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CONT1. THE

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REFETable Table

FACE buckling-re

use of the ineering (NCthe weldedtion, a clou

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TENTS E WES-BR1) Frame C2) BRB Ste3) Maximum4) BRB Cro5) BRB End6) BRB Ste7) BRB Eff8) Steel Ca

USSET PLAT1) Corner G2) Middle GSIGN DEM1) Steel Ca2) Joint Reg3) Joint Reg4) Gusset P5) Gusset P6) Gusset P7) Gusset S

(a) von(b) Ten(c) She

ERENCES ..for DCRs afor Notatio

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estrained bcost-effect

CREE) has d-end slotteud service esigners cou

nd connectioings, calcul

ocument. Thde and the form all theWES-BRB

rmat. This WES-BRB mtor Design

s＂[3] and e American

RB DESIGNConfiguratioeel Core Mam BRB Axioss-sectionad-to-Gusset

eel Core Dimfective Stiffsing ...........

ATE DESIGNGusset PlateGusset Plate

MAND-TO-sing Buckligion Yieldingion Buckli

Plate Block Plate YieldinPlate BuckliStrength at thn Mises Yielnsile Rupturear Rupture ..................

and Design ons ..............

User Guide for B

brace (BRBtiveness. Tcompleted

ed BRB (Wentitled Br

uld convenions throughations and he users araxial yield e detailed d

B dimensiodocument imember an(LRFD) d“Seismic

Institute of

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BOD: Buckling

1

B) has beenThe Nationad the seismicWES-BRB) race on Diently find th the BOD spread shee

re only requforce capa

designs, chons and cintroduces

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tions to the B(DCR-7-1

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members emand (BOthe detailedbrowser (htet can be duired to inpacity into theck all the connection complete d

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decades hquake dations 2]. In

ped in S-BRB

w). The ing the try, the en, the put the ng the d limit ad and uctural gs＂[4]

........ 2 

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User Gu

1. TH

(1) Fr

The diand chincluddc,right)

(2) BR

Table properhardenthe BO

AS

uide for BOD: B

HE WES-

rame Confi

imensional hevron confde the story), upper and

RB Steel Co

1 lists the trties includning factor OD design p

Steel STM A572

ASTM ACNS SN49

Hc

dc,left

Hcol

Buckling-Restra

-BRB DES

iguration

notations ofigurations

y height (Hc

d lower beam

Figure 1. Th

ore Materi

three steel gde the nom(Ωh). The c

procedure.

Table 1. The

GR50 36 90B

dc,left

col

t

ained Brace and

SIGN PR

of the buckliare shown i

col), beam spm depths (d

he BRBF with

als

grades incorminal yield compressio

steel materialFy (MPa)

345 248 324

φ,left

d Connection D

2

ROCEDUR

ing-restrainin Figures 1pan (Lbeam),db,upper and d

h (a) diagonal

rporated in tstress (Fy

n strength a

l mechanical p

Ry

1.1.31.2

φ

Lbeam

Lbeam

φ

Design Procedur

RES

ned braced fr1a and 1b, r, left and ridb,lower) and

and (b) chevro

the BOD pry), overstreadjustment

properties ado

y 1 3 2

φ,right

res

frame (BRBrespectivelyght columnslab thickne

on configurati

rogram. Thength factorfactor β se

opted in BOD.Ωh 1.3 1.5 1.3

dc,right

db,up

db,low

ts

dc

BF) in the diy. The dimen depths (dc

ess (ts).

ions.

e steel mechr (Ry) and

et equal to 1

.

β 1.1~1.1.1~1.1.1~1.

pper

wer

db,lower

ts

,right

db,upper

agonal ensions c,left and

hanical strain

1.15 in

.2

.2

.2

(3) M

The caccord

The m

The m

(4) B

It can 1b andof thewidth the stedepth the enAt can

As total ethe lenthe lentotal jo

(5) BR

The fi3b can

The490 M(Ls) isplate t

w.p.

w.p.

Maximum BR

cross-sectionding to the s

cA

maximum BR

mP

maximum BR

BRB Cross-

be found id 2 for detai

e steel core and depth

eel core plaof the join

nergy dissipan be comput

shown in Fend-to-end lngth of the ngth of joinoint section

RB End-to-

illet weld len be comput

e fillet weldMPa in the Bs 25 mm lonthickness (tg

Ls

Lj,e

U

RB Axial F

nal area ofsteel grade a

y

y

P

F

RB compre

max y yP R

RB tensile a

-sectional D

n the “Stails of the Wplate perpeof the ener

ate parallel tnt section, reation sectioted by avera

Figure 2, Lw

length of thenergy dis

nt section inn length Lj,wp

-Gusset Co

ength on thted as follow

0.707

0.75

wT

d leg size (TBOD progrnger than Lg,s = tg + 3)

Lx Lt

User Guide for B

Force Capa

f the BRB and the nom

essive axial

h

axial force c

Dimensions

andard DrawWES-BRB crendicular to rgy dissipatto the gusseespectively.

on, the joint aging the Ac

wp is the dihe BRB comsipation sec

nside the step can be com

Figure 2. Th

onnection W

he BRB-to-gws [1]:

4 w jL D

Tw) equals toam. The slow (Ls = Lw +for the cons

BOD: Buckling

3

acity

energy disminal yieldin

force capac

capacity can

s

wing＂ in tross-section the gusset

tion sectionet plate, Bj a. The Ac, Aj

section andc and Aj.

stance frommponent, Lsc

ction and treel casing. Tmputed as L

he WES-BRB

Weld Requi

gusset conn

0.6j exxF

o 0.8tc and tot length at+ 25) and thstruction sit

LBRB

Lc

Lwp

Lsc

-Restrained Bra

sipation seng strength

city (Pmax) c

n be compu

he BOD donal dimensio

plate, Bc ann, respectiveand Dj are tj and At are

d the transiti

m work poinc is the steeransition seThe Lj,e is thLwp-Lc-2Lt.

B component.

irements

nection (Lw)

max P

the weld mt the core phe slot widtte fitting pu

ace and Connec

ction (Ac) c(Py) specifi

an be calcu

uted from Pm

ownload, orons, where, nd Dc are thely. The tj isthe cross-see the cross-ion section,

nt to work el casing lenction, respehe BRB join

as shown i

aterial strenlate ends ofth is 3 mm rpose.

