3TEEL $ESIGN 'UIDE
3TEEL 0LATE 3HEAR 7ALLS
3TEEL $ESIGN 'UIDE
3TEEL 0LATE 3HEAR 7ALLS
2!&!%, 3!"%,,) 3%
$!33% $ESIGN
3AN &RANCISO #!
AND
-)#(%, "25.%!5 0H$
-ULTIDISCIPLINARY #ENTER FOR
%ARTHQUAKE %NGINEERING 2ESEARCH
5NIVERSITY OF "UFFALO "UFFALO .9
! -% 2 ) #!. ).34)454% / & 34%%, #/ .3425#4) / . ) . #
Copyright © 2006
by
American Institute of Steel Construction, Inc.
All rights reserved. This book or any part thereof
must not be reproduced in any form without the
written permission of the publisher.
The information presented in this publication has been prepared in accordance with recognized
engineering principles. While it is believed to be accurate, this information should not be used
or relied upon for any specific application without compe-tent professional examination and
verification of its accuracy, suitability, and applicability by a licensed professional engineer,
designer, or architect. The publication of the material contained herein is not intended as a
representation or warranty on the part of the American Institute of Steel Construction or of
any other person named herein, that this information is suitable for any general or particular
use or of freedom from infringement of any patent or patents. Anyone making use of this
information assumes all liability arising from such use.
Caution must be exercised when relying upon other specifications and codes developed by other
bodies and incorporated by reference herein since such material may be modified or amended
from time to time subsequent to the printing of this edition. The Institute bears no responsibility for such material other than to refer to it and incorporate it by reference at the time of the
initial publication of this edition.
Printed in the United States of America
First Printing: March 2007
Revision: October 2012
Revision: March 2015
!UTHORS
.JDIFM#SVOFBV 1I% JT%JSFDUPSPGUIF.VMUJEJTDJQMJOBSZ
$FOUFS GPS &BSUIRVBLF &OHJOFFSJOH 3FTFBSDI .$&&3 IFBERVBSUFSFEBUUIF6OJWFSTJUZPG#VGGBMP#SVOFBVBMTPJT
BQSPGFTTPSPGDJWJM TUSVDUVSBM BOEFOWJSPONFOUBMFOHJOFFS
JOHXJUIJOUIF6OJWFSTJUZPG#VGGBMPT4DIPPMPG&OHJOFFS
JOH BOE "QQMJFE 4DJFODFT )F JT UIF BVUIPS PG OVNFSPVT
SFTFBSDIBSUJDMFTPOTUFFMQMBUFTIFBSXBMMTBOEPUIFSUPQJDT
JOTFJTNJDFOHJOFFSJOHBOEJTDPBVUIPSPGi%VDUJMF%FTJHO
PG 4UFFM 4USVDUVSFTu )F IBT QBSUJDJQBUFE JO TFWFSBM SFDPO
OBJTTBODFWJTJUTUPBTTFTTTUSVDUVSBMEBNBHFDBVTFECZFBSUI
RVBLFTBOEPUIFSEJTBTUFSTBSPVOEUIFXPSME
3BGBFM4BCFMMJ 4& JTUIF%JSFDUPSPG5FDIOJDBM%FWFMPQ
NFOUPG%"44&%FTJHOJO4BO'SBODJTDP)FJTBNFNCFS
PGUIF"*4$5BTL$PNNJUUFFPOUIF4FJTNJD1SPWJTJPOTGPS
4USVDUVSBM 4UFFM #VJMEJOHT BOE JT UIF GPSNFS $IBJS PG UIF
4FJTNPMPHZ $PNNJUUFF PG UIF 4USVDUVSBM &OHJOFFST"TTP
DJBUJPOPG$BMJGPSOJB)FXBTUIF/&)311SPGFTTJPOBM
'FMMPXJO&BSUIRVBLF)B[BSE3FEVDUJPO)FJTUIFBVUIPS
PGOVNFSPVTQVCMJDBUJPOTPODPODFOUSJDBMMZCSBDFEGSBNFT JODMVEJOHBOBMZUJDBMTUVEJFTBOEEFTJHOHVJEFTPOCVDLMJOH
SFTUSBJOFECSBDFEGSBNFT
!CKNOWLEDGEMENTS
WBMVBCMF DPOUFYU GPS UIF EFTJHO NFUIPET EFTDSJCFE JO UIJT
HVJEF *O QBSUJDVMBS +PIO )PPQFS XBT WFSZ HFOFSPVT JO
QSPWJEJOH JOTJHIU GSPN IJT FYQFSJFODFT XJUI UIF TZTUFN JODMVEJOH CPUI BOBMZUJDBM NFUIPEPMPHJFT BOE JOTJHIU GSPN
DPOTUSVDUJPOPGCVJMEJOHTXJUITUFFMQMBUFTIFBSXBMMT
5IFBVUIPSTBMTPUIBOL"*4$GPSUIFPQQPSUVOJUZUPXPSL
POUIJTQSPKFDUBOEGPSNPCJMJ[JOHJUTWPMVOUFFSTUPQSPWJEF
BUIPSPVHIBOEJOTJHIUGVMSFWJFX*OQBSUJDVMBS UIFUIPSPVHI
SFWJFXCZ$IBSMFT$BSUFSBOE$ISJTUPQIFS)FXJUUXBTJOEJT
QFOTBCMFJOJNQSPWJOHUIFRVBMJUZBOEDMBSJUZPGUIFEFTJHO
FYBNQMFT BOE JO JNQSPWJOH UIF DPOTJTUFODZ PG UIF EFTJHO
NFUIPEEFWFMPQFECZUIFBVUIPST3FWJFXFSTJODMVEFE
5IF BVUIPST FYQSFTT UIFJS HSBUJUVEF UP TFWFSBM QFPQMF XIP
NBEFTJHOJGJDBOUDPOUSJCVUJPOTUPUIJT%FTJHO(VJEF
8BSSFO 1PUUFCBVN IFMQFE EFWFMPQ UIF DBQBDJUZEFTJHO
SFMBUJPOTIJQTVTFEJOUIFEFTJHOFYBNQMFTBOEUFTUFEUIFN
VTJOH WBSJPVT BOBMZUJDBM NFUIPEPMPHJFT -JTB $BTTFEZ
IFMQFE EFWFMPQ UIF NFUIPEPMPHZ GPS MPXTFJTNJD BQQMJDB
UJPOT BTXFMMBTGPSPQFOJOHTJOTIFBSXBMMT#PUIBSFFOHJ
OFFSTBU%"44&%FTJHO*OD
5IF DPOUSJCVUJPOT PG %BSSFO 7JBO +FGG #FSNBO BOE
%JFHP-ÓQF[(BSDÎBJOUIFTUVEZPGUIFTZTUFNIBWFQSPWFE
WBMVBCMFJOUIFXSJUJOHPGUIJTEPDVNFOU"EEJUJPOBMMZ +FGG
#FSNBOTEFWFMPQNFOUPGUIFQSFGFSSFEEFTJHONFUIPEGPS
7FSUJDBM #PVOEBSZ &MFNFOUT JO UJNF GPS JUT JODMVTJPO JO
$IBQUFS JT BQQSFDJBUFE"TTJTUBODF XJUI USBOTMBUJPO XBT
QSPWJEFE CZ 3BNJSP 7BSHBT BOE 4IVJDIJ 'VKJLVSB CPUI
EPDUPSBMTUVEFOUTBUUIF6OJWFSTJUZBU#VGGBMP5IFJSIFMQJT
HSFBUMZBQQSFDJBUFE
/VNFSPVT SFTFBSDIFST BOE EFTJHO FOHJOFFST IBWF DPO
USJCVUFEQIPUPHSBQITBOEEFTDSJQUJPOTPGUFTUTBOECVJMEJOHT
XJUITUFFMQMBUFTIFBSXBMMT5IFTFDPOUSJCVUJPOTQSPWJEFB
"CPMIBTTBO"TUBOFI"TM
$IBSMFT+$BSUFS
%#SBE%BWJT
+BTPO&SJDLTFO
$ISJTUPQIFS)FXJUU
8JMMJBN%-JEEZ
8BMUFSJP-ÓQF[
+BNFT0.BMMFZ
W
#SFUU.BOOJOH
%BWJT(1BSTPOT**
+PIO3PMGFT
*HOBTJVT4FJMJF
4ABLE OF #ONTENTS
#HAPTER (ISTORY OF 3TEEL 0LATE 3HEAR 7ALLS
"EHBAHANIFARD 'RONDIN AND %LWI ).42/$5#4)/. ,UBELL 0RION 6ENTURA AND 2EZAI /VERVIEW !STANEY !SL AND :HAO 7ALL 4YPES !.!,93)3 )335%3 !PPLICATIONS $%3)'. -%4(/$3 !DVANTAGES #/$% $%6%,/0-%.4 ,IMITATIONS #3! 3 $ESIGN 'UIDE 3TRUCTURES 53!'% ). *!0!. .%(20 2ECOMMENDED 0ROVISIONS &%-!
AND !)3# 3EISMIC 0ROVISIONS 53!'% ). 4(% 5.)4%$ 34!4%3 53!'% ). #!.!$! #HAPTER 3YSTEM "EHAVIOR AND $ESIGN -ETHODS
53!'% ). -%8)#/ /6%26)%7 -%#(!.)#3 5NSTIFFENED 3TEEL 0LATE 3HEAR 7ALLS 2EZAI #HAPTER ,ITERATURE 3URVEY
,)4%2!452% 3526%9 3TIFFENED 3TEEL 0LATE 3HEAR 7ALLS !.!,94)#!, 345$)%3 #OMPOSITE 3TEEL 0LATE 3HEAR 7ALLS %LGAALY #ACCESE AND $U !.!,93)3 8UE AND ,U 3TRIP -ODELS "RUNEAU AND "HAGWAGAR /RTHOTROPIC -EMBRANE -ODEL +HARRAZI 6ENTURA 0RION AND
3ABOURI 'HOMI .ONLINEAR !NALYSIS '%.%2!, $%3)'. 2%15)2%-%.43 4%34).' 0RELIMINARY $ESIGN #/-0/.%.4 4%343 &INAL $ESIGN 4IMLER SND +ULAK ()'( 3%)3-)# $%3)'. 4ROMPOSCH AND +ULAK %XPECTED 0ERFORMANCE 2OBERTS AND 3ABOURI 'HOMI 2%15)2%-%.43 /& 4(% !)3# 3%)3-)#
02/6)3)/.3 !.3)!)3# "ERMAN AND "RUNEAU B AND
6IAN AND "RUNEAU $%3)'. -5,4) 34/29 4%343 ("% $ESIGN #ACCESE %LGAALY AND #HEN 6"% $ESIGN 3CHUMACHER 'RONDIN AND +ULAK 7EB 0LATE $ESIGN $RIVER +ULAK +ENNEDY AND %LWI VII
!XIAL &ORCE 2EDUCTION IN 6"% #ONNECTION OF ("% TO 6"% #ONlGURATION 6"% 3PLICES AND "ASE #ONNECTION #ONNECTION $ESIGN #HAPTER $ESIGN OF /PENINGS
7EB 0LATE #ONNECTION $ESIGN #HAPTER $ESIGN %XAMPLE ) ,OW 3EISMIC $ESIGN
/6%26)%7 $%3)'. 02/#%$52% /6%26)%7 0RELIMINARY $ESIGN 34!.$!2$3 "5),$).' ).&/2-!4)/. $ETERMINATION OF &ORCES ON
,OCAL "OUNDARY %LEMENTS ,/!$3 &INAL $ESIGN 307 $%3)'. 7EB 0LATE 3HEAR 3TRENGTH 0RELIMINARY $ESIGN $ESIGN OF 6"% !NALYSIS $ESIGN OF ("% $ESIGN OF ("% $%3)'. %8!-0,% $ESIGN OF 6"% #ONNECTION OF 7EB 0LATE TO
"OUNDARY %LEMENTS #ONNECTION OF ("% TO 6"% $ESIGN OF )NTERMEDIATE 3TRUT AT &IRST &LOOR #HAPTER $ISCUSSION OF 3PECIAL #ONSIDERATIONS
#HAPTER $ESIGN %XAMPLE )) (IGH 3EISMIC $ESIGN
/6%26)%7 -!4%2)!, 30%#)&)#!4)/.3 3%26)#%!"),)49 "UCKLING OF 7EB 0LATES !TTACHMENTS ,OADING AT "UCKLING OF 7EB 0LATE /6%26)%7 #/.&)'52!4)/. 34!.$!2$3 #/.3425#4)/. "5),$).' ).&/2-!4)/. "OLTED #ONSTRUCTION ,/!$3 7ELDED #ONSTRUCTION 3037 $%3)'. 3EQUENCE AND 3PEED OF %RECTION 0RELIMINARY $ESIGN #ONNECTION OF /THER %LEMENTS !NALYSIS 2ETROlT !PPLICATIONS $ESIGN OF ("% &)2% 02/4%#4)/. $ESIGN OF 6"% &5452% 2%3%!2#( !.$ 4//,3 #ONNECTION OF 7EB 0LATE
TO "OUNDARY %LEMENTS "IBLIOGRAPHY AND 2EFERENCES VIII
#HAPTER (ISTORY OF 3TEEL 0LATE 3HEAR 7ALLS
).42/$5#4)/.
3TEEL PLATE SHEAR WALLS 307 HAVE BEEN USED IN A SIGNIl
CANT NUMBER OF BUILDINGS BEGINNING DECADES AGO BEFORE
THE EXISTENCE OF DESIGN REQUIREMENTS SPECIlCALLY ADDRESS
ING THIS STRUCTURAL SYSTEM )MPLEMENTATION HAS ACCELERATED
SIGNIlCANTLY SINCE THE RECENT PUBLICATION OF VARIOUS DESIGN
STANDARDS SPECIlCATIONS AND OTHER GUIDELINES PROVIDING
DESIGN REQUIREMENTS IN BOTH HIGH SEISMIC APPLICATIONS AND
WIND AND LOW SEISMIC APPLICATIONS AS WILL BE REVIEWED IN
SUBSEQUENT CHAPTERS /VERVIEW
4HIS INTRODUCTION PROVIDES A GENERAL DESCRIPTION OF STEEL
PLATE SHEAR WALLS 307 AND THE 3PECIAL 0LATE 3HEAR 7ALL
3037 SYSTEM 4HIS INTRODUCTION ALSO DESCRIBES THE FORMAT
AND ORGANIZATION OF THE $ESIGN 'UIDE
4HIS $ESIGN 'UIDE HAS BEEN DEVELOPED USING
s !3#% -INIMUM $ESIGN ,OADS FOR "UILDINGS AND
/THER 3TRUCTURES INCLUDING 3UPPLEMENT .O s !)3# 3PECIlCATION FOR 3TRUCTURAL 3TEEL "UILDINGS
s !)3# 3EISMIC 0ROVISIONS FOR 3TRUCTURAL 3TEEL
"UILDINGS INCLUDING 3UPPLEMENT .O !NALYTICAL AND CAPACITY DESIGN METHODS PRESENTED IN THIS
$ESIGN 'UIDE TYPICALLY ESTABLISH THE SEISMIC LOAD EFFECT ON A
MEMBER OR CONNECTION THIS LOAD EFFECT CAN BE UTILIZED IN EI
THER ,2&$ OR !3$ LOAD COMBINATIONS 4HE DESIGN EXAMPLES
IN THIS $ESIGN 'UIDE ILLUSTRATE THE ,2&$ METHOD
4HE $ESIGN 'UIDE ADDRESSES DESIGN FOR BOTH HIGH SEISMIC
APPLICATIONS AND WIND AND LOW SEISMIC APPLICATIONS #ERTAIN
PROVISIONS OF !)3# ARE USED REGARDLESS OF THE 3EISMIC
$ESIGN #ATEGORY
4HROUGHOUT THIS $ESIGN 'UIDE STANDARDS ARE REFERRED TO
BY THEIR NUMBER EG !3#% !)3# !)3# ETC 4HE DOCUMENT TITLES ARE LISTED IN THE BIBLIOGRAPHY
7ALL 4YPES
3TEEL PLATE SHEAR WALLS IN BUILDING CONSTRUCTION ARE OF VARIOUS
TYPES "Y FAR THE MOST POPULAR IN THE 5NITED 3TATES IS THE
UNSTIFFENED SLENDER WEB STEEL PLATE SHEAR WALL 4HIS TYPE IS
THE BASIS FOR THE 3037 SYSTEM WHICH IS INCLUDED AS A h"ASIC
3EISMIC &ORCE 2ESISTING 3YSTEMv IN !3#% AND !)3# 4HIS TYPE OF WEB PLATE HAS NEGLIGIBLE COMPRESSION STRENGTH
AND THUS SHEAR BUCKLING OCCURS AT LOW LEVELS OF LOADING ,AT
ERAL LOADS ARE RESISTED THROUGH DIAGONAL TENSION IN THE WEB
PLATE AKIN TO TENSION lELD ACTION IN A PLATE GIRDER RATHER
THAN IN SHEAR "OUNDARY ELEMENTS ARE DESIGNED TO PERMIT THE
WEB PLATES TO DEVELOP SIGNIlCANT DIAGONAL TENSION FOR HIGH
SEISMIC DESIGN THEY ARE DESIGNED TO PERMIT THE WEB PLATES TO
REACH THEIR EXPECTED YIELD STRESS ACROSS THE ENTIRE PANEL
3TIFFENED WEB PLATES MAY ALSO BE USED 3TIFFENING INCREAS
ES THE SHEAR BUCKLING STRENGTH OF THE WEB PLATE 3UFlCIENT
STIFFENING TO PERMIT THE WEB PLATE TO DEVELOP ITS SHEAR YIELD
STRENGTH MAY BE ADDED OR THE STIFFENING MAY BE PARTIAL &OR
PARTIALLY STIFFENED WEB PLATES THE STRENGTH IS A COMBINATION
OF THE SHEAR BUCKLING STRENGTH AND THE ADDITIONAL STRENGTH
GAINED FROM TENSION lELD ACTION 4HIS AVAILABLE STRENGTH IS
CALCULATED USING METHODS DEVELOPED FOR PLATE GIRDERS AS DIS
CUSSED IN #HAPTER #OMPOSITE STEEL PLATE SHEAR WALLS HAVE ALSO BEEN USED IN
BUILDING DESIGN )N THIS SYSTEM STEEL WEB PLATES ARE STIFFENED
BY ADDING CONCRETE ON ONE OR BOTH SIDES OF THE WEB PLATE
3UFlCIENT STIFFENING IS TYPICALLY PROVIDED TO PERMIT SHEAR
YIELDING OF THE WEB PLATE #HAPTER CONTAINS A TREATMENT OF
COMPOSITE STEEL PLATE SHEAR WALLS INCLUDING THE REQUIREMENTS
OF !)3# 3TIFFENING OF THE WEB PLATE HAS A MODERATE EFFECT ON THE
STRENGTH AND STIFFNESS OF THE WALL !DDITIONALLY IT TENDS TO
REDUCE THE mEXURAL STRENGTH AND STIFFNESS REQUIRED OF THE
BOUNDARY ELEMENTS 3TIFFENING OF THE WEB PLATES ALSO RE
SULTS IN HYSTERETIC BEHAVIOR THAT IS SIGNIlCANTLY LESS PINCHED
(OWEVER IT ALSO SUBSTANTIALLY INCREASES THE COST OF THE CON
STRUCTION AND INCREASES THE THICKNESS OF THE WALL )T IS GENER
ALLY PREFERRED TO ACHIEVE THE REQUIRED STRENGTH AND STIFFNESS
BY UTILIZING AN UNSTIFFENED SLENDER WEB PLATE RATHER THAN A
STIFFENED WEB PLATE 6ERY HIGH STRENGTH AND STIFFNESS CAN BE
PROVIDED BY UNSTIFFENED STEEL WEB PLATES OF MODERATE THICK
NESS )N HIGH SEISMIC DESIGN THE HYSTERETIC BEHAVIOR CAN BE
IMPROVED WITH THE USE OF RIGID BEAM TO COLUMN CONNECTIONS
IN THE FRAME OF THE SHEAR WALL
3TEEL PLATE SHEAR WALLS WITH UNSTIFFENED SLENDER WEB
PLATES ARE THE FOCUS OF THIS $ESIGN 'UIDE #HAPTER CON
TAINS A DESIGN METHOD FOR THIS TYPE OF STEEL PLATE SHEAR WALL
4HE TERM WEB PLATE IS USED TO REFER TO THE STEEL PLATE THAT RESISTS THE HORIZONTAL SHEAR IN THE WALL ! WEB PLATE CONNECTS TO COLUMNS
CALLED 6ERTICAL "OUNDARY %LEMENTS 6"% ON EITHER SIDE AND BEAMS CALLED (ORIZONTAL "OUNDARY %LEMENTS ("% ABOVE AND
BELOW
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 A
B
&IG n 307 PANEL IN *APAN A WALL WITH HORIZONTAL PANEL STIFFENERS COURTESY OF 4AKANAKA B WALL WITH HORIZONTAL AND VERTICAL STIFFENERS COURTESY OF .IPPON 3TEEL &IG n 3MALL SHEAR YIELDING ELEMENTS IN *APAN
COURTESY OF 3HIMIZU $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n 3HEAR LINK CONNECTED BETWEEN CLOSELY SPACED COLUMNS
COURTESY OF .IPPON 3TEEL #HAPTER USES THIS SYSTEM IN A DESIGN EXAMPLE FOR WIND AND
LOW SEISMIC APPLICATION AND #HAPTER USES THIS SYSTEM IN A
DESIGN EXAMPLE FOR HIGH SEISMIC APPLICATION #HAPTER AD
DRESSES THE DESIGN OF OPENINGS IN STEEL PLATE SHEAR WALLS WITH
UNSTIFFENED SLENDER WEB PLATES
!PPLICATIONS
3TEEL PLATE SHEAR WALLS HAVE BEEN USED IN A LARGE NUMBER OF
BUILDINGS INCLUDING IN THE 5NITED 3TATES #ANADA -EXICO
AND *APAN "UILDING TYPES HAVE RANGED FROM SINGLE FAMILY
RESIDENTIAL TO HIGH RISE CONSTRUCTION )N ADDITION TO NEW CON
STRUCTION STEEL WEB PLATES HAVE BEEN ADDED TO RETROlT EXISTING
FRAME BUILDINGS REQUIRING ADDITIONAL STRENGTH AND STIFFNESS
3037 MAY BE USED WHEREVER THE BUILDING FUNCTION PER
MITS WALLS OF MODERATE LENGTH -ID RISE AND HIGH RISE CON
STRUCTION WITH THEIR REPETITIVE mOOR PLANS AND CONTINUOUS
BUILDING CORE ARE ESPECIALLY WELL SUITED FOR 3037
#HAPTER CONTAINS AN EXTENSIVE LIST OF BUILDINGS UTILIZING
STEEL PLATE SHEAR WALLS
!DVANTAGES
3TEEL PLATE SHEAR WALLS AND 3037 IN PARTICULAR OFFER SIGNIl
CANT ADVANTAGES OVER MANY OTHER SYSTEMS IN TERMS OF COST
PERFORMANCE AND EASE OF DESIGN
#OMPARED TO CONCRETE SHEAR WALLS THE REDUCED THICKNESS
AND THUS PLAN AREA DEVOTED TO THEM REPRESENTS A SUBSTAN
TIAL BENElT 4HE REDUCED MASS CAN ALSO BE SIGNIlCANT IN THE
DESIGN OF THE FOUNDATION -OST IMPORTANTLY HOWEVER STEEL
PLATE SHEAR WALLS CAN BE ERECTED IN SIGNIlCANTLY LESS TIME
THAN CONCRETE SHEAR WALL STRUCTURES
3037 MAY BE CONSIDERED AS AN ALTERNATIVE TO BRACED
FRAMES 4HEY CAN PROVIDE EQUIVALENT STRENGTH AND STIFFNESS
AND REQUIRE THE SAME OR LESS PLAN AREA
4HE SPEED OF CONSTRUCTION OF 3037 IS COMPARABLE TO THAT
OF BRACED FRAMES AS WELL 7HILE THERE IS TYPICALLY A SIGNIl
CANT AMOUNT OF lELD WELDING MOST IF NOT ALL WEB PLATE lELD
WELDING CAN BE SELECTED AS SINGLE PASS lLLET WELDS AND THUS
ERECTION TYPICALLY PROCEEDS AT A RAPID PACE
4HE STRENGTH AND STIFFNESS OF THE SYSTEM ENSURE GOOD PER
FORMANCE UNDER MODERATE LATERAL LOADS 4HE DUCTILITY OF STEEL
WEB PLATES IN 3037 RESULTS IN GOOD PERFORMANCE UNDER SE
VERE SEISMIC LOADING
"ECAUSE 3037 CAN PROVIDE SIGNIlCANT STRENGTH AND STIFF
NESS SHORTER BAYS CAN BE USED 4HIS RESULTS IN GREATER mEX
IBILITY FOR USE OF THE SPACE
3037 ARE RELATIVELY EASY TO DESIGNˆTHE CAPACITY DESIGN
CALCULATIONS FOR THE DESIGN EXAMPLES IN #HAPTERS AND WERE PERFORMED ON A SIMPLE SPREADSHEET !S IS DISCUSSED IN
#HAPTER 3037 CAN BE MODELED WITH EITHER MEMBRANE ELE
MENTS OR TRUSS ELEMENTS USING MANY OF THE STRUCTURAL ENGI
NEERING PROGRAMS TYPICALLY EMPLOYED BY DESIGN OFlCES
,IMITATIONS
3037 MAY BE USED FOR STRUCTURES RANGING FROM ONE OR TWO
STORY RESIDENTIAL STRUCTURES TO THE TALLEST HIGH RISE (OWEVER
WHILE THE SYSTEM IS VIABLE FOR BOTH SMALL AND LARGE STRUCTURES
ASPECTS OF THE DESIGN VARY WITH BUILDING SIZE
#OMPLIANCE WITH SOME REQUIREMENTS OF !)3# FOR SEIS
MIC DESIGN MAY PROVE TO BE MORE DIFlCULT OR AT LEAST MORE
TEDIOUS THAN TYPICAL DETAILING PRACTICE FOR SMALLER STRUCTURES
4HE PROVISIONS THAT REQUIRE THE BEAMS AND COLUMNS OF 3037
TO FORM A MOMENT FRAME AND COMPLY WITH CERTAIN REQUIRE
MENTS FOR 3PECIAL -OMENT &RAMES MAY BE ESPECIALLY ONER
OUS IN STRUCTURES THAT COMBINE 3037 WITH LIGHT FRAME CON
STRUCTION
&OR TALLER STRUCTURES DRIFT CONTROL IS MUCH MORE DIFlCULT
7HILE PROVIDING A STEEL PLATE WITH SUFlCIENT STRENGTH DOES
NOT POSE A PROBLEM BUILDING DRIFT MAY REQUIRE LONGER BAYS
OF 3037 TO REDUCE FORCES IN COLUMNS (OWEVER BECAUSE
3037 BAYS WITH LONG HORIZONTAL PROPORTIONS HAVE NOT BEEN
STUDIED THEIR USE IS RESTRICTED "UILDING DRIFT CONTROL MAY RE
QUIRE THAT 3037 BE SUPPLEMENTED IN SOME WAY SUCH AS BY
COUPLING TWO 3037 TO REDUCE THE AXIAL FORCES IN COLUMNS
OR BY PROVIDING OUTRIGGER BEAMS TO DELIVER SOME OF THE OVER
TURNING FORCE TO ADJACENT COLUMNS
$ESIGN 'UIDE 3TRUCTURE
4HIS $ESIGN 'UIDE IS DIVIDED INTO SEVEN CHAPTERS #HAPTER INCLUDES AN EXTENSIVE SURVEY OF BUILDINGS THAT EMPLOY THE
SYSTEM .EW CONSTRUCTION AND RETROlTS IN *APAN #ANADA
-EXICO AND THE 5NITED 3TATES ARE PRESENTED SHOWING THE
EXTENSIVE USE OF THE SYSTEM AND A WIDE RANGE OF APPLICA
TIONS
#HAPTER INCLUDES A SURVEY OF THE RESEARCH BOTH ANALYTI
CAL AND EXPERIMENTAL INTO THE SYSTEM BEHAVIOR #HAPTER ALSO PROVIDES A BRIEF TREATMENT AND COMPARISON OF THE DE
SIGN PROVISIONS THAT HAVE BEEN DEVELOPED FOR THIS SYSTEM IN
#ANADA AND THE 5NITED 3TATES
#HAPTER INCLUDES A TREATMENT OF THE MECHANICS OF UN
STIFFENED SLENDER WEB PLATE SHEAR WALLS )T ALSO PROVIDES A
DISCUSSION OF STIFFENED AND COMPOSITE STEEL PLATE SHEAR WALLS
#HAPTER DISCUSSES METHODS OF ANALYSIS AND BOTH GENERAL
REQUIREMENTS AND SEISMIC DESIGN METHODS ARE PRESENTED &OR
SEISMIC DESIGN THE REQUIREMENTS OF !)3# ARE ILLUSTRATED
AND EQUATIONS FOR DETERMINING THE REQUIRED STRENGTH OF ELE
MENTS ARE DEVELOPED
!3#% LIMITS 3037 TO FT IN 3EISMIC $ESIGN #ATEGORIES $ % AND & UNLESS A DUAL SYSTEM IS USED
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 &IG n )NTERMEDIATE COLUMN APPROACH USED IN *APAN
COURTESY OF 4AKANAKA &IG n 0LAN LAYOUT OF 307 FOR .IPPON 3TEEL "UILDING
9OKOYAMA ET AL &IG n 3HINJUKU .OMURA "UILDING TOP
AND .IPPON 3TEEL "UILDING BOTTOM &IG n +OBE #ITY (ALL PHOTO BY - "RUNEAU $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
#HAPTER INCLUDES A DESIGN EXAMPLE OF A BUILDING IN AN
AREA OF LOW SEISMICITY IE WHEN 2 CAN BE TAKEN EQUAL TO ! NINE STORY BUILDING IS DESIGNED UTILIZING THE 3037 SYSTEM
DESIGNED FOR NORMAL DUCTILITY WITHOUT THE APPLICATION OF THE
DUCTILE DETAILING REQUIREMENTS OF !)3# #HAPTER INCLUDES A DESIGN EXAMPLE OF A BUILDING IN AN
AREA OF HIGH SEISMICITY IE WHEN 2 IS TAKEN GREATER THAN 4HE SAME NINE STORY BUILDING AS WAS DESIGNED IN #HAPTER
IS REDESIGNED FOR HIGH DUCTILITY IN FULL CONFORMANCE WITH
!)3# #HAPTER ADDRESSES THE DESIGN OF OPENINGS IN 3037
%QUATIONS ARE DEVELOPED FOR SIZING THE WEB PLATES AROUND
THE OPENING AND FOR COMPUTING THE REQUIRED STRENGTH OF LOCAL
BOUNDARY ELEMENTS ! DESIGN EXAMPLE IS INCLUDED TO ILLUS
TRATE THE PROCEDURE
#HAPTER INCLUDES DISCUSSION OF VARIOUS OTHER TOPICS RE
LATED TO THE DESIGN OF 3037 SUCH AS AVAILABLE AND APPROPRI
ATE STEEL MATERIALS SERVICEABILITY CONSIDERATIONS CONlGURA
TION ISSUES TYPES OF CONSTRUCTION AND lRE PROTECTION
!PPENDIX ! INCLUDES A LIST OF SYMBOLS DElNED IN THE $E
SIGN 'UIDE /THER SYMBOLS USED IN THE $ESIGN 'UIDE ARE DE
lNED IN !)3# !)3# OR !3#% !PPENDIX ! ALSO
CONTAINS A GLOSSARY OF THE TERMS THAT ARE USED IN THE TEXT SUCH
AS HORIZONTAL BOUNDARY ELEMENT LOCAL BOUNDARY ELEMENT AND
VERTICAL BOUNDARY ELEMENT
!N EXTENSIVE BIBLIOGRAPHY IS INCLUDED 4HIS BIBLIOGRAPHY
INCLUDES ALL REFERENCES MADE IN THE $ESIGN 'UIDE AS WELL
AS OTHER PUBLICATIONS CONCERNING THE SYSTEM !DDITIONALLY
SEVERAL PAPERS ON SHEAR BUCKLING OF PLATES AND THE DESIGN OF
PLATE GIRDERS ARE LISTED
53!'% ). *!0!.
*APANESE DESIGN PRACTICE REQUIRES THAT THE DESIGN OF ANY
BUILDING OVER M FT IN HEIGHT OR ANY BUILDING IMPLE
MENTING SPECIAL DEVICES IRRESPECTIVE OF HEIGHT BE THE OBJECT
OF A PEER REVIEW 4RADITIONALLY THE "UILDING #ENTER OF *APAN
HAS OVERSEEN THE PEER REVIEW PROCESS AND STEEL PLATE SHEAR
WALL BUILDINGS ARE REFERRED TO ITS 3PECIAL 3TEEL 3TRUCTURES
COMMITTEE !S A RESULT A VARIETY OF APPROACHES HAVE BEEN
TAKEN TO DESIGN THESE SYSTEMS (OWEVER ONE COMMON DE
NOMINATOR IS THAT PEER REVIEW COMMITTEES TYPICALLY REQUIRE
THAT SOME LEVEL OF NON LINEAR DYNAMIC TIME HISTORY ANALYSIS
BE CONDUCTED TO VERIFY THE DESIGN OF THESE SYSTEMS ALTHOUGH
THE COMPLEXITY OF THESE ANALYSES CAN VARY FROM PROJECT TO
PROJECT
)N MOST CASES ONE OF THREE DIFFERENT TYPES OF STEEL PLATE
SHEAR WALL APPROACHES HAVE BEEN USED IN *APAN 4HE lRST
IMPLEMENTATIONS CONSISTED OF WALLS WITH STEEL PLATES lLLING
THE ENTIRE BAY WIDTH BETWEEN COLUMNS AND BETWEEN GIRDERS
MUCH LIKE THE .ORTH !MERICAN PRACTICE 4HESE WALLS WERE
ALWAYS STIFFENED SOMETIMES HEAVILY AS BUCKLING IS NOT PER
MITTED FOR MEMBERS PROVIDING LATERAL LOAD RESISTANCE IN *A
PAN &IGURE n -ORE RECENTLY AND PARTLY AS A RESULT OF THE
REQUIREMENT THAT PLATES BE ABLE TO ACHIEVE THEIR FULL PLASTIC
SHEAR STRENGTH MANY OTHER TYPES OF STRUCTURAL CONlGURATIONS
HAVE EMERGED IN WHICH SHEAR YIELDING ELEMENTS ARE INTRO
DUCED WITHOUT BEING 307 IN THE SENSE CONSIDERED IN .ORTH
!MERICA )N ONE SUCH CONlGURATION BRACES DESIGNED TO RE
MAIN ELASTIC ARE CONNECTED TO A SPECIALLY DETAILED SHEAR PLATE
WHICH IS ITSELF CONNECTED TO BEAMS AT MID SPAN AS SHOWN IN
&IGURE n OR CONNECTED BETWEEN CLOSELY SPACED COLUMNS
AS SHOWN IN &IGURE n ! MORE POPULAR CONlGURATION RE
CENTLY HAS BEEN THE INTERMEDIATE COLUMN DESIGN IN WHICH A
SIMILAR SPECIAL DUCTILE STEEL PLATE IS INSERTED AT MID SPAN OF
A COLUMN THE TOP AND BOTTOM PARTS OF THE COLUMN SERVE THE
SAME ROLE AS THE BRACES OR CONCRETE WALLS USED TO SUPPORT THE
SHEAR PLATES IN THE PREVIOUS CONCEPT BUT BEING VERTICAL ELE
MENTS THEY ARE MORE ACCOMMODATING FOR ARCHITECTURAL PUR
POSES &IGURE n 4HESE TWO MORE RECENT CONlGURATIONS
HAVE SOMEWHAT ECLIPSED THE CONVENTIONAL 307 IN POPULAR
ITY .AKASHIMA )N ALL CASES THE SHEAR YIELDING PLATE
SYSTEMS ARE TREATED AS HYSTERETIC DAMPERS DURING THE DESIGN
PROCESS AND ARE NOT DESIGNED TO RESIST GRAVITY LOADS
%XAMPLES OF EARLY 307 BUILDINGS IN *APAN INCLUDE THE
.IPPON 3TEEL "UILDING AND THE 3HINJUKU .OMURA "UILDING
BOTH IN 4OKYO AND BUILT IN THE S &IGURE n 0LAN LAY
OUT OF THE 307 IN THE .IPPON 3TEEL "UILDING IS SHOWN IN
&IGURE n 9OKOYAMA ET AL 4HE 307 WERE USED AT
AND ABOVE THE FOURTH STORY WHILE 307 EMBEDDED IN CONCRETE
WERE USED FOR THE LOWER STORIES 7ALL PANELS WERE TYPICALLY FT s FT STIFFENED HORIZONTALLY AND VERTICALLY AND EITHER
s IN IN * IN OR ! IN MM MM MM
OR MM THICK 4HE 3HINJUKU .OMURA "UILDING 4OKYOS
THIRD TALLEST BUILDING AT THE TIME AT FT AND STORIES IS AN
EXAMPLE OF EARLY 307 CONSTRUCTION IN *APAN %.2 3TEEL PANELS FT HIGH BY FT LONG WERE REINFORCED WITH
VERTICAL STIFFENERS ON ONE SIDE AND HORIZONTAL STIFFENERS ON THE
OTHER AND EACH PANEL WAS REPORTEDLY CONNECTED TO ITS SUR
ROUNDING STEEL FRAME WITH TO BOLTS 4HE PRECISION
REQUIRED FOR SUCH BOLTING OPERATIONS PROVED CHALLENGING
AND THE PROJECT MANAGER FOR THE CONTRACTOR +UMAGAI 'UMI
EXPRESSED A STRONG DETERMINATION TO WELD THE PLATES IN FU
TURE SUCH PROJECTS AS APPARENTLY WAS DONE IN ANOTHER 4OKYO
HIGH RISE AT THE TIME ! TOTAL OF EIGHT 4 SHAPED STEEL WALLS
WERE LOCATED AROUND ELEVATOR CORES AND SERVICE SHAFTS /THER
*APANESE BUILDINGS AT THE TIME WERE DESIGNED WITH PATENTED
PRECAST CONCRETE SEISMIC WALL CORES 4HE MOTIVATION TO USE A
STEEL PLATE WALL STEMMED FROM THE DESIRE TO USE AN INNOVATIVE
AND NONPATENTED CONSTRUCTION SYSTEM
4HE STORY +OBE #ITY (ALL 4OWER &IGURE n HAS STIFF
ENED 307 FROM THE THIRD mOOR AND ABOVE REINFORCED CON
CRETE WALLS WERE USED IN THE BASEMENT LEVELS AND COMPOSITE
WALLS OVER TWO STORIES WERE USED AS A TRANSITION BETWEEN THE
STEEL AND REINFORCED CONCRETE WALLS AS SHOWN IN &IGURE n 4HE STRUCTURE WAS SUBJECTED TO THE +OBE EARTHQUAKE
&UJITANI ET AL REPORTED MINOR LOCAL BUCKLING OF THE
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 &IG n 0LAN AND ELEVATION OF +OBE #ITY (ALL "UILDING &UJITANA ET AL &IG n 3KETCH OF PLATE BUCKLING AT TH STORY OF +OBE #ITY (ALL "UILDING &UJITANA ET AL $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
STIFFENED STEEL PLATE SHEAR WALLS ON THE TH STORY &IGURE
n AND RESIDUAL BUILDING DRIFTS ROOF OFFSETS OF IN ;
MM= AND IN ; MM= FROM THE VERTICAL IN THE NORTH AND
WEST DIRECTIONS RESPECTIVELY .OTE THAT AN UPPER STORY OF THE LOWER RISE BUILDING OF THE
+OBE #ITY (ALL COMPLEX SEEN IN THE FOREGROUND OF &IGURE n
COLLAPSED IN A SOFT STORY MECHANISMˆMORE SPECIlCALLY
THIS FAILURE OCCURRED AT THE LEVEL WHERE A MOMENT RESISTING
FRAME SYSTEM HAVING STEEL SECTIONS EMBEDDED IN REINFORCED
CONCRETE TRANSITIONED INTO A REGULAR MOMENT RESISTING REIN
FORCED CONCRETE FRAME .AKASHIMA ET AL HOWEVER
THIS BUILDING HAD A SIGNIlCANTLY LOWER PERIOD THAN THE ADJA
CENT TOWER WHICH ATTRACTED GREATER SEISMIC FORCES PRECLUD
ING COMPARISON OF THE SEISMIC PERFORMANCE BETWEEN THE TWO
STRUCTURES
&OLLOWING THE DEVELOPMENT OF SPECIAL ,OW 9IELD 3TEEL
,93 BY .IPPON 3TEEL SOME 307 PROJECTS HAVE INCLUDED
,93 PLATES TO DISSIPATE ENERGY 9AMAGUCHI ET AL 4HESE SPECIAL STEELS START TO YIELD AT RELATIVELY LOW STEEL
STRENGTH NAMELY BETWEEN AND -0A AND KSI
FOR ,93 CALCULATED BY THE PERCENT OFFSET METHOD AND
BETWEEN AND -0A AND KSI FOR ,93 STRAIN HARDEN SIGNIlCANTLY UP TO TO -0A TO KSI AND TO -0A TO KSI RESPECTIVELY AND
EXHIBIT MORE THAN PERCENT ELONGATION BEFORE FRACTURE
4HEIR LARGE DUCTILITY IS ADVANTAGEOUS FOR SEISMIC DESIGN
&URTHERMORE BECAUSE OF THEIR LOWER STRENGTH THICKER PLATES
ARE REQUIRED TO RESIST A GIVEN LATERAL LOAD THAN WITH CONVEN
TIONAL STEEL RESULTING IN FEWER STIFFENERS REQUIRED TO PREVENT
BUCKLING 4HE 3AITAMA 7IDE !REA *OINT !GENCY "UILDINGS
AND STORIES PROVIDE AN EXAMPLE OF IMPLEMENTATION OF
A STIFFENED 307 WITH ,93 &IGURE n 0LATES VARY
FROM IN TO  IN MM TO MM THICK ALONG THE HEIGHT
OF THE BUILDING WITH PANELS OF UP TO FT s FT M s M IN SIZE 4HE WALLS ARE POSITIONED AROUND THE STAIRWELLS IN
SOMEWHAT OF A CHECKERBOARD PATTERN TO MINIMIZE THE EFFECT
OF BENDING IN THE WALLS .OTE THAT ,93 STEELS ARE NOT YET PRO
DUCED IN .ORTH !MERICA
)N REVIEWING THE *APANESE EXPERIENCE WITH 307 IT IS
IMPORTANT TO RECOGNIZE THAT THE TRADITIONAL STRUCTURAL ENGI
NEERING PRACTICE IN *APAN HAS BEEN TO MAKE ALL THE BEAM
TO COLUMN CONNECTIONS IN THE BUILDING FULLY RESTRAINED MO
MENT CONNECTIONS EVEN WHEN BRACES OR WALLS ARE INTRODUCED
IN PARTS OF THE STRUCTURAL SYSTEMS )N THAT CONTEXT 307 ARE
TREATED AS HYSTERETIC DAMPERS WITH THE PRIMARY FUNCTION TO
REDUCE MAXIMUM BUILDING RESPONSE DURING AN EARTHQUAKE
4HE PRESENCE OF 307 AND COMPLETE MOMENT RESISTING FRAMES
NONETHELESS PROVIDES SIGNIlCANT REDUNDANCY COMPARED WITH
.ORTH !MERICAN PRACTICE
53!'% ). 4(% 5.)4%$ 34!4%3
/RIGINALLY IN THE ABSENCE OF CODIlED DESIGN PROVISIONS FOR
307 ENGINEERS RELIED ON ENGINEERING PRINCIPLES TO SIZE
AND DETAIL THESE WALLS 4HE FOLLOWING EXAMPLES ILLUSTRATE A
SAMPLE OF APPROACHES ADOPTED TO SATISFY DIFFERENT PROJECT
CONSTRAINTS
&OR A NEW STORY BUILDING THAT EXPANDED THE EXISTING
(# -OFlTT (OSPITAL AT THE 5NIVERSITY OF #ALIFORNIA 3AN
&RANCISCO -EDICAL #ENTER $EAN ET AL 7OSSER AND
0OLAND VARIOUS TYPES OF STRUCTURAL SYSTEMS WERE CON
SIDERED 3HEAR WALLS WERE DETERMINED TO BE THE BEST STRUC
TURAL SYSTEM TO ACCOMMODATE THE CONSTRAINTS OF HIGH DESIGN
SEISMIC FORCES AND HIGH STIFFNESS ASSUMED ADEQUATE AT THE
TIME TO PROTECT ESSENTIAL HOSPITAL SYSTEMS FROM DAMAGE SO
THEY COULD STAY IN SERVICE AFTER A SEVERE EARTHQUAKE AND
LIMITED AVAILABLE STORY HEIGHT TO MATCH THE mOOR LEVELS OF
THE ADJACENT EXISTING BUILDING AND THUS ACCOMMODATE THE
MANY DUCTS PIPES AND OTHER MECHANICAL AND ELECTRICAL ITEMS
IN THE CEILING SPACE 7OSSER AND 0OLAND REPORT THAT
REINFORCED CONCRETE SHEAR WALLS MORE THAN FT THICK WOULD
HAVE BEEN REQUIRED TO RESIST THE SUBSTANTIAL SPECIlED DESIGN
FORCES WHICH WAS DEEMED ARCHITECTURALLY UNACCEPTABLE AND
STEEL PLATE WALLS WERE USED INSTEAD 3TATIC ANALYSES AS WELL
AS RESPONSE SPECTRUM MODAL ANALYSIS WERE CONDUCTED FOR
THE STRUCTURAL SYSTEM &INITE ELEMENT ANALYSIS WAS USED TO
MODEL THE SHEAR WALLS HAVING IRREGULAR SHAPES AND OPENINGS
7OSSER AND 0OLAND REPORT
!S A RESULT OF THE STRINGENT DESIGN CRITERIA THE CONlGU
RATION OF THE STRUCTURE AND THE CHOSEN STRUCTURAL SOLUTION
A NUMBER OF UNUSUAL STRUCTURAL DETAILS WERE REQUIRED AND
DEVELOPED !MONG THESE WERE SPECIAL FOUNDATION DETAILS TO
HANDLE HIGH OVERTURNING FORCES AND OFFSET SHEAR WALL FOOT
INGS THE CREATION AND PRESENTATION OF AN ENTIRE DETAILING SYS
TEM FOR THE STEEL PLATED SHEAR WALLS AND SPECIAL DIAPHRAGM
DETAILS TO HANDLE THE HIGH SHEAR TRANSFERS INHERENT IN THE
STRUCTURAL CONlGURATION 4HE WALL PLATES OF THE STEEL PLATED
SHEAR WALLS WERE SIZED TO TAKE THE TOTAL SHEAR FORCES IN THE
WALL 4HE CONCRETE COVER PROVIDED STIFFNESS TO THE STRUCTURE
AND WAS REINFORCED TO THE EXTENT THAT IT WOULD BE COMPAT
IBLE WITH THE STEEL IN TERMS OF STRAIN 4HE CONCRETE WAS ALSO
USED TO STIFFEN THE STEEL PLATE .UMBER TIES AT FEET ON CEN
TER EACH WAY WERE USED TO TIE TOGETHER THE CONCRETE WALLS AT
EACH SIDE OF THE PLATE %ACH STEEL PLATED WALL IS COMPOSED
OF SEVERAL ELEMENTS INCLUDING COLUMNS GIRDERS WALL PLATES
AND TRIM MEMBERS AS SHOWN ON THE DIAGRAMMATIC ELEVATION
&IGURE n 4HE COLUMNS ARE EITHER HEAVY STANDARD 7& SECTIONS OR SPECIAL BUILT UP ( COLUMNS 0LATE GIRDERS ARE
GENERALLY INCHES DEEP WITH EITHER OR INCH mANGES
7ALL PLATES ARE STRUCTURAL STEEL PLATES EXTENDING VERTICALLY
BETWEEN PLATE GIRDERS AND HORIZONTALLY BETWEEN COLUMNS
TRIM MEMBER ETC &IGURE n 4YPICAL WALL DETAILS ARE SHOWN IN &IGURES n AND n
$ESIGN OF THIS PROJECT WAS COMPLETED IN AND CONSTRUC
TION SPANNED OVER YEARS
307 DESIGNED IN THE S WERE STIFFENED TO PREVENT
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 &IG n #ONCEPT FOR BUILDING WITH 307 OF ,93 9AMAGUCHI ET AL &IG n ( # -OFlTT (OSPITAL !DDITION TYPICAL STEEL SHEAR WALL DETAIL 7OSSER AND 0OLAND $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
BUCKLING OF THE WALL PLATE &OR EXAMPLE 307 WERE USED FOR
THE WIND CONTROLLED DESIGN OF THE (YATT 2EGENCY (OTEL IN
$ALLAS %.2 A SHOWN IN &IGURE n )N THE
NARROW DIRECTION OF THE TOWER STEEL PLATE WALLS WERE USED
BECAUSE BRACING WOULD HAVE ENCROACHED ON INTERIOR SPACE
AND CONCRETE SHEAR WALLS WOULD HAVE SLOWED DOWN THE PACE
OF CONSTRUCTION 3TEEL PLATES FT s FT IN THICK WERE
USED THROUGHOUT )T IS REPORTED THAT THE GRAVITY SUPPORT PRO
VIDED BY THE IN THICK PLATES WAS TAKEN INTO ACCOUNT TO RE
DUCE THE COLUMN AND BEAM SIZES PROVIDING SAVINGS IN CON
STRUCTION COST
307 WERE ALSO USED FOR THE /LIVE 6IEW -EDICAL #ENTER AT
3YLMAR IN #ALIFORNIAS 3AN &ERNANDO 6ALLEY !RCHITECTURAL
2ECORD %.2 B 4HIS FACILITY WAS CONSTRUCTED
TO REPLACE THE REINFORCED CONCRETE HOSPITAL BUILT IN AT
THAT SAME LOCATION THAT HAD TO BE DEMOLISHED DUE TO THE EX
TENSIVE DAMAGE IT SUFFERED DURING THE 3AN &ERNANDO
EARTHQUAKE ! COMBINATION OF PERIMETER AND INTERIOR SHEAR
WALLS WAS USED WITH REINFORCED CONCRETE WALLS IN THE LOWER
TWO STORIES AND 307 IN THE UPPER FOUR STORIES 7ALL PLATES
VARIED IN THICKNESS FROM 6 IN TO 9 IN WITH VARIOUS WIN
DOW OPENINGS AND WERE ERECTED IN FT s FT MODULES
&IGURE n WITH BOLTED SPLICES 4HE WALL DESIGN WAS CON
SIDERED LESS COSTLY THAN MOMENT RESISTING FRAMES AND STEEL
WALLS WERE USED IN THE UPPER STORIES AS A MEASURE TO REDUCE
THE WEIGHT OF THE STRUCTURE
)T IS WORTH NOTING THAT THIS HOSPITAL WAS SEVERELY SHAKEN
BY THE .ORTHRIDGE EARTHQUAKE !CCELEROMETERS AT THE
SITE RECORDED PEAK GROUND ACCELERATIONS OF G AND IN
STRUMENTS AT THE ROOF RECORDED PEAK VALUES OF G #ELEBI
.O STRUCTURAL DAMAGE WAS REPORTED BUT SUBSTANTIAL WATER
DAMAGE OCCURRED ! NUMBER OF UNBRACED SPRINKLER BRANCH
LINES BROKE OR LEAKED AT THREADED JOINTS SPRINKLER HEADS WERE
BROKEN OFF WHEN STRUCK BY SUSPENDED CEILING SYSTEMS VARIOUS
PIPES BROKE AT THEIR CONNECTION TO EQUIPMENTS AND VALVES TO
CHILLED WATER LINES FRACTURED AT THE PENTHOUSE LEVEL 5PPER
STORIES WERE CONTAMINATED WITH WATER mOWING DOWN AND
FORCING EVACUATION /3(0$ %XTENSIVE NONSTRUCTURAL
DAMAGE SUCH AS FAILURE OF SUSPENDED CEILING SYSTEMS STORAGE
RACKS BOOK RACKS AND DUCTWORK WAS ALSO REPORTED .AEIM
AND ,OBO AS SHOWN IN &IGURE n 4HIS HIGHLIGHTED THE
IMPORTANCE OF PROPER DESIGN AND DETAILING FOR NONSTRUCTURAL
SYSTEMS WHICH IS TRUE FOR ALL STRUCTURAL SYSTEMS
3TIFFENED 307 WERE ALSO USED FOR THE SEISMIC RETROlT OF
THE 6ETERANS !DMINISTRATION -EDICAL #ENTER IN #HARLESTON
3OUTH #AROLINA "ALDELLI 4HE DECISION TO USE STEEL
WALLS INSTEAD OF CONCRETE WALLS WAS BASED ON THE NEED
TO MINIMIZE DISRUPTION OF SERVICE IN THE HOSPITAL WHICH
REMAINED IN OPERATION DURING THE RETROlT AND TO ALLOW
FOR FUTURE EXPANSION 4HE STEEL WALLS WERE DEEMED MORE
EXPENSIVE THAN THEIR CONCRETE COUNTERPARTS BUT UNINTERRUPTED
USE OF THE MEDICAL FACILITY PROVIDED SAVINGS EXCEEDING
THE COST DIFFERENCE 4HE WALLS CONSISTED OF t IN THICK
PLATES CONNECTED TO A . IN s IN PERIMETER PLATE ITSELF
CONNECTED TO THE EXISTING CONCRETE mOORS USING DRILLED IN
EPOXY ANCHORS SPACED IN TO IN &IGURE n 0LATE AND
CHANNEL STIFFENERS WERE DESIGNED TO PREVENT THE SUBPANELS
FROM BUCKLING BY LIMITING COMPRESSION AND SHEAR STRESSES
TO ONE FOURTH OF THE BUCKLING STRESSES )T WAS RECOGNIZED
THAT A THINNER PLATE AND SMALLER STIFFENERS WOULD HAVE BEEN
THEORETICALLY POSSIBLE BY CONSIDERING THE STRENGTH PROVIDED
BY DIAGONAL TENSION lELD ACTION WITHIN EACH SUBPANEL BUT
NO ACTUAL SUCH REDUCTIONS WOULD HAVE BEEN POSSIBLE SINCE
THE WALL STIFFNESS REQUIREMENTS WERE FOUND TO GOVERN IN THIS
PARTICULAR CASE
307 HAVE BEEN USED IN THE SEISMIC RETROlTS OF OTHER TYPES
OF FACILITIES &OR EXAMPLE THE /REGON 3TATE ,IBRARY
A REINFORCED CONCRETE FRAME STRUCTURE WAS REINFORCED WITH
307 TO ALLOW THE STRUCTURE TO REMAIN OPEN DURING RENOVA
TION AND TO PRESERVE EXISTING HISTORICAL lNISHES 2OBINSON
AND !MES 3TEEL WALLS WERE ALSO ADVANTAGEOUS IN THIS
CASE BECAUSE THE MOISTURE AND HUMIDITY GENERATED DURING
CONCRETE PLACEMENT WOULD HAVE REQUIRED RELOCATING THE HIS
TORICAL BOOK COLLECTION TO PROTECT IT AGAINST POSSIBLE DAMAGE
3TEEL PLATES WERE ALSO DESIGNED IN SMALL PANELS THAT COULD
BE INSTALLED BY HAND TO AVOID USING HEAVY MACHINERY &IG
URES n AND "OLTED SPLICES USING STRUCTURAL 74
SHAPES WERE USED AS MUCH AS POSSIBLE TO MINIMIZE THE RISK
OF lRE FROM WELDING IN THE LIBRARY &INITE ELEMENT ANALYSIS
AND SITE SPECIlC RESPONSE SPECTRUM ANALYSIS WERE USED TO
DETERMINE BUILDING RESPONSE 4HE EXISTING STRUCTURE WAS AS
SUMED TO PROVIDE NO RESISTANCE TO LATERAL LOADS AND STIFFNESS
REQUIREMENTS OFTEN CONTROLLED DESIGN AS MANY OF THE EXISTING
STRUCTURAL ELEMENTS WERE ASSESSED TO BE SENSITIVE TO EXCESSIVE
DEmECTIONS 3TEEL MEMBERS WITH DRILLED IN EXPANSION TYPE
OR ADHESIVE TYPE ANCHORS WERE USED TO DELIVER THE SEISMIC
LOADS TO THE NEW WALLS &IGURE n 4HE FOOTINGS ALSO RE
QUIRED RETROlTTING TO RESIST THE OVERTURNING FORCES FROM THE
NEW 307
)MPLEMENTATION OF UNSTIFFENED 307 IN THE 5NITED 3TATES
IS MORE RECENT AND IS INDIRECTLY INmUENCED BY THE RECOGNITION
OF 307 SYSTEMS IN THE .ATIONAL "UILDING #ODE OF #ANADA
."## AND #ANADIAN 3TEEL $ESIGN 3TANDARD #!.#3!
3 SINCE 3IMILAR PROVISIONS WERE INCLUDED IN
&%-! .%(20 2ECOMMENDED 0ROVISIONS FOR 3EISMIC
2EGULATIONS FOR .EW "UILDINGS AND /THER 3TRUCTURES IN
AND !)3# IN -ORE INFORMATION IS AVAILABLE AT THE 53'3 WEB SITE HTTPPUBSUSGSGOVFSFS PERFHTML
53'3 FACT SHEET $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 A
B
C
&IG n (# -OFlT (OSPITAL !DDITION TYPICAL STEEL SHEAR WALL
AND EXAMPLE CROSS SECTION $EAN ET AL 7OSSER AND 0OLAND $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n (YATT 2EGENCY $ALLAS A COMPLETED BUILDING FROM
HTTPDALLASREGENCYHYATTCOM B STIFFENED STEEL PLATE WALL
DETAIL !RCHITECTURAL 2ECORD C DURING CONSTRUCTION
!RCHITECTURAL 2ECORD ! SIGNIlCANT PROJECT FOR A STORY HIGH RISE IN 3AN &RAN
CISCO 4HE #ENTURY PROPOSED TO USE A CORE WALL SYSTEM HAV
ING UNSTIFFENED 307 AND LARGE COMPOSITE CONCRETE lLLED
STEEL PIPE COLUMNS AS BOUNDARY ELEMENTS 4HE COMPOSITE
COLUMNS CONTRIBUTE SUBSTANTIALLY TO THE mEXURAL STIFFNESS
AND RESISTANCE TO OVERTURNING IN THE SYSTEM &IGURE nB !LTHOUGH THAT PROJECT WAS EVENTUALLY CANCELLED AFTER ITS
DESIGN WAS COMPLETED AND BUILDING PERMITS OBTAINED THE
SAME CONCEPT WAS REUSED IN THE NARROW .ORTH 3OUTH DIREC
TION OF THE CORE FOR THE 53 &EDERAL #OURTHOUSE A STORY
BUILDING IN 3EATTLE &IGURES nA n AND n BRACED
FRAMES WERE USED IN THE %AST 7EST DIRECTION 3ELECTION OF
307 FOR THESE PROJECTS WAS BASED ON FOUR ADVANTAGES ASSOCI
ATED WITH THIS SYSTEM &IRST THE 307 SYSTEM REQUIRED WALLS
THINNER THAN THOSE NEEDED FOR AN EQUIVALENT CONCRETE SHEAR
WALL IN INCLUDING THE FURRING FOR THE 3037 VERSUS IN FOR THE CONCRETE SHEAR WALL RESULTING IN SAVINGS OF AP
PROXIMATELY PERCENT IN GROSS SQUARE FOOTAGE 3ECOND THE
SYSTEM WAS LIGHTER THAN CONCRETE SHEAR WALLS APPROXIMATELY
PERCENT LESS THAN USING AN EQUIVALENT CONCRETE SHEAR WALL
CORE SYSTEM WITH A CORRESPONDING REDUCTION IN FOUNDATION
LOADS DUE TO GRAVITY AND OVERALL BUILDING SEISMIC LOADS 4HE
THIRD ADVANTAGE WAS THE REDUCED CONSTRUCTION TIME AS THE
WALL WAS FAST TO ERECT DID NOT REQUIRE A CURING PERIOD AND
WAS ACCORDING TO THE STEEL ERECTOR FOR THAT PROJECT EASIER
TO ASSEMBLE THAN EQUIVALENT SPECIAL CONCENTRICALLY BRACED
FRAMES 4HE FOURTH ADVANTAGE OF THIS SYSTEM WAS ITS EXCELLENT
POST BUCKLING STRENGTH AND DUCTILITY EXPERIMENTS CONDUCTED
TO VALIDATE THE SYSTEM USED FOR THIS PARTICULAR PROJECT ARE DE
SCRIBED IN #HAPTER 307 HAVE BEEN USED TO STRENGTHEN BUILDINGS HAVING MO
MENT RESISTING FRAMES THAT WERE DAMAGED BY THE .ORTH
RIDGE EARTHQUAKE 4HE TWO STORY PLUS BASEMENT STRUCTURE
SHOWN IN &IGURE n LOCATED IN THE 3AN &ERNANDO 6ALLEY
NEAR THE EPICENTER EXPERIENCED DAMAGE TO NEARLY ONE HALF OF
ITS MOMENT FRAME CONNECTIONS IN THE .ORTH 3OUTH DIRECTION
OF THE BUILDING 4HE LATERAL SYSTEM FOR THE BUILDING CONSIST
ED OF TWO MOMENT RESISTING FRAMES IN EACH DIRECTION OF THE
BUILDING %ACH FRAME CONSISTED OF THREE BAYS FOUR COLUMNS
INTERCONNECTED BY THREE GIRDERS $UE TO THE ESSENTIAL FACILITY OCCUPANCY THE PERFORMANCE
CRITERION FOR STRENGTHENING THIS BUILDING WAS TO MEET IMME
DIATE OCCUPANCY REQUIREMENTS FOR THE YEAR EVENT AT THAT
SITE WHICH WAS DEEMED POSSIBLE USING A 307 SYSTEM TO LIM
IT HORIZONTAL DRIFT AND THEREFORE ROTATIONAL DEMAND ON THE
EXISTING MOMENT CONNECTIONS 3TEEL PLATES  IN THICK MADE
WITH MATERIAL WITH &Y FROM TO KSI WERE ADDED TO EACH
OF THE TWO MOMENT FRAME LINES IN EACH DIRECTION WELDED TO A
IN CONTINUOUS lSH PLATE WITHOUT SPECIAL CORNER REINFORCE
MENT 4HE WALLS WERE SPLICED WITH GROOVE WELDS
4HE EXISTING STEEL MOMENT FRAME COLUMNS AND GIRDERS
WERE USED TO PROVIDE THE VERTICAL AND HORIZONTAL BOUNDARY
ELEMENTS OF THE 307 PANELS 4HE DESIGN WAS VALIDATED BY
BOTH NONLINEAR STATIC PUSHOVER METHODS USING THE &%-!
&%-! B TARGET DISPLACEMENT METHOD TO ESTI
MATE ROOFTOP DISPLACEMENTS 4HE NONLINEAR PUSHOVER MODEL
CONSISTED OF UNIDIRECTIONAL EQUIVALENT DIAGONAL hSTRIPSv TO
MODEL THE TENSILE lELD BEHAVIOR OF SHEAR PANEL AND THE FORCE
TRANSFERS IN THE BOUNDARY ELEMENTS &IGURE n 4HIS ANAL
YSIS WAS FURTHER VALIDATED BY NONLINEAR TIME HISTORY ANALY
SIS USING TENSION ONLY DIAGONAL STRIPS IN BOTH DIRECTIONS TO
MODEL THE TENSILE lELD BEHAVIOR IN BOTH DIRECTIONS DURING THE
TIME HISTORY RESPONSES 4HE STRIPS POSSESSED TENSILE STIFFNESS
AND STRENGTH WITH NO COMPRESSION STRENGTH OR STIFFNESS SEE
#HAPTERS AND FOR A DETAILED DISCUSSION OF THIS METHOD OF
ANALYSIS 4HE 307 SYSTEM PROVIDED SIGNIlCANT STIFFNESS TO THE ORIG
INAL MOMENT FRAME AND DID NOT TAKE UP AS MUCH SPACE AS A
COMPARABLE CONCRETE SHEAR WALL OR STEEL BRACED FRAME 4HE
CONCEPT ALSO ALLOWED THE BUILDING TO REMAIN OCCUPIED DURING
CONSTRUCTION
307 HAVE RECENTLY FOUND APPLICATIONS IN LOW RISE RESI
DENTIAL BUILDINGS THAT HAVE SIZEABLE OPEN mOOR PLANS AND
ARE REQUIRED TO BE BUILT WITH AN ENGINEERED FRAMING SYSTEM
%ATHERTON 4HESE WERE DESIGNED USING 307 AS THIS
SYSTEM WAS DEEMED LESS EXPENSIVE THAN THE MOMENT FRAME
ALTERNATIVE AND FASTER TO CONSTRUCT BY HAVING THE 307 SHOP
FABRICATED 7ALLS WERE DESIGNED IN ACCORDANCE WITH THE #A
NADIAN 307 REQUIREMENTS #!.#3! 3 CONTAINED THE
ONLY CODIlED 307 SEISMIC DESIGN REQUIREMENTS AVAILABLE AT
THE TIME !S SUCH A PUSHOVER ANALYSIS WAS PERFORMED WITH
THE PLATE IN EACH PANEL MODELED AS TENSION STRIPS "OUND
ARY MEMBERS WERE DESIGNED TO REMAIN ELASTIC UP TO THE EX
PECTED YIELD STRENGTH OF THE PLATE
&OR A FT RESIDENCE IN !THERTON #ALIFORNIA &IGURE
n THE 307 COLUMNS ARE FT CENTER TO CENTER AND THE
WEB PLATE IS GAGE !34- ! MATERIAL SPECIlED WITH
YIELD STRENGTH OF KSI #OUPON TESTS WERE CONDUCTED ON THE
PLATE MATERIAL TO VERIFY ACTUAL YIELD STRENGTH AND ELONGATION
307 WERE ALSO USED FOR A FT RESIDENCE IN 3AN -ATEO
#OUNTY %ATHERTON AND *OHNSON TO MEET THE OWNER
SPECIlED REQUIREMENT THAT NO SIGNIlCANT STRUCTURAL DAMAGE
BE SUFFERED IN A PROBABLE EARTHQUAKE &IGURE n &OR THE
GIVEN OPEN mOOR PLAN WITH FEW SOLID LENGTHS OF WALLS MO
MENT FRAMES WOULD HAVE REQUIRED THICKER WALLS TO ACCOMMO
DATE LARGE COLUMNS 4HE 307 LATERAL SYSTEM WAS DESIGNED
TO REMAIN ELASTIC AND CAPABLE OF RESISTING SEVERAL TIMES THE
CODE SPECIlED LEVEL OF BASE SHEAR 4YPICAL WALL LENGTH IS FT CENTER TO CENTER OF COLUMNS SOMETIMES WITH WALL PANELS
SIDE BY SIDE WHERE IT WAS POSSIBLE 0LATE WAS TYPICALLY GAGE WITH THE SAME MATERIAL SPECIlCATIONS AND COUPON TESTS
AS THE RESIDENCE IN !THERTON
&IGURE n SHOWS A FT TWO STORY STRUCTURE IN ,OS
!LTOS #ALIFORNIA WITH SIGNIlCANTLY OPEN mOOR PLAN WHERE
307 WERE DEEMED TO BE A SUPERIOR AND MORE ECONOMICAL
ALTERNATIVE OVER MOMENT FRAMES
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 A
B
&IG n /LIVE 6IEW (OSPITAL STEEL PLATE ASSEMBLY %.2 $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n .ONSTRUCTURAL DAMAGE IN /LIVE 6IEW (OSPITAL DUE TO
.ORTHRIDGE EARTHQUAKE .AEIM AND ,OBO &IGURE n SHOWS A FOUR STORY RESIDENCE IN 3AN
&RANCISCO IN WHICH 307 WERE USED 4HE LATERAL FORCE
RESISTING ELEMENTS WERE SELECTED TO lT WITHIN THE RESTRICTIVE
ARCHITECTURAL GEOMETRY 307 WERE THE ONLY SOLUTION THAT
ALLOWED DEEP ARCHITECTURAL RECESSES IN THE WALL SURFACE WHILE
STILL PROVIDING ADEQUATE STIFFNESS IN A MODEST LENGTH 4HE
PLATE WAS WELDED DIRECTLY TO THE BEAMS AND COLUMNS IN THE
SHOP BOLTED SOLUTIONS WERE CONSIDERED TOO DIFlCULT TO lT UP
AND WELDING THE PLATE TO ANOTHER PIECE WELDED TO THE BEAM
OR COLUMN WOULD HAVE BEEN MORE EXPENSIVE 4HE STEEL PLATE
SHEAR WALL PROVED MORE ECONOMICAL THAN BRACES FOR THE TALLER
MORE SLENDER FRAMES
)N ADDITION TO PROVIDING IN PLANE RESISTANCE TO WIND OR
SEISMIC LOADS 307 ARE ALSO lNDING APPLICATIONS IN BLAST
RESISTANT DESIGN )NNOVATION ON THE BASIS OF THEIR OUT
OF PLANE STRENGTH !S ONE EXAMPLE THE NEW 53 &EDERAL
!VIATION !DMINISTRATION SECURITY PROTOCOLS CALL FOR BLAST
AND IMPACT RESISTANT AIR TRAFlC CONTROL TOWERS AND PREVENTION
OF TOWER COLLAPSE IN THE EVENT OF MAJOR STRUCTURAL DAMAGE
SUCH AS LOSS OF A COLUMN 2ELYING ON 307S ABILITY TO
INELASTICALLY DISSIPATE ENERGY A TOWER CONCEPT BUILT FROM
STACKED PANELS FT LONG BY FT WIDE WITH IN THICK
PLATES WAS PROPOSED TO SATISFY THE NEW REQUIREMENT &IGURE
n .ONLINEAR TIME HISTORY lNITE ELEMENT ANALYSIS OF THE
SYSTEM WAS CONDUCTED USING PLATE AND MEMBRANE ELEMENTS
AND LARGE DEmECTION CAPABILITIES UNDER BLAST IMPULSE LOADING
CONDITIONS
53!'% ). #!.!$!
3INCE THE EARLY S UNSTIFFENED STEEL PLATE SHEAR WALLS
HAVE BEEN CONSTRUCTED IN #ANADA AS THESE WERE THE TYPES OF
307 ON WHICH #ANADIAN RESEARCH FOCUSED !N EIGHT STORY
BUILDING WAS CONSTRUCTED IN 6ANCOUVER "RITISH #OLUMBIA TO
PROVIDE ADEQUATE SEISMIC PERFORMANCE IN THE NARROW BUILD
ING DIRECTION WHERE THE ONLY LOCATIONS AVAILABLE FOR LATERAL
LOAD RESISTING STRUCTURAL ELEMENTS WERE ADJACENT TO ELEVATOR
SHAFTS AND STAIRCASES ECCENTRICALLY BRACED FRAMES WERE USED
IN THE OTHER DIRECTION 'LOTMAN 7ITH THE PUBLICATION OF 307 SEISMIC DESIGN REQUIREMENTS
IN THE #ANADIAN 3TEEL $ESIGN 3TANDARD #!.#3! 3
IMPLEMENTATION ACCELERATED SIGNIlCANTLY ! SERIES OF
307 LOCATED AROUND ELEVATOR SHAFTS WAS FOUND TO BE THE BEST
SOLUTION TO RESIST LATERAL LOAD ON A SIX STORY BUILDING WITH AN
IRREGULAR mOOR PLAN &IGURE n THAT PROVIDED A FT
EXPANSION TO THE #ANAM -ANAC 'ROUP HEADQUARTERS IN 3T
'EORGES 1UEBEC $RIVER 3IMPLICITY IN CONSTRUCTION
DETAILS CONTRIBUTED TO THE COST EFFECTIVENESS OF THE 307
SYSTEM 7ALLS WERE FT WIDE CENTER TO CENTER OF COLUMNS
AND FT TALL DELIMITED BY THE DIMENSIONS OF THE ELEVATOR
CORES )NlLL PLATES WERE IN THICK THROUGHOUT &IGURE
n 4WO STORY TIERS WERE SHOP FABRICATED AND ASSEMBLED
IN THE lELD WITH SLIP CRITICAL BOLTED SPLICES
! 307 SYSTEM WAS ALSO SELECTED FOR THE SEVEN STORY ).'
