1. T.chhay
VIII. tMNcakp©it
Eccentric Connections
8>1> ]TahrN_sMrab;tMNcakp©itExemples of Eccentric Connections
tMNcakp©itCatMNmYyEdlkMlaMgpÁÜbminkat;tamTIRbCMuTMgn;rbs;eRKOgP¢ab; b¤TWkbnSar. Rb
sinebItMNmanbøg;sIuemRTI eKeRbITIRbCMuTMgn;rbs;RkLaépÞkMlaMgkat;rbs;eRKOgP¢ab; b¤TwkbnSarCacM
nuceKal (reference point) ehIycMgayEkgBIExSskmμrbs;kMlaMgeTATIRbCMuTMgn;RtUv)aneKehAfa cM
Nakp©it. eTaHbICatMNCaeRcInGacrgnUvkMlaMgcakp©it EtkñúgkrNICaeRcIncMNakp©itTaMgenaHmantMél
tUcEdlGacecal)an.
kartP¢ab; framed beam EdlbgðajenAkñúgrUbTI 8>1 a CaRbePTmYyéntMNcakp©it. kart
P¢ab;enH eTaHCakñúgTMrg;tP¢ab;edayb‘ULúg b¤edaypSark¾eday vaRtUv)aneKeRbICaTUeTAsMrab;tP¢ab;FñwmeTA
ssr. eTaHbICacMNakp©itkñúgtMNRbePTenHGacecal)ank¾eday EtvaRtUv)anykmkbgðajenATIenH.
vamankartP¢ab;BIrepSgKñaKW kartP¢ab;BIEdkEkgeTAEdkFñwm nigkartP¢ab;EdkEkgeTAEdkssr. kart
P¢ab;TaMgenHbgðajBItMNcakp©iteKalBIrRbePT³ tMNcMNakp©itEdlbegáItEtkMlaMgkat;TTwgenAkñúg
eRKOgP¢ab; b¤TwkbnSar nigtMNcMNakp©itEdlbegáItTaMgkMlaMgkat;TTwg nigkMlaMgTaj.
RbsinebIeNBicarNaFñwm nigEdkEkgdac;edayELkBIssr dUcEdlbgðajenAkñúgrUbTI 8>1 b
enaHvabgðajy:asc,as;fa Rbtikmμ R eFVIGMeBIcMNakp©it e BITIRbCMuTMgn;rbs;RkLaépÞrbs;eRKOgP¢ab;enA
292 tMNcakp©it

2. T.chhay
kñúgRTnugFñwm. dUcenHeRKOgP¢ab;TaMgenHrgTaMgkMlaMgkat;TTwg nigm:Um:g;KUr (couple) EdlsßitenAelI
rbs;tMN ehIybegáItCakugRtaMgkMlaMgkat;rmYl (torsional shearing stress).
RbsinebIssr nigEdkEkgRtUv)anpþac;ecjBIFñwm dUcbgðajenAkñúgrUbTI 8>3 c enaHeyIgeXIj
y:agc,as;fa eRKOgP¢ab;enAkñúgsøabssrrgnRbtikmμ R EdlmanGMeBIenAcMNakp©it e BIbøg;rbs;eRKOg
P¢ab; edaybegáIt couple dUcBImun. b:uEnþ kñúgkrNIenH bnÞúkminsßitenAkñúgbøg;rbs;eRKOgP¢ab; dUcenH
couple eFVIeGayEpñkxagelIrbs;tMNrgkugRtaMgTaj ehIyEpñkxageRkamrgkugRtaMgsgát;. dUcenH
eRKOgP¢ab;enAEpñkxagelIbMputrbs;tMNrgTaMgkMlaMgkat;TTwg nigkMlaMgTaj.
eTaHbICa eyIgeRbIkartP¢ab;edayb‘ULúgenATIenHedIm,Ibgðajk¾eday k¾kartP¢ab;edaykarpSar
Gacbgðajy:agsmBaØBIkarrgEtkMlaMgkat;TTwg b¤kMlaMgkat;TTwgrYmTaMgkMlaMgTaj.
RbtikmμbnÞúkemKuNGtibrmasMrab;tMN framed beam epSg²RtUv)aneGayenAkñúg Table 9-2
rhUtdl; 9-12 in Part 9 of the Manual, “Simple Shear and PR Moment Connections” (Volume
II). cMNap©itEdltUcEmnETnsMrab;tMNenHGacecal)an ehIyeKBicarNaEtkMlaMgkat;TTwgEtb:ueNÑaH.
8>2> tMNcMNakp©itedayb‘ULúg³ EtkMlaMgkat;
Eccentric Bolted Connections: Shear only
rUbTI 8>2 EdlbgðajBI column bracket connection Ca]TahrN_BItMNedayb‘ULúgEdlrg
kMlaMgkat;TTwgcakp©it. eKmanviFIBIrsMrab;edaHRsaybBaðaenH³ traditional elastic analysis ¬viPaK
eGLasÞicburaN¦ nigviFIEdlmanlkçN³suRkitCag ¬b:uEnþsμúKsμajCag¦ Ca ultimate strength
analsysis ¬viPaKersIusþg;cugeRkay¦. viFITaMgBIrenHnwgRtUv)anbgðaj.
293 tMNcakp©it