Lt Lx

ction Design Pr

can be comfied by the u

ulated as fol

max / β.

r from Figutc is the thi

he cross-ses the thickn

ectional wid-sectional ar, respectivel

point, LBRB

ngth, Lc andectively. Thnt end lengt

in Figures

ngth Fexx eqf the joint swider than

Ls

Lj,e

rocedures

mputed users:

(1)

lows:

(2)

res 1a, ckness ctional ness of dth and reas of ly. The

B is the d Lt are he Lx is th. The

3a and

(3)

quals to section gusset

w.p.

w.p.

User Gu

Figur

uide for BOD: B

re 3. The WES

Buckling-Restra

S-BRB end-to

2 1

ained Brace and

o-gusset conne

1

d Connection D

4

ection details

21

Design Procedur

of the (a) corn

res

ner gusset andd (b) middle g

gusset.

(6) BR

As shocasingcomprassumsteel c25). Inthe wo

(7) B

Whenat the ratio α

As sectionsectioncompucompudissip

wherean anadistandissipeffectieffecti

Theshortefactor when generaBRB, the lecross-stiffne

(8) S

The stbuckli

RB Steel Co

own in Figug is requireressed with

ming the BRcasing ends n addition, Lork point.

BRB Effecti

n the BRB denergy disα is defined

noted abovns will somn. Thus, thuting the BRuted from ation sectio

efK

e E is the Yoalytical mod

nce. The cration sectioive stiffnessive stiffness

Q

e value of ther the energy

will be. Fthe length aal, the valurespectivel

ength ratio-sectional aress factor Q

Steel Casing

teel casing oing. Euler b

U

ore Dimens

ures 3a and ed. Styrofohout crushinRB will be

to the edgeLx is set equ

ive Stiffnes

deforms intossipation seas follows

c

wp

L

L

ve, the steel mewhat enlhe cross-seRB effectivthe invers

on (1/Kc), tra

1 1

eff

cK K

oung’s moddel, the lengross-sectionon cross-secs (Keff), the Ys factor Q d

/eff

c wp

K

EA L

he Q factory dissipatio

Furthermoreand cross-s

ue of Q factly. If it is n α. Basedrea and the

Q acceptable

g

of the BRBbuckling str

User Guide for B

sions in Joi

3b, an addioam is applng into the compressed

e of gusset pual to 2Ln in

ss

o the inelasction of the[1]:

core joint sarge the cr

ectional areve stiffness [e of the sansition sec

11 1

1.2

t jK K

dulus of steegth of the tr

nal area of ctional areaYoung’s mo

defined as:

r is closely rn section le, the BRB ectional aretor is ranginecessary, th

d on the u length of e in the BOD

B must be strength of the

BOD: Buckling

5

int Section

itional spaclied in thisinfill mort

d to a 4% pplate (Ln) isn the BOD.

stic ranges, e steel core

section slotross-sectionea of the j[5]. The effsum of thrction (1/Kt)

c t jL A A

el. If the BRruss elemenf the truss a (Ac). In oodulus of th

related to thength is, the

effective sea of the trang from 1.2he BOD useusers＇ reqeach sectionD is set at 1

trong enouge steel casin

-Restrained Bra

e of length s zone to tar. The lenpeak core sset to be 25

. Le is the d

the plastic e. The energ

s into the gnal area neajoint sectiofective stiffnree individuand joint se

2

c t j

t c j

EA A A

LL A A

RBs are reprnt can be wo

element corder to obthe truss elem

he value ofe smaller thestiffness andansition or j2 to 1.5 forers may spequirements, n. The max.6.

gh to prevenng must be

ace and Connec

(δ) near eacallow the

ngth δ is tastrain. The d5 mm longe

distance from

deformationgy dissipati

usset. The bar the outeron in enlarness of the Bual flexibil

ection (1/1.2

,

1.2j wp c tL A A

resented byork point toan be taketain the cor

ment must b

α. For a give α value and the Q facoint sectionr a very lonecify an effe

the BODximum valu

nt the steel cgreater than

ction Design Pr

ch end of thBRB ends

aken as 0.02distance froer than δ (Ln

m the BRB

n will concion section

beam and cr end of thrged to 1.2BRB (Keff) lities, the 2Kj):

y truss elemo work poinen as the rresponding

be modified

iven BRB Lnd the largerctor will inn are increang to a veryfective stiffn

D will adjuue of the ef

core from flan maximum

rocedures

he steel to be

2Lc by om the n = δ + end to

entrate length

(4)

column e joint

2Aj for can be energy

(5)

ments in nt (Lwp) energy g BRB by the

(6)

Lwp, the r the Q ncrease sed. In y short ness or ust the ffective

flexural m BRB

User Gu

axial f

As sho

2. GU

(1) Co

For th[7] to takes t

As gussetheightthrougthe guintersedeterminterfa

whereinterfaand horespec

Figuactioncompustrut wassumshear, front oSince BRB accordas foll

uide for BOD: B

force capaci

scI

own in Figu

USSET PL

orner Guss

he gusset placompute th

the addition

shown int-to-columnt (Lv), respgh the gusseusset-to-beaected by themined. Usinace forces c

uH

ubV

uH

ucV

e, Vuc and Hace inducedorizontal foctively. The

ure 5 shown effect [8]uted from twidth is ass

med to be hathe BOD

of the gussthe beams axial defo

ding to the lows [3],

Buckling-Restra

ity. Thus, th

2max

2sc

c

P L

E

ure 2, the ste

LATE DE

set Plate

ate design, he gusset-tonal force dem

n Figure n interface ectively. Thet control pam interface beam centng the staticcan be obtain

max s

0.5

c

ucb

P e

e

max

bb

eP

max cosubH P

max sinc P

Huc are the vd by the BRorce compoec and eb ar

ws the equiv]. The gusthe axial fosumed to b

alf of the eqconservativ

set plate tipare require

ormations, taxial force

ained Brace and

he moment o

eel casing le

ESIGN PR

the BOD ado-beam andmands indu

4, the Gforces act he interfacepoint to achce force dter line and c force equined as follo

in

5

vL

0.5

0.5

b v

h

e L

L e

s ucH

ubV

vertical andRB axial foonents at gure half of th

valent strut sset-to-beamrce in the e

be equal to quivalent strvely consides reach thed to sustainthe beam and flexura

d Connection D

6

of inertia (I

ength (Lsc)