BUILDING IN 3TE (YACINTHE 1UEBEC ON THE BASIS OF FASTER
CONSTRUCTION TIME AND GAIN OF USABLE mOOR SPACE COMPARED
TO THE OTHER STRUCTURAL SYSTEMS CONSIDERED REINFORCED CON
CRETE WALLS AND STEEL BRACED FRAMES AMONG MANY 4HE DE
SIGN CONCEPT RELIED ON A CORE OF WALLS LOCATED IN THE MIDDLE
OF THE BUILDING &IGURE n &ULL HEIGHT FT WALLS WERE
PREFABRICATED IN THE SHOP SOME OF THE WALLS WERE FABRICATED
IN HALF WIDTH SEGMENTS AND JOINED TOGETHER ON SITE WITH A
VERTICAL WELDED SEAM SPANNING FROM TOP TO BOTTOM EXCEPT
FOR THE BEAM SPLICES THAT WERE BOLTED &IGURE n 4HE
BASE OF THE WALL WAS CONTINUOUSLY ANCHORED TO THE FOUNDA
TION &IGURE n 307 WERE ALSO USED FOR A TWO STORY ADDITION TO AN EXISTING
SINGLE STORY BUILDING OF THE )NSTITUT DE 2ECHERCHES #LINIQUES
DE -ONTRÏAL )#2- IN -ONTREAL &IGURE n /NE OF THE
307 SPANNED TWO STORIES FROM THE TOP OF THE EXISTING ONE
STORY STEEL FRAME TO THE ROOF ANOTHER SPANNED THREE STORIES
WITH RESPECTIVE DIMENSIONS OF FT s FT M s M
AND FT s FT M BY M WITH IN THICK MM PLATES %ACH WALL WAS SHIPPED AS A UNIT TO THE SITE
53!'% ). -%8)#/
! STORY CONDOMINIUM BUILDING LOCATED ON A HILLSIDE WAS
ORIGINALLY PLANNED IN REINFORCED CONCRETE WITH STORY HEIGHTS
OF FT M AND TOTAL HEIGHT OF FT M (OWEVER
A STEEL ALTERNATIVE WAS DESIGNED FOR COST COMPARISON AT THE
OWNERS REQUEST 0RELIMINARY CALCULATIONS SHOWED THAT DUC
TILE STEEL FRAMES COMBINED WITH CONCRETE SHEAR WALLS LOCATED
AROUND THE ELEVATOR CORES WERE MORE ECONOMICAL AND THIS
STRUCTURAL SYSTEM WAS SELECTED FOR CONSTRUCTION 3AVINGS
WERE MOSTLY OBTAINED IN THE LOWER mOOR WEIGHT AND IN FASTER
CONSTRUCTION TIME (OWEVER THE CONSTRUCTION SCHEDULE COULD
NOT BE MET BECAUSE THE CONTRACTOR COULDNT KEEP THE CON
CRETE SHEAR WALL CONSTRUCTION ON PACE WITH THAT OF THE STEEL
FRAMEˆTHE WALLS WERE NEEDED TO STABILIZE THE STEEL FRAME
LATERALLY BUT TYPICALLY THE STEEL COLUMNS WERE ERECTED OVER
THREE STORIES AND THEN HAD TO WAIT FOR THE CONCRETE SHEAR WALLS
TO CATCH UP
4HE SAME OWNERS SUBSEQUENTLY BUILT A NEARLY IDENTICAL
BUILDING ON AN ADJACENT SITE &IGURES n TO n "ASED
ON THEIR PRIOR EXPERIENCE IT WAS DECIDED TO REPLACE THE CON
CRETE SHEAR WALLS WITH 307 4HESE WALLS WERE DESIGNED FOL
LOWING THE DESIGN CRITERIA AND RECOMMENDATIONS OF #ANADIAN
3TANDARD #!.#3! 3 BECAUSE THIS SYSTEM WAS NOT YET
COVERED BY THE APPLICABLE -EXICAN DESIGN CODE 2EGLAMEN
TO DE #ONSTRUCCIONES DEL $ISTRITO &EDERAL IE 0OLICIES FOR
#ONSTRUCTION IN THE &EDERAL $ISTRICT ALTHOUGH THE SYSTEM
WAS CONTEMPLATED FOR INCLUSION IN FUTURE EDITIONS OF THE
-EXICAN CODE AT THAT TIME 4HAT BUILDING WAS CONSTRUCTED
AS SCHEDULED SIGNIlCANTLY FASTER AND AT A LOWER COST THAN THE
PREVIOUS ONE
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 &IG n %LEVATIONS OF STEEL PLATE PANELS IN 6ETERANS !DMINISTRA
TION -EDICAL #ENTER IN #HARLESTON 3# "ALDELLI &IG n )NSTALLATION OF NEW STEEL PLATE SHEAR WALLS COURTESY OF
+0&& #ONSULTING %NGINEERS 0ORTLAND /2 &IG n .EW STEEL PLATE SHEAR WALLS COURTESY OF +0&&
#ONSULTING %NGINEERS 0ORTLAND /2 $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n #ONNECTION OF 307 TO EXISTING 2# FRAME COURTESY OF
+0&& #ONSULTING %NGINEERS 0ORTLAND /2 &IG n #ORE WALLS WITH COMPOSITE CONCRETE INlLL STEEL PIPE COLUMNS 3EILIE AND (OOPER &IG n 53 &EDERAL #OURTHOUSE 3EATTLE COURTESY OF *OHN (OOPER -AGNUSSON +LEMENCIC !SSOCIATES 3EATTLE 7! $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 &IG n 3TRUCTURAL SYSTEM FOR 53 &EDERAL #OURTHOUSE 3EATTLE COURTESY OF *OHN (OOPER -AGNUSSON +LEMENCIC !SSOCIATES 3EATTLE 7! &IG n 3TRIP MODELS USED IN PROJECT USING 307 FOR STRENGTHENING COURTESY OF *AY ,OVE $EGENKOLB %NGINEERS /AKLAND #! $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n 2ESIDENTIAL BUILDING WITH 307 IN !THERTON #! COURTESY OF - %ATHERTON '&$3 %NGINEERS 3AN &RANCISCO &IG n 2ESIDENTIAL BUILDING WITH 307 IN 3AN -ATEO #OUNTY #! COURTESY OF - %ATHERTON '&$3 %NGINEERS 3AN &RANCISCO $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 &IG n 2ESIDENTIAL BUILDING WITH 307 IN ,OS !LTOS #!
COURTESY OF - %ATHERTON '&$3 %NGINEERS 3AN &RANCISCO &IG n 307 IN FOUR STORY RESIDENCE IN 3AN &RANCISCO COURTESY
OF *ON "RODY *ON "RODY 3TRUCTURAL %NGINEERS 3AN &RANCISCO B
A
C
&IG n 0ROPOSED BLAST AND IMPACT RESISTANT AIR TRAFlC CONTROL TOWERS USING 307 IN -EDFORD /2 A ELEVATION B DEmECTED SHAPE AND
C EFFECTIVE STRESS CONTOURS FROM lNITE ELEMENT ANALYSIS COURTESY OF *OHN 0AO "0! 'ROUP 3TRUCTURAL %NGINEERS "ELLEVUE 7! $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n #ANAM -ANAC 'ROUP HEADQUARTERS EXPANSION
COURTESY OF 2ICHARD 6INCENT #ANAM -ANAC 'ROUP
3T 'EORGE 1UEBEC #ANADA &IG n 307 IN #ANAM -ANAC 'ROUP HEADQUARTERS EXPANSION
COURTESY OF 2ICHARD 6INCENT #ANAM -ANAC 'ROUP
3T 'EORGE 1UEBEC #ANADA &IG n #ORE WALL AT MIDDLE OF ).' BUILDING
COURTESY OF ,OUIS #REPEAU AND *EAN "ENOIT $UCHARME
'ROUPE 4EKNIKA -ONTREAL #ANADA &IG n #LOSE UP VIEW OF WALL AT MID SPAN SPLICE LOCATION ).'
BUILDING COURTESY OF ,OUIS #REPEAU AND *EAN "ENOIT $UCHARME
'ROUPE 4EKNIKA -ONTREAL #ANADA $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 &IG n 307 AND DETAILS AT BASE OF 307 ).' BUILDING COURTESY OF ,OUIS #REPEAU AND *EAN "ENOIT $UCHARME
'ROUPE 4EKNIKA -ONTREAL #ANADA $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n 307 BUILDING IN -EXICOˆINSIDE VIEW OF WALLS
AROUND ELEVATOR CORE -ARTINEZ 2OMERO &IG n 307 DETAILS FOR )#2- BUILDING
COURTESY OF ,OUIS #REPEAU AND *EAN "ENOIT $UCHARME 'ROUPE
4EKNIKA -ONTREAL #ANADA &IG n 307 BUILDING IN -EXICOˆOUTSIDE VIEW OF WALLS
AROUND ELEVATOR CORE -ARTINEZ 2OMERO &IG n 307 BUILDING IN -EXICO -ARTINEZ 2OMERO $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 #HAPTER ,ITERATURE 3URVEY
,)4%2!452% 3526%9
! STEEL PLATE SHEAR WALL 307 IS A LATERAL LOAD RESISTING
SYSTEM CONSISTING OF VERTICAL STEEL PLATE INlLLS CONNECTED
TO THE SURROUNDING BEAMS AND COLUMNS AND INSTALLED IN ONE
OR MORE BAYS ALONG THE FULL HEIGHT OF THE STRUCTURE TO FORM
A CANTILEVERED WALL &IGURE n 307 SUBJECTED TO CYCLIC
INELASTIC DEFORMATIONS EXHIBIT HIGH INITIAL STIFFNESS BEHAVE
IN A VERY DUCTILE MANNER AND DISSIPATE SIGNIlCANT AMOUNTS
OF ENERGY 4HESE CHARACTERISTICS MAKE THEM SUITABLE TO
RESIST SEISMIC LOADING 307 CAN BE USED NOT ONLY FOR THE
DESIGN OF NEW BUILDINGS BUT ALSO FOR THE RETROlT OF EXISTING
CONSTRUCTION "EAM TO COLUMN CONNECTIONS IN 307 MAY IN
PRINCIPLE BE EITHER OF THE SIMPLE TYPE OR MOMENT RESISTING
TYPE .OTE THAT ONLY THE LATTER ARE ALLOWED BY !)3# FOR
HIGH SEISMIC APPLICATIONS
0RIOR TO KEY RESEARCH PERFORMED IN THE S THE DESIGN
LIMIT STATE FOR 307 WAS CONSIDERED TO BE OUT OF PLANE BUCK
LING OF THE INlLL PANEL 4O PREVENT BUCKLING ENGINEERS DE
&184+479-* 7*974+.94+*=.89.3, (43897:(9.43*&294
(41:23 (433*(9.438 .3 " % 2&> .3 57.3(.51* '*
*.9-*7 4+ 9-* 8.251* 9>5* 47 242*397*8.89.3, 9>5*
49*9-&9431>9-*1&99*7&7*&114<*)'>"
+47
-.,-8*.82.(&551.(&9.438
&IG n 4YPICAL STEEL PLATE SHEAR WALL "RUNEAU ET AL SIGNED 307 WITH HEAVILY STIFFENED INlLL PLATES (OWEVER
SEVERAL EXPERIMENTAL AND ANALYTICAL STUDIES USING BOTH QUASI
STATIC AND DYNAMIC LOADING SHOWED THAT THE POST BUCKLING
STRENGTH AND DUCTILITY OF SLENDER WEB 307 CAN BE SUBSTANTIAL
4HORBURN ET AL 4IMLER AND +ULAK 4ROMPOSCH
AND +ULAK 2OBERTS AND 3ABOURI 'HOMI 3AB
OURI 'HOMI AND 2OBERTS #ASSESE ET AL %LGAALY
ET AL $RIVER ET AL %LGAALY AND ,IU %LGAA
LY 2EZAI ,UBELL ET AL "ERMAN AND "RU
NEAU A 6IAN AND "RUNEAU "ERMAN AND "RUNEAU
"ASED ON SOME OF THIS RESEARCH #ANADIAN 3TANDARDS
!SSOCIATION STEEL DESIGN STANDARD #!.#3! 3 PROVID
ED DESIGN CLAUSES FOR 307 WITH THE WALL ALLOWED TO BUCKLE IN
SHEAR AND DEVELOP TENSION lELD ACTION #3! 3IMILAR
BEHAVIOR IS NOW ALSO ALLOWED IN THE .%(20 2ECOM
MENDED 0ROVISIONS &%-! AND !)3# 4HE POST BUCKLING STRENGTH AND TENSION lELD ACTION
MECHANISM OF UNSTIFFENED PLATES CAN BE DESCRIBED AS
FOLLOWS )T IS ASSUMED THAT THE STEEL PANELS OF 307 DO NOT
CARRY GRAVITY LOADS AND EXPERIENCE ONLY SHEAR DEFORMATIONS
WHEN THE STRUCTURE IS SUBJECTED TO LATERAL LOADS AND THAT EACH
PANEL IS BOUNDED BY RIGID BEAM AND COLUMN ELEMENTS !T
THE CENTER OF THE SHEAR WALL PANEL AWAY FROM THE BOUNDARY
RESTRAINTS THE PLATE IS THEN SUBJECT TO ESSENTIALLY PURE
SHEAR WITH PRINCIPAL STRESSES ORIENTED AT A ANGLE TO
THE DIRECTION OF LOAD AND THE PRINCIPAL STRESSES BEING BOTH
COMPRESSION AND TENSION 4HE BUCKLING STRENGTH OF THE
PLATE IN COMPRESSION IS DEPENDENT UPON THE SLENDERNESS OF
THE PLATE DEPTH TO THICKNESS RATIO AND WIDTH TO THICKNESS
RATIO 4HESE RATIOS ARE TYPICALLY RELATIVELY HIGH FOR NORMAL
BUILDING GEOMETRIES AND REASONABLE WALL THICKNESSES AND
BUCKLING STRENGTH IS CORRESPONDINGLY VERY LOW )N ADDITION
IT IS INEVITABLE THAT THE PLATE WILL NOT BE STRAIGHT OR mAT DUE
TO FABRICATION AND ERECTION TOLERANCES POTENTIALLY RESULTING
IN REDUCED COMPRESSION STRENGTH 7HEN THE LATERAL LOAD
APPLIED TO THE WALL GENERATES PRINCIPAL COMPRESSIVE STRESSES
THAT EXCEED THE COMPRESSION STRENGTH OF THE PLATE THE PLATE
BUCKLES GENERATING FOLD LINES IN THE PLATE PERPENDICULAR TO
THESE COMPRESSIVE STRESSES AND PARALLEL TO THE PRINCIPAL
TENSILE STRESSES !T THIS POINT LATERAL LOADS ARE TRANSFERRED
THROUGH THE PLATE BY THE PRINCIPAL TENSION STRESSES 4HIS POST
BUCKLING BEHAVIOR IS TYPICALLY REFERRED TO AS hTENSION lELD
ACTIONv 4HIS IS ILLUSTRATED IN &IGURE n
4HIS MECHANISM HAS BEEN RECOGNIZED AS EARLY AS IN THE
S IN AEROSPACE ENGINEERING 7AGNER AND AS EARLY
AS IN THE S IN STEEL BUILDING CONSTRUCTION WHEN IT WAS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 INCORPORATED INTO THE DESIGN PROCESS OF PLATE GIRDERS "ASLER
4HE APPROPRIATENESS OF POST BUCKLING STIFFNESS AND
STRENGTH CHARACTERISTICS OF 307 TO RESIST SERVICE LATERAL LOADS
WAS ANALYTICALLY PREDICTED BY 4HORBURN ET AL AND EX
PERIMENTALLY CONlRMED BY 4IMLER AND +ULAK 2ESEARCH ON UNSTIFFENED STEEL PLATE SHEAR WALLS HAS INVESTI
GATED THE EFFECT OF SIMPLE VERSUS RIGID BEAM TO COLUMN CON
NECTIONS ON THE OVERALL BEHAVIOR #ACCESE ET AL THE
DYNAMIC RESPONSE OF STEEL PLATE SHEAR WALLS 3ABOURI 'HOMI
AND 2OBERTS 2EZAI THE EFFECTS OF HOLES IN THE
INlLL PLATES 2OBERTS AND 3ABOURI 'HOMI 6IAN AND
"RUNEAU THE USE OF LOW YIELD POINT STEEL AND LIGHT
GAUGE STEEL 6IAN AND "RUNEAU "ERMAN AND "RUNEAU
AND INlLL CONNECTIONS %LGAALY 3CHUMACHER ET
AL &URTHERMORE lNITE ELEMENT MODELING OF UNSTIFF
ENED STEEL PLATE SHEAR WALLS HAS BEEN INVESTIGATED IN SOME
OF THE AFOREMENTIONED PAPERS AS WELL AS BY %LGAALY ET AL
AND $RIVER ET AL 3OME OF THE ABOVE RESEARCH
IS REVIEWED IN THE FOLLOWING SECTIONS .OTE THAT THIS CHAP
TER FOCUSES ON UNSTIFFENED 307 AND THAT IN THE FOLLOWING
THE ACRONYM 307 REFERS TO AN UNSTIFFENED STEEL PLATE SHEAR
WALL
!.!,94)#!, 345$)%3
A DUFWDQ ¥
WK ¦¦¦
¦§ $E
W/
$F
K ´µµ
µ
, F / µ¶
WHERE T IS THE THICKNESS OF THE INlLL PLATE H IS THE STORY HEIGHT
, IS THE BAY WIDTH )C IS THE MOMENT OF INERTIA OF THE VERTICAL
BOUNDARY ELEMENT !C IS THE CROSS SECTIONAL AREA OF THE VERTI
CAL BOUNDARY ELEMENT AND !B IS THE CROSS SECTIONAL AREA OF
THE HORIZONTAL BOUNDARY ELEMENT 4HE mEXURAL STIFFNESS OF THE
HORIZONTAL BOUNDARY ELEMENTS WAS EXCLUDED IN THE DERIVATION
BECAUSE THE OPPOSING TENSION lELDS THAT DEVELOP ABOVE AND
BELOW THESE INTERMEDIATE HORIZONTAL MEMBERS APPROXIMATELY
CANCEL OUT AND INDUCE LITTLE SIGNIlCANT mEXURE THERE
5SING THE INCLINATION ANGLE GIVEN BY %QUATION n AN
ANALYTICAL MODEL KNOWN AS A STRIP MODEL IN WHICH THE INlLL
PLATES ARE REPRESENTED BY A SERIES OF PIN ENDED TENSION ONLY
STRIPS WAS DEVELOPED BY 4HORBURN ET AL AND SUBSE
QUENTLY RElNED BY 4IMLER AND +ULAK ! TYPICAL STRIP
MODEL REPRESENTATION OF A 307 IS SHOWN IN &IGURE n AND
THE ACCURACY OF THE STRIP MODEL HAS BEEN VERIlED THROUGH
COMPARISONS WITH EXPERIMENTAL RESULTS SUCH AS IN &IGURE
n WHICH HAS BEEN ADAPTED FROM $RIVER ET AL .OTE
! TYPICAL 307 &IGURE n CONSISTS OF HORIZONTAL AND VERTI
CAL BOUNDARY ELEMENTS THAT MAY OR MAY NOT CARRY GRAVITY
LOADS AND THIN INlLL PLATES THAT BUCKLE IN SHEAR AND FORM A
DIAGONAL TENSION lELD TO RESIST LATERAL LOADS "ASED ON AN
ELASTIC STRAIN ENERGY FORMULATION 4IMLER AND +ULAK DERIVED THE FOLLOWING EQUATION FOR THE INCLINATION ANGLE OF
THE TENSION lELD A IN A 307 INlLL PLATE AS MEASURED BY
THE ANGLE BETWEEN THE DIRECTION OF THE STRIPS AND THE VERTICAL
DIRECTION
&IG n )DEALIZED TENSION lELD ACTION IN A TYPICAL 307
COURTESY OF $IEGO ,ØPEZ 'ARCÓA 0ONTIlCIA
5NIVERSIDAD #ATØLICA DE #HILE #HILE $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
n
&IG n 3TRIP MODEL REPRESENTATION OF A 307
"ERMAN AND "RUNEAU A THAT EACH STRIP HAS A CROSS SECTIONAL AREA EQUAL TO THE TRIBU
TARY WIDTH OF THE STRIP TIMES THE INlLL THICKNESS 0ARAMETRIC
STUDIES 4HORNBURN ET AL RECOMMENDED USING AT LEAST
STRIPS PER PANEL TO ENSURE ACCURACY OF RESULTS AND NOTED
THAT LITTLE GAIN IN ACCURACY IS ACHIEVED WHEN A LARGER NUMBER
OF STRIPS IS USED
/THER ANALYTICAL STUDIES OF INTEREST ARE SUMMARIZED AS FOL
LOWS
%LGAALY #ACCESE AND $U %LGAALY ET AL USED lNITE ELEMENT MODELS AND MOD
ELS BASED ON THE REVISED MULTI STRIP METHOD PROPOSED BY
4IMLER AND +ULAK TO REPLICATE RESULTS EXPERIMEN
TALLY ACHIEVED BY #ACCESE ET AL 4HE lNITE ELEMENT
MODEL USED NONLINEAR MATERIAL PROPERTIES AND GEOMETRY A
s MESH TO REPRESENT THE PLATES ON EACH STORY AND SIX
BEAM ELEMENTS FOR EACH FRAME MEMBER 4HE IN AND
IN MM AND MM PLATE THICKNESSES USED IN
THE lNITE ELEMENT MODELS WERE IDENTICAL TO THOSE FROM THE
EXPERIMENTAL WORK -OMENT RESISTING BEAM TO COLUMN CON
NECTIONS WERE ASSUMED ,ATERAL LOAD WAS MONOTONICALLY AP
PLIED UNTIL LOSS OF STABILITY DEVELOPED DUE TO COLUMN PLASTIC
HINGING AND mANGE LOCAL BUCKLING )T WAS FOUND THAT THE WALL
WITH THICKER PLATES WAS NOT SIGNIlCANTLY STRONGER BECAUSE
COLUMN YIELDING WAS THE GOVERNING FACTOR FOR BOTH CASES
4HE lNITE ELEMENT MODELS USING SHELL ELEMENTS SIGNIlCANTLY
OVERPREDICTED BOTH CAPACITY AND STIFFNESS COMPARED WITH THE
EXPERIMENTAL RESULTS 4HESE DISCREPANCIES WERE ATTRIBUTED
TO DIFlCULTY IN MODELING INITIAL IMPERFECTIONS IN THE PLATES
AND THE INABILITY TO MODEL OUT OF PLANE DEFORMATIONS OF THE
FRAME MEMBERS
4HE SPECIMEN USING MOMENT RESISTING BEAM TO COLUMN
CONNECTIONS AND THE IN MM THICK PLATE WAS ALSO
MODELED USING THE MULTI STRIP METHOD 4WELVE STRIPS WERE
USED TO REPRESENT THE PLATE AT EACH STORY 4HE ANGLE OF INCLINA
TION OF THE STRIPS WAS FOUND TO BE WHICH AGREED WELL
WITH THE RESULTS OF THE lNITE ELEMENT MODEL THAT PREDICTED THE
PRINCIPAL STRAINS IN THE MIDDLE OF THE PLATES ORIENTED BETWEEN
AND WITH THE VERTICAL 5SING AN ELASTIC PERFECTLY PLAS
TIC STRESS STRAIN CURVE FOR THE STRIPS THE MODEL WAS FOUND TO
PRODUCE RESULTS IN REASONABLE AGREEMENT WITH THE EXPERIMEN
TAL RESULTS WITH RESPECT TO INITIAL STIFFNESS ULTIMATE STRENGTH
AND DISPLACEMENT AT THE ULTIMATE STRENGTH 5SING AN EM
PIRICALLY OBTAINED TRILINEAR STRESS STRAIN RELATIONSHIP FOR THE
STRIPS EVEN BETTER AGREEMENT WITH THE EXPERIMENTAL RESULTS
WAS OBTAINED 4HIS MODEL ALSO PROVED TO PROVIDE EQUALLY
GOOD RESULTS FOR THE SPECIMENS HAVING IN AND IN
MM AND MM PLATE THICKNESSES
!N ANALYTICAL MODEL FOR PREDICTING THE HYSTERETIC CYCLIC
BEHAVIOR OF THIN STEEL PLATE SHEAR WALLS WAS ALSO DEVELOPED
4HIS MODEL WAS BASED ON THE STRIP MODEL BUT INCORPORATED
STRIPS IN BOTH DIRECTIONS SEE &IGURE n WHICH IS NECESSARY
TO CAPTURE CYCLIC BEHAVIOR 4HE HYSTERETIC MODEL INVOLVED THE
USE OF AN EMPIRICALLY DERIVED HYSTERETIC STRESS STRAIN RELA
TIONSHIP FOR THE STRIPS AND GOOD AGREEMENT WITH EXPERIMEN
TAL RESULTS WAS REPORTED
8UE AND ,U 8UE AND ,U PERFORMED AN ANALYTICAL STUDY ON A THREE
BAY STORY MOMENT RESISTING FRAME STRUCTURE WHICH HAD
THE MIDDLE BAY INlLLED WITH A STEEL PLATE SHEAR WALL 4HE
#! !"## ! !$$
&IG n #OMPARISON OF STRIP MODEL AND EXPERIMENTAL RESULTS
$RIVER ET AL &IG n #YCLIC STRIP MODEL %LGAALY ET AL $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 EFFECT OF BEAM TO COLUMN AND PLATE CONNECTIONS WAS THE
FOCUS OF THIS STUDY &OUR SCENARIOS WERE CONSIDERED
-OMENT RESISTING BEAM TO COLUMN CONNECTIONS AND INlLL
PLATES FULLY CONNECTED TO THE SURROUNDING FRAME
-OMENT RESISTING BEAM TO COLUMN CONNECTIONS AND THE
INlLL PLATES ATTACHED TO ONLY THE BEAMS
3IMPLE BEAM TO COLUMN CONNECTIONS AND FULLY CONNECTED
INlLL PLATES
3IMPLE BEAM TO COLUMN CONNECTIONS WITH INlLL PLATES
CONNECTED ONLY TO THE BEAMS
0LATE THICKNESSES WERE THE SAME FOR EACH CONlGURATION BUT
VARIED ALONG THE HEIGHT 3TORIES TO TO AND TO RESPECTIVELY HAD IN IN AND IN MM
MM AND MM THICK PLATES 4HE EXTERIOR BAYS WERE
IN MM WIDE THE INTERIOR INlLLED BAY WAS IN MM WIDE AND ALL STORIES WERE IN MM
TALL EXCEPT THE lRST STORY WHICH WAS IN MM
TALL
4HE lNITE ELEMENT ANALYSIS CONSIDERED BEAMS AND COL
UMNS MODELED USING ELASTIC BEAM ELEMENTS AND PLATES MOD
ELED USING ELASTO PLASTIC SHELL ELEMENTS )NITIAL IMPERFECTIONS
IN THE INlLL PLATES WERE MODELED TO CONSERVATIVELY MATCH THE
SHAPE OF THE BUCKLING MODES OF THE PLATES %ACH MODEL WAS
SUBJECTED TO PUSHOVER ANALYSIS WITH FORCES APPLIED AT EACH
STORY
)T WAS FOUND THAT THE TYPE OF BEAM TO COLUMN CONNECTION
IN THE INlLLED BAY HAD AN INSIGNIlCANT EFFECT ON THE GLOBAL
FORCE DISPLACEMENT BEHAVIOR OF THE SYSTEM AND THAT CONNECT
ING THE INlLL PANELS TO THE COLUMNS PROVIDED ONLY A MODEST
INCREASE IN THE ULTIMATE CAPACITY OF THE SYSTEM 8UE AND ,U
CONCLUDED THAT CONNECTING THE INlLL PLATES TO ONLY THE
BEAMS AND USING SIMPLE BEAM TO COLUMN CONNECTIONS IN THE
INTERIOR BAY WAS THE OPTIMAL CONlGURATION BECAUSE THIS DRAS
TICALLY REDUCED THE SHEAR FORCES IN THE INTERIOR COLUMNS AND
HELPED AVOID PREMATURE COLUMN FAILURE (OWEVER BECAUSE
THE SMALL NUMBER OF CASES CONSIDERED DOES NOT ALLOW GEN
ERALIZATION OF THIS OBSERVATION THIS RECOMMENDATION HAS NOT
BEEN IMPLEMENTED IN THE .%(20 0ROVISIONS OR !)3# "RUNEAU AND "HAGWAGAR "RUNEAU AND "HAGWAGAR CONDUCTED NONLINEAR INELASTIC
DYNAMIC ANALYSES TO INVESTIGATE HOW STRUCTURAL BEHAVIOR
IS AFFECTED WHEN THIN INlLLS OF STEEL LOW YIELD STEEL AND
OTHER NONMETALLIC MATERIALS ARE USED TO SEISMICALLY RETROlT
STEEL FRAMES LOCATED IN REGIONS OF LOW AND HIGH SEISMICITY
NAMELY .EW 9ORK #ITY AND -EMPHIS ! TYPICAL THREE BAY
FRAME EXTRACTED FROM AN ACTUAL STORY HOSPITAL BUILDING IN
.EW 9ORK #ITY WAS CONSIDERED FOR THIS PURPOSE &ULLY RIGID
AND PERFECTLY mEXIBLE FRAME CONNECTION RIGIDITIES WERE CON
SIDERED TO CAPTURE THE EXTREMES OF FRAME BEHAVIOR 4HIN STEEL
INlLL PANELS WERE FOUND TO REDUCE STORY DRIFTS WITHOUT SIGNIl
CANT INCREASES IN mOOR ACCELERATIONS AND LOW YIELD STEEL WAS
FOUND TO LEAD TO SLIGHTLY BETTER SEISMIC BEHAVIOR THAN !
'RADE STEEL UNDER EXTREME SEISMIC CONDITIONS BUT AT THE
COST OF SOME EXTRA MATERIAL
4HE STUDY ALSO ILLUSTRATED THAT THEORETICALLY WITH INlNITE
LY ELASTIC BOUNDARY ELEMENTS UNDESIRABLE BEHAVIOR COULD BE
DEVELOPED IN 307 HAVING HIGH WIDTH TO HEIGHT ASPECT RATIO
OF THE PANEL AND LOW STIFFNESS IN THE BOUNDARY ELEMENTS )N
ONE SUCH THEORETICAL CASE &IGURE n TRUSS MEMBERS TO
ARE IN COMPRESSION AS A RESULT OF THE BEAM AND COLUMN DE
mECTIONS INDUCED BY THE OTHER STRIPS IN TENSION )N THIS CASE
THE ENTIRE TENSION lELD IS TAKEN BY THE LAST FOUR TRUSS MEM
BERS "EHAVIOR WOULD BE WORSE IF THE BOTTOM BEAM WERE ALSO
FREE TO DEmECT 7HILE THIS EXTREME EXAMPLE IS NOT PRACTICAL
IT ILLUSTRATES THAT THE INlLL PLATE YIELDS PROGRESSIVELY ACROSS ITS
WIDTH AS A FUNCTION OF THE STIFFNESS OF ITS SURROUNDING BEAMS
AND COLUMNS SIMULTANEOUS YIELDING ACROSS THE ENTIRE INlLL
PLATE WIDTH WOULD REQUIRE RIGID COLUMNS AND BEAMS AS WELL
AS PINNED BEAM TO COLUMN CONNECTIONS
!" !,+(,*,"'',!(
&$&$'/+,"&++,',!
&IG n $EmECTION OF ELASTIC EXCESSIVELY mEXIBLE 307 PANEL "RUNEAU AND "HAGWAGAR $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
+HARRAZI 6ENTURA 0RION AND 3ABOURI 'HOMI +HARRAZI ET AL INVESTIGATED THE DESIGN OF 307 SYS
TEMS IN TERMS OF THE SEPARATE SHEAR AND BENDING DEFORMA
TIONS OCCURRING IN A MULTI STORY FRAME 4HEY PROPOSED A
MODIlED PLATE FRAME INTERACTION MODEL FOR THE ANALYSIS OF
SHEAR AND BENDING DEFORMATIONS AND RESULTING FORCES IN 307
4HE OBJECTIVE WAS TO DESCRIBE THE INTERACTION BETWEEN THOSE
COMPONENTS AND CHARACTERIZE THE RESPECTIVE CONTRIBUTIONS TO
DEFORMATIONS AND STRENGTH
! TRILINEAR SHEAR LOAD DISPLACEMENT DIAGRAM IS DEVELOPED
BY CONSIDERING THE BEHAVIOR OF THE PANEL UP TO THE POINTS OF
SHEAR BUCKLING AND PERFECTLY PLASTIC YIELDING OF THE TENSION
lELD IN THE PLATE #RITICAL STRENGTH AND DISPLACEMENT VALUES
ARE DERIVED FOR BOTH SHEAR BUCKLING AND TENSION lELD YIELD
ING THEN COMBINED INTO A BILINEAR MODEL )T SHOULD BE NOTED
THAT IF THE CRITICAL SHEAR BUCKLING STRENGTH IS ASSUMED NEGLI
GIBLE IE A VERY THIN PANEL THE DERIVED EQUATIONS FOR PANEL
STRENGTH STIFFNESS AND YIELD DISPLACEMENT REDUCE TO THOSE OF
4HORBURN ET AL 4HE BENDING COMPONENT OF PLATE WALL BEHAVIOR WAS IN
VESTIGATED %QUATIONS FOR MOMENT AND DISPLACEMENT WERE
DERIVED FOR A SINGLE STORY PANEL AT THE CRITICAL POINT AT WHICH
PANEL BUCKLING OCCURS ASSUMING A LINEAR STRAIN DISTRIBUTION
ACROSS THE WALL CROSS SECTION 4HE PROCEDURE ASSUMES THAT
AFTER PANEL BUCKING THE NEUTRAL AXIS WILL MOVE TOWARD THE
COLUMN IN TENSION SINCE COMPRESSIVE STRESSES IN THE WEB
WILL BE RELEASED SIMILAR TO THE NEUTRAL AXIS MIGRATION IN A
REINFORCED CONCRETE BEAM FOLLOWING SECTION CRACKING ON THE
TENSION SIDE %XPRESSIONS WERE DEVELOPED FOR BEHAVIOR OF
THE PANEL AFTER THIS EVENT %QUATIONS FOR SHEAR BEHAVIOR AND
BENDING BEHAVIOR ARE COMBINED USING INTERACTION EQUATIONS
TO COMPLETE THE PROPOSED METHOD
IN THOSE HAVING SIMPLE CONNECTIONS 3OME OF THESE TESTS ARE
REVIEWED IN THE FOLLOWING TEXT 4ESTS ON NONCONVENTIONAL WALL
CONlGURATIONS SUCH AS WALLS WITH SPECIALLY DETAILED VERTICAL
SLITS (ITAKA AND -ATSUI AND WALLS WITH CORRUGATED
PANELS -O AND 0ERNG "ERMAN AND "RUNEAU B
ARE BEYOND THE SCOPE OF THIS $ESIGN 'UIDE
#/-0/.%.4 4%343
4IMLER AND +ULAK 4IMLER AND +ULAK TESTED A SINGLE STORY LARGE SCALE
307 SPECIMEN TO VERIFY THE ANALYTICAL WORK OF 4HORBURN
ET AL BRIEmY SUMMARIZED IN THE PREVIOUS SECTION !
SPECIMEN CONSISTING OF TWO 307 PANELS WITH CENTERLINE BAY
WIDTH OF IN BY A STORY HEIGHT OF IN MM BY
MM AS SHOWN IN &IGURE n WAS TESTED UNDER MONO
TONICALLY INCREASING LOADING TO THE SERVICEABILITY DRIFT LIMIT
FOLLOWED BY LOADING TO FAILURE 3IMPLE BEAM TO COLUMN CON
4%34).'
%XPERIMENTAL RESEARCH 4ROMPOSCH AND +ULAK 2OBERTS
AND 3ABOURI 'HOMI #ACCESE ET AL %LGAALY AND
,IU $RIVER ET AL A ,UBELL ET AL SUGGESTS
THAT WHEN SUBJECTED TO CYCLIC DEFORMATION LEVELS WELL BEYOND
THE ELASTIC LIMIT 307 POSSESS ADEQUATE HYSTERETIC RESPONSE
CHARACTERISTICS )N THESE EXPERIMENTS SINGLE AND MULTI
STORY 307 MODELS OF VARIOUS SCALE LEVELS WERE SUBJECTED TO
QUASI STATIC CYCLIC LOADS )N ALL CASES RESULTING EXPERIMENTAL
HYSTERESIS LOOPS ARE STABLE UP TO RELATIVELY LARGE DUCTILITY RATIOS
AND INDICATE THAT A SIGNIlCANT AMOUNT OF ENERGY IS DISSIPATED
THROUGH INELASTIC DEFORMATIONS (YSTERESIS LOOPS HOWEVER
ARE INVARIABLY hPINCHEDv BECAUSE WHEN A 307 IS LOADED IN
A GIVEN DIRECTION TENSILE STRESSES DO NOT DEVELOP DIAGONALLY
UNTIL THE DEFORMATION LEVEL IS EQUAL TO THE MAGNITUDE OF
RESIDUAL DEFORMATIONS LEFT BY FORMER INELASTIC INCURSIONS
IN THE SAME DIRECTION %XPERIMENTAL EVIDENCE HOWEVER
INDICATES THAT PINCHING EFFECTS ARE LESS PRONOUNCED IN 307
HAVING MOMENT RESISTING BEAM TO COLUMN CONNECTIONS THAN
&IG n 3PECIMEN TESTED BY 4IMLER AND +ULAK $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 NECTIONS WERE USED TO CONNECT THE 7s 7s
BEAMS TO THE 7s 7s COLUMN SECTIONS 4HE
IN MM INlLL PANEL WAS WELDED TO THE BOUNDARY
FRAME BY MEANS OF A IN MM THICK hlSH PLATEv .O
EFFECTIVE GRAVITY LOADS WERE APPLIED TO THE SYSTEM !T THE
SERVICEABILITY LIMIT THE ANGLE OF INCLINATION OF THE TENSION
lELD ALONG THE CENTERLINE OF THE PANEL WAS FOUND TO VARY
FROM TO 4HE MAXIMUM LOAD ATTAINED WAS KIPS
K. &AILURE OF THE SPECIMEN RESULTED FROM TEARING OF
THE WELD USED TO CONNECT THE INlLL PLATE TO THE lSH PLATE AND
IT WAS CONCLUDED THAT HAD THIS BEEN AVOIDED THE SPECIMEN
COULD HAVE RESISTED A LARGER ULTIMATE LOAD
4ROMPOSCH AND +ULAK 4ROMPOSCH AND +ULAK TESTED A LARGE SCALE STEEL PLATE
SHEAR WALL &IGURE n SIMILAR TO THAT TESTED BY 4IMLER AND
+ULAK 4HE MAJOR DIFFERENCES BETWEEN THE TWO WERE
A CHANGE IN THE BAY DIMENSIONS TO IN MM WIDTH
BY IN MM STORY HEIGHT THE USE OF BOLTED RATHER
THAN WELDED BEAM TO COLUMN CONNECTIONS THINNER PLATES
IN MM MADE OF HOT ROLLED STEEL STIFFER BEAMS
7s 7s PRESTRESSING OF COLUMNS TO SIMULATE
THE EFFECT OF GRAVITY LOAD AND A MORE COMPREHENSIVE CYCLIC
AND MONOTONIC LOADING REGIMEN 3TIFFER BEAMS WERE USED IN
ORDER TO SIMULATE THE EFFECT OF A TENSION lELD ABOVE AND BE
LOW THE PANEL BEING TESTED SO THAT THE RESULTS COULD BE APPLIED
TO MULTI STORY STEEL PLATE SHEAR WALLS
4WENTY EIGHT FULLY REVERSED QUASI STATIC LOAD CYCLES WERE
APPLIED UP TO A LOAD LEVEL OF PERCENT OF THE ULTIMATE
STRENGTH 4HE MAXIMUM DISPLACEMENT REACHED DURING THIS
-*!& , !+ $'!& +, /+ !& %% '*
! (*&,*!,
LOADING STAGE WAS IN MM OR HS PERCENT
DRIFT !FTER THAT SEQUENCE THE PRESTRESSING RODS WERE REMOVED
FROM THE COLUMNS AND LOADING INCREASED MONOTONICALLY TO
DETERMINE THE FAILURE LOADS AND ASSOCIATED DEFORMATIONS
&IGURE n 4HE lNAL DISPLACEMENT REACHED WAS IN
MM OR HS PERCENT DRIFT &AILURE OF THE SPECIMEN
WAS ATTRIBUTED TO BOLT SLIPPAGE AT THE BEAM TO COLUMN CON
NECTIONS AND TEARING OF THE WELDS ATTACHING THE INlLL PLATE
TO THE lSH PLATE (OWEVER TESTING WAS STOPPED BECAUSE THE
ACTUATOR REACHED ITS MAXIMUM CAPACITY WHILE THE TEST SPECI
MEN COULD HAVE TAKEN MORE LOAD (YSTERETIC LOOPS OBTAINED
FROM THE EXPERIMENT WERE PINCHED BUT STABLE AND SHOWED
STABLE ENERGY DISSIPATION
4HE MULTI STRIP MODEL WAS USED TO PREDICT THE TEST RESULTS
AND WAS FOUND TO BE ADEQUATE IN PREDICTING THE ULTIMATE
STRENGTH OF THE WALL AND IN PREDICTING THE ENVELOPE OF CYCLIC
RESPONSE )N ORDER TO ACHIEVE THIS RESULT IT WAS NECESSARY TO
TREAT THE FRAME CONNECTIONS AS RIGID AT LOW LOAD LEVELS AND
PINNED AFTER BOLT SLIPPAGE HAD OCCURRED
2OBERTS AND 3ABOURI 'HOMI 2OBERTS AND 3ABOURI 'HOMI CONDUCTED A SERIES OF
QUASI STATIC CYCLIC LOADING TESTS ON UNSTIFFENED STEEL PLATE
SHEAR PANELS WITH CENTRALLY PLACED CIRCULAR OPENINGS 4HE
TEST SETUP CONSISTED OF A PLATE CLAMPED BETWEEN PAIRS OF STIFF
PIN ENDED FRAME MEMBERS 4WO DIAGONALLY OPPOSITE PINNED
CORNERS WERE CONNECTED TO THE HYDRAULIC GRIPS OF A KIP
K. SERVO HYDRAULIC TESTING MACHINE WHICH APPLIED THE
LOADING
&IG n 3PECIMEN TESTED BY 4ROMPOSCH AND +ULAK A GEOMETRY AND SPECIMEN DETAILS B SPECIMEN DAMAGE STATE AFTER TESTING
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
3PECIMEN PANEL DEPTH D WAS IN MM FOR ALL
SPECIMENS PANEL WIDTH B WAS EITHER IN OR IN
MM OR MM PANEL THICKNESS H WAS EITHER IN OR IN MM OR MM WITH THE PANELS HAV
ING PERCENT OFFSET YIELD STRESS VALUES OF KSI -0A
AND KSI -0A RESPECTIVELY AND FOUR VALUES WERE SE
LECTED FOR THE DIAMETER OF THE CENTRAL CIRCULAR OPENING $ IN IN IN AND IN MM MM MM AND
MM ! SCHEMATIC OF A SPECIMEN AND HINGE DETAIL ARE
SHOWN IN &IGURE n
/N THE BASIS OF EXPERIMENTAL RESULTS THE APPROXIMATE
STRENGTH AND STIFFNESS REDUCTION FACTOR PROPOSED IN %QUA
TION n FOR A PERFORATED PANEL WITH A SINGLE HOLE WAS FOUND
TO GIVE CONSERVATIVE RESULTS
9\S SHUI
9\S
. SHUI
¨ '·
© ¸
. SDQHO ©ª
G ¸¹
n
)N %QUATION n 6YPPERF 6YP AND +PERF +PANEL ARE THE RATIOS
OF STRENGTH AND ELASTIC STIFFNESS RESPECTIVELY OF A PERFORATED
PANEL SPECIMEN WITH A SINGLE HOLE TO AN IDENTICAL SOLID PANEL
SPECIMEN AND THE REMAINING PARAMETERS ARE DElNED ABOVE
%QUATIONS FOR PANELS HAVING MULTIPLE HOLES ARE PRESENTED IN
A LATER SECTION
3CHUMACHER 'RONDIN AND +ULAK 3CHUMACHER ET AL INVESTIGATED THE CYCLIC INELASTIC
BEHAVIOR OF THE CONNECTION OF 307 PLATE TO BOUNDARY BEAMS
AND COLUMNS USING FULL SIZED PANEL CORNER DETAILS AND lNITE
&IG n #YCLIC RESPONSE OF 307 TESTED BY
4ROMPOSCH AND +ULAK ELEMENT ANALYSIS 4HE FOUR INlLL PANEL CONNECTION DETAILS
CONSIDERED ARE SHOWN IN &IGURE n )N $ETAIL ! THE INlLL
PLATE IS WELDED DIRECTLY TO THE BOUNDARY MEMBERS WHICH IS
A MORE DIFlCULT DETAIL TO IMPLEMENT IN PRACTICE $ETAIL " HAS
lSH PLATES WELDED TO EACH OF THE BOUNDARY MEMBERS AND THE
INlLL PLATE LAPPED AND WELDED OVER THE lSH PLATES -ODIlED
" IS A VARIATION WITH A CORNER CUT OUT TO REDUCE CONCENTRATION
OF STRESSES $ETAIL # HAS THE INlLL PLATE WELDED TO BOUNDARY
MEMBERS ON ONE SIDE OF EACH CORNER AND TO A lSH PLATE ON THE
OTHER SIDE .OTE THAT 4ROMPOSCH AND +ULAK DEVELOPED
AN EARLIER VERSION OF $ETAIL " THAT INCLUDES A SUPPLEMENTAL
STRAP PLATE BRIDGING THE GAP AND THAT WAS USED BY $RIVER ET
AL #YCLIC INELASTIC RESPONSE AND ENERGY DISSIPATION
CAPACITY OF ALL SPECIMENS WAS COMPARABLE 4EARS ULTIMATELY
DEVELOPED IN ALL SPECIMENS EXCEPT THE ONE WITH $ETAIL ! BUT
THE TEARS HAD NEGLIGIBLE IMPACT ON BEHAVIOR AND DID NOT RESULT
IN STRUCTURAL FAILURE
"ERMAN AND "RUNEAU B AND
6IAN AND "RUNEAU /NE DIFlCULTY IN THE SELECTION OF 307 SYSTEMS IS THAT THE
AVAILABLE PANEL MATERIAL MAY BE STRONGER OR THICKER THAN
NEEDED FOR A GIVEN DESIGN SITUATION 4HIS WILL INCREASE THE
NECESSARY SIZES OF HORIZONTAL AND VERTICAL BOUNDARY MEMBERS
AS WELL AS FOUNDATION DEMANDS SINCE THESE MEMBERS ARE
GENERALLY DESIGNED FOR THE STRENGTH OF THE PLATE 4O ALLEVIATE
THIS CONCERN RECENT WORK HAS FOCUSED ON THE USE OF LIGHT
GAUGE COLD ROLLED "ERMAN AND "RUNEAU B AND
LOW YIELD STRENGTH ,93 STEEL FOR THE INlLL PANEL 6IAN
AND "RUNEAU AND ON THE PLACEMENT OF A PATTERN OF
&IG n 4EST SETUP AND QUASI STATIC CYCLIC RESPONSE OF SOLID LEFT
AND PERFORATED RIGHT 307 TESTED BY 2OBERTS
AND 3ABOURI 'HOMI $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 PERFORATIONS TO DECREASE THE STRENGTH AND STIFFNESS OF THE
PANEL 6IAN AND "RUNEAU )N ADDITION THE USE OF
REDUCED BEAM SECTIONS AT THE ENDS OF THE HORIZONTAL BOUNDARY
MEMBERS WAS INVESTIGATED AS A MEANS OF REDUCING THE OVERALL
SYSTEM DEMAND ON THE VERTICAL BOUNDARY MEMBERS 6IAN AND
"RUNEAU ! 307 TEST SPECIMEN UTILIZING A LIGHT GAUGE INlLL PANEL
WITH IN MM THICKNESS IS SHOWN IN &IGURE n
"ERMAN AND "RUNEAU B 4HE SPECIMEN USED 7s
7s COLUMNS AND 7s 7s BEAMS
4HIS TEST WAS PERFORMED USING QUASI STATIC CYCLIC LOADING
CONFORMING TO THE RECOMMENDED LOADING PROTOCOL OF !4#
!4# 2ESULTS ARE SHOWN IN &IGURE n ALONG
WITH THE BOUNDARY FRAME CONTRIBUTION !FTER SUBTRACTING THE
BOUNDARY FRAME CONTRIBUTION THE HYSTERESIS OF &IGURE n
IS OBTAINED
4HIS SPECIMEN REACHED A DUCTILITY RATIO OF AND DRIFT OF
PERCENT AND THE INlLL PANEL WAS FOUND TO PROVIDE APPROX
IMATELY PERCENT OF THE INITIAL STIFFNESS OF THE SYSTEM 4HE
LIMIT STATE OF THE SPECIMEN WAS DUE TO FRACTURES IN THE INlLL
PANEL PROPAGATING FROM THE CORNERS &IGURES n AND n
SHOW THE BUCKLING OF THE INlLL PLATE AT THE PEAK DISPLACEMENT
OF CYCLE DUCTILITY RATIO OF PERCENT DRIFT AND THE
FRACTURE AT THE INlLL PANEL CORNER DURING CYCLE DUCTILITY
RATIO OF PERCENT DRIFT &IG n ,IGHT GAUGE 307 PRIOR TO TESTING
"ERMAN AND "RUNEAU B &IG n ,IGHT GAUGE 307 AND BOUNDARY FRAME HYSTERESIS
"ERMAN AND "RUNEAU B &IG n )NlLL PLATE CONNECTION DETAILS TESTED BY 3CHUMACHER
ET AL $IMENSIONS SHOWN ARE IN MILLIMETERS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n ,IGHT GAUGE 307 HYSTERESISˆINlLL ONLY
"ERMAN AND "RUNEAU B /THER POSSIBLE ALTERNATIVES TO A 307 WITH OVERSIZED
PLATES HAVE BEEN CONSIDERED BY 6IAN AND "RUNEAU 4HESE ALTERNATIVES ARE A ,93 PANELS &IGURE n B
PERFORATED STEEL PANELS &IGURE n AND C STEEL PANELS
WITH REINFORCED CUT OUT CORNERS &IGURE n 4HE REDUCED
YIELD STRESS OF ,93 PANELS REDUCES FORCES IMPOSED ON FRAME
MEMBERS 0ERFORATED STEEL PANELS REACH THE SAME OBJECTIVE
WHILE ALLOWING WIRES PIPES AND PLUMBING TO PASS THROUGH
THE PANEL A CONVENIENT FEATURE WHEN DISRUPTION OF BUILDING
FUNCTIONALITY MUST BE KEPT TO A MINIMUM )N OTHER SITUATIONS
PANELS WITH REINFORCED CUT OUT CORNERS PROVIDE THE SAME
STRENGTH AS A SOLID PANEL WHILE ALLOWING SOME THROUGH ACCESS
FOR UTILITIES 0ERFORATIONS THROUGH THE WALL MAY HELP EXPAND
THE RANGE OF IMPLEMENTATION OF 307 WHILE ALSO SERVING AS A
METHOD OF REDUCING THE PANEL STRENGTH AND THEREFORE THE DE
MAND ON THE SURROUNDING FRAMING 4HIS LATTER CHARACTERISTIC
MAY PROVE BENElCIAL IN MARKETS THAT DO NOT HAVE ,93 READILY
AVAILABLE FOR STRUCTURAL APPLICATIONS
4HREE 307 SPECIMENS OF SIMILAR SIZE AND DIMENSION BUT
UTILIZING ,93 INlLL PANELS WERE DESIGNED BUILT AND SUBJECT
ED TO QUASI STATIC CYCLIC LOADING 6IAN AND "RUNEAU 4HE FRAMES CONSISTED OF KSI -0A STEEL MEMBERS
WHILE THE INlLL PANELS WERE IN MM THICK ,93
STEEL PLATES WITH AN INITIAL YIELD STRENGTH OF KSI -0A
AND TENSILE STRENGTH OF KSI -0A !LL SPECIMENS
ALSO HAD BEAM TO COLUMN CONNECTION DETAILS THAT INCLUDED
REDUCED BEAM SECTIONS 2"3 AT EACH END INTRODUCED ONLY
FOR THE PURPOSE OF REDUCING THE SIZE OF THE TOP AND BOTTOM
BEAMS WHILE PREVENTING MID SPAN HINGES 6IAN AND "RU
NEAU %XPERIMENTAL RESULTS INDICATE THAT THESE ALTERNATIVE 307
ASSEMBLIES POSSESS ADEQUATE HYSTERETIC CHARACTERISTICS
ALTHOUGH THESE SPECIMENS COULD NOT BE SUBJECTED TO
DEFORMATIONS LEVELS BEYOND A PERCENT DRIFT RATIO DUE TO
EXPERIMENTAL SETUP PROBLEMS
!LL SPECIMENS TESTED IN THIS EXPERIMENTAL PROGRAM EX
HIBITED STABLE FORCE DISPLACEMENT BEHAVIOR WITH VERY LITTLE
PINCHING OF HYSTERESIS LOOPS UNTIL SIGNIlCANT ACCUMULATION
OF DAMAGE AT LARGE DRIFTS 4HE SPECIMENS WITH PERFORATED
PLATE PERFORMED WELL EXHIBITING STABLE HYSTERETIC BEHAVIOR
4HE STIFFNESS AND STRENGTH WERE BOTH REDUCED AS ANTICIPATED
FROM THE SOLID PANEL SPECIMEN 3 VALUES AS SHOWN IN
&IGURE n
6IAN AND "RUNEAU DEVELOPED EQUATIONS FOR ESTI
MATING THE REDUCTION IN PANEL STIFFNESS DUE TO THE PRESENCE
OF PERFORATIONS &OR A PANEL WITH MULTIPLE PERFORATIONS AR
RANGED IN DIAGONAL STRIPS SUCH AS THE TESTED SPECIMEN SHOWN
IN &IGURE n A STIFFNESS REDUCTION FACTOR CAN BE DERIVED
ASSUMING THAT THE ELASTIC BEHAVIOR OF A TYPICAL PERFORATED
STRIP AS SHOWN IN &IGURE n CAN REPRESENT THE STRIPS IN THE
ENTIRE PANEL AS A GROUP OF PARALLEL AXIALLY LOADED MEMBERS
&IVE VARIABLES DElNE THE PANEL PERFORATION LAYOUT GEOMETRY
THE PERFORATION DIAMETER $ THE DIAGONAL STRIP SPACING 3DIAG
THE NUMBER OF HORIZONTAL ROWS OF PERFORATIONS .R THE PANEL
HEIGHT (PANEL AND THE DIAGONAL STRIP ANGLE Q 5SING THESE
PARAMETERS THE TOTAL DISPLACEMENT OF THE PERFORATED STRIP CAN
BE CALCULATED AND THE RESULTING STIFFNESS IS SET EQUAL TO THE
STIFFNESS OF A TENSION MEMBER OF UNIFORM EFFECTIVE WIDTH
4HIS EFFECTIVE WIDTH DIVIDED BY THE GROSS WIDTH OF THE PER
FORATED STRIP IS THE STIFFNESS REDUCTION FACTOR PROPOSED IN
%QUATION n
&IG n "UCKLING OF INlLL PANEL AT PERCENT DRIFT
"ERMAN AND "RUNEAU B &IG n &RACTURE OF INlLL PANEL CORNER AT PERCENT DRIFT
"ERMAN AND "RUNEAU B P ¥¦ ' ´µµ
¦¦
µ
¦§ 6GLDJ µµ¶
. SHUI
. SDQHO
P ¥¦ ' ´µµ¥¦ 1 U ' VLQ Q ´µµ
¦¦
µ
µ¦
+ SDQHO µµ¶
¦§ 6GLDJ µµ¶¦¦§
n
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 TO BE USED ONLY WHEN $3DIAG b 4HIS EQUATION PROVIDED
VERY GOOD AGREEMENT WITH THE EXPERIMENTAL RESULTS OBSERVED
DURING THE SPECIMEN 0 TESTS DESCRIBED ABOVE DIFFERING BY
APPROXIMATELY PERCENT
%QUATION n WAS RECOMMENDED WITH D SUBSTITUTED FOR
3DIAG FOR ESTIMATING STRENGTH REDUCTION IN SIMILAR SYSTEMS
4HIS PANEL STRENGTH REDUCTION FACTOR SHOWED VERY GOOD
AGREEMENT WITHIN PERCENT WITH THE OBSERVED BEHAVIOR OF
SPECIMEN 0 AS COMPARED WITH SOLID PANEL SPECIMEN 3
6IAN AND "RUNEAU ALSO PROPOSED GEOMETRIC CON
STRAINTS TO ENSURE DUCTILE PERFORMANCE OF THE PERFORATED INlLL
PANELS )T WAS RECOMMENDED THAT THE RATIO OF PERFORATION DI
AMETER TO SPACING $3DIAG BE SUCH THAT
¥
)\ ´µ
µµ
b ¦¦¦ <W
6GLDJ ¦§
)X µ¶
'
n
WHERE &Y AND &U ARE THE YIELD AND TENSILE STRENGTH RESPEC
TIVELY OF THE INlLL PANEL MATERIAL AND IT IS RECOMMENDED TO
&IG n 4EST SETUP AND QUASI STATIC CYCLIC RESPONSE OF THE mAT
,93 307 TESTED BY 6IAN AND "RUNEAU $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
USE VALUES OF 9T EQUAL TO FOR &Y &U b OR OTHERWISE
AS SUGGESTED BY $EXTER ET AL AND SPECIlED FOR DESIGN
OF TENSION mANGES WITH HOLES BY !)3# B )T WAS ALSO
RECOMMENDED THAT THE STEEL MOMENT FRAMES WITH PERFORATED
3037 BE DESIGNED FOR MAXIMUM INTER STORY DRIFTS OF PERCENT &OR SIMPLICITY IT WAS SUGGESTED THAT THE PERFORATION
LAYOUT ANGLE Q BE ADOPTED AS A CONSTANT ANGLE
-5,4) 34/29 4%343
#ACCESE %LGAALY AND #HEN !N EXPERIMENTAL INVESTIGATION INTO THE EFFECTS OF PANEL SLEN
DERNESS RATIO AND TYPE OF BEAM TO COLUMN CONNECTION WAS
PERFORMED BY #ACCESE ET AL 4HEY TESTED lVE ONE
FOURTH SCALE MODELS OF THREE STORY STEEL PLATE SHEAR WALLS WITH
VARYING PLATE THICKNESSES AND BEAM TO COLUMN CONNECTION
TYPES SEE &IGURE n 0LATE THICKNESSES USED WERE IN IN AND IN MM MM AND MM
WITH MOMENT RESISTING CONNECTIONS AND IN AND IN MM AND MM SIMPLE SHEAR BEAM TO COLUMN
&IG n 0ERFORATED PANEL SPECIMEN 0 AT PERCENT DRIFT
6IAN AND "RUNEAU CONNECTIONS 4HE WALL HEIGHT WAS FT IN MM WITH
FT IN MM STORIES AND A IN MM DEEP STIFF
STRUCTURAL MEMBER AT THE TOP OF THE THIRD STORY TO ANCHOR THE
TENSION lELD "AYS WERE FT IN MM WIDE AND INlLL
PANELS WERE CONTINUOUSLY WELDED TO THE BOUNDARY FRAME
,OADING WAS APPLIED AT THE TOP OF THE THIRD STORY ONLY #OL
UMNS WERE NOT PRELOADED AXIALLY AND THE EFFECTS OF GRAVITY
LOAD WERE NOT CONSIDERED 4HE LOADING PROGRAM CONSISTED OF
THREE CYCLES AT EACH OF EIGHT DISPLACEMENT LEVELS INCREMENTED
BY IN MM 4HE MAXIMUM DISPLACEMENT REACHED
WAS IN MM OR PERCENT DRIFT !FTER THESE CYCLES
WERE COMPLETE THE SAME CYCLIC DISPLACEMENT PROGRAM WAS
REAPPLIED )F THE SPECIMEN WAS STILL INTACT AT THIS POINT IT WAS
PUSHED MONOTONICALLY TO THE DISPLACEMENT LIMIT OF THE ACTUA
TOR
4HIS TEST SERIES REVEALED A TRANSITION IN FAILURE MODES DE
PENDING ON THE PLATE THICKNESS USED 7HEN SLENDER PLATES
WERE USED THE PLATES BUCKLED AND YIELDED IN THE TENSION lELD
BEFORE ANY BOUNDARY MEMBERS AND FAILURE OF THE SYSTEM WAS
GOVERNED BY THE FORMATION OF PLASTIC HINGES IN THE COLUMNS
!S THE PLATE THICKNESS INCREASED THE FAILURE MODE WAS GOV
ERNED BY COLUMN INSTABILITY /NCE INSTABILITY GOVERNED FUR
THER INCREASES IN THE PLATE THICKNESS WERE FOUND TO HAVE ONLY
A NEGLIGIBLE EFFECT ON THE STRENGTH OF THE SYSTEM #ACCESE
ET AL CONCLUDED THAT THE USE OF SLENDER PLATES WILL THEREFORE
RESULT IN MORE STABLE SYSTEMS BECAUSE THEY WILL NOT BE GOV
ERNED BY COLUMN BUCKLING PRIOR TO THE PLATE REACHING A FULLY
YIELDED STATE +ENNEDY ET AL COMMENTING ON THOSE
RESULTS ARGUED THAT THE COLUMNS IN A STEEL PLATE SHEAR WALL
SYSTEM CAN BE DESIGNED TO SUPPORT THE LOAD INDUCED BY THE
INlLL PANEL AND THAT COLUMN BUCKLING PRIOR TO PLATE YIELDING
CAN THEREFORE BE AVOIDED
#ACCESE ET AL ALSO REPORTED THAT THE DIFFERENCE BETWEEN
USING SIMPLE AND MOMENT RESISTING BEAM TO COLUMN CON
NECTIONS WAS SMALL 4HIS WAS ATTRIBUTED TO THE FACT THAT THE
INlLL PLATE WAS FULLY WELDED ALL AROUND TO THE FRAME WHICH
IN ESSENCE CREATES A MOMENT RESISTING CONNECTION 4HIS POINT
WAS LATER ADDRESSED BY +ULAK ET AL WHO ARGUED THAT
THE DIFFERENCES IN THE MATERIAL PROPERTIES PLATE THICKNESSES
AND THE FAILURE OF A WELD IN ONE OF THE SPECIMENS PRECLUDED
&IG n 3OLID PANEL 3 AND PERFORATED PANEL 0 SPECIMEN
HYSTERESIS CURVES 6IAN AND "RUNEAU &IG n 3PECIMEN CONDITION AT PERCENT DRIFT AND QUASI STATIC
CYCLIC RESPONSE OF THE ,93 307 WITH REINFORCED CUT OUT CORNERS
TESTED BY 6IAN AND "RUNEAU &IG n $ETAILS OF TYPICAL DIAGONAL STRIPˆSEGMENT LENGTHS AND
WIDTHS 6IAN AND "RUNEAU $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 A DIRECT COMPARISON IN THE CONTEXT OF CONNECTION TYPE 4HEY
ALSO POINTED OUT THAT 4ROMPOSCH AND +ULAK SHOWED
ANALYTICALLY THAT GREATER ENERGY DISSIPATION COULD BE ACHIEVED
WITH THE USE OF MOMENT CONNECTIONS
$RIVER +ULAK +ENNEDY AND %LWI $RIVER ET AL TESTED A LARGE SCALE MULTI STORY 307 TO
BETTER IDENTIFY THE ELASTIC STIFFNESS THE lRST YIELD DUCTILITY
AND ENERGY ABSORPTION CAPACITY CYCLIC STABILITY AND FAILURE
MODE OF THE WALL 4HE TEST SPECIMEN WAS CONSTRUCTED WITH
MOMENT RESISTING BEAM TO COLUMN CONNECTIONS AND A BETTER
UNDERSTANDING OF THE INTERACTION BETWEEN THE PLATES AND MO
MENT FRAME WAS SOUGHT
4HE SPECIMEN &IGURE n WAS FOUR STORIES TALL WITH A
lRST STORY HEIGHT OF FT IN MM A HEIGHT OF FT
MM FOR THE OTHER STORIES AND A BAY WIDTH OF FT
MM 4HE PLATE THICKNESSES WERE IN MM
AND IN MM FOR THE LOWER TWO AND UPPER TWO STO
RIES RESPECTIVELY ! RELATIVELY LARGE AND STIFF BEAM WAS USED
AT THE ROOF LEVEL TO ANCHOR THE TENSION lELD FORCES THAT WOULD
DEVELOP ! lSH PLATE CONNECTION WAS USED TO CONNECT THE IN
lLL PLATES TO THE FRAME AS SHOWN IN &IGURE n
!CTUATORS WERE MOUNTED AT EACH STORY TO PROVIDE A DIS
TRIBUTED FORCE OVER THE HEIGHT OF THE STRUCTURE 'RAVITY LOAD
ING WAS ALSO APPLIED #YCLIC QUASI STATIC LOADING WAS APPLIED
FOR CYCLES OF INCREASING LATERAL DISPLACEMENT 4HE YIELD
DISPLACEMENT AND CORRESPONDING BASE SHEAR OF THE SPECIMEN
WERE RESPECTIVELY FOUND TO BE IN MM AND KIPS K. BASED ON OBSERVATION OF THE EXPERIMENTAL
LOAD VERSUS DEFORMATION CURVE !T THREE TIMES THE YIELD DIS
PLACEMENT TEARING OF A lRST STORY PLATE WELD OCCURRED AND
YIELDING OF THE COLUMN PANEL ZONE AT THE TOP OF THE lRST STO
RY WAS OBSERVED !T THIS POINT THE BASE SHEAR WAS KIPS
K. ,OCAL BUCKLING OF THE COLUMN mANGE BELOW THE
lRST STORY WAS OBSERVED AT FOUR TIMES THE YIELD DISPLACE
MENT 3EVERAL TEARS IN THE lRST STORY PLATE AND SEVERE LOCAL
BUCKLING OF THE SAME COLUMN WERE OBSERVED AT SIX TIMES THE
YIELD DISPLACEMENT &IGURE n !T THIS POINT THE STRUCTURE
WAS STILL HOLDING PERCENT OF THE ULTIMATE STRENGTH REACHED
&AILURE OCCURRED AT NINE TIMES THE YIELD DISPLACEMENT WHEN
THE COMPLETE JOINT PENETRATION GROOVE WELD AT THE BASE OF
A COLUMN FRACTURED &IGURES n AND %VEN AT THIS
POINT THE STRUCTURE WAS HOLDING PERCENT OF THE ULTIMATE
STRENGTH REACHED
&IG n 4EST SETUP AND GLOBAL QUASI STATIC CYCLIC RESPONSE OF 4YPE LEFT AND 4YPE RIGHT 307 TESTED BY #ACCESE ET AL $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
/BSERVATION OF THE SPECIMEN FOLLOWING THE TEST REVEALED
MINIMAL WHITEWASH mAKING IN THE BEAM TO COLUMN CONNEC
TIONS LEADING THE RESEARCHERS TO CONCLUDE THAT MOST OF THE EN
ERGY DISSIPATION WAS ACHIEVED THROUGH YIELDING OF THE PLATES
!DDITIONALLY IT WAS FOUND BY INVESTIGATING THE HYSTERESIS
LOOPS FOR EACH STORY THAT THE lRST STORY PLATE ABSORBED THE
MAJORITY OF THE DAMAGE &IGURE nˆNOTE THAT UNSYMMET
RICAL LOOPS WERE RECORDED AFTER ONE OF THE ACTUATORS REACHED
ITS MAXIMUM STROKE IN ONE DIRECTION )T WAS CONCLUDED THAT
THE STEEL PLATE SHEAR WALL TESTED WITH MOMENT RESISTING CON
NECTIONS EXHIBITED EXCELLENT DUCTILITY AND STABLE BEHAVIOR
4HE SPECIMEN WAS THEN MODELED ANALYTICALLY CONSIDER
ING BOTH lNITE ELEMENT AND STRIP MODEL APPROACHES 4HE l
NITE ELEMENT SIMULATION PREDICTED THE ULTIMATE STRENGTH AND
INITIAL STIFFNESS WELL FOR ALL STORIES SEE EARLIER &IGURE n (OWEVER AT DISPLACEMENTS LARGER THAN THE YIELD DISPLACE
MENT THE SIMULATION OVERESTIMATED THE STIFFNESS OF THE STEEL
PLATE SHEAR WALL )T WAS CONCLUDED THAT THIS DISCREPANCY WAS
DUE TO THE INABILITY TO INCLUDE SECOND ORDER GEOMETRIC EF
FECTS 4HE STRIP MODEL ALSO GAVE GOOD OVERALL AGREEMENT WITH
EXPERIMENTAL RESULTS WITH THE EXCEPTION OF UNDERESTIMATING
THE INITIAL STIFFNESS !T LOADS OF PERCENT OF THE ULTIMATE
STRENGTH AND ABOVE THE TANGENT STIFFNESS OF THE STRIP MODEL
BECAME APPROXIMATELY EQUAL TO THAT OF THE EXPERIMENT
&IG n &ISH PLATE CONNECTIONS DETAIL $RIVER ET AL &IG n 4EST SETUP AND QUASI STATIC CYCLIC RESPONSE PANEL OF
THE 307 TESTED BY $RIVER ET AL A &IG n 4EARS AT TOP CORNER OF lRST STORY PANEL COURTESY OF
2OBERT $RIVER 5NIVERSITY OF !LBERTA %DMONTON #ANADA $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 !LSO INCLUDED IN THIS INVESTIGATION WAS A REVISION OF
THE HYSTERETIC MODEL PROPOSED BY 4ROMPOSCH AND +ULAK
4HE MODEL WAS REVISED BY EXPLICITLY SEPARATING THE
CONTRIBUTIONS FROM THE MOMENT RESISTING FRAME AND INlLL
PANEL 4HE TWO COMPONENTS WERE ASSIGNED EMPIRICALLY
DERIVED BILINEAR HYSTERETIC BEHAVIOR WHICH WHEN COMBINED
RESULTED IN A TRILINEAR BEHAVIOR OF THE SYSTEM AND FURTHER
IMPROVED AGREEMENT WITH EXPERIMENTAL RESULTS
"EHBAHANIFARD 'RONDIN AND %LWI "EHBAHANIFARD ET AL CONDUCTED QUASI STATIC LATERAL
CYCLIC TESTING WITH SIMULATED GRAVITY LOADS ON A THREE STORY
FRAME STRUCTURE CONSISTING OF THE UPPER THREE STORIES IN THE
FOUR STORY 307 STRUCTURE TESTED DURING AN EARLIER STUDY BY
$RIVER ET AL !LTHOUGH THE INlLL PANEL IN THE lRST STORY
BUCKLED AND UNDERWENT SOME PLASTIC DEFORMATIONS DURING
THAT PREVIOUS TEST IT IS REPORTED THAT THERE WAS NO SIGNIlCANT
NOTICEABLE PERMANENT DAMAGE IN THE UPPER THREE STORIES 4HE
BEAM AT THE TOP OF LEVEL WAS REMOVED AND THE REMAINDER
OF THE SPECIMEN WELDED TO A MM THICK BASE PLATE 4HE
TESTED WALL REACHED A STRENGTH OF KIPS K. AT A
ROOF DISPLACEMENT OF IN MM AFTER CYCLES OF LOAD
ING INCLUDING CYCLES AFTER lRST YIELDING 4HE RESULTING
HYSTERETIC BEHAVIOR MEASURED AT EACH STORY IS SHOWN IN &IG
URE n ! TEAR DEVELOPED IN THE lRST STORY PANEL AT A DRIFT
OF IN MM AS A RESULT OF LOW CYCLE FATIGUE FROM RE
&IG n ,OCAL BUCKLING AND FRACTURE OF COLUMN AT END OF TEST
COURTESY OF 2OBERT $RIVER 5NIVERSITY OF !LBERTA
%DMONTON #ANADA &IG n &IRST STORY PANEL DEFORMATION AT END OF TEST COURTESY OF
2OBERT $RIVER 5NIVERSITY OF !LBERTA %DMONTON #ANADA $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n (YSTERETIC BEHAVIOR AT EACH STORY
"EHBAHANIFARD ET AL PEATED KINKING UNDER CYCLIC PLATE BUCKLING &LANGE BUCKLING
AT THE COLUMN BASE AND IN THE BEAM AT THE lRST LEVEL STARTED TO
DEVELOP AT A DRIFT OF IN MM AND BEAM mANGE FRACTURE
OCCURRED AT A DRIFT OF IN MM #OLUMN BUCKLING ALSO
INITIATED 4HE BEAM WAS REWELDED AND TESTING RESUMED UNTIL
THE ACTUATOR MAXIMUM STROKE OF IN MM WAS REACHED
&INAL STATE OF THE SPECIMEN IS SHOWN IN &IGURE n
! lNITE ELEMENT MODEL WAS DEVELOPED BASED ON THE NON
LINEAR DYNAMIC EXPLICIT FORMULATION IMPLEMENTING A KINE
MATIC HARDENING MATERIAL MODEL TO SIMULATE THE "AUSCHINGER
EFFECT AFTER EXPERIENCING CONVERGENCE PROBLEMS ANALYZING
THE MODEL USING THE IMPLICIT lNITE ELEMENT MODEL FORMULA
TION !FTER VALIDATING THIS MODEL AGAINST THE EXPERIMENTAL
RESULTS IT WAS USED WITHIN A PARAMETRIC STUDY TO IDENTIFY
PARAMETERS AFFECTING THE STIFFNESS AND STRENGTH OF 307 SYS
TEMS !N INTERIOR 307 PANEL WAS IDEALIZED FOR THIS ANALY
SIS BY MODELING A SINGLE 307 WITH RIGID mOOR BEAMS AND
SUBJECTED TO SHEAR FORCE AND CONSTANT GRAVITY LOADING )T WAS
FOUND THAT A DECREASE IN THE ASPECT RATIO PRODUCED AN INCREASE
IN THE STRENGTH AND NON DIMENSIONAL STIFFNESS OF 307 4HIS
INCREASE IS NEGLIGIBLE WITHIN THE ASPECT RATIO RANGE OF TO BUT NOTICEABLE FOR ASPECT RATIOS LESS THAN 0ANEL
OUT OF PLANE IMPERFECTIONS WERE FOUND TO BE OF NO SIGNIl
CANT CONSEQUENCE PROVIDED THEY WERE LIMITED TO PERCENT
OF / s K BASED ON THIS STUDY WHICH IS WITHIN NORMAL FABRI
CATION TOLERANCES )T WAS ALSO FOUND THAT INCREASES IN GRAVITY
LOADS AND OVERTURNING MOMENTS ON 307 REDUCES THE ELASTIC
STIFFNESS AND STRENGTH OF THE SHEAR WALL PANEL AS WELL AS THE
DRIFT AT WHICH THE PEAK STRENGTH IS REACHED
2EZAI A
B
/NE FOUR STORY SCALE 307 SPECIMEN WAS SUBJECTED TO
SHAKE TABLE TESTS 2EZAI 4HE SHAKE TABLE TEST SPECI
MEN WAS ONE BAY WIDE AND FOUR STORIES HIGH WITH A BAY WIDTH
OF FT MM AND A STORY HEIGHT OF FT IN MM 0LATES WERE IN MM THICK AND WERE WELDED TO A
IN MM THICK lSH PLATE WHICH IN TURN WAS WELDED
TO THE MEMBERS OF THE BOUNDARY FRAME &IGURE n SHOWS
THE TEST SPECIMEN ALONG WITH THE INSTRUMENTATION LAYOUT
$UE TO LIMITATIONS IN THE SHAKE TABLE CAPABILITY THE PLATES
REMAINED MOSTLY ELASTIC FOR ALL GROUND MOTIONS APPLIED
3OME LIMITED ENERGY DISSIPATION WAS OBSERVED IN THE lRST
TWO STORIES 3OME YIELDING WAS REPORTED TO HAVE DEVELOPED
IN A lRST STORY COLUMN AND ITS BASE PLATE
&INITE ELEMENT AND STRIP MODELS OF THE TEST SPECIMEN OF
,UBELL ET AL WHICH ARE REVIEWED IN THE FOLLOWING SEC
TION WERE GENERATED )N BOTH CASES THE MODELS OVERPREDICTED
THE INITIAL STIFFNESS 4HE STRIP MODEL WAS ABLE TO ADEQUATELY
PREDICT THE lRST YIELD AND ULTIMATE STRENGTHS WHEN COMPARED
WITH THE EXPERIMENTAL RESULTS OF ,UBELL ET AL (OW
EVER IT WAS FOUND THAT THE INmUENCE OF OVERTURNING MOMENT
ON THE BASE SHEAR VERSUS ROOF DISPLACEMENT BEHAVIOR IS SIG
NIlCANT IN THE ACCURACY OF THE STRIP MODEL &OR TALL SLENDER
WALLS LARGE OVERTURNING MOMENTS RESULT IN HIGH mEXURAL AND
AXIAL COLUMNS FORCES THAT DECREASE THE OVERALL SYSTEM STIFF
NESS &OR TALL AND NARROW PANELS THE STRIP MODEL ALSO LESS
ACCURATELY PREDICTS THE WALL STIFFNESS &OR SHORTER AND WIDER
WALLS SUCH AS THE $RIVER ET AL TEST THE STRIP MODEL
WAS REPORTED TO GIVE MORE SATISFACTORY RESULTS )T WAS ALSO
FOUND THAT MODELING INDIVIDUAL STORIES INSTEAD OF THE ENTIRE
WALL AS SUGGESTED AT THAT TIME IN !PPENDIX - OF #!.#3!
