of'l>eprovi,;.,.,in'hi';eeCn'''... n'ary ,o,l>e RCSCSp«ijiro'i"., (RCSC, 2(14)

fi&.C·JJ./,t.ffli·/Cr.l' U",diffcr. enees.s well as creep "'" ,h";"~.~e ofooncrc,e.t>1cel (6) Effcr1Sofronnoc,ion 'lip,rc'u l'ing in ncc>c:suUeJ;u:dloodooro'bin.'iooi'

An ."cn; i ,~ "".tmont of,ibration i n " .. I·framed n.",.. .y"om.,oo pede;trian bridge, i. (0000 in AISC o.:'i8n Guide 11. \~brolj,"" ofS"~I.f'rom,",, S"',,",urol

CHAPTER M FABRICATION AND ERECTION

Gal".n; .... ~ ItSS .... mbl;e••"""I~ no1 becOO'lple,e ly ",.100 beca.",,,,,",, ptessure ch"nge' durinB 'hc gah"lln;';ngproeOt"""'9'tigN_priot ",.'..".;oo;"gopOflltioo

F............ ."..-;".ocoe ..cel. B lufll>-·F(J Ik~.·q a beOlpenmelor. in.(m)

TABLE C-A-4.1 Guidelines far Estimating EF

FOt ,l>e.oaneC("Wec1i"~'''''''I",n,fercoefficicn!.{".c.n''',ppro. im,nod., I.02x 10-< U'u/(fI·in.·.··F) (25 W/m'.·C)

I'Ot OCti""'lual i'y in F..qua'ionC·A4·Sic'f'Il1ied

I::>:ltm"'SIt.I.wk.Tcmpe""u ... "'I u..i ""

ri.ec."be"",crr"ioedby'f'Illyi",,""foH,,,,'i"~

(2) Tcn,pe""u ... -doptndon, n,.,erial propo Compute, in MOp. / 16-125 lit.T.T.• ndAlmand. KJl. (1990). "A Mc'hud t{) Prcdic"t.: Firc Rcsi" ... cofS'ccl BuildinsColunm,:·&ginrrrinsJ""NuII.AISC.\\::I.I.27.No.4.¡>p. ISiS-167 Magnu''''''.S.E.and'Thcl.ndc'''''''.S.(l974). ''A Di"'ussi""ofCompanmcn' Firc .... /íre r""hn"¡,,g)'.\\::II . IO.No.4.pp.22iS-24() Mi llc, I.A.(1985), ·Th"Crvic ... ofE.i'idctlatthcbc.mend"tbcunl>raredkngth , 4., in .lIoflhe"",.""i,thcdi"""""fromlheSUppot1lo thchr>ce¡Zj}'> ---->
:~~ >I --'i>~" >------'!t >--> >--> \

"- poOnl

\\

Cross-Ifame

{poinl)

InadetCOlltain,.n"'.on!er,i>e .. fOtCe.thi,fac1r canbt.ppliceSe'u,l gin.lcr lc nglh.,,'hooolumn' in ""Oeiniti.l""t-of.plumbne"intl-..."'ruclurei • • "umed"IloIL .. IISOO.but'he inili.l uu'·of·pl "mbne" doe • ..,. ..... dlOheron'idereplir.blctofortcsandn\Qmcn"'Ph ondM., inallmomocrS. in M,

1 c..

0.75~.5~ . 25

"""

. . . . . . "" P . 0.8 1

S;ngle:::=':'~:~':~alure J

AnalyticalsoIutioo - - - ApprQl'lIelo,etlC"""",,, S"....' .."",.AC! 349· 13. American Cooc'eleln"i'"te.Forming'onlIin,.MI ACl (2014)./luilJI"g C",kNr4"I",me."jo,Su·uc'"I'iIIC"""l't"Ied"JC"m""nld p_2J161 _2.080 Arnrinc,l J .• nd S,.-anp_ I07_ 116 Ang.A .lI.S .• ndT.ng, I/,T.(1 91W). Probal>ifi'yCOIIUI'''in Engin"rin8 1'1"",liu80OO IJr#8". 1\>1.11: O«i';,,". Nisk ",Id N,¡~,bilj¡1. l/ln \\11ey & Son, 1""" No\\' Ytnin8s,ASCElSE123·97 AmelicanSo,:ictyofCiviIEngioecrS,Rc,".,."VA ASCE(2000).[Hsig"o¡l,olfiu,/S,.".¡T"""",¡"úHlS",.(/"",• . ASCEI0-97,American Socic'eSIOll>e Slrc"8lh of SICeI Column':' I'II.D. Di"""alion, Lchigh Un i ~c"i,y, BClhkhcm, PA , May. DjorI>o>'e SarclyofS lC-291 BjorI>o>'de.R,Droaclli,I.• ndCol..,."A.(cd •. )(l988), C"""" 'I;"",inS,,,'S'''''''"'''' Oe¡""'i"",-St",nsthanJIJ..,;sn.EI,,,,'iorAppliodSdonce.I..,,-,don.Englaad BjorI>o>'oc. R. (1988),"Column" From 1hc.21 - 3-I