ROCEDU

dopts the Gd gusset-to-cuced by the

GUFM assat the midde forces anhieve the mdirection pad column facilibrium, th

ows:

cos

0.5

v c

b v

e

e L

d horizontalorce, respecusset-to-beahe column a

model form and gussequivalent sthe gusset

rut length (0ers the ultim

e flexural can the substareduced flal interactio

Design Procedur

Isc) of the ste

is LBRB-2Lw

URES

General Unifcolumn inteframe actio

sumes thatdle of the g

nd the braceoment equi

asses througce. Thus, thhe gusset-to

sin

l force comtively. Them interface

and beam de

the gusset set-to-columstrut induceplate thick

0.5Lg) [9]. Imate state apacity as santial axial fexural capon but with

res

eel casing m

-2Ln.

form Force erface forcen effect into

t the gusgusset platee axial forclibrium. It gh the bea

he gusset co-beam and

mponents at Vub and Hu

e induced bepths, respec

plate consimn interfaced from thekness (tg). Tn order to cwhen the b

shown in Fiforce (Pr,bea

acity (Mr,be

hout strength

must satisfy

Method (Ges. The BOo considera

sset-to-beame length (Lce directionalso assumam control

ontrol point gusset-to-c

gusset-to-cHub are the vby the BRBctively.

idering the ce forces ce beam sheaThe strut decompute thebeam momeigures 6a a

am) induced eam) is comh reduction

[6]:

(7)

GUFM) D also tion.

m and Lh) and ns pass

mes that l point can be

column

(8)

(9)

(10)

(11)

column vertical force,

frame can be ar. The epth is e beam ents in

and 6b. by the

mputed n factor

whereassumrepresfollow

Thus, shear overst

wherebeam the beframe identicconfigLh,left a

Figu

Conequivacompoequiva

Gusscontrol

c

if

if

e Mn,beam is ming the besented by thws,

,rP

the correspcapacity (V

trength (Ry,b

beamV

e Fy,beam is tweb and fla

eam clear sand brace

cal with tguration (Fiand Lh,right a

ure. 4 The gusinterface forc

nsidering thalent strut onent of bealent strut h

FH

set point

dc

Column control point

U

,

,

,

,

0

0

r beam

n beam

r beam

n beam

P

P

P

P

the beam peam is fullyhe horizonta

max cbeam P

ponding beVp,beam), can beam) factor

,2( y beam

clear

R M

L

the yield strange, respecspan Lclear e

dimensionthe dimensigure 1b), tare the left a

set-to-beam ace distribution

he compatib(dstrut,x) in

eam top surfhorizontal (H

b h be

FA

d L V

αU

VβU

βU

Huc

Vuc

ec

Beam control poin

User Guide for B

,

,

,

,

0.2,

0.2,2

r beam

n beam

r beam

n bea

P

P

P

P

plastic momy laterally al force com

cos

eam shear dbe comput

[8]:

,,

)r beamp b

MV

ress of the ctively. For equals to L

ns in the stosions in ththe Lclear eqand right cor

and gusset-to-cns in GUFM.

bility conditduced by face at the HFA) and ver

0.3

4 /

eam bea

b g

L

I t

Pmax

αU

Hub

Vub

eb

nt

φ

BOD: Buckling

7

,

,

,

,

8

9m r be

m n be

m r beam

am n beam

M

M

M

M

ment and Pn

supported. mponent of t

demand (Vb

ted consider

0.6beam yR

beam matethe single d

Lbeam-0.5dc,le

ories abovehe design quals to Lbe

rner gusset

column Figu

tion, the hothe beam location of rtical (VFA)

,0.5

0.3

am c lef

b h

d

d L d

db

Lv

-Restrained Bra

1.0

1.0

eam

eam

m

m

n,beam is the The beam

the maximu

Vbeam), no grring the bea

, ,beam y beam wF t

erial, tw anddiagonal BReft-0.5dc,right-

e and belowtarget stor

eam-0.5dc,left-lengths, res

ure 5. The equforce distrib

rizontal defshear and

f 0.6Lh (dbea

force comp

,0.5

0.18

ft c right

b v

d

d L

0.6Lv

v

0.4Lv

HFA

ace and Connec

beam comaxial force

um BRB axi

reater than am clear sp

2w b fd t

tf are the tRB configur-Lh,lower-Lh,up

w the designry. For th-0.5dc,right-Lspectively.

uivalent strut mbutions of fram

formation cthe horizo

m,x) must beponents can

0.18t hL

0.6Lh

v

Lh

0.4

VFA

L0.5Lg

VFA

ction Design Pr

mpression cae (Pr,beam) c

xial force (P

the beam pan Lclear, m

thicknesses ration (Figuupper assumin target sto

he chevron Lh,left-Lh,right,

model for comme action effe

componentsontal deforme equal. Thbe compute

VMr,beam

4Lh

HFA

Lg

beainflection

rocedures

(12)

apacity can be

Pmax) as

(13)

plastic material

(14)

of the ure 1a), ng the

ory are BRB

where

mputing ct.

of the mation us, the ed [8]:

(15)

Vbeam

Pr,beam

am n point

User Gu

As open. the gugusset

As Consigussetgussetfollow

uide for BOD: B

FAV

shown in FConsiderinusset-to-colt-to-beam v

cH

,cV

bH

,bV

shown in Fdering the t-to-columnt-to-beam v

ws:

cH

,cV

bH

,bV

Figure 6. Thebeam-to-co

Buckling-Restra

b v bea

A

d L V

Figure 6a, thng the comblumn horiz

vertical (Vb,c

,c c FAH H

c FA ucV V

,b c FAH H

c FA ubV V

Figure 6b, thcombinati

n horizontavertical (Vb,t

,c t FAH H

t FA ucV V

,b t FAH H

,t FA ubV V

e force distribuolumn corner

ained Brace and

0.3

4 /

am beam

b g

L

I t

he BRB is bbination of zontal (Hc,c

c) and horizo

ucH

c

ubH

b

he BRB is bion of braal (Hc,t) at) and horiz

/ucH

/c

/ubH

/b

utions on the gopen, and (b)

VFA

HFAFrac

VF

d Connection D

8

,0.5

0.3

m c left

b h

d

d L d

being compbrace comp

c) and vertontal (Hb,c)

being tensedace tensile and verticazontal (Hb,t)

(a)

(b) gusset interfac) BRB is tense

+rame ction

HFAFA

Design Procedur

,0.5

0.18

c right

b v

d

L

pressed withpressive fortical (Vc,c) force comp

d with the bforce and

al (Vb,t) f) force com

ces with (a) thed when beam

Vub

Vuc

HucBRBforc

res

0.18 hL

h the beam-rce and framforce com

ponents can

beam-to-colud frame acforce comp

mponents can

he BRB is comm-to-column co

=

Hubb

V

HB e

-to-column me action e

mponents anbe compute

umn cornerction effectponents ann be compu

mpressed whenorner close.