3 DOES NOT ACCURATELY REPRESENT THE WALL BECAUSE IT
NEGLECTS THE EFFECTS OF GLOBAL OVERTURNING MOMENT ON THE
BASE SHEAR VERSUS ROOF DISPLACEMENT BEHAVIOR
&IG n 3PECIMEN AT END OF TEST A GLOBAL VIEW B LOCAL
COLUMN BUCKLING AND TEAR IN PANEL "EHBAHANIFARD ET AL $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 !N ALTERNATIVE STRIP MODEL WAS PROPOSED IN WHICH THE
STRIPS ARE REORGANIZED TO CAPTURE THE VARIATION IN THE INCLINA
TION OF THE TENSION lELD ACROSS THE PLATE USING lVE STRIPS TO
MODEL EACH WEB PLATE AND USING ONLY THE CORNER NODES OF THE
FRAME AND THE MID POINTS OF THE COLUMNS AND BEAMS &IG
URE n 2EZAI GIVES EQUATIONS FOR THE AREAS TO BE USED FOR
THESE TENSION ELEMENTS !DDITIONALLY AN EFFECTIVE WIDTH CON
CEPT WAS EMPLOYED SO THAT INCOMPLETE TENSION lELD ACTION
COULD BE ACCOUNTED FOR 4HIS EFFECTIVE WIDTH DEPENDS ON THE
STIFFNESS OF THE BOUNDARY MEMBERS 4HE PROPOSED MODEL WAS
ABLE TO BETTER REPRESENT THE INITIAL STIFFNESS OF THE WALL BUT DID
NOT ACCURATELY CAPTURE ITS YIELD AND ULTIMATE STRENGTHS
&IG n %XPERIMENTAL SETUP AND DYNAMIC RESPONSE OF THE 307
TESTED ON A SHAKING TABLE 2EZAI $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
,UBELL 0RION 6ENTURA AND 2EZAI ,UBELL ET AL TESTED ONE FOUR STORY AND TWO SINGLE
STORY STEEL PLATE SHEAR WALLS !LL SPECIMENS HAD ASPECT RATIOS
OF WITH BAY WIDTHS AND STORY HEIGHTS EQUAL TO FT IN MM !LL INlLL PANELS USED IN MM THICK
PLATES WITH A YIELD STRESS OF KSI -0A AND THE BOUND
ARY FRAMES USED MOMENT CONNECTIONS 4HE LOADING WAS AP
PLIED IN A CYCLIC QUASI STATIC MANNER FOLLOWING THE !4# PROTOCOL !4# 4HE lRST SINGLE STORY SPECIMEN WAS PUSHED TO SEVEN TIMES
THE YIELD DISPLACEMENT OF THE STRUCTURE 4HIS TEST WAS TERMI
NATED BECAUSE OF THE FAILURE OF A LATERAL BRACE DUE TO EXCES
SIVE OUT OF PLANE DEmECTION OF THE TOP OF THE SPECIMEN !S A
RESULT THE TOP BEAM OF THE SECOND TEST WAS STIFFENED TO PRE
VENT OUT OF PLANE DISPLACEMENT OF THE FRAME 4HE ULTIMATE
STRENGTH OF THE lRST SINGLE STORY SPECIMEN WAS FOUND TO BE
KIPS K. WITH A YIELD STRENGTH OF KIPS K.
AND YIELD DISPLACEMENT OF IN MM &IGURE n )N THE SECOND TEST THE YIELD STRENGTH WAS FOUND TO BE KIPS K. AT A DISPLACEMENT OF IN MM WITH
A ULTIMATE STRENGTH OF KIPS K. AT FOUR TIMES THE
YIELD DISPLACEMENT &AILURE OF THE SECOND SPECIMEN OCCURRED
WHEN A COLUMN FRACTURED AFTER SIGNIlCANT PLASTIC HINGING AT A
LOAD OF KIPS K. AND DISPLACEMENT OF SIX TIMES THE
YIELD DISPLACEMENT &IGURE n 4HE SIGNIlCANT INCREASE
IN THE ULTIMATE STRENGTH AND STIFFNESS OF THE SECOND TEST WAS
ATTRIBUTED TO THE STIFFENED UPPER BEAM !NCHORAGE OF THE TEN
SION lELD BY USE OF A SUBSTANTIALLY STIFF TOP BEAM WAS FOUND
TO BE OF PARAMOUNT IMPORTANCE IN THE PERFORMANCE OF STEEL
PLATE SHEAR WALLS AND IS NECESSARY TO ACHIEVE OPTIMAL PERFOR
MANCE
4HE FOUR STORY STEEL PLATE SHEAR WALL SPECIMEN WAS SUB
JECTED TO EQUAL LATERAL LOADS APPLIED AT EACH mOOR LEVEL 'RAV
&IG n 2EZAIS TENSION STRIP MODEL 2EZAI ITY LOADS WERE APPLIED USING STEEL PLATES STACKED AT EACH STO
RY 4HIS SPECIMEN WAS FOUND TO YIELD AT A BASE SHEAR OF KIPS K. AND A lRST mOOR DISPLACEMENT OF IN MM &AILURE FROM GLOBAL INSTABILITY DUE TO COLUMN YIELDING
OCCURRED AT TIMES THE YIELD DISPLACEMENT &IGURE n )T WAS OBSERVED FROM THE HYSTERESIS LOOPS OF THE INDIVIDUAL
STORIES THAT THE lRST STORY ABSORBED MOST OF THE INELASTIC AC
TION AND DAMAGE 4HIS TREND WAS CONSISTENT WITH WHAT $RIVER
ET AL AND 2EZAI FOUND IN THEIR MULTI STORY STEEL
PLATE SHEAR WALL EXPERIMENTS )N ALL EXPERIMENTS BY ,UBELL ET
AL SIGNIlCANT PULL IN OF THE COLUMNS WAS OBSERVED
)T WAS REPORTED THAT ALL WALLS ENDED UP IN AN hHOUR GLASSv
SHAPE AFTER SIGNIlCANT LATERAL CYCLIC DISPLACEMENTS WERE AP
PLIED &IGURE n 4HIS LED TO THE CONCLUSION THAT A CAPAC
ITY DESIGN OF THE BOUNDING COLUMNS IN A STEEL PLATE SHEAR WALL
IS NECESSARY TO ENSURE THAT THE INlLL PANELS YIELD PRIOR TO COL
UMN HINGING AND TO MINIMIZE PULL IN OF THE COLUMNS
3TRIP MODELS OF THE SPECIMEN WERE ALSO DEVELOPED TO EVAL
UATE THE ACCURACY OF THE MODELING TECHNIQUE )T WAS FOUND
THAT THE STRIP MODEL OVERPREDICTED THE ELASTIC STIFFNESS OF THE
lRST SINGLE STORY TEST AND THE FOUR STORY TEST BUT ACCURATELY
PREDICTED THE YIELD AND ULTIMATE STRENGTHS AS WELL AS THE POST
YIELD STIFFNESS 7HEN A STIFFER UPPER BEAM WAS PRESENT AS IN
THE SECOND SINGLE STORY TEST THE STRIP MODEL WAS FOUND TO
GIVE BETTER RESULTS FOR THE ELASTIC STIFFNESS )T WAS CONCLUD
ED THAT THE STRIP MODEL CAN ACCURATELY REPRESENT PANELS THAT
ARE DOMINATED BY INELASTIC BEHAVIOR IN SHEAR 7HEN mEXURAL
INELASTIC BEHAVIOR GOVERNS IT WAS RECOMMENDED THAT OTHER
MORE ADVANCED MODELING TECHNIQUES BE EMPLOYED
&IG n 4EST SETUP TAKEN FROM 2EZAI AND QUASI STATIC CYCLIC RESPONSE OF SPECIMEN 307 TESTED BY ,UBELL ET AL $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 !STANEH !SL AND :HAO )N SUPPORT OF THE #ENTURY 4OWER PROJECT DESCRIBED IN
#HAPTER HALF SCALE THREE STORY 307 TEST SPECIMENS WERE
TESTED SUBJECTED TO A UNIFORM SHEAR FORCE &IGURE n 4HE SPECIMEN BEHAVED ELASTICALLY UP TO INTER STORY DRIFTS
OF PERCENT WHEN lRST YIELD LINES WERE OBSERVED ON THE
WALL PLATE AND 7 SHAPE COLUMN THE NONGRAVITY COLUMN
OF THE SYSTEM THAT SERVES TO FRAME AN OPENING IN THE WALL "EYOND THAT POINT THE COMPRESSION DIAGONAL AND TENSION
lELD ACTION DEVELOPED IN THE WALL PANELS !T PERCENT
DRIFT THE 7 SHAPE COLUMN DEVELOPED mANGE LOCAL BUCKLING
4HE SPECIMEN WAS SUBJECTED TO ELASTIC CYCLES AND INELASTIC CYCLES UP TO AN INTER STORY DRIFT OF PERCENT
AND MAXIMUM SHEAR STRENGTH OF KIPS !T THAT POINT THE
UPPER mOOR COUPLING BEAM COMPLETELY FRACTURED AT THE FACE
OF THE COLUMN ! SECOND SPECIMEN BEHAVED SIMILARLY )T WAS
SUBJECTED TO ELASTIC CYCLES UP TO PERCENT DRIFT AND
SUBSEQUENT INELASTIC CYCLES UP TO AN INTER STORY DRIFT OF
PERCENT AND MAXIMUM SHEAR FORCE OF KIPS WHEN
THE UPPER mOOR COUPLING BEAM FRACTURED AT THE FACE OF THE
COLUMN &IGURE n SHOWS THE RESULTING HYSTERESIS LOOPS
FOR THE WALLS IN lRST mOOR AND SECOND mOOR OF THE SECOND
SPECIMEN .OTE THAT THE CONCRETE lLLED PIPE COLUMNS RESISTED
APPROXIMATELY PERCENT OF THE TOTAL LATERAL LOAD AND THAT
BEAMS THAT CONNECTED TO THE COLUMNS TRANSFERRED THEIR LOAD
USING REINFORCING BARS EXTENDED INTO THE PIPE COLUMN AND
WELDED TO THE BEAM mANGES (OOPER !.!,93)3 )335%3
7HILE PAST RESEARCH HAS SHOWN THAT THE BEHAVIOR OF 307 CAN
BE ADEQUATELY PREDICTED BY INELASTIC lNITE ELEMENT ANALYSIS
ACCURATE ESTIMATES OF RESPONSE QUANTITIES ARE OBTAINED ONLY
WHEN STEEL PANELS ARE MODELED USING A LARGE NUMBER OF
SHELL ELEMENTS %LGAALY ET AL CAPABLE OF REALISTICALLY
ACCOUNTING FOR MATERIAL AND GEOMETRIC NONLINEARITIES $RIVER
ET AL B 4HESE LIMITATIONS LEAD TO SOPHISTICATED TIME
CONSUMING MODELS THAT WHILE SUITABLE FOR RESEARCH PURPOSES
ARE GENERALLY NOT APPROPRIATE FOR PRACTICAL APPLICATIONS
&IG n 4EST SETUP TAKEN FROM 2EZAI AND QUASI STATIC CYCLIC RESPONSE OF SPECIMEN 307 TESTED BY ,UBELL ET AL $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
5NFORTUNATELY USAGE OF SIMPLER ELEMENTS RESULTS IN MODELS
THAT ARE NOT CAPABLE OF PROVIDING RELIABLE ESTIMATES OF
STIFFNESS STRENGTH AND HYSTERETIC CHARACTERISTICS %LGAALY ET
AL )N PARTICULAR MODELS USING hSTANDARDv IE ELASTIC
AND ISOTROPIC SHELL ELEMENTS DO NOT PROVIDE MEANINGFUL
INFORMATION BECAUSE THEY DO NOT CAPTURE TRANSVERSE FORCES
ON BOUNDARY ELEMENTS 3INCE STEEL PANELS OF TYPICAL 307
BUCKLE AT VERY LOW DEFORMATION LEVELS AND TENSION lELD
ACTION DEVELOPS WELL BEFORE ANY YIELDING OCCURS THE PRE
BUCKLING STIFFNESS PREDICTED BY ELASTIC ISOTROPIC SHELL
ELEMENTS OVERESTIMATES THE ACTUAL RIGIDITY OF 307 %LASTIC
lNITE ELEMENT ANALYSES CAN ALSO BE MISLEADING AS THEY MAY
CONSIDER THE WALL PLATE AS CONTRIBUTING TO RESIST GRAVITY LOADS
AND OVERTURNING MOMENTS IN WAYS NOT ACTUALLY POSSIBLE WITH
THIN INlLL PLATES
! MORE PRACTICAL AND CONVENIENT ANALYTICAL TOOL IS THE STRIP
MODEL ORIGINALLY PROPOSED BY 4HORBURN ET AL !S DE
SCRIBED EARLIER THIS APPROACH CONSISTS OF MODELING THE STEEL
PANEL AS A SET OF PARALLEL UNIFORMLY SPACED TENSION ONLY
STRIPS PINNED AT BOTH ENDS IE ELEMENTS CAPABLE OF RESISTING
&IG n .EAR AND FAR VIEW OF LOCAL INSTABILITY OF COLUMNS AT lRST
STORY OF 307 COURTESY OF #ARLOS 6ENTURA 5NIVERSITY OF "RITISH
#OLUMBIA 6ANCOUVER #ANADA &IG n (OUR GLASS SHAPE OF SPECIMEN DUE TO hPULL INv OF
COLUMNS AND BEAMS COURTESY OF #ARLOS 6ENTURA 5NIVERSITY OF
"RITISH #OLUMBIA 6ANCOUVER #ANADA &IG n 3PECIMEN TESTED BY !STANEH !SL AND :HAO $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 TENSILE AXIAL FORCES ONLY WHILE THE BEAMS AND COLUMNS ARE
MODELED WITH CONVENTIONAL BEAM ELEMENTS &IGURE n )N
A WAY THE STRIPS REPRESENT THE POST BUCKLING DIAGONAL FOLDS
DESCRIBED IN 3ECTION 4HE MODULUS OF ELASTICITY OF THE
STRIPS IS SET EQUAL TO THAT OF STEEL AND THE AREA OF EACH STRIP IS
SET EQUAL TO THE STEEL PANEL THICKNESS MULTIPLIED BY THE DIS
TANCE BETWEEN THE STRIPS MEASURED ALONG A DIRECTION PERPEN
DICULAR TO THAT OF THE STRIPS )T HAS BEEN SHOWN THAT THE STRIP MODEL CAN ADEQUATELY PRE
DICT THE INITIAL PRE YIELDING STIFFNESS OF A 307 AND FORCES
IN FRAME MEMBERS UNDER SERVICE LOADS 4IMLER AND +ULAK
)T CAN ALSO BE USED IN NONLINEAR PUSHOVER ANALYSIS TO
OBTAIN THE FULL FORCE DISPLACEMENT RELATIONSHIP FOR THE WALL
AND ULTIMATE FORCES IN THE SYSTEM ELEMENTS &OR STATIC NON
LINEAR ANALYSIS IT IS SUGGESTED THAT AN ELASTO PLASTIC IE ZERO
POST YIELDING STIFFNESS AXIAL FORCE VERSUS AXIAL DEFORMATION
RELATIONSHIP BE USED FOR EACH STRIP !DDITIONALLY BEAM ELE
MENTS CAPABLE OF ACCOUNTING FOR INELASTIC DEFORMATIONS IN
FRAME MEMBERS WHICH ARE LIKELY TO OCCUR AT LARGE DEFORMA
TIONS LEVELS SHOULD BE USED 4HIS APPROACH HAS SUCCESSFULLY
BEEN USED TO REASONABLY PREDICT MONOTONIC FORCE DISPLACE
MENT RELATIONSHIPS OF COMPLETE 307 AS WELL AS THOSE OF IN
DIVIDUAL STORIES &IGURE $RIVER ET AL 4HE STRIP MODEL HAS ALSO BEEN SHOWN TO BE CAPABLE OF SUC
CESSFULLY PREDICTING THE QUASI STATIC CYCLIC RESPONSE OF 307
%LGAALY ET AL %LGAALY AND ,IU ,UBELL ET AL
4HIS KIND OF ANALYSIS REQUIRES MODELS THAT HAVE A
SYMMETRIC LAYOUT OF STRIP ELEMENTS TO ACCOUNT FOR TENSION
lELD ACTION IN BOTH LOADING DIRECTIONS &IGURE n )T MUST
BE NOTED THAT SINCE THE STRIPS ARE TENSION ONLY ELEMENTS THE
STRIP FORCE VERSUS STRIP DEFORMATION RELATIONSHIP SHOULD HAVE
THE CHARACTERISTICS SCHEMATICALLY DESCRIBED IN &IGURE nB
3INCE WHEN UNLOADED AFTER AN INCURSION INTO THE INELASTIC
RANGE POINT hAv A STRIP EXHIBITS RESIDUAL DEFORMATIONS
POINT hBv TENSILE STRESSES WILL NOT DEVELOP IN THE NEXT CYCLE
IN THE SAME DIRECTION UNTIL POINT hBv IS REACHED THESE HYSTER
ETIC CHARACTERISTICS CAUSE THE hPINCHINGv BEHAVIOR DESCRIBED
EARLIER ! COMPARISON BETWEEN EXPERIMENTAL AND ANALYTI
CAL RESULTS CAN BE SEEN IN &IGURE n WHICH SHOWS A CASE
WHERE A TRILINEAR HYSTERETIC MODEL WAS USED 3IMILAR MODELS
&IG n )NELASTIC DEFORMATION OF 307 AND HYSTERETIC RESPONSE !STANEH !SL AND :HAO $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
HAVE ALSO BEEN USED TO PERFORM NONLINEAR DYNAMIC ANALYSIS
"RUNEAU AND "HAGWAGAR )N THE CASE OF MULTI STORY 307 EQUALLY SPACED STRIPS ORI
ENTED AT ALL STORIES AS INDICATED BY %QUATION n RESULT IN
MODELS HAVING STAGGERED NODE POINTS AT THE BEAMS 4IMLER
ET AL "RUNEAU AND "HAGWAGAR !N EXAMPLE
CAN BE SEEN IN &IGURE nA 3UCH MODELS ARE UNNECESSARILY
COMPLICATED AND ARE LIKELY TO INDICATE ARTIlCIAL BENDING IN
BEAMS DUE TO DIFFERENTIAL PULLING FORCES 4HE STRIP INCLINATION
ANGLES AT DIFFERENT STORIES ARE TYPICALLY SIMILAR &OR PRACTICAL
PURPOSES IT IS THEN PREFERABLE TO USE MODELS WHERE THE STRIPS
HAVE THE SAME INCLINATION AT ALL STORIES AND COMMON NODES AT
THE BEAMS &IGURE nB 4HE INCLINATION ANGLE CAN BE CAL
CULATED AS THE AVERAGE OF THE VALUES CALCULATED AT EACH STORY
)T HAS BEEN SHOWN THAT THIS SIMPLIlCATION HAS LITTLE EFFECT ON
ANALYTICAL RESULTS 4IMLER ET AL 4HIS RECOMMENDATION
ALSO APPLIES FOR MODELS HAVING A SYMMETRIC ARRAY OF STRIP
ELEMENTS
$%3)'. -%4(/$3
$ESIGN METHODS PRESCRIBED IN VARIOUS 3PECIlCATIONS ARE
REVIEWED IN THE SUBSEQUENT SECTION AND CHAPTER (OWEVER
PLASTIC ANALYSIS CAN BE A USEFUL COMPLEMENTARY TOOL FOR DE
SIGN 5SING THE COLLAPSE MECHANISM OF A SINGLE STORY 307
IN A FRAME WITH SIMPLE CONNECTIONS REPRESENTED BY THE STRIP
MODEL AS SHOWN IN &IGURE n RESULTS IN THE FOLLOWING
EQUATION FOR MAXIMUM SHEAR STRENGTH "ERMAN AND "RUNEAU
A 9
)\ W/ VLQ A
n
WHERE &Y IS THE INlLL PANEL YIELD STRESS AND OTHER TERMS ARE AS
PREVIOUSLY DElNED
&OR A SINGLE STORY 307 IN A FRAME WITH RIGID BEAM TO
COLUMN CONNECTIONS PLASTIC ANALYSIS CAN AGAIN BE USED TO
lND THE MAXIMUM SHEAR STRENGTH AS
9
)\ W/ VLQ A
0 S
K
n
WHICH CONSIDERS mEXURAL HINGING IN BEAMS OR COLUMNS IN AD
DITION TO PLATE YIELDING AND WHERE -P IS THE SMALLER OF THE
BEAM AND COLUMN PLASTIC MOMENTS )T ALSO ASSUMES THAT THIS
STRENGTH CAN BE ATTAINED PRIOR TO THE DEVELOPMENT OF UNDESIR
ABLE LIMIT STATES SUCH AS PLATE FRACTURE
7HILE THIS APPROACH DOES NOT PROVIDE INFORMATION ABOUT
THE MAGNITUDE OF THE DISPLACEMENT RESPONSE IT GIVES EQUA
TIONS TO ESTIMATE THE ULTIMATE SHEAR STRENGTH OF A 307 BY
HAND CALCULATIONS 4HESE EXPRESSIONS CAN ALSO BE USED TO
GAIN INSIGHT INTO THE MOST PROBABLE COLLAPSE MECHANISM IE
A
B
&IG n 3TRIP MODEL FOR STATIC LINEAR AND NONLINEAR ANALYSIS
OF 307 COURTESY OF $IEGO ,ØPEZ 'ARCÓA 0ONTIlCIA 5NIVERSIDAD
#ATØLICA DE #HILE #HILE &IG n 3TRIP MODEL FOR CYCLIC STATIC AND DYNAMIC NONLINEAR
ANALYSIS A DIAGRAM OF PANEL MODEL B HYSTERETIC STRIP FORCE VS
STRIP DEFORMATION RELATIONSHIP COURTESY OF $IEGO ,ØPEZ 'ARCIA
0ONTIlCIA 5NIVERSIDAD #ATØLICA DE #HILE #HILE $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 THE ONE FOR WHICH THE CORRESPONDING ULTIMATE SHEAR STRENGTH
IS A MINIMUM &OR INSTANCE THE SHEAR STRENGTH AT STORY hIv
DEVELOPING AN UNDESIRABLE SOFT STORY MECHANISM IE PLASTIC
HINGES AT THE ENDS OF THE COLUMNS IN A GIVEN STORY IN A MUL
TISTORY 307 WITH MOMENT RESISTING CONNECTIONS IS GIVEN BY
Q
¤ 9 M )\ WZL / VLQ A
ML
0 SFL
KL
n
WHERE 6J LATERAL LOADS APPLIED ABOVE STORY I AND TWI -PCI
AND HI ARE THICKNESS OF THE STEEL PANEL PLASTIC MOMENT CA
PACITY OF COLUMNS AND HEIGHT OF STORY I RESPECTIVELY 3IMI
LAR EXPRESSIONS FOR OTHER POSSIBLE COLLAPSE MECHANISMS ARE
PRESENTED IN "ERMAN AND "RUNEAU A 4HESE EQUATIONS
CAN BE USED TO DETERMINE AN INlLL PANEL THICKNESS FOR USE IN
DEVELOPMENT OF THE STRIP MODEL
)DEALLY A 307 USED IN SEISMIC APPLICATIONS SHOULD BE DE
SIGNED IN SUCH A WAY THAT ALL ITS STEEL PANELS DISSIPATE ENERGY
THROUGH INELASTIC DEFORMATIONS WHEN THE STRUCTURE IS SUBJECT
ED TO THE EXPECTED SEISMIC ACTIONS (ENCE FOR A GIVEN FRAME
GEOMETRY WHICH IS OFTEN DICTATED BY ARCHITECTURALFUNCTIONAL
CONSIDERATIONS THE THICKNESS OF THE STEEL PANEL AT A GIVEN
STORY SHOULD BE DETERMINED AS A FUNCTION OF THE CORRESPOND
ING STORY SHEAR DEMAND ! PRACTICAL APPROACH CONSISTS OF
SOLVING %QUATION n FOR TW WHICH GIVES
WZL 9L
)\ / VLQ A L
&IG n 4RILINEAR HYSTERETIC MODEL FOR STRIP ELEMENTS PROPOSED BY %LGAALY AND ,IU AND COMPARISON
BETWEEN EXPERIMENTAL LEFT AND ANALYTICAL RIGHT QUASI STATIC CYCLIC RESPONSE OF 307 SPECIMENS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
n
WHERE SUBSCRIPT hIv REFERS TO STORY I %QUATION n IS SLIGHTLY
CONSERVATIVE FOR SIMPLE BEAM TO COLUMN CONNECTIONS AND
SOMEWHAT CONSERVATIVE FOR MOMENT RESISTANT CONNECTIONS
SINCE THE CONTRIBUTION OF THIS TYPE OF CONNECTION TO THE LATERAL
RESISTANCE OF THE 307 IS NEGLECTED IN %QUATION n )T MUST
BE NOTED THAT %QUATION n INDICATES THAT STEEL PANELS SHOULD
HAVE DIFFERENT THICKNESS AT DIFFERENT STORIES A CONDITION THAT
IS SOMETIMES DIFlCULT TO ACHIEVE IN PRACTICE DUE TO THE AVAIL
ABILITY OF STEEL PLATES
!S MENTIONED BEFORE THE ULTIMATE STRENGTH OF A STEEL
PANEL IS FULLY DEVELOPED ONLY WHEN THE CORRESPONDING FRAME
MEMBERS ARE SUFlCIENTLY STIFF AND STRONG TO hANCHORv THE TEN
SION DIAGONALS &URTHERMORE FOR VERTICAL BOUNDARY ELEMENTS
6"% IT HAS BEEN RECOMMENDED -ONTGOMERY AND -ED
HEKAR THAT THE MOMENT OF INERTIA )C SHOULD BE SUCH
THAT
¥ WZ ´µ
µ
b K ¦¦¦
¦§ / , µµ¶
n
WZ K /
n
F
WHICH LEADS TO
,F r
7HILE NO PRACTICAL EXPRESSIONS SIMILAR TO %QUATION n HAVE
BEEN PROPOSED FOR THE HORIZONTAL BOUNDARY ELEMENTS ("%
AT THE ROOF AND FOUNDATION LEVELS IT IS POSSIBLE TO MODIFY THE
SAME EQUATION TO BE APPLICABLE TO ("% (OWEVER SECTIONS
PROVIDING THE STRENGTH NECESSARY TO SATISFY THE CORRESPONDING
mEXURAL DEMANDS ARE LIKELY TO PROVIDE AN ADEQUATE STIFFNESS
)T MUST BE REMEMBERED THAT THE ("% AT THE ROOF AND FOUNDA
TION LEVELS MUST ANCHOR THE PULLING ACTION FROM A YIELDING
STEEL PANEL WHICH GENERALLY RESULTS IN SUBSTANTIAL SIZES
)T HAS BEEN ARGUED THAT SINCE THE BEHAVIOR OF 307 IS SIMI
LAR TO THAT OF VERTICALLY CANTILEVERED PLATE GIRDERS 6"% ARE
ANALOGOUS TO THE PLATE GIRDER mANGES ("% TO THE PLATE GIRD
ER STIFFENERS AND STEEL PANELS TO THE PLATE GIRDER WEB THE
FORMER COULD BE DESIGNED USING WELL ESTABLISHED PROCEDURES
SUITABLE FOR THE LATTER !STANEH !SL (OWEVER WHILE
THE PLATE GIRDER ANALOGY IS CONCEPTUALLY VALID AND USEFUL IT
IS QUANTITATIVELY INADEQUATE AND LEADS TO OVERLY CONSERVATIVE
DESIGNS $ETAILED EXPLANATIONS INCLUDING QUANTITATIVE COM
PARISONS ARE PRESENTED IN "ERMAN AND "RUNEAU #/$% $%6%,/0-%.4
A
#3! 3 #ANADIAN STANDARD #!.#3! 3 ,IMIT 3TATES $ESIGN OF
3TEEL 3TRUCTURES #3! HAS INCLUDED SPECIlCATIONS FOR
THE DESIGN OF 307 SINCE )N THIS DOCUMENT THE EQUIVA
B
&IG n 3TRIP MODELS HAVING A STAGGERED AND B COMMON
STRIP NODES AT THE BEAMS COURTESY OF $IEGO ,ØPEZ 'ARCÓA
0ONTIlCIA 5NIVERSIDAD #ATØLICA DE #HILE #HILE &IG n 3INGLE STORY COLLAPSE MECHANISM
"ERMAN AND "RUNEAU A $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 LENT TRUSS MODEL 4HORBURN ET AL IS RECOMMENDED FOR
PRELIMINARY DESIGN PURPOSES 4HE APPROACH CONSISTS OF lRST
DESIGNING A TENSION ONLY BRACED FRAME BY USING DIAGONAL
STEEL TRUSS MEMBERS WHERE STEEL PANELS WOULD BE OTHERWISE
BE USED IN THE 307 4HE AREAS OF THE DIAGONAL STEEL TRUSS
MEMBERS ARE DESIGNED TO RESIST THE SPECIlED LATERAL LOADS
AND TO MEET DRIFT REQUIREMENTS 4HE TRUSS MEMBERS ARE THEN
CONVERTED INTO STEEL PANELS 4HE THICKNESS TWI OF THE STEEL
PANEL AT STORY I IS GIVEN BY
WZL $L VLQ QL VLQ QL
/ VLQ A L
n
WHERE !I AND QI ARE THE AREA AND THE ANGLE OF INCLINATION
MEASURED WITH RESPECT TO A VERTICAL AXIS OF THE EQUIVALENT
TRUSS MEMBER AT STORY I RESPECTIVELY 7HILE THIS APPROACH IS
USEFUL AT THE PRELIMINARY DESIGN STAGE THE RESULTING STRENGTH
OF THE STEEL PANELS CAN BE SOMEWHAT UNCONSERVATIVE WHEN
THE WIDTH TO HEIGHT RATIO IS NOT EQUAL TO UNITY "ERMAN AND
"RUNEAU A 4HE PLATE IS THEN DIVIDED INTO STRIPS PER
THE APPROACH DESCRIBED EARLIER AND ANALYZED FOR THE SPECI
lED LOADS
4HE #!.#3! 3 STANDARD RECOGNIZES LIMITED DUC
TILITY PLATE WALLS IE 307 WITH NO SPECIAL REQUIREMENTS FOR
BEAM TO COLUMN CONNECTIONS AND ASSIGNED A FORCE MODIlCA
TION FACTOR 2 AND DUCTILE PLATE WALLS IE 307 WITH
MOMENT RESISTING BEAM TO COLUMN CONNECTIONS AND A FORCE
MODIlCATION FACTOR 2 THE LARGEST 2 VALUE ASSIGNED TO
THE MOST DUCTILE SYSTEMS IN THIS STANDARD $UCTILE WALLS ARE
DESIGNED ACCORDING TO CAPACITY DESIGN PRINCIPLES WITH PLATE
YIELDING PROVIDING THE hFUSEv &OR LIMITED DUCTILITY PLATE
WALLS THERE ARE NO SPECIAL SEISMIC REQUIREMENTS
&OR DUCTILE 307 HORIZONTAL AND VERTICAL BOUNDARY ELE
MENTS ARE REQUIRED TO BE DESIGNED TO ELASTICALLY RESIST DE
VELOPMENT OF THE FULL EXPECTED YIELD STRENGTH OF THE INlLL
PLATES 4HIS ENSURES THAT THE INlLL PLATE CAN YIELD IN TENSION
PRIOR TO PLASTIC HINGING OF THE BOUNDARY ELEMENTS PROVID
ING FOR SUBSTANTIAL ENERGY DISSIPATION IN SEISMIC APPLICA
TIONS 3UCH CAPACITY DESIGN CAN BE ACHIEVED BY DESIGNING
THE BOUNDARY ELEMENTS FOR THE FORCES FOUND FROM PUSHOVER
ANALYSIS OF THE STRIP MODEL OR INDIRECTLY FROM A PROCEDURE IN
#!.#3! 3 4HE CONNECTION OF THE INlLL PLATE TO THE
BOUNDARY ELEMENTS SHOULD ALSO BE DESIGNED FOR THE EXPECTED
YIELD STRENGTH OF THE INlLL PLATE AND CAN USE EITHER A WELDED
OR BOLTED CONlGURATION &URTHERMORE THE VERTICAL BOUNDARY
ELEMENTS SHOULD SATISFY A MINIMUM STIFFNESS REQUIREMENT
TO PREVENT EXCESSIVE DEFORMATIONS UNDER THE TENSION lELD
ACTION OF THE WEB PLATE %QUATION n &INALLY HORIZONTAL
BOUNDARY ELEMENTS SHOULD BE PROVIDED AT THE TOP AND BOTTOM
OF A 307 TO ANCHOR THE TENSION lELD
-OST FEATURES OF #!.#3! 3 HAVE BEEN
IMPLEMENTED IN THE 5NITED 3TATES SEISMIC DESIGN PROVISIONS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
EITHER IN SPECIlCATIONS OR IN COMMENTARY AND ARE THEREFORE
NOT PRESENTED IN DETAIL IN THIS SECTION (OWEVER AN IMPORTANT
DIFFERENCE BETWEEN THE 5NITED 3TATES AND #ANADIAN PRACTICE
IS THAT ANALYSIS METHODS FOR OBTAINING FORCES TO BE USED IN
CAPACITY DESIGN OF 3037 ARE NOT INCLUDED IN THE REQUIREMENTS
OF 5NITED 3TATES SPECIlCATIONS BUT RATHER PRESENTED IN THEIR
COMMENTARIES )N THAT CASE THE #!.#3! 3 REQUIRES
CAPACITY DESIGN OF THE COLUMNS IN DUCTILE PLATE WALLS AND
SPECIlES THAT THIS CAN BE ACHIEVED INDIRECTLY BY THE USE OF A
FACTOR " DElNED AS THE RATIO OF PROBABLE SHEAR RESISTANCE 6RE
AT THE BASE OF THE WALL TO THE CALCULATED FACTORED DESIGN BASE
SHEAR 4HE PROBABLE SHEAR RESISTANCE AT THE BASE OF THE WALL IS
GIVEN BY 6RE 2Y&YT, SIN A WHERE 2Y IS THE RATIO OF THE
EXPECTED MEAN STEEL YIELD STRESS TO THE SPECIlED MINIMUM
YIELD STRESS SPECIlED AS FOR ! 'R STEEL &Y IS
THE SPECIlED MINIMUM YIELD STRESS OF THE PLATE , IS THE BAY
WIDTH AND A HAS BEEN DElNED EARLIER 4HE DESIGN AXIAL FORCES
AND LOCAL MOMENTS IN THE COLUMNS ARE THEN AMPLIlED BY THIS
FACTOR -ORE SPECIlCALLY THE COLUMN AXIAL FORCES DETERMINED
FROM THE FACTORED DESIGN OVERTURNING MOMENT AT THE BASE OF
THE WALL ARE AMPLIlED BY " AND KEPT CONSTANT FOR A HEIGHT OF
EITHER TWO STORIES OR , THE BAY WIDTH WHICHEVER IS GREATER
4HE AXIAL FORCES THEN ARE ASSUMED TO LINEARLY DECREASE
TO " TIMES THE AXIAL FORCES FOUND FROM THE ACTUAL FACTORED
OVERTURNING MOMENT AT ONE STORY BELOW THE TOP OF THE WALL
4HE MAXIMUM VALUE OF " WHICH IS MEANT TO ENSURE A DUCTILE
FAILURE MODE CAN BE LIMITED TO THE VALUE OF THE DUCTILITY FACTOR
2M ASSIGNED BY #!.#3! 3 .%(20 2ECOMMENDED 0ROVISIONS
&%-! AND !)3# 3EISMIC 0ROVISIONS
4HE .%(20 2ECOMMENDED 0ROVISIONS FOR 3EISMIC 2EGULA
TIONS FOR .EW "UILDINGS AND /THER 3TRUCTURES &%-! REFERRED TO HERE AS &%-! AND THE 3EISMIC 0ROVI
SIONS FOR 3TRUCTURAL 3TEEL "UILDINGS !)3# REFERRED TO
HERE AS !)3# INCLUDE MINIMUM DESIGN REQUIREMENTS FOR
307 )T MUST BE NOTED THAT 307 ARE DENOTED AS 3PECIAL 3TEEL
0LATE 7ALLS IN &%-! AND AS 3PECIAL 0LATE 3HEAR 7ALLS
IN !)3# )N BOTH DOCUMENTS COLUMNS ARE DESIGNATED AS
6ERTICAL "OUNDARY %LEMENTS 6"% BEAMS ARE REFERRED TO
AS (ORIZONTAL "OUNDARY %LEMENTS ("% STEEL PANELS ARE
DENOTED SIMPLY AS WEBS AND A WEB AND ITS SURROUNDING ("%
AND 6"% CONSTITUTE A PANEL THIS LAST DElNITION IS NOT EXPLICIT
IN !)3# )N THESE DOCUMENTS THE NOMINAL STRENGTH OF A WEB IS SET
EQUAL TO
9Q )\ WZ /FI VLQ A
n
WHERE ,CF IS THE CLEAR DISTANCE BETWEEN 6"% mANGES )N
%QUATION n A IS TO BE CALCULATED USING %QUATION n
)T MUST BE NOTED THAT %QUATION n IS IDENTICAL TO %QUA
TION n EXCEPT THAT , DISTANCE BETWEEN 6"% CENTERLINES IS
REPLACED BY ,CF AND THE FACTOR IS REPLACED BY WHICH
IS SIMPLY DIVIDED BY AN OVERSTRENGTH FACTOR EQUAL TO FOR CONSISTENCY WITH OTHER LATERAL LOAD RESISTING STRUCTURAL
SYSTEMS THAT ARE DESIGNED TO RESIST THE SPECIlED LOADS WITHOUT
CONSIDERING THEIR OVERSTRENGTH 4HE AVAILABLE SHEAR STRENGTH
OF A WEB IS DETERMINED AS F6N OR 6N7 WHERE F AND
7 !CCORDING TO THESE REGULATIONS ("% AND 6"% ARE
TO REMAIN ESSENTIALLY ELASTIC UNDER FORCES GENERATED BY FULLY
YIELDED WEBS BUT mEXURAL HINGES ARE ALLOWED AT THE ENDS OF
("% "OTH DOCUMENTS REQUIRE THAT 6"% SATISFY %QUATION
n AND THAT ,H b )N ADDITION SEVERAL DETAILS
ARE SPECIlED FOR ("% 6"% CONNECTIONS &INALLY &%-! IMPOSES A LIMIT ON THE SLENDERNESS OF THE WEB QUANTITATIVELY
EXPRESSED BY
PLQ / K
WZ
b (
)\
n
4HIS LIMIT IS WELL INTO THE ELASTIC SHEAR BUCKLING RANGE )T
IS BASED ON THE TESTED RANGE OF SLENDERNESS RATHER THAN ON
SEPARATING MODES OF BEHAVIOR
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 #HAPTER 3YSTEM "EHAVIOR AND $ESIGN -ETHODS
/6%26)%7
4HIS CHAPTER PROVIDES A GENERAL DISCUSSION OF THE BEHAVIOR
AND DESIGN OF 3PECIAL 0LATE 3HEAR 7ALLS 3037 AND OTHER
TYPES OF STEEL PLATE SHEAR WALLS
4HE FUNDAMENTAL MECHANICS OF STEEL PLATE SHEAR WALLS ARE
DISCUSSED HERE AS THEY PERTAIN TO THE DESIGN OF THE SYSTEM
,IKEWISE THE ANALYTICAL METHODS DISCUSSED HEREIN ARE IN
TENDED TO BE USED TO DERIVE DESIGN FORCES FOR MEMBERS OF
3037 AND TO ESTIMATE THE DISPLACEMENT OF 3037 IN A MAN
NER THAT IS CONSISTENT WITH BUILDING CODE REQUIREMENTS -ORE
PRECISE MODELING OF THE BEHAVIOR OF 3037 IS BEYOND THE
SCOPE OF THIS $ESIGN 'UIDE
-ETHODS OF ANALYSIS ARE PRESENTED IN THIS CHAPTER 4HE AP
PLICATION OF THE RECOMMENDED METHODS IS MORE FULLY ILLUS
TRATED IN #HAPTERS AND -%#(!.)#3
3TEEL PLATE SHEAR WALLS TYPICALLY RESIST LATERAL LOADS PRIMARILY
THROUGH DIAGONAL TENSION IN THE WEB PLATE AND OVERTURNING
FORCES IN THE ADJOINING COLUMNS 4HIS BEHAVIOR IS IDEALIZED
IN &IGURE n !S IS EXPLAINED LATER THIS IS A SIMPLIlCATION
OF STEEL PLATE SHEAR WALL BEHAVIOR AND THE INTERNAL FORCES OF
SLENDER WEB STEEL PLATE SHEAR WALLS SUCH AS 3037 MUST BE
EXAMINED MORE CLOSELY
7EB PLATES IN STEEL PLATE SHEAR WALLS CAN BE CATEGORIZED
ACCORDING TO THEIR ABILITY TO RESIST BUCKLING 4YPICAL WEB
PLATES ARE UNSTIFFENED AND VERY SLENDER AND THEIR COMPRES
SION STRENGTH IS NEGLIGIBLE 3UBSEQUENT TO COMPRESSION BUCK
LING OF THE WEB PLATE ON ONE DIAGONAL A TENSION lELD WILL
DEVELOP IN THE PLATE ALONG THE OPPOSITE DIAGONAL )N THIS WAY
FRAMES WITH SLENDER WEBS CAN RESIST VERY LARGE FORCES AND
ARE THUS AN ECONOMICAL MEANS TO PROVIDE LATERAL STRENGTH AND
STIFFNESS 4HE EFFECTS OF WEB PLATE TENSION ON THE ADJOINING
FRAME ELEMENTS CONSTITUTE A CENTRAL PART OF THE UNDERSTANDING
OF WALLS WITH THIS TYPE OF WEB PLATE
!S DISCUSSED IN #HAPTER STIFFENED STEEL PLATE SHEAR WALLS
HAVE ALSO BEEN USED TO RESIST SEISMIC FORCES PRIMARILY IN *A
PAN !S IS THE CASE WITH PLATE GIRDERS THE REDUCTION OF WEB
PLATE SLENDERNESS BY THE INTRODUCTION OF STIFFENERS INCREASES
ITS STRENGTH 3TIFFENING TYPICALLY CONSISTS OF PLATES WELDED TO
ONE OR BOTH SIDES OF THE STEEL WEB PLATE #ONCRETE CAN ALSO
BE USED TO STIFFEN WEB PLATES TYPICALLY WALLS STIFFENED IN THIS
MANNER QUALIFY AS COMPOSITE PLATE SHEAR WALLS DISCUSSED BE
LOW 7HILE STIFFENING INCREASES THE EFFECTIVENESS OF THE WEB
PLATE IT IS NOT TYPICALLY AS ECONOMICAL AS THE UNSTIFFENED WEB
PLATE &OR THIS REASON THE 3037 SYSTEM IS BASED ON UNSTIFF
ENED SLENDER WEBS
#OMPOSITE STEEL PLATE SHEAR WALLS # 307 SIMILARLY PRO
VIDE STIFFENING OF THE STEEL WEB PLATE PERMITTING UTILIZATION
OF THE FULL YIELD STRENGTH OF THE STEEL MATERIAL !DDITIONALLY
THE SHEAR STRENGTH OF THE CONCRETE IS EFFECTIVE TO SOME DEGREE
IN THE RESISTANCE TO LATERAL LOADS ALTHOUGH !)3# DOES
NOT PERMIT IT TO BE UTILIZED IN DESIGN !S IS THE CASE FOR STIFF
ENED SHEAR WALLS # 307 ARE TYPICALLY LESS ECONOMICAL THAN
WALLS WITH SLENDER UNSTIFFENED WEBS
4HE 3037 SYSTEM AS LISTED BY !3#% AND TREATED BY
!)3# IS BASED ON THE USE OF SLENDER WEB PLATES .EI
THER STIFFENED WEB STEEL PLATE SHEAR WALLS NOR COMPOSITE STEEL
PLATE SHEAR WALLS SHOULD BE CONSIDERED 3037 AND THE DESIGN
PROVISIONS IN 0ART ) OF !)3# ARE NOT APPLICABLE TO SUCH
WALLS # 307 SHOULD BE DESIGNED IN ACCORDANCE WITH 0ART ))
OF !)3# THERE IS NO EQUIVALENT SET OF SEISMIC DESIGN PRO
VISIONS APPLICABLE TO STIFFENED WEB STEEL PLATE SHEAR WALLS
4HE DESIGN OF BOTH STIFFENED WEB STEEL PLATE SHEAR WALLS
AND # 307 IS OUTSIDE OF THE SCOPE OF THIS $ESIGN 'UIDE
.ONETHELESS THIS CHAPTER PROVIDES A BRIEF DISCUSSION OF THEIR
BEHAVIOR 4HE DESIGN EXAMPLES THAT FOLLOW IN #HAPTERS AND
ARE LIMITED TO UNSTIFFENED SLENDER WEB 3037
5NSTIFFENED 3TEEL 0LATE 3HEAR 7ALLS
&IG n )DEALIZED SHEAR WALL BEHAVIOR
5NSTIFFENED STEEL PLATE SHEAR WALLS ARE TYPICALLY DESIGNED
AS 3PECIAL 0LATE 3HEAR 7ALLS 3037 !)3# INCLUDES
HIGH SEISMIC DESIGN PROVISIONS FOR 3037 0ART ) 3ECTION
NO LOW SEISMIC DESIGN PROVISIONS FOR THE SYSTEM EXIST
"OTH DESIGN EXAMPLES IN THIS $ESIGN 'UIDE USE UNSTIFFENED
SLENDER STEEL PLATE SHEAR WALLS $ESIGN %XAMPLE #HAPTER ILLUSTRATES THE USE OF THE SYSTEM FOR LOW SEISMIC DESIGN EG
3EISMIC $ESIGN #ATEGORY " $ESIGN %XAMPLE #HAPTER $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 ILLUSTRATES THE USE OF THE SYSTEM FOR HIGH SEISMIC DESIGN EG
3EISMIC $ESIGN #ATEGORY $ 4YPICAL 3037 HAVE SLENDER WEBS THAT ARE CAPABLE OF RE
SISTING LARGE TENSION FORCES BUT LITTLE OR NO COMPRESSION 4HIS
BEHAVIOR IS ANALOGOUS TO TENSION ONLY BRACING WHICH RELIES
ON BEAMS IN COMPRESSION TO TRANSMIT THE HORIZONTAL COMPO
NENT OF A BRACE FORCE TO THE BRACE AT THE LEVEL BELOW AND IN
WHICH OVERTURNING FORCES ARE IMPOSED ON COLUMNS
&IGURE n SHOWS THE INTERNAL FORCES IN A BRACED FRAME
IN WHICH THE BRACES ONLY RESIST TENSION /VERTURNING FORCES
ARE RESISTED BY THE COLUMNS AND ARE DELIVERED BY THE VERTICAL
COMPONENT OF THE BRACE FORCES 4HE BEAMS SERVE TO TRANS
FER THE HORIZONTAL COMPONENT OF THE FORCE IN THE BRACE ABOVE
ACROSS THE FRAME TO THE CONNECTION POINT OF THE BRACE BELOW
7HERE BRACES ONLY RESIST TENSION THE BEAMS ARE TYPICALLY
SUBJECT TO LARGE COMPRESSION FORCES
4HIS BEHAVIOR IS ALSO ANALOGOUS TO THAT OF THE TRANSVERSE
STIFFENERS IN PLATE GIRDERS 4ENSION lELD ACTION IN THE WEBS
REQUIRES A TRANSVERSE COMPRESSION STRUT IN ORDER TO BE TRANS
MITTED ALONG THE LENGTH OF THE MEMBER &IGURE n SHOWS THE
ROLE OF TRANSVERSE STIFFENERS IN A PLATE GIRDER
7HILE BOTH OF THESE ANALOGIES ARE USEFUL IN THE BASIC UN
DERSTANDING OF 3037 BEHAVIOR THEY ARE INSUFlCIENT FOR CAP
TURING MANY OF THE ASPECTS OF 3037 BEHAVIOR THAT MUST BE
UNDERSTOOD IN ORDER TO DESIGN THE SYSTEM 4HE MECHANICS OF
3037 BEHAVIOR ARE DISTINCT FROM BOTH TENSION ONLY BRACING
AND PLATE GIRDERS 7HILE THE WEB PLATES WORK ALMOST ENTIRELY
IN TENSION THE BEAMS AND COLUMNS THAT CONSTITUTE THE FRAME
AROUND THE WEB PLATE ARE DESIGNED DIFFERENTLY FROM THE FRAME
MEMBERS OF TENSION ONLY BRACING AND FROM THE mANGES AND
STIFFENERS OF PLATE GIRDERS #OLUMNS IN 3037 ARE REFERRED TO
AS 6ERTICAL "OUNDARY %LEMENTS OR 6"% BEAMS ARE REFERRED
TO AS (ORIZONTAL "OUNDARY %LEMENTS OR ("%
4HE TENSION IN THE WEB PLATE ACTS ALONG THE LENGTH OF THE
BOUNDARY ELEMENTS RATHER THAN ONLY AT THE INTERSECTION OF
BEAMS AND COLUMNS AS IS THE CASE FOR TENSION ONLY BRACING
!S SUCH LARGE INWARD FORCES CAN BE EXERTED ON THE BOUNDARY
ELEMENTS
7HILE mANGES IN PLATE GIRDERS ARE NOT EXPECTED TO PROVIDE
SUFlCIENT STIFFNESS TO PERMIT THE WEBS TO DEVELOP THEIR FULL
TENSION STRENGTH ALONG THEIR ENTIRE DEPTH 6"% OF 3037
ARE DESIGNED TO PROVIDE SUCH STIFFNESS AND THE FULL TENSION
STRENGTH OF THE WEB PLATE IS REALIZED "OTH ("% AND 6"% ARE
DESIGNED TO RESIST WEB PLATE TENSION FORCES ACTING INWARD ON
THE 3037 AT AN ANGLE DETERMINED FROM THE FRAME GEOMETRY
AND MEMBER SECTION PROPERTIES 6"% AND ("% RESIST THESE
INWARD FORCES THROUGH mEXURE &IGURE n ILLUSTRATES THE RE
SULTING mEXURAL DEFORMATION OF THE BOUNDARY ELEMENTS DUE TO
THESE INWARD FORCES SCHEMATICALLY
)T SHOULD BE NOTED THAT THE EFFECT OF THESE INWARD FORCES
ACTING DIRECTLY ON THE ("% IS TYPICALLY COUNTERACTED TO A
LARGE DEGREE BY SIMILAR TENSILE FORCES IN THE WEB PLATE OF THE
ADJACENT STORY ALTHOUGH THESE ARE OFTEN OF DIFFERENT MAGNI
TUDES 3UCH COUNTERACTING TENSILE FORCES ARE NOT OF COURSE
PRESENT AT THE TOP BEAM OF A 3037 NOR AT THE FOUNDATION
AND THE DESIGN OF THOSE ELEMENTS MUST INCLUDE CONSIDERATION
OF THE INWARD FORCES 4HE BEAM AT THE TOP STORY OF A 3037
IS TYPICALLY QUITE DEEP !T THE FOUNDATION A STEEL OR CONCRETE
&IG n 0LATE GIRDER TRANSVERSE STIFFENER BEHAVIOR
&IG n "EAM AND COLUMN FORCES IN TENSION ONLY
BRACING CONlGURATIONS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n )NWARD mEXURE OF 3037 BOUNDARY ELEMENTS
GRADE BEAM WITH SUFlCIENT STRENGTH TO ANCHOR THE TENSION IN
THE WEB PLATE IS TYPICALLY PROVIDED
4HESE INWARD FORCES AND THE RESISTANCE PROVIDED BY THE
BOUNDARY ELEMENTS ARE FUNDAMENTAL TO THE UNDERSTANDING
OF 3037 BEHAVIOR &IGURE n SHOWS FREE BODY DIAGRAMS OF
THE WEB PLATE BOUNDARY ELEMENTS AND 3037 .O END MO
MENTS ARE SHOWN AS THOUGH THE ("% TO 6"% CONNECTIONS ARE
PINNED )N HIGH SEISMIC DESIGN THESE CONNECTIONS ARE REQUIRED
TO BE RIGID AND END MOMENTS RESULT FROM BOTH THE INWARD mEX
URE SHOWN IN &IGURE n AND FROM FRAME BEHAVIOR &OR PUR
POSES OF ILLUSTRATING THE EFFECTS OF WEB PLATE TENSION THE lGURE
DOES NOT INCLUDE lXITY OF THE BEAM TO COLUMN CONNECTION
!S &IGURE n INDICATES THE TENSILE FORCES IN THE WEB PLATE
INDUCE mEXURE IN THE 6"% IN ADDITION TO THE AXIAL FORCES DUE
TO OVERTURNING OF THE WALL )F THE TRANSVERSE STIFFNESS MOMENT
OF INERTIA WITH RESPECT TO IN PLANE mEXURE OF THE 6"% IS SMALL
UNIFORM TENSION CANNOT BE DEVELOPED ACROSS THE WEB PLATE AND
THE STRENGTH OF THE SYSTEM IS SIGNIlCANTLY REDUCED 3UCH BE
HAVIOR IS SIMILAR TO THAT OF PLATE GIRDERS )F THE TRANSVERSE STIFF
NESS OF 6"% IS HIGH WEB PLATES CAN DEVELOP THEIR FULL TENSION
STRENGTH AT THE VERTICAL INTERFACES WITH THE 6"% 4HE SHEAR DUE
TO WEB PLATE TENSION IS IN OPPOSITE DIRECTIONS IN THE 6"% ON
EITHER SIDE OF THE WEB PLATE AND THE HORIZONTAL REACTION AT THE
COLUMN BASE OF THE 6"% IN COMPRESSION IS OPPOSITE THE HORI
ZONTAL REACTION OF THE WEB PLATE
&IGURE n ALSO SHOWS THAT THE INWARD mEXURE OF THE 6"%
IS RESISTED BY THE ("% AT THE TOP AND BOTTOM OF THE 6"% SEG
MENT TYPICALLY AT EACH mOOR 4HUS THE ("% ARE REQUIRED TO
RESIST SIGNIlCANT COMPRESSION IN CONJUNCTION WITH THE mEX
URAL FORCES INDUCED BY TENSION IN THE WEB PLATES
!DDITIONALLY THE lGURE SHOWS THAT THE COMPRESSION UNDER
THE 6"% ON THE RIGHT 06"% RIGHT IS BALANCED BY BOTH TENSION
IN THE LEFT HAND 6"% 06"% LEFT AND IN THE WEB PLATE STW 4HIS RESULTS IN INCREASED COMPRESSION IN THE RIGHT HAND 6"%
AS COMPARED TO THE SIMPLISTIC MODEL ILLUSTATED IN &IGURE n
DUE TO THE DECREASED DISTANCE BETWEEN THE CENTROIDS OF THE
COMPRESSION AND TENSION FORCES )T ALSO RESULTS IN A SOMEWHAT
REDUCED TENSION FORCE IN THE LEFT HAND 6"% DUE TO THE ASSIS
TANCE PROVIDED BY THE WEB PLATE
4HE RESTRAINT PROVIDED BY ("% ENABLES THE 6"% TO RESIST
THE mEXURE CAUSED BY WEB PLATE TENSION ("% TYPICALLY OC
CUR AT mOOR LEVELS WHERE THEY ALSO SERVE AS THE BEAMS OR
GIRDERS SUPPORTING THE DECK )N SOME CASES DESIGNERS HAVE
INTRODUCED ADDITIONAL HORIZONTAL STRUTS IN BETWEEN STORY LEV
ELS TO REDUCE THE mEXURAL FORCES IN AND mEXIBILITY OF THE 6"%
%ATHERTON 4HIS IS ESPECIALLY EFFECTIVE AT TALL STORIES
WHERE THE mEXURAL FORCES IN 6"% ARE LARGE AND WHERE THE
REQUIRED mEXURAL STIFFNESS GOVERNS THE DESIGN OF 6"% 4HE
SEISMIC PROVISIONS FOR 3037 DO NOT ANTICIPATE SUCH INTER
MEDIATE STRUTS ALTHOUGH THEIR USE IS CONSISTENT WITH METHODS
FOR DESIGN OF INTERMEDIATE ("% AT OPENINGS !DDITIONAL RE
QUIREMENTS FOR SUCH INTERMEDIATE STRUTS ARE DISCUSSED LATER IN
THIS CHAPTER
.OTE THAT IN &IGURE n THE FORCE AT THE UPPER RIGHT CON
NECTION BETWEEN THE ("% AND THE 6"% IN COMPRESSION IS
THE DIFFERENCE BETWEEN TWO COMPONENTS THE COLLECTOR FORCE
& AND THE INWARD REACTION FROM THE 6"% 0("%6"% )N
SOME CONDITIONS THIS WILL BE IN TENSION IN OTHERS IT WILL BE IN
COMPRESSION )T IS TYPICALLY IN TENSION AT THE TOP STORY AND AT
LEVELS AT WHICH THE WEB PLATE THICKNESS IS REDUCED BY A LARGE
PERCENTAGE IT IS TYPICALLY IN COMPRESSION ELSEWHERE !T THE
6"% IN TENSION THE CONNECTION IS IN COMPRESSION AND THE
TWO COMPONENTS ARE ADDITIVE
4HE SYMBOLS IN &IGURE n ARE AS FOLLOWS
& THE APPLIED LATERAL FORCE ON THE WALL
0("%6"% THE AXIAL FORCE APPLIED AT THE END OF THE ("% DUE
TO THE WEB PLATE TENSION ON THE 6"%
06"% THE AXIAL FORCE REACTION OF THE 6"%
6("% THE SHEAR REACTION OF THE ("% DUE TO THE WEB
PLATE TENSION
66"% THE SHEAR REACTION OF THE 6"% DUE TO THE WEB
PLATE TENSION
TW WEB PLATE THICKNESS
&IG n &REE BODY DIAGRAMS OF THE WEB PLATE
BOUNDARY ELEMENTS AND 3037
S WEB PLATE TENSION STRESS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 )N HIGH SEISMIC DESIGN OF 3037 IT IS ASSUMED THAT LATERAL
LOADS WILL BE SUFlCIENT TO CAUSE FULL TENSION YIELDING OF
THE WEB PLATE AND THUS THE WEB PLATE FORCES ARE UNIFORM
AS SHOWN IN THE lGURE IN THE ELASTIC RANGE THE WEB PLATE
TENSION STRESS IS FAR FROM UNIFORM 4HIS CONDITION OF FULL
TENSION YIELDING IS USED TO DElNE THE REQUIRED STRENGTH OF THE
CONNECTIONS OF THE WEB PLATE TO THE BOUNDARY ELEMENTS
4HE TENSION STRESS IN THE WEB PLATE IS USED IN CONJUNC
TION WITH GRAVITY LOADS TO DElNE THE REQUIRED STRENGTH OF THE
BOUNDARY ELEMENTS THEMSELVES &OR THIS USE IT IS CONVENIENT
TO DECOMPOSE THE DIAGONAL TENSION STRESS IN THE WEB PLATE
&IGURE n SHOWS THE STRESSES ACTING ON THE VERTICAL AND HORI
ZONTAL INTERFACES OF THE WEB PLATE )N THIS ANALYSIS OF STRESSES
IT IS ASSUMED THAT THE WEB PLATE IS IN PURE TENSION AND THAT
NO SHEAR OR COMPRESSION STRESSES EXIST ON SECTIONS CUT IN THE
DIRECTION OF THE TENSION STRESS
4HE FOLLOWING SYMBOLS ARE USED IN &IGURE n
4HE INTERFACE STRESSES ARE FUNCTIONS OF BOTH THE WEB PLATE
STRESS AND THE ANGLE OF TENSION IN THE WEB PLATE %QUATIONS
FOR THESE STRESSES ARE DERIVED FROM STATICS USING TRIGONOMET
RIC FUNCTIONS
S S COSA
S S SINA COSA S SINA
S S SINA
S S SINA COSA S SINA
)N ORDER TO APPLY THESE EQUATIONS IT IS NECESSARY TO ESTAB
LISH THE ANGLE OF TENSION STRESS IN THE WEB PLATE 4HIS IS DONE
USING !)3# %QUATION n %QUATION n WDQ A A ANGLE OF TENSION STRESS MEASURED FROM VERTICAL
$ WIDTH OF WEB PLATE SEGMENT UNDER CONSIDER
ATION
S PRINCIPAL STRESS AT HORIZONTAL BOUNDARY
S SHEAR STRESS AT HORIZONTAL BOUNDARY
S PRINCIPAL STRESS AT VERTICAL BOUNDARY
S SHEAR STRESS AT VERTICAL BOUNDARY
S WEB PLATE TENSION STRESS
¨ WZ K ©©
©ª $E
WZ /
$F
K ·¸
, F / ¸¸¹
WHERE
H DISTANCE BETWEEN ("% CENTERLINES
!B CROSS SECTIONAL AREA OF A ("%
!C CROSS SECTIONAL AREA OF A 6"%
)C MOMENT OF INERTIA OF A 6"% TAKEN PERPENDICULAR
TO THE DIRECTION OF THE WEB PLATE LINE
&IG n $ETAIL OF STRESSES IMPOSED ON 3037 BOUNDARY ELEMENTS BY WEB PLATE YIELDING
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
n
, DISTANCE BETWEEN 6"% CENTERLINES
TING THE SHEAR BUCKLING STRENGTH EQUAL TO THE SHEAR YIELDING
STRENGTH 5SING RELATIONSHIPS DEVELOPED BY 4IMOSHENKO
THE LIMITING PLATE THICKNESS IS
TW THICKNESS OF THE WEB PLATE
4HIS EQUATION IS BASED ON A DERIVATION BY 4HORBURN ET
AL WHICH CONSIDERED A FRAME WITH SIMPLE BEAM
TO COLUMN CONNECTIONS 4HE DERIVATION WAS SUBSEQUENTLY
MODIlED BY 4IMLER ET AL INTO THE FORM SHOWN ABOVE
4HE EQUATION IS BASED ON THE ASSUMPTION THAT THE WEB PLATE
HAS NO COMPRESSION STRENGTH 4HE TENSION lELD IS ASSUMED TO
BE A CONSTANT STRESS AT A CONSTANT ANGLE
4HORBURN ALSO DERIVED AN EXPRESSION OF THE ANGLE OF TEN
SION STRESS BASED ON RIGID BEAM TO COLUMN CONNECTIONS
¨ WZ / ©©
©ª $F
WDQ A ¨ WZ K ©©
©ª $E
/ ·¸
, E K ¸¸¹
K ·¸
, F / ¹¸¸
U
WOLP )\
¨ P ( ©© ©ª V
·¸
V ¸¸¹
WHERE
S THE SMALLER SPACING BETWEEN STIFFENERS
S THE LARGER SPACING BETWEEN STIFFENERS
n
WHERE
)C MOMENT OF INERTIA OF A ("% TAKEN PERPENDICULAR
TO THE DIRECTION OF THE WEB PLATE LINE
AND ALL OTHER VARIABLES ARE AS PREVIOUSLY DElNED
4HE VALUES OF THE ANGLE OF TENSION STRESS IN THE WEB PLATE
HAVE BEEN FOUND TO BE SUFlCIENTLY CONSISTENT BETWEEN THE
TWO EQUATIONS TO PERMIT USE OF THE SIMPLER ONE 2EZAI )T SHOULD BE NOTED THAT NEITHER WALL STRENGTH NOR INTERFACE
STRESSES ARE MARKEDLY SENSITIVE TO THE ANGLE OF TENSION STRESS
4HE STIFFNESS OF THE SYSTEM IS SENSITIVE TO MODERATE CHANGES
IN THE ANGLE A ON THE ORDER OF 2EZAI 4HUS !)3#
WHICH REQUIRES RIGID BEAM TO COLUMN CONNECTIONS IN
3037 DOES NOT REQUIRE CONSIDERATION OF THE BEAM mEXURAL
STIFFNESS IN DETERMINING A
4HE USE OF RIGID BEAM TO COLUMN CONNECTIONS INTRODUCES
ADDITIONAL mEXURAL FORCES IN THE BOUNDARY ELEMENTS 4HESE
mEXURAL FORCES SHOULD BE ACCOUNTED FOR IN THE DESIGN OF THE
("% AND 6"% METHODS FOR ACCOUNTING FOR THIS ARE DISCUSSED
LATER IN THIS CHAPTER AND ILLUSTRATED IN #HAPTERS AND TLIM THE WEB PLATE THICKNESS BELOW WHICH SHEAR
BUCKLING WILL OCCUR PRIOR TO SHEAR YIELDING
U 0OISSONS RATIO
7HERE THE SPACING OF STIFFENERS IS EQUAL IN EACH DIRECTION
THE LIMITING WEB SLENDERNESS RATIO BELOW WHICH SHEAR BUCK
LING IS PRECLUDED IS
V
(
b WZ
)\
WHERE
S THE SPACING BETWEEN STIFFENERS
TW THE WEB PLATE THICKNESS
7HERE STIFFENERS ARE USED IN ONE DIRECTION ONLY THE LIMIT
ING WEB SLENDERNESS RATIO IS
V
(
b WZ
)\
n
)F THE WEB PLATE IS SUFlCIENTLY STIFFENED TO MEET THIS CRITE
RION ITS NOMINAL STRENGTH IS
6N &Y TW ,CF
3TIFFENED 3TEEL 0LATE 3HEAR 7ALLS
3TIFFENED STEEL PLATE SHEAR WALLS ARE ABLE TO DEVELOP
SIGNIlCANT COMPRESSION FORCES IN THE WEB PLATE IN ADDITION
TO THE TENSION FORCES THAT CAN BE DEVELOPED IN UNSTIFFENED
3037 "ECAUSE OF THIS THE DESIGN OF BOUNDARY ELEMENTS
DOES NOT INCLUDE SUCH LARGE mEXURAL FORCES )N FACT WALLS
CAN BE SUFlCIENTLY STIFFENED SO THAT NO INWARD FORCES ARE
EXERTED ON THE BOUNDARY ELEMENTS AND THE INTERFACES OF THE
WEB PLATES CAN BE DESIGNED FOR PURE SHEAR )N CASES WHERE
WALLS ARE STIFFENED TO A LESSER DEGREE A COMBINATION OF SHEAR
BUCKLING AND TENSION lELD ACTION CAN BE USED
4HE LIMITING SLENDERNESS OF THE WEB PLATE FOR WHICH FULL
SHEAR YIELDING CAN BE ACHIEVED CAN BE CALCULATED BY SET
n
n
WHERE
,CF THE CLEAR LENGTH OF THE WEB PANEL BETWEEN 6"%
FLANGES
3TIFFENERS PROVIDED TO REDUCE THE WEB PLATE SLENDERNESS
WOULD HAVE TO MEET THE REQUIREMENTS OF #HAPTER ' OF !)3#
INCLUDING THE REQUIRED TRANSVERSE STIFFNESS
)ST r ATWJ
n
WHERE
J HA n r $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 7HERE THE LIMITING WEB PLATE SLENDERNESS RATIO IS EXCEED
ED PROCEDURES MUST BE USED TO DETERMINE THE SHEAR BUCKLING
STRENGTH OF THE WEB PLATE MUST BE DETERMINED !S IS THE CASE
WITH PLATE GIRDERS THE SHEAR BUCKLING STRENGTH CAN BE SUPPLE
MENTED BY TENSION lELD ACTION 0ROCEDURES DERIVED FOR PLATE
GIRDER DESIGN CAN BE APPLIED TO THE DESIGN OF SUCH STIFFENED
STEEL PLATE SHEAR WALLS 4HESE PROCEDURES ARE GIVEN IN #HAP
TER ' OF !)3# 3LENDERNESS LIMITS SEPARATING MODES OF
SHEAR LIMIT STATES SHEAR YIELDING FROM SHEAR BUCKLING WITH
TENSION lELD ACTION ARE BASED ON THE RATIO OF THE DISTANCE
BETWEEN mANGES H IN THE !)3# EQUATIONS TO THE WEB
PLATE THICKNESS TW
"ECAUSE THE 6"% OF STEEL PLATE SHEAR WALLS ACT LIKE THE
mANGES OF PLATE GIRDERS THE DIMENSIONS AND ELEMENTS THAT
ARE VERTICAL IN PLATE GIRDERS ARE HORIZONTAL IN STEEL PLATE SHEAR
WALLS 4HE DISTANCE BETWEEN VERTICAL STIFFENERS SX IS USED
FOR H IN THE EQUATIONS FOR SHEAR STRENGTH 6ERTICAL STIFFENERS
ARE ADDED TO REDUCE THE WEB PLATE SLENDERNESS 7HERE THE
SPACING IS VERY LARGE GREATER WALL STRENGTH CAN BE CALCULATED
USING THE PROCEDURES FOR 3037
4HE PROCEDURE ALSO UTILIZES THE SPACING BETWEEN TRANS
VERSE STIFFENERS A 7HERE THE ONLY TRANSVERSE STIFFENERS ARE
THE BEAMS AT EACH STORY THE DIMENSION A AS WELL AS THE RATIO
ASX AH IN THE !)3# EQUATION IS VERY LARGE AND TEN
SION lELD ACTION CANNOT BE USED IN THE DESIGN OF THE STEEL
PLATE SHEAR WALL /NLY SHEAR BUCKLING REPRESENTED BY THE
SYMBOL #V IS PERMITTED FOR SUCH WALLS (ORIZONTAL STIFFEN
ERS ARE TYPICALLY ADDED ON THE WALL FACE OPPOSITE THE VERTI
CAL STIFFENERS &IGURE n SHOWS A STEEL PLATE SHEAR WALL WITH
VERTICAL AND HORIZONTAL STIFFENERS
0LATE GIRDER PROCEDURES DO NOT PERMIT TENSION lELD ACTION
IN THE END PANEL OF THE GIRDER 4HIS IS BECAUSE IT IS ASSUMED
THAT THE STIFFENER AT THE END OF THE GIRDER HAS LITTLE mEXURAL
STIFFNESS AND CANNOT ANCHOR THE TENSION lELD ACTION &OR STEEL
PLATE SHEAR WALLS A STEEL OR CONCRETE GRADE BEAM DESIGNED
TO RESIST THE TENSION lELD ACTION CAN BE PROVIDED AT THE BASE
AND A STRONG BEAM CAN BE PROVIDED AT THE ROOF THUS PERMIT
TING THE INCLUSION OF TENSION lELD ACTION IN THE CALCULATION OF
THE AVAILABLE STRENGTH
"EAMS ANCHORING THE TENSION lELD IN THE WEB PLATE SHOULD
BE DESIGNED FOR TRANSVERSE LOADING CORRESPONDING TO THE
DIAGONAL TENSION STRESS CALCULATED IN THE SAME WAY AS FOR
UNSTIFFENED SHEAR WALLS &OR HIGH SEISMIC DESIGN A LIBERAL
ESTIMATE OF THE TENSION STRESS ACTING ON THE DIAGONAL SHOULD BE
USED FOR THE DESIGN OF BEAMS THUS RESULTING IN A CONSERVATIVE
DESIGN STF 2Y &Y #V
n
WHERE
#V THE RATIO OF SHEAR BUCKLING STRESS TO SHEAR YIELD
STRESS AS GIVEN IN !)3# %QUATIONS 'n
'n AND 'n
2Y &Y THE EXPECTED YIELD STRESS OF THE WEB PLATE
MATERIAL
STF THE TENSION STRESS IN THE WEB PLATE
4HIS STRESS IS USED TO COMPUTE THE REQUIRED STRENGTH OF THE
WEB PLATE RESULTING FROM SEISMIC LOAD EFFECTS AND IS COM
BINED WITH STRESSES RESULTING FROM OTHER LOADS ACCORDING TO
THE APPROPRIATE LOAD COMBINATIONS !3$ OR ,2&$ 4HE ANGLE AT WHICH THIS TENSION lELD STRESS ACTS IN STIFF
ENED STEEL PLATE SHEAR WALLS HAS NOT BEEN WELL ESTABLISHED )T
IS THEREFORE RECOMMENDED THAT TWO ANGLES BE CONSIDERED AND
THE LARGER FORCES BE USED IN DESIGN 4HE lRST ANGLE IS THAT DE
RIVED FOR UNSTIFFENED 3037 FROM !)3# %QUATION n
%QUATION n 4HE SECOND IS BASED ON PLATE GIRDER DESIGN
"ERMAN AND "RUNEAU WDQ G V[
D
n
WHERE
A THE VERTICAL DIMENSION OF THE WEB PLATE BETWEEN
HORIZONTAL STIFFENERS
SX DISTANCE BETWEEN VERTICAL STIFFENERS
G THE ANGLE OF THE TENSION FIELD MEASURED FROM THE
MEMBER AXIS VERTICAL IN THE CASE OF STEEL PLATE
SHEAR WALLS
4HE TRANSVERSE LOAD CAN THUS BE EXPRESSED BY TWO EQUA
TIONS
&IG n 3TEEL PLATE SHEAR WALL WITH VERTICAL
AND HORIZONTAL STIFFENERS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
S b 2Y &Y #V COS A
n
S b 2Y &Y #V COS G
n
4HE HORIZONTAL FORCE TRANSMITTED TO THE BEAMS SHOULD BE
ESTIMATED LIBERALLY TO AVOID FAILURE OF THESE ELEMENTS THUS
RESULTING IN A CONSERVATIVE DESIGN 2ATHER THAN USING THE
SUM OF THE SHEAR BUCKLING STRENGTH AND THE HORIZONTAL COM
PONENT OF THE TENSION lELD ACTION THE FULL EXPECTED SHEAR
YIELD STRESS OF THE WEB PLATE SHOULD BE USED
S 2Y &Y
n
!GAIN THIS STRESS IS USED TO COMPUTE THE REQUIRED STRENGTH
OF THE WEB PLATE RESULTING FROM SEISMIC LOAD EFFECTS AND IS
COMBINED WITH STRESSES RESULTING FROM OTHER LOADS ACCORDING
TO THE APPROPRIATE LOAD COMBINATIONS !3$ OR ,2&$ 0LATE GIRDER PROCEDURES WILL UNDERESTIMATE THE STRENGTH
OF STEEL PLATE SHEAR WALLS 7HERE TENSION lELD ACTION IS
NEGLECTED THE CALCULATED STRENGTH OF THE WEB PLATE IS BASED
ONLY ON SHEAR BUCKLING THE ADDITIONAL STRENGTH PROVIDED BY
TENSION lELD ACTION CAN BE SIGNIlCANT EVEN IN WEBS THAT DO
NOT CONFORM TO THE LIMITING AH ASX RATIOS IN !)3# %VEN WHERE TENSION lELD ACTION IS UTILIZED THE PLATE GIRDER
METHODS WILL UNDERESTIMATE THE SHEAR STRENGTH OF WALLS DUE TO
THE ASSUMPTION OF NEGLIGIBLE mEXURAL STIFFNESS OF THE mANGES
WHICH IN THE CASE OF STEEL PLATE SHEAR WALLS ARE THE COLUMNS
AT WALL BOUNDARIES "ECAUSE OF THIS UNDERESTIMATION PLATE GIRDER PROCEDURES
MUST BE USED WITH CAUTION FOR STEEL PLATE SHEAR WALLS IN
HIGH SEISMIC APPLICATIONS 5NDERESTIMATING WEB PANEL
SHEAR STRENGTH WILL LEAD TO UNDERESTIMATION OF THE MAXIMUM
OVERTURNING MOMENTS THAT THE WALL CAN RESIST AND THUS OF
AXIAL FORCES IN THE COLUMNS
&URTHERMORE PLATE GIRDER PROCEDURES DO NOT ACCOUNT FOR
6"% mEXURAL FORCES RESULTING FROM TENSION lELD ACTION IN
THE WEB PLATE 4HUS COLUMNS COULD BE SUBJECTED TO LARGER
THAN CALCULATED AXIAL FORCES IN CONJUNCTION WITH SIGNIlCANT
TRANSVERSE FORCES NOT USED IN THEIR DESIGN #ONSIDERATION OF
THESE EFFECTS IS WARRANTED WHERE PARTIALLY STIFFENED STEEL PLATE
SHEAR WALLS ARE USED
4O ADDRESS THESE ISSUES ESTIMATES OF COLUMN FORCES IN STIFF
ENED STEEL PLATE SHEAR WALLS SHOULD BE BASED ON UPPER BOUND
WEB PLATE STRENGTHS RATHER THAN THE CONSERVATIVE DESIGN
VALUES IN #HAPTER ' OF !)3# 4HE WEB SHEAR STRENGTH
SHOULD BE TAKEN AS THE FULL EXPECTED SHEAR YIELD STRESS 4HE
RESULTING STRESS CAUSING AXIAL FORCE IN THE COLUMN IS
S 2Y &Y
n
! SIMILAR LIBERAL ESTIMATE SHOULD BE MADE OF THE TRANS
VERSE SEISMIC LOAD EFFECT ON THE COLUMNS IN ORDER TO ENSURE
THAT THE RESULTING DESIGN IS CONSERVATIVE 4HE SAME RANGE OF
ANGLE CONSIDERED IN DETERMINING THE TRANSVERSE STRESSES ACT
ING ON BEAMS SHOULD BE APPLIED TO COLUMNS
S b 2Y &Y #V SIN A
n
S b 2Y &Y #V SIN G
n
4HE DESIGN OF THE CONNECTION OF THE WEB PLATE TO THE
BOUNDARY ELEMENTS SHOULD ALSO BE BASED ON THE EXPECTED
TENSION STRENGTH OF THE WEB PLATE !GAIN THE ANGLE OF TENSION
CAN BE ASSUMED TO FALL BETWEEN A WHICH IS CALCULATED US
ING EQUATIONS FOR UNSTIFFENED 3037 AND G WHICH IS CALCU