Hjorh,)\'oc. R"Colson.A"lbaijer.G.aadSlark.J.WII.(eJ •. )( 1992), C"""'(li"", i.Stul SI",CIUlt'.ll:/k-hm'¡", St",aglh mrd De,iga, AISC, Chka¡o. IL HjorI>o>'de. ICColson.A .'r.d Zandonini. R. (eJ.,)(I996) .C,,"' O«t~,,,,;" 1/1: Oehal';""" St"'"8th(//~IDe,i8", Por;amon Prcss.. London. Engl.nd

S,,,ISm,,,'u,,,..

8jorh,,',de, R. (2006). "Cold 8cndingofWide.Aangc Sh.p. 271 - 286 Bjorho"de,R,,8ijloard.F.S.K,andGc;chwiooocr.L,F.{n. l'l Cbcn.W"F.•OOTOOl •. S"(e~s.)( I994).IoJ",,,udA,,,,IJsi, ~Y".. a"JAppliroli"",.CRCPrc" . Boc. R01"". H ••

"fS,,el¡'-"'m,,: ThlIA,,,,lpi• . eRC PRo."

Chcng, J.j,R, and Kolak,G.L, (2000), "Gussc, PlalcConn«,ionlORoondllSS Tcnsion Mcmhcrs." E"g;n~"i>1g J,~",~,1. Alse. '1lfillioo, W.shinSlon, OC,Dcp"""'htoFra"'eAnaly,i'.S,ability.""L..e,ninll CoIumn':·EnginuringJou"",I, AISC.VoI.J9,No,4,pp.167_ 181 Geschlp. 5--I7-SSS Iknzocrg. R,W.• Vinei. R,P, .r·O¡'Iu-S/:)"!iCml''''. L. S Bee'.p. 5

~Jj,.~:s'~.::'.');.!'.

Joon"n, B,G. (cd,) (1976),C"iJ,,,,S",bifi',-D,.ignforMnIlIS,,..,,,,,.'•• JrdEd .. SS RC, Joon W;¡ey& Son"lc.c ., N"",y",k,NY

K3b.1i'l"'n>d M,m!>". , De,ign Guide 25, MBMA .oo AISC. Chicago, Il

Kac.ch.n.lai. T. • OO I.li,L.·W ( 1979),"Anal)'.i •• OO De,ignofF,.med Colun '"'linder MioorAxi, IkOOi"ll:' En$i"",úng joumal,AISC. \\.>1, 16.Nu.2.pp,29--I1 K.k). H,(19\lO),"J)donnati""Cap.cilyofS,ecl s""ctu,,"'," j"''''M! ,'¡C,"'srnu:-ri,"",1 S'",IR,,,,,,,:h.EI>c>'icr,\\.>I,17.No,I ,2 .pp,JJ-'U

K",'.nagh, T,C.(1%2), " EfTecti,.. U,ng'hofFran>edColumn,," r"""Se EfT= ofEOO Dim ... "" ,he lkaringSI",ng'hof BoltedCooneclio",:' PMFSEl Repon No. 96-I , Uni'''''¡'yofTcxas,AuSl¡n,T X

Kirby O.R,

(l99~).·1ñc

Och" 'H>ror lligh.S'n:ng'h Grade 8.8 001 .. in Fire,- Jou"",I,,¡ El ..,';". Vol . 33. No. '·2. pp. 3-38

C"n",.",.,ü",~IS"rIH"r~""¡'.

Ki'i»On'nComl',I. AseE. Ncw Yor\. NY.