Vb,c

Vc,c

c,c

(16)

corner effects, nd the ed:

(17)

(18)

(19)

(20)

r close. ts, the nd he uted as

(21)

(22)

(23)

(24)

n

Hb,c

Thegussetscale Bproced(a) Co

co(b) Th

gupla

(c) Cafro

(d) Cafro

(e) Caint

(f) In (T

Thgu

(g) Thfrethiwhgummstian

(2) M

The mtransfeeccentas shoconsidcomprfollow

e effectivet-to-beam aBRBF testsdures are asonfigure theonnection anhe ASTM Ausset plate date free edgalculate theom the BRBalculate theom the framalculate theterfaces by the BOD,

Tc) interfaces

V

V

wh

he completusset-to-coluhe gusset edee edges of ickness (tsf)hen tg is smusset edge sm. As illustiffener are Lnd vertical fr

Middle Gus

middle gussfer the twotricity existown in Figdered. Assuressive forc

ws:

U

ness of thand gusset-tos and finite s follows: e gusset plnd the archiA572 GR 5design usingges to be eithe gusset-to-bB by using te gusset-to-bme action effe total forusing Equathe fillet ws will be co

, 1.25an cV

, 1.25an bV

here, ,an cV

,an bV

=0.7te joint pumn interfadge stiffenerf the corner ) is set no grmaller than stiffeners artrated in FigLsf,v and Lsf,h

free edges fr

sset Plate

set plate in o BRB forct between thgure 7. Thume two Bce (Vb,mid), s

User Guide for B

he aforemo-column inelement mo

ate shape atectural spa0 and CNS

g the BOD. her horizonbeam and gthe GUFM (beam and gfect by usinrce demandations 17 to weld leg size

mputed as f

2 2, ,c c c cV H

2 2, ,b c b cV H

2 0.707

2 0.707

75 penetration ce if the gurs are highlygusset platereater than 20 mm. Thre set equal gure 3a, theh ,respectiverom the cut

the V-shapces withouthe gusset-tohus, the adBRBs are shear force

BOD: Buckling

9

mentioned pnterface forodel analyse

and thickneace requiremS SN490B s

As shown intal or verticgusset-to-co(Equations gusset-to-cong the equivds on the 24. e on the gufollows if tg

0.6c vT L F

0.6b hT L F

weld is usset plate thy recommene. As show20 mm, but

he width of to the beame lengths ofely. The clecorner are r

pe or chevrt the frameo-beam intedditional msame size,(Hb,mid) an

-Restrained Bra

procedures rce demandses [2]. The

ess based oments. steel materiain Figure 3acal. olumn inter8 to 11).

olumn intervalent strut m

gusset-to-b

usset-to-beamg is less than

1 0.5sexxF

1 0.5sexxF

adopted ohickness is gnded for bon in Figuret equals to tthe vertica

m flange wf the verticaearances of required for

ron BRBF e action ef

erface weldmoment dem

, the gussend moment

ace and Connec

in compus have beencomplete gu

n the geom

als are recoa, the BOD d

face force

face force model (Equbeam and

m (Tb) and n 20 mm.

1.5 1sin tan

1.5 1sin tan

n the gusgreater than

oth the vertic3a, the gus

the gusset pl (wsf,v) and

width but noal and horiz50 mm on

r the WES-B

configuratiffect. Howeand the BR

mand on thet-to-beam (Mb,mid) can

ction Design Pr

uting the n verified bygusset plate

metry of the

ommended designs the

demands re

demands reuations 15 to

gusset-to-c

gusset-to-c

,

,

c c

c c

H

V

,

,

b c

b c

V

H

sset-to-beamn 20 mm. cal and horsset edge stplate thickned horizontalo greater thazontal gusse

gusset horBRB install

ion is requiever, there

RBs＇ workhe weld m

interface nn be compu

rocedures

corner y large design

e BRB

for the gusset

esulted

esulted o 16). column

column

(25)

(26)

m and

izontal tiffener ess (tg) l (wsf,h) an 300 et edge izontal lation.

ired to is an

k point must be

normal uted as

User Gu

The co(Fc,mid

Thefor thsmalle8. Thstrengfollow

iR

Figur

i

m

db

uide for BOD: B

,bV

bH

M

orrespondind) can be com

,sF

,tF

,cF

e strength mhe gusset-toer than 20 m

hen the totagth. The nomws:

2 0.707

re 7. The force

= angle o

=

ui

crit

rr

among

= 0.209

Pmax

Hb

φ

Buckling-Restra

, max 1

mid P

, max

b mid P

, ,b mid b miM H

ng shear strmputed as f

,,

,

b midmid

h mid

H

L t

.2

,

b mmid

h mid

M

L t

., 2

,

b mmid

h mid

M

L t

method desco-beam intemm. The filal capacity minal streng

, 0.6b mid eT F

e distributions

of loading m

, deformaall the segm

0.322 T

Lh,m

Vb,mi

b,midMb,m

ained Brace and

11 sin

11 cos

maxid b be P e

ess (Fs,mid), follows:

d

gt

,

,/ 4 b mimid

g h mid

V

t L

,

,/ 4 b mimid

g h mid

V

t L

cribed in theerface fillet let welds aris comput

gth of each

1 0.5sexx

s of the middle

measured fro

ation of elem

ments.