LATED BASED ON STIFFENED PLATE GIRDER BEHAVIOR "OTH ANGLES
SHOULD BE CONSIDERED AND THE DESIGN SHOULD SATISFY FORCES
FROM BOTH CONDITIONS
!S IS THE CASE FOR UNSTIFFENED 3037 STIFFENED STEEL PLATE
SHEAR WALL WEB PLATES IN WHICH SHEAR BUCKLING IS ANTICIPATED
SHOULD BE PROVIDED WITH PERIMETER CONNECTIONS THAT WILL NOT
BE ADVERSELY AFFECTED BY BUCKLING OF THE WEB PLATE
&OR MORE INFORMATION ON THE DESIGN OF STIFFENED STEEL PLATE
SHEAR WALLS SEE "ERMAN AND "RUNEAU ,EE AND 9OO
AND 3UGII AND 9AMADA #OMPOSITE 3TEEL 0LATE 3HEAR 7ALLS
#OMPOSITE 3TEEL 0LATE 3HEAR 7ALLS # 307 ARE ABLE TO
DEVELOP THE FULL SHEAR YIELD STRENGTH OF THE STEEL WEB PLATE
4HIS IS DUE TO THE TRANSVERSE RESTRAINT PROVIDED BY CONCRETE
PORTIONS OF THE WALL 4HE DESIGN OF # 307 IS GOVERNED BY
3ECTION OF 0ART )) OF !)3# WHICH PROVIDES SPECIlC
REQUIREMENTS FOR THE CONCRETE STIFFENING ELEMENTS AND THEIR
CONNECTION TO THE STEEL PLATE
)N ADDITION TO STIFFENING THE STEEL PLATE THE CONCRETE POR
TIONS OF THE WALL CAN PROVIDE SUPPLEMENTARY SHEAR STRENGTH
(OWEVER !)3# DOES NOT PERMIT USING THE CONCRETE
STRENGTH IN DETERMINING THE WALL SHEAR STRENGTH ONLY THE
STEEL PLATE SHEAR STRENGTH IS CONSIDERED 4HIS IS DUE TO THE
LIMITED BASIS FOR ESTABLISHING DESIGN EQUATIONS FOR THE TRANS
FER OF FORCES BETWEEN THE STEEL AND CONCRETE ELEMENTS OF THE
SYSTEM 4HUS THE NOMINAL SHEAR STRENGTH OF # 307 IS BASED
SOLELY ON THE STEEL STRENGTH
6NS &Y TW,CF
n
!LTHOUGH THE CONCRETE ELEMENTS OF THE # 307 ARE NOT
CONSIDERED IN THE CALCULATION OF THE WALL SHEAR STRENGTH THEY
NEVERTHELESS CONTRIBUTE BOTH IN PLANE STRENGTH AND IN PLANE
STIFFNESS TO THE WALL &OR PURPOSES OF DESIGN TO RESIST DRIFT IT
IS GENERALLY ACCEPTABLE TO IGNORE THE INCREASED STIFFNESS DUE
TO THE PRESENCE OF THE CONCRETE IN DETERMINING SEISMIC LOADS
FROM A RESPONSE SPECTRUM AS LONG AS THE SEISMIC RESPONSE
DRIFT IS CALCULATED USING THE SAME STIFFNESS USED IN DETER
MINING THE SEISMIC LOADS
!S THE CONCRETE ELEMENTS ARE NOT DESIGNED FOR THEIR CON
TRIBUTION TO THE WALL SHEAR STRENGTH THEIR PRIMARY STRUCTURAL
DESIGN CRITERION IS PROVIDING SUFlCIENT STIFFENING FOR THE STEEL
PLATE TO PRECLUDE SHEAR BUCKLING !)3# REQUIRES AN ELAS
TIC PLATE BUCKLING ANALYSIS TO DEMONSTRATE SUFlCIENT STIFFEN
ING 4HIS CAN BE DONE USING A TRANSFORMED SECTION THAT IN
CLUDES THE mEXURAL CONTRIBUTION OF THE CONCRETE AND USING THE
REQUIRED TRANSVERSE STIFFNESS FROM %QUATION n ADAPTING
FOR THE LOWER MODULUS OF ELASTICITY OF CONCRETE )N ADDITION
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 !)3# GIVES PRESCRIPTIVE MINIMUM CONCRETE THICKNESSES
IN ON EACH SIDE WHERE THE CONCRETE OCCURS ON BOTH SIDES OF
THE WEB PLATE AS SHOWN IN &IGURE n AND IN WHERE THE
CONCRETE OCCURS ON ONE SIDE ONLY OF THE WEB PLATE AS SHOWN
IN &IGURE n !)3# ALSO CONTAINS MINIMUM CONCRETE REINFORCEMENT
REQUIREMENTS #ONCRETE ELEMENTS MUST COMPLY WITH !#) 3ECTION WHICH GIVES CERTAIN MINIMUM REINFORCEMENT
REQUIREMENTS FOR CONCRETE WALLS MUST HAVE A REINFORCEMENT
RATIO IN EACH DIRECTION OF AT LEAST AND MUST HAVE A
MAXIMUM SPACING OF REINFORCEMENT OF IN
)N ORDER FOR THE CONCRETE ELEMENTS TO PROVIDE THE REQUIRED
STIFFENING OF THE STEEL WEB PLATE SIGNIlCANT INTERCONNECTION
IS NECESSARY 4HIS CAN BE ACCOMPLISHED BY HEADED OR HOOKED
STUDS FOR CAST IN PLACE CONCRETE ELEMENTS USING PROVISIONS
FOR THESE IN !)3# OR BOLTS FOR PRECAST CONCRETE ELEMENTS
&IGURE n SHOWS THESE TYPES OF CONNECTORS
!S IS THE CASE FOR OTHER TYPES OF STEEL PLATE SHEAR WALLS
BOUNDARY ELEMENTS IN # 307 MUST BE DESIGNED CONSIDERING
THE UPPER BOUND OF THE WEB SHEAR STRENGTH &OR THE STEEL WEB
PLATE THE UPPER BOUND STRENGTH IS THE SAME AS FOR STIFFENED
STEEL PLATE SHEAR WALLS
6NS 2Y &Y TW,CF
STRENGTH IN 3ECTION CAN BE NEGLECTED FOR PURPOSES OF
ESTABLISHING THE UPPER BOUND WALL STRENGTH REINFORCEMENT
LEVELS HIGH ENOUGH TO EXCEED THIS LIMIT WOULD BE UNUSUAL IN
CONCRETE ELEMENTS DESIGNED ONLY TO PROVIDE STIFFENING .OTE
THAT THIS CONCRETE STRENGTH IS COMPLETELY NEGLECTED FOR PUR
POSES OF CALCULATING THE REQUIRED STEEL WEB PLATE STRENGTH
)T HAS BEEN PROPOSED THAT LEAVING A SMALL GAP AROUND THE
CONCRETE ELEMENTS CAN PROVIDE MORE RELIABLE SEISMIC PERFOR
MANCE !STANEH !SL 3UCH A GAP WILL ENSURE THAT THE
CONCRETE ELEMENTS ARE NOT ACTIVE UNTIL A DETERMINED LEVEL OF
STORY SHEAR DEFORMATION 5PON FURTHER DEFORMATION THE STO
RY SHEAR STRENGTH AND STIFFNESS WOULD INCREASE &IGURE n
SHOWS A DETAIL OF A # 307 WITH SUCH A GAP ADAPTED FROM
!STANEH !SL )N SUCH A DESIGN DETAILING THAT ENSURES
THE CONCRETE IS NOT COMPOSITE WITH THE STEEL IS REQUIRED IN
n
)N BOTH CASES THE STRENGTH IS THE FULL SHEAR STRENGTH CALCU
LATED USING THE EXPECTED YIELD STRESS 4HIS SHEAR VALUE MUST
BE USED IN THE DESIGN OF THE CONNECTION OF THE WEB PLATE TO
THE ADJOINING BEAMS AND COLUMNS
(OWEVER THIS VALUE BY ITSELF WILL LEAD TO UNDERESTIMATION
OF BOUNDARY ELEMENT FORCES DUE TO THE OMISSION OF ANY CON
CRETE CONTRIBUTION &OR PURPOSES OF BOUNDARY ELEMENT DESIGN
THE CONTRIBUTION OF THE CONCRETE IS REQUIRED TO BE ESTIMATED
AT THE DESIGN STORY DRIFT &OR TYPICAL CONDITIONS WHERE THE
CONCRETE ENCASES STEEL BOUNDARY ELEMENTS OR IS CAST DIRECTLY
AGAINST THEM THE FULL CONCRETE STRENGTH AS DElNED BY !#)
#HAPTER IS APPROPRIATE 4HE LIMITATION OF USABLE WALL
&IG n 4YPES OF CONNECTORS OF CONCRETE
TO STEEL WEB PLATE IN # 307
&IG n # 307 WITH CONCRETE ON BOTH SIDES OF THE WEB PLATE
&IG n # 307 WITH CONCRETE ON ONE SIDE OF THE WEB PLATE
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n $ETAIL OF A # 307 WITH A GAP BETWEEN THE CONCRETE
ELEMENTS AND THE BOUNDARY ELEMENTS
ORDER TO AVOID LIMITING THE INELASTIC STRAIN TO THE GAP REGION
OF THE PLATE
)N ADDITION TO THE IN PLANE DESIGN OF # 307 THE HIGH
WEIGHT OF # 307 NECESSITATES THAT OUT OF PLANE SEISMIC
FORCES BE CONSIDERED &OR SUCH LOADING THE mEXURAL STRENGTH
OF THE CONCRETE MAY BE UTILIZED )F A GAP IS PROVIDED THE mEX
URAL AND SHEAR STRENGTH OF THE UNSTIFFENED WEB PLATE MAY BE
CRITICAL
!.!,93)3
4HIS SECTION ADDRESSES THE ANALYSIS OF 3037 FOR LATERAL LOAD
ING INCLUDING BOTH GENERAL 2 AND HIGH SEISMIC 2 USE OF THE SYSTEM
4HE PURPOSE OF MODELING THE SYSTEM IS TWOFOLD &IRST THE
MODEL SERVES TO DETERMINE FORCES IN THE ELEMENTS OF THE SYS
TEM IN ORDER TO PERMIT THEIR DESIGN &LEXURAL AND AXIAL FORCES
IN THE BOUNDARY ELEMENTS AS WELL AS TENSION IN THE WEB PLATE
MUST BE KNOWN IN ORDER TO SIZE THOSE ELEMENTS
&OR SEISMIC DESIGN THE FORCES IN ("% AND 6"% MUST BE
DETERMINED FOR THE CONDITION WITH THE WEB PLATE FULLY YIELD
ED IN TENSION 4HIS IS TYPICALLY DONE USING CAPACITY DESIGN
PROCEDURES DISCUSSED LATER IN THIS CHAPTER .EVERTHELESS ALL
ELEMENTS MUST HAVE SUFlCIENT AVAILABLE STRENGTH TO RESIST THE
FORCES DETERMINED BY ANALYSIS REGARDLESS OF OTHER CALCULA
TIONS PERFORMED
4HE SECOND PURPOSE OF ANALYZING THE 3037 IS TO ESTIMATE
THE LATERAL DISPLACEMENT OF THE FRAME %XCESSIVE DRIFT MAY
CONSTITUTE UNACCEPTABLE PERFORMANCE AND FRAME STIFFNESS
MAY BE THE GOVERNING DESIGN CRITERION IN SOME CASES
! VARIETY OF MODELING TECHNIQUES HAVE BEEN PROPOSED
4HIS $ESIGN 'UIDE IS LIMITED TO THE TWO APPROACHES THAT
ARE MOST SUITABLE FOR USE BY PRACTICING STRUCTURAL ENGINEERS
4HESE INCLUDE STRIP MODELS IN WHICH THE WEB PLATE IS RE
PLACED BY A SERIES OF DIAGONAL TENSION MEMBERS AND ORTHO
TROPIC MEMBRANE MODELS WHICH UTILIZE NONISOTROPIC MEM
BRANE ELEMENTS TO MODEL THE DIFFERING COMPRESSION AND
TENSION RESISTANCE OF THE WEB PLATE
/RTHOTROPIC MEMBRANE MODELING IS USED IN THE DESIGN EX
AMPLES 4HIS METHOD IS RECOMMENDED FOR TYPICAL APPLICA
TIONS WHEN SOFTWARE WITH THIS CAPABILITY IS AVAILABLE
TENSION IN THESE DIAGONALS RESULTS IN THE AXIAL AND mEXURAL
FORCES AS SHOWN IN &IGURE n
&IGURE n SHOWS A TYPICAL TENSION STRIP MODEL 4HE
INTERSECTION OF THE TENSION STRIPS FROM THE PANELS ABOVE
AND BELOW THE BEAM DO NOT NECESSARILY COINCIDE AND THUS
THE BEAM MUST BE DIVIDED INTO MANY SEGMENTS IF THE EXACT
ANGLE OF TENSION STRESS IS TO BE MODELED AT EACH LEVEL &OR A
SIMPLIFYING METHOD OF ANALYSIS BASED ON AVERAGING OF ANGLES
OF TENSION STRESS OVER THE HEIGHT OF THE WALL SEE #HAPTER 4HE LENGTH OF THE BEAM SEGMENTS REQUIRED FOR N STRIPS
CONSIDERING ONLY A SINGLE WEB PLATE IS
$X N ;, H TANA =
n
WHERE
$X THE LENGTH OF BEAM SEGMENT BETWEEN NODES
, WIDTH OF PANEL
H HEIGHT OF PANEL
N NUMBER OF STRIPS
4HE LOCATION OF THE NODES ON THE COLUMNS MUST BE CALCU
LATED FROM THE RESULTING LOCATIONS OF NODES ON THE BEAMS
4HE AREA OF THE EQUIVALENT STRIP IS GIVEN BY
$V < / FRV A
K VLQ A >WZ
Q
n
WHERE
!S AREA OF A STRIP
"ECAUSE OF THE DEPENDENCE OF STRIP MODELS ON THE ANGLE A
THEY ARE PRONE TO SOMEWHAT TEDIOUS ALTERATION OF THE MODEL
3TRIP -ODELS
!NOTHER MODELING TECHNIQUE USED FOR ANALYZING 3037 IS THE
USE OF A SERIES OF PARALLEL DIAGONAL TENSION ONLY MEMBERS
!S IS DISCUSSED IN #HAPTER THE TENSION STRIP METHOD SHOWS
REASONABLE CONFORMANCE TO TESTED 3037 ASSEMBLIES
4HIS METHOD IS INCLUDED IN THE #ANADIAN DESIGN PROVI
SIONS FOR 3037 #3! 4HE METHOD IS ALSO OUTLINED IN
THE #OMMENTARY TO !)3# 4HE #3! PROVISIONS REQUIRE
THAT A MINIMUM OF STRIPS BE USED TO MODEL THE WEB PLATE
IN ORDER TO APPROXIMATE THE EFFECTS OF A DISTRIBUTED LOAD ON
THE BOUNDARY ELEMENTS OF THE FRAME 5NDER LATERAL LOADS THE
&IG n ! TYPICAL TENSION STRIP MODEL
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 DURING DESIGN ITERATIONS -ODIlCATION OF THE 6"% SECTION
COULD LEAD TO A CHANGE IN THE ANGLE A WHICH WOULD REQUIRE
MODIlCATION OF THE STRIP ELEMENT PROPERTIES AND THE NODE LO
CATIONS IN THE 6"% IN THE MODEL #HAPTER GIVES A METHOD
OF SIMPLIFYING THE STRIP MODEL METHOD BY AVERAGING THE
ANGLE OF TENSION STRESS OVER THE HEIGHT OF THE BUILDING 4HIS
IS TYPICALLY ACCURATE WHEN THE SAME BAY WIDTH IS USED AND
STORY HEIGHTS ARE SIMILAR 4HE AUTHORS RECOMMEND THAT THIS
APPROACH BE USED WHEREVER THE CALCULATED ANGLE OF TENSION
STRESS IS WITHIN OF THE AVERAGE ANGLE 7HERE THE ANGLE AT A
STORY DEVIATES BY MORE THAN THIS FROM THE AVERAGE THE DIFFER
ENCE IN ANGLES MAY HAVE A SIGNIlCANT EFFECT
RECOMMENDED AT LEAST FOUR DIVISIONS IN EACH DIRECTION
MAKING ELEMENTS PER PANEL &IGURE n SHOWS AN OR
THOTROPIC MEMBRANE MODEL OF A 3037 IN WHICH EACH PANEL
HAS BEEN SUBDIVIDED INTO lVE EQUAL SPACES IN EACH DIRECTION
AND THE ELEMENT LOCAL AXES HAVE BEEN ROTATED TO ALIGN WITH
THE CALCULATED ANGLE OF STRESS
4HIS METHOD ALSO HAS ADVANTAGES OVER THE CONVENTIONAL
STRIP MODELING METHOD $ESIGN ITERATIONS REQUIRE ONLY RECAL
CULATION OF THE ANGLE OF TENSION STRESS A AND REORIENTATION
OF THE MEMBRANE ELEMENT LOCAL AXESˆA SIMPLE PROCEDURE IN
SEVERAL STRUCTURAL MODELING PROGRAMS WITH ORTHOTROPIC MEM
BRANE ELEMENTS
/RTHOTROPIC -EMBRANE -ODEL
.ONLINEAR !NALYSIS
-EMBRANE ELEMENTS CAN ALSO BE USED TO MODEL THE BEHAVIOR
OF WEB PLATES
)N ORDER TO PROPERLY MODEL THE DIFFERENCE BETWEEN TENSION
AND COMPRESSION RESISTANCE OF THESE SLENDER ELEMENTS ORTHO
TROPIC ELEMENTS ARE REQUIRED "ECAUSE THE TENSION IS ORIENTED
IN A DIAGONAL DIRECTION THE LOCAL AXES OF THE MEMBRANE ELE
MENT MUST BE SET TO MATCH THE CALCULATED ANGLE OF TENSION
STRESS A 4HE MATERIAL PROPERTIES IN THE AXIS ALIGNED WITH A
ARE THE TRUE MATERIAL PROPERTIES 4HE STIFFNESS IN THE ORTHOGO
NAL DIRECTION SHOULD BE ASSUMED AS ZERO OR A NEGLIGIBLE VAL
UE IN ORDER THAT THE STRESSES CALCULATED IN THE COMPRESSION
DIAGONAL ARE ESSENTIALLY ZERO
)N ADDITION IT IS ADVISABLE THAT THE IN PLANE SHEAR STIFF
NESS OF THE MEMBRANE ELEMENTS BE ASSUMED AS ZERO OR A
NEGLIGIBLE VALUE /THERWISE IT IS POSSIBLE THAT THE ANALYSIS
WILL ASSIGN A PORTION OF THE OVERTURNING MOMENT TO VERTICAL
STRESS IN THE WEB PLATE WHICH IN REALITY CANNOT PARTICIPATE
IN RESISTING THESE FORCES TO ANY GREAT DEGREE 4HAT IS A SMALL
PORTION ADJACENT TO THE COLUMN CAN BE CONSIDERED SUFlCIENTLY
STIFFENED BUT ELSEWHERE BUCKLING OF THE WEB PLATE WILL OC
CUR AT VERY LOW LEVELS OF COMPRESSIVE STRESS 4HIS MODELING
INACCURACY WILL REDUCE THE DEMANDS ON THE COLUMNS SLIGHTLY
AND INCREASE THE WALL mEXURAL STIFFNESS TO A SMALL DEGREE &OR
HIGH SEISMIC DESIGN COLUMN DEMANDS ARE CALCULATED USING
CAPACITY DESIGN METHODS SO THE EFFECT ON COLUMN REQUIRED
STRENGTH IS IRRELEVANT &OR MULTI STORY WALLS IN WHICH THE WALL
mEXIBILITY DUE TO COLUMN AXIAL mEXIBILITY IS COMPARABLE TO
THE SHEAR mEXIBILITY THE ARTIlCIALLY ELEVATED mEXURAL STIFFNESS
MAY BE OF MINOR CONCERN
)N THE DESIGN EXAMPLES IN THIS $ESIGN 'UIDE THE CONTRIBU
TION OF THE WEB PLATE WITH SHEAR STIFFNESS INCLUDED REDUCED
THE mEXURAL COMPONENT OF THE WALL mEXIBILITY LESS THAN PER
CENT AND THE EFFECT ON THE OVERALL mEXIBILITY WAS SUBSTAN
TIALLY LESS &OR mANGED WALLS ORTHOGONAL WEB PLATES SHARING
A COMMON 6"% THIS EFFECT MAY BE SUBSTANTIAL
4HE MEMBRANE ELEMENT MODEL IS IN ESSENCE A TENSION
STRIP MODEL AND PURE TENSION IS CALCULATED IN THE WEB PLATE
4HE MESHING OF THE MEMBRANE SHOULD BE SUFlCIENT TO CAP
TURE mEXURAL FORCES IN THE BOUNDARY ELEMENTS !STANEH !SL
.ONLINEAR ANALYSIS CAN BE VERY ADVANTAGEOUS IN THE DESIGN OF
3037 .ONLINEAR TRUSS ELEMENTS CAN BE USED IN A STRIP MODEL
TO CAPTURE THE EFFECTS OF UNIFORM WEB TENSION YIELDING ON
("% AND 6"% .ONLINEAR MEMBRANE ELEMENTS CAN BE USED
SIMILARLY BUT THESE ARE NOT AVAILABLE IN THE MOST WIDELY USED
STRUCTURAL ANALYSIS PROGRAMS 4HE SAME METHODS OF PREVENT
ING DIAGONAL AND VERTICAL COMPRESSION DESCRIBED FOR LINEAR
MEMBRANE ELEMENTS ARE APPLICABLE TO NONLINEAR ONES
)F NONLINEAR MODELING IS USED ("% AND 6"% CAN BE
CHECKED AGAINST UNFAVORABLE MODES OF INELASTIC BEHAVIOR
SUCH AS BUCKLING BY IMPOSING DISPLACEMENTS ON THE FRAME
4HESE DISPLACEMENTS MAY BE THOSE THAT CAUSE FULL YIELDING OF
THE WEB PLATE IN TENSION OR THEY MAY BE DETERMINED BY OTHER
MEANS &%-! &%-! B PROVIDES INFORMATION ON
ESTIMATING DISPLACEMENT
4HIS TYPE OF PUSHOVER ANALYSIS IS THE BEST MEANS OF DETER
MINING REALISTIC DESIGN FORCES FOR BOUNDARY ELEMENTS 4HE
mEXURAL AND AXIAL FORCES CALCULATED IN THIS WAY ARE OFTEN SUB
STANTIALLY LESS THAN THOSE CALCULATED USING CAPACITY DESIGN
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n !N ORTHOTROPIC MEMBRANE MODEL OF A 3037
'%.%2!, $%3)'. 2%15)2%-%.43
&OR !3$
4HIS SECTION ADDRESSES THE BASIC DESIGN OF 307 FOR STRENGTH
!S SUCH IT APPLIES TO THE HIGH SEISMIC DESIGN 2 OF
3037 AS WELL AS LOW SEISMIC DESIGN 2 0ROPORTIONING
AND DETAILING REQUIREMENTS NECESSARY FOR SYSTEM DUCTILITY IN
THE SEISMIC DESIGN OF 3037 ARE ADDRESSED IN THE NEXT SEC
TION !S !)3# DOES NOT ADDRESS 3037 SOME GENERAL
REQUIREMENTS OF THE SYSTEM FROM !)3# ARE ALSO USED IN
LOW SEISMIC DESIGN
0RELIMINARY $ESIGN
"EFORE ANY ANALYSIS CAN BE CONDUCTED PRELIMINARY SIZES OF
WEB PLATES 6"% AND ("% MUST BE SELECTED 4HIS CAN BE
DONE BY MAKING ASSUMPTIONS ABOUT THE DISTRIBUTION OF FORCES
IN THE MEMBERS !LTERNATIVELY AN EQUIVALENT BRACED FRAME
CAN BE USED AS DESCRIBED AT THE END OF THIS SECTION
&OR PRELIMINARY DESIGN THE WEB PLATES CAN BE ASSUMED
TO RESIST THE ENTIRE SHEAR IN THE FRAME 4HE ANGLE OF TENSION
STRESS IN THE WEB PLATE MUST BE ASSUMED FOR PRELIMINARY DE
SIGN BECAUSE IT IS DEPENDENT ON THE SECTION PROPERTIES OF THE
("% AND 6"% AS WELL AS ON THE WEB PLATE THICKNESS AND
THE FRAME DIMENSIONS 4YPICAL DESIGNS SHOW THAT THE ANGLE
OF TENSION STRESS RANGES FROM TO &OR PRELIMINARY DE
SIGN THE REQUIRED WEB PLATE THICKNESS IS CALCULATED BASED ON
AN ASSUMED ANGLE A IT IS CONVENIENT TO ASSUME AN ANGLE OF
THOUGH IS USED AS THE ASSUMPTION IN EXAMPLES IN THIS
DESIGN GUIDE 7ITH THIS ASSUMPTION THE NOMINAL STRENGTH OF WEB PLATES
CAN BE CALCULATED USING !)3# %QUATION n %QUATION
n 9Q )\ WZ /FI VLQ A
n
4HE NOMINAL STRENGTH PREDICTED BY THIS EQUATION IS SOME
WHAT LOWER THAN THE THEORETICAL STRENGTH CORRESPONDING TO
UNIFORM TENSION YIELDING AT THE DETERMINED ANGLE A 4HIS
REmECTS THE DIFFERENCE BETWEEN lRST SIGNIlCANT YIELD AND FULL
YIELD OF THE WEB PLATE DUE TO UNEVEN ELASTIC DISTRIBUTION OF
STRESS "ERMAN AND "RUNEAU A 4HE EQUATION CAN THEN BE REARRANGED TO DETERMINE THE RE
QUIRED WEB PLATE THICKNESS
WZ r
9X
F )\ /FI VLQ A
WZ r
79D
)\ /FI VLQ A
WHERE
6A THE REQUIRED SHEAR STRENGTH !3$
7 THE SAFETY FACTOR GIVEN IN !)3# 7EB PLATES THINNER THAN IN TYPICALLY REQUIRE ADDITIONAL
CARE AND EFFORT ON THE PARTS OF FABRICATORS AND ERECTORS IN
SOME APPLICATIONS (OWEVER THE ADVANTAGES OF USING THIN
NER MATERIAL IN 3037 USUALLY JUSTIFY THE ADDITIONAL EFFORT OF
FABRICATING AND HANDLING THE THINNER WEB PLATES
/NCE WEB PLATES ARE SELECTED PRELIMINARY SELECTION OF
6"% CAN BE MADE BASED ON THE STIFFNESS REQUIREMENT GIVEN
IN !)3# 3ECTION G %QUATION n W K
, F r Z
/
n
&OR LOW SEISMIC DESIGN THE REQUIRED MOMENT OF INERTIA
MAY BE THE GOVERNING CRITERION IN THE SELECTION OF THE 6"%
7HERE THIS CRITERION IS DIFlCULT TO SATISFY THE INTRODUCTION
OF AN INTERMEDIATE STRUT BETWEEN STORIES MAY BE CONSIDERED
IN ORDER TO PROVIDE WEB PLATES WITH THE NECESSARY 6"% STIFF
NESS 3UCH AN INTERMEDIATE STRUT MUST HAVE SUFlCIENT OUT
OF PLANE STIFFNESS TO PRECLUDE ITS PARTICIPATION IN WEB PLATE
BUCKLING 4HAT IS IT MUST BE RIGID ENOUGH TO FORCE THE WEB
PLATE TO FORM A BUCKLING NODE IMMEDIATELY ADJACENT TO THE
STRUT 4HUS THE OUT OF PLANE MOMENT OF INERTIA MUST MEET
THAT REQUIRED BY %QUATION n "ECAUSE THIS CONlGURATION
HAS NOT BEEN THE FOCUS OF TESTING IT IS RECOMMENDED THAT
DESIGNS BE WELL ABOVE THIS THEORETICAL MINIMUM &OR TYPI
CAL SECTIONS SELECTED TO RESIST OUT OF PLANE BUCKLING THIS RE
QUIREMENT MAY BE EASILY MET
4HE ANGLE A SHOULD BE CALCULATED BASED ON THE PROPORTIONS
OF THE INDIVIDUAL WEB PLATES ABOVE AND BELOW THE INTERMEDI
ATE STRUT &IGURE n SHOWS A 3037 WITH SUCH AN INTER
&OR ,2&$
WHERE
6U THE REQUIRED SHEAR STRENGTH ,2&$
F THE RESISTANCE FACTOR GIVEN IN !)3# &IG n 3037 WITH AN INTERMEDIATE HORIZONTAL STRUT
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 MEDIATE STRUT !LSO THE PROPORTIONS OF THE PANEL ABOVE AND
BELOW THE STRUT SHOULD COMPLY WITH THE LIMITATIONS DISCUSSED
BELOW
)T IS NOT RECOMMENDED THAT SUCH INTERMEDIATE STRUTS BE RIG
IDLY CONNECTED TO THE 6"% AS THE FORMATION OF A PLASTIC HINGE
WITHOUT LATERAL SUPPORT AND IN CONJUNCTION WITH MODERATE OR
HIGH AXIAL FORCE MAY NOT BE STABLE )NSTEAD A CONNECTION
WITH SOME ROTATIONAL mEXIBILITY SHOULD BE CONSIDERED
3037 ARE LIMITED TO FRAMES WITH AN ASPECT RATIO OF LENGTH
TO HEIGHT BETWEEN AND AS DISCUSSED IN THE COMMEN
TARY TO 3ECTION B OF !)3# 7EB PLATES WITH LOWER
ASPECT RATIOS HAVE BEEN FOUND TO HAVE BEHAVIOR SIGNIlCANTLY
DIFFERENT FROM THAT PREDICTED ANALYTICALLY 2EZAI 4HE
ASPECT RATIOS OF SUCH WEB PLATES CAN BE INCREASED BY THE IN
TRODUCTION OF INTERMEDIATE STRUTS AS DISCUSSED ABOVE
7EB PLATES WITH HIGHER ASPECT RATIOS HAVE NOT BEEN STUDIED
THOROUGHLY AND THE APPLICABILITY OF DESIGN RECOMMENDATIONS
DEVELOPED FOR MORE TYPICAL PROPORTIONS TO SUCH WEB PLATES IS
NOT CLEAR /F PARTICULAR CONCERN IS THE EFFECT OF THE mEXIBILITY
OF LONG ("% SEE !)3# &OR PRELIMINARY DESIGN OF ("% THE FORCES IMPOSED BY THE
WEB PLATE CAN BE DERIVED FROM THE SAME ANGLE A AS WAS AS
SUMED FOR THE SELECTION OF THE WEB PLATE 4HE FORCES IMPOSED
BY THE WEB PLATES ABOVE AND BELOW THE BEAM ARE PROPORTIONAL
TO THE WEB PLATE STRESS AND THICKNESS )N LOW SEISMIC DESIGN
THE STRESS IN EACH WEB PLATE CAN BE ASSUMED PROPORTIONAL TO
THE APPLIED LOAD AND THE RESULTING VERTICAL LOADING ON THE
BEAM CAN BE DERIVED FROM THE TRIGONOMETRIC RELATIONSHIPS
SHOWN IN &IGURE n 4HE LOAD ON THE ("% DUE TO LATERAL
LOADING OF THE FRAME IS THE DIFFERENCE IN THE EFFECTS CAUSED BY
THE TENSION IN THE WEB PLATES ABOVE AND BELOW THE ("%
¨
· ¨
·
9
9
¸ ©
¸
ZU ©©
¸ © / WDQ A ¸
/
WDQ
A
©ª FI
¸¹ L ©ª FI
¸¹ L n
WHERE
WR THE REQUIRED STRENGTH WU ,2&$ OR WA !3$
AS A DISTRIBUTED LOAD ON THE BEAM DUE TO WEB
PLATE TENSION
6 THE REQUIRED STRENGTH 6U ,2&$ OR 6A !3$ AS
APPROPRIATE
; =I THE EFFECT DUE TO THE WEB PLATE AT LEVEL I
; =I THE EFFECT DUE TO THE WEB PLATE AT LEVEL I
4HIS IS A SEISMIC LOAD EFFECT AND IS COMBINED WITH OTHER LOADS
ACCORDING TO THE APPROPRIATE LOAD COMBINATIONS !3$ OR
,2&$ )F THE VALUE OF A IS ASSUMED TO BE AT ALL LEVELS IN PRE
LIMINARY DESIGN AND ,CF IS TYPICALLY THE SAME THE LOAD ON THE
("% DUE TO LATERAL LOADING OF THE FRAME CAN BE SIMPLIlED TO
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
ZU 9 L 9 L /FI
n
#URRENT DESIGN REQUIREMENTS IMPLY THAT THE DESIGN OF THE
("% FOR THIS UNBALANCED LOADING IN CONJUNCTION WITH THE
PRESENCE OF ANOTHER WEB PLATE WILL INDIRECTLY CONFER THEM AN
ADEQUATE STIFFNESS TO ACHIEVE THE INTENDED BEHAVIOR THAT IS
THAT THE EFFECTIVE STIFFNESS OF THE ("% ABOVE THE WEB PLATE
WILL BE SUFlCIENT TO PERMIT FULL YIELDING OF THE PLATE DUE THIS
DESIGN LOADING AND THE WEB PLATE ABOVE IF PRESENT (OWEVER
THE EFFECTIVENESS OF PLATE YIELDING AT THE DESIRED RESPONSE
LEVEL MAY NOT BE ASSURED AND SHOULD BE VERIlED AS PART OF THE
DESIGN PROCESS 4OWARD THAT END IT IS RECOMMENDED TO PRO
VIDE ("% MEETING A MINIMUM STIFFNESS REQUIREMENT SIMILAR
TO THAT FOR 6"%
, +%( r $WZ /
K
n
WHERE
$TW THE DIFFERENCE IN WEB PLATE THICKNESS ABOVE AND
BELOW THE ("%
3ELECTION OF ("% SECTIONS TO RESIST THE LOADING FROM %QUA
TION n IN CONJUNCTION WITH GRAVITY LOADS AND TO MEET THE
STIFFNESS REQUIREMENT ABOVE %QUATION n IS SUFlCIENT
FOR PRELIMINARY DESIGN (OWEVER THIS CRITERION IS FAIRLY STRIN
GENT AS RESEARCH IS NEEDED TO DETERMINE THE EFFECT OF ("%
AND 6"% mEXIBILITY ON REQUIRED STIFFNESS !S AN ALTERNATIVE
DESIGNERS MAY USE NONLINEAR ANALYSIS TO DEMONSTRATE THAT THE
REQUIRED WEB PLATE STRENGTH CAN BE ACHIEVED WITHIN THE DE
SIGN STORY DRIFT WITH MORE mEXIBLE MEMBERS
'RAVITY LOADING ON ("% MAY TEND TO CAUSE VERTICAL TENSION
IN THE WEB PLATE IF IT IS NOT EQUAL FROM mOOR TO mOOR (OWEVER
THE SHEAR STRENGTH OF THE WEB PLATE IS NOT SIGNIlCANTLY RE
DUCED AS LONG AS THE ANGLE OF TENSION STRESS IS NOT CHANGED BY
MORE THAN A FEW DEGREES 7HILE THE EFFECT OF SUCH FORCES ON
THE ANGLE OF TENSION STRESS HAS NOT BEEN STUDIED THOROUGHLY
IT IS EXPECTED THAT ("% MEETING THE REQUIREMENTS OF %QUA
TION n WILL PERFORM AS EXPECTED NEGLECTING THIS EFFECT FOR
TYPICAL CONDITIONS
&OR LONG SPANS TRANSVERSE LOADING DUE TO WEB PLATE TEN
SION MAY BE DIFlCULT TO RESIST AT THE TOP AND BOTTOM ("%
WHERE ONLY ONE WEB PLATE CONNECTS SO THERE IS NO COUNTER
BALANCING DISTRIBUTED LOAD 4HE LOADING AT THE BOTTOM ("%
IS TYPICALLY MORE SEVERE AS THE WEB PLATE IS OFTEN THICKER
THERE PARTICULARLY FOR TALLER 3037 7HERE PIERS OR PILES
ARE USED IN THE FOUNDATION SYSTEM ONE OR TWO OF THESE MAY
BE LOCATED BETWEEN COLUMNS TO REDUCE THE REQUIRED mEXURAL
STRENGTH OF THE BOTTOM ("%
!NOTHER ALTERNATIVE THAT REDUCES THE REQUIRED STRENGTH OF
NOT ONLY THE BOTTOM BUT ALL ("% IS A SERIES OF VERTICAL STRUTS
AT MID SPAN AT EVERY LEVEL OF THE 3037 4HESE STRUTS PERMIT
THE TOP ("% TO BE SUPPORTED AT MID SPAN AND ITS REACTION AT
THIS LOCATION COMBINES WITH THE REACTIONS OF ALL THE ("% AT
INTERMEDIATE LEVELS ACCUMULATING IN THE SERIES OF STRUTS UNTIL
THE BOTTOM LEVEL WHERE THE ACCUMULATED FORCE OFFSETS THE
UPWARD MID SPAN REACTION FROM THE BOTTOM ("% &IGURE n
SHOWS A 3037 WITH SUCH A SERIES OF STRUTS 3IMILAR TO THE
INTERMEDIATE STRUT DISCUSSED ABOVE THE OUT OF PLANE MOMENT
OF INERTIA OF THESE INTERMEDIATE VERTICAL STRUTS MUST MEET THAT
REQUIRED BY %QUATION n IN ORDER TO FORCE THE INDIVIDUAL
WEB PLATE PANELS ON EITHER SIDE TO BUCKLE INDEPENDENTLY !S
WITH THE HORIZONTAL STRUTS IT IS RECOMMENDED THAT DESIGNS BE
WELL ABOVE THE THEORETICAL MINIMUM OF %QUATION n 4HE
ANGLE OF TENSION STRESS A MAY BE CALCULATED BASED ON THE
GEOMETRY OF THE OVERALL PANEL FROM 6"% TO 6"% AS THE mEX
IBILITY OF THE ("% IS NOT CONSIDERED IN %QUATION n 4HE
PANEL ASPECT RATIO SHOULD BE CALCULATED BASED ON THE PROPOR
TIONS ON EITHER SIDE OF THE VERTICAL STRUT
7HERE THESE STRUTS ARE NOT CONTINUOUS FROM ROOF BEAM TO
ANCHOR BEAM THEY ARE EFFECTIVE IN SHARING THE UNBALANCED
LOAD ON THE BEAMS THAT THEY CONNECT 3UCH AN APPROACH MAY
BE USEFUL IN PROVIDING MORE UNIFORM BEAM SIZES IN THE 3037
FRAME
4HESE VERTICAL STRUTS SHOULD BE DESIGNED FOR AXIAL FORCES
CORRESPONDING TO THE ("% REACTIONS BASED ON THE TRANSVERSE
LOADING WR DElNED ABOVE 4HE SAME FRACTION OF THE BAY
LENGTH SHOULD BE USED AT EACH LEVEL TO CALCULATE THIS REACTION
)N THIS WAY THE FORCE REQUIRED AT THE TOP OF THE WALL TO RESIST
THE DOWNWARD PULL OF THE TOP WEB PLATE PLUS THE DOWNWARD
FORCES AT EACH INTERMEDIATE LEVEL BASED ON THE DIFFERENTIAL
WEB PLATE TENSION ABOVE AND BELOW THE BEAM WILL EQUAL THE
UPWARD FORCE REQUIRED TO RESIST THE PULL OF THE BOTTOM WEB
PLATE !SSUMING lXED lXED ("% THE RESULTING EQUATION FOR
THE REQUIRED AXIAL STRENGTH OF THE STRUT IS
Q
3 L ¤ ZU L /FI
L n
4HIS EQUATION COMBINED WITH %QUATION n RESULTS IN
THE FOLLOWING EXPRESSION
3L 9L
WDQ A
n
4HIS IS A SEISMIC LOAD EFFECT AND IS COMBINED WITH OTHER
LOADS ACCORDING TO THE APPROPRIATE LOAD COMBINATIONS !3$
OR ,2&$ 4HE USE OF THESE VERTICAL STRUTS IS ESPECIALLY CONVENIENT
FOR WIDE BAYS WHERE THE BEAM SPAN MAY OTHERWISE PRECLUDE
THE ECONOMICAL USE OF 3037 BY NECESSITATING A VERY STRONG
("% WHICH IN TURN NECESSITATES A STRONGER 6"% IF STRONG
COLUMNWEAK BEAM PROPORTIONING IS TO BE MAINTAINED AS
IS REQUIRED IN HIGH SEISMIC DESIGN 4HE ADDITIONAL COST OF
THESE STRUTS SHOULD BE WEIGHED AGAINST THE BEAM AND COLUMN
COSTS
! SIMPLIlED PRELIMINARY DESIGN METHOD HAS BEEN PROPOSED
BY 4HORBURN ET AL 4HIS METHOD INVOLVES DESIGNING A
TENSION BRACE TO RESIST THE FRAME STORY SHEAR AND CONVERTING
THAT BRACE DESIGN INTO AN EQUIVALENT WEB PLATE DESIGN 4HE
RELATIONSHIP BETWEEN THE WEB PLATE THICKNESS AND THE TENSION
BRACE AREA VARIES WITH THE STIFFNESS OF THE BOUNDARY ELEMENTS
4HIS METHOD IS DETAILED IN #HAPTER &INAL $ESIGN
&IG n 3037 WITH AN INTERMEDIATE VERTICAL STRUT
/NCE THE PRELIMINARY SELECTIONS OF WEB PLATES AND BOUNDARY
ELEMENTS HAVE BEEN MADE THE MODEL OF THE FRAME CAN BE
CONSTRUCTED -EMBER DESIGN FORCES CAN THEN BE OBTAINED FOR
THE SPECIlED LATERAL LOADS )F OPTIMIZATION OF THE STRUCTURE IS
DESIRED SOME ITERATION MAY BE REQUIRED AS CHANGES IN WEB
PLATE THICKNESS CAN HAVE A SIGNIlCANT IMPACT ON THE REQUIRED
STIFFNESS AND STRENGTH OF THE 6"% AND ("%
&OR LOW SEISMIC DESIGN THE DESIGNER HAS TWO CHOICES
FORCES FROM THE MODEL CAN BE USED DIRECTLY FOR SIZING WEB
PLATES ("% AND 6"% OR DESIGN OF THOSE ELEMENTS CAN BE
DONE ASSUMING A UNIFORM DISTRIBUTION OF THE AVERAGE STRESS
IN THE WEB PLATE
)F THE FORMER APPROACH IS USED IT IS IMPORTANT THAT THE WEB
PLATE IS OF SUFlCIENT THICKNESS SO THAT LOCAL YIELDING IS NOT
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 REQUIRED TO ACHIEVE THE WEB PLATE STRENGTH )F THE WEB PLATE
MUST RELY ON INELASTIC DISTRIBUTION OF STRESS TO RESIST THE DE
SIGN SHEAR ELASTIC METHODS OF COMPUTING THE BENDING STRESS
ES IN BOUNDARY ELEMENTS ARE NOT VALID
4HE DESIGN OF CONNECTIONS OF THE WEB PLATE TO THE BOUND
ARY ELEMENTS IS BASED ON THE STRESSES IN THE PLATE 4HESE FORC
ES CANNOT EXCEED THE EXPECTED YIELD STRENGTH OF THE PLATE IF
THIS STRESS IS ASSUMED AS IS REQUIRED FOR SEISMIC DESIGN THE
RESULTING DESIGN WILL BE CONSERVATIVE !LTERNATIVELY RESULTS
FROM THE STRUCTURAL MODEL CAN BE USED TO ESTABLISH THE RE
QUIRED STRENGTH OF THESE CONNECTIONS
&OR THE CONVENTIONAL STRIP MODEL THE STRESS IN THE TENSION
STRIP IS SIMPLY THE CALCULATED TENSILE FORCE DIVIDED BY THE
STRIP AREA /RTHOTROPIC MODELS OF THE WEB PLATE WILL REPORT
THE TENSION STRESS DIRECTLY
4HE EFFECTIVE FORCE ACTING AT THE ANGLE A PER UNIT LENGTH
ON THE CONNECTION OF THE WEB PLATE TO THE ("% IS
R("% S COSA TW
n
WHERE
R RU ,2&$ OR RA !3$ FORCE PER UNIT LENGTH OF
THE CONNECTION
)N CALCULATING THE lLLET WELD STRENGTH PER UNIT LENGTH THE
WELD SIZE W TIMES SHOULD BE SUBSTITUTED FOR THE WELD
AREA !W 4HE RESULTING EXPRESSION OF lLLET WELD NOMINAL
STRENGTH PER UNIT LENGTH IS
UQ )(;; >VLQ Q @
n
"OLTED CONNECTIONS CAN BE DESIGNED USING THIS FORCE TIMES
THE BOLT SPACING
W THE WELD SIZE
&OR THE WEB PLATE CONNECTION TO THE ("%
Q n
QA
4HUS THE REQUIRED lLLET WELD SIZE FOR THE CONNECTION OF THE
WEB PLATE TO THE ("% FOR ,2&$ IS
Z+%( S FRV A WZ F )(;; ¨© FRV A ·
ª
¹̧
n
AND FOR !3$
Z+%( 7S FRV A WZ )(;; ¨© FRV A ·
ª
¹̧
4HE REQUIRED lLLET WELD SIZE FOR THE CONNECTION OF THE WEB
PLATE TO THE 6"% FOR ,2&$ IS
WHERE
S THE SPACE BETWEEN BOLTS
4YPICALLY THE BOLT SIZE AND SPACING WILL BE THE SAME FOR
THE WEB PLATE CONNECTIONS TO THE ("% AND 6"% AND THE
LARGER OF THE TWO COMPUTED STRESSES IS USED 7HERE STRESSES
APPROACH THE YIELD STRENGTH OF THE PLATE MORE THAN ONE ROW
OF BOLTS MAY BE REQUIRED
&OR lLLET WELDED CONNECTIONS #HAPTER * OF !)3# GIVES THE FOLLOWING EXPRESSION FOR lLLET WELD STRENGTH AS A
FUNCTION OF ANGLE OF LOADING TO THE LONGITUDINAL AXIS
n
2N &W !W
&W &%88 ;
A
&OR THE WEB PLATE CONNECTION TO THE 6"%
n
RBOLT R s S
n
WHERE
4HE EFFECTIVE FORCE PER UNIT LENGTH ON THE CONNECTION OF
THE WEB PLATE TO THE 6"% IS
R6"% S SINA TW
Z
SIN Q =
n
WHERE
!W THE AREA OF THE WELD
&%88 THE ELECTRODE CLASSIFICATION NUMBER
Q THE ANGLE OF LOADING WITH RESPECT TO THE FILLET
WELD AXIS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
Z9%( S VLQ A WZ F )(;; ¨© VLQ A ·
ª
¹̧
n
AND FOR !3$
Z9%( 7S VLQ A WZ )(;; ¨© VLQ A ·
ª
¹̧
&ILLET WELDED CONNECTIONS OF WEB PLATES ARE TYPICALLY
MADE IN THE lELD TO A hlSH PLATE v WHICH IS WELDED IN THE
SHOP TO THE 6"% AND ("% 4HE lSH PLATE MAY BE THICKER
THAN THE WEB PLATE IN ORDER TO PERMIT A LARGER lLLET WELD TO
BE DEPOSITED AGAINST ITS EDGE &IGURE n SHOWS SUCH A
CONNECTION &OR USUAL CONDITIONS THE DIAGONAL TENSION FORCE
IS SHARED EQUALLY BETWEEN 7ELDS h!v AND h"v 7HEN THE
DISTANCE BETWEEN THE TWO WELDS IS LARGE OR THE lSH PLATE IS
MUCH THICKER THAN THE WEB PLATE IT MAY NOT BE REASONABLE
TO ASSUME THAT THE TWO WELDS SHARE THE FORCE EQUALLY AND
THE REQUIRED STRENGTH OF EACH OF THE TWO WELDS SHOULD BE
PROPORTIONED FOR A PERCENTAGE OF THE TENSION FORCE EQUAL TO
THE RATIO OF THE THICKNESS OF THE PLATE END IT ABUTS TO THE TOTAL
THICKNESS )T IS THE OPINION OF THE AUTHORS THAT IF THE lSH PLATE
IS LESS THAN TWICE THE THICKNESS OF THE WEB PLATE AND IF THE
LAP LENGTH IS LESS THAN FOUR TIMES THE SIZE OF THE lLLET WELD
MINIMAL DEFORMATION DEMANDS ARE NECESSARY TO PERMIT THE
TWO lLLETS TO SHARE THE FORCE EQUALLY
"ECAUSE WEB PLATES IN 3037 ARE EXTREMELY SLENDER THEY
SHOULD BE EXPECTED TO BUCKLE UNDER VERY SMALL LATERAL LOADS
OR EVEN UNDER THEIR OWN WEIGHT PRIOR TO LOADING /N THE TEN
SION EDGE THE OFFSET PLATE CENTERLINES ALSO TEND TO CAUSE ROTA
TION THAT WOULD OPEN THE ROOT OF A JOINT WITH ONLY 7ELD h!v
OR 7ELD h"v 4HUS EITHER WELDS MUST BE PRESENT ON BOTH
EDGES AS SHOWN IN &IGURE n OR THE TENDENCY TO OPEN MUST
OTHERWISE BE RESTRAINED )F 7ELD h!v IS DESIGNED TO RESIST THE
ENTIRE FORCE BY ITSELF 7ELD h"v MAY BE INTERMITTENT
&OR THINNER PLATES LESS THAN IN 7ELD h!v MAY NOT
BE PRACTICAL TO PERFORM DUE TO THE POSSIBILITY OF BURNING
THROUGH THE BASE METAL )N THOSE CASES 7ELD h"v MUST DE
VELOP THE FULL WEB PLATE STRENGTH SUCH A WELD WILL LIKELY BE
LARGER THAN THE LARGEST POSSIBLE lLLET WELD
/PENINGS IN 3037 REQUIRE LOCAL BOUNDARY ELEMENTS
4HESE ELEMENTS ARE DESIGNED TO RESIST FORCES RESULTING FROM
THE STRESS IN THE WEB PLATE &IGURE n SHOWS A FREE BODY
DIAGRAM OF A LOCAL BOUNDARY ELEMENT AT AN OPENING &OR CLAR
ITY FREE BODY DIAGRAMS OF THE WEB PLATES ARE NOT SHOWN NOR
ARE END MOMENTS THAT WOULD RESULT FROM RIGID CONNECTIONS
DUE TO WEB PLATE TENSION AND FRAME BEHAVIOR
,OCAL BOUNDARY ELEMENTS SHOULD MEET THE STIFFNESS CRITE
RION OF !)3# 3ECTION G &LEXIBLE BOUNDARY ELEMENTS
MAY NOT PERMIT THE ANGLE OF STRESS IN THE WEB TO REACH THE
PREDICTED VALUE A AND THE SHEAR STRENGTH OF THE WEB PLATE
MAY BE COMPROMISED
&IG n $ETAIL OF A lLLET WELDED WEB PLATE CONNECTION
&IG n &REE BODY DIAGRAMS OF INTERNAL AND EXTERNAL BOUNDARY ELEMENTS OF A 3037 WITH AN OPENING
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 #ONNECTIONS OF LOCAL BOUNDARY ELEMENTS TO EACH OTHER AND
TO THE ("% AND 6"% NEED NOT MEET THE REQUIREMENTS FOR
("% TO 6"% CONNECTIONS IE THEY NEED NOT BE DESIGNED AS
RIGID CONNECTIONS AND HORIZONTAL LOCAL BOUNDARY ELEMENTS
NEED NOT BE BRACED IN CONFORMANCE WITH !)3# 3ECTION
D 2EQUIREMENTS FOR RIGID CONNECTIONS OF ("% TO 6"%
ARE INTENDED TO PROVIDE MORE STABLE HYSTERETIC PERFORMANCE
OF THE FRAME THROUGH THE ADDITION OF A MOMENT FRAME 3UCH
A FRAME CONSISTING OF THE 6"% AND ("% AT DIAPHRAGM LEV
ELS WILL BE PRESENT REGARDLESS OF THE CONNECTION TYPE OF LOCAL
BOUNDARY ELEMENTS WHICH ARE DIFlCULT TO STABILIZE DUE TO THE
ABSENCE OF A DIAPHRAGM AT LOCAL BOUNDARY ELEMENTS
,IMITED TESTING OF SMALL OPENINGS WITHOUT BOUNDARY ELE
MENTS HAS BEEN PERFORMED 6IAN AND "RUNEAU AND
DESIGNERS MAY CONSIDER UTILIZING SUCH CONlGURATIONS )T
IS RECOMMENDED THAT DESIGNS WITH OPENINGS WITHOUT LOCAL
BOUNDARY ELEMENTS NOT BE EXTRAPOLATED BEYOND TESTED CON
lGURATIONS IN TERMS OF SIZE OF OPENINGS PROPORTION OF HORI
ZONTAL WALL LENGTH ELIMINATED OR SHAPE OF OPENING
#HAPTER PROVIDES A MORE THOROUGH TREATMENT OF THE DE
SIGN OF OPENINGS IN 3037
()'( 3%)3-)# $%3)'.
4HIS SECTION ADDRESSES THE ADDITIONAL REQUIREMENTS THAT APPLY
TO THE USE OF 3037 TO RESIST HIGH SEISMIC LOADS 4HE GENERAL
DESIGN REQUIREMENTS DESCRIBED IN THE PREVIOUS SECTION APPLY
TO HIGH SEISMIC DESIGN OF 3037 AS WELL
%XPECTED 0ERFORMANCE
3YSTEMS DESIGNED FOR HIGH SEISMIC LOADING WITH A RESPONSE
MODIlCATION COEFlCIENT 2 GREATER THAN ARE EXPECTED TO
UNDERGO MULTIPLE CYCLES OF LOADING INTO THE INELASTIC RANGEˆ
WITH CONTROLLED DAMAGE ACCEPTED AS A MEANS OF DISSIPATING
THE ENERGY OF THE EARTHQUAKE 4HE USE OF A RESPONSE MODIlCA
TION COEFlCIENT 2 GREATER THAN REPRESENTS THE ABILITY OF THE
SYSTEM TO WITHSTAND SUCH LOADING AND MAINTAIN ITS INTEGRITY
TO SUPPORT GRAVITY LOADS AND LIMIT DRIFT 4HE ABILITY OF A SYS
TEM TO WITHSTAND SUCH LOADING IS TERMED hSYSTEM DUCTILITYv
,OADING OF A SYSTEM BEYOND ITS ELASTIC LIMIT NECESSITATES
INELASTIC BEHAVIOR IN THE MATERIAL IN ONE OR MORE LOCATIONS
!S STEEL IS A DUCTILE MATERIAL STEEL SYSTEMS ARE WELL SUITED
TO PROVIDING THE REQUIRED DUCTILITY AS LONG AS THE INELASTIC
DEMANDS ON THE STEEL MATERIAL OCCUR IN APPROPRIATE PORTIONS
OF THE STRUCTURE )N THE CASE OF 3037 THE WEB PLATE IS THE
LOCATION WHERE INELASTIC STRAIN DEMANDS ARE EXPECTED TO OC
CUR 4HIS ELEMENT IS DUCTILE TOUGH AND RELATIVELY EASIER TO
REPLACE AFTER DAMAGE OCCURS IN A STRONG EARTHQUAKE
4HE STEEL MATERIALS APPROPRIATE FOR DESIGNATED YIELDING EL
EMENTS OF STEEL SEISMIC SYSTEMS ARE LIMITED BY 3ECTION OF
!)3# -ATERIALS LISTED IN THAT SECTION CAN BE CONSIDERED
DUCTILE FOR PURPOSES OF HIGH SEISMIC DESIGN
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
7EB PLATES IN 3037 PROVIDE A LARGE AREA OF STEEL TO RE
SIST LATERAL FORCES !S THE CONVENTIONAL STRIP MODEL SUGGESTS
A SINGLE WEB PLATE PROVIDES MULTIPLE PATHS TO RESIST SEISMIC
LOADING %VEN THE DEVELOPMENT OF CRACKS IN THE WEB PLATE
DOES NOT SIGNAL THE END OF ITS RESISTANCE AND SUCH CRACKS
PROPAGATE SLOWLY $RIVER ET AL "ERMAN AND "RUNEAU
B 4HESE CHARACTERISTICS INDICATE A TOUGH ELEMENT
"ECAUSE THEY ARE NOT REQUIRED FOR THE RESISTANCE OF GRAV
ITY LOADS DAMAGE IN THE WEB PLATES IS PREFERABLE TO DAMAGE
IN THE BOUNDARY ELEMENTS WHICH ALSO COMPRISE PART OF THE
FRAME THAT SUPPORTS THE BUILDING WEIGHT
&OR THESE REASONS THE HIGH SEISMIC DESIGN OF 3037 IS
BASED ON CONlNING DUCTILITY DEMANDS TO THE WEB PLATES AND
AS DISCUSSED LATER TO PLASTIC HINGES IN THE ("% AT THE 6"%
FACE 4HIS IS ACHIEVED BY MEANS OF A CAPACITY DESIGN METH
OD IN WHICH BOUNDARY ELEMENTS ARE DESIGNED FOR FORCES COR
RESPONDING TO THE EXPECTED STRENGTH OF THE WEB PLATE )N THIS
MANNER FAILURE OF THE BOUNDARY ELEMENTS DUE TO mEXURAL
BUCKLING LATERAL TORSIONAL BUCKLING ETC IS PRECLUDED AND
THE MORE DUCTILE WEB PLATE YIELDING BEHAVIOR IS FAVORED
)N ORDER TO ENSURE THAT WEB PLATE YIELDING CAN TAKE PLACE
HIGH SEISMIC DESIGN OF 3037 ALSO REQUIRES THAT WEB PLATE
CONNECTIONS BE DESIGNED FOR THE EXPECTED STRENGTH OF THE
WEB PLATE ITSELF 7HILE RUPTURE OF THE WEB PLATE ATTACHMENTS
TO THE BOUNDARY ELEMENTS IS NOT AS UNDESIRABLE A MODE OF
BEHAVIOR AS FAILURE OF A 6"% IT NEVERTHELESS IS INCONSISTENT
WITH THE EXPECTED SYSTEM DUCTILITY AND THE USE OF A HIGH RE
SPONSE MODIlCATION COEFlCIENT 2
&OR MULTI STORY SYSTEMS THE DESIRED BEHAVIOR REMAINS
TENSION YIELDING OF THE WEB PLATES 4HUS THE DISTRIBUTION OF
INELASTIC DEMAND BETWEEN mOORS REQUIRES THAT WEB PLATES BE
DESIGNED WITH SIMILAR OVERSTRENGTH IE WITH SIMILAR RATIOS
OF CALCULATED REQUIRED TO DESIGN STRENGTHS )F WEB PLATES AT
SOME LEVELS ARE DESIGNED WITH OVERSTRENGTH MUCH GREATER
THAN THOSE AT OTHER LEVELS THE HIGH OVERSTRENGTH WEB PLATES
WILL NOT PARTICIPATE IN PROVIDING SYSTEM DUCTILITY AND THE
SEISMIC DRIFT DEMANDS ON THE OTHER LEVELS WILL BE GREATER 5N
EVEN DRIFT DISTRIBUTION BETWEEN STORIES CAN CAUSE LARGE mEX
URAL DEMANDS IN THE 6"% PERHAPS LEADING TO THEIR YIELDING
AND THE FORMATION OF A STORY MECHANISM 4HIS SHOULD BE CON
SIDERED CAREFULLY WHEN THE DESIGN OF WEB PLATES IS CONTROLLED
BY USING A MINIMUM WEB PLATE THICKNESS SELECTED FOR EASE
OF CONSTRUCTION
4HE UPPER BOUND OF OVERTURNING FORCES ON 6"% CAN BE
CALCULATED BASED ON THE EXPECTED STRENGTH OF CONNECTING
WEB PLATES AND BEAMS 4HIS FORCE CORRESPONDS TO THE DESIRED
MECHANISM OF WEB PLATE TENSION YIELDING AT ALL LEVELS &OR
SYSTEMS WITH MORE THAN THREE OR FOUR STORIES THE LIKELIHOOD
OF YIELDING ALL STORIES SIMULTANEOUSLY IN THE SAME DIRECTION IS
FAIRLY REMOTE AS HIGHER MODE RESPONSE BECOMES MORE SIG
NIlCANT 7HERE HIGH OVERSTRENGTH EXISTS AT CERTAIN LEVELS THE
LIKELIHOOD IS EVEN LESS 4HE EXPECTED MECHANISMS FOR TALLER
STRUCTURES INCLUDE SOME CONCENTRATIONS OF DRIFT AT CERTAIN LEV
ELS AND CORRESPONDING ROTATIONAL DEMANDS AT 6"% AT THESE
LEVELS
"ERMAN AND "RUNEAU A PROVIDE A COMPARISON OF
THE WORK REQUIRED TO ACHIEVE TWO MECHANISMS THE YIELD
ING OF THE WEB PLATES OVER THE ENTIRE HEIGHT OF THE STRUCTURE
AND A STORY MECHANISM 4HEIR STUDY INDICATES THAT TO ENSURE
THE FORMER MECHANISM THE THICKNESS OF THE WEB PLATE MUST
CHANGE AT EACH STORY TO MATCH THE STORY SHEAR /THERWISE A
MECHANISM THAT TO SOME DEGREE CONCENTRATES INELASTIC DEFOR
MATION IN SOME STORIES WILL FORM 4HUS IT IS RECOMMENDED
TO PROPORTION THE WEB PLATES TO THE STORY SHEAR AS CLOSELY AS
POSSIBLE AND NOT TO PROVIDE UNNECESSARY OVERSTRENGTH
)N SOME CASES FOUNDATION UPLIFT OR DIAPHRAGM DEFORMA
TION CAN BE THE PREDOMINANT MODE OF SEISMIC RESPONSE OF
3037 STRUCTURES AS IS ALSO THE CASE FOR OTHER STIFF SYSTEMS !3#% DOES NOT FULLY ADDRESS THESE AS MODES OF SEISMIC
RESPONSE $ESIGN OF SYSTEMS BASED ON THAT MODE OF BEHAVIOR
IS BEYOND THE SCOPE OF THIS $ESIGN 'UIDE
2%15)2%-%.43 /& 4(% !)3# 3%)3-)#
02/6)3)/.3 !.3)!)3# !)3# ADDRESSES THE HIGH SEISMIC DESIGN OF 3037 !S
!)3# DOES NOT ADDRESS 3037 SOME OF THE BASIC REQUIRE
MENTS OF THE SYSTEM CONTAINED IN !)3# ARE ALSO APPLIED
IN LOW SEISMIC DESIGN AS WELL
4HE GENERAL 3037 REQUIREMENTS APPLICABLE TO BOTH HIGH
SEISMIC AND LOW SEISMIC DESIGN PERTAIN TO THE ANALYSIS OF
THE SYSTEM AND CERTAIN MEMBER REQUIREMENTS &OREMOST OF
THESE IS THE CALCULATION OF THE ANGLE OF TENSION STRESS IN THE
WEB PLATE !)3# %QUATION n %QUATION n AND THE
CORRESPONDING EXPRESSION FOR WEB PLATE SHEAR STRENGTH AS A
FUNCTION OF THE ANGLE !)3# %QUATION n %QUATION
n %QUALLY IMPORTANT ARE LIMITATIONS ON THE SYSTEMS TO WHICH
THESE EQUATIONS ARE APPLICABLE 4HESE INCLUDE THE PANEL AS
PECT RATIO ,H IN !)3# 3ECTION B TO THE RANGE
BETWEEN AND AS DISCUSSED UNDER THE PREVIOUS SEC
TION AND THE REQUIRED 6"% STIFFNESS GIVEN IN 3ECTION G
%QUATION n !DDITIONALLY !)3# 3ECTION C REQUIRES THAT
BOUNDARY ELEMENTS BE INCLUDED ADJACENT TO ALL OPENINGS
hUNLESS OTHERWISE JUSTIlED BY TESTING AND ANALYSISv 4HIS
REQUIREMENT IS APPLICABLE TO BOTH HIGH SEISMIC AND LOW SEIS
MIC DESIGN OF 3037
)N ADDITION TO THESE GENERAL DESIGN REQUIREMENTS !)3#
CONTAINS MANY REQUIREMENTS THAT ARE ONLY APPLICABLE
TO HIGH SEISMIC DESIGN 4HESE INCLUDE REQUIREMENTS FOR THE
WEB PLATE CONNECTION AND FOR THE FRAME
!S DISCUSSED EARLIER THE HIGH SEISMIC DESIGN OF 3037 IS
BASED ON YIELDING OF THE WEB PLATE 4HUS !)3# REQUIRES
THAT THE WEB PLATE CONNECTION BE DESIGNED TO RESIST THE EX
PECTED YIELD STRENGTH OF THE WEB PLATE 2Y &Y TW #ONNEC
TIONS OF WEB PLATES MUST HAVE SUFlCIENT STRENGTH TO PERMIT
THE PLATE TO DEVELOP THIS FORCE ACROSS THE ENTIRE CONNECTION
CONSIDERING THE ANGLE OF THE TENSION A AS DISCUSSED IN THE
PREVIOUS SECTION
,IKEWISE THE DESIGN OF ("% AND 6"% MUST BE BASED
ON FORCES CORRESPONDING TO FULL TENSION YIELDING OF THE WEB
PLATE )N THIS WAY !)3# ENSURES THAT WEB PLATE TENSION
YIELDING IS THE PRIMARY YIELD MECHANISM OF 3037
!)3# ALSO REQUIRES THAT A 3037 BE DESIGNED AS A MO
MENT FRAME WITH A WEB PLATE INlLL 3PECIlCALLY A NUMBER
OF THE PROVISIONS REQUIRE THAT BOUNDARY ELEMENTS AND THEIR
CONNECTIONS CONFORM TO REQUIREMENTS FOR 3PECIAL -OMENT
&RAMES 3-& OR /RDINARY -OMENT &RAMES /-& #ONNECTIONS OF ("% TO 6"% MUST BE DESIGNED AS /-&
CONNECTIONS 3ECTION B GIVES THE REQUIREMENT FOR 3037
REFERRING TO THE /-& 3ECTION OF !)3# !DDITION
ALLY THE REQUIRED SHEAR STRENGTH OF THE ("% TO 6"% CONNEC
TION MUST BE BASED ON THE DEVELOPMENT AND STRAIN HARDENING
OF PLASTIC HINGES AT EACH END OF THE ("% RATHER THAN ALLOW
ING USE OF THE AMPLIlED SEISMIC LOAD AS IS ALLOWED FOR A TYPI
CAL /-& 4HE SEISMIC PORTION OF THE REQUIRED SHEAR STRENGTH
IS GIVEN BY !)3# %QUATION n %QUATION n %M -PR ,H
n
WHERE
%M 4HE MAXIMUM SEISMIC LOAD EFFECT TO BE USED IN
!3#% LOAD COMBINATIONS
,H THE DISTANCE BETWEEN PLASTIC HINGES
n
, n SH
WHERE
, THE DISTANCE BETWEEN COLUMN CENTERLINES
SH THE DISTANCE FROM THE COLUMN CENTERLINE TO THE
PLASTIC HINGE AS GIVEN IN !)3# &OR UNREINFORCED CONNECTIONS SUCH AS 2EDUCED "EAM
3ECTION 2"3 AND 7ELDED 5NREINFORCED &LANGE 7ELDED
7EB 75& 7 CONNECTIONS SH CAN BE DETERMINED AS
SH DC
DB
n
!)3# GIVES LIMITATIONS FOR THIS DISTANCE FOR THE 2"3
CONNECTION THE VALUE ABOVE IS A REASONABLE PRELIMINARY ES
TIMATE
.OTE THAT THE BEAM PLASTIC MOMENT STRENGTH IN %QUA
TION n IS TYPICALLY CALCULATED IN THE ABSENCE OF ANY AXIAL
FORCE
-PR 2Y&Y:
n
$ESIGNERS MAY WISH TO CONSIDER THE AXIAL FORCE PRESENT
AT THE ("% TO 6"% CONNECTION IN ORDER TO REDUCE THE CAL
CULATED mEXURAL STRENGTH AND THUS REQUIRED SHEAR STRENGTH
OF THE CONNECTION 7HILE NOT EXPLICITLY DESCRIBED IN !)3#
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 THIS METHOD IS CONSISTENT WITH THE UNDERLYING CAPACITY
DESIGN METHODOLOGY IN WHICH THE YIELD MECHANISM OF THE
FRAME IS CONSIDERED 2EDUCTION OF THE CALCULATED ("% mEX
URAL STRENGTH CAN BE DONE ADAPTING THE INTERACTION EQUATIONS
FROM #HAPTER ( OF !)3# &OR ,2&$ THE RESULTING MODIlED BEAM STRENGTH WHEN 0U0Y
IS
¨
´µ·
¥¦ 1
. QS 3Z 'Z ; ©© ¦¦ V )#& µµµ¸¸
n
©ª ¦§ 1Z µ¶¸¹
AND OTHERWISE IS
0 SU ¨ 3
·
5\ )\ = ©© X +%( ¸¸
3\ ¸
©ª
¹
n
&OR !3$ THE RESULTING MODIlED BEAM STRENGTH WHEN 0U0Y
IS
¨
·
¥¦ 3D +%( ´µµ¸
0 SU 5\ )\ = ©© ¦¦
µµ¸
3\
µ¶¸
©ª ¦§
¹
AND OTHERWISE IS
0 SU ¨ 3
·
D +%( ¸
5\ )\ = ©©
¸
3\
©ª
¸¹
&OR 3037 THE ADDITIONAL BEAM SHEAR DUE TO WEB PLATE
TENSION MUST BE CONSIDERED 4HE TOTAL BEAM SHEAR IS THUS
&OR ,2&$
9X 0 SU
/K
3X
ZJ
ZX
/FI
.OTE THAT THE APPROPRIATE LOAD FACTORS FROM ,2&$ OR !3$
LOAD COMBINATIONS MUST BE APPLIED TO GRAVITY FORCES IN THE
ABOVE EQUATIONS
&IGURE n SHOWS THE FREE BODY DIAGRAMS FOR THE CONDI
TION UNDER WHICH 6P IS CALCULATED
&OR FULLY RESTRAINED CONNECTIONS !)3# 3ECTION A
REQUIRES THAT THE CONNECTION HAVE THE STRENGTH TO RESIST THE
FORMATION OF A PLASTIC HINGE IN THE BEAM INCLUDING STRAIN
HARDENING 2Y -P THE hMAXIMUM FORCE THAT CAN BE
DELIVERED BY THE SYSTEMv IS A LIMITATION THAT IS NOT APPLICABLE
TO THE /-& CONNECTION IN A 3037 !DDITIONALLY THE
SECTION GIVES PRESCRIPTIVE REQUIREMENTS FOR CONTINUITY PLATES
WELDS AND WELD ACCESS HOLES 4HE REQUIRED WELD ACCESS HOLE
CONlGURATION IS SHOWN IN &IGURE n OF !)3# 3INGLE
SIDED PARTIAL JOINT PENETRATION GROOVE WELDS OR lLLET WELDS
ARE NOT ALLOWED &OR PARTIALLY RESTRAINED CONNECTIONS 3ECTION
B REQUIRES THE SAME STRENGTH AS DOES 3ECTION A
7ELDS OF mANGES IN THESE CONNECTIONS MUST COMPLY WITH
THE REQUIREMENTS IN 3ECTION B FOR DEMAND CRITICAL WELDS
4HESE INCLUDE A #HARPY 6 NOTCH TOUGHNESS OF FT LB AT
& AS DETERMINED BY THE APPROPRIATE !73 CLASSIlCATION
TEST METHOD OR MANUFACTURER CERTIlCATION AND FT LB AT
& BUT NOT MORE THAN & ABOVE THE LOWEST ANTICIPATED
SERVICE TEMPERATURE AS DETERMINED BY !PPENDIX 8 OF !)3#
OR ANOTHER METHOD APPROVED BY THE ENGINEER
)N ADDITION 3ECTION A REQUIRES THAT BOUNDARY ELE
MENTS COMPLY WITH THE REQUIREMENTS FOR 3-& IN 3ECTION 4HAT IS BOUNDARY ELEMENTS MUST BE PROPORTIONED SO THAT THE
STRONG COLUMNWEAK BEAM REQUIREMENTS OF %QUATION n
%QUATION n ARE MET
¤ 0 SF r
¤ 0 SE
n
n
WHERE
&OR !3$
9D 0 SU
/K
3D
ZJ
ZD
¤ 0 SF SUM OF COLUMN PLASTIC MOMENT STRENGTHS AT A
CONNECTION REDUCED FOR AXIAL FORCE AND COM
PUTED AT THE BEAM CENTERLINE
/FI
WHERE
0 CONCENTRATED GRAVITY LOAD ON THE BEAM ASSUMED
TO BE CENTERED ON THE SPAN BASED ON ,2&$ OR
!3$ LOAD COMBINATIONS
WG DISTRIBUTED GRAVITY LOAD ON THE BEAM ASSUMED
TO BE UNIFORM BASED ON ,2&$ OR !3$ LOAD
COMBINATIONS
WU 2Y &Y TI
TI COS A
n
WA WU
&IG n &REE BODY DIAGRAM OF 3-& BEAM
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
¤ 0 SE SUM OF BEAM PLASTIC MOMENT STRENGTHS AT A CON
NECTION COMPUTED AT THE COLUMN CENTERLINE
&IGURE n SHOWS THIS METHOD FOR COMPUTING BEAM
STRENGTH AT THE COLUMN CENTERLINE 4HE BEAM STRENGTH PRO
JECTED TO THE COLUMN CENTERLINE IS
-PB -PR
6USH
n
0ANEL ZONES OF ("% TO 6"% CONNECTIONS AT THE TOP AND
BOTTOM OF THE 3037 MUST ALSO COMPLY WITH 3-& REQUIRE
MENTS 3ECTION F REQUIRES COMPLIANCE WITH 3ECTION 4HIS SECTION REQUIRES THAT THE PANEL ZONE SHEAR STRENGTH BE
COMPUTED BY CALCULATING THE MOMENT AT THE COLUMN FACE DUE
TO THE FORMATION OF A PLASTIC HINGE IN THE BEAM AT A DETER
MINED LOCATION &IGURE n SHOWS THIS METHOD FOR COMPUT
ING BEAM STRENGTH AT THE COLUMN FACE 4HE AUTHORS RECOM
MEND THAT THE REQUIREMENTS OF !)3# 3ECTION BE
APPLIED TO PANEL ZONES AT ALL LEVELS
4HE MINIMUM PANEL ZONE THICKNESS IS GIVEN IN !)3#
%QUATION n %QUATION n Wr
G]
Z]
!S BOUNDARY ELEMENTS ARE CONlGURED TO COMPRISE A MO
MENT FRAME THE FORMATION OF PLASTIC HINGES IN BOUNDARY ELE
MENTS TYPICALLY THE ("% UNDER THE DESIGN SEISMIC LOADING
IS CONSIDERED POSSIBLE !)3# THEREFORE PLACES CERTAIN
COMPACTNESS REQUIREMENTS ON THEM 3ECTION C &OR
mANGES THE LIMIT IS
EI
W I
b (
)\
n
&OR WEBS THE LIMITS ARE BASED ON THE AXIAL FORCE IN THE MEM
BER 4HE AXIAL FORCE RATIO #A IS
&OR ,2&$
&D 3X
FE 3\
n
&OR !3$
&D n
7E 3D
3\
FB AND 7B ARE AS DElNED IN !)3# 4ABLE )nn
WHERE
T THE SUM THICKNESS OF THE COLUMN WEB AND ANY
DOUBLER PLATES USED
DZ THE PANEL ZONE DEPTH BETWEEN BEAM FLANGES OR
CONTINUITY PLATES IF PRESENT
WZ THE PANEL ZONE WIDTH BETWEEN COLUMN FLANGES
)F DOUBLER PLATES ARE REQUIRED 3ECTION C GIVES PRE
SCRIPTIVE DETAILING REQUIREMENTS $OUBLERS ARE WELDED ALONG
THEIR VERTICAL EDGES TO DEVELOP THEIR FULL SHEAR STRENGTH
&IG n &ORCES AT COLUMN CENTERLINE FROM BEAM PLASTIC HINGE
4HE LIMITING WEB SLENDERNESS RATIOS ARE
IRU&D b
K
(
b <&D >
WZ
)\
IRU&D n
K
(
b < &D >
WZ
)\
n
&IG n &ORCES AT COLUMN FACE FROM BEAM PLASTIC HINGE
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 5SING #A OF ONE CAN SEE THAT A RATIO OF HTW OF WILL
ALWAYS SATISFY THE REQUIREMENT FOR &Y KSI
)N KEEPING WITH THE EXPECTED MOMENT FRAME BEHAVIOR
3ECTION D GIVES LATERAL BRACING REQUIREMENTS 4HE MAXI
MUM BRACE SPACING IS THE SAME AS FOR 3-&
¥(´
/E b U\ ¦¦ µµµ
¦¦§ )\ µ¶
n
("% BRACING FORCE REQUIREMENTS ARE BASED ON THE SECTION
EXPECTED PLASTIC MOMENT
3EU )\ E I W I
n
4HE BRACE STIFFNESS REQUIRED TO SATISFY !)3# %QUATION
!nn USING THE SECTION EXPECTED PLASTIC MOMENT AND #D
OF IS
BEU 5\ )\ =
/E G W I
n
&INALLY !)3# HAS SPECIlC REQUIREMENTS FOR 6"%
SPLICES 3ECTION E WHICH REFERS TO 3ECTION 3UCH
SPLICES MUST BE CAPABLE OF RESISTING THE SAME FORCES AS ARE
REQUIRED FOR THE COLUMN &OR COLUMNS SUBJECT TO NET TENSION
TWO ADDITIONAL REQUIREMENTS APPLY &IRST IF PARTIAL JOINT
PENETRATION GROOVE WELDS ARE USED SPLICE REQUIRED STRENGTHS
MUST BE DOUBLED 3ECOND mANGE SPLICES MUST BE ABLE TO RE
SIST FORCES CORRESPONDING TO ONE HALF OF THE EXPECTED STRENGTH
OF THE SMALLER mANGE
5X 5\ )\ $ I
n
3PLICES ARE REQUIRED TO BE AT LEAST FOUR FT FROM THE NEAREST
("% OR AT THE MIDPOINT OF THE CLEAR HEIGHT OF THE 6"%
$%3)'.