Ue. S,c. . Ue. 0 .5 , an.J Yoo. C.H, (20081. "Ultima,c S,,""' S'''ngt~ of LoI'i Wcb Po".¡. ¡""mal ofCon""",'iofMI Slffl R,mm:h. El",,'"," >,;,l. 64. No. 12. pp. 1.357_ 1.365

M.G.(19g.¡~·"11I< Dosig" ofl.alo",lIyUn'upponodAnsle •."" Slffl /'",el;-way RoofSy"em,:' fng;",.rinilJQUn",I.A ISC. Vol 3,No.3,f'I'.93_ IOO

M~"';~!i:~:"i::::/:::~:!:~I:::;;,'í:~~:~'."'nmw",: lJcrboumc. A,N.• OO Jen>en. C.D, (19S7). '"DiPctl Weklcd Seom Column Conn«'ion': Repon. No. 2J3.12. F.it>. Engi,...,ring l..al>o::>ra'ory. Lehigh Uni"""i'y. lIeth lchem . I'A Shcnn.n, D.R. (1976). "'Ten,.,i,,, Cri leri. fo('udi"K' T""h"icaISn'ÍOI1n"dMffli"8,CIc,·dand ,OIl ,SSRC.Ik'hlcho"'.PA

('¡I~

A"",,,,/

Ti(le , R,Il.R. (l9'l91,"Evalua'i"" "rS'ocl PropcnicsandCracking in ,Oc ·k· ·arcaof W Sh."",." ~;"s¡""rin8 SIYUc-I"",• . El .. v;cr. Vol . 22.1>1'.128-124 T,(Ie, R.lLR. (2((/I)."A Tochni".l NOIe: D"ri,.. ,i"" of ,he LRF[) Colun," De,i,n &¡uJlion .... En8i""n·"gJIJU.,~,I.AISC, Vol. 38. No, 3.1>1'. 137-139 r,(Ie.R.lI,R,(2010)."Dol ,Shear[)e>i,nC"",ide""ion,:·E"K;"""i"~kun",1.AISC,VoI

4i.No. Lpp. 47-6-1 T"~~~.,

S.P. (19'\6). S''''"gll, of Mm,,;"'s. Vol. 11. 3rd Ed .. D. Van No>'rn

Preparcdby RCSCComminccA .I - Spccificaüon,and approw,ign)

Meon SUp Coe.ffjdcnt. ~. ,he ratio of ' he fric'ion.1 .he.. lad", 'hc foring s"'1ace ,o13lnormalforcewhtn sl ipoccurs

'i",'cd in . f."ener assembly 1hrough i1i insl.lIa1ion. as rcquircd forprding bc)'nd Orallc.,1 fluShwilh'heou'crfac.;uf'hcnut;.oOndilion lhatdc,-dOpStheStrcngth"flhcbo1,

i::';~i:~r~

p'ny ¡ha¡ ",11. lhe fa"c"", rompooem. 10 Ihe p.ny Iha¡ ",;11 ;n"alllhpedo.·..·sizebeforegalv.nizingbyan.moonllhalislesslhan,ha requiredforlhehot..!ipprocessbeforegal.""i,ing

..

O'~-Sl>c o:':'~~~~~ ~r~~: Z~A~~~~~~ c;:~t::~~'~ ultsin.rontpOra'i.'elyunif(>mlande".,nlydistribuledcoa'ing. Inearli .. edi'ins.lhi,Spccificationpenninedlhe"""ofASTMAl 8Jadc 1ll nUls in ,he $lOme finish IS ,hal pcnninNfuo-ASTM A563 nUl$ in lbe followingcases: Wilh ASTM A325 Type I plain. Type 19a1vanizedandType l lain boll, and wi,hASTM A490Type 1 plain 0011S. RefefC'DCel0ASTM AI94