,b midT , defo

id

id

mid

φ

eb

d Connection D

10

11

b

maximum

id

d gt

id

d gt

e model steet weld desire divided inted by sum

h individual

1.5sin

i

m

e gusset plate

om the weld

ment , (in), i

ormation of

Pmax/β

φ

Design Procedur

tensile (Ft,m

el building ign when thnto several

mming all hweld segm

1.9 0.9

m

. Figure 8

d longitudin

where

u

crir

the element

β

Hb,m

res

mid) and com

codes [3] ishe gusset pelements as

he individument (Ri) can

0.3

i

m

L

8. The strengthweld d

nal axis, (deg

is the sm

u

it

t at maximu

Instantcen

mid

Riθ

ri

mpressive s

s adopted inplate thickns shown in

ual weld sen be compu

,

10

h midL

h method for tdesign.

grees).

mallest u

r

um strength

taneous nter

ebVb,mid

r0

y

(27)

(28)

(29)

tresses

(30)

(31)

(32)

n BOD ness is Figure

egment uted as

(33)

the fillet

, (in).

x

y

u

Tb,mid

Fexx

The m(a) Di

int(b) Se(c) As

(d) As

dir

of

(e) Co

ax

(f) Co

se

(g) De

the

is

(h) Co

(i) Co

(j) Us

co

(k) Co

is

(l) On

eq

P

P

If the weld irequirthe gu

= 1.087

is immrotation

= Fillet w

= the wel

middle gusseivide the weto 10 segmeelect an arbis shown in F

s shown in

rection perp

f the weld se

ompute the

xis of weld.

ompute the

gment.

eformations

e instantane

the one wh

ompatible d

ompute the

sing statics

onnection w

0,

0,

n

y n

M P

F P

ompare the

correct. If t

nce the val

quations by

, ,

, ,

0.75

n x b mid

n y b mid

P H

P V

middle gusis adopted red to maintusset stiffene

U

0.656 T

minent, usun, (in).

weld leg size

ld material s

et design preld configurents for the itrary value Figure 8, se

n Figure 8,

pendicular t

egment.

angle θ (d

deformatio

s on weld s

eous center

ere the ratio

deformation

nominal str

s, compute

when the load

0

,

n b

n i y

P e r

P R

values of P

they are not

lue of r0 is

using appro

sset plate thfor the gustain the outers are requ

User Guide for B

, 0.17b midT

ally in the

e on the mid

strength, (49

ocedures arration (Lh,mi

first iteratiofor Tb,mid. T

elect trial lo

assume the

to the radia

degree) betw

ns Δm and

segments ar

to the centr

o of itsΔu to

sΔi are the

rength Ri of

the load

d is applied

i iR r

Pn from the

t equal, revi

s correctly

opriate weld

hickness is gset-to-beamt-of-plan sta

uired to satis

BOD: Buckling

11

,7 b midT , def

e element

ddle gusset-

90 MPa).

re as followid) into seveon. The BOD adcation of in

e resisting

al line from

ween the di

d Δu which

re assumed

roid of the w

o its radial d

en computed

f each weld

Pn that re

d at the give

above two

ise the trial v

chosen, re

d size Tb,mid:

greater thanm interface wability of thsfy the follo

-Restrained Bra

formation o

farthest fro

-to-beam int

s: eral segment

dopts 5 mmnstantaneous

force Ri at

the instant

irection of t

h can occur

to vary lin

weld segme

distance ri i

d at each we

segment.

epresents th

n eccentrici

equations,

value of r0 a

ecalculate th

:

n 20 mm, thwelding. Thhe gusset plowing requi

ace and Connec

f the elemen

om instanta

terface, (mm

ts. The BOD

m for the firss center (r0)

any weld

taneous cen

the resisting

at the partic

nearly with

ent. Thus, th

is the smalle

eld segment

he nomina

ity eb:

if they are

and repeat t

he Pn to m

he completehe gusset plate. As shorements:

ction Design Pr

nt when fra

aneous cen

m).

D divides th

st iteration. ).

segment ac

nter to the c

g force Ri a

cular θ of th

the distanc

he critical s

est.

t.

al strength

equal the s

the process.

meet the fol

e joint peneplate stiffeneown in Figu

rocedures

acture.

nter of

he weld

cts in a

centroid

and the

he weld

ce from

egment

of the

solution

.

llowing

etration ers are ure 3b,

User Gu

(a) Thsh

(b) Thfla

(c) Asthetwhe

(d) If whgu9.

(e) Adgusti

3. DE

(1) Ste

Check

(2) Jo

(3) Jo

uide for BOD: B

he stiffener hould be no he outer edange width (s shown in Fe beam flan

wo gusset steight (Lsf,mid

the clear dihen the afousset stiffen

dditional beusset stiffeneiffeners as s

ESIGN DE

eel Casing

k the steel c

oint Region

A

oint Region

P

P

Buckling-Restra

thickness greater thange-to-outer (wb). Figure 3b, ange bottomtiffeners (L0.5Lv,mid).istance betworementione

ners are adop

eam web ser (tsf,mid) ar

shown in Fig

Figu

EMAND-

Buckling (

asing to pre

Yielding (D

m

0.90

j y yA F R P

Buckling (

, cr upperP

, cr lowerP

0.90

ained Brace and

(tsf,mid) is en 20 mm.

edge width

a clear distam surface an

sf,mid) shoul ween the twed 75 mm pted only at

stiffeners wre required agure 3b and

ure 9. The mid

-TO-CAP

(DCR-1)

event the ste

DCR-2)

max /

(DCR-3)

,

min4

b uL

,

min4

b lL

d Connection D

12

equal to the

h of the sti

ance of 75 mnd gusset stld be greate

wo gusset stclear dista

at the middl

with sufficieat the gussed 9.

ddle gusset pla

PACITY R

eel core from

2

2 ,

yj

upper

EIA

2

2 ,

yj

lower

EIA

Design Procedur

e middle gu

ffener (wsf,m

mm is requirtiffener. Theer than hal

tiffeners (Ls

ance require of the gus

ent width aet tips and lo

ate with single

RATIO (D

m flexural b

j y yA F R P

j y yA F R P

res

usset plate

mid) is the s

red betweene clear distf of the mi

sf,mid) is smarement is ssset plate as

and a thicknocations alig

e stiffener.