4HE APPLICATION OF THESE PROVISIONS IN ORDER TO ACHIEVE THE
EXPECTED PERFORMANCE IS DISCUSSED BELOW $ESIGNERS MUST
BE AWARE THAT CONFORMANCE TO !)3# CANNOT BY ITSELF
GUARANTEE DUCTILE SYSTEM BEHAVIOR FOR ALL CONlGURATIONS AND
APPLICATIONS !TTENTION MUST BE GIVEN TO THE SPECIlCS OF EACH
DESIGN
7EB 0LATE $ESIGN
4HE HIGH SEISMIC DESIGN OF WEB PLATES IS THE SAME AS THE
LOW SEISMIC DESIGN OF THESE ELEMENTS 4HE DESIGN STRENGTH IS
COMPUTED USING THE CALCULATED ANGLE OF TENSION STRESS !)3#
%QUATION n %QUATION n AND THE DESIGN SHEAR
STRENGTH BASED ON THAT ANGLE !)3# %QUATION n
%QUATION n 4HIS STRENGTH IS COMPARED TO THE REQUIRED
STRENGTH OF THE WEB PLATE AS DETERMINED FROM ANALYSIS 4HIS
REQUIRED STRENGTH IS BASED ON THE HORIZONTAL SHEAR RESISTED BY
THE 3037 SOME OF WHICH IS RESISTED BY THE 6"%
("% $ESIGN
(ORIZONTAL BOUNDARY ELEMENTS ARE DESIGNED FOR FORCES COR
RESPONDING TO YIELDING OF THE WEB PLATE !XIAL FORCES IN ("%
ARE LARGELY DUE TO THE EFFECTS OF WEB PLATE TENSION ON THE
6"% &LEXURAL FORCES ARE DUE IN PART TO WEB PLATE TENSION
WHERE PLATES OF DIFFERING THICKNESS ARE USED ABOVE AND BE
LOW THE BEAM OR WHERE ONLY ONE WEB PLATE CONNECTS TO THE
BEAM SUCH AS AT THE TOP OF THE 3037 4HE REQUIRED mEXURAL STRENGTH OF THE ("% AT THE TOP AND
BOTTOM OF THE 3037 CAN BE QUITE LARGE !T OTHER LEVELS THE
REQUIRED mEXURAL STRENGTH DUE TO WEB PLATE YIELDING IS LIM
ITED TO THE DIFFERENCE IN WEB PLATE STRENGTH ABOVE AND BELOW
AND TO ANY DIFFERENCE IN THE ANGLE OF THE TENSION STRESS A 4HE
LOAD THAT THE WEB PLATES ARE EXPECTED TO EXERT ON THE ("% CAN
BE ESTIMATED USING %QUATION n
7HERE THE SAME WEB PLATE THICKNESS IS PROVIDED BOTH
ABOVE AND BELOW THE ("% %QUATION n WILL RESULT IN NO
mEXURAL REQUIREMENT FOR THE BEAM 7HILE THIS IS CONSISTENT
WITH ACHIEVING THE FULL YIELDING OF THE WEB PLATES USE OF A
VERY mEXIBLE BEAM WILL RESULT IN THE CONTRIBUTION OF THE MO
MENT FRAME BEING NEGLIGIBLE WHICH IS NOT CONSISTENT WITH THE
ASSUMED SYSTEM BEHAVIOR !T A MINIMUM THE BEAM MUST BE
DESIGNED TO RESIST THE DIFFERENTIAL FORCES DUE TO THE CALCULATED
STORY SHEARS TRIBUTARY TO THE FRAME %QUATION n 0ROVID
ING BEAMS OF RADICALLY DIFFERENT STRENGTHS FROM ONE LEVEL TO
THE NEXT IS NOT RECOMMENDED
!T THE BASE A STEEL BEAM IN THE FOUNDATION MAY BE PRO
VIDED !LTERNATIVELY A CONCRETE FOUNDATION MAY BE DESIGNED
TO RESIST THESE FORCES TYPICALLY BY ACTING AS A BEAM SPANNING
BETWEEN COLUMN FOOTINGS 3TRONG COLUMNWEAK BEAM PRO
PORTIONING IS NOT ADDRESSED BY THE PROVISIONS AT THIS LOCATION
7HILE mEXURAL YIELDING IN THE GRADE BEAM IS PREFERABLE TO
mEXURAL YIELDING AT THE BASE OF THE COLUMN THIS MAY NOT BE
FEASIBLE FOR BEAMS DESIGNED TO SPAN FROM COLUMN TO COLUMN
RESISTING THE TENSION YIELDING OF THE WEB PLATE
7HILE THE WEB LOCAL YIELDING LIMIT STATE IN THE ("% IS
ONLY REQUIRED TO RESIST THE STRESS S &IGURE n THIS STRESS
COMBINES IN THE WEB WITH THE SHEAR STRESS S )T IS THEREFORE
ADVISABLE TO USE SECTIONS WITH WEBS THAT ARE AT LEAST AS STRONG
AS THE EXPECTED STRENGTH OF THE WEB PLATE &OR SECTIONS OF A
DIFFERENT MATERIAL GRADE THE RECOMMENDED MINIMUM THICK
NESS OF THE ("% WEB IS
WZ +%( r
WZ 5\ )\
)\ +%(
n
WHERE
&Y ("% THE YIELD STRESS OF THE ("% MATERIAL
2Y&Y THE EXPECTED YIELD STRESS OF THE WEB PLATE
MATERIAL
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
TW THE THICKNESS OF THE WEB PLATE
TW ("% THE THICKNESS OF THE ("% WEB
&LEXURAL FORCES FROM FRAME DEFORMATION MUST ALSO BE RE
SISTED BY THE ("% 4HESE mEXURAL FORCES CAN BE ASSUMED TO
CAUSE PLASTIC HINGES TO FORM AT THE ENDS OF THE BEAM 4HUS
THE mEXURAL FORCES FROM FRAME DEFORMATION CAN BE IGNORED
IF THE ("% ARE DESIGNED TO HAVE SUFlCIENT STRENGTH TO RE
SIST WEB PLATE TENSION ASSUMING A SIMPLE SPAN 4HUS THE RE
QUIRED MIDSPAN mEXURAL STRENGTH OF THE ("% IS
&OR ,2&$
0X ZX
ZJ /K
6"% $ESIGN
3X /K
&OR !3$
n
0D ZD
ZJ /K
3D /K
4HE 0, TERMS ABOVE CAN BE MODIlED APPROPRIATELY WHEN
THE ARRANGEMENT OF FRAMING BEAMS IS NOT ONE BEAM AT MID
SPAN OF THE ("%
4HIS mEXURAL FORCE IS COMBINED WITH THE AXIAL FORCE WHICH
HAS TWO SOURCES 4HE lRST IS 6"% REACTIONS DUE TO THE INWARD
FORCE FROM THE WEB PLATE 4HE SECOND IS A DIFFERENCE IN THE
EFFECTS OF THE WEBS ABOVE AND BELOW DUE TO ANY DIFFERENCE IN
THICKNESS AND ANGLE A AND POSSIBLY MATERIAL
&IGURE n SHOWS THE ASSUMED YIELD MECHANISM OF A
TWO STORY 3037 WITH INTERNAL FORCES DUE TO A WEB PLATE
TENSION AND B mEXURAL DEFORMATION
4HE AXIAL FORCE FROM 6"% CAN BE ESTIMATED BY ASSUM
ING THAT 6"% DELIVER FORCES EQUALLY TO THE TOP AND BOTTOM OF
EACH STORY 4HUS THE AXIAL FORCE FROM THIS SOURCE IS
3+%( 9%( ¤
5 \ )\ VLQ A WZ KF
%QUATIONS n AND n GIVE SEISMIC LOAD EFFECTS WHICH
ARE COMBINED WITH OTHER LOADS ACCORDING TO THE APPROPRIATE
LOAD COMBINATIONS ,2&$ OR !3$ 4HE REQUIRED SHEAR STRENGTH OF ("% WAS PREVIOUSLY ES
TABLISHED IN THE DISCUSSION OF THE !)3# REQUIREMENTS
%QUATION n !S HINGING IS EXPECTED IN THE ("% THE WEB
CONNECTION SHOULD BE DESIGNED TO RESIST BOTH THE SHEAR AND
AXIAL FORCES
!S NOTED EARLIER THE PROBABLE BEAM MOMENT MAY BE RE
DUCED CONSIDERING THE AXIAL FORCE PRESENT IN THE ("% TO
6"% CONNECTIONS
4HE HIGH SEISMIC DESIGN OF 3037 REQUIRES THAT WEB PLATE
TENSION YIELDING BE THE PRIMARY SOURCE OF SYSTEM INELASTICITY
&AILURE OF 6"% UNDER OVERTURNING FORCES MUST BE PRECLUDED
AT FORCES CORRESPONDING TO YIELDING OF THE WEB PLATE
4HE MOST DIRECT METHOD OF ACHIEVING THIS IS TO DESIGN THE
WEB PLATES FOR THE CALCULATED FORCES WITH AS LITTLE OVERSTRENGTH
AS POSSIBLE IE WITH DEMAND TO CAPACITY RATIOS AS CLOSE TO
UNITY AS POSSIBLE AND TO DESIGN THE 6"% FOR THE SUM OF THE
SHEAR STRENGTHS OF THE CONNECTED WEB PLATES PLUS THE GRAVITY
LOAD 4HE SEISMIC AXIAL COMPRESSIVE FORCE IS THUS LIMITED TO
THE SUM OF THE WEB PLATE STRENGTHS PLUS THE SUM OF THE ("%
SHEARS DERIVED ABOVE
(P ¤ 5 \ )\ VLQ A WZ K ¤ 9X
n
n
&ROM THE WEB PLATES THE AXIAL FORCE ASSUMING EQUAL COL
LECTOR CONDITIONS ON EACH SIDE OF THE 3037 IS THE ADDITIONAL
COLLECTOR FORCE REQUIRED TO CAUSE WEB PLATE YIELDING AT THAT
LEVEL
3+%( ZHE 5\ )\ ¨ªWL VLQ A L WL VLQ A L ·¹ /FI
n
4HIS FORCE SHOULD NOT BE LESS THAN THE REQUIRED STRENGTH OF
THE COLLECTOR
!T THE 6"% IN TENSION BOTH THE COLLECTOR AND THE 6"%
TEND TO CAUSE COMPRESSION IN THE ("% TO 6"% CONNECTION
!T THE 6"% IN COMPRESSION THE COLLECTOR TENDS TO CAUSE TEN
SION WHILE THE 6"% TENDS TO CAUSE COMPRESSION IN THE ("%
TO 6"% CONNECTION
&IG n )NTERNAL 3037 FORCES DUE TO A WEB PLATE TENSION
B mEXURAL DEFORMATION
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 WHERE
¤ 9 S THE SUM OF BEAM SHEARS FROM %QUATION n
4HIS FORCE SHOULD NOT BE AMPLIlED BY THE OVERSTRENGTH
FACTOR 7 AS IT REPRESENTS THE CAPACITY OF THE 3037 4HE
lNAL TERM IS ESPECIALLY IMPORTANT FOR SHORTER BUILDINGS AS
THE COMPRESSION DELIVERED TO THE COLUMN BY THE TOP ("%
CAN BE SIGNIlCANT &OR SIMPLICITY OF CALCULATION 36P CAN BE
BOUNDED BY THE SUM OF THE BEAM SHEAR STRENGTHS
#OLUMN TENSION FORCES CAN BE ESTABLISHED SIMILARLY (OW
EVER ACROSS ANY HORIZONTAL SECTION OF THE 3037 THE SEISMIC
TENSION IS SHARED BETWEEN THE WEB PLATE AND THE 6"% AND
THUS SEISMIC TENSILE FORCES IN 6"% ARE SIGNIlCANTLY LOWER
THAN THE CORRESPONDING COMPRESSIVE SEISMIC FORCES IN THE OP
POSITE 6"% )N THE CONTEXT OF %QUATION n THE TERM 36P
MUST BE SEPARATED INTO THE PART THAT ACTS UPWARD THE BEAM
SHEAR DUE TO PLASTIC HINGE FORMATION AND THE PART THAT ACTS
DOWNWARD THE FORCE FROM WEB PLATE TENSION ON THE ("% 4HE EXPRESSION FOR SEISMIC AXIAL TENSION FORCE IS
(P ¤ 5\ )\ VLQ A WZ KF
¨ 0 SU
¤ ©© /
©ª
K
·
ZX
/FI ¸¸ n
¸¹
.OTE THAT THE FORCES FROM WEB PLATE TENSION ON THE ("% RE
DUCE THE TENSION IN THE COLUMN
4HE MOST ACCURATE METHOD OF ESTABLISHING 6"% mEXURAL
FORCES SHEARS AND MOMENTS OUTSIDE A NONLINEAR ANALYSIS IS
TO MODEL THE 6"% AS A CONTINUOUS MEMBER ON MULTIPLE SUP
PORTS "ERMAN !PPLIED TO THIS 6"% MODEL ARE THE IN
WARD FORCES DUE TO WEB PLATE TENSION AND THE MOMENTS FROM
BEAM PLASTIC HINGING COMPUTED AT THE COLUMN CENTERLINE AS
SHOWN IN &IGURE n AND %QUATION n "EAM SUPPORTS
MAY BE CALCULATED AS RIGID OR AS A SPRING WITH AXIAL STIFFNESS
EQUIVALENT TO THE ("% AXIAL STIFFNESS CALCULATED BASED ON A
LENGTH EQUAL TO ,CF &IGURE n SHOWS SUCH A MODEL ("%
AXIAL mEXIBILITY IS NEGLECTED IN THE lGURE
!LTERNATIVELY THE SHEARS AND MOMENTS IN 6"% MAY BE
APPROXIMATED CONSIDERING THE CONDITIONS AT EACH STORY INDI
VIDUALLY 6"% SHEAR IS DUE TO BOTH THE WEB PLATE TENSION AND
THE PORTION OF THE STORY SHEAR NOT RESISTED BY THE WEB PLATE
4HE SHEAR DUE TO WEB PLATE TENSION IS
99%( ZHE 5\ )\ VLQ A WZ KF
4HE SHEAR DUE TO HINGING OF THE ("% IS
0 SE
99%( +%( ¤ KF
4HIS SHEAR SHOULD BE AT LEAST EQUAL TO THE PORTION OF THE
STORY SHEAR NOT RESISTED BY THE WEB PLATE 4HIS FORCE IS DETER
MINED BY FRAME ANALYSIS AND CAN BE ASSUMED AS BEING SHARED
EQUALLY BY THE TWO 6"% 4HE TOTAL SHEAR IS
9X 99%( ZHE
99%( +%(
n
3IMILARLY 6"% MOMENTS ARE DUE TO BOTH THE WEB PLATE
TENSION AND HINGING OF THE ("% &OR A lXED lXED CONDITION
THE MOMENT FROM WEB PLATE TENSION AT THE CONNECTION IS
0 9%( ZHE 5\ )\ VLQ A WZ KF
n
4HE MOMENT DUE TO HINGING OF THE ("% CAN BE DETERMINED
FROM ANALYSIS OR CONSERVATIVELY ONE HALF OF THE mEXURAL
STRENGTHS OF THE BEAMS CAN BE APPLIED TO EACH COLUMN SEG
MENT AT A CONNECTION AS INDICATED BY !)3# 3ECTION )T SHOULD BE NOTED THAT 3ECTION A WHICH INVOKES 3EC
TION THE 3-& STRONG COLUMNWEAK BEAM CHECK SPECIl
CALLY EXCLUDES hCONSIDERATION OF THE EFFECTS OF THE WEBS v AND
THUS %QUATION n IS NOT REQUIRED )T IS THE OPINION OF THE
AUTHORS HOWEVER THAT THE mEXURE FROM WEB PLATE TENSION
SHOULD BE CONSIDERED IN CONJUNCTION WITH THE FORCES CORRE
SPONDING TO BEAM HINGING 4HUS UNDER THIS METHOD THIS DE
SIGN CHECK IS SIMILAR TO THE STRONG COLUMNWEAK BEAM CHECK
OF 3ECTION A
n
n
&IG n -ODEL OF A 6"% FOR COMPUTING mEXURAL FORCES
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
4HE PROCEDURE RECOMMENDED HERE IS TWOFOLD )N THE 6"%
DESIGN THE MOMENTS APPLIED FROM ("% HINGING ARE NOT AM
PLIlED BY THE FACTOR 2Y NOR BY THE STRAIN HARDENING FACTOR OF
4HE RESULTING DESIGN IS THEREFORE LIKELY TO RESULT IN ("%
HINGING PRIOR TO 6"% HINGING ALTHOUGH IT IS NOT ASSURED THAT
INELASTIC ROTATIONAL DEMANDS WILL BE PRECLUDED IN 6"% AS THE
("% STRAIN HARDENS )N THIS DESIGN CHECK THE CRITICAL 6"% IS
THE ONE IN COMPRESSION FOR THREE REASONS &IRST THE 6"% AX
IAL COMPRESSION FORCE IS SUBSTANTIALLY LARGER THAN THE TENSION
FORCE 3ECOND THE COMPRESSION FORCE IS ADDITIVE TO GRAVITY
FORCES &INALLY THE ("% AXIAL FORCE IS LESS AT THIS CONNECTION
DUE TO THE COLLECTOR FORCE AND THE 6"% INWARD REACTION BE
ING IN OPPOSITE DIRECTIONS 4HUS THE MOMENT RESULTING FROM
("% HINGING IS LARGER
)N ORDER TO HELP PREVENT ANY 6"% HINGING FROM LEADING TO
A WEAK STORY CONDITION A STRONG COLUMNWEAK BEAM CHECK
IS PERFORMED )N THIS CASE THE FACTORS 2Y AND ARE USED BUT
THE RESISTANCE FACTOR ON THE 6"% STRENGTH IS NOT 4HE STRONG
COLUMNWEAK BEAM CHECK IS MODIlED TO ADDRESS THE ENTIRE
3037 4HE GREATER mEXURAL STRENGTH THAT CAN BE UTILIZED FROM
THE 6"% IN TENSION IS USED TO SUPPLEMENT THAT OF THE 6"%
IN COMPRESSION AND THUS A WEAK STORY CONDITION IS AVOIDED
4HIS IS PRESENTED UNDER h#ONNECTION $ESIGNv
4HE MOMENT FROM ("% HINGING IS
¤ 0 SE
0 9%( +%( b 5\
n
WHERE
- PB THE MOMENT AT THE COLUMN CENTERLINE DUE TO BEAM
PLASTIC HINGING SEE h#ONNECTION $ESIGNv
)F THE 6"% mEXURAL FORCES ARE TAKEN FROM THE ANALYSIS IN
STEAD OF FROM CAPACITY DESIGN THEY SHOULD BE AMPLIlED TO
REmECT THE CONDITION AT YIELDING OF THE WEB PLATE OR EVALUATED
AT THE EXPECTED DISPLACEMENT 7HERE A NONLINEAR ANALYSIS IS
USED TO MODEL WEB PLATE YIELDING THE 6"% mEXURAL FORCES
FROM THE ANALYSIS AT THE EXPECTED DRIFT MAY BE USED DIRECTLY
4HE 6"% mEXURE DUE TO BEAM HINGING IS TYPICALLY GREATER
THAN THAT DUE TO WEB PLATE TENSION )N SUCH CASES THE mEXURE
AWAY FROM THE CONNECTION DOES NOT GOVERN THE DESIGN
!S THE REQUIRED ("% mEXURAL STRENGTH IS GOVERNED BY mEX
URE IN THE SPAN DUE TO WEB PLATE TENSION IT IS CONVENIENT TO
USE A 2EDUCED "EAM 3ECTION 2"3 CONNECTION IN THE ("%
TO LIMIT THE REQUIRED mEXURAL STRENGTH OF THE 6"% 3EE !)3#
FOR A DETAILED TREATMENT OF THE DESIGN OF 2"3 CONNEC
TIONS
4HE 2"3 CONNECTION IS THUS PROPOSED FOR ECONOMY IN THE
DESIGN OF THE 6"% !LTERNATIVELY THE CONNECTION MAY BE A
MORE TYPICAL WELDED CONNECTION 75& 7 3UCH A CON
NECTION WILL NOT REDUCE THE REQUIRED mEXURAL STRENGTH OF THE
("% AS THIS IS BASED ON RESISTING WEB PLATE TENSION AFTER
FORMATION OF PLASTIC HINGES IT WILL HOWEVER REQUIRE A GREAT
ER 6"% mEXURAL STRENGTH TO MAINTAIN STRONG COLUMNWEAK
BEAM PROPORTIONING 4HIS SHOULD BE CONSIDERED IN WEIGHING
THE ECONOMY OF THE TWO CONNECTIONS
)T SHOULD BE NOTED THAT IN NEITHER CASE ARE THE QUALITY RE
QUIREMENTS OF 3-& APPLICABLE TO THE CONNECTION AS THESE
CONNECTIONS ARE NOT EXPECTED TO UNDERGO THE LARGE ROTATIONS
EXPECTED FOR 3-&
!XIAL &ORCE 2EDUCTION IN 6"%
!XIAL FORCES CORRESPONDING TO WEB PLATE YIELDING AT ALL LEVELS
SIMULTANEOUSLY CAN BE EXTREMELY HIGH &OR THIS REASON ALTER
NATIVE METHODS FOR ESTIMATING MAXIMUM FORCES CORRESPOND
ING TO THE EXPECTED MECHANISM HAVE BEEN PROPOSED 4HREE
OF THESE ARE OUTLINED IN THE #OMMENTARY TO !)3# 4HE lRST METHOD IS hNONLINEAR PUSH OVER ANALYSISv 0/! 4HIS METHOD INVOLVES AN ANALYSIS WITH INCREMENTALLY IN
CREASING LOAD AND ELEMENT STIFFNESS PROPERTIES CORRESPOND
INGLY MODIlED AS YIELDING OCCURS 4HE FORCE DISTRIBUTION SE
LECTED SHOULD FAVOR HIGH OVERTURNING MOMENTS FOR PURPOSES
OF DESIGN OF THE 6"% 0/! METHODS ARE OUTLINED IN DETAIL IN
&%-! 4HE SECOND METHOD IS THE hCOMBINED LINEAR ELASTIC COM
PUTER PROGRAMS AND CAPACITY DESIGN CONCEPTv ,% #$ 4HIS METHOD INVOLVES THE DESIGN OF THE 6"% AT A GIVEN LEVEL
BY APPLYING LOADS FROM THE EXPECTED STRENGTH OF THE CONNECT
ING WEB PLATE AND ADDING THE OVERTURNING LOADS FROM LEVELS
ABOVE USING THE AMPLIlED SEISMIC LOAD
(P 5 \ )\ VLQ A WZ KF 7 ( DERYH
n
&OR 3037 THE OVERSTRENGTH FACTOR 7 IS FOR THE BA
SIC SYSTEM AND FOR 3037 IN A DUAL SYSTEM &IGURE n
SHOWS A FREE BODY DIAGRAM OF THE 6"% UNDER THESE SEISMIC
LOADS
&IG n &REE BODY DIAGRAM OF COLUMN UNDER ,% #$ LOADING
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4O BE A TRUE CAPACITY DESIGN THE REACTION FROM THE BEAM
ABOVE SHOULD INCLUDE THE EFFECT OF WEB PLATE TENSION
4HE THIRD METHOD DESCRIBED IS THE hINDIRECT CAPACITY DE
SIGN APPROACHv )#$ THIS METHOD IS BASED ON THE #3!
3 CODE USED IN #ANADA #3! )N THIS METHOD
AN OVERSTRENGTH FACTOR " IS CALCULATED BASED ON THE WEB PLATE
AT THE lRST LEVEL
&OR ,2&$
%
> 5\ )\ VLQ A WZ /@
9X WHERE
( THE HEIGHT ABOVE THE BASE AT WHICH THE FORCE
ACTS
&IGURE n SHOWS THE DIFFERENT OVERTURNING COLUMN
COMPRESSION AND TENSION FORCES FOR THE DESIGN EXAMPLE IN
#HAPTER USING THE SUM OF WEB PLATE CAPACITIES #!0 THE
COMBINED LINEAR ELASTIC COMPUTER PROGRAMS AND CAPACITY
DESIGN CONCEPT ,% #$ THE INDIRECT CAPACITY DESIGN AP
PROACH )#$ AND PUSH OVER ANALYSIS 0/! 4ENSION FORCES
ARE SHOWN ON THE LEFT AND COMPRESSION FORCES ON THE RIGHT
n
&OR !3$
%
> 5\ )\ VLQ A WZ /@
9D WHERE THE SUBSCRIPT hv DENOTES THAT VALUES ARE TAKEN AT THE
lRST LEVEL OF THE 3037
4HE BASE OVERTURNING IS THEN CALCULATED AS " TIMES THE
OVERTURNING MOMENT DUE TO THE DESIGN SEISMIC FORCES 4HIS
OVERTURNING MOMENT IS USED FOR THE lRST TWO LEVELS !BOVE
THAT THE OVERTURNING MOMENT IS TAKEN AS A LINEAR FUNCTION
BETWEEN THAT VALUE AND " TIMES THE OVERTURNING MOMENT DUE
TO THE DESIGN SEISMIC FORCES AT THE BOTTOM OF THE TOP WEB
PLATE 4HE OVERSTRENGTH OF THE WEB PLATES AT LEVELS OTHER THAN
THE lRST IS NOT CONSIDERED IN THIS METHOD &IGURE n SHOWS
THIS DIAGRAMMATICALLY
4HIS MOMENT PROlLE CORRESPONDS TO A FORCE DISTRIBUTION
THAT IS FAIRLY SEVERE WITH RESPECT TO OVERTURNING MOMENT 4HE
CORRESPONDING LOADING PROlLE IS SHOWN IN &IGURE n
&OR CONVENIENCE DESIGNERS MAY WISH TO USE A COMPUTER
MODEL TO OBTAIN AXIAL FORCES CORRESPONDING TO THE )#$ METH
OD 4HE VALUE OF THE FORCE CAN BE CALCULATED AS
)
% < 0 0 Q >
&IG n 3CHEMATIC OF )#$ OVERTURNING MOMENT
n
+ Q + WHERE
- THE CALCULATED MOMENT AT THE BOTTOM OF THE FIRST
LEVEL
-N THE CALCULATED MOMENT AT THE BOTTOM OF THE TOP
LEVEL
(N THE HEIGHT ABOVE THE BASE OF LEVEL N n ( THE HEIGHT ABOVE THE BASE OF THE SECOND LEVEL
4HE HEIGHT AT WHICH THIS FORCE ACTS CAN BE CALCULATED AS
¨ ·
¸
+ < + Q + > ©
©
0Q ¸
© ¸
©ª
0 ¸¹
+
n
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n )#$ IMPLIED FORCE DISTRIBUTION
.OTE THAT FOR THIS CASE TENSION FORCES CAN BE OVERESTIMATED
ABOVE THE CAPACITY DESIGN METHOD USING THE ,% #$ AND
)#$ METHODS
)T SHOULD BE NOTED THAT USING METHODS OTHER THAN CAPAC
ITY DESIGN FOR THE 6"% WILL LEAD TO DESIGNS IN WHICH 6"%
FAILURE IS POSSIBLE ALTHOUGH UNLIKELY 4HE METHODS PRESENTED
ARE INTENDED TO REASONABLY ESTIMATE 6"% AXIAL FORCES BASED
ON STUDIES OF MODEL BUILDINGS WHICH ARE TYPICALLY REGULAR
7HERE STRUCTURAL IRREGULARITIES EXIST DESIGNERS SHOULD CON
SIDER CAREFULLY WHETHER THE ,% #$ AND )#$ METHODS ARE
SUFlCIENT
AS IN THE VERTICAL ELEMENTS THAT RESIST THE OVERTURNING !D
DITIONALLY THE CONlGURATIONS INTRODUCE MORE ("% WITH WEB
PLATES ONLY ABOVE OR ONLY BELOW THESE ("% ARE THUS SUBJECT
TO BOTH LARGE AXIAL FORCES AND SIMULTANEOUS LARGE mEXURAL
FORCES !DDITIONALLY WHERE COUPLING OR OUTRIGGER WEB PLATES
ARE PROVIDED AT A CERTAIN LEVEL THAT LEVEL MAY HAVE TOO MUCH
STRENGTH TO PARTICIPATE IN THE INELASTIC RESPONSE $RIFT MAY
THEN BE CONCENTRATED AT OTHER LEVELS
!DDITIONALLY BEAMS CAN BE USED AS OUTRIGGERS OR COUPLERS
BETWEEN WALLS &IGURE n SHOWS TWO SUCH CONlGURATIONS
A OUTRIGGER BEAMS THAT DELIVER OVERTURNING FORCES TO OUTER
#ONlGURATION
4HE HIGH OVERTURNING FORCES EXPECTED IN 3037 CAN BE MITI
GATED BY THE USE OF SPECIAL CONlGURATIONS TO DISTRIBUTE THE
OVERTURNING OVER MULTIPLE BAYS &IGURE n SHOWS FOUR OF
THESE CONlGURATIONS A WEB PLATE OFFSET AT ONE LEVEL B WEB
PLATE OFFSET AT EACH LEVEL C ADDITIONAL WEB PLATES AT CERTAIN
LEVELS ACTING AS OUTRIGGERS TO DELIVER OVERTURNING FORCES TO
OUTER COLUMNS AND D ADDITIONAL WEB PLATES AT CERTAIN LEVELS
ACTING AS COUPLING BEAMS BETWEEN SHEAR WALLS
$ESIGNERS SHOULD BE AWARE THAT EACH OF THESE CONlGURA
TIONS INCORPORATES STRUCTURAL IRREGULARITIES !LL USE AN IN
PLANE OFFSET WHICH REQUIRES CONSIDERATION OF THE STRUCTURAL
OVERSTRENGTH IN DESIGNING BOTH THE HORIZONTAL ELEMENTS THAT
TRANSFER THE SEISMIC FORCES FROM ONE PANEL TO ANOTHER AS WELL
&IG n #ONlGURATIONS THAT REDUCE OVERTURNING
BY MEANS OF WEB PLATE LOCATION
&IG n #OLUMN AXIAL FORCES
&IG n #ONlGURATIONS THAT REDUCE 6"% OVERTURNING
FORCES BY MEANS OF BEAMS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 COLUMNS AND B COUPLING BEAMS BETWEEN SHEAR WALLS
"EAMS USED TO DISTRIBUTE OVERTURNING FORCES SHOULD COMPLY
WITH THE REQUIREMENTS OF ("% !S IN THE CASE OF ("% TO
6"% CONNECTIONS IT IS PREFERABLE THAT A TESTED BEAM TO
COLUMN CONNECTION BE USED AND THAT DESIGNS CONFORM TO
LIMITATIONS IN !)3# SUCH AS SPAN TO DEPTH RATIO
#ONNECTION $ESIGN
!)3# CONTAINS NUMEROUS REQUIREMENTS PERTAINING TO THE
CONNECTION OF BEAMS ("% TO COLUMNS 6"% IN 3037
4WO OF THESE THE STRONG COLUMNWEAK BEAM REQUIREMENT
AND THE PANEL ZONE STRENGTH REQUIREMENT REQUIRE CALCULATION
OF MOMENTS CORRESPONDING TO PLASTIC HINGE FORMATION IN THE
("% 4HE ("% PROBABLE MOMENT STRENGTH IS COMBINED WITH
SHEAR IN THE BEAM TO CALCULATE THE MOMENT AT THE COLUMN CEN
TERLINE FOR THE STRONG COLUMNWEAK BEAM REQUIREMENT OR AT
THE COLUMN FACE FOR THE PANEL ZONE STRENGTH REQUIREMENT 4HE PROBABLE MOMENT FOR EACH BEAM IS
0 SE 0 SU
9X H
!S MENTIONED EARLIER DESIGNERS MAY WISH TO CALCULATE
A REDUCED BEAM mEXURAL STRENGTH BASED ON THE AXIAL FORCE
PRESENT IN THE ("% TO 6"% CONNECTION 4HIS WILL PERMIT THE
CALCULATION OF A LESSER REQUIRED PLASTIC SECTION MODULUS FOR
THE 6"%
!S DISCUSSED EARLIER FOR THE STRONG COLUMNWEAK BEAM
CHECK DESIGNERS MAY WISH TO CONSIDER BOTH 6"% TO ENSURE
THAT A WEAK STORY CONDITION DOES NOT EXIST 4HIS PERMITS UTI
LIZATION OF THE mEXURAL STRENGTH OF THE 6"% IN TENSION WHICH
IS FAR GREATER DUE TO ITS LOWER AXIAL FORCE &OR THIS CHECK BOTH
6"% ARE CONSIDERED AS IS THE AXIAL FORCE IN EACH END OF THE
("% AND THE mEXURAL STRENGTH OF THE ADJOINING BEAMS OUT
SIDE THE 3037 IF RIGIDLY CONNECTED 4HE REQUIRED COLUMN PLASTIC SECTION MODULUS ASSUMING A
6"% ABOVE AND BELOW THE CONNECTION IS
&OR ,2&$
=F r
n
WHERE
¤ 0 SE
¨
3X7 ·¸
© ) 3X&
© \F
¸
$J
©ª
¸¹
n
&OR !3$
6P THE SHEAR AT THE PLASTIC HINGE
E THE DISTANCE FROM THE PLASTIC HINGE TO THE POINT
AT WHICH MOMENTS ARE COMPUTED THE COLUMN
CENTERLINE FOR THE STRONG COLUMNWEAK BEAM
REQUIREMENT AND THE COLUMN FACE FOR THE PANEL
ZONE STRENGTH REQUIREMENT
-PR THE PROBABLE BEAM MOMENT AS GIVEN IN %QUATION
n n OR n
&OR THE STRONG COLUMNWEAK BEAM REQUIREMENT THE EC
CENTRICITY E IS
E SH
n
&OR THE PANEL ZONE STRENGTH REQUIREMENT THE ECCENTRICITY E
IS
H VK G F
=F r
¤ 0 SE
¨
·
© ) 3D& 3D7 ¸
© \F
¸
$J
©ª
¸¹
WHERE
&YC THE 6"% YIELD STRENGTH
0U# THE AXIAL COMPRESSION FORCE IN THE 6"% INCLUD
ING THE EFFECTS OF WEB PLATE TENSION FOR ,2&$
0U4 THE AXIAL TENSION FORCE IN THE 6"% INCLUDING THE
EFFECTS OF WEB PLATE TENSION FOR ,2&$
0A# THE AXIAL COMPRESSION FORCE IN THE 6"% INCLUD
ING THE EFFECTS OF WEB PLATE TENSION FOR !3$
n
WHERE
DC THE COLUMN DEPTH
4HE PLASTIC HINGE LOCATION SHOULD BE ESTABLISHED BY PLAS
TIC ANALYSIS WHERE THE mEXURAL FORCES DUE TO GRAVITY LOADING
EXCEED PERCENT OF THE BEAM PLASTIC MOMENT 4HIS CONCEPT
MAY BE EXTENDED TO INCLUDE THE mEXURAL FORCES DUE TO THE
WEB PLATE TENSION FOR PURPOSES OF THE BEAM DESIGN (OW
EVER TYPICAL BEAMS THOSE AT LEVELS OTHER THAN THE TOP AND
BOTTOM OF THE 3037 HAVE MODERATE mEXURAL DEMAND DUE TO
WEB PLATE TENSION
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
0A4 THE AXIAL TENSION FORCE IN THE 6"% INCLUDING THE
EFFECTS OF WEB PLATE TENSION FOR !3$
!G THE 6"% AREA
¤ 0 SE SUM OF THE EXPECTED FLEXURAL STRENGTHS OF THE
BEAMS FRAMING INTO EACH 6"% IE EACH END OF
THE ("% PLUS THE ADJOINING BEAMS OUTSIDE THE
3037 IF RIGIDLY CONNECTED
4HE REQUIRED COLUMN WEB THICKNESS IS BASED ON THE RE
QUIRED PANEL ZONE SHEAR
¤ 0 SE 9
5 X
G]
9%( +%(
n
RU6"% 2Y&Y SINA TW
n
n
WHERE 66"%("% IS THAT CALCULATED IN %QUATION n AND - PB
IS CALCULATED AT THE FACE OF THE COLUMN FOR THE DESIGN OF THE
PANEL ZONE SEE "RUNEAU ET AL .OTE THAT ONLY THE SHEAR IN THE 6"% DUE TO THE MOMENT
FRAME BEHAVIOR 66"%("% IS CONSIDERED IN REDUCING THE PAN
EL ZONE SHEAR AS THE 6"% SHEAR DUE TO WEB PLATE TENSION
66"%WEB IS BALANCED BY THE CORRESPONDING FORCE IN THE ("%
0("%6"% 4HE PANEL ZONE STRENGTH MAY BE COMPUTED USING EITHER
!)3# %QUATIONS *n OR *n AND A RESISTANCE FAC
TOR OF PER !)3# 3ECTION A .OTE THAT *n AND
*n REQUIRE THAT PANEL ZONE DEFORMATIONS ARE ACCOUNTED
FOR IN THE ANALYSIS IN THE CASE OF 3037 PANEL ZONE DEFOR
MATIONS DO NOT CONTRIBUTE TO DRIFT TO THE DEGREE THEY DO IN
MOMENT FRAMES AND %QUATIONS *n AND *n MAY BE
CONSIDERED APPLICABLE REGARDLESS OF WHETHER THE ANALYSIS IN
CLUDES PANEL ZONE DEFORMATION
4HE CONNECTION OF THE ("% WEB TO THE 6"% MUST BE DE
SIGNED TO RESIST THE SHEAR IN THE 6"% IN CONJUNCTION WITH THE
AXIAL FORCE TRANSFERRED FROM THE 6"% TO THE ("% 4HIS LATTER
FORCE CONSISTS OF BOTH THE STORY COLLECTOR FORCE AND THE INWARD
REACTION FROM THE TRANSVERSE LOADING ON THE 6"% FROM WEB
PLATE TENSION 4HE COLLECTOR FORCE IS AMPLIlED AS REQUIRED BY
!3#% %QUATIONS FOR THE TWO FORCES ARE GIVEN BELOW 4HE
VERTICAL FORCE IS
2UVERT 6("%
RU("% 2Y &Y COSA TW
n
4HE HORIZONTAL FORCE IS THE GREATER OF
2UHORIZ r 0("%6"%
7 0COLLECTOR
n
2UHORIZ r 0("%6"%
0("%WEB
n
AND
4HIS IS A COMPRESSION FORCE )F DESIRED A LOWER TENSION FORCE
MAY BE CALCULATED
&OR BOLTED JOINTS THE MAXIMUM SPACING CAN BE EXPRESSED
AS
&OR ,2&$
5\ )\ FRV A WZ
V[ b
FUQ
n
&OR !3$
V[ b
75\ )\ FRV A WZ
UQ
&OR ,2&$
5\ )\ VLQ A WZ
V\ b
FUQ
n
&OR !3$
V\ b
75\ )\ VLQ A WZ
WHERE
SX THE HORIZONTAL BOLT SPACING AT THE ("%
SY THE VERTICAL BOLT SPACING AT THE 6"%
4HIS SPACING REQUIREMENT CANNOT BE ACHIEVED USING A SIN
GLE LINE OF BOLTS UNLESS THE WEB PLATE IS REINFORCED FOR THE
BOLTED CONNECTION 4HIS IS DUE TO THE SPACING REQUIREMENT
TO PRECLUDE FRACTURE OF THE WEB PLATE FROM OCCURRING PRIOR TO
YIELD 4HE MINIMUM BOLT SPACING IN A LINE ON THE CONNECTION
TO THE ("% IS
&OR ,2&$
TY r
7EB 0LATE #ONNECTION $ESIGN
&OR HIGH SEISMIC DESIGN THE WEB PLATE IS ASSUMED TO REACH
ITS EXPECTED YIELD STRESS
S 2Y &Y
r JO
¨
3 'U ·
© Z Z X ¸
© F3 ' U a ¸
U V X ¹¸
ª©
n
TY r
WHERE
4HIS STRESS IS USED IN THE EQUATIONS DEVELOPED PREVIOUSLY
FOR FORCE PER UNIT LENGTH AT THE WEB PLATE CONNECTIONS TO THE
BOUNDARY ELEMENTS
EI
&OR !3$
n
2Y &Y THE EXPECTED YIELD STRESS OF THE WEB PLATE
MATERIAL
UQ
EI r JO
¨
73Z 'Z U X ·
¸
© © 3 ' U a ¸
©ª
U V X ¸¹
WHERE
DH THE HOLE SIZE MEASURED PARALLEL TO S
TaW THE REINFORCED THICKNESS OF THE WEB PLATE EQUAL
TO TW WHERE NO REINFORCEMENT IS USED
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 Rt = ratio of expected to specified minimum tensile
stress (from Section 6.2 of AISC 341)
Fu = the specified minimum tensile stress of the webplate material
The spacing requirement for the connection to the VBE is
For LRFD
for LRFD
LRFD
for
z11 1 in.
in.
+z1
dd +
≥ hh
ssyy ≥

RyF
Fyttw 
R
11−
− y y w 
 φφR
RttF
Fuuttw′w′ 

and for
for AS
ASD
D
(3–85)
For ASD and
dhh + z11 in.
≥
s yy ≥

ΩRyyFyyt ww 
1 −

 1.5 R F t ′ 
w 

tt uu w
It is clear that for a practical design, reinforcement of the
web plate is advantageous. Although tests of unreinforced
bolted web-plate connections have not shown fracture (Astaneh-Asl, 2001), such connections are difficult to make
compliant with AISC 341 requirements. For both reinforced
and unreinforced connections, multiple lines of bolts may
be required. Although testing indicates that the strength of
bolted connections of SPSW web plates is greater than that
corresponding to this application of AISC 360 requirements,
construction has shown that welded web-plate connections
76 / DESIGN GUIDE 20 / steel plate shear walls
are often more practical.
For fillet-welded connections, the required weld size at
the HBE can be expressed as:
For LRFD
For LRFD
For LRFD
Ry Fy cos(α )tw 2
wHBE =
Ry Fy cos(α )tw 2
wHBE = φ0.6 FEXX 1 + 0.5 cos1.5 (α )
φ0.6 FEXX 1 + 0.5 cos1.5 (α )


A
SD
For
For ASD
For ASD
ΩRy Fy cos(α )tw 2
wHBE =
ΩRy Fy cos(α )tw 2
wHBE = 1.5 (0.6 FEXX ) 1 + 0.5 cos1.5 (α )
1.5 (0.6 FEXX )1 + 0.5 cos1.5 (α )


(3–86)
The required weld size at the VBE can be expressed as:
For LRFD
For LRFD
Ry Fy sin(α )tw 2
φ0.6 FEXX 1 + 0.5 sin1.5 (α )


For ASD
For ASD
ΩRy Fy cos(α )tw 2
wHBE =
ΩRy Fy sin
(α ) t w 2
wVBE = 1.5(0.6 FEXX ) 1 + 0.5 cos11.5.5(α )


wVBE =
1.5 (0.6 FEXX ) 1 + 0.5 sin
(3–87)
(α )
Typically, the angle is near 45° and the weld size required
is the same at VBE and HBE connections.
As mentioned previously, welded connections should restrain the web plate from rotation in order to resist the expected plate buckling.
#HAPTER $ESIGN %XAMPLE ) ,OW 3EISMIC $ESIGN
/6%26)%7
4HIS CHAPTER ILLUSTRATES THE DESIGN OF A BUILDING UTILIZING STEEL
PLATE WALLS 307 AS THE LATERAL LOAD RESISTING SYSTEM IN A
ZONE OF LOW SEISMICITY FOR 2 WITHOUT APPLICATION OF THE
DUCTILE DETAILING REQUIREMENTS OF !)3# 4HE BUILDING
WILL BE DESIGNED FOR A SITE IN DOWNTOWN #HICAGO
34!.$!2$3
4HE GOVERNING CODES WILL BE ASSUMED TO BE THE EDI
TIONS OF !3#% INCLUDING 3UPPLEMENT .O AND !)3#
#ERTAIN DESIGN EQUATIONS FROM !)3# WILL BE USED
BUT FULL COMPLIANCE WITH THAT STANDARD IS NOT REQUIRED WHEN
2 IS TAKEN EQUAL TO 4HE BUILDING DESIGN INCLUDES FOUR 307 PANELS ON THE
PERIMETER )T IS ALSO COMMON TO UTILIZE WALLS OF THE BUILD
INGS CORE AS 307 )N SUCH A CONlGURATION BUILDING TORSION
SHOULD BE RESTRAINED BY A SUPPLEMENTARY PERIMETER SYSTEM
-OMENT FRAMES ARE A COMMON CHOICE FOR SUCH A SUPPLEMEN
TARY PERIMETER SYSTEM .OTE THAT FOR 3EISMIC $ESIGN #ATEGO
RIES " AND # THE REDUNDANCY FACTOR R IS REGARDLESS OF
CONlGURATION PER !3#% 3ECTION )N ORDER TO FOCUS ON THE 307 SYSTEM RATHER THAN THE IN
TRICACIES OF THE DESIGN OF DUAL SYSTEMS THE BUILDING IN THIS
DESIGN EXAMPLE HAS THE 307 LOCATED ON THE PERIMETER !
TYPICAL ELEVATION OF A 307 IS SHOWN IN &IGURE n
"5),$).' ).&/2-!4)/.
4HE BUILDING FOOTPRINT SIZE AND TYPICAL PLAN ARE SHOWN IN
&IGURE n 4HE BUILDING WEIGHT 7 IS KIPS 0LATE
MATERIAL IS !34- ! &Y KSI &U KSI AND BEAM
("% AND COLUMN 6"% MATERIAL IS !34- ! &Y KSI &U KSI &IG n 4YPICAL mOOR PLAN
&IG n 307 ELEVATION
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 ! HORIZONTAL STRUT IS USED AT MID HEIGHT OF THE lRST mOOR
4HIS PERMITS USE OF A 6"% AT THE FOUNDATION LEVEL WITH A
LOWER MOMENT OF INERTIA THAN WOULD OTHERWISE BE REQUIRED
4HE BUILDING IS LOCATED IN DOWNTOWN #HICAGO ON THE COR
NER OF 7ACKER $RIVE AND 3TATE 3TREET 4HE SEISMIC GROUND
MOTION VALUES ARE OBTAINED FROM 53'3 MAPS BASED ON THE
BUILDING LOCATION )N THIS DESIGN THE 53'3 WEB SITE IS USED
TO OBTAIN THE INFORMATION BY ENTERING THE BUILDING LATITUDE
AND LONGITUDE 4HE LATITUDE AND LONGITUDE VALUES FOR THE SITE
ARE AND RESPECTIVELY
4HE SOIL AT THE SITE CORRESPONDS TO 3ITE #LASS $ REmECT
ING THE STIFF SOIL IN THIS LOCATION 4HE "UILDING /CCUPANCY
#ATEGORY IS ) BASED ON ITS USE AS AN OFlCE BUILDING !3#%
4ABLE n ,/!$3
&OR THIS LOCATION THE 0EAK 'ROUND !CCELERATION 0'! FOR THE
-AXIMUM #ONSIDERED %ARTHQUAKE -#% IS G WHERE
G IS THE ACCELERATION OF GRAVITY 3PECTRAL ACCELERATIONS FOR THE
-#% ARE G AT A PERIOD OF SECOND AND G AT
A PERIOD OF SECOND 4HESE VALUES ARE EXPRESSED AS 3S AND
3 RESPECTIVELY
3S G
3 G
4HESE SPECTRAL VALUES ARE MODIlED BASED ON THE SITE CLASS
4HE MODIlCATION VALUES ARE SELECTED FROM !3#% 4ABLES
n AND n BASED ON SITE CLASS AND SPECTRAL ACCELERA
TION 4HE MODIlCATION VALES ARE
&A &V 4HE ADJUSTED -#% SPECTRAL RESPONSE ACCELERATION PARAM
ETERS ARE CALCULATED USING !3#% %QUATIONS n AND
n
6 06 )D 6 V
J
6 0 )Y 6
J
n
n
&OR DESIGN PURPOSES TWO THIRDS OF THESE -#% PARAMETERS
ARE USED 4HIS REmECTS THE ASSUMPTION IN !3#% THAT THERE IS
LIKELY TO BE A RESERVE CAPACITY OF APPROXIMATELY PERCENT AT
DESIGN LEVEL 4HIS IS EQUIVALENT TO DESIGN USING -#% VALUES
AND A PERCENT GREATER RESPONSE MODIlCATION COEFlCIENT
4HE DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS ARE
CALCULATED USING !3#% %QUATIONS n AND n
6 06
J
n
60 J
n
6 '6 6 ' 4HESE VALUES ARE USED TO ESTABLISH THE BUILDING 3EISMIC
$ESIGN #ATEGORY 3$# 4ABLE n IS USED TO COMPARE
3$3 TO CERTAIN LIMITS 4ABLE n IS USED SIMILARLY WITH 3$
%ACH TABLE GIVES A 3$# BASED ON THE BUILDING OCCUPANCY
CATEGORY AND THE DESIGN SPECTRAL RESPONSE ACCELERATION PA
RAMETER 3$3 OR 3$ 4HE MORE SEVERE 3$# OBTAINED FROM THE
TWO TABLES IS USED &OR THIS BUILDING DESIGN THE 3$# IS "
4HE 3$# IS USED TO DETERMINE MANY ASPECTS OF THE SEIS
MIC DESIGN OF THE BUILDING !3#% 4ABLE n LIMITS THE
ANALYSIS PROCEDURES THAT ARE PERMITTED BASED ON 3$# PE
RIOD AND IRREGULARITIES
&OR 3$# " THE DESIGNER HAS TWO OPTIONS 4HE lRST IS TO
DESIGN WITH 3037 CONFORMING TO THE REQUIREMENTS OF !)3#
AND USING A RESPONSE MODIlCATION COEFlCIENT 2 OF 3UCH A DESIGN WOULD LIKELY HAVE THE WEB PLATE STRENGTH GOV
ERNED BY WIND LOADS AND THE DESIGN OF 6"% AND ("% GOV
ERNED BY THE REQUIREMENTS OF !)3# BASED ON WEB PLATE
STRENGTH )F THIS OPTION IS SELECTED THE REQUIREMENTS IN !)3#
MUST BE MET EVEN IF WIND CONTROLS
!LTERNATIVELY THE BUILDING MAY BE DESIGNED WITH 307
USING A RESPONSE MODIlCATION COEFlCIENT 2 h3TRUCTURAL
3YSTEM .OT 3PECIlCALLY $ETAILED FOR 3EISMIC 2ESISTANCEv
WITHOUT CONFORMING TO ALL OF THE !)3# REQUIREMENTS
THIS LATTER APPROACH WILL BE FOLLOWED IN THIS CHAPTER #ERTAIN
DESIGN EQUATIONS FROM !)3# WILL BE USED BUT THE FRAME
NEED NOT BE FULLY COMPLIANT WITH THE REQUIREMENTS OF THAT
STANDARD &OR EXAMPLE THE !)3# COMPACTNESS LIMITS
WILL NOT BE APPLIED TO MEMBERS AND THE ("% AND 6"% WILL
NOT BE DESIGNED AS A RIGID FRAME
4HE EQUIVALENT LATERAL FORCE PROCEDURE PROVIDED IN !3#% 3ECTION WILL BE USED IN THIS EXAMPLE 4HE BUILDING PE
RIOD IS ESTIMATED USING !3#% %QUATION n
HTTPEARTHQUAKEUSGSGOVRESEARCHHAZMAPSDESIGNINDEXPHP
4HE LATITUDE AND LONGITUDE OF A STREET ADDRESS CAN BE FOUND USING ONE OF THE MANY MAPPING WEB SITES
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
5B $5 IO Y
s GU
TFD
4HE COEFlCIENT #4 AND THE EXPONENT X ARE TAKEN FROM
!3#% 4ABLE n 4HE VARIABLE HN IS BUILDING HEIGHT IN
FEET
4HE PARAMETERS 3$3 AND 3$ CAN BE USED IN CONJUNCTION
WITH !3#% %QUATIONS n THROUGH n TO CONSTRUCT
A GENERALIZED SPECTRUM AS IS SHOWN IN !3#% &IGURE n
4HE SPECTRUM FOR THIS BUILDING IS SHOWN IN &IGURE n
&OR THIS CASE THE BUILDING PERIOD IS GREATER THAN 4S AND LESS
THAN 4, SEE !3#% 3ECTION 4HEREFORE IT IS GOV
ERNED BY !3#% %QUATION n 4HE ASSOCIATED SEISMIC
RESPONSE COEFlCIENT #S IS COMPUTED BASED ON THIS SPECTRUM
THE RESPONSE MODIlCATION COEFlCIENT 2 AND THE IMPORTANCE
FACTOR ) &OR BUILDING OCCUPANCY CATEGORY ) THE IMPORTANCE
FACTOR ) IS PER !3#% 4ABLE n
6
&V '
¥5´
7D ¦¦ µµµ
¦§ , ¶
J ¥ ´
VHF ¦¦ µµµ
¦§ ¶
4ABLE 6ERTICAL $ISTRIBUTION &ACTORS
AND 3TORY &ORCES
n
n
6ERTICAL
$ISTRIBUTION
&ACTOR #VX
3TORY &ORCE &X
KIPS
2OOF
.INTH &LOOR
,EVEL
%IGHTH &LOOR
3EVENTH &LOOR
3IXTH &LOOR
&IFTH &LOOR
&OURTH &LOOR
4HIRD &LOOR
3ECOND &LOOR
4HIS BASE SHEAR IS DISTRIBUTED VERTICALLY USING !3#% %QUATIONS n AND n
'Y $WY7
J
4HE DESIGN BASE SHEAR IS CALCULATED USING !3#% %QUA
TION n
&Y[ NLSV
Z[ K[ N
Q
¤ ZL KL N
nB
L 9 &V:
NLSV
nA
n
4HE EXPONENT K IS INTERPOLATED FOR PERIODS BETWEEN AND
SECONDS &OR THIS BUILDING DESIGN K IS 4HE RESULTING
VALUES OF #VX FOR EACH LEVEL ARE SHOWN IN 4ABLE n
4HESE FORCES ARE DISTRIBUTED HORIZONTALLY BASED ON THE
STIFFNESS AND LOCATION OF EACH WALL !N ELASTIC ANALYSIS OF THE
FRAMES IS PERFORMED BOTH TO DETERMINE THIS HORIZONTAL DIS
TRIBUTION AND TO DESIGN THE FRAMES THEMSELVES 4HE ELASTIC
ANALYSIS INCLUDES ACCIDENTAL TORSION AS REQUIRED BY !3#% 3ECTION 4HE DESIGN FORCES FOR EACH 307 ARE BASED ON THIS HORIZON
TAL DISTRIBUTION OF FORCES 4ABLE n SHOWS THESE FORCES
4HE WIND LOADS WERE FOUND TO BE SIMILAR IN INTENSITY AND
THEIR DETERMINATION WILL BE OMITTED FOR THE SAKE OF SIMPLICITY
IN PRESENTING THIS EXAMPLE
307 $%3)'.
&IG n 'ENERALIZED SITE RESPONSE SPECTRUM
4HE LOW SEISMIC DESIGN OF 307 IS INTENDED TO ENSURE NOMI
NALLY DUCTILE PERFORMANCE $ESIGN EQUATIONS FOR THE WEB
PLATE ARE BASED ON LIMITED TENSION YIELDING 4HE DESIGN OF
BEAMS AND COLUMNS WHICH ARE REFERRED TO AS ("% AND 6"%
RESPECTIVELY IS BASED ON FORCES CORRESPONDING TO THE AVER
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4ABLE n &ORCES AND 3HEARS IN %ACH 307
4ABLE n !34- ! 7EB 0LATE $ESIGN 3TRENGTHS
&RAME &ORCE
KIPS
&RAME 3HEAR
KIPS
TW IN
FVN KIPSIN
F6N KIPS
2OOF
.INTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
3IXTH &LOOR
&IFTH &LOOR
&OURTH &LOOR
4HIRD &LOOR
3ECOND &LOOR
,EVEL
F6N IS CALCULATED BASED UPON ,CF FT MINUS IN
AGE WEB PLATE TENSION STRESS 4HE WEB PLATE STRENGTH IS SET TO
MEET THE DEMANDS CORRESPONDING TO THE SEISMIC LOAD ANALY
SIS )N THIS DESIGN THE WEB PLATE DEMANDS WERE DETERMINED
IN 3ECTION USING THE EQUIVALENT LATERAL FORCE PROCEDURE
0RELIMINARY $ESIGN
&OR PRELIMINARY DESIGN AS THE SIZE OF ("% AND 6"% ARE NOT
KNOWN THE WEB PLATES ARE ASSUMED TO RESIST THE ENTIRE SHEAR
IN THE FRAME !S THE ANGLE OF TENSION STRESS IN THE WEB PLATE IS
DEPENDENT ON THE SECTION PROPERTIES OF THE ("% AND 6"% AS
WELL AS ON THE WEB PLATE THICKNESS AND THE FRAME DIMENSIONS
FOR PRELIMINARY DESIGN THE ANGLE OF TENSION STRESS IS ASSUMED
4YPICAL DESIGNS SHOW THAT THE ANGLE OF TENSION STRESS RANGES
FROM TO MEASURED FROM A VERTICAL LINE 4HE ANGLE
A IS CONSERVATIVELY ASSUMED AS "ASED ON THIS ANGLE THE DESIGN STRENGTH OF WEB PLATES CAN
BE CALCULATED USING !)3# %QUATION n
F6N &Y TW ,CF SINA
n
WHERE ,CF IS THE CLEAR LENGTH OF THE WEB PANEL BETWEEN 6"%
mANGES
"ASED ON THIS EQUATION AND THE ASSUMED ANGLE OF TENSION
STRESS THE DESIGN STRENGTH OF WEB PANELS CAN BE CALCULATED
IN TERMS OF DESIGN SHEAR STRENGTH PER UNIT LENGTH FVN !S
SUMING A VALUE EQUAL TO THE BAY LENGTH FT MINUS IN
THE PLATE DESIGN STRENGTHS IN 4ABLE n CAN BE DETERMINED
WHERE
FVN &Y TW SINA
n
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
5SING THE DESIGN STRENGTHS FOR VARIOUS PLATE THICKNESSES
IN !34- ! MATERIAL FROM 4ABLE n PRELIMINARY PLATE
THICKNESSES ARE SELECTED AT EACH LEVEL 4HOSE SIZES ARE PRE
SENTED IN 4ABLE n
4HE DESIGN OF 6"% MUST SATISFY BOTH STRENGTH AND STIFF
NESS REQUIREMENTS 4HE IN PLANE mEXURAL STIFFNESS IS REQUIRED
TO ENSURE THAT THE WEB PLATE CAN DEVELOP SUFlCIENT TENSION
THROUGHOUT ITS HEIGHT 4HIS REQUIREMENT IS GIVEN IN !)3# 3ECTION G
W K
, F r Z
/
n
WHERE
H THE DISTANCE BETWEEN ("% CENTERLINES
, THE DISTANCE BETWEEN 6"% CENTERLINES
4HE REQUIRED COLUMN STIFFNESS AT EACH LEVEL IS SHOWN IN
4ABLE n &OR PURPOSES OF PRELIMINARY DESIGN THE BEAM
DEPTHS AT ALL LEVELS ARE ASSUMED TO BE IDENTICAL AND THUS THE
DISTANCE H IS EQUAL TO THE mOOR TO mOOR HEIGHT
.OTE THAT THE REQUIRED MOMENT OF INERTIA AT THE lRST mOOR IS
VERY LOW !T THIS LEVEL AN INTERMEDIATE ("% WILL BE DESIGNED
TO REDUCE THE HEIGHT OVER WHICH THE 6"% MUST RESIST THE IN
WARD mEXURE DUE TO WEB PLATE TENSION
0RELIMINARY 6"% DESIGN IS BASED ON THESE STIFFNESS RE
QUIREMENTS 3TRENGTH REQUIREMENTS MAY CONTROL BUT THEIR
CALCULATION IS DEPENDENT ON ANALYSIS OF THE FRAME AND COMBI
NATION WITH GRAVITY LOADS
4ABLE n 0RELIMINARY $ESIGN OF !34- ! 7EB 0LATES
$EMAND#APACITY
2ATIO
7EB 0LATE
4HICKNESS TW
IN
2EQUIRED 3HEAR
3TRENGTH 6U KIPS
$ESIGN 3HEAR
3TRENGTH F6N
KIPS
.INTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
3IXTH &LOOR
&IFTH &LOOR
&OURTH &LOOR
4HIRD &LOOR
3ECOND &LOOR
&IRST &LOOR
,EVEL
9X
F9Q
4ABLE n 2EQUIRED #OLUMN -OMENT OF )NERTIA
,EVEL
0ANEL 0ROPORTIONS
7EB 0LATE 4HICKNESS
TW IN
H IN
, IN
2EQUIRED #OLUMN
-OMENT OF )NERTIA
)C IN
.INTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
3IXTH &LOOR
&IFTH &LOOR
&OURTH &LOOR
4HIRD &LOOR
3ECOND &LOOR
&IRST &LOOR
7HERE RIGID BEAM TO COLUMN CONNECTIONS ARE USED THE
DESIGN OF ("% IS DEPENDENT ON mEXURAL FORCES FROM AN ANAL
YSIS OF THE FRAME )T SHOULD BE NOTED HOWEVER THAT mEXURAL
DEMANDS EXIST ON THE ("% BASED ON DIFFERING WEB PLATE TEN
SION ABOVE AND BELOW THE BEAM 4HE LOAD THAT THE WEB PLATES
ARE EXPECTED TO EXERT ON THE ("% CAN BE ESTIMATED AS
ZX 9X L 9X L /FI WDQ A
&OR PRELIMINARY DESIGN A 7s WILL BE USED AT THE
ROOF LEVEL AND A 7s WILL BE USED AT ALL OTHER LEVELS .OTE
THAT THIS UNIFORM LOAD VALUE IS BASED ON THE ASSUMPTION OF AN
ANGLE OF TENSION STRESS OF )N MOST CASES THE ANGLE WILL
BE SIGNIlCANTLY GREATER POTENTIALLY PERMITTING A REDUCTION IN
THIS LOAD ON THE BEAM
n
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4ABLE n 0RELIMINARY "OUNDARY %LEMENT 3ECTIONS
,EVEL
6"%
2OOF
7s
.INTH &LOOR
7s
7s
%IGHTH &LOOR
7s
7s
3EVENTH &LOOR
7s
7s
3IXTH &LOOR
7s
7s
&IFTH &LOOR
7s
7s
&OURTH &LOOR
7s
7s
4HIRD &LOOR
7s
7s
3ECOND &LOOR
7s
7s
&IRST &LOOR
7s
7s STRUT
4HE PRELIMINARY BOUNDARY ELEMENT SECTIONS SELECTED ARE
PRESENTED IN 4ABLE n
4HE DETERMINATION OF THE ANGLE OF TENSION STRESS A IS DE
PENDENT ON THE GEOMETRIC PROPORTIONS OF THE FRAME THE SEC
TION PROPERTIES OF THE BOUNDARY ELEMENTS AND THE WEB PLATE
THICKNESS /NCE PRELIMINARY FRAMING MEMBERS ARE SELECTED
A RElNED ESTIMATE OF THE ANGLE OF TENSION STRESS CAN BE MADE
USING !)3# %QUATION n
WDQ A ¨ WZ K ©©
©ª $E
!NGLE OF 3TRESS
A
7EB 0LATE
4HICKNESS TW
IN
.INTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
3IXTH &LOOR
&IFTH &LOOR
&OURTH &LOOR
4HIRD &LOOR
3ECOND &LOOR
&IRST &LOOR
("%
n
4ABLE n !NGLE OF 3TRESS AND 2EVISED
7EB 0LATE 4HICKNESS
WZ /
$F
K ·¸
, F / ¸¸¹
n
WHERE
H DISTANCE BETWEEN ("% CENTERLINES
!B CROSS SECTIONAL AREA OF A ("%
!C CROSS SECTIONAL AREA OF A 6"%
)C MOMENT OF INERTIA OF A 6"% TAKEN PERPENDICULAR
TO THE DIRECTION OF THE WEB PLATE LINE
, DISTANCE BETWEEN 6"% CENTERLINES
7EB PLATE THICKNESS AND BOUNDARY MEMBER SIZES CAN BE
RElNED IN THIS PRELIMINARY STAGE PRIOR TO A STRUCTURAL ANALYSIS
OF THE FRAME /NE OR TWO ITERATIONS AT THIS STAGE WILL PERMIT
BEGINNING THE ANALYSIS WITH SIZES THAT ARE CLOSER TO OPTIMAL
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
,EVEL
IN TERMS OF STRENGTH .OTE HOWEVER THAT ITERATION WILL NOT
FACILITATE DESIGNS WHERE DRIFT IS THE GOVERNING CRITERION
"ASED ON THE PRELIMINARY WEB PLATE AND BOUNDARY MEM
BER DESIGNS THE ANGLE OF TENSION STRESS AT EACH LEVEL IS CALCU
LATED 4ABLE n PRESENTS THE PRELIMINARY VALUES OF THE ANGLE
OF TENSION STRESS AND THE REVISED WEB PLATE THICKNESS BASED
ON !)3# %QUATION n
&RAMING MEMBER SIZES ARE SIMILARLY REVISED BASED ON THE
CHANGE IN ANGLE OF TENSION STRESS AND THE CHANGE IN WEB PLATE
THICKNESS 2EVISED FRAMING MEMBER SIZES ARE PRESENTED IN
4ABLE n
7HILE SUCH ITERATION CAN BE EASILY PERFORMED IN THE PRE
LIMINARY DESIGN STAGE DESIGNERS SHOULD BEAR IN MIND THAT DE
SIGNS ARE SUBJECT TO MODIlCATION BASED ON FORCES DETERMINED
FROM AN ANALYSIS OF THE FRAME %FFORT IN PERFORMING NUMER
OUS ITERATIONS AT THE PRELIMINARY DESIGN STAGE MAY WELL BE
WASTED 4HE PURPOSE OF RElNING THE DESIGN AT THIS STAGE IS TO
REDUCE THE NUMBER OF ITERATIONS REQUIRED IN THE ANALYSIS STAGE
BY PROVIDING MORE REASONABLE BEGINNING SIZES 4HIS DESIGN
PROCEDURE IS BASED ON THE RELATIVE DIFlCULTY IN REVISING PRE
LIMINARY DESIGNS WHICH CAN BE DONE USING A SIMPLE SPREAD
SHEET AND USING CURRENTLY AVAILABLE STRUCTURAL ANALYSIS SOFT
WARE WHICH REQUIRES ADAPTIVE PROCEDURES DISCUSSED BELOW !NALYSIS
)N ORDER TO COMPLETE THE DESIGN OF THE ("% AND 6"% DESIGN
FORCES ARE REQUIRED )N THE PRELIMINARY DESIGN IT WAS ASSUMED
THAT THE ENTIRE STORY SHEAR TRIBUTARY TO THE FRAME WAS RESISTED
BY THE WEB PLATE #LEARLY 6"% WITH THE mEXURAL PROPERTIES
4ABLE n 2EVISED 0RELIMINARY "OUNDARY
%LEMENT 3ECTIONS
,EVEL
6"%
("%
n
7s
.INTH &LOOR
7s
7s
%IGHTH &LOOR
7s
7s
3EVENTH &LOOR
7s
7s
3IXTH &LOOR
7s
7s
&IFTH &LOOR
7s
7s
&OURTH &LOOR
7s
7s
4HIRD &LOOR
7s
7s
3ECOND &LOOR
7s
7s
&IRST &LOOR
7s
7s STRUT
2OOF
REQUIRED WILL PARTICIPATE IN THE RESISTANCE OF THE STORY SHEAR IF
THEY ARE RIGIDLY CONNECTED TO THE ("% OR IF STORY DRIFTS VARY
SIGNIlCANTLY
!T THIS POINT IT IS CONVENIENT TO PERFORM AN ANALYSIS TO DE
TERMINE THE PORTION OF FRAME SHEAR THAT IS RESISTED BY THE WEB
PLATE 2EDUCTION IN THE REQUIRED STRENGTH OF THE WEB PLATES
COULD PERMIT REDUCTION IN WEB PLATE THICKNESS #HANGES
IN THE BOUNDARY ELEMENTS REQUIRE REANALYSIS TO CONlRM OR
MODIFY THE DISTRIBUTION OF FRAME SHEAR BETWEEN THE WEB PLATE
AND THE 6"% AS WELL AS RECALCULATION OF THE ANGLE OF STRESS
IN THE WEB PLATE !)3# %QUATION n AS IS DISCUSSED
BELOW
4HE USE OF A COMPUTER MODEL THUS PERMITS THE ITERATION
THAT IS NECESSARY TO OPTIMIZE THE DESIGN OF 307 &OR THIS
DESIGN EXAMPLE THE ANALYSIS WAS PERFORMED USING AN ORTHO
TROPIC MEMBRANE ELEMENT IN A MESH BETWEEN THE BOUNDARY
ELEMENTS 4HE MEMBRANE ELEMENT IS CONlGURED TO REPRESENT
THE THIN PLATE BY ROTATING ITS LOCAL AXES TO ALIGN WITH THE ES
TIMATED ANGLE OF TENSION STRESS IN THE PLATE AND REDUCING ITS
COMPRESSION STIFFNESS TO A NEGLIGIBLE VALUE AS EXPLAINED IN
3ECTION 4HIS METHOD OF MODELING GIVES RESULTS THAT REA
SONABLY MATCH THE BEHAVIOR OF 307 IN TESTING AS WELL AS THE
RESULTS OF THE MORE CONVENTIONAL STRIP MODEL METHOD 4HIS
METHOD IS MORE EASILY IMPLEMENTED WITH CURRENTLY AVAILABLE
ANALYSIS SOFTWARE COMPARISON OF THE METHODS IS PRESENTED
IN #HAPTER 4HE ORTHOTROPIC MODEL OF A 307 IS SHOWN IN &IGURE n
4HIS MODEL IS ANALYZED WITH THE FORCES ACTING ON THE FRAME
%ACH ITERATION OF ANALYSIS WAS USED TO UPDATE A SPREAD
SHEET WHICH WAS USED FOR THE FOLLOWING CALCULATIONS
#HECK WEB PLATE STRENGTH VERSUS PORTION OF LOAD IN THE
PLATE DETERMINED BY ANALYSIS RESIZING WOULD BE DONE FOR
STRENGTH GOVERNED DESIGNS 2ECALCULATE THE ANGLE A BASED ON CHANGES IN WEB PLATE
("% OR 6"% SIZE
4HE ANALYSIS OF THIS FRAME IS GOVERNED BY STRENGTH REQUIRE
MENTS 4HE SIZES SHOWN IN 4ABLE n ARE SATISFACTORY FOR BOTH
DRIFT AND STRENGTH REQUIREMENTS
4HESE MEMBER SIZES WERE USED TO CALCULATE ANGLES OF
TENSION STRESS A AT EACH LEVEL BOTH FOR CONSTRUCTING THE
MODEL AND FOR THE CAPACITY DESIGN CALCULATIONS THAT FOLLOW
4HESE ANGLES ARE SHOWN IN 4ABLE n
4HE ANALYSIS INDICATES THAT A PORTION OF THE SHEAR IS RESISTED
BY THE COLUMNS 4ABLE n SHOWS THE PERCENTAGE OF SHEAR IN
THE WEB PLATE AT EACH STORY 4HIS DISTRIBUTION OF SHEAR WILL BE
CONSIDERED IN THE DESIGN OF BOTH THE WEB PLATE AND THE 6"%
! SECOND ORDER ANALYSIS HAS BEEN PERFORMED INCLUDING 0n$
EFFECTS BUT NOT 0nD EFFECTS 4O ACCOUNT FOR 0nD EFFECTS "
WILL BE APPLIED IN THE CALCULATIONS THAT FOLLOW WHEN APPRO
PRIATE
&IG /RTHOTROPIC MODEL OF 307
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 Table 4–9. Final Boundary Element Sections and Web Plates
Web-Plate
Thickness
tw (in.)