2,~ n:~T~

~"";.~~ ~~::'~:'~~_~I::~l.~fi,S:~d ~~

ilhin A7;; !hal ASTM AI94 grade 211 nulS re"",in ac«ptable in lbese applicalions ", indicatedbyfoolnOleinTab1e2.I.shouldlheybeavailable ASTM ASó3 nulS are manufac'urro 10 dirnr;nsion, as specified in N~~;~!kHg2~i6- l he hasic di lIl6nicul"'ytOOse",ilh.l~numbero f bolts

on multiple gagi$ lUId t'" mk ( 1986) al$ in,~,i gated ,be of,'ari tkgreesofinad\-cru:mo,-mprayonslipra,ing~fo)'ing.uifa""s and ..... mblyof,hejoinlandp""en.ioni ~bollSinorder,oasco-nainifpat1ial1ycu""'poimcontinuedtocu",,,'i,hin,

mbledjoint o"er a period of,i ..... The", ... llSindic.ted'hat.Ucurin etrec'i,.• ly ceasedat'he'i .... 'hejoinl,.-asa$$(" m bledand fNt im'hat,.-as 3 fitl1ycun:d."hat'i .... ""tedas.lnbricam, Theslipresistaf'lt'eofajmmthat ·.s ..... mbledaftc-ra'i .... I... ' han'hecuring'i .... usedin'heq .... lifying~'s -a.scv"",ly reduced, n .... ,hecuring 'i .... pri", 10 mating 'hefo)'¡ng.~tjiue is an ..... mi.lpora""".r .Obe$p«if>edandcQntrOlledduringnQr'

~3~~f{;7~~±::E:~~:~;~~7f~~~}; ~ 1I!!!8w

~ bei

........ llM:lin,....._ _ _ _ _- - - '

eoonmm .. .,.· POIYlOi,.r>d Yura (1985)and McKinneyand Z".. meman(I993)demonmal tha"he,liprebolls;nten,ion hoq ..... 'iOll ari ... as 10 whe' ..... lhe .... tension.nd.he appliN tensiOll a ..:Id;' ;,-•. Ikle

=~~~:~~~:~i~~~Ii3~~~~1t~3

liT k · . ·d.~_) k · L . ·lltd.(~_)

(a)DlmensÍ005

(b)Strefl91hfonnulation (pel~t)

bolt.""., 'hroughf,lk r>;.alljaying.",-¡ace.v$ubjcr"o.lip.ha ll bcprcpartd loachicvc dc,ign,liprc,i,(ancc Al LRFolooJlc\"cl'thcdc,ign,liprt,islancc i"R. aFld at ASO load bcl' thc allo"·able,liprt,istancci,R; OwhcrtR •. ,andOarcdcfincdbclow iO~O:mi nal .liP rC'i"."""""rbol lf""' lhOlimi l"aleor.liPsh.ll bcdctcrm i""d.,

R. - ¡.¡D. hfT"n, k"

F........ ndard'i7.eandshon·.loltedbole'''''tp

ª~ª~i~2~ii~~~~~=~?:~

Wi!h ,"" 20 11 ...... ;00" uf ASTM F4J(" sp«ial ~. in._thick ASTM F436 ,,"8.Shc1's.~oowc.IIed".xlrathick", ExtralllickASTMF416".... hen""'~uiredto 0;0'.,- oveniud and ,"""-sIOll",j 1'1010$ in cX' emal pli.,. ",he" ASTM A49() ,·idedby .nAS TMF4,l()'.;as""',TeslSindic~

lile: pret$i"" ""h",-.x!witlt. boll ho,'ing ,he "';nimum ASTM FI8S2 ,,, f USO

~:!/;;'::1 ~a~~,o~":n ~~~. F~h;¿ ::'~~:;:':~ha~r1K>t;~j~ =~

llle: RCSCSl!!::!;ir..,.,ionlimi1ll,ions. l $chn.,-, ",º,," 'W . _ _ _ _ _..1

Tbgn¡ledthallhepre1ens¡on,de,..,lopedjn~"of ~'.tiw¡.amplcoftbefastcll....."..ntSl""'willbcinSl.lkdinl