DCR) CH

buckling usi

maxP

maxP

thickness (

same as the

n the BRB etance betweiddle gusse

aller than 0satisfied, ths shown in

ness same gn with the

HECKS

ing Equatio

(tg) but

e beam

ends to een the et plate

.5Lv,mid

hen the Figure

as the gusset

on 7.

(34)

(35)

(36)

whereLb,uppe

lower

(4) Gu

in whi

As the setensile

(5) Gu

The ccompu[10]. weld pWwhitm

Thesmallesectionof the can be

(6) Gu

The gaveragand L3

e, Iyj is the mer and Lb,lowe

ends, respe

usset Plate

P

ich, 0nP

shown in Fectional areae strength o

usset Plate

capacity of uted by calcThe Whitmpattern at a

more can be c

wW

e gusset yieer dimension goes beyogusset plat

e computed

F

usset Plate

gusset plate ge of the th3 can be det

U

moment of er are the dectively.

Block Shea

maxnP P

,.6 u g nvF A F

igures 3a, 3a under the f the gusset

Figure 10. Th

Yielding (D

the gussetculating the

more sectiona 30-degreecomputed as

2whitmore wW L

elding capacon of Wwhitm

ond the actute and the Was follows:

, my g e gF B t P

0.90

Buckling (

compressivhree critical termined as

User Guide for B

inertia of thdistances fro

ar Failure (

, 0.6u g ntF A

3b and 10, thshear is Ag

t steel.

he block shear

DCR-5)

t plate respe yielding can region ise angle as ss follows:

tan30w

city can be more or Wactua

ual gusset pWhitmore se

max /

(DCR-6)

ve strength clengths as tshown in F

BOD: Buckling

13

he joint secom the wor

(DCR-4)

,6 y g gvF A F

he sectionalgv=Anv=2Lw×

r failure of the

ponsible forapacity of th

determinedshown in F

jD

calculated ual as shownplate regionection is ado

can be comthe bucklin

Figures 3a a

-Restrained Bra

ction in the rk points to

,u g ntF A ,

l area under×tg. Fy,g and

e BRB end-to-

r transferrinhe Whitmord by extend

Figure 3a. T

using the efn in Figuresn, the Wactua

opted. The g

mputed by ang length (Land 3b. If on

ace and Connec

gusset out-o the steel

0.75 .

r the tensiond Fu,g are th

-gusset conne

ng the BRBre section oding the BRThe Whitmo

ffective sect 3a and 3bl consideringusset plate

dopting ther). The criti

ne of the en

ction Design Pr

-of-plan dircasing upp

n is Agt=Ant=he yield stre

ection.

B tension con the gusseRB end-to-ore section

ction width B. If the Wh

ng the interse yielding ca

e width Be aical lengths

nds of the w

rocedures

ection. per and

(37)

=Dj×tg, ess and

can be et plate -gusset

n width

(38)

Be, the hitmore section apacity

(39)

and the s L1, L2 idth Be

User Gu

insertsbuckli

The g

(7) Gu

(a

The mmaximof the

Partiagussetedge gusset

(b

As illuand thcorresgusset

uide for BOD: B

s with the bing length L

rL

gusset plate

if

if

wh

usset Stren

a) von Mise

maximum vmum brace a

gusset plat

l cross-sectt-to-beam astiffener (wt-to-beam in

b) Tensile R

ustrated in he gusset-tsponding int-to-beam an

Buckling-Restra

beam or coLr is comput

1 2

3

L L

e compressi

,cr gP

1.5c ，

1.5c ，

here c

K

0.90

ngth at the C

es Yield Crit

von Mises saxial force ae material. T

,

,

c c

v g sf ef

H

L t w

,

,

b c

h g sf ef

V

L t w

1.00

tional area oand gusset-wsf,eff) shounterface sho

,

,

b mid

h mid g

V

L t L

1.00

Rupture (DC

Figure 6, wto-beam intterfaces arend gusset-to

ained Brace and

olumn face, ted from:

3L

ve strength

e gB t F

, 0.65cr gF

, 2

0.87cr g

c

F

,y grFKL

r E,

Connection

terion (DCR

stress compand frame aThe followi

2

3

ff sft L

2

3

eff sft

of the gusseto-column ld be 2.5tg

ould satisfy

2

,

2, 4

b mid

h nid g

M

L t

CR-7-2 and D

when the guterface force subjectedo-column in

d Connection D

14

the corresp

can be com

, maxcr gF P

2

,58 cy gF

,2

77y gF

K equals to

ns to the Be

R-7-1 and D

puted from action effecting requirem

,

,c c

v g sf eff

V

L t w

,

,b c

h g sf eff

H

L t w

et edge stiffinterface a

g. The vonthe followi

,

,

3

b mid

h mid g

H

L t

DCR-7-5)

usset-to-coluce Vb,c < 0to tensile f

nterfaces mu

Design Procedur

ponding cri

mputed from

o 0.65 [11,1

eam and Co

DCR-7-4)�

the normat must be noments are co

2

y

f sf

Ft

2

y

f sf

Ft

fener could area. The efn Mises yieng requirem

2

,

y gF

umn interfa0 or Vb,t >

force. The tust satisfy th

res

itical length

m the follow

2].

olumn

l and shearo greater thaonsidered:

,g

,y g

be taken intffective wideld criterionment:

ace force H> 0, these ensile ruptuhe followin

h is negativ

wing equatio

r stress undhan the yield

nto account dth of the n for the m

Hc,c < 0 or Hindicate th

ure strengthng requirem

ve. The

(40)

on:

(41)

der the d stress

(42)

(43)

for the gusset

middle

(44)

Hc,t > 0 hat the h at the ents:

wheregusset

(c

whererequir

REF1.

2.

3.

4.