Level
Roof
Panel Proportions
VBE
HBE
hc (in.)
h (in.)
L (in.)
Lcf (in.)
–
–
W27×94
–
–
–
–
Ninth Floor
0.0625
W14×132
W24×84
156
129
240
225
Eighth Floor
0.0625
W14×132
W24×84
156
132
240
225
Seventh Floor
0.1046
W14×233
W24×84
156
132
240
224
Sixth Floor
0.1046
W14×233
W24×84
156
132
240
224
Fifth Floor
0.125
W14×233
W24×84
156
132
240
224
Fourth Floor
0.1345
W14×233
W24×84
156
132
240
224
Third Floor
0.1875
W14×370
W24×84
156
132
240
222
Second Floor
0.1875
W14×370
W24×84
156
132
240
222
First Floor
0.1875
W14×370
W10×45 (strut)
102*
84.9*
240
222
*above and below the strut.
Table 4–10. Angles of Tension Stress α
Table 4–11. Percentage of Story Shear
Resisted by Web Plate
Percentage of
Story Shear
Resisted by
Web Plate
Average Tension
Stress in Web
Plate, σ (ksi)
Ninth Floor
87.2%
13.1
Eighth Floor
78.6%
20.8
Seventh Floor
85.1%
18.8
Sixth Floor
83.4%
22.7
Fifth Floor
85.4%
22.6
40.0
Fourth Floor
83.2%
22.7
39.9
Third Floor
91.0%
19.4
Second Floor
90.7%
19.8
First Floor
68.1%
15.6
Level
α (°)
Ninth Floor
42.6
Eighth Floor
42.6
Seventh Floor
41.6
Sixth Floor
41.6
Fifth Floor
41.2
Fourth Floor
41.0
Third Floor
40.0
Second Floor
First Floor
4.5.3. Design of HBE
The design of the W24×84 ASTM A992 HBE at the ninth
floor will be illustrated.
HBE in SPW are subjected to significant axial forces due
to the effects of web-plate tension on the VBE, as discussed
in Chapter 3. They are also subject to flexural forces where
web plates impart a different transverse load above and below the HBE (or are not present at all on one side, such as
at the top story). Additionally, shear and moments from the
84 / DESIGN GUIDE 20 / steel plate shear walls
Level
deformation of the frame must be resisted, as well as any
gravity loading.
The forces from web-plate tension can be calculated outside of an analysis. The axial force can be computed from
the horizontal anchorage forces on the VBE above and below the HBE and flexural forces from web-plate yielding can
be computed from the loading defined in Equation 3–57, using Lcf in place of Lh.
Mu =
wu L2cf
8
+
Pu Lcf
4
(4–14)
.O ADDITIONAL AXIAL FORCE IS TRANSMITTED THROUGH THE ("%
4HIS FORCE CAN BE DIVIDED EQUALLY ON EITHER SIDE OF THE ("%
SO HALF OF 0("%WEB WILL BE USED IN DESIGN /N THE LEFT SIDE
ADJACENT TO THE 6"% IN TENSION THE CONNECTION FORCE IS
XV S U DPT A S U DPT A LTJ JO DPT o
LTJ JO DPT o
LJQTJO
n
-DG - ED
/N THE RIGHT SIDE ADJACENT TO THE 6"% IN COMPRESSION THE
CONNECTION FORCE IS
JO JO
JO
3X NLSV &ROM A SECONDARY BEAM SUPPORTED AT MIDSPAN
LJQTJO JO LJQT JO
LJQJO
4HE SHEAR IN THE ("% IS
NLSV ZJ ZX
9X /FI
% n
&P
r 3
X
3H
+, IN IN
n
1F LJQT
LJQTJO JO
LJQT
,-
n
P LTJ JO
LJQT
# n
r ¥ LJQT ´µ
¦
¦
µ
¦§ LJQT µ¶
n
r VTF
n
3INCE " 0nD EFFECTS INCREASE THE MOMENTS ABOVE
THOSE CALCULATED PREVIOUSLY 4HEREFORE
1S 1V LJQT
.S # . OU
sTJO B JO JO >
# .MU z # .V
LJQJO
LJQT
s JO TJO s B JO >
LJQT
P &*
JO
7V ·
¨ S J UJ TJO A J -DGJ
¸
1)#& XFC ©©
¸
©S J UJ TJO A J -DGJ ¸
ª
¹
< LTJ JO
sTJO s B JO LTJ
n
#M WG KIPSIN
4HE AXIAL FORCE IN THE ("% IS
1)#& 1)#& 7#& p 1)#& XFC
1)#& 7#& ¤ S TJO A U X ID
< LTJ TJO B
LTJ
s JO JO
NLSV NLSV
"OTH FORCES ARE COMPRESSIVE THUS 0U KIPS IS MORE
CRITICAL "ASED ON THIS FORCE THE MOMENT MAGNIlCATION FAC
TOR " IS CALCULATED FOR THE 7s ("% AS
1V LJQT
.V NLSV NLSV
3X NLSV
LJQJO
n
#HECK #OMPACTNESS
#OMPACTNESS WILL BE CHECKED USING !)3# TO DETERMINE
WHICH DESIGN STRENGTH EQUATIONS MAY BE USED 4HERE IS NO
RESTRICTION ON THE ELEMENT SLENDERNESS IN THIS DESIGN
&OR THE 7s ("% IN mEXURE
EI
W I
b (
)\
n
E I W I $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 K
(
b WZ
)\
n
JO
4HE SECTION IS COMPACT IN mEXURE
1A !EFF ! IN IN )N COMPRESSION
EI
W I
b "FGG "H I CF U X
JO JO JO JO
K WZ I E LEFT JO JO JO
1 1S 1A (
)\
n
)H E I W I 4HE mANGES ARE NONSLENDER IN COMPRESSION
K
(
b WZ
)\
n
P (
n
¨ ./ · ©
¸
©ª U ¸¹
P NVL
NVL
4)\ K WZ 4HE WEB IS SLENDER IN COMPRESSION
5SE !)3# %QUATION %n
#HECK 3HEAR 3TRENGTH
4)\ ·
¨
©
¸
)FU 4 ª© )H ¸¹ )\
I
&
b UX
'Z
F n
FV6N FV&Y !W
KSI IN IN
NVL ·
¨
©
¸
ª NVL ¹ NVL
NVL
FC0N FC&CR!G
FV6N 6U KIPS
KIPS
OK
0C FC0N KIPS
#HECK #OMBINED #OMPRESSION AND &LEXURE
0R 0C KIPS KIPS +,RX IN IN &OR THE mEXURAL STRENGTH THE LIMITING UNBRACED LENGTH IS
TAKEN FROM !)3# -ANUAL 4ABLE n
+,RY IN IN ,P FT IN
-INOR AXIS BUCKLING CONTROLS
1 1S 1A
,R FT IN
1S ,B IN
5SING !)3# %QUATION %n WITH F CONSERVATIVELY TAKEN
EQUAL TO &Y
¨
( ©
©
)\ ©
EW
ª
n
KSI IN
KIPS
EHZHE W
n
·
( ¸
¸
)\ ¸
¹
¨©
©
©ª
3INCE ,P ,B ,R INELASTIC LATERAL TORSIONAL BUCKLING
CONTROLS
#ONSERVATIVELY USING #B FB-P KIP FT KIP IN
·¸
¸¸¹
LQ
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
FB-R KIP FT KIP IN
4HE mEXURAL STRENGTH IS OBTAINED BY LINEAR INTERPOLATION
¥ - - ´µ
Q µ
¦ C
.D FC . Q FC . Q FC .S ¦¦
µ
¦§ -S - Q µµ¶
n
LJQJO
.S .D LJQJO LJQJO
!S 0R 0C USE %QUATION (nB
1S
1D
.S
PL
.D
n
7ITH THE ADDITIONAL KIPS OF GRAVITY LOAD 0U KIPS
$ESIGN OF 6"%
4HE DESIGN OF THE 7s 6"% AT THE EIGHTH mOOR WILL BE
ILLUSTRATED 4HE TOTAL FACTORED GRAVITY LOAD IN THIS 6"% IS KIPS
6"% IN 307 ARE SUBJECT TO HIGH AXIAL FORCES DUE TO OVER
TURNING FROM LEVELS ABOVE 4HESE AXIAL FORCES ARE CONCURRENT
WITH mEXURAL DEMANDS FROM TWO SOURCES 4HE lRST SOURCE IS
THE DEFORMATION OF THE COLUMN DUE TO UNEVEN STORY DRIFTS
4HE SECOND SOURCE IS THE TENSION STRESS IN THE WEB PLATE
WHICH EXERTS AN INWARD FORCE ON THE 6"% 4HIS FORCE ACTS ON
THE COLUMN IN COMPRESSION IN THE DIRECTION OPPOSITE OF THE
FRAME SHEAR AND ON THE COLUMN IN TENSION IN THE DIRECTION OF
THE FRAME SHEAR "OTH OF THESE SOURCES OF mEXURAL FORCES ARE
REPRESENTED IN THE ANALYTICAL MODEL
6"% IN 307 ARE DESIGNED TO RESIST FORCES CORRESPONDING
TO THE AVERAGE STRESS IN THE WALL
4HE AXIAL COMPRESSION FORCE IN THE 6"% INCLUDES THE EF
FECTS OF THE WEB PLATE AT THE EIGHTH AND NINTH mOORS AND THE
SHEAR 6U FROM THE ("% AT THE NINTH mOOR AND THE ROOF 4HE
RESULTING COMPRESSIVE FORCE IS
( ¤ S VLQ A WZ KF ¤ 9X
n
4HE SUM OF SEISMIC SHEARS 36U SHOULD INCLUDE ALL OF THE
BEAMS ABOVE 4HE SEISMIC SHEAR IN THE ("% IS
9X ZX
/FI
n
4HUS THE COMPRESSIVE FORCE IS
( ¤ S VLQ A WZ KF
4HE RESULTING COMPRESSIVE FORCE IS
¨ LTJ TJO s B
·
©
¸
¸
©
& ©s JO JO
LTJ ¸
¸
©
©s TJO s B JO JO ¸
ª
¹
LJQTJO JO
LJQTJO JO
LJQT
¨Z
·
ª
¹
¤ ©© X /FI ¸¸
n
"ASED ON THIS FORCE THE MOMENT MAGNIlCATION FACTOR " IS
CALCULATED FOR THE 7s 6"% AS
% &P
r 3
X
3H
n
#M n
+, IN
n
IN
1F P &*
,-
n
P LTJ JO
JO
LJQT
# r ¥ LJQT ´µ
¦
µ
¦¦
µ
§ LJQT µ¶
n
r VTF
4HE AXIAL TENSION FORCE IS CALCULATED BASED ON THE SHEAR IN
THE BEAMS AND THE STRESS IN THE WEB PLATES
¨Z
·
( ¤ S VLQ A WZ KF ¤ © X /FI ¸
©ª ¸¹
n
< LTJ TJO s B
s JO JO
LTJ
s TJO s B JO JO >
LJQTJO JO
LJQTJO JO
LJQT
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4HE GRAVITY LOAD EXCEEDS THIS TENSILE FORCE
4HE mEXURAL FORCE IS THE SUM OF THE EFFECTS OF WEB TENSION
AND THAT OF FRAME BEHAVIOR 4HE mEXURE FROM WEB TENSION IS
¥ I ´µ
¦
.7#& XFC S TJO A U X ¦¦ D µµµ
§ ¶
W I
n
I
&
b UX
'Z
n
n
I U X " -LT z " -U
n
KIP IN
KIP IN
S TJO A U X ID
LTJ sTJO B JO JO
LJQT
CG
U G
b &
'Z
I
&
b UX
'Z
I
UX
4HE SECTION IS NOT SLENDER IN COMPRESSION
4HE SHEAR IN THE 6"% IS THE SUM OF THE EFFECT OF WEB TEN
SION AND THE PORTION OF SHEAR NOT RESISTED BY THE WEB PLATE
77#& XFC )N COMPRESSION
U G
3INCE " 0 D EFFECTS INCREASE THE MOMENTS ABOVE
THOSE CALCULATED PREVIOUSLY 4HEREFORE
" -NT
(
)\
E W I CG
KIP IN
KIP IN
-R
b 4HE SECTION IS COMPACT IN mEXURE
-6"%WEB
0U KIPS
KIPS
KIPS
EI
-6"%FRAME KIP IN
0R
n
&OR THE 7s 6"% IN mEXURE
4HE MOMENT FROM COLUMN DEFORMATION IS TAKEN FROM THE
MODEL 4HIS FORCE INCLUDES SOME OF THE EFFECTS OF WEB PLATE
TENSION FOR SIMPLICITY OF THE DESIGN PROCESS THAT PORTION
OF THE FORCE IS ACCOUNTED FOR TWICE )N ORDER TO SEPARATE THE
TWO SOURCES OF mEXURE SEPARATE MODELING OF THE FRAME IS
REQUIRED
KIP IN
66"%WEB
#HECK #OMPACTNESS
s JO LJQJO
-6"%FRAME
KIPS
n
LTJ TJO B JO -U
66"% 66"%FRAME
n
4HE ANALYSIS SHOWS THAT PERCENT OF THE SHEAR IS IN THE
WEB PLATE SEE 4ABLE n )T IS ASSUMED THAT THE REMAINING
SHEAR IS SHARED SEE 4ABLE n EQUALLY BY THE TWO 6"%
LJQT
LJQT
77#& GSBNF 4HE TOTAL SHEAR IN THE 6"% IS THUS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
#HECK 3HEAR 3TRENGTH
I
&
b UX
'Z
F W F W7O F W 'Z "X
n
LTJ JJO JO
LJQT
F W7O 7V LJQTPL
#HECK #OMBINED #OMPRESSION AND &LEXURE
"Y INSPECTION THE COMPRESSION STRENGTH IS GOVERNED BY
MINOR AXIS BUCKLING
+,RY IN IN 'F #ONNECTION OF 7EB 0LATE TO "OUNDARY %LEMENTS
P &
n
¨ ,- · ©
¸
©ª S ¸¹
P LTJ
LTJ 'Z LTJ
5SE %QUATION %n
)\ ·
¨
©
¸
©
)FU ª )H ¸¹ )\
n
NVL ·
¨
©
ª NVL ¸¹ NVL
NVL
FC0N FC&CR !G
n
KSI IN
KIPS
0C FC0N KIPS
"ECAUSE THE DESIGN OF WEB PLATES UTILIZES A STRENGTH BASED
ON SPREADING OF YIELDING OVER SOME PORTION OF THE PLATE IT IS
NECESSARY TO PRECLUDE FRACTURE OF THE WEB PLATE CONNECTIONS
AT LOCAL AREAS OF HIGHER STRESS 4HUS THE WEB PLATE WELDS WILL
BE SIZED SO THAT WEB PLATE TENSION YIELDING WILL OCCUR PRIOR
TO WELD FRACTURE
.OTE THAT THE FACTOR 2Y WHICH IS USED TO DETERMINE THE
EXPECTED YIELD STRENGTH IS NOT USED HERE IN THIS LOW SEISMIC
DESIGN EXAMPLE 7HILE 2Y IS STRICTLY A MATERIAL PROPERTY AND
IS NOT RELATED TO THE TYPE OF LOADING SOME JUDGMENT MUST
BE APPLIED IN CONSIDERING THE NUMEROUS VARIABLES THAT AFFECT
THE RELIABILITY OF THIS ASPECT OF THE CONNECTION DESIGN )N THIS
EXAMPLE AND BECAUSE THE SEISMIC RESPONSE MODIlCATION FAC
TOR 2 IS TAKEN EQUAL TO IT IS CONSIDERED SUFlCIENTLY RELIABLE
TO COMPARE THE SPECIlED MINIMUM YIELD STRENGTH OF THE WEB
PLATE &Y WITH THE SPECIlED MINIMUM WELD STRENGTH &%88
REDUCED BY THE RESISTANCE FACTOR 7HILE IT IS PROBABLE THAT THE
ACTUAL WEB PLATE YIELD STRENGTH IS SIGNIlCANTLY GREATER THAN
THE SPECIlED MINIMUM IT IS ALSO LIKELY THAT THE WELD STRENGTH
IS GREATER THAN ITS SPECIlED MINIMUM AND THE RESISTANCE FAC
TOR OF PROVIDES AN ADEQUATE MARGIN OF SAFETY
&OR lLLET WELDED CONNECTIONS THE REQUIRED TOTAL WELD SIZE
AT THE ("% CAN BE EXPRESSED AS
0R 0C KIPS KIPS &OR THE mEXURAL STRENGTH THE LIMITING UNBRACED LENGTH IS
TAKEN FROM !)3# -ANUAL 4ABLE n
Z+%( )\ FRV A WZ F )(;; ¨© FRV A ·
ª
¹̧
n
,P FT IN
4HE REQUIRED TOTAL WELD SIZE AT THE 6"% CAN BE EXPRESSED AS
,B IN
3INCE ,B ,P LATERAL TORSIONAL BUCKLING DOES NOT CONTROL
4HE mEXURAL STRENGTH IS
-C FB-N
n
FB&Y :X
KSI IN
KIP IN
-R -C
KIP IN KIP IN
!S 0R F0C USE %QUATION (nA
1S ¥¦ .S ´µ
µ PL
¦
1D ¦§ .D µµ¶
#HECK #OMBINED 4ENSION AND &LEXURE
Z9%( )\ VLQ A WZ F )(;; ¨© VLQ A ·
ª
¹̧
n
4HESE WELD SIZES ARE THE TOTAL REQUIRED )N THIS CASE TWO
PARALLEL WELDS ARE USED TO RESIST THE WEB PLATE TENSION AS
SHOWN IN &IGURE n AND THE OVERLAP OF THE WEB PLATE AND
THE lSH PLATE IS SMALL 4HUS THE TWO WELDS ARE ASSUMED TO
SHARE THE FORCE EQUALLY AND THE SUM OF THE TWO WELD SIZES
MUST EQUAL OR EXCEED THE TOTAL REQUIRED WELD SIZE CALCULATED
ABOVE 4ABLE n SHOWS THE TOTAL REQUIRED lLLET WELD SIZE
AT EACH LEVEL FOR &Y KSI AND &%88 KSI AS WELL AS THE
SIZE OF EACH WELD FOR THE TWO PARALLEL WELDS
&IGURE n SHOWS A CONNECTION DETAIL FOR THE s IN WEB
PLATE TO THE 6"% AT THE lRST mOOR )N THIS CASE TWO IN lLLET
WELDS ARE USED
!T THE FOUNDATION THE s IN WEB PLATE MUST BE ANCHORED
TO THE GRADE BEAM (ERE A 74 IS USED TO SPAN BETWEEN AN
CHORS
"Y INSPECTION TENSION WILL NOT CONTROL THE DESIGN OVER COM
PRESSION 7HEN TENSION AND mEXURE DOES CONTROL SEE !)3#
3PECIlCATION 3ECTION (
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4ABLE n 2EQUIRED &ILLET 7ELD 3IZE
,EVEL
7EB 0LATE
4HICKNESS
TW IN
!NGLE OF
3TRESS A 7ELD 3IZE AT ("% IN
4OTAL
7ELD 3IZE AT 6"% IN
4WO 7ELDS
%ACH
4OTAL
4WO 7ELDS %ACH
.INTH &LOOR
EQUAL TO TW
EQUAL TO TW
%IGHTH &LOOR
EQUAL TO TW
EQUAL TO TW
3EVENTH &LOOR
EQUAL TO TW
EQUAL TO TW
3IXTH &LOOR
EQUAL TO TW
EQUAL TO TW
&IFTH &LOOR
EQUAL TO TW
EQUAL TO TW
&OURTH &LOOR
4HIRD &LOOR
3ECOND &LOOR
&IRST &LOOR
4HE SHEAR AND TENSION ON EACH ANCHOR ROD MUST BE CONSID
ERED 4HE SHEAR ON EACH ANCHOR ROD IS
n
WV 'Z TJO A U X T
LTJ TJO sB s JO T
LJQTJOsT
!SSUMING A IN SPACING EACH ANCHOR MUST RESIST KIPS OF SHEAR AND KIPS OF TENSION &IGURE n SHOWS THE
BASE CONNECTION
!LTERNATIVELY A STEEL BEAM CAN BE PROVIDED AS THE ("% AT
THE BOTTOM 4HIS BEAM WOULD CONNECT TO THE BOTTOM 6"% ON
EITHER SIDE OF THE 307
4HE TENSION ON EACH ANCHOR ROD IS
4HE CONNECTION OF THE 7s ("% TO THE 7s 6"%
AT THE NINTH mOOR WILL BE DESIGNED ! SINGLE PLATE SHEAR CON
UV 'Z DPT A U X T
n
#ONNECTION OF ("% TO 6"%
LTJ s DPT B s JO s T
LJQTJOs T
&IG n #ONNECTION OF s IN WEB PLATE
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
&IG n #ONNECTION OF s IN WEB PLATE AT BASE
NECTION WILL BE DESIGNED TO RESIST THE COMBINED SHEAR AND
AXIAL FORCE 4HIS CONNECTION IS SHOWN IN &IGURE n
4RY A IN s IN PLATE IN DEEP WITH SEVEN / IN
DIAMETER !34- !8 BOLTS IN 34$ HOLES 4HE HORIZONTAL
EDGE DISTANCE IS IN THE VERTICAL EDGE DISTANCE IS IN
AND THE BOLTS ARE SPACED AT IN
MORE OF THE FORCE IN THE WEB PLATE BELOW IS BEING DELIVERED
THROUGH THE COLLECTOR 4HUS .COLL IS MORE CRITICAL IN THIS CASE
7HEN THE COLLECTOR IS IN TENSION THE COLLECTOR FORCE .#OLL
IS SUBTRACTED FROM THE INWARD REACTION OF THE 6"% 0("%6"%
%QUATION n RESULTING IN A SMALL COMPRESSION FORCE
/V 1)#& 7#& /$PMM
2EQUIRED 3TRENGTH
4HE CONNECTION WILL BE DESIGNED CONSIDERING THE COLLECTOR
FORCES THE SHEAR IN THE COLUMN AND THE END FORCES CALCULATED
FOR THE ("% 4HE VERTICAL FORCE COMPONENT IS DUE ONLY TO
THE ("%
LJQT LJQT LJQT
7HEN THE COLLECTOR IS IN COMPRESSION THE COLLECTOR FORCE
IS ADDED TO THE INWARD REACTION OF THE 6"% 0("%6"% %QUA
TION n 6U KIPS
/V /$PMM
4HE HORIZONTAL COMPRESSION FORCE AT THE END OF THE ("% IS
.("% KIPS
4HIS FORCE IS PARTLY DUE TO THE COLLECTOR AND PARTLY DUE TO
THE INWARD REACTION OF THE 6"% 4HE COLLECTOR PORTION IS THAT
CAUSED BY THE DIFFERENCE IN WEB FORCES ABOVE AND BELOW THE
("% 0("%WEB %QUATION n 4HE HORIZONTAL FORCE COMPRESSION OR TENSION AT THE END
OF THE COLLECTOR IS HALF THE FRAME FORCE GIVEN IN 4ABLE n
SINCE IT IS TRANSFERRED AT BOTH ENDS OF THE COLLECTOR
.#OLL KIPS KIPS
4HIS FORCE IS LARGER THAN HALF OF 0("%WEB WHICH RESULTS
FROM A CONDITION WHERE THE WEB PLATE ABOVE THE BEAM IS LESS
HEAVILY STRESSED THAN WAS ASSUMED IN THE DESIGN OF THE ("%
AND
3+%( ZHE NLSV 1)#& 7#&
LJQT
LJQT LJQT
"ECAUSE BOTH CONDITIONS RESULT IN COMPRESSION THIS AXIAL
COMPRESSION FORCE GOVERNS THE DESIGN OF THE SHEAR PLATE
#HECK 0LATE 9IELDING
!N ELLIPTICAL INTERACTION APPROACH WILL BE USED WITH
¥ 9 ´µ
¦¦ X µ
µµ
¦¦
§ F \9Q µ¶
¥ 1X ´µ
¦¦
µ b ¦¦§ FF 1 Q µµ¶
n
FY6N &YT,
KSI IN IN
KIPS
&OR THIS SHORT COMPRESSION ELEMENT +LR AND &CR &Y
4HUS
n
FC.N &YT,
KSI IN IN
KIPS
¥ NLSV ´µ
¦¦
µ
¦§ NLSV µµ¶
¥ NLSV ´µ
¦¦
µ b RN
¦§ NLSV µµ¶
#HECK 0LATE 2UPTURE
7HILE SHEAR RUPTURE CAN OCCUR RUPTURE IS NOT APPLICABLE FOR
THE HORIZONTAL COMPRESSION COMPONENT #ONSERVATIVELY THE
FOLLOWING INTERACTION WILL BE CHECKED
¥ 9X ´µ
¦¦
µ
¦¦§ F 9 µµ¶
Q Q
¥ 1X ´µ
¦¦
µ
¦¦§ F 1 µµ¶ b FN6N &U !NV
F
Q
n
&IG n 3INGLE PLATE CONNECTION OF ("% TO 6"%
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 !NV !G
NDB
IN T
n
IN IN KSI
IN IN
KIPS
IN
&OR THE BOLT GROUP
FN6N KSI IN
F2NV KIPS
KIPS
¥ NLSV ´µ
¦¦
µ
¦§ NLSV µµ¶
/V LJQT
LJQT
F2NN KIPS
4HEREFORE
n
LJQT
¥ /V ´µ
¦¦
µ b ¦§ F3 µµ¶
OO
¥ LJQT ´µ
¦¦
µ
¦§ LJQQT µµ¶
F3O FO'OW "C
¨P
·
LTJ © / JO ¸
©ª ¸¹
LJQT LJQTPL
¥ 7V ´µ
¦¦
µ
¦§ F3 µµ¶
OW
4HE DESIGN STRENGTH OF THE BOLT GROUP IS
n
#HECK "OLT "EARING
4HE BEAM WEB AND PLATE ARE OF SIMILAR THICKNESS BUT THE
PLATE IS !34- ! MATERIAL WHILE THE BEAM IS !34- !
MATERIAL 4HEREFORE BEARING ON THE PLATE IS MORE CRITICAL &OR
THE VERTICAL COMPONENT AT THE BOTTOM BOLT
¥ LJQT ´µ
¦¦
µ b PL
¦§ LJQT µµ¶
#HECK "LOCK 3HEAR 2UPTURE
!S WITH PLATE RUPTURE BLOCK SHEAR RUPTURE IS NOT APPLICABLE
FOR THE HORIZONTAL COMPRESSION COMPONENT !DDITIONALLY
WITH A HORIZONTAL EDGE DISTANCE OF IN AND A VERTICAL EDGE
DISTANCE OF IN THE BLOCK SHEAR RUPTURE CHECK FOR THE VER
TICAL COMPONENT WILL EXCEED THE CHECK PREVIOUSLY MADE FOR
SHEAR RUPTURE 4HUS IT DOES NOT CONTROL
7ELD 3IZE
4HE lLLET WELDS ARE SELECTED AS t IN lLLET WELDS TO EQUAL 6
TIMES TP 4HIS DEVELOPS THE STRENGTH OF THE PLATE
4HE SHEAR PLATE CONNECTION SATISlES ALL OF THE CHECKS AND
THEREFORE IS ACCEPTABLE
-D < JO y JO >
JO
EC / JO
JJO -D
$ESIGN OF )NTERMEDIATE 3TRUT AT &IRST &LOOR
4EAROUT CONTROLS AND
n
FRN F,CT&U
&OR THE HORIZONTAL COMPONENT ALL BOLTS HAVE DB ,C AND
KIPS
4HE RESULTANT FORCE ON THE BOLT GROUP IS
IN IN KSI
KIPS
&OR THE REMAINING BOLTS
,C IN
KIPS
KIPS
¥ NLSV ´µ
¦¦
µ
¦§ NLSV µµ¶ b RN
#HECK "OLT 3HEAR
7V
n
FRN FDBT&U
IN IN
/ IN
"EARING CONTROLS AND
yIN
IN
DB IN ,C
4HE INTERMEDIATE STRUT AT THE lRST mOOR IS SUBJECTED TO AN AXIAL
FORCE 4HIS FORCE CAN BE DETERMINED IN THE SAME WAY AS THE
("% AXIAL FORCE BASED ON THE STRESS IN THE WEB PLATE
3VWUXW ¤ S VLQ A WZ KF
> NVL VLQ B
s IN IN
KSI
s SIN IN IN =
KIPS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
n
4RY A 7s
FC0N FC&CR!G
#HECK #OMPACTNESS
EI
W I
KSI IN
(
)\
b n
KIPS
n
FC0N 0U KIPS OK
BTF K
(
b WZ
)\
n
4HE INTERMEDIATE STRUT IS ACTING AS A STIFFENER AND THERE
FORE MUST HAVE A MINIMUM TRANSVERSE STIFFNESS AS DElNED
BY %QUATION n
)ST r ATWJ
HTW n
WHERE
4HE SECTION IS NOT SLENDER IN COMPRESSION
A SPACING BETWEEN TRANSVERSE STIFFENERS
#HECK #OMPRESSION
H LENGTH OF STIFFENER
+,RX IN IN J HA n r +,RY IN IN ¥ LQ LQ ´µ
¦¦
µµ r ¦§
¶
LQ
-INOR AXIS BUCKLING CONTROLS
)H P (
n
¨ ./ · ©
¸
©ª U ¸¹
IN
P NVL
)ST r IN IN )Y IN r IN OK
4HE 7s IS ADEQUATE
NVL )\ NVL
5SE %QUATION %n
)FU )H
n
NVL
NVL
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
#HAPTER $ESIGN %XAMPLE )) (IGH 3EISMIC $ESIGN
/6%26)%7
4HIS CHAPTER ILLUSTRATES THE DESIGN OF A BUILDING UTILIZING
3PECIAL 0LATE 3HEAR 7ALLS 3037 IN A ZONE OF HIGH SEIS
MICITY FOR 2 WITH APPLICATION OF THE DUCTILE DETAILING
REQUIREMENTS OF !)3# 4HE EXAMPLE BUILDING USED IN
#HAPTER WILL BE REDESIGNED ASSUMING A SITE IN DOWNTOWN
3AN &RANCISCO
34!.$!2$3
4HE DESIGN WILL AGAIN BE GOVERNED BY THE EDITIONS OF
!3#% INCLUDING 3UPPLEMENT .O AND !)3# !DDI
TIONALLY AS WILL BE SEEN BELOW THE SEISMIC DESIGN CATEGORY OF
THE STRUCTURE AND USE OF 2 WILL NECESSITATE USE OF !)3#
#ONCRETE ELEMENTS TO THE EXTENT THAT THEY ARE ADDRESSED
IN THIS EXAMPLE ARE REQUIRED TO CONFORM TO !#) "5),$).' ).&/2-!4)/.
4HE BUILDING FOOTPRINT AND SIZE ARE IDENTICAL TO THAT USED IN
THE PREVIOUS DESIGN EXAMPLE 4HE TYPICAL PLAN IS SHOWN IN
&IGURE n 4HE BUILDING WEIGHT AND MATERIAL GRADES ARE AS
GIVEN IN #HAPTER &IG n 4YPICAL mOOR PLAN
4HE BUILDING DESIGN INCLUDES EIGHT 3037 PANELS ON THE
PERIMETER SO THAT THE PRESCRIPTIVE REQUIREMENTS OF !3#% 3ECTION ARE MET AND THE REDUNDANCY FACTOR R MAY
BE TAKEN AS 4HE LENGTH OF EACH WALL PANEL HAS BEEN SE
LECTED TO COMPLY WITH THE REQUIREMENTS OF THIS PROVISION
)T IS ALSO COMMON TO UTILIZE WALLS OF THE BUILDING CORE
AS 3037 )N SUCH A CONlGURATION BUILDING TORSION SHOULD
BE RESTRAINED BY A SUPPLEMENTARY PERIMETER SYSTEM IN ORDER
TO AVOID AN EXTREME TORSIONAL IRREGULARITY !3#% 4ABLE
n -OMENT FRAMES ARE A COMMON CHOICE FOR SUCH A
SUPPLEMENTARY PERIMETER SYSTEM AND A PERIMETER MOMENT
FRAME WITH A 3037 CORE IS AN EXCELLENT CHOICE FOR BUILDINGS
OVER FT TALL WHERE !3#% REQUIRES THAT A DUAL SYSTEM
BE USED
)N ORDER TO FOCUS ON THE 3037 SYSTEM RATHER THAN THE
INTRICACIES OF THE DESIGN OF DUAL SYSTEMS OR THE CALCULATION
OF THE REDUNDANCY FACTOR THE BUILDING IN THIS DESIGN EXAMPLE
HAS THE 3037 LOCATED ON THE PERIMETER ! TYPICAL ELEVATION
OF A 3037 IS SHOWN IN &IGURE n .OTE THAT THE ADJACENT
&IG n 3037 ELEVATION
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 BAYS ARE ALSO MODELED AS THE REDUCTION IN OVERTURNING FORCES
DUE TO THE mEXURE OF THE ADJOINING BEAMS IS INSTRUMENTAL IN
LIMITING THE STORY DRIFT WITHIN ALLOWABLE LIMITS FOR THIS BUILDING
5NLIKE THE PREVIOUS DESIGN EXAMPLE IN #HAPTER THE DE
SIGN DOES NOT INCLUDE A HORIZONTAL STRUT AT MID HEIGHT OF THE
lRST mOOR 7ERE SUCH A STRUT USED SEE #HAPTER EXCEPT THAT
THE DESIGN SHOULD BE BASED ON THE WEB PLATE ACHIEVING ITS
EXPECTED YIELD STRESS
4HE BUILDING IS LOCATED IN DOWNTOWN 3AN &RANCISCO ON
THE CORNER OF -ONTGOMERY AND -ARKET 3TREETS 4HE SEISMIC
GROUND MOTION VALUES ARE OBTAINED FROM 53'3 MAPS BASED
ON THE BUILDING LOCATION )N THIS DESIGN THE 53'3 WEB SITE
IS USED TO OBTAIN THE INFORMATION BY ENTERING THE BUILDING
LATITUDE AND LONGITUDE 4HE LATITUDE AND LONGITUDE VALUES FOR
THE SITE ARE AND RESPECTIVELY
4HE SOIL AT THE SITE CORRESPONDS TO 3ITE #LASS $ REmECTING
THE STIFF SOIL IN THIS LOCATION 4HE BUILDING OCCUPANCY CAT
EGORY IS ) BASED ON ITS USE AS AN OFlCE BUILDING !3#% 4ABLE n ,/!$3
&OR THIS LOCATION THE 0EAK 'ROUND !CCELERATION 0'! FOR THE
-AXIMUM #ONSIDERED %ARTHQUAKE -#% IS G WHERE
G IS THE ACCELERATION OF GRAVITY 3PECTRAL ACCELERATIONS FOR THE
-#% ARE G AT A PERIOD OF SECOND AND G AT
A PERIOD OF SECOND 4HESE VALUES ARE EXPRESSED AS 3S AND
3 RESPECTIVELY
3S G
3 G
4HESE SPECTRAL VALUES ARE MODIlED BASED ON THE SITE CLASS
4HE MODIlCATION VALUES ARE SELECTED FROM !3#% 4ABLES
n AND n BASED ON SITE CLASS AND SPECTRAL ACCELERA
TION 4HE MODIlCATION VALUES ARE
&A &OR DESIGN PURPOSES TWO THIRDS OF THESE -#% PARAMETERS
ARE USED 4HIS REmECTS THE ASSUMPTION IN !3#% THAT THERE
IS LIKELY TO BE A RESERVE CAPACITY OF APPROXIMATELY PERCENT
AT DESIGN LEVEL 4HIS IS EQUIVALENT TO USING -#% VALUES AND A
PERCENT GREATER RESPONSE MODIlCATION COEFlCIENT
4HE DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS ARE
CALCULATED USING !3#% %QUATIONS AND 6 '6 6 06
n
J
60 J
6 ' n
4HESE VALUES ARE USED TO ESTABLISH THE BUILDING 3EISMIC
$ESIGN #ATEGORY 3$# !3#% 4ABLE IS USED
TO COMPARE 3$3 TO CERTAIN LIMITS !3#% 4ABLE IS
USED SIMILARLY WITH 3$ %ACH TABLE GIVES A 3$# BASED ON
THE BUILDING OCCUPANCY CATEGORY AND THE DESIGN SPECTRAL RE
SPONSE ACCELERATION PARAMETER 3$3 OR 3$ 4HE MORE SEVERE
3$# OBTAINED FROM THE TWO TABLES IS USED &OR THIS BUILDING
DESIGN THE 3$# IS $
4HE 3$# IS USED TO DETERMINE MANY ASPECTS OF THE SEIS
MIC DESIGN OF THE BUILDING !3#% 4ABLE LIMITS THE
ANALYSIS PROCEDURES THAT ARE PERMITTED BASED ON 3$# PE
RIOD AND IRREGULARITIES
&OR 3$# $ IT MUST BE DETERMINED WHETHER THE BUILDING
PERIOD IS GREATER THAN TIMES 4S THE PERIOD THAT SEPARATES
THE CONSTANT ACCELERATION RANGE FROM THE PERIOD SENSITIVE
RANGE OF THE SEISMIC RESPONSE SPECTRUM "UILDINGS WITH
SUCH LONG PERIODS ARE NOT PERMITTED TO BE DESIGNED USING THE
EQUIVALENT LATERAL FORCE PROCEDURE 4HE BUILDING PERIOD IS ES
TIMATED USING !3#% %QUATION 4A #4 HNX
n
s FT &V 4HE ADJUSTED -#% SPECTRAL RESPONSE ACCELERATION PARAM
ETERS ARE CALCULATED USING !3#% %QUATIONS AND
3-3 &A 3S
G
n
3- &V 3
G
n
SEC
4HE COEFlCIENT #4 AND THE EXPONENT X ARE TAKEN FROM
!3#% 4ABLE 4HE VARIABLE HN IS BUILDING HEIGHT IN
FEET
4HE PERIOD VALUE 4S IS CALCULATED BASED ON 3$3 AND 3$
7V 6 '
VHF
6 '6
HTTPEARTHQUAKEUSGSGOVRESEARCHHAZMAPSDESIGNINDEXPHP
4HE LATITUDE AND LONGITUDE OF A STREET ADDRESS CAN BE FOUND USING ONE OF THE MANY MAPPING WEB SITES
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
n
6 #S 7
4HE BUILDING PERIOD EXPRESSED IN TERMS OF 4S IS
4A 4S 4S
n
4HUS 4A IS WITHIN THE LIMIT FOR WHICH USE OF THE EQUIVALENT
LATERAL FORCE PROCEDURE IS PERMITTED
&OR 3$# $ IT MUST BE DETERMINED WHETHER THE BUILDING
HAS ANY OF THE FOLLOWING IRREGULARITIES 4YPE A OR B IN
!3#% 4ABLE OR 4YPES A OR B OR IN !3#%
4ABLE )T IS ASSUMED THAT THE BUILDING WILL BE DE
SIGNED SO AS TO AVOID ALL OF THESE IRREGULARITIES AND THEREFORE
THE USE OF THE EQUIVALENT LATERAL FORCE PROCEDURE PER !3#%
3ECTION IS PERMITTED IN !3#% 4ABLE !LTER
NATIVELY A MODAL ANALYSIS PROCEDURE CAN BE USED AND AVOID
ANCE OF THOSE IRREGULARITIES NEED NOT BE ASSUMED ALTHOUGH A
REGULAR STRUCTURE IS PREFERABLE WHERE POSSIBLE
4HE PARAMETERS 3$3 AND 3$ CAN BE USED IN CONJUNCTION
WITH !3#% %QUATIONS THROUGH TO CONSTRUCT A
GENERALIZED SPECTRUM AS IS SHOWN IN !3#% &IGURE 4HE SPECTRUM FOR THIS BUILDING IS SHOWN IN &IGURE n
!S THE BUILDING PERIOD IS LESS THAN 4S IT IS WITHIN THE CONSTANT
ACCELERATION RANGE GOVERNED BY !3#% %QUATION 4HE ASSOCIATED SEISMIC RESPONSE COEFlCIENT #S IS COMPUTED
BASED ON THIS SPECTRUM THE RESPONSE MODIlCATION COEFl
CIENT 2 AND THE IMPORTANCE FACTOR ) &OR BUILDING OCCUPANCY
CATEGORY ) THE IMPORTANCE FACTOR ) IS PER !3#% 4ABLE
6 '6
5,
J
J
&V n
4HE DESIGN BASE SHEAR IS CALCULATED USING !3#% %QUA
TION n
KIPS
KIPS
4HIS BASE SHEAR IS DISTRIBUTED VERTICALLY USING !3#% %QUATIONS AND &X #VX6
nA
Z[ K[ N
&Y[ Q
¤ ZL KL N
nB
L 4HE EXPONENT K IS INTERPOLATED FOR PERIODS BETWEEN AND
SECONDS &OR THIS BUILDING DESIGN K IS 4HE RESULTING
VALUES OF #VX FOR EACH LEVEL ARE SHOWN IN 4ABLE n
4HESE FORCES ARE DISTRIBUTED HORIZONTALLY BASED ON THE
STIFFNESS AND LOCATION OF EACH WALL !N ELASTIC ANALYSIS OF THE
FRAMES IS PERFORMED BOTH TO DETERMINE THIS HORIZONTAL DIS
TRIBUTION AND TO DESIGN THE FRAMES THEMSELVES 4HE ELASTIC
ANALYSIS INCLUDES ACCIDENTAL TORSION AS REQUIRED BY !3#% 3ECTION 4HE DESIGN FORCES FOR EACH 3037 ARE BASED ON THIS HORI
ZONTAL DISTRIBUTION OF FORCES 4ABLE n SHOWS THESE FORCES
&OR PURPOSES OF THIS DESIGN EXAMPLE IT IS ASSUMED THAT
WIND LOADS ARE SMALLER THAN SEISMIC LOADS AND DO NOT AFFECT
THE REQUIRED STRENGTH OF THE 3037
3037 $%3)'.
4HE HIGH SEISMIC DESIGN OF 3037 IS INTENDED TO ENSURE DUC
TILE PERFORMANCE BASED ON TENSION YIELDING OF THE WEB PLATE
4HE DESIGN OF BEAMS AND COLUMNS WHICH ARE REFERRED TO AS
("% AND 6"% RESPECTIVELY IS BASED ON FORCES CORRESPOND
ING TO THE WEB PLATE STRENGTH 4HE WEB PLATE STRENGTH IS SET TO
MEET THE DEMANDS CORRESPONDING TO THE SEISMIC LOAD ANALY
SIS )N THIS DESIGN THE WEB PLATE DEMANDS WERE DETERMINED
IN 3ECTION USING THE EQUIVALENT LATERAL FORCE PROCEDURE
2EDUCED "EAM 3ECTION 2"3 MOMENT CONNECTIONS WILL
BE USED FOR ALL ("% TO 6"% CONNECTIONS &OR SIMPLICITY THE
REDUCED mEXURAL STRENGTH WILL BE SET TO TWO THIRDS OF THE UN
REDUCED BEAM EXPECTED STRENGTH FOR ALL BEAMS AND THE HINGE
LOCATION WILL BE SET AT DB FROM THE COLUMN FACE
0RELIMINARY $ESIGN
&IG n 'ENERALIZED SITE RESPONSE SPECTRUM
&OR PRELIMINARY DESIGN AS THE SIZE OF ("% AND 6"% ARE NOT
KNOWN THE WEB PLATES ARE ASSUMED TO RESIST THE ENTIRE SHEAR
IN THE FRAME !S THE ANGLE OF TENSION STRESS IN THE WEB PLATE IS
DEPENDENT ON THE SECTION PROPERTIES OF THE ("% AND 6"% AS
WELL AS ON THE WEB PLATE THICKNESS AND THE FRAME DIMENSIONS
FOR PRELIMINARY DESIGN AN ANGLE OF TENSION STRESS IS ASSUMED
4YPICAL DESIGNS SHOW THAT THE ANGLE OF TENSION STRESS RANGES
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4ABLE n 6ERTICAL $ISTRIBUTION
&ACTORS AND 3TORY &ORCES
4ABLE n &ORCES AND 3HEARS IN %ACH 3037
6ERTICAL $ISTRIBUTION
&ACTOR
3TORY &ORCE
KIPS
&RAME &ORCE KIPS
&RAME 3HEAR
KIPS
2OOF
2OOF
.INTH &LOOR
.INTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
3IXTH &LOOR
3IXTH &LOOR
&IFTH &LOOR
&IFTH &LOOR
,EVEL
,EVEL
&OURTH &LOOR
&OURTH &LOOR
4HIRD &LOOR
4HIRD &LOOR
3ECOND &LOOR
3ECOND &LOOR
FROM TO MEASURED FROM A VERTICAL LINE 4HE ANGLE
A IS CONSERVATIVELY ASSUMED AS "ASED ON THIS ANGLE THE DESIGN STRENGTH OF WEB PLATES
OF UNIT LENGTH CAN BE CALCULATED USING !)3# %QUATION
F6N &Y TW,CF SINA
n
WHERE ,CF IS THE CLEAR LENGTH OF THE WEB PANEL BETWEEN 6"%
mANGES
"ASED ON THIS EQUATION AND THE ASSUMED ANGLE OF TENSION
STRESS THE DESIGN STRENGTH OF WEB PANELS CAN BE CALCULATED
IN TERMS OF DESIGN SHEAR STRENGTH PER UNIT LENGTH FVN !S
SUMING A VALUE EQUAL TO THE BAY LENGTH FT MINUS IN
THE PLATE DESIGN STRENGTHS IN 4ABLE n CAN BE DETERMINED
WHERE
FVN &Y TW SINA
n
)T SHOULD BE NOTED THAT WEB PLATES THINNER THAN IN ARE
TYPICALLY CONSIDERED MUCH LESS PRACTICAL THAN THICKER PLATES
&ABRICATORS MUST OBTAIN THEM IN ROLLS AND mATTEN THEM FOR USE
IN 3037 .EVERTHELESS IT IS NOT RECOMMENDED TO OVERDESIGN
3037 WEB PLATES AS THE CAPACITY DESIGN REQUIREMENTS OF
!)3# MAY MAKE SUCH DESIGNS IMPRACTICAL
5SING THE DESIGN STRENGTHS FOR VARIOUS PLATE THICKNESSES
IN !34- ! MATERIAL FROM 4ABLE n PRELIMINARY PLATE
THICKNESSES ARE SELECTED AT EACH LEVEL 4HOSE SIZES ARE PRE
SENTED IN 4ABLE n
4HE DESIGN OF 6"% MUST SATISFY BOTH STRENGTH AND STIFF
NESS REQUIREMENTS 4HE IN PLANE mEXURAL STIFFNESS IS REQUIRED
TO ENSURE THAT THE WEB PLATE CAN DEVELOP SUFlCIENT TENSION
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
THROUGHOUT ITS HEIGHT 4HIS REQUIREMENT IS GIVEN IN !)3# 3ECTION G
W K
, F r Z
/
n
WHERE
H THE DISTANCE BETWEEN ("% CENTERLINES
, THE DISTANCE BETWEEN 6"% CENTERLINES
4HE REQUIRED COLUMN STIFFNESS AT EACH LEVEL IS SHOWN IN 4A
BLE &OR PURPOSES OF PRELIMINARY DESIGN THE BEAM DEPTHS
AT ALL LEVELS ARE ASSUMED TO BE IDENTICAL AND THUS THE DISTANCE
H IS EQUAL TO THE mOOR TO mOOR HEIGHT
0RELIMINARY 6"% DESIGN IS BASED ON THESE STIFFNESS RE
QUIREMENTS 3TRENGTH REQUIREMENTS MAY CONTROL BUT THEIR
CALCULATION IS DEPENDENT ON ANALYSIS OF THE FRAME AND COMBI
NATION WITH GRAVITY LOADS
7ITH RIGID BEAM TO COLUMN CONNECTIONS THE DESIGN OF
("% IS LIKEWISE DEPENDENT ON mEXURAL FORCES FROM AN ANALY
SIS OF THE FRAME )T SHOULD BE NOTED HOWEVER THAT mEXURAL
DEMANDS EXIST ON THE ("% WHEN THE WEB PLATE THICKNESS
DIFFERS ABOVE AND BELOW THE BEAM !S THE PRELIMINARY WEB
PLATE THICKNESS MAY BE CHANGED AS THE DESIGN IS RElNED IT
IS NOT NECESSARY TO COMPUTE THOSE DEMANDS AT THIS STAGE
.EVERTHELESS EXCEPT AT THE ROOF THE MAXIMUM DIFFERENCE IN
PLATE THICKNESS CAN BE USED TO ESTIMATE THE DEMANDS &OR A
MAXIMUM DIFFERENCE IN PLATE THICKNESS OF r IN THE LOAD
THAT THE WEB PLATES ARE EXPECTED TO EXERT ON THE ("% CAN BE
ESTIMATED AS
4ABLE n 7EB 0LATE $ESIGN 3TRENGTHS
TW IN
FVN KIPSIN
4ABLE n 0RELIMINARY $ESIGN OF 7EB 0LATES
F6N KIPS
$EMAND
#APACITY
2ATIO
7EB 0LATE
4HICKNESS
TW IN
2EQUIRED
3HEAR
3TRENGTH
6U KIPS
$ESIGN
3HEAR
3TRENGTH
F6N KIPS
.INTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
3IXTH &LOOR
&IFTH &LOOR
&OURTH &LOOR
4HIRD &LOOR
3ECOND &LOOR
&IRST &LOOR
,EVEL
9X
F9Q
F6N IS CALCULATED BASED UPON ,CF FT MINUS IN
WU 2Y &Y TI
TI COSA
n
WHERE
KSI r IN COS
H DISTANCE BETWEEN ("% CENTERLINES
KIPSIN OR KIPSFT
!B CROSS SECTIONAL AREA OF A ("%
2Y IS GIVEN IN !)3# 4ABLE ) &OR PRELIMINARY DESIGN A 7s WILL BE USED AT ALL
LEVELS .OTE THAT THIS UNIFORM LOAD VALUE IS BASED ON THE
ASSUMPTION OF AN ANGLE OF TENSION STRESS OF )N MOST
CASES THE ANGLE WILL BE SIGNIlCANTLY GREATER POTENTIALLY
PERMITTING A REDUCTION IN THIS LOAD ON THE BEAM
&OR THE ROOF BEAM NO COUNTERBALANCING WEB PLATE ABOVE
EXISTS AND THE ENTIRE mEXURAL FORCE FROM THE WEB PLATE MUST
BE RESISTED BY THE BEAM
4HE PRELIMINARY BOUNDARY ELEMENT SECTIONS SELECTED ARE
PRESENTED IN 4ABLE 4HE DETERMINATION OF THE ANGLE OF TENSION STRESS A IS DE
PENDENT ON THE GEOMETRIC PROPORTIONS OF THE FRAME THE SEC
TION PROPERTIES OF THE BOUNDARY ELEMENTS AND THE WEB PLATE
THICKNESS /NCE PRELIMINARY FRAMING MEMBERS ARE SELECTED
A RElNED ESTIMATE OF THE ANGLE OF TENSION STRESS CAN BE MADE
USING !)3# %QUATION WDQ A ¨ WZ K ©©
©ª $E
WZ /
$F
K ·¸
, F / ¸¸¹
n
!C CROSS SECTIONAL AREA OF A 6"%
)C MOMENT OF INERTIA OF A 6"% TAKEN PERPENDICULAR
TO THE DIRECTION OF THE WEB PLATE LINE
, DISTANCE BETWEEN 6"% CENTERLINES
7EB PLATE THICKNESS AND BOUNDARY MEMBER SIZES CAN BE
RElNED IN THIS PRELIMINARY STAGE PRIOR TO A STRUCTURAL ANALYSIS
OF THE FRAME /NE OR TWO ITERATIONS AT THIS STAGE WILL PERMIT
BEGINNING THE ANALYSIS WITH SIZES THAT ARE CLOSER TO OPTIMAL
IN TERMS OF STRENGTH .OTE HOWEVER THAT ITERATION WILL NOT
FACILITATE DESIGNS WHERE DRIFT IS THE GOVERNING CRITERION
"ASED ON THE PRELIMINARY WEB PLATE AND BOUNDARY MEM
BER DESIGNS THE ANGLE OF TENSION STRESS AT EACH LEVEL IS CALCU
LATED 4ABLE PRESENTS THE PRELIMINARY VALUES OF THE ANGLE
OF TENSION STRESS AND THE REVISED WEB PLATE THICKNESS BASED
ON !)3# %QUATION &RAMING MEMBER SIZES ARE SIMILARLY REVISED BASED ON THE
CHANGE IN ANGLE OF TENSION STRESS AND THE CHANGE IN WEB PLATE
THICKNESS 2EVISED FRAMING MEMBER SIZES ARE PRESENTED IN
4ABLE 7HILE SUCH ITERATION CAN BE EASILY PERFORMED IN THE PRE
LIMINARY DESIGN STAGE DESIGNERS SHOULD BEAR IN MIND THAT DE
SIGNS ARE SUBJECT TO MODIlCATION BASED ON FORCES DETERMINED
FROM AN ANALYSIS OF THE FRAME %FFORT IN PERFORMING NUMER
OUS ITERATIONS AT THE PRELIMINARY DESIGN STAGE MAY WELL BE
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4ABLE n 2EQUIRED #OLUMN
-OMENT OF )NERTIA
7EB 0LATE
4HICKNESS
TW IN
,EVEL
.INTH &LOOR
0ANEL
0ROPORTIONS
4ABLE n 0RELIMINARY "OUNDARY
%LEMENT 3ECTIONS
,EVEL
6"%
("%
n
7s
7s
7s
H
IN
,
IN
2EQUIRED
#OLUMN
-OMENT OF
)NERTIA )C IN
%IGHTH &LOOR
7s
7s
7s
7s
2OOF
.INTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
3EVENTH &LOOR
3IXTH &LOOR
7s
7s
3IXTH &LOOR
&IFTH &LOOR
7s
7s
&IFTH &LOOR
&OURTH &LOOR
7s
7s
7s
7s
&OURTH &LOOR
4HIRD &LOOR
4HIRD &LOOR
3ECOND &LOOR
7s
7s
3ECOND &LOOR
&IRST &LOOR
7s
7s
&IRST &LOOR
4ABLE n !NGLE OF 3TRESS AND 2EVISED
7EB 0LATE 4HICKNESS
!NGLE OF
3TRESS A 7EB 0LATE
4HICKNESS TW
IN
.INTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
,EVEL
4ABLE n 2EVISED 0RELIMINARY "OUNDARY
%LEMENT 3ECTIONS
,EVEL
6"%
("%
n
7s
.INTH &LOOR
7s
7s
%IGHTH &LOOR
7s
7s
3EVENTH &LOOR
7s
7s
7s
7s
2OOF
3IXTH &LOOR
3IXTH &LOOR
&IFTH &LOOR
&IFTH &LOOR
7s
7s
&OURTH &LOOR
&OURTH &LOOR
7s
7s
4HIRD &LOOR
4HIRD &LOOR
7s
7s
7s
7s
7s
7s
3ECOND &LOOR
3ECOND &LOOR
&IRST &LOOR
&IRST &LOOR
WASTED 4HE PURPOSE OF RElNING THE DESIGN AT THIS STAGE IS TO
REDUCE THE NUMBER OF ITERATIONS REQUIRED IN THE ANALYSIS STAGE
BY PROVIDING MORE REASONABLE BEGINNING SIZES 4HIS DESIGN
PROCEDURE IS BASED ON THE RELATIVE DIFlCULTY IN REVISING PRE
LIMINARY DESIGNS WHICH CAN BE DONE USING A SIMPLE SPREAD
SHEET AND USING CURRENTLY AVAILABLE STRUCTURAL ANALYSIS SOFT
WARE WHICH REQUIRES ADAPTIVE PROCEDURES DISCUSSED BELOW !NALYSIS
)N ORDER TO COMPLETE THE DESIGN OF THE ("% AND 6"% DESIGN
FORCES ARE REQUIRED )N THE PRELIMINARY DESIGN IT WAS ASSUMED
THAT THE ENTIRE STORY SHEAR TRIBUTARY TO THE FRAME WAS RESISTED
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
BY THE WEB PLATE #LEARLY 6"% WITH THE mEXURAL PROPERTIES
REQUIRED WILL PARTICIPATE IN THE RESISTANCE OF THE STORY SHEAR
!T THIS POINT IT IS CONVENIENT TO PERFORM AN ANALYSIS TO
DETERMINE THE PORTION OF FRAME SHEAR THAT IS RESISTED BY THE
WEB PLATE 2EDUCTION IN THE REQUIRED STRENGTH OF THE WEB
PLATES COULD PERMIT REDUCTION IN WEB PLATE THICKNESS WHICH
IN TURN REDUCES THE STRENGTH AND STIFFNESS REQUIREMENTS ON
THE BOUNDARY ELEMENTS #HANGES IN THE BOUNDARY ELEMENTS
REQUIRE REANALYSIS TO CONlRM OR MODIFY THE DISTRIBUTION OF
FRAME SHEAR BETWEEN THE WEB PLATE AND THE 6"% AS WELL AS
RECALCULATION OF THE ANGLE OF STRESS IN THE WEB PLATE !)3# %QUATION AS IS DISCUSSED BELOW
4ABLE n &INAL "OUNDARY %LEMENT 3ECTIONS AND 7EB 0LATES
,EVEL
2OOF
7EB 0LATE
4HICKNESS
TW IN
6"%
("%
n
n
0ANEL 0ROPORTIONS
H IN
HC IN
, IN
,CF IN
7s
n
n
n
n
.INTH &LOOR
7s
7s
%IGHTH &LOOR
7s
7s
3EVENTH &LOOR
7s
7s
3IXTH &LOOR
7s
7s
&IFTH &LOOR
7s
7s
&OURTH &LOOR
7s
7s
4HIRD &LOOR
7s
7s
3ECOND &LOOR
7s
7s
&IRST &LOOR
7s
7s
4HE USE OF A COMPUTER MODEL THUS PERMITS THE ITERATION
THAT IS NECESSARY TO OPTIMIZE THE DESIGN OF 3037 &OR THIS
DESIGN EXAMPLE THE ANALYSIS WAS PERFORMED USING AN ORTHO
TROPIC MEMBRANE ELEMENT IN A MESH BETWEEN THE BOUNDARY
ELEMENTS 4HE MEMBRANE ELEMENT IS CONlGURED TO REPRESENT
THE THIN PLATE BY ROTATING ITS LOCAL AXES TO ALIGN WITH THE ES
TIMATED ANGLE OF TENSION STRESS IN THE PLATE AND REDUCING ITS
COMPRESSION STIFFNESS TO A NEGLIGIBLE VALUE AS EXPLAINED
IN 3ECTION 4HIS METHOD OF MODELING GIVES RESULTS THAT
REASONABLY MATCH THE BEHAVIOR OF 3037 IN TESTING AS WELL
AS THE RESULTS OF THE MORE CONVENTIONAL STRIP MODEL METH
OD 4HIS METHOD IS MORE EASILY IMPLEMENTED WITH CURRENTLY
AVAILABLE ANALYSIS SOFTWARE COMPARISON OF THE METHODS IS
PRESENTED IN #HAPTER 4HE ORTHOTROPIC MODEL OF A 3037 IS SHOWN IN &IGURE n
4HIS MODEL IS ANALYZED WITH THE FORCES ACTING ON THE FRAME
%ACH ITERATION OF ANALYSIS WAS USED TO UPDATE A SPREAD
SHEET WHICH WAS USED FOR THE FOLLOWING CALCULATIONS
#HECK WEB PLATE STRENGTH VERSUS PORTION OF LOAD IN THE
PLATE DETERMINED BY ANALYSIS RESIZING WOULD BE DONE FOR
STRENGTH GOVERNED DESIGNS #HECK ("% STRENGTH VERSUS mEXURAL FORCES FROM GRAVITY
LOADS WEB PLATE YIELDING AND AXIAL FORCES FROM 6"%
DUE TO WEB PLATE YIELDING #HECK 6"% STRENGTH VERSUS FORCES FROM GRAVITY WEB
PLATE YIELDING AND FORCES FROM ("% DUE TO GRAVITY LOADS
WEB PLATE YIELDING AND PLASTIC HINGE FORMATION &IG n /RTHOTROPIC MODEL OF 3037
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4ABLE n !NGLES OF
4ENSION 3TRESS A
4ABLE n 0ERCENTAGE OF 3TORY 3HEAR
2ESISTED BY 7EB 0LATE
0ERCENTAGE OF 3TORY 3HEAR
2ESISTED BY 7EB 0LATE
,EVEL
A
,EVEL
.INTH &LOOR
.INTH &LOOR
%IGHTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
3EVENTH &LOOR
3IXTH &LOOR
3IXTH &LOOR
&IFTH &LOOR
&IFTH &LOOR
&OURTH &LOOR
&OURTH &LOOR
4HIRD &LOOR
4HIRD &LOOR
3ECOND &LOOR
3ECOND &LOOR
&IRST &LOOR
&IRST &LOOR
2ECALCULATE THE ANGLE A BASED ON CHANGES IN WEB PLATE
("% OR 6"% SIZE
4HE ANALYSIS INDICATES THIS FRAME IS GOVERNED BY DRIFT
LIMITS FOR MOST OF THE FRAME )N CALCULATING THE DRIFT THE
FORCES SHOULD BE DETERMINED USING THE BUILDING PERIOD ESTAB
LISHED BY ANALYSIS RATHER THAN THE APPROXIMATE PERIOD 4HE
STRENGTH OF THE WEB PLATES CAN BE CHECKED USING THIS CALCU
LATED PERIOD OR A COEFlCIENT MULTIPLIED BY THE APPROXIMATE
PERIOD WHICHEVER IS LESS SEE !3#% 3ECTION 4HE
SIZES SHOWN IN 4ABLE n ARE SATISFACTORY FOR BOTH DRIFT AND
STRENGTH REQUIREMENTS
4HESE MEMBER SIZES WERE USED TO CALCULATE ANGLES OF TEN
SION STRESS A AT EACH LEVEL USING %QUATION n !)3# %QUATION 4HE ANGLE OF STRESS IS USED BOTH FOR CON
STRUCTING THE MODEL AND FOR THE CAPACITY DESIGN CALCULATIONS
THAT FOLLOW 4HESE ANGLES ARE SHOWN IN 4ABLE 4HE ANALYSIS INDICATES THAT A PORTION OF THE SHEAR IS RESISTED
BY THE COLUMNS 4ABLE SHOWS THE PERCENTAGE OF SHEAR IN
THE WEB PLATE AT EACH STORY 4HIS DISTRIBUTION OF SHEAR WILL BE
CONSIDERED IN THE DESIGN OF BOTH THE WEB PLATE AND THE 6"%
! SECOND ORDER ANALYSIS HAS BEEN PERFORMED INCLUDING
0 $ EFFECTS BUT NOT 0 D EFFECTS 4O ACCOUNT FOR 0 D EFFECTS
" WILL BE APPLIED IN THE CALCULATIONS THAT FOLLOW WHEN AP
PROPRIATE
$ESIGN OF ("%
4HE DESIGN OF THE 7s ("% AT THE NINTH mOOR WILL BE
ILLUSTRATED
("% IN 3037 ARE SUBJECTED TO SIGNIlCANT AXIAL FORCES DUE
TO THE EFFECTS OF WEB PLATE TENSION ON THE 6"% AS DISCUSSED
IN #HAPTER 4HEY ARE ALSO SUBJECT TO mEXURAL FORCES WHERE
WEB PLATES ARE OF DIFFERENT THICKNESS ABOVE AND BELOW THE
("% OR ARE NOT PRESENT AT ALL ON ONE SIDE SUCH AS AT THE TOP
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
STORY !DDITIONALLY SHEAR AND MOMENTS FROM THE DEFORMA
TION OF THE FRAME MUST BE RESISTED AS WELL AS ANY GRAVITY
LOADING
4HE FORCES FROM WEB PLATE TENSION CAN BE CALCULATED OUT
SIDE OF AN ANALYSIS USING CAPACITY DESIGN METHODS AS DIS
CUSSED IN #HAPTER 4HE AXIAL FORCE CAN BE COMPUTED FROM
THE HORIZONTAL ANCHORAGE FORCES ON THE 6"% ABOVE AND BE
LOW THE ("% AND mEXURAL FORCES FROM WEB PLATE YIELDING CAN
BE COMPUTED FROM THE LOADING DElNED IN %QUATION n
0X ZX /K
¥/ G
G ´
3X ¦¦¦ F E µµµ
§ ¶
WU 2Y&Y;T COS A
n
T COSA =
n
KSI ; IN COS
IN COS
KIPSIN
&OR THE 7s ("% AND 7s 6"%
,H , n SH , n ; DC
DB =
IN n ; IN
IN =
n
IN
&ROM TWO SECONDARY BEAMS SUPPORTED AT THE THIRD POINTS
0U KIPS
NLSVLQ LQ ¥ LQ LQ LQ ´µ
NLSV ¦¦¦
µ
§ µ¶
NLSLQ
0X n
4HE AXIAL FORCE IN THE ("% IS
1)#& 1)#& 7#& p 1)#& XFC
3+%( 9%( ¤
3INCE " 0 D EFFECTS INCREASE THE MOMENTS ABOVE
THOSE CALCULATED PREVIOUSLY 4HEREFORE
n
5\ )\ VLQ A WZ KF
n
NVL
¨VLQ B LQ LQ ·
¸
s ©©
¸
B
©ª VLQ LQ LQ ¸¹
NLSV
0R 0U KIPS
-R "-NT
"-LT z "-U
KIP IN
5\ )\ ¨©WL VLQ A L WL VLQ A L · /FI n
¹̧
ª
NVL LQ
¨ LQ VLQ s B ·
¸
s ©©
¸
B
©ª LQ VLQ s ¸¹
NLSV
3+%( ZHE KIP IN
4HE SHEAR IN THE ("% IS
9X NLSV NLSV
/N THE RIGHT SIDE ADJACENT TO THE 6"% IN COMPRESSION THE
CONNECTION FORCE IS
3X NLSV NLSV NLSV
"OTH FORCES ARE COMPRESSIVE THUS 0U KIPS IS MORE CRITI
CAL "ASED ON THIS FORCE THE MOMENT MAGNIlCATION FACTOR "
IS CALCULATED FOR THE 7s ("% AS
$N
# 1
V
1F
$N ,- JO JO
1F P &*
,-
/K
3X
ZJ
ZX
/FI
n
4HE PROBABLE BEAM mEXURAL STRENGTH -PR UPON WHICH THE
SHEAR 6U IS BASED IS THE STRENGTH OF THE REDUCED BEAM SECTION
AMPLIlED BY THE MATERIAL OVERSTRENGTH FACTOR 2Y AND A FACTOR
TO ACCOUNT FOR STRAIN HARDENING 4HE REDUCED BEAM SEC
TION IS HERE ASSUMED TO HAVE TWO THIRDS THE PLASTIC SECTION
MODULUS OF THE 7s ("%
0 SU 5\ )\ = 5%6
n
5\ )\ 4= [ .O ADDITIONAL AXIAL FORCE IS TRANSMITTED THROUGH THE ("%
4HIS FORCE CAN BE DIVIDED EQUALLY ON EITHER SIDE OF THE ("%
SO HALF OF 0("%WEB WILL BE USED IN DESIGN /N THE LEFT SIDE
ADJACENT TO THE 6"% IN TENSION THE CONNECTION FORCE IS
3X NLSV
0 SU
NVL 4 LQ
NLSLQ
WHERE
:2"3 THE PLASTIC SECTION MODULUS OF THE REDUCED BEAM
SECTION
!S DISCUSSED IN #HAPTER AXIAL FORCES PRESENT IN THE ("%
AT THE CONNECTIONS MAY BE USED TO CALCULATE A REDUCED mEX
URAL STRENGTH AT THE PLASTIC HINGE AND THUS A REDUCED VALUE
OF 6U 0Y &Y !G
KSI IN
KIPS
!T THE LEFT SIDE
0U 0Y KIPS KIPS 0U 0Y P LTJ JO
JO
LJQT
r # ¥ LJQT ´µ
¦
¦
µ
¦§ LJQT µ¶
r VTF
¨ 3
·
5\ )\ = 5%6 ©© X +%( ¸¸
3\ ¸
©ª
¹
NLSLQ
0 SU !T THE RIGHT SIDE
0U 0Y KIPS KIPS 0U 0Y $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4HE REQUIRED STRENGTH OF THE LATERAL BRACE IS PERCENT OF
THE mANGE STRENGTH
¨
´·
¥3
0 SU 5\ )\ = 5%6 ©© ¦¦ X +%( µµµ¸¸
©ª ¦¦§ 3\ µ¶¸¹
NLSLQ
0BR #ONTINUING WITH THE CALCULATION OF 6U THERE IS NO DISTRIB
UTED GRAVITY LOADING ON THE BEAM
WG KIPSIN
KIPS
¨© 0 U &G ·¸
F ©ª /E KR ¸¹
n
F -R 2Y &Y :X
KSI IN
(
)\
E
W I
3
&D X
FE 3\
KIP IN
n
#D HO D
n
(
< &D > )\
¨© NLSV ·¸
©ª LQ LQ ¸¹
n
NLSVLQ
n
n
4HE LATERAL BRACING ELEMENTS THE SECONDARY BEAMS FRAM
ING INTO THE ("% AT THE THIRD POINTS ARE DESIGNED TO RESIST
THE CALCULATED FORCE AND PROVIDE THE REQUIRED STIFFNESS 4HE
DESIGN OF THESE ELEMENTS IS NOT SHOWN HERE
#HECK 3HEAR 3TRENGTH
HTW 4HE 7s MEETS THE APPLICABLE SEISMIC COMPACTNESS RE
QUIREMENTS
#HECK ,ATERAL "RACING
,B b RY%&Y
n
IN n IN
BEU K
(
b < &D > IRU&D WZ
)\
TF
IN
KIPS KIPS
WHERE
#HECK #OMPACTNESS
b KSI IN IN
BEU .OTE THAT NEGLECTING THE AXIAL FORCE IN THE ("% WOULD HAVE
RESULTED IN A CALCULATED 6U OF KIPS
W I
n
4HE REQUIRED STIFFNESS OF LATERAL BRACING IS DETERMINED
FROM %QUATION !n NLSLQ NLSLQ
9X LQ
NLSV
NLSVLQ LQ NLSV
EI
&Y BF TF
I
&
b UX
'Z
F W n
RY %&Y IN KSI KSI
IN
,B IN IN OK
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
FV6N FV&Y !W
KSI IN IN
KIPS
F6N 6U KIPS OK
n
#HECK #OMBINED #OMPRESSION AND &LEXURE
#HECK -OMENT OF )NERTIA
+, RX IN IN 4HE REQUIRED MOMENT OF INERTIA IS
+, RY IN IN , +%( r -INOR AXIS BUCKLING CONTROLS
)H P (
n
¨ ./ · ©
¸
©ª U ¸¹
IN
IN IN IN
)X IN IN OK
#HECK 7EB 4HICKNESS
NVL )\ NVL
WZ +%( r
5SE !)3# %QUATION %n
)\ ·
¨
©
¸
)FU ª© )H ¸¹ )\
n
FC0N FC&CR !G
n
KIPS
0C FC0N KIPS
0R 0C KIPS KIPS &OR THE mEXURAL STRENGTH THE LIMITING UNBRACED LENGTH IS
TAKEN FROM !)3# -ANUAL 4ABLE n
,P FT IN
,B IN
3INCE ,B ,P LATERAL TORSIONAL BUCKLING DOES NOT CONTROL
4HE mEXURAL STRENGTH IS
n
KSI IN
KIP IN
-R -C KIP IN KIP IN
!S 0R 0C USE %QUATION ( A
¥¦ 0 U ´µ
µ RN
¦
¦§ 0 F µµ¶
)\ +%(
n
r IN KSI KSI
TW IN IN OK
KSI IN
-C FB-N FB&Y :X
WZ 5\ )\
r IN
NVL ·
¨
©ª NVL ¸¹ NVL
NVL
3U
3F
n
IN
P NVL
$WZ /
K
n
$ESIGN OF 6"%
4HE DESIGN OF THE 7s 6"% AT THE EIGHTH mOOR WILL BE
ILLUSTRATED
6"% IN 3037 ARE SUBJECT TO HIGH AXIAL FORCES DUE TO OVER
TURNING FROM LEVELS ABOVE 4HESE AXIAL FORCES ARE CONCURRENT
WITH SIGNIlCANT mEXURAL DEMANDS FROM TWO SOURCES 4HE lRST
SOURCE IS THE DEFORMATION OF THE RIGID FRAME OF WHICH THE
6"% COLUMNS FORM A PART 6"% AND ("% IN 3037 ARE
REQUIRED TO FORM RIGID FRAMES 4HE SECOND SOURCE IS THE TEN
SION STRESS IN THE WEB PLATE WHICH EXERTS AN INWARD FORCE ON
THE 6"% 4HIS FORCE ACTS ON THE COLUMN IN COMPRESSION IN
THE DIRECTION OPPOSITE OF THE FRAME SHEAR AND ON THE COLUMN
IN TENSION IN THE DIRECTION OF THE FRAME SHEAR "OTH OF THESE
SOURCES OF mEXURAL FORCES ARE REPRESENTED IN THE ANALYTICAL
MODEL
6"% IN 3037 MUST BE DESIGNED TO RESIST FORCES
CORRESPONDING TO THE EXPECTED YIELD STRENGTH OF THE WALL
4HE ANALYSIS OF THE WALL IS BASED ON LOADS CORRESPONDING
TO THE BASE SHEAR NOT THE STRENGTH OF WEB PLATE PROVIDED
!CCORDINGLY THE MEMBER FORCES FROM THE ANALYSIS MUST BE
INCREASED TO A LEVEL CORRESPONDING TO THE WEB PLATE STRENGTH
FOR 3037
#HAPTER PROVIDES METHODS FOR CALCULATING THE ESTIMATED
FORCES WHICH ARE SUBSTANTIALLY HIGHER THAN THE FORCES COR
RESPONDING TO THE DESIGN BASE SHEAR &OR THIS EXAMPLE THE
CAPACITY DESIGN METHOD WILL BE USED TO DETERMINE THE AXIAL
FORCES IN THE 6"%
4HE AXIAL COMPRESSION FORCE IN THE 6"% INCLUDES THE EF
FECTS OF THE WEB PLATE AT THE EIGHTH AND NINTH mOORS AND THE
SHEAR 6U FROM THE ("% AT THE NINTH mOOR AND THE ROOF 4HE
RESULTING COMPRESSIVE FORCE IS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 (P ¤ 5\ )\ VLQ A WZ K ¤ 9X
n
4HE SUM OF SEISMIC SHEARS 36U SHOULD INCLUDE ALL OF THE
BEAMS ABOVE 4HE SEISMIC SHEAR IN THE ("% IS
0 SU ZX
n
9X /FI
/K
)N THE CASE OF THE ADJOINING RIGIDLY CONNECTED BEAMS OUT
SIDE THE 3037 BAY THEIR UPWARD FORCE DUE TO FRAME BEHAVIOR
CAN BE TAKEN AS
n
6U -PR ,H
"ASED ON THIS FORCE THE MOMENT MAGNIlCATION FACTOR " IS
CALCULATED FOR THE 7s 6"% AS
&P
r ¥ 3X ´µ
¦
¦ µµ
¦§ 3( µ¶
% #M n
./ LQ
LQ
n
P (,
3H ./