3. T.chhay
Elastic Analysis
enAkñúgrUbTI 8>3 a, RkLaépÞkMlaMgkat;TTwgrbs;eRKOgP¢ab; nigbnÞúkRtUv)anbgðajdac;eday
ELkBIssr nig bracket plate. eKGacdak;bnÞúkcMNakp©it P CamYynwgbnÞúkdUcKñaEdlmanGMeBIRtg;
TIRbCMuTMgn;rYmCamYynwg couple, M = Pe Edl e CacMNakp©it. RbsinebIeyIgeFVIEbbenH bnÞúknwgman
GMeBIcMp©it ehIyeKsnμt;faeRKOgP¢ab;nImYy²Tb;Tl;nUvcMENkbnÞúkesμI²Kña KW pc = P / n Edl n CacMnYn
eRKOgP¢ab;. kMlaMgeRKOgP¢ab;Edl)anBI couple Gacrk)anedaysnμt;fakugRtaMgkMlaMgkat;TTwgenAkñúg
eRKOgP¢ab;CalT§plrbs; torsion énmuxkat;EdlekItBIRkLaépÞmuxkat;rbs;eRKOgP¢ab;. RbsinebI
eyIgeFVIkarsnμt;EbbenH kugRtaMgkMMlaMgkat;enAkñúgeRKOgP¢ab;nImYy²GacRtUv)anrkBIrUbmnþkMlaMgrmYl
fv =
Md
J
¬*>!¦
Edl d = cMgayBITIRbCMuTMgn;rbs;RkLaépÞeTAcMnucEdlkugRtaMgkMBugRtUv)ankMNt;
J = m:Um:g;niclPaBb:UElrba;RkLaépÞeFobTIRbCMuTMgn;
ehIykugRtaMg f v EkgeTAnwg d . eTaHbICarUbmnþkMlaMgrmYlGnuvtþn_)anEtcMeBaHragsIuLaMg EteKeRbIva
enATIenHedIm,IsnSMsMéc edaysar yielding stress mantMéLFMCagkugRtaMgBitR)akd.
RbsinebIeKeRbIRTwsþIbTGkS½Rsb (parallel-axis theorem) ehIyeKecalm:Um:g;niclPaBb:UElr
énRkLaépÞeFobG½kSTIRbCMuTMgn;rbs;va enaHeKGackMNt; J sMrab;RkLaépÞsrubKW
294 tMNcakp©it