5.

cH

cH

,bV

,bV

e, wsf,eff = 2.5t-to-beam in

,tF

=

c) Shear Ru

vL

hL

e, wsf,eff = 2rement:

,sF

=

ERENCETsai KC, Wend-slot cEarthquakeLin PC, Tsgusset coEngineerinAmerican Structural SAmerican Structural SYu YJ, Tsaanalyses odampers,”E

U

, 0c c，

vL

, 0c t， L

, 0c，

hL t

, 0t，

hL

5tg, only a lnterface rup

.2

,

b mmid

h mid g

M

L t

=0.75

upture (DCR

,

,c c

g sf eff sf

V

t w t

,

,b c

h g sf eff sf

H

t w t

2.5tg. The

,,

,

b midmid

h mid

H

L t

=0.75

ES Wu AC, Wconnection e Engineerinsai KC, Wuonnections ng and Struc

Institute oSteel BuildiInstitute ofSteel Buildiai KC, Li of a full-scEarthquake

User Guide for B

,

,c c

v g sf eff sf

H

t w t

,

,c t

v g sf eff sf

H

L t w t

,

,b c

g sf eff sf

V

t w t

,

,b t

h g sf eff sf

V

t w t

imited widtpture strengt

,

,/ 4 b mimid

g h mid

V

L

R-7-3 and D

, u gf

, u gf

middle gus

, du g

gt

Wei CY, Linand debo

ng and Struu AC and C

for buckctural Dynamof Steel Cings”, Chicaf Steel Conings”, ChicaCH, Weng cale five-stEngineerin

BOD: Buckling

15

, u gsf

F

, u gsf

F

, u gf

F

, u gf

F

th of the edgth must sati

,idu g

d g

Ft

DCR-7-6)

,0.6 u gF

,0.6 u gF

sset-to-beam

,0.6 u gF

n PC, Chuonding layeuctural DynaChuang MCkling-restramics, Vol. 4Constructionago, Illinois

nstruction (Aago, Illinois

YT and Ttory steel

ng and Struc

-Restrained Bra

ge stiffenersisfy the follo

m interface

uang MC aers for buamics, DOIC, 2014, “ined brac

43, Issue 4, pn (AISC), s. AISC), 201s. Tsai CY, 20

frame equctural Dyna

ace and Connec

s is consideowing requi

must satis

nd Yu YJ, uckling-rest: 10.1002/eq

“Seismic dee frames,pp. 565-587

2010, “S

0, “Seismic

013, “Earthquipped withamics, Vol.

ction Design Pr

ered. The miirement:

sfy the foll

2014, “Wtrained braqe.2423. esign and te＂ Earthq7.

Specification

c Provision

quake resph two type42, Issue 8

rocedures

(45)

(46)

(47)

(48)

iddle

(49)

(50)

(51)

lowing

(52)

Welded aces,”

est of quake

n for

ns for

onses es of 8, pp.

User Gu

6.

7.

8.

9.

10.

11.

12.

uide for BOD: B

1301-1320Watanabe Abraces enca9th World Tokyo-KyoMuir S, 2EngineerinLee CH, 20on equivaleKaneko K,beam-columconferenceWhitmore Tennessee Tsai KC, HLin SL, 2Specimen Structural DTsai KC aframe–PartEarthquake

Buckling-Restra

. A, Hitomi ased in buck

Conferencoto, Japan. 2008, “Des

ng Journal, 1002, “Seisment strut mo, Kasai K, Mmn-gusset c

e on EarthquRE. ExperiEngineering

Hsiao PC, W008, “Pseudesign, e

Dynamics, Vand Hsiao Pt II: Seismice Engineerin

ained Brace and

Y, Saeki Ekling-restrace on Ear

sign comp1st quarter.mic design oodel.” JournMotoyui S, componentsuake Enginemental inveg Experime

Wang KJ, Wudo-dynamiexperiment Vol. 37, IssuPC, 2008, “c performanng and Stru

d Connection D

16

E, Wada A aaining concrrthquake E

act gussets

of rib-reinfonal of Struct

Sueoka T, s in 5-storyeering. estigation oent Station B

Weng YT, Lic tests of

and analue 7, pp. 10“Pseudo-dynce of buckluctural Dyna

Design Procedur

and Fujimorete and steEngineering

s with the

forced steel tural EngineAzuma Y,

y value-add

f stresses inBulletin Noin ML, Lin a full-scaleysis,” Eart

081-1098.ynamic testsling-restrainamics, Vol.

res

oto M, 1988el tube,” Pr

g, Vol. IV

e uniform

moment coeering, pp. 1Ooki Y, 200

ded frame.”

n gusset pla. 16, May 1KC, Chen

e CFT/BRBthquake E

s of a full-ned braces a37, Issue 7,

8, “Propertiroceedings o

V, pp. 719

force met

onnections b1121-1129. 08, “Analy

” the 14th w

ate. Univers952. CH, Lai JWB frame–P

Engineering

-scale CFT/and connec, pp. 1099-1

ies of of the

9-724,

hod.”

based

sis of world

ity of

W and art I:

and

/BRB tions,”

1115.

Tabl

DCR-

DCR-

DCR-

DCR-

DCR-

DCR-

DCR-7

DCR-7

DCR-7

DCR-7

DCR-7

DCR-7

e for DCR

DCRs

1 Steel CaBuckling

2 Joint RegYielding

3 Joint RegBuckling

4 Gusset PShear Fa

5 Gusset PYielding

6 Gusset PBuckling

7-1

Gusset Sthe Connthe BeamMises YiCriterion

7-2

Gusset Sthe Connthe BeamRupture

7-3

Gusset Sthe Connthe BeamRupture

7-4

Gusset Sthe Connthe ColuMises YiCriterion

7-5

Gusset Sthe Connthe ColuTensile R

7-6

Gusset Sthe Connthe ColuRupture

U

Rs and De

sing g gion

g

gion g

Plate Block ailure

Plate g

Plate g

Strength at nection to m – von ield n Strength at nection to m – Tensile

Strength at nection to m – Shear

Strength at nection to umn – von ield n Strength at nection to umn – Rupture Strength at nection to umn – Shear