ASSUMING RIGID CONNECTIONS AT EACH END OF THE BEAM 4HUS
THE COMPRESSIVE FORCE IS
(P ¤ 5 \ )\ VLQ A WZ KF ¨ 0 SU +%( Z
·
X
¤ ©©
/FI ¸¸
/K
©ª
¸¹
¨ 0 SU $GM ·
¸
¤ ©©
¸
©ª /K
¸¹
3
-PR !DJ THE EXPECTED FLEXURAL STRENGTH OF THE ADJOINING
BEAMS
&OR SIMPLICITY THE SEISMIC SHEARS ADJUSTED FOR THE AXIAL FORCE
PRESENT IN THE COMPRESSION CASE WILL BE GIVEN AS FOLLOWS
36U KIPS
KIPS n KIPS n KIPS
KIPS
4HESE ARE FOR THE NINTH mOOR BEAM ROOF BEAM AND ADJOINING
BEAMS RESPECTIVELY 4HE DETERMINATION OF SUCH VALUES WAS
PREVIOUSLY ILLUSTRATED FOR THE NINTH mOOR ("% FOR WHICH 6U KIPS IN THE ABOVE CALCULATION )N THE TENSION CASE
36U n KIPS n KIPS n KIPS n KIPS
n KIPS
4HE RESULTING COMPRESSIVE FORCE IS
NVL
¨VLQ s B LQ LQ ·
¸
s ©©
¸
B
©ª VLQ s LQ LQ ¸¹
NLSV
NLSVV
(P 7ITH THE ADDITIONAL KIPS OF GRAVITY LOAD AND THE CON
TRIBUTION OF 3$3$ THE TOTAL AXIAL FORCE 0U KIPS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
P NVL LQ
LQ
n
WHERE
n
n
NLSV
r ¥ NLSV ´µ
¦
¦
µ
¦§ NLSV µ¶
% n
r XVH
4HE AXIAL TENSION FORCE IS CALCULATED BASED ON THE EXPECTED
STRENGTH OF THE BEAMS AND WEB PLATES
(P ¤ 5 \ )\ VLQ A WZ KF
0 SU
Z
¤
¤ X /FI
/K
n
NVL
¨VLQ s B LQ LQ ·
¸
s ©©
¸
B
©ª VLQ s LQ LQ ¸¹
NLSV
SV
NLS
(P .EXT 6"% mEXURAL FORCES SHEAR AND MOMENT MUST BE
CALCULATED 4HE MOST ACCURATE METHOD OF ESTABLISHING 6"%
mEXURAL FORCES OUTSIDE A NONLINEAR ANALYSIS IS TO MODEL THE
6"% AS A CONTINUOUS MEMBER ON MULTIPLE SUPPORTS 4HIS
METHOD IS ILLUSTRATED IN #HAPTER )N THIS DESIGN EXAMPLE
THE mEXURAL FORCES WILL BE ESTIMATED STORY BY STORY ASSUMING
lXED ENDS FOR THE 6"% 4HE CONTRIBUTIONS OF WEB PLATE TEN
SION AND ("% PLASTIC HINGING WILL BE ESTIMATED SEPARATELY
AND COMBINED
4HE mEXURE FROM WEB TENSION AT THE CONNECTION IS
¥ K ´µ
0 9%( ZHE 5\ )\ VLQ A WZ ¦¦¦ F µµµ
§ ¶
NVL VLQ B LQ s LQ NLSLQ
n
4HE MOMENT FROM ("% PLASTIC HINGING IS CALCULATED BASED
ON THE mEXURAL STRENGTH OF THE ADJOINING BEAMS REDUCED DUE
TO THE AXIAL FORCE PRESENT 4HE MOMENT IN THE 6"% SEGMENT
AT THE CONNECTION FROM ("% PLASTIC HINGING IS ONE HALF THE
mEXURAL STRENGTH OF THE TWO BEAMS AT THE CONNECTION THE
("% AND THE ADJOINING BEAM WHICH IS RIGIDLY CONNECTED IN
THIS DESIGN 4HE STAIN HARDENING FACTOR OF AND THE MATE
RIAL OVERSTRENGTH FACTOR OF WILL NOT BE USED HERE THEY WILL
BE USED IN A SIMILAR CHECK FOR STRONG COLUMNWEAK BEAM
IN WHICH THE RESISTANCE FACTOR IS NOT USED
4HE CONDITION AT THE 6"% IN COMPRESSION IS EVALUATED
HERE AS IT WILL CONTROL THE DESIGN
¤ 0 SE
n
-PB -PR 2Y
n
0 9%( +%( 6USH
LQ >
4HE ADJOINING BEAM A 7s IN A FT BAY DOES NOT
HAVE A WEB PLATE AND THUS ITS SHEAR IS MUCH LOWER )TS mEX
URAL STRENGTH IS REDUCED ONLY BY THE COLLECTOR FORCE NOT BY
THE INWARD 6"% REACTION DUE TO WEB PLATE TENSION
3+%( ZHE
NLSV NLSV
3X 0U 0Y ¨
´·
¥3
0 SU 5\ )\ = ©© ¦¦ X +%( µµµ¸¸
©ª ¦¦§ 3\ µ¶¸¹
NNLSLQ
NLSLQ
NLSV < LQ
LQ >
NLSLQ
¤ 0 SE
NLSLQ NLSLQ
NNLSLQ
0 9%( +%( KIP IN
)N THE MIDDLE OF THE 6"% THE mEXURAL FORCES FROM THE ("%
PLASTIC HINGING ARE MUCH LOWER THAN AT THE CONNECTION !S
THESE FORCES DOMINATE OVER THE mEXURAL FORCES DUE TO WEB
PLATE TENSION THE CONDITION AT MIDDLE OF THE 6"% WILL NOT BE
EXPLICITLY EVALUATED
3INCE " 0 D EFFECTS INCREASE THE MOMENTS ABOVE
THOSE CALCULATED PREVIOUSLY 4HEREFORE
0R 0U KIPS
"-LT z "-U
KIP IN
4HE SHEAR IN THE 6"% IS THE SUM OF THE EFFECT OF WEB TEN
SION AND THE PORTION OF SHEAR NOT RESISTED BY THE WEB PLATE
5\ )\ VLQ A WZ KF
NVL
sVLQ B LQ LQ
NLSV
n
4HE SHEAR DUE TO ("% HINGING CAN BE APPROXIMATED AS
0U 0Y KIPS KIPS KIP IN
99%( ZHE NLSLQ
0 SE n
KIP IN
NLSLQ
0 SE NLSV < LQ
-6"%("%
KIP IN
-R "-NT
&ROM THE 7s
-U -6"%WEB
¥ 0 SF ´µ
µµ
99%( +%( ¤ ¦¦¦
¦§ KF µ¶
NLSLQ NLSSLQ
LQ
NLSV
4HE ANALYSIS SHOWS THAT THE PERCENT OF THE SHEAR IS IN
THE WEB PLATE SEE 4ABLE n AND PERCENT IN THE ADJA
CENT BAYS MODELED )T IS ASSUMED THAT THE REMAINING SHEAR IS
SHARED EQUALLY BY THE TWO 6"%
NLSV
r NLSV
99%( +%( r
4HE TOTAL SHEAR IS
6U 66"%("%
66"%WEB
KIPS
KIPS
n
KIPS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 #HECK #OMPACTNESS
EI
W I
5SE %QUATION %n
n
(
)\
b E W I &D 3X
FE 3\
n
)\ ·
¨
©
¸
)FU ©ª )H ¸¹ )\
NVL ·
¨
©ª NVL ¸¹ NVL
NVL
FC0N FC&CR !G
NLSV NVL LQ
n
n
KSI IN
KIPS
K
(
b < &D > IRU&D WZ
)\
n
0C FC0N KIPS
0R 0C KIPS KIPS (
< &D > )\
&OR THE mEXURAL STRENGTH THE LIMITING UNBRACED LENGTH IS
TAKEN FROM !)3# -ANUAL 4ABLE n
K WZ 4HE 7s MEETS THE APPLICABLE SEISMIC COMPACTNESS
REQUIREMENTS
I
&
b UX
'Z
FB&Y :X
FV6N FV &Y !W
n
KSI IN IN
-R -C KIP IN KIP IN
FV6N 6U KIPS OK
!S 0U F0N USE %QUATION ( A
#HECK #OMBINED #OMPRESSION AND &LEXURE
"Y INSPECTION THE COMPRESSION STRENGTH IS GOVERNED BY
MINOR AXIS BUCKLING
+,RY IN IN P (
3X
F3Q
0 X
RN
F0 Q
#HECK #OMBINED 4ENSION AND &LEXURE
n
P NVL
KSI IN
KIP IN
KIPS
n
-C FB-N
F W ¨ ./ ·
©
¸
©ª U ¸¹
,B IN
3INCE ,B ,P LATERAL TORSIONAL BUCKLING DOES NOT CONTROL
4HE mEXURAL STRENGTH IS
#HECK 3HEAR 3TRENGTH
)H ,P FT IN
NVL )\ $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
"Y INSPECTION TENSION WILL NOT CONTROL THE DESIGN OVER COM
PRESSION 7HEN TENSION AND mEXURE DOES CONTROL SEE !)3#
3PECIlCATION 3ECTION (
#ONNECTION OF 7EB 0LATE TO "OUNDARY %LEMENTS
!)3# REQUIRES THAT SUCH CONNECTIONS BE DESIGNED FOR THE
EXPECTED STRENGTH OF THE PLATE !S DISCUSSED IN #HAPTER THESE FORCES ARE DEPENDENT ON THE ANGLE OF TENSION STRESS A
4HE STRENGTH OF lLLET WELDS IS ALSO DEPENDENT ON THIS ANGLE
4ABLE n 2EQUIRED &ILLET 7ELD 3IZE FOR 3037
7EB 0LATE
4HICKNESS
TW IN
!NGLE OF 3TRESS
A
.INTH &LOOR
%IGHTH &LOOR
3EVENTH &LOOR
,EVEL
7ED 3IZE AT ("% IN
7ELD 3IZE AT 6"% IN
4OTAL
4WO 7ELDS %ACH
4OTAL
4WO 7ELDS %ACH
EQUAL TO TW
EQUAL TO TW
EQUAL TO TW
EQUAL TO TW
EQUAL TO TW
EQUAL TO TW
3IXTH &LOOR
&IFTH &LOOR
&OURTH &LOOR
4HIRD &LOOR
s
s
3ECOND &LOOR
s
s
&IRST &LOOR
s
s
&OR lLLET WELDED CONNECTIONS THE REQUIRED TOTAL WELD SIZE
AT THE ("% CAN BE EXPRESSED AS
Z +%( 5\ )\ FRV A WZ F )(;; ¨© FRV A ·
¹̧
ª
n
EQUAL OR EXCEED THE TOTAL REQUIRED WELD SIZE CALCULATED ABOVE
4ABLE n SHOWS THE TOTAL REQUIRED lLLET WELD SIZE AT EACH
LEVEL FOR &Y KSI AND &%88 KSI AS WELL AS THE SIZE OF
EACH WELD FOR THE TWO PARALLEL WELDS
&IGURE n SHOWS A CONNECTION DETAIL FOR THE IN WEB
PLATE TO THE 6"% AT THE lRST mOOR )N THIS CASE TWO s IN
WELDS ARE USED
4HE REQUIRED TOTAL WELD SIZE AT THE 6"% IS
#ONNECTION OF ("% TO 6"%
5\ )\ VLQ A WZ Z 9%( F )(;; ¨© VLQ A ·
¹̧
ª
n
4HESE WELD SIZES ARE THE TOTAL REQUIRED )N THIS CASE TWO
PARALLEL WELDS ARE USED TO RESIST THE WEB PLATE TENSION AS
SHOWN IN &IGURE n AND THE OVERLAP OF THE WEB PLATE AND
lSH PLATE IS SMALL 4HUS THE TWO WELDS ARE ASSUMED TO SHARE
THE FORCE EQUALLY AND THE SUM OF THE TWO WELD SIZES MUST
4HE CONNECTION OF THE 7s ("% TO THE 7s 6"%
AT THE NINTH mOOR WILL BE DESIGNED 4HE CONNECTION IS AN 2"3
MOMENT CONNECTION AS DESCRIBED IN !)3# 4HIS CON
NECTION UTILIZES COMPLETE JOINT PENETRATION GROOVE WELDS TO
CONNECT THE BEAM mANGES AND WEB TO THE COLUMN mANGE )T
THUS SATISlES THE mEXURAL STRENGTH AND DETAILING REQUIREMENT
OF !)3# 3ECTION B
#HECK 3TRONG #OLUMN7EAK "EAM
!S DISCUSSED IN #HAPTER THE STRONG COLUMNWEAK BEAM
CHECK IS PERFORMED CONSIDERING BOTH 6"% EACH END OF THE
("% AND THE ADJOINING BEAMS OUTSIDE THE 3037
3-PC
r 3-PB
-PB
-PR
n
n
6USH
&ROM THE 7s AT THE 6"% IN COMPRESSION
-PB
KIP IN
KIPS ; IN
IN =
KIP IN
&IG n #ONNECTION OF  IN WEB PLATE TO 6"%
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 &ROM THE 7s AT THE 6"% IN TENSION
-PB
4HE REQUIRED PANEL ZONE SHEAR STRENGTH IS
KIP IN
¨
KIPS ; IN
IN =
5X KIP IN
KIP IN
3-PB
KIP IN
KIP IN
KIP IN
KIP IN
4HE 6"% mEXURAL STRENGTH IS REDUCED CONSIDERING THE AXI
AL FORCE 4HIS AXIAL FORCE IS CALCULATED BASED ON THE EXPECTED
STRENGTH OF THE WEB PLATE AND BEAM ABOVE &OR THE 6"% IN
COMPRESSION
3-PC#
&Y
0U !G :X
KSI n KIPS IN IN
n
G]
¨ NLSLQ NLSLQ·
©
¸
¸
5X ©© NLSV LQ ¸
©
¸
©ª NLSV LQ
¸¹
< LQ s LQ >
NLSV
&OR THE ADJOINING 7s BEAM
-PB
¥ G ´·
9 S ¦¦¦ E µµµ¸
§ ¶¸¹
¤ ©©ª 0 SE
n
4HIS SHEAR MAY BE REDUCED CONSIDERING THE SHEAR IN THE
6"% CORRESPONDING TO ("% HINGING 4HIS SHEAR IS AT LEAST
99%( +%( s NLSV NLSV
5X NLSV NLSV NLSV
4HIS FORCE NEED NOT EXCEED THE EXPECTED STRENGTH OF THE
CONNECTED mANGES A 7s AND A 7s KIP IN
5X b ¤ 5\ )\ E IE W I E
&OR THE 6"% IN TENSION
3-PC4
&Y
NVL LQ LQ
0U !G :
KSI n KIPS IN IN
n
KIP IN
3-PC
KIP IN
3-PC
3-PB
KIP IN KIP IN
OK
.OTE THAT THE CHECK WOULD NOT WORK AT THE 6"% IN COM
PRESSION IF EACH 6"% WERE CONSIDERED SEPARATELY
0ANEL :ONE #HECK
4HE MINIMUM WEB THICKNESS IS
Wr
G]
n
Z]
¨ LQ s LQ ·
¸ ©©
¸
s
LQ
LQ
¸¹
ª©
LQ
WZF LQRN
n
NVL LQ LQ
NLSV
4HUS 2U KIPS
4HE PANEL ZONE SHEAR STRENGTH CHECK IS PERFORMED NEGLECT
ING THE AXIAL FORCE DUE TO WEB PLATE YIELDING IN THE BEAM
¨
EFI WFI ·¸
F5Q s )\F G F WZF ©©
¸
GE G F WZ ¸
©ª
¹
¨ NVL LQ LQ ·
©
¸
¸
©©
LQ LQ ¸
s
©
¸
Q
LQ
LQ
L
©ª
¸¹
NLSV
F5Q 5X RN
#HECK &LANGE ,OCAL "ENDING
4HE REQUIRED STRENGTH CAN BE CALCULATED EITHER BY COMPUTING
THE MOMENT AT THE COLUMN FACE OR SIMPLY BY USING TIMES
THE EXPECTED STRENGTH OF THE BEAM mANGE 4HE STRENGTH OF THE
mANGE IS THE LOWER OF THE TWO
2U b 2Y&YBFB TFB
KSI IN IN
KIPS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
n
n
F2N FTF&Y
n
IN n IN IN IN ! OK
IN KSI
6"% 3PLICES AND "ASE #ONNECTION
KIPS
4HE 6"% IS SPLICED AT THE FOURTH AND SIXTH mOORS 4HE SEISMIC
TENSION FORCES ON THESE SPLICES AND ON THE ANCHORAGE AT THE
BASE PLATE IS CALCULATED USING CAPACITY DESIGN PROCEDURES
AS DISCUSSED IN #HAPTER F2N 2U OK
#HECK 7EB 9IELDING
F5Q F N
1 WZ )\
n
¨ LQ ·
¸ LQ NVL
©
© LQ¸
ª
¹
NLSV
F5Q 5X RN
#HECK 7EB #RIPPLING
¨
¥ 1 ´¥ W ´ · ()\ W I
n
F5Q FWZ ©© ¦¦¦ µµµ¦¦ Z µµµ ¸¸
§ G ¶¦¦§ W I µ¶ ¸
WZ
©ª
¹
¨
¥ LQ ´µ¥ LQ ´µ ·¸
LQ ©© ¦¦¦
µ¦
µ
§ LQ µ¶¦¦§ LQ µ¶ ¸¸¹
©ª
NVL NVL LQ
LQ
NLSV
F5Q 5X RN
4HE CONNECTION OF THE ("% WEB TO THE 6"% MUST RESIST THE
COMBINED EFFECTS OF THE SHEAR 6U AND THE COMPRESSION
0U ("% IN THE ("% AT THE CONNECTION 4HESE ARE COMBINED
USING THE VON -ISES YIELD CRITERION AND A REQUIRED CONNEC
TION AREA IS COMPUTED !T THE LEFT END
$r
$r
0U ("% ! b F&Y n
n
3X+%(
F)\
NLSV 4HE SPLICES OF 6"% ARE REQUIRED TO COMPLY WITH 3ECTION OF !)3# 4HE REQUIRED STRENGTH IS CALCULATED BASED ON
THE EXPECTED STRENGTH OF THE 3037 ABOVE IN COMBINATION
WITH DEAD LOADS AND THE VERTICAL COMPONENT OF SEISMIC AC
CELERATION
4HE 3037 COMPONENT IS CALCULATED USING %QUATION n
AT THE STORY MID HEIGHT
(P ¤ 5 \ )\ VLQ A WZ KF
¨ 0 SU Z
·
¤ ©©
X /FI ¸¸
ª /K
¹
n
n
0U $ n %M n 3$3
#HECK 7EB #ONNECTION
9X
#HECK 6"% 3PLICE AT 3IXTH &LOOR
4HIS COMPONENT WILL BE GIVEN AS %M KIPS
4HE DEAD LOAD EFFECT ON THE COLUMN IS SUBTRACTED FROM THE
SEISMIC LOAD AND THE VERTICAL COMPONENT OF SEISMIC ACCEL
ERATION IS ADDED TO IT 4HE RESULTING AXIAL FORCE IS
s
6U ! 4HE WEB AREA IS
4HIS AXIAL FORCE WILL BE GIVEN AS KIPS
4HE REQUIRED mEXURAL AND SHEAR STRENGTHS OF THE SPLICE ARE
COMPUTED IN THE SAME WAY AS FOR THE EIGHTH mOOR 6"% 4HE
FORCES HOWEVER ARE CALCULATED AT THE SPLICE LOCATION RATHER
THAN AT THE BEAM TO COLUMN CONNECTION 4HE REQUIRED mEX
URAL STRENGTH IS
0 X 0 9%( +%(
0 9%( ZHE
NLSLQ
NLSLQ
NLSV 0X NVL
n
¥ K ´µ
0 9%( ZHE 5\ )\ VLQ A WZ ¦¦¦ F µµµ
§ ¶
NLSLQ
LQ
!T THE OTHER END
"r
LJQT
JO
LJQT
LTJ
4HE COMPONENT OF SHEAR FROM WEB PLATE TENSION IS NEG
LIGIBLE IF THE SPLICE IS LOCATED NEAR THE CENTER OF THE CLEAR
HEIGHT 4HE SHEAR IS DUE MAINLY TO THE FRAME BEHAVIOR
66"%("% KIPS
4HE mANGES AND WEB WILL BE JOINED BY COMPLETE JOINT PEN
ETRATION WELDS 4HE STRENGTH IS THUS THAT OF THE SMALLER SEC
TION AND THE CONNECTION IS SATISFACTORY
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 #HECK "ASE #ONNECTION
,CF , n ; DC
4HE REQUIRED TENSION STRENGTH IS COMPUTED BASED ON THE DE
SIGN STRENGTH OF THE WEB PLATES ABOVE
IN n ; IN
KIP IN
n
4HIS AXIAL FORCE WILL BE GIVEN AS KIPS
4HE REQUIRED mEXURAL STRENGTH OF THE BASE ("% 2"3 CON
NECTION IS COMPUTED BASED ON A lXED END CONDITION IN THE
("% BOTH FOR FRAME TYPE mEXURE AND FOR WEB PLATE TENSION
&OR FRAME TYPE mEXURE THE MOMENT CORRESPONDING TO THE RE
QUIRED 6"% mEXURAL STRENGTH AT THE LEVEL ABOVE IS USED SO
THAT THE INmECTION POINT CAN BE AT LEAST AT COLUMN MID HEIGHT
4HE MOMENT DUE TO WEB PLATE TENSION IS SIMPLY THE lXED
END MOMENT
0 9%( ZHE
NVL LQ
NLSLQ
F0 Q 0 X RN
N
4HE REQUIRED SHEAR STRENGTH IS COMPUTED THE SAME AS FOR
THE 6"% AT THE EIGHTH mOOR
99%( 99%( +%( 99%( ZHE
¨
99%( +%( © 5 \ )\ = +%(
©ª
n
´·
¥
¦¦ ¤ 0 SE µµ¸ KF
µ¶¸
¦§ ¹
WHERE
F-PB THE MOMENTS AT THE COLUMN CENTERLINE AT THE
SECOND FLOOR DUE TO ("% HINGING
KIPS
¥ K ´µ
0 9%( ZHE 5\ )\ VLQ A WZ ¦¦¦ F µµµ
§ ¶
KIPS
KIPS
0 X NLSLQ NLSLQ
NLSLQ
!LTHOUGH NOT REQUIRED BY !)3# IT IS PREFERABLE THAT A
STRONG COLUMNWEAK BEAM CONDITION BE MAINTAINED HERE
n
:("% b &Y n 0! :6"% 2Y &Y
IN
! 7s WILL BE USED .OTE THAT THE 2"3 WILL NOT BE
USED AT THIS LEVEL SINCE THE ROTATIONAL DEMAND IS SMALL 4HE
MOMENT AT THE HINGE IS
-Ua -U ,CF ,
n
F0 Q F)\ = [
n
&Y n 0! :6"% 2Y &Y :("%
IN=
-U KIP IN IN IN
4HIS COMPONENT WILL BE GIVEN AS %M KIPS
! PORTION OF THE DEAD LOAD EFFECT ON THE COLUMN IS SUB
TRACTED FROM THE SEISMIC LOAD AND THE VERTICAL COMPONENT
OF SEISMIC ACCELERATION IS ADDED TO IT 4HE RESULTING AXIAL
FORCE IS
0 X 0 9%( +%(
n
IN
(P ¤ 5\ )\ VLQ A WZ KF
¨ 0 SU Z
·
X /FI ¸¸
¤ ©©
ª /K
¹
0U $ n %M n 3$3
DBC=
n
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
4HE SHEAR AND mEXURE ARE RESISTED BY CONNECTION TO THE
STEEL GRADE BEAM CONNECTING THE TWO 6"% AT THE BASE
)N ORDER TO REDUCE THE REQUIRED mEXURAL STRENGTH DUE TO
WEB PLATE TENSION THE BEAM WILL BE CONNECTED TO A PILE AT
MID SPAN THUS REDUCING THE SPAN TO TEN FEET .OTE THAT THE
mEXURE IN THE ("% CAUSED BY TENSION IN THE WEB PLATE IS
NOT ADDITIVE WITH THE mEXURE DUE TO WEB PLATE TENSION ON THE
6"% TRANSMITTED TO THE ("%
4HE TENSION IN THE 6"% IS RESISTED BY TWELVE IN
!34- & 'RADE ANCHORS WHICH WILL TRANSFER THE
TENSION INTO THE PILE CAP
#HAPTER $ESIGN OF /PENINGS
/6%26)%7
/PENINGS ARE OFTEN REQUIRED IN 307 AND 3037 7HERE 307
OR 3037 ARE USED IN THE BUILDING CORE OPENINGS OFTEN MUST
BE PROVIDED TO ALLOW ENTRY TO STAIRS OR ELEVATORS OR FOR THE
PASSAGE OF DUCTS 4HIS CHAPTER PROVIDES A GENERAL TREATMENT
OF THE DESIGN OF OPENINGS IN THE WEB PLATE OF 3037 ! DE
SIGN EXAMPLE IS INCLUDED TO ILLUSTRATE THE PROCEDURE
!)3# REQUIRES THAT ("% AND 6"% BE PROVIDED AROUND
OPENINGS TO ANCHOR THE WEB PLATE TENSION UNLESS TESTING HAS
BEEN PERFORMED TO JUSTIFY USE OF UNREINFORCED OPENINGS 3EE
#HAPTER FOR A DESCRIPTION OF TESTING OF A 3037 WITH UN
REINFORCED PERFORATIONS BY 6IAN AND "RUNEAU 4HESE
SPECIAL ("% AND 6"% ARE TERMED ,OCAL "OUNDARY %LEMENTS
,"% HERE 6ERTICAL ,"% ARE REQUIRED TO EXTEND THE FULL
STORY HEIGHT FROM ("% TO ("% AND HORIZONTAL ,"% ARE RE
QUIRED TO EXTEND THE FULL BAY WIDTH FROM 6"% TO 6"% 4HESE
HORIZONTAL ,"% THUS REDUCE THE REQUIRED MOMENT OF INERTIA
AND REQUIRED mEXURAL STRENGTH DUE TO WEB PLATE TENSION OF
THE 6"%
4HE INTERNAL FORCES IN THE ,"% CAN BE COMPLICATED TO COM
PUTE %ACH ,"% IMPOSES REACTIONS ON ADJOINING ,"% DUE TO
THE LOADING CAUSED BY THE DIAGONAL TENSION IN THE WEB PLATE
!DDITIONALLY THE 6"% IMPOSE REACTIONS ON THE HORIZONTAL
,"% WHICH ACT AS HORIZONTAL STRUTS 7HERE VERTICAL ,"% OC
CUR AT EVERY LEVEL THEY MAY ALSO ACT AS STRUTS 3UCH ,"%
SHOULD BE DESIGNED TO MEET THE CRITERIA FOR STRUTS DESCRIBED IN
#HAPTER IN ADDITION TO THE REQUIREMENTS GIVEN IN THIS CHAP
TER 4HE LOCAL OVERTURNING AT THE OPENING CREATES FORCES ON THE
("% ABOVE AND BELOW THE OPENING &IGURE n SHOWS SOME
OF THESE EFFECTS DIAGRAMMATICALLY .OTE THAT COMPLETE FREE
BODY DIAGRAMS WOULD REQUIRE ALSO SHOWING THE MOMENTS AT
THE END OF EACH MEMBER 4HESE HAVE BEEN OMITTED IN &IGURE
n FOR CLARITY
4HIS CHAPTER ILLUSTRATES THE DESIGN OF AN OPENING IN THE
3037 OF #HAPTER 4HE SAME PROCESS CAN BE USED WITH THE
307 OF #HAPTER WITH S USED IN PLACE OF 2Y &Y
&IG n 3037 WITH OPENING MOMENTS AT ENDS OF ("% 6"% AND ,"% NOT SHOWN FOR CLARITY $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 $%3)'. 02/#%$52%
4HE DESIGN OF 3037 WITH OPENINGS IS SIMILAR TO THE TYPICAL
DESIGN OF 3037 THAT IS THE DESIGN OF 3037 WITHOUT OPEN
INGS 7EB PLATES ARE SIZED TO PROVIDE THE REQUIRED STRENGTH
AND THE FORCES ON BOUNDARY ELEMENTS ARE COMPUTED BASED ON
THE WEB PLATE STRENGTH AND THE COMPUTED ANGLE OF TENSION
STRESS A ! PRELIMINARY DESIGN MAY BE PERFORMED WITH AN
ASSUMED ANGLE OF TENSION STRESS FOLLOWED BY A lNAL DESIGN
WITH THE ANGLE CALCULATED USING THE ACTUAL SIZES OF THE BOUND
ARY ELEMENTS
4YPICALLY A DESIGN WILL HAVE ALREADY BEEN PERFORMED OF THE
3037 WITHOUT OPENINGS 4HE INTRODUCTION OF OPENINGS AND
,"% WILL NOT REQUIRE REDESIGN OF 6"% ALTHOUGH REDUCTIONS
IN 6"% mEXURAL FORCES MAY PERMIT USE OF A SMALLER SECTION
("% ABOVE AND BELOW THE OPENING MUST BE REDESIGNED HOW
EVER DUE TO THE LOCAL OVERTURNING DEMANDS AND THE WEB PLATE
MUST BE REDESIGNED DUE TO THE REDUCED HORIZONTAL LENGTH AS
WELL AS A POSSIBLE SIGNIlCANT CHANGE TO THE ANGLE OF TENSION
STRESS 7HERE THE DESIGN IS GOVERNED BY DRIFT THE INTRODUC
TION OF LARGE OPENINGS SHOULD BE INCLUDED IN THE ANALYSIS IN
WHICH DRIFT IS CALCULATED
0USH OVER ANALYSIS CAN BE USEFUL IN THE DETERMINATION OF
FORCES ON THE ,"% 4HE PUSH OVER ANALYSIS OF A 3037 IS ES
SENTIALLY THE SAME WITH AND WITHOUT OPENINGS )N THIS CHAPTER
CAPACITY DESIGN METHODS ARE DEVELOPED AND PRESENTED
0RELIMINARY $ESIGN
4HE PRELIMINARY DESIGN INVOLVES SELECTING WEB PLATES FOR
STRENGTH AND ESTIMATING THE REQUIRED STRENGTH OF THE ,"%
BASED ON THE EXPECTED STRENGTH OF EACH OF THE WEB PLATE
PANELS
!T HORIZONTAL SECTIONS OF 3037 WITH OPENINGS THE
WEB PLATES ON EITHER SIDE OF THE OPENING MUST BE THICKER
THAN WOULD OTHERWISE BE REQUIRED IN ORDER TO PROVIDE A
STRENGTH AND STIFFNESS EQUIVALENT TO THAT OF A SOLID PANEL
WITHOUT OPENINGS FOR RESISTING SHEAR IN THE 3037 4YPICALLY
PROVIDING THE SAME TOTAL AREA OF WEB PLATE WILL RESULT IN
SIMILAR STRENGTH AND STIFFNESS 7HERE THE RESULTING PANELS ARE
OF SLENDER PROPORTIONS THIS MAY NOT BE THE CASE !T SECTIONS
OF THE 3037 AT THE SAME mOOR LEVEL IMMEDIATELY ABOVE AND
BELOW THE OPENING WEB PLATES ARE PROVIDED THAT ARE THINNER
THAN THOSE ON EITHER SIDE OF THE OPENING IE THE WEB PLATES
ARE THE SAME THICKNESS AS WOULD BE PROVIDED IF THERE WERE
NO OPENING &IGURE n SHOWS A 3037 PANEL WITH AN OPENING 7EB
PLATE PANELS ARE NUMBERED IN THE lGURE AND SEGMENTS OF THE
,"% ARE GIVEN LETTER DESIGNATIONS &OUR TYPES OF ,"% ARE
DESIGNATED THE FORCES ACTING ON THE OTHERS ARE SIMILAR AS DIS
CUSSED BELOW %QUATIONS CORRESPONDING TO THIS CONlGURATION
ALSO MAY BE USED FOR DOOR TYPE OPENINGS AS SHOWN IN &IGURE
n WHERE PANELS AND IN &IGURE n DO NOT EXIST AND
PANELS AND EXTEND TO THE ("% BELOW
)F THE REQUIRED THICKNESS OF THE WEB PLATE WITHOUT AN OPEN
ING IS T AT THE LEVEL OF THE OPENING WEB PLATES AND IN
&IGURE n THE WEB PLATES PROVIDED ARE OF THICKNESS T
¥ /FI ´µ
µ
W W ¦¦¦
¦§ / / µµ¶
n
! WEB PLATE WITH THE SMALLEST THICKNESS SATISFYING THIS
CRITERION SHOULD BE USED 3AID ANOTHER WAY A DISCONTINUITY
IN WEB PLATE STRENGTH SHOULD BE AVOIDED 4HIS PROPORTION
ING WILL LEAD TO A MORE EVEN DISTRIBUTION OF TENSION YIELDING
IN THE PANELS .OTE THAT THE INCREASED THICKNESS OF THE WEB
PLATES ACROSS THE SECTION WITH THE OPENING WILL TEND TO OFFSET
THE EFFECT OF THE OPENING ON DRIFT
$ETERMINATION OF &ORCES ON ,OCAL "OUNDARY
%LEMENTS
&IG n 3037 WITH OPENING
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
,"% ARE PROVIDED AROUND THE OPENING TO PERMIT THE WEB PLATES
TO YIELD IN TENSION 4HESE BOUNDARY ELEMENTS ARE DESIGNED
FOR THE FORCES CORRESPONDING TO WEB PLATE TENSION YIELDING
)N THE PRELIMINARY DESIGN OF 3037 THE STIFFNESS CRITERION
OF !)3# 3ECTION G IS USED TO OBTAIN A PRELIMINARY
6"% DESIGN )N THE CASE OF THE DESIGN OF ,"% AT OPENINGS
THE SPANS MAY BE VERY SMALL IN WHICH CASE THE STIFFNESS CRI
TERION IS LIKELY TRIVIAL AND THE PRELIMINARY DESIGN IS TYPICALLY
BASED ON REQUIRED STRENGTH 4HE STIFFNESS OF THE VERTICAL AND
HORIZONAL ,"% SHOULD MEET THE REQUIRED MOMENT OF INERTIA
FOR BOUNDARY ELEMENTS GIVEN IN #HAPTER 4HIS MAY CONTROL
THE DESIGN FOR LARGER OPENINGS !S IS THE CASE FOR 3037 WITH
OUT OPENINGS STRUTS MAY BE USED TO TIE ,"% TO THE 6"% AND
("% IN ORDER TO REDUCE THE REQUIRED MOMENT OF INERTIA AND
REQUIRED mEXURAL STRENGTH OF THE ,"%
!S THE BOUNDARY ELEMENTS HAVE NOT BEEN SIZED AN AS
SUMPTION MUST BE MADE FOR PRELIMINARY DESIGN CONCERNING
THE ANGLE OF TENSION STRESS IN EACH PORTION &OR SIMPLICITY THE
ANGLE CAN BE ASSUMED AS IN EVERY WEB PLATE FOR PRELIMI
NARY DESIGN
"ASED ON THIS ASSUMPTION THE PRELIMINARY DESIGN FORCES
ON THE ,"% ARE COMPUTED 4HE SHEAR FORCE PER UNIT LENGTH ON
THE INTERFACES WITH BOUNDARY ELEMENTS IS
5\ )\ VLQ s B WZ
5\ )\ WZ
YX n
4HIS FORCE ACTS AS A DISTRIBUTED AXIAL LOAD IN THE ,"%
4HE DISTRIBUTED TRANSVERSE FORCE ACTING ON THE ,"% IS
ZX 5 \ )\ VLQ B WZ
5\ )\ WZ
n
4HE ,"% ALSO IMPOSE REACTIONS ON EACH OTHER )N ADDITION
THE 6"% OF 3037 REACT AGAINST THE HORIZONTAL ,"% &IGURE
n SHOWS THE FREE BODY DIAGRAMS FOR THE ,"% FOR THE FORCES
DUE TO WEB PLATE TENSION ACTING DIRECTLY ON THEM ADDITIONAL
FORCES DUE TO THE REACTIONS OF ADJOINING ,"% ARE NOT SHOWN
4HE LOADING IS SHOWN PUSHING THE WALL TO THE RIGHT &OR SIM
PLICITY THE OPENING IS TAKEN AS SYMMETRICAL IN THE BAY , , AND THUS THERE ARE ONLY FOUR TYPES OF ,"% hA v hB v hC v
AND hDv AS LABELED IN &IGURE n %ACH OF THE TOP FOUR DIA
GRAMS hA v hB v hC v AND hDv SHOWS THE DISTRIBUTED LOAD ON
THE CORRESPONDING ,"% AND HOW IT IS RESISTED IN THE 3037
$IAGRAM E SHOWS THE DISTRIBUTED LOADING ON THE 6"% $IA
GRAM F SHOWS THE DESIGNATIONS FOR WEB PLATES AND ,"% AS
WELL AS THEIR DIMENSIONS
,"% hAv TYPICALLY SERVES ONLY TO TRANSMIT AXIAL FORCE TO
THE ("% ABOVE AND BELOW THE LEVEL WITH THE OPENING $IS
TRIBUTED LOADING FROM THE ADJOINING WEB PLATES ON EACH SIDE
COUNTERBALANCES AND THERE IS NO NET LOADING DUE TO WEB PLATE
TENSION IN THE FULLY YIELDED CONDITION
,"% hBv HAS SIGNIlCANT TRANSVERSE AND AXIAL DISTRIBUTED
LOADING BECAUSE A WEB PLATE IS PRESENT ON ONLY ONE SIDE 4HE
TRANSVERSE LOAD BECOMES TENSION IN ,"% hC v WHILE THE AXIAL
LOAD IS DRAGGED THROUGH TO ,"% hD v WHERE ALL OF IT IS TYPI
CALLY RESISTED BY WEB PLATES AND ,"% hCv LIKEWISE HAS SIGNIlCANT TRANSVERSE AND AXIAL DIS
TRIBUTED LOADING BECAUSE A WEB PLATE IS PRESENT ON ONLY ONE
SIDE 4HE TRANSVERSE LOAD BECOMES COMPRESSION IN ,"% hDv
4HE AXIAL LOAD IS TRANSMITTED TO ,"% hA v WHICH DELIVER IT TO
THE ("% ABOVE AND BELOW
,"% hDv HAS SIGNIlCANT TRANSVERSE AND AXIAL DISTRIBUTED
LOADING BECAUSE WEB PLATES OF DIFFERENT THICKNESS ARE PRESENT
ABOVE AND BELOW 4HE NET TRANSVERSE LOAD IS RESISTED BY COM
PRESSION IN ,"% hCv AND THE 6"% 4HE NET AXIAL LOAD IS THE
COUNTERBALANCING FORCE FOR THE AXIAL FORCE DEVELOPED IN ,"%
hBv 7HERE THESE TWO FORCES ARE NOT EQUAL THE DIFFERENCE ACTS
AS AN APPLIED FORCE ON THE 6"%
4HE 6"% HAS SIGNIlCANT TRANSVERSE AND AXIAL DISTRIBUTED
LOADING AS WELL 4HE TRANSVERSE LOADING IS RESISTED BY ,"%
hD v AS WELL AS BY THE ("% ! PORTION OF IT COUNTERBALANC
ES THE TRANSVERSE FORCE IN ,"% hCv THE REMAINDER MUST BE
TRANSMITTED TO ,"% B 4HE AXIAL FORCE IS TRANSMITTED TO THE
6"% BELOW
&ROM &IGURE n IT IS CLEAR THAT EACH ,"% IS SUBJECTED TO
FORCES FROM MULTIPLE PANELS 4HE FOLLOWING EQUATIONS GIVE
THE SHEAR AND TRANSVERSE LOADS ON EACH OF THE FOUR TYPES OF
,"% AND THE RESULTING INTERNAL FORCES AND REACTIONS $IMEN
SIONS AND THICKNESSES ARE AS SHOWN IN &IGURE n &OR SIM
PLICITY THE DEPTHS OF ,"% ARE NEGLECTED IN THE EQUATIONS
4HIS IS REASONABLE AS LONG AS THE ,"% WEB IS AT LEAST AS
STRONG AS THE ADJOINING PLATE AND THE VERTICAL ,"% ARE AS
SUMED NOT TO PARTICIPATE IN RESISTING ANY OF THE STORY SHEAR
,"% hAv
4HE DISTRIBUTED TRANSVERSE LOAD IS
WU 4HE DISTRIBUTED AXIAL LOAD IS
VU 4HE SHEAR REACTION IS
6U 4HE MOMENT IS
-U 4HE AXIAL COMPRESSION FORCE IS THE REACTION FROM ,"% hCv
1X 5\ )\ W K
n
.OTE THAT TWO OF THE ,"% LABELED hAv ARE IN TENSION
)N THE OUT OF PLANE DIRECTION IT IS RECOMMENDED THAT THE
VERTICAL MEMBERS THE CONTINUOUS MEMBERS COMPRISING ,"%
hAv AT EACH END AND ,"% hCv IN THE MIDDLE BE DESIGNED TO
MEET THE STIFFNESS CRITERION FOR STIFFENERS DISCUSSED IN #HAP
TER %QUATION n &OR THIS MEMBER THE REQUIRED OUT OF
PLANE MOMENT OF INERTIA IS
n
) r ,TJ
WHERE
J 3H, n r WHERE
3H H
H
H
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 &IG n &ORCES ACTING ON BOUNDARY ELEMENTS IN 3037 WITH OPENING
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
4HE lXED END MOMENT THE VERTICAL ,"% IS CONTINUOUS IS
,"% hBv
-U WUH
4HE DISTRIBUTED TRANSVERSE LOAD IS
ZX 5\ )\ W
n
4HE DISTRIBUTED AXIAL LOAD IS
YX 5\ )\ W
4HE SHEAR REACTION IS
n
6U WU,
n
!LTERNATIVELY RIGID CONNECTIONS MAY BE USED THUS REDUCING
THIS MOMENT TO XV - 4HE AXIAL FORCE AT THE LEFT END IS
1X / 5\ )\ <W / WK >
n
4HIS CONNECTION MAY BE IN TENSION OR COMPRESSION &OR
THE ,"% D ON THE RIGHT SIDE BETWEEN PANELS AND THE TWO
TERMS ARE ADDITIVE AND THE CONNECTION IS IN COMPRESSION 4HE
AXIAL COMPRESSION AT THE RIGHT END IS
1 X 5 5\ )\ <W /
WK >
n
4HE REQUIRED MOMENT OF INERTIA FOR A SIMPLE SPAN IS
¥ W / ´µ
, r ¦¦¦ µµ
¦§ K µ¶
n
.OTE THAT IF THE MEMBER HAS RIGID END CONNECTIONS THE COEF
lCIENT MAY BE REDUCED TO 4HE DISTRIBUTED TRANSVERSE LOAD IS
n
1X ERW 5\ )\ W
n
5\ )\ ¨©ªW /
/
W K / ·¹̧
n
n
,"% hDv
4HE DISTRIBUTED TRANSVERSE LOAD IS
ZX 5\ )\ W W
n
4HE DISTRIBUTED AXIAL LOAD IS
YX 5\ )\ W W
n
4HE SHEAR REACTION IS
n
6U WU,
4HE SIMPLE SPAN MOMENT IS
n
-U WU,
!LTERNATIVELY RIGID CONNECTIONS MAY BE USED THUS REDUCING
THIS MOMENT TO XV - 4HE AXIAL COMPRESSION FORCE AT THE RIGHT END IS
5\ )\ ¨©ªW K /
W K ·¹̧
n
&OR THE SIMILAR MEMBER ON THE RIGHT SIDE OF 3037 BE
TWEEN PANELS AND ALL THREE TERMS ARE POSITIVE
5 \ )\ ¨©ªW K
/
W K ·¹̧
n
4HE AXIAL COMPRESSION FORCE AT THE LEFT END IS
1 X / 4HE SHEAR REACTION IS
6U WUH
n
¥ W K ´µ
, r ¦¦¦ µµ
¦§ / µ¶
1X VLP 4HE DISTRIBUTED AXIAL LOAD IS
YX / ·¹̧
/ W K
4HE AXIAL FORCE AT THE BOTTOM IS
1 X 5 ,"% hCv
ZX 5\ )\ W
5\ )\ ¨©ªW /
4HE REQUIRED MOMENT OF INERTIA IS
4HE SIMPLE SPAN MOMENT IS
-U WU,
4HE AXIAL FORCE AT THE TOP IS
1X WRS n
n
5\ )\ ¨ª©W K / /
W K
/ ·¹̧
n
n
4HE COEFlCIENT IS EXTRAPOLATED FROM THE REQUIREMENT OF !)3# 3ECTION G WHICH CORRESPONDS TO A 6"% THAT IS
CONTINUOUS FROM STORY TO STORY
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4HIS REACTION IS MAINLY DUE TO THE 6"% BEING PULLED IN BY
THE WEB PLATE 7HERE THE HORIZONTAL AREA OF THE THICKER WEB
PLATES T, DO NOT MATCH THE AREA OF THE THINNER WEB PLATES
T ;, ,= THIS REACTION WILL ALSO INCLUDE SOME ADDITIONAL
SHEAR THAT THE 6"% MUST RESIST AT THE ELEVATION OF THE WEAKER
SECTION OF THE WALL
4HE REQUIRED IN PLANE MOMENT OF INERTIA FOR A SIMPLE SPAN
IS BASED ON THE DIFFERENCE BETWEEN WEB PLATE THICKNESSES
)T IS RECOMMENDED THAT SIMILAR OR IDENTICAL SECTIONS BE
USED FOR ,"% hBv AND hDv
4HE ,"% ARE TYPICALLY MUCH SMALLER THAN THE 6"% AND
("% &OR PURPOSES OF CALCULATING THE ANGLE OF STRESS AVERAGE
VALUES OF THE SECTION PROPERTIES ARE USED
&OR PANEL THE VERTICAL ,"% BOUNDING THE PLATE ARE STIFF
ENED BY THE PRESENCE OF ADJACENT WEB PLATES IN PANELS AND
AND THUS THE MOMENT OF INERTIA OF ,"% hAv IS NOT RELEVANT
!DDITIONALLY THE mEXIBILITY OF ,"% hBv MAY AFFECT THE ANGLE
OF TENSION STRESS &OR PANELS AND THE MOMENT OF INERTIA
OF ,"% hAv IS EFFECTIVELY INCREASED BY THE ADJACENT WEB PLATE
IN PANEL 4HUS FOR PANELS AND THE APPLICABILITY OF
%QUATION n IS COMPROMISED 4HE SAME APPLIES TO PAN
ELS AND $ESIGNERS MAY CHOOSE TO CALCULATE THE ANGLE
BASED ON A SINGLE PANEL ENCOMPASSING THE THREE IGNORING THE
PRESENCE OF THE TWO ,"% hAv &OR THIS PURPOSE THE PANEL
PROPORTION LIMITS OF !)3# 3ECTION B SHOULD NOT BE
APPLIED $ESIGNERS MAY ALSO WISH TO ADAPT %QUATION n TO
REmECT THE INCREASED EFFECTIVE COLUMN STIFFNESS )N THAT CASE
USE OF AN AVERAGE ANGLE OF STRESS FOR THE THREE PANELS IS REC
OMMENDED
)F THE CALCULATED ANGLE IS WITHIN OF THE ASSUMED VALUE
FOR EVERY PANEL THE RECALCULATION OF ,"% FORCES WILL
NOT YIELD SIGNIlCANTLY DIFFERENT RESULTS )F THE ANGLES ARE SIG
NIlCANTLY DIFFERENT THE FOLLOWING EQUATIONS CAN BE USED TO
CHECK THE DESIGNS OF THE ,"%
&INAL $ESIGN
,"% hAv
&OR lNAL DESIGN THE ANGLE OF TENSION STRESS IS COMPUTED
FOR EACH PANEL AND A MORE EXACT CALCULATION IS MADE OF THE
FORCES ON THE LOCAL BOUNDARY ELEMENTS
4HE ANGLE OF TENSION STRESS IS CALCULATED USING %QUATION
n
U X
"D
UBO A ¨ n
I ·¸
U X I ©©
¸
©ª "C * D - ¸¹
4HE DISTRIBUTED TRANSVERSE LOAD IS
¥ W W / ´µ
, r ¦¦¦ µµ
µ¶
¦§
K
n
.OTE THAT IF THE MEMBER HAS RIGID END CONNECTIONS THE COEF
lCIENT MAY BE REDUCED TO )N THE OUT OF PLANE DIRECTION IT IS RECOMMENDED THAT ,"%
hDv BE DESIGNED TO MEET THE STIFFNESS CRITERION FOR STIFFENERS
DISCUSSED IN #HAPTER %QUATION n ) r HTJ
n
WHERE
J ,H n r WHERE
H DISTANCE BETWEEN HORIZONTAL MEMBER CENTER
LINES
!B AVERAGE CROSS SECTIONAL AREA OF THE HORIZONTAL
MEMBERS BOUNDING THE PANEL
!C AVERAGE CROSS SECTIONAL AREA OF A VERTICAL MEM
BERS BOUNDING THE PANEL
)C AVERAGE MOMENT OF INERTIA OF THE VERTICAL MEM
BERS BOUNDING THE PANEL TAKEN PERPENDICULAR TO
THE DIRECTION OF THE WEB PLATE LINE
, DISTANCE BETWEEN VERTICAL MEMBER CENTERLINES
TW THICKNESS OF THE WEB PLATE
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
WU 2Y &Y T;SINA
SINA =
n
FOR A A
WHERE
AI THE ANGLE OF WEB PLATE TENSION STRESS CALCULATED
OF WEB PLATE I
4HE DISTRIBUTED AXIAL LOAD IS
YX 5\ )\ W <VLQ A VLQ A >
IRUA A n
)N MOST CASES THESE FORCES WU AND VU ARE NEGLIGIBLE THEY
ARE ZERO FOR CASES WHEN THE AVERAGE ANGLE IS USED FOR THE
BOUNDING PANELS 4HE SHEAR REACTION IS
6U WU H
n
FOR A A
4HE MOMENT ASSUMING SIMPLE CONNECTIONS IS
-U WU H
FOR A A
n
4HE AXIAL COMPRESSION FORCE AT THE TOP IS
5\ )\ ¨©ªWK VLQ A VLQ A
5\ )\ W K IRUA A 1X WRS 4HE AXIAL FORCE AT THE ENDS IS
W K ·¹̧ n
,"% hDv
W K ·¹̧ n
YX n
5\ )\ W VLQ A n
4HE SHEAR REACTION IS
n
-U WU ,
n
4HE AXIAL COMPRESSION FORCE AT THE RIGHT END IS
n
6U WU ,
4HE MOMENT ASSUMING SIMPLE CONNECTIONS IS
n
-U WU ,
4HE AXIAL FORCE AT THE ENDS IS
5\ )\ WK VLQ A
n
,"% hCv
4HE DISTRIBUTED TRANSVERSE LOAD IS
WU 2Y &Y T SINA
n
4HE DISTRIBUTED AXIAL LOAD IS
5\ )\ W VLQ A n
4HE SHEAR REACTION IS
6U WUH
¨W K VLQ A
·
¸
© ¸ n
1X 5 5\ )\ ©©
¸
© W K VLQ A W / VLQ A ¸
¹
ª
4HE AXIAL COMPRESSION FORCE AT THE LEFT END IS
4HE CONNECTION AT THE LEFT IS IN TENSION AND THE CONNECTION
AT THE RIGHT IS IN COMPRESSION
4HE REQUIRED MOMENT OF INERTIA IS THE SAME AS WAS CALCU
LATED IN THE PRELIMINARY DESIGN
n
.U , .U 2 n VU ,
n
7HERE THE ANGLE OF TENSION STRESS A DOES NOT RANGE MORE
THAN THE AVERAGE VALUE OF A MAY BE USED IN THE DESIGN
OF THE ,"% WITHOUT SIGNIlCANT LOSS OF ACCURACY 4HIS WILL
SIMPLIFY THE CALCULATIONS CONSIDERABLY
4HE HORIZONTAL ,"% ARE NORMALLY DESIGNED AS INDIVIDUAL
MEMBERS SUPPORTED OUT OF PLANE BY THE VERTICAL ,"% A SIN
GLE MEMBER COMPOSED OF ,"% hAv AT THE TOP ,"% hCv IN THE
CENTER AND ,"% hAv SIMILAR AT THE BOTTOM 4HIS VERTICAL
,"% IS THEN DESIGNED WITH AN UNBRACED LENGTH OF THE CLEAR
HEIGHT OF THE STORY BETWEEN ("% &URTHERMORE THE VERTI
CAL ,"% MUST BE DESIGNED TO PROVIDE ADEQUATE BRACING FOR
COMPRESSION FORCES IN THE HORIZONTAL ("% PER !PPENDIX OF !)3# 4HIS CONDITION QUALIlES AS hNODAL BRACINGv 4HE REQUIRED
STRENGTH FOR NODAL BRACING OF A COLUMN IS GIVEN BY !)3# %QUATION !nn
0BR 0U
4HE MOMENT ASSUMING lXED CONNECTIONS IS
-U WUH
n
4HE MOMENT ASSUMING SIMPLE CONNECTIONS IS
n
4HE SHEAR REACTION IS
YX 5\ )\ ¨ª©W VLQ A W VLQ A ·¹̧
6U WU ,
4HE DISTRIBUTED AXIAL LOAD IS
1X 9X D p YX /
T COSA =
4HE DISTRIBUTED AXIAL LOAD IS
4HE DISTRIBUTED TRANSVERSE LOAD IS
YX 4HE DISTRIBUTED TRANSVERSE LOAD IS
WU 2Y &Y ;T COSA
,"% hBv
WU 2Y &Y T COSA
n
4HE REQUIRED MOMENT OF INERTIA IS THE SAME AS WAS CALCU
LATED IN THE PRELIMINARY DESIGN
4HE AXIAL COMPRESSION FORCE AT THE BOTTOM IS
1X ERW 5\ )\ ¨©ªWK VLQ A VLQ A 5\ )\ W K IRUA A 1X 9X G 9X E p YX K
n
n
5NDER SOME CONDITIONS SUCH AS A TALL STORY IN A SHORT 3037 BAY IT IS ADVANTAGEOUS TO HAVE THE HORIZONTAL ,"% BE CONTINUOUS
INSTEAD
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4HE REQUIRED STIFFNESS FOR NODAL BRACING OF A COLUMN IS
GIVEN BY !)3# %QUATION !nn
BEU 3X
/E
n
4HE MAXIMUM COMPRESSION FORCE IS IN ,"% hDv BETWEEN
PANELS AND DUE TO THE COMBINATION OF THE SHEAR FROM
PANEL BEING DRAGGED TO PANEL AND THE VERTICAL ,"% AND
THE 6"% ON EITHER SIDE OF PANELS AND IMPOSING THEIR RE
ACTIONS FROM THE TRANSVERSE HORIZONTAL COMPONENT OF THE
WEB PLATE TENSION 4HE REQUIRED BRACING FORCE AND STIFFNESS
IS THUS CALCULATED USING THIS FORCE
n
3X 1 X G
·
¨W K VLQ A
¸
© ©
¸
5\ )\ ©
¸
W
K
W
/
VLQ
A
VLQ
A
© ¸
¹
ª
4HE VERTICAL ,"% IS DESIGNED WITH THIS FORCE APPLIED IN THE
OUT OF PLANE DIRECTION AT THE POINTS OF CONNECTION WITH THE HORI
ZONTAL ,"% /UT OF PLANE STIFFNESS MUST BE COMPARED TO THE
REQUIRED STIFFNESS OF !)3# %QUATION !nn %QUATION
n 4HIS REQUIREMENT MAY GOVERN OVER THAT OF %QUATION
n
7HILE THE ABOVE BRACING REQUIREMENTS ALSO APPLY TO THE
6"% THEY ARE TRIVIAL FOR 6"% IN MOST IF NOT ALL CASES
7EB 0LATE 3HEAR 3TRENGTH
4HE SHEAR STRENGTH OF THE 3037 WITH THE OPENING SHOULD BE
VERIlED 4HE AVAILABLE SHEAR STRENGTH FV6N ,2&$ OR 6N7V
!3$ IS DETERMINED USING THE NOMINAL STRENGTH AND FV OR 7V !BOVE THE OPENING THE NOMINAL SHEAR STRENGTH IS
6N &Y T;, SINA
&Y T;,
, SINA =
n
,= SINA FOR A A
!T THE LEVEL OF THE OPENING THE NOMINAL SHEAR STRENGTH IS
n
6N &Y T;, SINA =
&Y T;,
, SINA =
$ESIGN OF 6"%
4HE 6"% AT THE LEVEL OF THE OPENING CAN BE REDESIGNED CON
SIDERING THE DECREASED HEIGHT BETWEEN HORIZONTAL MEMBERS
FOR mEXURE DUE TO WEB PLATE TENSION ;AS SHOWN IN &IGURE
nF = 4HIS HAS THE EFFECT OF DRASTICALLY REDUCING THE RE
QUIRED MOMENT OF INERTIA BASED ON !)3# 3ECTION G
)T ALSO REDUCES THE MOMENT DUE TO THE TRANSVERSE LOADING
FROM THE WEB PLATE IN TENSION
7HERE THE OPENINGS ARE NOT REPEATED AT EVERY LEVEL THIS
REDESIGN NEED NOT BE PERFORMED AS THE REQUIRED 6"% SEC
TION WILL BE GOVERNED BY OTHER LEVELS )NDEED THE 6"% SIZE
IN THIS CASE WILL USUALLY BE DICTATED BY THE DEMANDS AT OTHER
LEVELS IN THE TIER
7HERE A LARGE ADDITIONAL SHEAR IS IMPOSED ON THE 6"% THE
6"% SHOULD BE CHECKED FOR CONNECTION LIMIT STATES AS WELL AS
SHEAR AND BENDING
$ESIGN OF ("%
4HE OVERTURNING OF THE PANELS AROUND THE OPENING IS RESISTED
BY THE ("% ABOVE AND BELOW THE OPENING 4HE REACTIONS FROM
MEMBERS ,"% hAv CREATE A COUPLE ON EACH ("% ADDING TO
THE REQUIRED mEXURAL STRENGTH AS IS SHOWN IN &IGURE n
4HE MOMENT CAUSED BY THIS COUPLE IS
-U .UA , ,,CF
n
WHERE
.UA THE REACTION ON THE ("% FROM ,"% hAv
"ELOW THE OPENING THE NOMINAL SHEAR STRENGTH IS
6N &Y T;, SINA
INGS THE SHEAR STRENGTH EQUATIONS CAN BE MODIlED BY USING
, , IN LIEU OF THE TERM ,
4HE AVAILABLE SHEAR STRENGTH MUST BE AT LEAST AS LARGE AS THE
REQUIRED SHEAR STRENGTH OF THE 3037 IN THE ANALYSIS !DDI
TIONALLY TO MINIMIZE THE SHEAR STRENGTH REQUIRED OF THE 6"%
THE NOMINAL SHEAR STRENGTHS SHOULD BE APPROXIMATELY EQUAL
)T IS NOT RECOMMENDED TO USE THE SAME THICKNESS FOR ALL PAN
ELS OF THE 3037 AT THE mOOR LEVEL OF THE OPENING AS YIELDING
WOULD THEN BE CONCENTRATED IN THE TWO PANELS ADJACENT TO THE
OPENING CREATING LARGER DUCTILITY DEMANDS ON THOSE PANELS
AND ADDITIONAL SHEAR DEMANDS ON THE 6"%
n
,= SINA FOR A A
.OTE THAT THE EQUATIONS ABOVE ASSUME A SYMMETRICAL
PLACEMENT OF THE OPENING , , &OR ASYMMETRIC OPEN
4HIS MOMENT IS ADDED TO THE MOMENT CALCULATED BASED ON
THE WEB PLATE TENSION ABOVE AND BELOW THE ("% AND ANY
FRAME mEXURAL MOMENT 3EE #HAPTER FOR THE COMPUTATION
OF THESE OTHER SOURCES OF MOMENT
!PPLYING THIS MAXIMUM FORCE AT TWO LOCATIONS OVERESTIMATES THE EFFECT SLIGHTLY )T IS LEGITIMATE TO APPLY A LOWER FORCE AT ONE OF
THE LOCATIONS
3X ¨
5\ )\ ©WK VLQ A ©ª
·
W K VLQ A W / VLQ A ¸
¸¹
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
$%3)'. %8!-0,%
4HE PROCEDURE DESCRIBED ABOVE WILL BE APPLIED TO AN OPENING
IN A 3037 4HE BAY DIMENSION AND STORY HEIGHT ARE SIMILAR
TO THOSE FOR THE SEVENTH mOOR IN #HAPTER ,CF IN
HC IN
)T IS ASSUMED THAT THE WEB PLATE HAS BEEN DESIGNED FOR
STRENGTH WITHOUT AN OPENING 4HE ONE STORY HIGH BY ONE
STORY WIDE PANEL WILL BE REDESIGNED FOR A WINDOW OPENING
SYMMETRICALLY PLACED IN THE CENTER
4HE ORIGINAL WEB PLATE DESIGN IS A IN THICK !34! PLATE &IGURE n SHOWS THE DESIGN INCLUDING THE SIZES
OF THE WEB PLATES ABOVE AND BELOW THE STORY UNDER CONSID
ERATION
!N OPENING WITH , IN AND H IN WILL BE INTRO
DUCED INTO THIS WEB PLATE 4HUS , , IN AND H H IN 2OUGHLY ONE THIRD OF THE HORIZONTAL WEB PLATE
LENGTH IS THUS REMOVED BY THE OPENING
!BOVE AND BELOW THE LEVEL OF THE OPENING THE IN
THICKNESS ORIGINALLY DESIGNED WILL BE USED )N THIS WAY THE
PANEL HAVE SIMILAR DEMAND CAPACITY RATIOS AND YIELDING OF
ALL OF THE INDIVIDUAL WEB PLATES WILL BE PROMOTED WITHOUT
PLACING LARGE SHEAR DEMANDS ON THE 6"%
,OCAL BOUNDARY ELEMENTS WILL BE PROVIDED EXTENDING FROM
("% TO ("% AND FROM 6"% TO 6"% AS REQUIRED BY 3ECTION
C OF !)3# &IGURE n SHOWS THE MODIlED PANEL
WITH THE OPENING AND WEB PLATE THICKNESS
! PRELIMINARY DESIGN OF THE 3037 IS PERFORMED USING
THE PROCEDURES DESCRIBED IN THIS CHAPTER 2EQUIRED STRENGTHS
OF THE ,"% ARE CALCULATED BASED ON THE WEB PLATE EXPECTED
YIELD STRESS
,"% hAv
4HE DISTRIBUTED TRANSVERSE LOAD IS
WU 4HE DISTRIBUTED AXIAL LOAD IS
VU IN ; IN IN n IN = IN
4HE SHEAR REACTION IS
4HEREFORE INSTEAD OF THE IN WEB PLATE WEB PLATES
IN THICK WILL BE USED ON EITHER SIDE OF THE OPENING
6U 4HE MOMENT IS
-U 4HE AXIAL COMPRESSION FORCE IS THE REACTION FROM ,"% hCv
5\ )\ W K
NVL LQ LQ
NLSV
1X &IG n &ORCES FROM ,"% ON ("% ABOVE OPENING
SIMILAR ON ("% BELOW OPENING &IG n 3037 PANEL WITHOUT OPENING
&IG n 3037 PANEL WITH OPENING
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4HE REQUIRED OUT OF PLANE MOMENT OF INERTIA IS
&IXED ENDS WILL BE USED 4HE MOMENT IS
-U WU ,
) r ,TJ
KIPIN IN J 3H, n r 3H H
H
KIP IN
H IN
J IN IN n ) r IN IN 4HE AXIAL FORCE AT THE LEFT END IS
5\ )\ <W / WK >
NVL LQ LQ LQ
NLSV
1 X / r IN
,"% hBv
4HE DISTRIBUTED TRANSVERSE LOAD IS
4HE AXIAL COMPRESSION AT THE RIGHT END IS
5\ )\ <W / WK >
NVL LQ LQ
NLSV
5\ )\ W
NVL LQ
NLSVLQ
1 X 5 ZX ,"% hCv
4HE DISTRIBUTED AXIAL LOAD IS
YX 5\ )\ W
NVL LQ
NLSVLQ
4HE DISTRIBUTED TRANSVERSE LOAD IS
5\ )\ W
NVL LQ
NLSVLQ
ZX 4HE SHEAR REACTION IS
6U WU ,
4HE DISTRIBUTED AXIAL LOAD IS
KIPSIN IN 5\ )\ W
NVL LQ
NLSVLQ
YX KIPS
4HE REQUIRED IN PLANE MOMENT OF INERTIA FOR PINNED ENDS IS
¥ W / ´µ
, r ¦¦¦ µµ
¦§ K µ¶
4HE SHEAR REACTION IS
LQ LQ LQQ
LQ
4HE REQUIRED IN PLANE MOMENT OF INERTIA FOR lXED ENDS IS
6U WU H
KIPSIN IN KIPS
¥ W / ´µ
, r ¦¦¦ µµ
¦§ K µ¶
4HE lXED END MOMENT IS
LQ LQ LQ
LQ
-U WU H
KIPSIN IN KIP IN
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
LQ
4ABLE n #ALCULATED !NGLES OF 3TRESS
0ANEL
$ESIGNATION
0ANEL
4HICKNESS
IN
!NGLES OF
STRESS A 4HE DISTRIBUTED AXIAL LOAD IS
5\ )\ W W
NVL LQ LQ
NLSVLQ
YX 4HE SHEAR REACTION IS
6U WU ,
KIPSIN IN KIPS
&IXED ENDS WILL BE USED 4HE MOMENT IS
-U WU,
KIPSIN IN KIP IN
4HE AXIAL COMPRESSION FORCE AT THE RIGHT END IS
4HE AXIAL FORCE AT THE TOP IS
1X WRS 5\ )\ ¨ª©W /
/ ·¹̧
/ W K
5\ )\ ¨©ªW K / W K ·¹̧
¨ LQ LQ LQ ·
¸
NVL ©©
¸
¸¹
©ª LQ LQ
NLSV
1 X 5 ¨ LQ LQ LQ
·
¸
NVL ©©
¸
ª© LQ LQ LQ ¸¹
NLSV WKHPLQXVVLJQVLJQLILHVWHQVLRQ
4HE AXIAL FORCE AT THE BOTTOM IS
1X ERW 5\ )\ ¨©ªW /
/
W K / ·¹̧
·
¨ LQ LQ LQ
¸
NVL ©©
¸
©ª LQ LQ LQ ¸¹
NLSV FRPSUHVVLRQ
&OR THE SIMILAR MEMBER ON THE RIGHT SIDE OF 3037 BETWEEN
PANELS AND ALL THREE TERMS ARE POSITIVE
1 VLP 5\ )\ ¨ª©W K / W K ·¹̧ ¨ LQ LQ LQ ·
¸
NVL ©©
¸
©ª LQ LQ
¸¹
NLSVV
4HE AXIAL COMPRESSION FORCE AT THE LEFT END IS
4HE REQUIRED MOMENT OF INERTIA IS
´
¥W K µ
, r ¦¦¦ µµ
¦§ / µ¶
5\ )\ ¨©ªW K / / W K / ·¹̧
¨ LQ < LQ LQ LQ> ·
¸
NVL ©©
¸
<
>
©ª LQ LQ LQ
¸¹
NLSV
1 X / LQ LQ LQ
LQ
,"% hDv
4HE DISTRIBUTED TRANSVERSE LOAD IS
ZX 5\ )\ W W
NVL LQ LQ
NLSVLQ
4HE REQUIRED IN PLANE MOMENT OF INERTIA FOR lXED ENDS IS
, r W W /
K
LQ LQ LQQ LQ
LQ
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4HE REQUIRED OUT OF PLANE MOMENT OF INERTIA IS
4HE WEB PLATE SHEAR STRENGTH BELOW THE OPENING IS
n
) r H TJ
J , H n r r USE n
"ASED UPON THE LEAST OF THESE THE DESIGN SHEAR STRENGTH IS
) r IN IN FV6N KIPS
IN
"ASED ON THESE REQUIRED STRENGTHS PRELIMINARY SIZES OF
,"% ARE DETERMINED &OR SIMPLICITY ONLY ONE SECTION IS USED
7s FOR BOTH THE VERTICAL AND HORIZONTAL ,"%
5SING THIS SIZE THE ANGLE OF TENSION STRESS IS CALCULATED
IN EACH OF THE EIGHT PANELS USING %QUATION n 4ABLE n
SHOWS THE CALCULATED ANGLES
7ITHOUT THE OPENING THE ANGLE OF TENSION STRESS WAS CAL
CULATED AS 4HE WEB PLATE DESIGN SHEAR STRENGTH IS KIPS 4HE REQUIRED WEB PLATE SHEAR STRENGTH IS KIPS
WHICH IS PERCENT OF THE KIP REQUIRED SHEAR STRENGTH
FOR THE SEVENTH STORY
4HE WEB PLATE SHEAR STRENGTH ABOVE THE OPENING IS
- TJO A ·¹̧
n
¨ JO TJO s o ·
¸
LTJ JO ©©
¸
JO
TJO
s
o
©ª
¸¹
LJQT
4HE WEB PLATE SHEAR STRENGTH AT THE LEVEL OF THE OPENING IS
6N &YT ;, SINA =
- TJO A ·¹̧
¨ JO TJO s o ·
¸
LTJ JO ©©
¸
©ª JO TJO s o ¸¹
LJQT
IN IN n 7O 'Z U ¨©ª - TJO A
7O 'Z U ¨ª© - TJO A n
KSI IN ; IN SIN s =
KIPS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
KIPS 6U KIPS OK
4HE WEB PLATES PROVIDED THEREFORE ARE ADEQUATE
.OTE THAT THE STRENGTH AT THE SECTION AT THE OPENING IS
SLIGHTLY REDUCED BECAUSE THE INCREASE IN THICKNESS IS SLIGHTLY
LESSER IN PROPORTION THAN THE DECREASE IN WIDTH 4HUS AN AD
DITIONAL SHEAR IS IMPOSED ON THE 6"% 4HE SHEAR FORCE TRANS
MITTED TO THE 6"% IS
6U KIPS
KIPS
KIPS
4HIS ADDITIONAL SHEAR IS MORE THAN OFFSET BY THE FACT THAT
THE HORIZONTAL ,"% REDUCE THE SPAN OF THE 6"% IN RESISTING
THE TRANSVERSE LOADING DUE TO WEB PLATE TENSION
4HE REACTIONS ON THE ("% ABOVE AND BELOW ARE EQUAL TO
THE AXIAL FORCE IN ,"% hAv 4HUS
.UA KIPS
4HESE FORCES ARE USED IN THE DESIGN OF THE ("% IN
CONJUNCTION WITH THE DISTRIBUTED LOADING DUE TO THE
UNBALANCED WEB PLATE TENSION AND THE mEXURAL FORCES FROM
FRAME BEHAVIOR
#HAPTER $ISCUSSION OF 3PECIAL #ONSIDERATIONS
/6%26)%7
4HIS CHAPTER ADDRESSES SOME ADDITIONAL PRACTICAL ISSUES THAT
MUST BE CONSIDERED IN THE DESIGN AND CONSTRUCTION OF STEEL
PLATE SHEAR WALLS
-!4%2)!, 30%#)&)#!4)/.3
-ATERIALS USED FOR WEB PLATES IN STEEL PLATE SHEAR WALLS MUST
BEHAVE IN A MANNER CONSISTENT WITH THE ASSUMPTIONS USED IN
THEIR DESIGN !DDITIONALLY DESIGNERS WILL lND SOME MATERIALS
PERMIT MORE PRACTICAL DESIGNS &OR HIGH SEISMIC DESIGN 2
MATERIALS ARE LIMITED TO THOSE LISTED IN 3ECTION OF
!)3# !MONG THE CHARACTERISTICS REQUIRED BY !)3# FOR STEEL
MATERIALS EXPECTED TO UNDERGO SIGNIlCANT INELASTIC STRAIN ARE
A KNOWN EXPECTED STRENGTH HIGH DUCTILITY RELATIVELY HIGH
TOUGHNESS AND WELDABILITY )N ADDITION IT IS DESIRABLE TO USE
A MATERIAL WITH A LOW YIELD STRENGTH AND A LOW MATERIAL OVER
STRENGTH IE A LOW FACTOR 2Y THE RATIO OF THE EXPECTED AND
SPECIlED MINIMUM YIELD STRENGTH OF THE MATERIAL 4HE MATERIAL USED FOR WEB PLATES IN HIGH SEISMIC DESIGN
OF STEEL PLATE SHEAR WALLS MUST HAVE A KNOWN EXPECTED YIELD
STRENGTH 2Y &Y SO THAT WEB PLATE CONNECTIONS CAN BE DE
SIGNED PROPERLY )N ADDITION TO THE WEB PLATE CONNECTIONS THE
DESIGN FORCES FOR BOUNDARY ELEMENTS DEPEND ON THE EXPECTED
STRENGTH OF THE WEB PLATE MATERIAL IN HIGH SEISMIC DESIGN
)N ORDER TO PERMIT USE OF THE DESIGN EQUATIONS IT IS NECES
SARY FOR WEB PLATES TO BE SUFlCIENTLY DUCTILE TO ACCOMMODATE
NONUNIFORM YIELDING STARTING FROM LOCALIZED INITIAL YIELD TO
A MORE UNIFORM STATE OF STRESS &OR HIGH SEISMIC DESIGN WEB
PLATES MUST BE ABLE TO REACH UNIFORM YIELDING ACROSS THEIR
ENTIRE AREA 4HUS A MATERIAL WITH A LARGE INELASTIC STRAIN CA
PACITY IS NEEDED 4HE LIST OF MATERIALS IN !)3# IS BASED
IN PART ON A PERCENT ELONGATION CAPACITY IN A IN GAGE
LENGTH
)T IS DESIRABLE TO USE A WEB PLATE MATERIAL THAT IS RELATIVELY
LOW IN STRENGTH ESPECIALLY WHERE DESIGNS ARE CONTROLLED BY
DRIFT &OR LOW TO MID RISE 3037 BUILDINGS USE OF THICKER
WEB PLATES GENERALLY AIDS CONSTRUCTION ESPECIALLY AT THE TOP
mOORS WHERE STORY SHEARS ARE LOW 4HUS MATERIAL WITH YIELD
STRENGTH OF OR KSI PRESENT ADVANTAGES OVER KSI
MATERIAL .OTE THAT !)3# DOES NOT PERMIT MATERIAL WITH
SPECIlED MINIMUM YIELD STRESS GREATER THAN KSI TO BE USED
FOR WEB PLATES IN HIGH SEISMIC DESIGN UNLESS TESTING IS PER
FORMED TO JUSTIFY IT
! LOW DEVIATION OF EXPECTED YIELD STRESS FROM THE SPECI
lED MINIMUM YIELD STRESS IE A LOW FACTOR 2Y REDUCES THE
STRENGTH REQUIRED OF ELEMENTS ADJOINING THE WEB PLATE )N
SOME CASES CONSIDERABLE SAVINGS COULD BE REALIZED BY SPECI
FYING A RANGE OF YIELD STRENGTH MORE LIMITED THAN THAT PER
MITTED BY THE !34- SPECIlCATION PROVIDED THAT THE PLATE
MATERIAL IS READILY AVAILABLE 4HE AVAILABILITY OF STEEL WITH
SUCH SPECIAL REQUIREMENTS SHOULD BE CONlRMED PRIOR TO SPEC
IlCATION $ESIGNERS MAY WISH TO GIVE ALTERNATIVE COMBINA
TIONS OF WEB PLATE THICKNESS AND MEASURED YIELD STRENGTH IN
ORDER TO ACHIEVE THE REQUIRED STRENGTH AND LIMIT UNNECESSARY
AND COSTLY OVERSTRENGTH WITHOUT SPECIFYING MATERIAL THAT IS
DIFlCULT TO OBTAIN &OR EXAMPLE A DESIGNER COULD SPECIFY A
WEB PLATE OF t IN THICKNESS AND A MEASURED YIELD STRENGTH
BETWEEN AND KSI WITH AN ALTERNATIVE OF IN THICKNESS
AND A MEASURED YIELD STRENGTH BETWEEN AND KSI PRO
VIDED THE CHANGE IN STIFFNESS IS NOT DETRIMENTAL
/F THE MATERIALS LISTED IN 3ECTION OF !)3# A SUIT
ABLE AND OFTEN USED MATERIAL FOR WEB PLATES IS !34- !