orkrnu"be""edinto ' h< _ _ h~""""on"""ypr(>j~ h 3$$"""... ,hatbol" andlor nlllsnoImeelingthemJui",merusor 'bcapplicab\cASTMSpttir",.ti nld ha~e been idenl¡foed prior 1" ¡nstollation ir ,hoy liad been tesIed as mbly inaleJtsiOJtca¡;/mJto,_Thee~_or ~Locingboltsins ... lledi tIw: .. I~ :~":Oi~~-inl'joint dcpcooing "Jl'>fIlb< thidDe1I

~~~~~;~~~~r~~~

Co ......... rv Whcn bol. PTI"i .",~ using '0"111< "TOtl...... isn(>wincludcdasan.ppcndix'Qth;' Specific.lion

dclonnincloc mean

s/jpcd . • ioce loc lo$S uf clamping fo= i, largor fur lhese bol.. lhan lhal fo< ASTM A315 bolls. Qualific3lion of' he coalinsforusein.'lruclure.l.n.voragelhicknossof2milslesslhanlhalI usedfOflhc'es'specimenisloonsurign"-ithoU1UndUlypenali.ingroating.thaldonotC'hit>itthi

Teltli9me.chM with III*1erlCalhee.d

..

l

".,

'--:::_ , :;::;"'"

$llp(In.)

t

ldicaIeselipload (typ.)

Slip c ... meient

Thcslipcocffocicntfnranindividualspcdmenk, shallhccalculatcdasfollows

TeIlProud u....

Thh Lcngth fo' ll igh·S1rongth Bo l"." f.'ngineering j""mal. Vol. 33. No. l . (lnd Qt'.I,AISC. Chioago. IL

Frank,K,It .• ndJ.A.Yura, 1981."An Expcrimcn ,al StudyofUolted Shca,Conn cetionllop in ,he un ,,,,,,,s.,,¡ ,ondi,ioo

l1>1lIi .. ;on' in lhcdeptbsofhcams.ndgirder>rc'ul' ;n abrup
C1

Il>ej, Iongil"'¡inalaxisporpcndioularlo lhc:ll>en:I",.1 be.ringsurface

... jlh

"""i""

7.8.3. WI>luli,,,,,, ""rfom.ooby 'hejabricmor. , ... jabrÍefon_ingfocklcmbcr

"orki"g poi"" tnd ",or\:ing

Thet~lo""".,(HI¡>pl)l"fiel(!"'ol~rnol ~ I .Ri,lproleeeIMo,.IGages: ToblcI7·11 . c".mden,ofE'p;tn,k>n TobleI7 · 12. Dcn,;,;., ofC"",monM ... ri.l, T.blcI 7·13. WeightsofBu;ld;ngMalcrial, T.bIc17 · ]4. Weigh".ndMea,ureo-Un'tcdS,.tcsSy".m T.blc

17 · ]~ .

Bas.cSI Un ,,, for S'ccl [)c';gn

TablcI7 . 16. SIPrcfi,e, forS,«:I[)c' ;8n Toblc 17·]7. [)crivedSI Unitsfor S'ttl T.ble 17·18. Summ.ry of SI

Dn TobleI 7·2I.SIS'eeIV;cldS"",s.c,

-.-17·!!I. Propen;"ofthtl'arabolaondfJlip>c .••

-'-17·26. l'rQpMiesoflI1tCÍf41.'

xI2.\

m

".,

xll,e

..

>SId

1ft I ~SId

1ft26 . ~

1ft~ .·SIrong

1ft~.·SIJang

lft ' h·SIJang

1ft600 .·SIJang 1ft500 .-SIrong lftooo .·SIrong 1ft400 .·SIJang

1ft ' 4.~ 1ft ' 2>~

1ft300 .·SIrong

1ft20.·s....g 1ft ' 3 . ~

Ift ' o • ..sor.ng IftS,-s....g 1ft6.~

1ft5 • ..sor.ng 1ft4'-SIrong 1ft3'1>.-SIrong 1ft3 • ..sor.ng 1ft2'1>.·SIJang 1ft2,-SIrong 1ft1 '1> •. SIrong 1ft 1'1,,·SIJang Ift l '-Slrong

=:~::=

1ft~ .-SIrong 1ft~ .·SIJang

1ft200 .-SIrong lft,so .·SIrong 1ft125 . ·SIrong IftIOO ._SIrong 1ft!lO,-SIrong 1ft1lO . ~

IftM . ·SIJOng 1ft50 .-s....g Ift.,¡ . ~

1ft32 . ·SIJOng 1ft25,-s....g 1ft20 . ~

1ft 1~ . ·SIJang