User Guide for B

esign CheDiagona

Upper L

DCR-1

DCR-2

DCR-3 upper

Dl

DCR-4

DCR-5 upper

Dl

DCR-6 upper

Dl

DCR-7-1upper

DCl

DCR-7-2upper

DCl

DCR-7-3upper

DCl

DCR-7-4upper

DCl

DCR-7-5upper

DCl

DCR-7-6upper

DCl

BOD: Buckling

17

ecks al

Lower Upp

DCR-3 lower

DCRlef

upp

DCR-5 lower

DCRlef

upp

DCR-6 lower

DCRlef

upp

CR-7-1lower

CR-7-2lower

CR-7-3lower

CR-7-4lower

CR-7-5lower

CR-7-6lower

-Restrained Bra

Left per Lower

DCR-1 left

DCR-2 left

R-3 ft per

DCR-3left

lower

DCR-4 left

R-5 ft per

DCR-5left

lowerR-6 ft per

DCR-6left

lower

DCR-7-1 left

DCR-7-2 left

DCR-7-3 left

DCR-7-4 left

DCR-7-5 left

DCR-7-6 left

ace and Connec

Chevron

Middle

-

-

-

-

-

-

DCR-7-1 mid

DCR-7-2 mid

DCR-7-3 mid

-

-

-

ction Design Pr

Right Upper Low

DCR-1 right

DCR-2 right

DCR-3 right upper

DCriglow

DCR-4 right

DCR-5 right upper

DCriglow

DCR-6 right upper

DCriglow

DCR-7-1 right

DCR-7-2 right

DCR-7-3 right

DCR-7-4 right

DCR-7-5 right

DCR-7-6 right

rocedures

wer

CR-3ght wer

CR-5ght wer

CR-6ght wer

User Gu

uide for BOD: BBuckling-Restra

D

ained Brace and

DCR-1 le

ft

Steel casin

g buckling

d Connection D

18

Design Procedur

Steel casing buckling

DCR-1 right

res

ht

TablNotatio

db dc eb ec Hcol Lbeam ts wb wc Notatio

Ac

Aj At

Bc

Bj

Dc

Dj Lb

LBRB Lc Le

Lj,e Lj,wp Ln

Ls

Lsc Lt Lw

Lwp

tc

tj

Tw

δ

φ Notatio

Lh

e for Notaons of frame

Beam depth Column depHalf of beamHalf of columStory heightBeam span Slab thickneBeam widthColumn dep

ons of BRB

Energy dissicross-sectionJoint sectionTransition searea Energy dissicross-sectionJoint sectionwidth Energy dissicross-sectionJoint sectionDistance frocasing end BRB end-to-Energy dissiDistance fropoint Joint end lenJoint sectionDistance froends to the eSlot length aof joint sectiSteel casing Transition seFillet weld lend-to-gusseDistance fropoint thickness of perpendiculathickness of parallel to thFillet weld lBRB-to-gusLength of spcompressed BRB incline

ons of gusset

Gusset plate

U

ations

pth m depth mn depth t

ess

pth

ipation sectionnal area n cross-sectionection cross-se

ipation sectionnal width n cross-section

ipation sectionnal depth n cross-sectionom work point

-end length ipation section

om BRB end to

ngth n length om the steel caedge of gussetat the core plaion length

ection length ength on BRBet connection

om work point

f steel core plaar to the gussef steel core plahe gusset plateeg size on set connection

pace for BRB

e angle plate

e length

User Guide for B

Ud

e

w

U

n

nal area ectional

n

nal

n

nal deptht to steel L

n length o work L

asing t plate te ends

B

t to work

ate et plate ate e

n to be

UL

BOD: Buckling

19

Upperdb,upper

- eb,upper

-

wb,upper

- Diagonal

Upper Low

Aj At

Bj

Dj Lb,upper Lb,low

LBRB Lc

Le,upper Le,low

Lj,e Lj,wp Ln

Ls

Lsc Lt Lw

Tw

δ

DiagoUpperLh,upper

-Restrained Bra

LLower db,lower

- eb,lower

-

wb,lower -

wer LUpper

AA

B

Dwer Lb,leftupper

LB

Lwer Le,leftupper

Lj

Lj,

L

L

LLL

T

δ

onal Lower Lh,lower

ace and Connec

ocation L

d

eHcol Lbeam

ts

wChev

Left Lower

Ac

Aj,left At,left

Bc

Bj,left

Dc

Dj,left r Lb,leftlower

BRB,left Lc,left

Le,leftlower

j,e,left ,wp,left

Ln,left

Ls,left

Lsc,left Lt,left Lw,left

Lwp

tc

tj

Tw,left

δ,left

φ

Left Lh,left

ction Design Pr

Left -

dc,left -

ec,left

- wc,left vron

RightUpper L

Aj,righ

At,righ

Bj,righ

Dj,rigth

Lb,rightpper L

LBRB,rig

Lc,righ

Le,rightpper L

Lj,e,rigt

Lj,wp,rig

Ln,righ

Ls,righ

Lsc,rigt

Lt,right

Lw,righ

Tw,righ

δ,right

Chevron Middle

Lh,mid

rocedures

Right -

dc,right -

ec,right

- wc,right

t Lower

t t

t

h

b,rightlower

ght t e,rightlower

th gth t

t

h t

ht

ht

Right Lh,right

User Gu

Lsf,mid

Lsf,h

Lsf,v

Lv Tb

Tc

tg tsf wsf,eff

wsf,h

wsf,mid

wsf,v

uide for BOD: B

Clear distancstiffener of mHorizontal glength Vertical gusslength Gusset plateFillet weld lgusset-to-beFillet weld lgusset-to-coGusset plateGusset (edgeGusset edgewidth Horizontal gwidth Outer edge-tmiddle gusseVertical gusswidth

Buckling-Restra

ce between thmiddle gusset gusset edge sti

set edge stiffe

e height eg size on

eam interface eg size on lumn interfac

e thickness e) stiffener thi stiffener effe

gusset edge sti

to-outer edge et stiffener set edge stiffe

ained Brace and

he two plate

iffener Lsf

ener Lsf

LT

e T

ickness ctive

iffener wsf

width of

ener ws

d Connection D

20

-

sf,h,upper

sf,v,upper

Lv,upper Tb,upper

Tc,upper

tsf

sf,h,upper

-

sf,v,upper

Design Procedur

-

Lsf,h,lower

Lsf,v,lower

Lv,lower Tb,lower

Tc,lower

tsf

wsf,h,lower

-

wsf,v,lower

res

-

Lsf,h,left

Lsf,v,left

Lv,left Tb,left

Tc,left

tg tsf

wsf,eff

wsf,h,left

-

wsf,v,left

Lsf,mid

- L

- L

Lv,mid Tb,mid

-

tsf,mid

- w

wsf,mid

- w

-

Lsf,h,right

Lsf,v,right

Lv,right Tb,right

Tc,right

tsf

wsf,h,right

-

wsf,v,right