!34- ! COULD ALSO BE SUITABLE 0RIMARILY USED IN BRIDGE
DESIGN !34- ! 'RADE IS AVAILABLE IN THICKNESSES
SIMILAR TO THAT OF ! BECAUSE IT IS SIMPLY !34- ! WITH
ADDITIONAL BRIDGE RELATED REQUIREMENTS !34- ! AND
! hWEATHERING STEELv ARE ALSO PERMISSIBLE ALTHOUGH
THEIR HIGHER SPECIlED MINIMUM YIELD STRESS OR KSI FOR
! KSI FOR ! MAKES THEM LESS DESIRABLE
/THER MATERIALS MAY ALSO BE APPROPRIATE BASED ON THE
CRITERIA USED TO SELECT THOSE LISTED IN 3ECTION OF !)3#
!34- ! 33 IS ESPECIALLY SUITABLE FOR USE IN
3037 )T IS AVAILABLE IN LOW STRENGTH GRADES 'RADE AND
AND HAS GOOD WELDABILITY )T PROVIDES A HIGH INELASTIC
DEFORMATION CAPACITY PERCENT FOR 'RADE MATERIAL
BETWEEN AND IN THICKNESS 4HIS MATERIAL HAS
BEEN USED IN THE DESIGN OF 3037 %ATHERTON !34! (3,!3 'RADE IS ALLOWED BY !)3# BUT IT IS
NOT SUITABLE FOR 3037 BECAUSE OF ITS HIGHER STRENGTH AND
LOWER INELASTIC STRAIN CAPACITY !34- ! #3 AND !
$3 BOTH TYPICALLY PROVIDE GOOD ELONGATION CAPACITY AND A
LOW YIELD STRENGTH (OWEVER THE MECHANICAL PROPERTIES
4HIS MATERIAL WAS PREVIOUSLY COVERED BY !34- 33
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4ABLE n 3UITABLE !34- -ATERIALS FOR 3037 7EB 0LATES
3PECIlED
-INIMUM
9IELD 3TRESS
&Y KSI
3PECIlED
-INIMUM
4ENSILE 3TRESS
&U KSI
-INIMUM
%LONGATION IN IN
'AGE ,ENGTH ,ISTED
IN !)3#
2Y 2ATIO OF %XPECTED
TO 3PECIlED
-INIMUM 9IELD 3TRESS
!
9ES
! 'R 9ES
.OT $EFINED
'R 9ES
.OT $ElNED
'R 9ES
9ES
'R 9ES
.OT $ElNED
'R !34- $ESIGNATION
!
!
!
!
#3
n
$3
n 33 'R 33 'R 9ES
.OT $ElNED
.OT $ElNED
.O
.OT $ElNED
.OT $ElNED
.O
.OT $ElNED
.O
.OT $ElNED
.O
.OT $ElNED
33 'R 4YPE .O
.OT $ElNED
33 'R 4YPE .O
.OT $ElNED
n
.O
.OT $ElNED
.O
.OT $ElNED
33 'R (3,!3 'R #LASS (3,!3 'R #LASS .O
.OT $ElNED
(3,!3 'R #LASS .O
.OT $ElNED
.O
.OT $ElNED
(3,!3 'R #LASS $ENOTES NONMANDATORY TYPICAL VALUE $ESIGNERS MUST VERIFY THE ACTUAL YIELD STRENGTH OF THE MATERIAL
6ALUE FOR THICKNESS BETWEEN AND IN
6ALUE FOR THICKNESS BETWEEN AND IN
6ALUE FOR THICKNESS BETWEEN AND IN
6ALUE FOR THICKNESS ABOVE IN
6ALUE FOR THICKNESS UP TO IN
5SING TEST METHOD GIVEN IN !34- !
LISTED FOR THESE MATERIALS BY !34- AND IN 4ABLE n ARE
NONMANDATORY $ESIGNERS WISHING TO EMPLOY !34- !
#3 OR ! $3 SHOULD SPECIFY TESTING OF MATERIAL PROVIDED
TO MEET THE DESIRED YIELD STRENGTH AND AT A MINIMUM AN
ELONGATION CAPACITY OF PERCENT IN A IN GAGE LENGTH PER
!34- !
4ABLE n LISTS THE VARIOUS MATERIALS THAT MAY BE CONSID
ERED FOR 3037 WEB PLATES AND THEIR RELEVANT CHARACTERISTICS
!LL OF THESE MATERIALS ARE HOT FORMED AND HAVE SUITABLE WELD
ABILITY &OR MANY OF THE MATERIALS LISTED IN 4ABLE n DESIGN
ERS MUST EITHER INVESTIGATE THE EXPECTED YIELD STRESS OF THE
MATERIAL FOR THE SELECTED GRADE OR SPECIFY A MAXIMUM TO BE
ESTABLISHED USING !34- !
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
4HE MATERIALS LISTED IN 4ABLE n ARE PRODUCED IN A RANGE
OF THICKNESSES &OR 3037 THE THICKNESS RANGE BETWEEN
IN AND 6 IN IS MOST RELEVANT 4HE PRODUCTION OF THE
MATERIALS IN 4ABLE n IN THAT THICKNESS RANGE IS LISTED IN
4ABLE n
0ROVIDED THAT THE MATERIAL IS AVAILABLE TESTING OF WEB
PLATE MATERIAL CAN OFFER SIGNIlCANT ADVANTAGES )F A PERMIT
TED RANGE OF YIELD STRESS IS SPECIlED FOR THE WEB PLATES FOR A
SPECIlC PROJECT WITH A MINIMUM YIELD STRENGTH ABOVE THE
!34- SPECIlED MINIMUM FOR THE MATERIAL BUT BELOW THE EX
PECTED YIELD STRENGTH 2Y &Y THE REQUIRED STRENGTH OF CONNEC
TIONS AND BOUNDARY ELEMENTS CAN BE SIGNIlCANTLY REDUCED
&OR EXAMPLE IF THE WEB PLATE MATERIAL IN #HAPTER COULD
4ABLE n #OMMONLY 0RODUCED 4HICKNESSES OF -ATERIALS 3UITABLE FOR 7EB 0LATES IN 3037
! #3
! $3
! 33 'R ! 33 'R ! 33 'R 4YPE ! 33 'R 4YPE ! 33 'R ! (3,!3 'R #LASS ! (3,!3 'R #LASS ! (3,!3 'R #LASS ! (3,!3 'R #LASS ! 'R ! 'R !
! 'R ! 'R ! 'R 7EB 0LATE
4HICKNESS
IN
3TANDARD
'AGE OR
&RACTIONAL
4HICKNESS
IN IF NO
3TANDARD
'AGE IS
!PPLICABLE
!
!34- $ESIGNATION
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
r
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
s
t
s
s
s
s
s
s
s
.
s
s
s
s
s
s
s
u
s
s
s
s
s
s
s
s
s
s
s
s
s
s
6
s
s
s
s
s
s
s
HAVE BEEN DESIGNED WITH MATERIAL HAVING A SPECIlED MINI
MUM YIELD STRESS OF KSI AND A MAXIMUM OF KSI INSTEAD
OF USING &Y EQUAL TO KSI AND 2Y &Y EQUAL TO KSI THE
SEISMIC LOAD EFFECTS ON CONNECTIONS AND BOUNDARY ELEMENTS
WOULD HAVE BEEN REDUCED BY PERCENT BECAUSE OF THE CORRE
SPONDING REDUCTION IN THICKNESS REQUIRED &OR STRUCTURES WITH
ELEMENTS DESIGNED TO CONTROL DRIFT THIS REDUCTION MAY BE OF
MINOR CONSEQUENCE FOR STRUCTURES WITH ELEMENTS DESIGNED
FOR STRENGTH THE SAVINGS WOULD MORE THAN OFFSET THE COSTS OF
TESTING IN MANY CASES 4HE AUTHORS RECOMMEND THAT IF TEST
ING IS USED TO ESTABLISH MATERIAL PROPERTIES AT LEAST ONE TEST
BE PERFORMED FOR EACH HEAT OF STEEL USED FOR WEB PLATES AND
THAT THE FEASIBILITY OF TESTING AND OTHER SPECIAL SPECIlCATION
REQUIREMENTS BE CONlRMED EARLY IN THE DESIGN PHASE
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 4HE LIMITING PLATE THICKNESS IS
3%26)#%!"),)49
4HE DESIGN EXAMPLES IN #HAPTERS AND ADDRESSED THE
DESIGN OF 307 AND 3037 RESPECTIVELY IN ORDER TO MEET
THE STRENGTH AND PERFORMANCE REQUIREMENTS FOR THE LOADING
SPECIlED IN !3#% &OR MOST BUILDING APPLICATIONS IT IS
ALSO DESIRABLE TO INVESTIGATE THE SERVICEABILITY PERFORMANCE
OF THE SYSTEM UNDER THE MORE MODERATE SERVICE LOADING THAT
IT IS LIKELY TO UNDERGO
4HERE ARE NO CODIlED CRITERIA FOR THE REQUIRED PERFORMANCE
AT SERVICEABILITY LOADS 4HIS ASPECT OF DESIGN REQUIRES DIS
CUSSION WITH THE BUILDING OWNER OR USER AS THE PERFORMANCE
REQUIREMENTS ARE SUBJECTIVE AND MUST BE CONSIDERED IN THE
CONTEXT OF POTENTIAL ADDED COST &OR FURTHER GUIDANCE ON SER
VICEABILITY DESIGN CRITERIA SEE !)3# $ESIGN 'UIDE 3ER
VICEABILITY $ESIGN #ONSIDERATIONS FOR 3TEEL "UILDINGS 3EC
OND %DITION 7EST AND &ISHER "UCKLING OF 7EB 0LATES !TTACHMENTS
UDS T
P
W T
&
0LATES OF THIS THICKNESS OR THICKER WILL YIELD IN SHEAR 4HINNER
PLATES WILL EXPERIENCE SHEAR BUCKLING AT STRESS LEVELS BELOW
THAT OF SHEAR YIELDING
&OR THE BUILDING IN #HAPTER THE MOST SLENDER WEB
PLATES ARE AT THE TOP OF THE BUILDING WHERE THE CRITICAL BUCK
LING STRESS IS PSIˆLESS THAN PERCENT OF THE DESIGN SHEAR
STRENGTH 4HIS LEVEL OF SHEAR STRESS CORRESPONDS TO A WIND
SPEED OF APPROXIMATELY MILES PER HOUR 7HILE THE ROLE
OF NUMEROUS ADDITIONAL SOURCES OF LATERAL RESISTANCE MAY BE
IMPORTANT AT LOW LEVELS OF LOADING IT IS CLEAR THAT BUCKLING OF
THE WEB PLATE SHOULD BE ANTICIPATED IN THE SERVICE LIFE OF THE
BUILDING
#/.&)'52!4)/.
4HE BUCKLING BEHAVIOR OF THE WEB PLATE PRESENTS A NUMBER OF
SERVICEABILITY CONSIDERATIONS THAT ARE UNIQUE TO 3037 3LEN
DER WEB PLATES ARE LIKELY TO BUCKLE UNDER LOW LEVELS OF LATERAL
LOADING %XTREMELY SLENDER WEB PLATES MAY BUCKLE BEFORE
CONSTRUCTION IS COMPLETE 7HILE THIS IS CONSISTENT WITH THE
STRENGTH AND STIFFNESS ASSUMPTIONS IN THE 3037 DESIGN EQUA
TIONS THE TRANSVERSE DISPLACEMENT ASSOCIATED WITH BUCKLING
MAY AFFECT ANY ATTACHMENTS TO THE WALL !RCHITECTURAL WALLS
SURROUNDING WEB PLATES MUST THEREFORE PROVIDE SUFlCIENT
CLEARANCE TO ACCOMMODATE THIS DISPLACEMENT
4HE EXPECTED BUCKLING OF WEB PLATES MAKES ATTACHMENT OF
NONSTRUCTURAL ITEMS TO THEM PROBLEMATIC )T IS BEST TO AVOID
ATTACHMENTS TO WEB PLATES AND PROVIDE AN ARCHITECTURAL WALL
ON EITHER SIDE OF THE WEB PLATE
$ESIGNERS MAY lND THAT IT IS DIFlCULT TO SATISFY MANY OF THE
REQUIREMENTS OF !)3# FOR 3037 IN BAYS FT LONG OR
LONGER 4HE DESIGN REQUIREMENTS FOR ("% ESPECIALLY AT THE
TOP LEVEL MAKE LONGER SPANS UNATTRACTIVE $ESIGNERS MAY
WISH TO INTRODUCE A SERIES OF VERTICAL STRUTS AS DISCUSSED IN
#HAPTER ALTERNATIVELY SHORTER BAYS CAN BE DESIGNED TO
PROVIDE VERY HIGH STRENGTH 3HORTER BAYS HOWEVER MAY LEAD
TO INCREASED AXIAL FORCES IN 6"% AS WELL AS INCREASED DRIFT
!S DISCUSSED IN #HAPTER REDUCTION OF AXIAL FORCES IN 6"%
BY USE OF SPECIAL CONlGURATIONS CAN BE ADVANTAGEOUS BOTH
FOR CONTROL OF DRIFT AND FOR THE REQUIRED STRENGTH OF THOSE
ELEMENTS
,OADING AT "UCKLING OF 7EB 0LATE
$ESIGNERS MAY WISH TO CALCULATE THE LEVEL OF LOADING THAT
THEORETICALLY CORRESPONDS TO BUCKLING OF THE WEB PLATE AND
MAKE SURE THAT THE INTERESTED PARTIES UNDERSTAND AND ACCEPT
THAT WEB PLATE BUCKLING WILL BE PART OF THE PERFORMANCE
UNDER SUCH LOADING 4HE CRITICAL BUCKLING STRESS CAN BE CAL
CULATED USING AN EXPRESSION DERIVED BY 4IMOSHENKO AND
7OINOWSKY +REIGER T FU P (
U V W
nB
nA
WHERE
S THE SMALLER SPACING BETWEEN STIFFENERS
TCR THE CRITICAL BUCKLING SHEAR
U 0OISSONS RATIO
&IG n )NTERSECTING ORTHOGONAL 3037
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
4HE DESIGN EXAMPLES IN THIS $ESIGN 'UIDE USE 307 OR
3037 AT THE BUILDING PERIMETER 4HIS IS DONE FOR SIMPLICITY
OF ILLUSTRATION OF THE DESIGN METHOD )N MANY BUILDING APPLI
CATIONS IT IS CONVENIENT TO LOCATE SHEAR WALLS AT THE ELEVATOR
AND STAIR LOCATIONS AT THE BUILDING CORE 4HIS PROVIDES LESS
TORSIONAL RESISTANCE THAN LOCATION OF THE SHEAR WALLS AT THE
PERIMETER &REQUENTLY A PERIMETER MOMENT FRAME IS USED AT
THE BUILDING PERIMETER TO REDUCE BUILDING TORSION WHEN SHEAR
WALLS IN THE BUILDING CORE RESIST THE MAJORITY OF THE LATERAL
LOADS
/RTHOGONAL SHEAR WALLS LOCATED AT THE BUILDING CORE WILL
OFTEN INTERSECT SHARING THE 6"% &IGURE n SHOWS A PLAN
WITH INTERSECTING 3037 AT A BUILDING CORE
4HIS CONDITION COMPLICATES THE DESIGN OF THE 3037 IN
TWO WAYS &IRST THE 6"% MUST MEET THE TRANSVERSE STIFFNESS
REQUIREMENT OF !)3# 3ECTION G %QUATION n 7IDE mANGE SHAPES MAY REQUIRE ADDITIONAL PLATES TO FORM
BOX SECTIONS TO MEET THIS REQUIREMENT !LTERNATIVELY COL
UMNS MAY BE MADE OF BUILT UP BOX SECTIONS OR (33 &IGURE
n SHOWS SOME ALTERNATIVE 6"% SECTIONS DESIGNERS SHOULD
CONSIDER THE ADDED mEXIBILITY OF THIN PLATES IN BENDING )T
SHOULD BE NOTED THAT NO SUCH CONlGURATIONS HAVE BEEN TEST
ED ALTHOUGH SOME APPLICATIONS HAVE EMPLOYED INTERSECTING
3037
4HE SECOND WAY IN WHICH INTERSECTING ORTHOGONAL 3037
COMPLICATE THE DESIGN IS THAT 6"% MUST BE DESIGNED FOR SI
MULTANEOUS SEISMIC LOADING IN EACH ORTHOGONAL DIRECTION
7HILE IT IS UNLIKELY THAT THE TWO 3037 WILL REACH THEIR PEAK
OVERTURNING MOMENTS SIMULTANEOUSLY 3037 ARE EXPECTED TO
SHOW SIGNIlCANT DUCTILITY AND THE FORCES IN ELEMENTS CAN
NOT BE ADDED USING ELASTIC METHODS SUCH AS WITH THE SQUARE
ROOT OF THE SUM OF THE SQUARES 3233 OR COMBINING PERCENT OF THE FORCE FROM ONE DIRECTION OF LOADING WITH PERCENT OF THE FORCE FROM LOADING IN THE ORTHOGONAL DIREC
TION &%-! RECOMMENDS COMBINING PERCENT OF THE
DISPLACEMENT IN ONE DIRECTION OF LOADING WITH PERCENT OF
THE DISPLACEMENT IN THE ORTHOGONAL DIRECTION 4HIS METHOD
ACCOUNTS FOR THE EXPECTED DUCTILITY OF THE SYSTEM
#/.3425#4)/.
4HE CONSTRUCTION OF BUILDINGS WITH 3037 GENERALLY DOES NOT
PRESENT EXTRAORDINARY CHALLENGES -ANY HAVE BEEN BUILT US
ING STANDARD TECHNIQUES OF STRUCTURAL STEEL DETAILING FABRICA
TION AND ERECTION
"OLTED #ONSTRUCTION
4HE USE OF BOLTED STEEL WEB PLATES PRESENTS SOME CONSTRUCTION
CHALLENGES IN ADDITION TO THE DESIGN CHALLENGES DISCUSSED IN
#HAPTER "OLTED JOINTS OF WEB PLATES MAY REQUIRE WELDED
REINFORCEMENT IN ORDER TO PERMIT CLOSE BOLT SPACING WHILE
MAINTAINING A DESIGN THAT IS GOVERNED BY WEB PLATE YIELD
ING RATHER THAN RUPTURE AT THE NET SECTION 2EINFORCEMENT ALSO
REDUCES THE NUMBER OF BOLTS REQUIRED WHICH OTHERWISE MIGHT
NECESSITATE MULTIPLE ROWS OF BOLTS AT EVERY JOINT
/F MORE CONCERN IS THE DIFlCULTY IN ALIGNING THE LARGE NUM
BER OF BOLTS REQUIRED FOR EACH WEB PLATE %VEN IF WEB PLATE
SPLICES WITHIN EACH STORY ARE SHOP WELDED EACH WEB PLATE
IS LIKELY TO HAVE DOZENS OF BOLTS POSSIBLY MORE THAN %RECTION TOLERANCE FOR OUT OF PLUMBNESS OF 6"% COLUMNS IS
LIKELY TO LEAD TO CONDITIONS OF BOLT HOLE MISALIGNMENT
7HILE BOLTED CONSTRUCTION IS OFTEN FASTER FOR ERECTION FOR
WEB PLATES IN STEEL PLATE SHEAR WALLS ITS ADVANTAGES IN THIS
RESPECT ARE NOT ENSURED
&IG n !LTERNATIVE 6"% SECTIONS
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 7ELDED #ONSTRUCTION
4HE USE OF WELDED CONSTRUCTION IS GENERALLY PREFERRED FOR THE
WEB PLATES IN STEEL PLATE SHEAR WALLS &ILLET WELDS AT THE PE
RIMETER OF WEB PLATES CAN TYPICALLY BE SIZED FOR A SINGLE PASS
t IN OR LESS DEPENDING UPON WELDING POSITION 7HERE GAGE MATERIAL WITH THICKNESS OF IN OR LESS IS
USED FOR WEB PLATES WELDING IN THE VERTICAL POSITION MAY BE
DIFlCULT &IELD WELDS OF WEB PLATES TO 6"% lSH PLATES MAY
BE DIFlCULT TO ACHIEVE WITHOUT MELTING THROUGH THE THIN MATE
RIAL !LTERNATIVE DETAILS HAVE BEEN USED IN SUCH CASES INCLUD
ING ONLY WELDING THE EDGE OF THE WEB PLATES TO THE lSH PLATES
IE WITHOUT THE OTHER WELD AT THE EDGE OF THE lSH PLATE )N APPLICATIONS WITH SMALLER 307 OR 3037 SUCH AS LOW
RISE BUILDINGS THE WELDING MAY BE DONE IN THE SHOP AND THE
ENTIRE ASSEMBLY ERECTED IN ONE PIECE &OR LARGER APPLICATIONS
SOME lELD SPLICING IS NECESSARY )N THOSE CASES DESIGNERS
MAY WISH TO PAY SPECIAL ATTENTION TO THE QUALIlCATION OF
WELDERS FOR THESE PROCEDURES !DEQUATE DEMONSTRATION OF
QUALIlCATION SHOULD BE PART OF THE QUALITY ASSURANCE PLAN AS
REQUIRED BY 3ECTION OF !)3# !S WITH ALL WELDS IN THE SEISMIC LOAD RESISTING SYSTEM
!)3# HAS REQUIREMENTS FOR THE MINIMUM lLLER METAL
TOUGHNESS RATING 4HESE REQUIREMENTS ARE GIVEN IN 3ECTION
INCLUDING A #HARPY 6 NOTCH TOUGHNESS OF FT LB AT &
4HIS REQUIREMENT APPLIES TO THE WELDED CONNECTIONS OF THE
WEB PLATE AS WELL AS TO THE WELDED CONNECTIONS AND SPLICES
OF 6"% ("% AND COLLECTORS AND CHORDS OF DIAPHRAGMS
4HE MOMENT CONNECTIONS OF ("% TO 6"% IN 3037 RE
QUIRE hDEMAND CRITICAL WELDSv 4HESE HAVE A MINIMUM
#HARPY 6 NOTCH TOUGHNESS OF FT LB AT & IN ADDITION TO
THE REQUIREMENTS ABOVE 4HIS TOUGHNESS IS ESTABLISHED USING
TESTING AND QUALIlCATION PROCEDURES DESCRIBED IN !PPENDIX
8 TO !)3# UNDER DEAD LOADS AND DESIGNERS NEED NOT PLACE ANY SPECIAL
REQUIREMENTS ON SEQUENCE OF ERECTION OR CONNECTION OF
ELEMENTS
%RECTION CAN THUS BE FAIRLY RAPID ALTHOUGH WELDING OF WEB
PLATES AND OF ("% TO 6"% CONNECTIONS MAY CONTINUE FOR
SOME TIME AFTER ERECTION OF THE FRAME IS COMPLETE
#ONNECTION OF /THER %LEMENTS
7HILE WEB PLATES IN 307 AND 3037 ARE FAIRLY RESISTANT TO
THE PROPAGATION OF CRACKS THAT DEVELOP AT THE CONNECTIONS OF
PLATES TO BOUNDARY ELEMENTS DURING THEIR INELASTIC RESPONSE
AT LARGE DUCTILITIES IT IS NEVERTHELESS RECOMMENDED THAT NO
ATTACHMENTS FROM OTHER BUILDING SYSTEMS SUCH AS MECHANI
CAL DUCTS OR PARTITIONS BE MADE TO THEM 4HIS IS PRIMARILY
DUE TO THE EXPECTED BUCKLING OF THE WEB PLATE AND THE EFFECT
THAT MIGHT HAVE ON THE SUPPORTED ITEM BUT ALSO TO PREVENT THE
INITIATION OF MID PLATE CRACKING A CONDITION THAT HAS NOT BEEN
INVESTIGATED TO DATE
7HILE PARTITION FRAMING CAN EASILY RUN PAST THE WEB PLATE
LARGE PANELS ON THE BUILDING INTERIOR CAN POSE A SIGNIlCANT
OBSTACLE TO THE OPTIMAL ROUTING OF MECHANICAL ELECTRICAL AND
PLUMBING SYSTEMS 4HIS CAN BE ESPECIALLY OBTRUSIVE WHERE
307 OR 3037 ARE LOCATED SURROUNDING THE BUILDING CORE
WHERE THESE SYSTEMS CONVERGE AND ARE ROUTED VERTICALLY
4HE PERFORATED WEB PLATE SHEAR WALL SHOWN IN &IGURE n
OFFERS AN APPROACH THAT ALLOWS FOR PENETRATION OF THE SHEAR
WALL BY OTHER BUILDING SYSTEMS !NOTHER TEST FROM THE SAME
SERIES SHOWN IN &IGURE n LIKEWISE PERMITS PENETRATION
6IAN AND "RUNEAU 4HIS WEB PLATE PROVIDES OPENINGS
AT THE UPPER CORNERS )N ORDER TO PERMIT WEB PLATE TENSION
YIELDING TO OCCUR AT THESE LOCATIONS THE CURVED STIFFENER MUST
BE DESIGNED AS AN ARCH AND ANCHORED TO THE 6"% AND ("%
mANGES
3EQUENCE AND 3PEED OF %RECTION
2ETROlT !PPLICATIONS
307 AND 3037 ARE BUILT SIMILARLY TO BRACED FRAMES COLUMNS
AND BEAMS ARE ERECTED FOLLOWED BY THE INlLL WEB PLATES
0RIOR TO THE CONNECTION OF THE WEB PLATES SOME TEMPORARY
MEANS IS USED TO STABILIZE AND PLUMB THE STRUCTURE
)N SOME CASES DESIGNERS HAVE TAKEN PRECAUTIONS TO
PREVENT LARGE DEAD LOAD FORCES FROM ACCUMULATING IN MULTI
STORY SHEAR WALLS WITH THE GOAL OF PRECLUDING BUCKLING OF THE
WEB PLATE PRIOR TO THE APPLICATION OF A SIGNIlCANT LATERAL LOAD
!STANEH !SL (OWEVER THIS MAY NOT BE NECESSARY
AS IT HAS BEEN SUGGESTED THAT AN INITIALLY SLIGHTLY BUCKLED
PLATE IS NOT DETRIMENTAL TO THE LATERAL SEISMIC PERFORMANCE
!S DISCUSSED ABOVE THE LEVEL OF LATERAL LOADING AT WHICH
WEB PLATE BUCKLING CAN BE EXPECTED IS FAIRLY LOW !LSO AS
DISCUSSED IN #HAPTERS AND THE SHEAR BUCKLING STRENGTH OF
THE WEB PLATES CONTRIBUTES VERY LITTLE TO THE OVERALL STRENGTH
AND STIFFNESS OF THE SYSTEM &OR THESE REASONS THERE IS NO
REQUIREMENT TO PREVENT WEB PLATE BUCKLING FROM OCCURRING
307 AND 3037 CAN BE CONSIDERED FOR MANY RETROlT APPLICA
TIONS )F THE STRUCTURE TO BE RETROlT IS A MOMENT FRAME IT MAY
ALREADY MEET MANY OF THE REQUIREMENTS FOR 3037 FRAMES
&RAMES SHOULD MEET THE PROPORTIONING REQUIREMENTS OF !)3#
3ECTION B 4HE INTRODUCTION OF A WEB PLATE WILL
REDUCE THE mEXURAL DEMANDS ON THE FRAME BY SIGNIlCANTLY
REDUCING DRIFT WHILE INCREASING THE AXIAL FORCES &RAMES THAT
MEET THE STRONG COLUMNWEAK BEAM REQUIREMENT OF 3ECTION
A OF !)3# BEFORE THE ADDITION OF THE WEB PLATE MAY
NOT ONCE THE AXIAL FORCES DUE TO WEB PLATE TENSION IN THE COL
UMN ARE CONSIDERED
4HE mEXIBILITY OF THE 6"% MAY LIMIT THE MAXIMUM WEB
PLATE THICKNESS THAT CAN BE INTRODUCED 4HESE LIMITATIONS
SHOULD BE INVESTIGATED AT THE OUTSET OF CONSIDERING USE OF A
3037 RETROlT 4HE MAXIMUM WEB PLATE THICKNESS BASED ON
COLUMN mEXIBILITY IS BASED ON 3ECTION G OF !)3# %QUATION n $%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
WZ b
/, F
K
n
7HERE THIS REQUIREMENT PRECLUDES THE USE OF 3037 DESIGN
ERS MAY CONSIDER STRENGTHENING THE BOUNDARY ELEMENTS OR
USING STIFFENED OR COMPOSITE STEEL PLATE WALLS THAT WOULD
ENSURE PURE SHEAR YIELDING OF THE WEB PLATE WHICH WOULD
NOT IMPOSE THESE mEXURAL FORCES ON THE 6"% !LTERNATIVELY
HORIZONTAL STRUTS MAY BE USED TO REDUCE THE REQUIRED MOMENT
OF INERTIA OF 6"% AS DISCUSSED IN #HAPTER 4HE MAXIMUM WEB PLATE THICKNESS MAY ALSO BE GOVERNED
BY THE mEXURAL STRENGTH OR STIFFNESS OF THE BEAMS &OR STRUC
TURES DESIGNED AS MOMENT FRAMES TYPICAL BEAMS WILL HAVE
SIGNIlCANT mEXURAL STRENGTH AND MAY BE ABLE TO SUPPORT WEB
PLATE TENSION STRESSES ACROSS THEIR SPANS CONSIDERING THE OFF
SETTING EFFECTS OF THE WEB PLATE ABOVE THE BEAM !T THE TOP LEVEL WHERE THERE IS NO WEB PLATE ABOVE TO OFFSET
THE TENSION STRESS PULLING THE BEAM DOWN IT MAY NOT BE POS
SIBLE TO PROVIDE A WEB PLATE OF REALISTIC THICKNESS $ESIGNERS
MAY NEED TO STRENGTHEN THE BEAM $ESIGNERS MAY ALSO WISH
TO CONSIDER THREE ALTERNATIVES AT THIS LEVEL
&IRST THE TOP LEVEL WEB PLATE OF THE 3037 FRAME MAY BE
DESIGNED AS A STIFFENED OR COMPOSITE STEEL PLATE WALL THUS
ELIMINATING THE TRANSVERSE LOAD IMPOSED ON THE TOP ("% BY
WEB PLATE TENSION 7HILE THIS WOULD THEORETICALLY IMPOSE
THE mEXURAL FORCES ON THE NEXT ("% WHICH WOULD HAVE
AN UNSTIFFENED WEB PLATE BELOW AND A STIFFENED WEB PLATE
ABOVE THE YIELDING OF THAT LOWER BEAM DUE TO THIS EFFECT
REQUIRES THE WEB PLATE ABOVE TO YIELD IN TENSION AS WELL AND
THUS THE BEAM CAN BE DESIGNED AS IF THE WEB PLATE ABOVE WERE
UNSTIFFENED
3ECOND DESIGNERS MAY CONSIDER REDUCING THE REQUIRED
mEXURAL STRENGTH OF THE BEAM BY THE INTRODUCTION OF A SIG
NIlCANT OPENING ACROSS THE BEAM SPAN 4HE LOCAL OVERTURNING
MOMENTS AT THE BOUNDARY ELEMENTS AT EITHER SIDE OF THE OPEN
ING MAY BE VERY LARGE AND THIS APPROACH MAY NOT BE VIABLE IF
THE REQUIRED STRENGTH OF THE WALL IS LARGE AT THIS LEVEL
4HIRD A SERIES OF VERTICAL STRUTS MAY BE INCLUDED IN THE
3037 SO THAT THE TOP ("% IS SUPPORTED AT MID SPAN AND
ITS REACTION AT THIS LOCATION COMBINED WITH THE REACTIONS OF
ALL THE INTERMEDIATE ("% ACCUMULATE IN THE SERIES OF STRUTS
AND OFFSET THE UPWARD MID SPAN REACTION OF THE BOTTOM ("%
4HIS CONCEPT IS DESCRIBED IN #HAPTER &)2% 02/4%#4)/.
4HE )NTERNATIONAL "UILDING #ODE )## REQUIRES DIF
FERING LEVELS OF lRE PROTECTION FOR MEMBERS OF THE STEEL STRUC
TURE DEPENDING ON THEIR ROLE IN THE SUPPORT OF GRAVITY LOADS
4HERE ARE REQUIREMENTS FOR BEAMS AS WELL AS REQUIREMENTS
FOR THE hSTRUCTURAL FRAMEv AS DElNED IN A FOOTNOTE TO 4ABLE
4HESE LATTER REQUIREMENTS ARE TYPICALLY MORE STRINGENT
7EB PLATES IN 307 AND 3037 TYPICALLY ARE NOT CONSIDERED
PART OF THE STRUCTURAL FRAME WHICH IS DElNED AS FOLLOWS
4HE STRUCTURAL FRAME SHALL BE CONSIDERED TO BE THE COLUMNS
AND GIRDERS BEAMS TRUSSES AND SPANDRELS HAVING DIRECT CON
NECTION TO THE COLUMNS AND BRACING MEMBERS DESIGNED TO
CARRY GRAVITY LOADS
.EITHER THE ("% NOR THE 6"% DEPEND ON THE WEB PLATE
FOR RESISTANCE TO GRAVITY LOADING 4HE WEB PLATE AS DISCUSSED
PREVIOUSLY IS A SLENDER MEMBER WITH LITTLE OR NO RESISTANCE
TO COMPRESSION IT CAN TYPICALLY BE EXPECTED TO HAVE BUCKLED
UNDER SELF WEIGHT OR DURING THE APPLICATION OF DEAD LOADS
4HE WEB PLATE THEREFORE IS NOT CONSIDERED PART OF THE STRUC
TURAL FRAME AND THUS IS NOT REQUIRED TO BE lREPROOFED UN
LESS IT IS PART OF A lRE RATED SEPARATION OR SHAFT 5NDER THOSE
CIRCUMSTANCES A lRE RESISTANT ASSEMBLY CAN BE PROVIDED ON
ONE SIDE OF THE WEB PLATE 4HE PARTITION ON THE OPPOSITE SIDE
WOULD NOT BE REQUIRED TO BE lRE RESISTANT )F IT IS DESIRED TO
USE lRE PROTECTION DIRECTLY ON A WEB PLATE SUCH AN ASSEM
BLY SHOULD BE TESTED TO DETERMINE ITS lRE RESISTANCE OR lRE
ENGINEERED TO ENSURE PROPER PERFORMANCE &OR FURTHER GUID
ANCE ON THE DESIGN OF 307 AND 3037 FOR lRE RESISTANCE SEE
!)3# $ESIGN 'UIDE &IRE 2ESISTANCE OF 3TRUCTURAL 3TEEL
&RAMING 2UDDY ET AL &5452% 2%3%!2#( !.$ 4//,3
4HIS $ESIGN 'UIDE HAS BEEN WRITTEN BASED ON THE RESEARCH
AVAILABLE TO DATE AND COMMONLY USED ANALYSIS TOOLS "ECAUSE
THIS IS A NEW SYSTEM THE SUPPORTING RESEARCH IS EXPECTED TO
INCREASE RAPIDLY BEFORE THIS $ESIGN 'UIDE IS UPDATED 4HE
AUTHORS HAVE PROVIDED DESIGN RECOMMENDATIONS THAT ARE IN
TENDED TO PROVIDE RELIABLE PERFORMANCE !T TIMES THE RECOM
MENDATIONS HAVE BEEN MADE ANTICIPATING THAT THEY MAY LATER
BE REVISED TYPICALLY RELAXED BASED ON FUTURE TESTING AND
ANALYSIS )T IS ALSO EXPECTED THAT NONLINEAR ANALYSIS TOOLS CUR
RENTLY AVAILABLE CAN DEMONSTRATE THAT A PARTICULAR DESIGN THAT
DOES NOT CONFORM TO SOME OF THE RECOMMENDATIONS NEVERTHE
LESS CAN ACHIEVE THE DESIRED PERFORMANCE 3PECIlC ITEMS THAT
ARE THE SUBJECT OF ONGOING INVESTIGATION INCLUDE
s 4HE STIFFNESS CRITERION FOR ("% PROPOSED IN #HAPTER s 4HE STIFFNESS CRITERION FOR 6"% IN !)3# s 4HE APPLICABILITY OF THE STRAIN HARDENING FACTOR OF IN
VARIOUS ("% TO 6"% CONNECTION CALCULATIONS
s 5SE OF THE FULL ("% PLASTIC MOMENT IN CONJUNCTION WITH
FULL WEB YIELDING IN 6"% DESIGN
s #ALCULATION OF THE ANGLE A AS REQUIRED BY !)3# VERSUS USE OF AN ASSUMED ANGLE OF s 4HE LOCATION OF THE ("% PLASTIC HINGE FOR CALCULATING
6"% MOMENTS
s #ALCULATION OF 6"% REQUIRED mEXURAL STRENGTH BASED ON A
SIMPLE SPAN DUE TO HINGING AT EACH END
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 "IBLIOGRAPHY AND 2EFERENCES
!#) !#) "UILDING #ODE 2EQUIREMENTS FOR
3TRUCTURAL #ONCRETE !MERICAN #ONCRETE )NSTITUTE &ARM
INGTON (ILLS -)
!)3# A !.3)!)3# 3EISMIC 0ROVISIONS FOR
3TRUCTURAL 3TEEL "UILDINGS !MERICAN )NSTITUTE OF 3TEEL
#ONSTRUCTION )NC #HICAGO ),
!)3# B !.3)!)3# 3PECIlCATION FOR 3TRUC
TURAL 3TEEL "UILDINGS !MERICAN )NSTITUTE OF 3TEEL #ON
STRUCTION )NC #HICAGO ),
!)3# C !.3)!)3# 0REQUALIlED #ONNEC
TIONS FOR 3PECIAL AND )NTERMEDIATE 3TEEL -OMENT &RAMES
FOR 3EISMIC !PPLICATIONS !MERICAN )NSTITUTE OF 3TEEL #ON
STRUCTION )NC #HICAGO ),
!3#% 3%)!3#% -INIMUM $ESIGN ,OADS FOR
"UILDINGS AND /THER 3TRUCTURES INCLUDING 3UPPLEMENT
.O !MERICAN 3OCIETY OF #IVIL %NGINEERS 2ESTON
6!
!34- ! ! - 3TANDARD 3PECIlCATION
FOR 3TEEL 3HEET :INC #OATED 'ALVANIZED :INC )RON !L
LOY #OATED 'ALVANNEALED BY THE (OT $IP 0ROCESS v
!MERICAN 3OCIETY FOR 4ESTING AND -ATERIALS 0HILADELPHIA
0!
!34- ! ! - 3TANDARD 3PECIlCATION
FOR #OMMERCIAL 3TEEL 3HEET #ARBON #OLD 2OLLED !MERI
CAN 3OCIETY FOR 4ESTING AND -ATERIALS 0HILADELPHIA 0!
!4# 'UIDELINES FOR 3EISMIC 4ESTING OF #OMPONENTS
OF 3TEEL 3TRUCTURES 2EPORT !PPLIED 4ECHNOLOGY #OUN
CIL
!OYAMA ( AND 9AMAMOTO 9 h!SEISMIC 3TRENGTH
ENING OF %XISTING 2# "UILDINGS BY 3TEEL 0ANEL 3HEAR
7ALLS WITH 2IMS v 4RANSACTIONS 6OL PP n *A
PAN #ONCRETE )NSTITUTE
!STANEH !SL ! h#HAPTER 3TEEL 3HEAR 7ALLS v
$ESIGN OF 3TEEL #OMPOSITE 3TRUCTURES )NCLUDING 3EISMIC
%FFECTS $EPARTMENT OF #IVIL AND %NVIRONMENTAL %NGINEER
ING 5NIVERSITY OF #ALIFORNIA "ERKELEY
!STANEH !SL ! h3EISMIC "EHAVIOR AND $ESIGN OF
3TEEL 3HEAR 7ALLS v 3TEEL 4ECHNICAL )NFORMATION AND 0ROD
UCT 3ERVICES 2EPORT 3TRUCTURAL 3TEEL %DUCATIONAL #OUNCIL
-ORAGA #!
!STANEH !SL ! h3EISMIC "EHAVIOR AND $ESIGN OF
#OMPOSITE 3TEEL 0LATE 3HEAR 7ALLS v 3TEEL 4ECHNICAL )N
FORMATION AND 0RODUCT 3ERVICES 2EPORT 3TRUCTURAL 3TEEL
%DUCATIONAL #OUNCIL -ORAGA #!
!STANEH !SL ! AND :HAO 1 h#YCLIC "EHAVIOR OF
3TEEL 3HEAR 7ALL 3YSTEMS v 0ROCEEDINGS OF THE !NNUAL
3TABILITY #ONFERENCE 3TRUCTURAL 3TABILITY 2ESEARCH #OUN
CIL 3EATTLE 7!
!STANEH !SL ! AND :HAO 1 h#YCLIC 4ESTS OF 3TEEL
3HEAR 7ALLS v 2EPORT .UMBER 5#"#% 3TEEL !U
GUST $EPARTMENT OF #IVIL AND %NVIRONMENTAL %NGINEER
ING 5NIVERSITY OF #ALIFORNIA "ERKELEY
"ALDELLI *! h3TEEL 3HEAR 7ALLS FOR %XISTING "UILD
INGS v !)3# %NGINEERING *OURNAL 3ECOND 1UARTER PP
n
"ASLER + h3TRENGTH OF 0LATE 'IRDERS IN 3HEAR v
!3#% *OURNAL OF THE 3TRUCTURAL $IVISION 6OL .O PP n
"EHBAHANIFARD - 'RONDIN ' AND %LWI ! h%X
PERIMENTAL AND .UMERICAL )NVESTIGATION OF 3TEEL 0LATE
3HEAR 7ALLS v 3TRUCTURAL %NGINEERING 2EPORT .O $E
PARTMENT OF #IVIL AND %NVIRONMENTAL %NGINEERING 5NI
VERSITY OF !LBERTA %DMONTON !LBERTA #ANADA
"ERMAN *7 AND "RUNEAU - A h0LASTIC !NALYSIS
AND $ESIGN OF 3TEEL 0LATE 3HEAR 7ALLS v !3#% *OURNAL OF
3TRUCTURAL %NGINEERING 6OL .O PP n
"ERMAN *7 PRIVATE CORRESPONDENCE
"ERMAN *7 AND "RUNEAU - B h%XPERIMENTAL )N
VESTIGATION OF ,IGHT 'AUGE 3TEEL 0LATE 3HEAR 7ALLS FOR THE
3EISMIC 2ETROlT OF "UILDINGS v 4ECHNICAL 2EPORT -#%%2
-ULTIDISCIPLINARY #ENTER FOR %ARTHQUAKE %NGI
NEERING 2ESEARCH "UFFALO .9
"ERMAN *7 AND "RUNEAU - h3TEEL 0LATE 3HEAR
7ALLS ARE NOT 0LATE 'IRDERS v !)3# %NGINEERING *OURNAL
4HIRD 1UARTER PP n
"RUNEAU - "ERMAN * ,ØPEZ 'ARCIA $ AND 6IAN
$ h3TEEL 0LATE 3HEAR 7ALL "UILDINGS $ESIGN
2EQUIREMENTS AND 2ESEARCH v 0ROCEEDINGS OF .ORTH
!MERICAN 3TEEL #ONSTRUCTION #ONFERENCE -ONTREAL
#ANADA
"RUNEAU - AND "HAGWAGER 4 h3EISMIC 2ETROlT
OF &LEXIBLE 3TEEL &RAMES 5SING 4HIN )NlLL 0ANELS v %NGI
NEERING 3TRUCTURES 6OL .O PP n
"RUNEAU - 5ANG #- AND 7HITTAKER ! $UCTILE
$ESIGN OF 3TEEL 3TRUCTURES -C'RAW (ILL .EW 9ORK
#3! #!.#3! 3 ,IMIT 3TATES $ESIGN OF 3TEEL
3TRUCTURES #ANADIAN 3TANDARDS !SSOCIATION 7ILLOWDALE
/NTARIO #ANADA
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 #3! #!.#3! 3 ,IMIT 3TATES $ESIGN OF 3TEEL
3TRUCTURES #ANADIAN 3TANDARDS !SSOCIATION 7ILLOWDALE
/NTARIO #ANADA
#3! #!.#3! 3 - 3TEEL 3TRUCTURES FOR
"UILDINGS ,IMIT 3TATES $ESIGN #ANADIAN 3TANDARDS !SSO
CIATION 7ILLOWDALE /NTARIO #ANADA
#3) 3!0 2EFERENCE -ANUAL #OMPUTERS AND
3TRUCTURES )NC "ERKELEY #!
#ACCESE 6 %LGAALY - AND #HEN 2 h%XPERIMEN
TAL 3TUDY OF 4HIN 3TEEL 0LATE 3HEAR 7ALLS 5NDER #YCLIC
,OAD v !3#% *OURNAL OF 3TRUCTURAL %NGINEERING 6OL .O PP n
±ELEBI - h2ESPONSE OF /LIVE 6IEW (OSPITAL TO
.ORTHRIDGE AND 7HITTIER %ARTHQUAKES v !3#% *OURNAL OF
3TRUCTURAL %NGINEERING 6OL .O PP n
#HEN 7& 'OTO 9 AND ,IEW *92 3TABILITY
$ESIGN OF 3EMI 2IGID &RAMES *OHN 7ILEY 3ONS .EW
9ORK
#OOK .% h3TRENGTH OF &LEXIBLY #ONNECTED 3TEEL
&RAMES 5NDER ,OAD (ISTORIES v 0H$ $ISSERTATION 5NIVER
SITY OF #OLORADOn"OULDER "OULDER #/
$AFALIAS 9& AND 0OPOV %0 h0LASTIC )NTERNAL 6ARI
ABLES &ORMALISM OF #YCLIC 0LASTICITY v !3#% *OURNAL OF
!PPLIED -ECHANICS 6OL PP n
$EAN 2' #ANNON 4* AND 0OLAND #$ h5N
USUAL 3TRUCTURAL !SPECTS OF THE (# -OFlTT (OSPITALS v
0ROCEEDINGS OF THE 3TRUCTURAL %NGINEERS !SSOCIATION OF
#ALIFORNIA TH #ONVENTION #ORONADO #! PP n
$RIVER 2' AND 'RONDIN '9 h3TEEL 0LATE 3HEAR
7ALLS .OW 0ERFORMING ON THE -AIN 3TAGE v -ODERN 3TEEL
#ONSTRUCTION 3EPTEMBER !)3# #HICAGO
$RIVER 2' 'RONDIN '9 "EHBAHANIFARD - AND (US
SAIN -! h2ECENT $EVELOPMENTS AND &UTURE $I
RECTIONS IN 3TEEL 0LATE 3HEAR 7ALL 2ESEARCH v 0ROCEEDINGS
OF THE .ORTH !MERICAN 3TEEL #ONSTRUCTION #ONFERENCE &T
,AUDERDALE &, -AY
$RIVER 2' +ULAK ' , %LWI ! % AND +ENNEDY $*,
A h#YCLIC 4ESTS OF &OUR 3TORY 3TEEL 0LATE 3HEAR
7ALL v !3#% *OURNAL OF 3TRUCTURAL %NGINEERING 6OL .O PP n
$RIVER 2' +ULAK ' , %LWI ! % AND +ENNEDY $*,
B h&% AND 3IMPLIlED -ODELS OF 3TEEL 0LATE 3HEAR
7ALL v !3#% *OURNAL OF 3TRUCTURAL %NGINEERING 6OL .O PP n
$RIVER 2' +ULAK ', +ENNEDY $*, AND %LWI !%
h&INITE %LEMENT -ODELLING OF 3TEEL 0LATE 3HEAR
7ALLS v 0ROCEEDINGS OF THE 3TRUCTURAL 3TABILITY 2ESEARCH
#OUNCIL !NNUAL 4ECHNICAL 3ESSION 4ORONTO #ANADA PP
n
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
$RIVER 2' +ULAK ', +ENNEDY $*, AND %LWI !%
h3EISMIC "EHAVIOUR OF 3TEEL 0LATE 3HEAR 7ALLS v
3TRUCTURAL %NGINEERING 2EPORT .O $EPARTMENT OF
#IVIL %NGINEERING 5NIVERSITY OF !LBERTA %DMONTON !L
BERTA #ANADA
$RIVER 2' +ULAK ', +ENNEDY $*, AND %LWI !%
h3EISMIC 0ERFORMANCE OF 3TEEL 0LATE 3HEAR 7ALLS
"ASED ON A ,ARGE 3CALE -ULTI 3TOREY 4EST v 0ROCEEDINGS
OF THE TH 7ORLD #ONFERENCE ON %ARTHQUAKE %NGINEERING
!CAPULCO -EXICO 0APER P $RIVER 2' +ULAK ', +ENNEDY $*, AND %LWI !%
h,ARGE 3CALE 4EST ON A &OUR 3TOREY 3TEEL 0LATE
3HEAR 7ALL 3UBJECTED TO )DEALIZED 1UASI 3TATIC %ARTH
QUAKE ,OADING v 0ROCEEDINGS OF THE TH #ANADIAN #ON
FERENCE ON %ARTHQUAKE %NGINEERING #ANADIAN !SSOCIA
TION FOR %ARTHQUAKE %NGINEERING -ONTREAL #ANADA PP
n
%ATHERTON - 3ENIOR $ESIGN %NGINEER '&$3 %NGI
NEERS 3AN &RANCISCO PERSONAL COMMUNICATION
%ATHERTON - AND *OHNSON + h(IGH %ND 2ESIDENCE
USING 3TEEL 0LATE 3HEAR 7ALLS IN 7OODSIDE #ALIFORNIA v
0ROCEEDINGS OF THE 3%!/# #ONVENTION TH !NNI
VERSARY #ELEBRATION -ONTEREY #! PP n
%LGAALY - h4HIN 3TEEL 0LATE 3HEAR 7ALLS "EHAVIOR
AND !NALYSIS v 4HIN 7ALLED 3TRUCTURES %LSEVIER 6OL .OS n PP n
%LGAALY - #ACCESE 6 AND $U # h0OST "UCKLING
"EHAVIOR OF 3TEEL 0LATE 3HEAR 7ALLS 5NDER #YCLIC ,OADS v
!3#% *OURNAL OF 3TRUCTURAL %NGINEERING 6OL .O PP n
%LGAALY - AND ,IU 9 h!NALYSIS OF 4HIN 3TEEL 0LATE
3HEAR 7ALLS v !3#% *OURNAL OF 3TRUCTURAL %NGINEERING
6OL .O PP n
&%-! &%-! .%(20 2ECOMMENDED 0RO
VISIONS FOR 3EISMIC 2EGULATIONS FOR .EW "UILDINGS AND
/THER 3TRUCTURES "UILDING 3EISMIC 3AFETY #OUNCIL FOR THE
&EDERAL %MERGENCY -ANAGEMENT !GENCY 7ASHINGTON
$#
&%-! A &%-! .%(20 2ECOMMENDED 0ROVI
SIONS FOR 3EISMIC 2EGULATIONS FOR .EW "UILDINGS AND /TH
ER 3TRUCTURES 0ART n0ROVISIONS "UILDING 3EISMIC 3AFETY
#OUNCIL FOR THE &EDERAL %MERGENCY -ANAGEMENT !GENCY
7ASHINGTON $#
&%-! B &%-! .%(20 2ECOMMENDED 0RO
VISIONS FOR 3EISMIC 2EGULATIONS FOR .EW "UILDINGS AND
/THER 3TRUCTURES 0ART n#OMMENTARY "UILDING 3EISMIC
3AFETY #OUNCIL FOR THE &EDERAL %MERGENCY -ANAGEMENT
!GENCY 7ASHINGTON $#
&%-! A &%-! 2ECOMMENDED 3EISMIC $ESIGN
#RITERIA FOR .EW 3TEEL -OMENT &RAME "UILDINGS "UILD
ING 3EISMIC 3AFETY #OUNCIL FOR THE &EDERAL %MERGENCY
-ANAGEMENT !GENCY 7ASHINGTON $#
&%-! B &%-! 0RESTANDARD AND #OMMENTARY
FOR THE 3EISMIC 2EHABILITATION OF "UILDINGS "UILDING 3EIS
MIC 3AFETY #OUNCIL FOR THE &EDERAL %MERGENCY -ANAGE
MENT !GENCY 7ASHINGTON $#
&%-! &%-! .%(20 2ECOMMENDED 0ROVI
SIONS FOR 3EISMIC 2EGULATIONS FOR .EW "UILDINGS AND /TH
ER 3TRUCTURES 0ART n0ROVISIONS "UILDING 3EISMIC 3AFETY
#OUNCIL FOR THE &EDERAL %MERGENCY -ANAGEMENT !GENCY
7ASHINGTON $#
&UJITANI ( 9AMANOUCHI ( /KAWA ) 3AWAI . 5CHIDA
. AND -ATSUTANI 4 h$AMAGE AND 0ERFORMANCE
OF 4ALL "UILDINGS IN THE (YOGOKEN .ANBU %ARTH
QUAKE v 0ROCEEDINGS OF TH 2EGIONAL #ONFERENCE IN CON
JUNCTION WITH !3#% 3TRUCTURES #ONGRESS 8)6 #OUNCIL ON
4ALL "UILDING AND 5RBAN (ABITAT #HICAGO PP n
'LOTMAN - 3TRUCTURAL %NGINEER 'LOTMAN 3IMPSON
6ANCOUVER #ANADA PERSONAL COMMUNICATION
'OTO 9 3UZUKI 3 AND #HEN 7& h!NALYSIS OF
#RITICAL "EHAVIOR OF 3EMI 2IGID &RAMES 7ITH OR 7ITHOUT
,OAD (ISTORIES IN #ONNECTIONS v )NTERNATIONAL *OURNAL OF
3OLIDS AND 3TRUCTURES 6OL .O PP n
(ITAKA 4 AND -ATSUI # h%XPERIMENTAL 3TUDY OF
3TEEL 3HEAR 7ALLS WITH 3LITS v !3#% *OURNAL OF 3TRUCTURAL
%NGINEERING 6OL .O PP n
(OOPER * 0RINCIPAL AND $IRECTOR OF %ARTHQUAKE
%NGINEERING -AGNUSSON +LEMENCIC !SSOCIATES 3EATTLE
PERSONAL COMMUNICATION
)NNOVATION h"UILDING (IS 0ROFESSION v )NNOVATION
*OURNAL OF THE !SSOCIATION OF 0ROFESSIONAL %NGINEERS AND
'EOSCIENTISTS OF "RITISH #OLUMBIA PP n /CTOBER
)NTERNATIONAL #ODE #OUNCIL )NTERNATIONAL "UILDING
#ODE "UILDING /FlCIALS AND #ODE !DMINISTRATORS )NTER
NATIONAL "/#! )NTERNATIONAL #ONFERENCE OF "UILDING
/FlCIALS )#"/ AND 3OUTHERN "UILDING #ODE #ONGRESS
)NTERNATIONAL 3"##) RD PRINTING
+ENNEDY $*, +ULAK ', AND $RIVER 2' h$IS
CUSSION OF @0OST "UCKLING "EHAVIOR OF 3TEEL 0LATE 3HEAR
7ALLS 5NDER #YCLIC ,OADS BY - %LGAALY 6 #ACCESE AND
# $U v !3#% *OURNAL OF 3TRUCTURAL %NGINEERING 6OL
.O PP n
+UHN 0 0ETERSON *0 AND ,EVIN ,2 h! 3UM
MARY OF $IAGONAL 4ENSION 0ART ˆ-ETHODS OF !NALYSIS v
4ECH .OTE .ATIONAL !DVISORY #OMMITTEE FOR !ERO
NAUTICS ,ANGLEY !ERONAUTICAL ,ABORATORY ,ANGLEY &IELD
6!
+ULAK ', +ENNEDY $*, AND $RIVER 2' h$IS
CUSSION OF @%XPERIMENTAL 3TUDY OF 4HIN 3TEEL 0LATE 3HEAR
7ALLS 5NDER #YCLIC ,OAD BY 6 #ACCESE - %LGAALY AND
2 #HEN v !3#% *OURNAL OF 3TRUCTURAL %NGINEERING 6OL
.O PP n
+ULAK ', +ENNEDY $*, $RIVER 2' AND -EDHEKAR
-3 h"EHAVIOR AND $ESIGN OF 3TEEL 0LATE 3HEAR
7ALLS v 0ROCEEDINGS OF THE .ORTH !MERICAN 3TEEL #ON
STRUCTION #ONFERENCE 4ORONTO #ANADA PP n
+ULAK ', +ENNEDY $*, $RIVER 2' AND -EDHEKAR
-3 h3TEEL 0LATE 3HEAR 7ALLS !N /VERVIEW v
!)3# %NGINEERING *OURNAL &IRST 1UARTER 6OL PP
n
,EE 3# AND 9OO #( h3TRENGTH OF 0LATE 'IRDER
7EB 0ANELS 5NDER 0URE 3HEAR v !3#% *OURNAL OF 3TRUC
TURAL %NGINEERING 6OL .O PP n
,UBELL !3 h0ERFORMANCE OF 5NSTIFFENED 3TEEL 0LATE
3HEAR 7ALLS 5NDER #YCLIC 1UASI STATIC ,OADING v -3
4HESIS $EPARTMENT OF #IVIL %NGINEERING 5NIVERSITY OF
"RITISH #OLUMBIA 6ANCOUVER "RITISH #OLUMBIA #ANADA
,UBELL !3 0RION (', 6ENTURA #% AND 2EZAI -
h5NSTIFFENED 3TEEL 0LATE 3HEAR 7ALL 0ERFORMANCE
5NDER #YCLIC ,OADING v !3#% *OURNAL OF 3TRUCTURAL %N
GINEERING 6OL .O PP n
-ARSH # !JAM 7 AND (A ( h&INITE %LEMENT
!NALYSIS OF 0OSTBUCKLED 3HEAR 7EBS v !3#% *OURNAL OF
3TRUCTURAL %NGINEERING 6OL .O PP n
-ARTINEZ 2OMERO % h#ONSTRUCCIØN #OMPUESTA %N
%DIlCIOS !LTOS v 6)) 3IMPOSIO )NTERNACIONAL $E %STRUCTU
RAS $E !CERO 6ERACRUZ 6ER -EXICO
-ATH7ORKS -AT,AB &UNCTION 2EFERENCE 4HE -ATH
7ORKS .ATICK -!
-IMURA ( AND !KIYAMA ( h,OAD $EmECTION 2E
LATIONSHIP OF %ARTHQUAKE 2ESISTANT 3TEEL 3HEAR 7ALLS WITH
A $EVELOPED $IAGONAL 4ENSION &IELD v 4RANSACTIONS OF THE
!RCHITECTURAL )NSTITUTE OF *APAN 6OL PP n
/CTOBER IN *APANESE -O 9, AND 0ERNG 3& h3EISMIC 0ERFORMANCE OF
&RAMED 3HEARWALLS -ADE OF #ORRUGATED 3TEEL v 0ROCEED
INGS OF THE TH !3##3 )NTERNATIONAL #ONFERENCE ON 3TEEL
#ONCRETE #OMPOSITE 3TRUCTURES ,OS !NGELES #! -ARCH
n PP n
-ONTGOMERY #* -EDHEKAR - $ISCUSSION ON
h5NSTIFFENED 3TEEL 0LATE 3HEAR 7ALL 0ERFORMANCE 5NDER
#YCLIC ,OAD v !3#% *OURNAL OF 3TRUCTURAL %NGINEERING
6OL .O PP n
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 .AEIM & AND ,OBO 2 h0ERFORMANCE OF .ONSTRUC
TURAL #OMPONENTS $URING THE *ANUARY .ORTHRIDGE
%ARTHQUAKE #ASE 3TUDIES OF 3IX )NSTRUMENTED -ULTISTO
RY "UILDINGS v 0ROCEEDINGS OF THE !4# !4# 3EMINAR ON 3EISMIC $ESIGN 2ETROlT AND 0ERFORMANCE OF
.ONSTRUCTURAL #OMPONENTS !PPLIED 4ECHNOLOGY #OUNCIL
2EDWOOD #ITY #!
.AKASHIMA - 0ROFESSOR $IVISION OF 3EISMIC 2E
SISTANT 3TRUCTURES $ISASTER 0REVENTION 2ESEARCH )NSTITUTE
+YOTO 5NIVERSITY +YOTO *APAN PERSONAL COMMUNICA
TION
.AKASHIMA - &UJIWARA 4 3UZUKI 9 "RUNEAU - )WAI
3 AND +ITAHARA ! h$AMAGE TO %NGINEERED
"UILDINGS FROM THE 'REAT (ANSHIN %ARTHQUAKE v
*OURNAL OF .ATURAL $ISASTER 3CIENCES 6OL .O PP
n
/3(0$ h.ORTHRIDGE %ARTHQUAKE ! 2EPORT TO THE
(OSPITAL "UILDING 3AFETY "OARD ON THE 0ERFORMANCE OF
(OSPITALS v /FlCE OF 3TATEWIDE (EALTH 0LANNING AND $E
VELOPMENT &ACILITIES $EVELOPMENT $IVISION 3ACRAMENTO
#!
0ORTER $- 2OCKEY +# AND %VANS (2 h4HE
#OLLAPSE "EHAVIOR OF 0LATE 'IRDERS ,OADED IN 3HEAR v
4HE 3TRUCTURAL %NGINEER 6OL .O !UGUST ,ONDON
%NGLAND
2EZAI - h3EISMIC "EHAVIOUR OF 3TEEL 0LATE 3HEAR
7ALLS BY 3HAKE 4ABLE 4ESTING v 0H$ $ISSERTATION $EPART
MENT OF #IVIL %NGINEERING 5NIVERSITY OF "RITISH #OLUM
BIA 6ANCOUVER #ANADA
2EZAI - 6ENTURA # % AND 0RION (', h.U
MERICAL )NVESTIGATION OF 4HIN 5NSTIFFENED 3TEEL 0LATE
3HEAR 7ALLS v 0ROCEEDINGS OF THETH 7ORLD #ONFERENCE
ON %ARTHQUAKE %NGINEERING !UKLAND .EW :EALAND &EB
RUARY
2OBERTS 4- AND 3ABOURI 'HOMI 3 h(YSTERETIC
#HARACTERISTICS OF 5NSTIFFENED 0ERFORATED 3TEEL 0LATE
3HEAR 7ALLS v 4HIN 7ALLED 3TRUCTURES 6OL .O PP
n
2OBERTS 4- AND 3ABOURI 'HOMI 3 h(YSTERETIC
#HARACTERISTICS OF 5NSTIFFENED 0LATE 3HEAR 0ANELS v 4HIN
7ALLED 3TRUCTURES 6OL .O PP n
2OBERTS 4- AND 3HAHABIAN & h5LTIMATE 2ESIS
TANCE OF 3LENDER 7EB 0ANELS TO #OMBINED "ENDING 3HEAR
AND 0ATCH ,OADING v *OURNAL OF #ONSTRUCTIONAL 3TEEL 2E
SEARCH 6OL PP n
2OBINSON + AND !MES $ h3TEEL 0LATE 3HEAR
7ALLSˆ,IBRARY 3EISMIC 5PGRADE v -ODERN 3TEEL #ON
STRUCTION 6OL .O PP n
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3
2UDDY *, -ARLOW *0 )OANNIDES 3! AND !LFAWAKHIRI
& !)3# $ESIGN 'UIDE .O &IRE 2ESISTANCE OF
3TRUCTURAL 3TEEL &RAMING !)3# #HICAGO ),
3ABOURI 'HOMI 3 AND 2OBERTS 4- h.ONLINEAR
$YNAMIC !NALYSIS OF 3TEEL 0LATE 3HEAR 7ALLS )NCLUDING
3HEAR AND "ENDING $EFORMATIONS v %NGINEERING 3TRUC
TURES 6OL .O PP n
3CHUMACHER ! 'RONDIN '9 AND +ULAK ', h#ONNECTION OF )NlLL 0ANELS IN STEEL 0LATE 3HEAR 7ALLS v
#ANADIAN *OURNAL OF #IVIL %NGINEERING .2# 2ESEARCH
0RESS 6OL .O PP n
3CHUMACHER ! 'RONDIN '9 AND +ULAK ', h#ONNECTION OF )NlLL 0ANELS IN 3TEEL 0LATE 3HEAR 7ALLS v
3TRUCTURAL %NGINEERING 2EPORT .O $EPARTMENT OF
#IVIL AND %NVIRONMENTAL %NGINEERING 5NIVERSITY OF !L
BERTA %DMONTON !LBERTA #ANADA
3EILIE )& (OOPER * h3TEEL 0LATE 3HEAR 7ALLS 0RAC
TICAL $ESIGN AND #ONSTRUCTION v -ODERN 3TEEL #ONSTRUC
TION 6OL .O PP n
3HISHKIN ** $RIVER 2' AND 'RONDIN '9 h!NALYSIS OF 3TEEL 0LATE 3HEAR 7ALLS 5SING #ONVENTIONAL
%NGINEERING 3OFTWARE v 0ROCEEDINGS OF THE RD !NNUAL
'ENERAL #ONFERENCE OF THE #ANADIAN 3OCIETY FOR #IVIL %N
GINEERING 4ORONTO /NTARIO *UNE n
3UGII + AND 4IMLER 0 ! h$ESIGN 0ROCEDURES $E
VELOPMENT !NALYTICAL 6ERIlCATION AND #OST %VALUATION OF
3TEEL 0LATE 3HEAR 7ALL 3TRUCTURES v 4ECHNICAL 2EPORT .O
%ARTHQUAKE %NGINEERING 2ESEARCH &ACILITY $EPART
MENT OF #IVIL %NGINEERING 5NIVERSITY OF "RITISH #OLUM
BIA #ANADA
3UGII + AND 9AMADA - h3TEEL 0ANEL 3HEAR 7ALLS
7ITH AND 7ITHOUT #ONCRETE #OVERING v 0ROCEEDINGS OF THE
TH 7ORLD #ONFERENCE ON %ARTHQUAKE %NGINEERING !CA
PULCO -EXICO 0APER .O 4AKAHASHI 9 4AKEMOTO 9 4AKEDA 4 AND 4AKAGI -
h%XPERIMENTAL 3TUDY ON 4HIN 3TEEL 3HEAR 7ALLS
AND 0ARTICULAR "RACINGS 5NDER !LTERNATIVE (ORIZONTAL
,OAD v 0RELIMINARY 2EPORT )!"3% 3YMPOSIUM ON 2ESIS
TANCE AND 5LTIMATE $EFORMABILITY OF 3TRUCTURES !CTED ON
BY 7ELL $ElNED 2EPEATED ,OADS ,ISBON 0ORTUGAL PP
n
4HORBURN ,* +ULAK ', AND -ONTGOMERY #* h!NALYSIS OF 3TEEL 0LATE 3HEAR 7ALLS v 3TRUCTURAL %NGI
NEERING 2EPORT .O $EPARTMENT OF #IVIL %NGINEER
ING 5NIVERSITY OF !LBERTA %DMONTON !LBERTA #ANADA
4IMLER 0! h$ESIGN 0ROCEDURES $EVELOPMENT !NA
LYTICAL6ERIlCATION AND #OST %VALUATION OF 3TEEL 0LATE 3HEAR
7ALL 3TRUCTURES v 4ECHNICAL 2EPORT .O %ARTHQUAKE
%NGINEERING 2ESEARCH &ACILITY $EPARTMENT OF #IVIL %NGI
NEERING 5NIVERSITY OF "RITISH #OLUMBIA #ANADA
4IMLER 0! AND +ULAK ', h%XPERIMENTAL 3TUDY OF
3TEEL 0LATE 3HEAR 7ALLS v 3TRUCTURAL %NGINEERING 2EPORT
.O $EPARTMENT OF #IVIL %NGINEERING 5NIVERSITY OF
!LBERTA %DMONTON !LBERTA #ANADA
4IMLER 0! AND 6ENTURA #% h%CONOMICAL $ESIGN
OF 3TEEL 0LATE 3HEAR 7ALLS FROM A #ONSULTING %NGINEERS
0ERSPECTIVE v 0ROCEEDINGS OF THE .ORTH !MERICAN 3TEEL
#ONSTRUCTION #ONFERENCE 4ORONTO #ANADA PP n
4IMLER 0! 6ENTURA #% 0RION ( AND !NJAM 2 h%XPERIMENTAL AND !NALYTICAL 3TUDIES OF 3TEEL 0LATE 3HEAR
7ALLS AS !PPLIED TO THE $ESIGN OF 4ALL "UILDINGS v 4HE
3TRUCTURAL $ESIGN OF 4ALL "UILDINGS 6OL .O PP
n
4IMOSHENKO 3 AND 7OINOWSKY +RIEGER 3 4HEORY
OF 0LATES AND 3HELLS ND ED -C'RAW (ILL .EW 9ORK
4ROMPOSCH %7 AND +ULAK ', h#YCLIC AND 3TATIC
"EHAVIOUR OF 4HIN 0ANEL 3TEEL 0LATE 3HEAR 7ALLS v 3TRUC
TURAL %NGINEERING 2EPORT .O $EPARTMENT OF #IVIL
%NGINEERING 5NIVERSITY OF !LBERTA %DMONTON !LBERTA
#ANADA
4ROY 2' AND 2ICHARD 2- h3TEEL 0LATE 3HEAR
7ALLS v %NGINEERING 2EVIEW .O PP n
6IAN $ AND "RUNEAU - h4ESTING OF 3PECIAL ,93
3TEEL 0LATE 3HEAR 7ALLS v 0ROCEEDINGS OF THE TH 7ORLD
#ONFERENCE ON %ARTHQUAKE %NGINEERING 6ANCOUVER "RIT
ISH #OLUMBIA #ANADA 0APER .O 7EST -! AND &ISHER *- !)3# $ESIGN 'UIDE .O
3ERVICEABILITY $ESIGN #ONSIDERATIONS FOR 3TEEL "UILD
INGS 3ECOND %DITION !)3# #HICAGO ),
7AGNER ( h&LAT 3HEET -ETAL 'IRDERS WITH 6ERY 4HIN
-ETAL 7EBS 0ART )ˆ'ENERAL 4HEORIES AND !SSUMPTIONS v
4ECHNICAL -EMO .O .ATIONAL !DVISORY #OMMITTEE
FOR !ERONAUTICS
7OSSER 4$ AND 0OLAND #$ h$EGENKOLB %NGI
NEERS v *OURNAL OF 3TRUCTURAL $ESIGN OF 4ALL AND 3PECIAL
"UILDINGS 6OL PP n
8UE - AND ,U ,7 h)NTERACTION OF )NlLLED 3TEEL
3HEAR 7ALL 0ANELS WITH 3URROUNDING &RAME -EMBERS v
0ROCEEDINGS OF THE 3TRUCTURAL 3TABILITY 2ESEARCH #OUNCIL
!NNUAL 4ECHNICAL 3ESSION "ETHLEHEM 0! PP n
9AMAGUCHI 4 ET AL h3EISMIC #ONTROL $EVICES 5S
ING ,OW 9IELD 0OINT 3TEEL v .IPPON 3TEEL 4ECHNICAL 2E
PORT .O PP n AVAILABLE AT HTTPWWWNSCCOJP
GIKAIENCONTENTHTMLN NHTML 9ANG 49 AND 7HITTIKER ! h-#%%2 $EMONSTRA
TION (OSPITALSˆ-ATHEMATICAL -ODELS AND 0RELIMINARY
2ESULTS v 4ECHNICAL 2EPORT -ULTIDISCIPLINARY #ENTER FOR
%ARTHQUAKE %NGINEERING 2ESEARCH 5NIVERSITY AT "UFFALO
"UFFALO .9
9OKOYAMA 4 +AJIYAMA 9 AND +OMURO ( 3TRUC
TURAL 3CHEME OF .IPPON "UILDING " 7ING IN *APANESE :HAO 1 AND !STANEH !SL ! h#YCLIC 4ESTS OF 3TEEL
3HEAR 7ALLS v 2EPORT .UMBER 5#"#% 3TEEL $EPARTMENT OF #IVIL AND %NVIRONMENTAL %NGINEERING
5NIVERSITY OF #ALIFORNIA "ERKELEY
$%3)'. '5)$% 34%%, 0,!4% 3(%!2 7!,,3 Revisions and Errata List
AISC Steel Design Guide 20, 1st Printing (Printed Copy)
October 15, 2012
The following list represents corrections to the first printing of AISC Design Guide 20, Steel Plate Shear Walls.
Page(s)
Item
76
The right column, lines 2 through 12, should be replaced with:
For fillet-welded connections, the required weld size at the HBE can be expressed as:
For LRFD
wHBE 
R y Fy cos()tw 2
0.6 FEXX 1  0.5cos1.5 () 


(3-86)
For ASD
wHBE 
Ry Fy cos()tw 2
1.5  0.6 FEXX  1  0.5cos1.5 () 


The required weld size at the VBE can be expressed as:
For LRFD
wVBE 
Ry Fy sin()tw 2
0.6 FEXX 1  0.5sin1.5 () 


For ASD
wVBE 
Ry Fy sin()tw 2
1.5  0.6 FEXX  1  0.5sin1.5 () 


(3-87)