1ft300 .. ..sor.ng Ift~ .. ~ 1ft200 .. ~ Ift ISO"..sor.ng 1ft 125 .. -Slrong Ift ' oo .. ~ 1ft1lO " ·SIJang IftM .. -s....g Iftso .. ·SWO< .,. fixod ... unir ...... oIE''',ond ...... loof ..., ........

&001, ...... ' -. ..... podo.od

CeoI. poot. .......

, -, -podo.od

.....

~ ---, - ,podo.od

- ,--_.-

........

..... ..." podo.od

SoncI orp-nol"'''''

""

II H20

.,

-&001,_ "

... ........,.'I"'m'"..OFSniEL CoN"""-"."llON

1U

OO,~ .O

Table 17-12 (continued)

Densities of Common Materials

"::::" ~-

Z3,~.o

---

o.,

_«>*ttlr ......

--

o::..,_*,

E~

...

,~-

.-

~-

"'""',.,.,...~ ...... ,.,.,...-

..

,~

.....- ....

c.-_, .....

[

"::::"

_u~

ME'JA. C""""""f"""",,," "r;nc ... 'OO . hei,motmercurylJ2'!')

.....

-

•.

_1IniI

... .... .... ...

_.-

-=~~:.;""'"

,-

-- .. -_ _M

"~

"-

~.

--~

•.m

~:Et::

-~ looIaf_I3U"F) N:IIaf"""""",132'I')

...

......

----_. ----

"smioI. _ _

~~"10" 0,218>eIeo-oI _ _ OI>OoJI_ " ."o12' _oI0Qu0'"

. 0.707 " _ 0 1 _

$jdooltquo"'_"_

... ,,,,,oI_ncpo · l>lloItI"$~

, . '~ z-¡'_~ .. . ~ • • $""'"' R'

'·+f.l·"~"

,. _I¡~~I. '0""

Table 17-27 (continued)

Properties of Geometric Sections

~. ~

..

.

~.

n - i~

¡, -,¡,,,.

¡,·dk'" ¡, -¡\i".

¡.-+.- ..,

' -ir

.-'±

~ .¡ "

. ..-;,

¡, -¡,-D50 r'

Table 17-27 (continued)

Properties of Geometric Sections ~-t·

~-¡

..

...

...;;

..*

',,"IHI ,,·'IHI ~.;i'''b I• •

,~-

·,·(·,,1 ",(:,,)

",¡:,)

'''''[' * .(,)1 ""[H'nl

Table 17-27 (continued)

Properties of Geometric Sections

..

~

• • ,,'iiC'iii

R.~

R"ii!;

,,·¡.,., ... ··i""'O;"28."""_

J, . " . "'.~-,,' . A(,,~+,,'

.... :It . ~,

:: ~:":;::.f-:'::-~y._

..

~

,.·il"d-,,"

bt"- .(y- ~'I

" · il!(. - o'l"V - '''-~'1

"_,, 0;,,',,,,_',. ,,"'2, /w_I._',., o;,,'O _,,0;,,20

y "" _ _ P>HIoIonglo. _ _ '" =:=.;;~,:..J«I

__

...... _ _ ..... _l>!-..-. .... _

......... Io .... _angIo oonllg.. .'ion

d_gMoroin T_

,·7

Tabla 17-28

Trigonometric Formulas

-...'.....'

"~ '

....._.

... . ~ . ~ . ....... A. 'r,::;;¡;¡>¡ . 1/C

....."" •. ~. AC .... . ;1 . ;;. ~ ... "" •. 1'!l ""A . ¡;;¡ . ~

lLCTIF _.. "' • •

~ . ;:..""._ •

• /fG

~ . ~ . ",

_' . ~ . ~ . JoG

..

-'-

....'.''-1''''''' •

•'••'.,'_1",,,,, '

, '-.' • • '_ I .. ""c

u .

"'¡' ., ~ •

... ¡, .•~ . ... '¡c ••~. ''''-(A.,,~ ..... ~

~ -¡;;-¡-

GENERAL NQMENCLATURE

,~'".,~.,,"'

u, u, u,

u,

"",,,,: ,.,'

;';"~" .'>'" M.

M. M. M. M,

M. Mo

,,,''oo•. ">'"

M_ M. M.

M;

~~

"O" '00,«00

""' M.

M. M.

",," ':'''',~~'''''''",

~~:~',"

,;,,,,,,,;;,,,~ '

",>

""'~"'"'~.,.

oo. ,"

'_,""""'00.".

.

;~ "~"!,",;"

;;;,;;.~=":"'" ",=".,"' ':"'""" .,~~.,,"

"'""'""""~"'.'".

'.