4. T.chhay
J = ∑ Ad 2 = A ∑ d 2
edayRKb;eRKOgP¢ab;manRkLaépÞ A dUcKña. enaHsmIkar *>! GacRtUv)ansresrCa
Md
fv =
A∑ d 2
ehIykMlaMgkat;enAkñúgeRKOgP¢ab;nImYy²EdlekIteLIgeday couple KW
Md Md
Pm = Af v = A =
A∑ d 2 ∑d2
dUcenHbgÁúMkMlaMgkat;TTwgTaMgBIrEdl)ankMNt;RtUv)anbUkbEnßmedaybBaÄredIm,ITTYl)ankMlaMgpÁÜb P
dUcbgðajenAkñúgrUbTI 8>3 b EdleyIgykeRKOgP¢ab;enAxagsþaMEpñkxageRkameKbMputmkbgðaj. enA
eBlEdleKkMNt;)ankMlaMgpÁÜbFMCageKbMput TMhMeRKOgP¢ab;k¾RtUv)aneRCIserIsedIm,ITb;Tl;kMlaMgenaH.
eKminGaceFVIkarGegátedIm,IrkeRKOgP¢ab;EdleRKaHfñak;CaeKeT KWeKRtUveFVIkarKNnaCatMélelx.
CaTUeTA vamanlkçN³gayRsYlCagkñúgkareFVIkarCamYynwgbgÁúMkMlaMgctuekaNEkg. sMrab;
eRKOgP¢ab;nImYy² bgÁúMkMlaMgedk nigbgÁúMkMlaMgQrEdl)anBIkMlaMgkat;TTwgedaypÞal;KW
pcx = x
P
n
nig pcy = Pny
Edl Px nig Py CabgÁúMkMlaMgtamTis x nigTis y rbs;kMlaMgsrub P dUcEdl)anbgðajenAkñúgrUbTI
8>4. eKGacrkbgÁúMkMlaMgedk nigQrEdlekIteLIgedaycMNakp©itdUcxageRkam.
cMgayBITIRbCMuTMgn;rbs;tMNeTAeRKOgP¢ab;nImYy²
(
∑ d 2 = ∑ x2 + y2 )
Edl cMnucrYmrbs;RbBn§½kUGredaenKWCaTIRbCMuTMgn;énRkLaépÞkMlaMgkat;rYmrbs;eRKOgP¢ab;. kMlaMgpÁÜb
tamTis x rbs; pm KW³
295 tMNcakp©it

5. T.chhay
y y Md y Md My
p mx =
d
pm = =
(
d ∑ d 2 d ∑ x2 + y2
=
) (
∑ x2 + y2 )
dUcenH pmy = Mx
(
∑ x2 + y2 )
ehIykMlaMgeRKOgP¢ab;srubKW
p= (∑ p x )2 + (∑ p y )2
Edl ∑ p x = pcx + p mx
∑ p y = pcy + p my
RbsinebI P ¬bnÞúkEdlGnuvtþeTAelItMN¦ CabnÞúkemKuN enaHkMlaMg p enAelIeRKOgP¢ab;Ca bnÞúkem
KuNedIm,ITb;Tl;nwg shear nig bearing EdlCa design strength EdlRtUvkar.
]TahrN_ 8>1³ kMNt;kMlaMgrbs;eRKOgP¢ab;EdleRKaHfñak;enAkñúg bracket connection Edl)anbgðaj
enAkñúgrUbTI 8>5.
dMeNaHRsay³ TIRbCMurbs;RkumeRKOgP¢ab;GacRtUv)anrkedayeRbIG½kSedkkat;tameRkam nigedayGnuvtþ
eKalkarN_m:Um:g;
2(5) + 2(8) + 2(11)
y= = 6in.
8
bgÁúMkMlaMgQr nigkMlaMgedkKW
296 tMNcakp©it

6. T.chhay
Px =
5
1
(50) = 22.63kips ← nig Py = 25 (50) = 44.72kips ↓
edayeyageTAtamrUbTI 8>6 a, eyIgGacKNnam:Um:g;rbs;bnÞúkeFobTIRbCMuTMgn;³
M = 44.72(12 + 2.75) − 22.36(14 − 6 ) = 480.7in. − kips ¬RsbRTnicnaLika¦
rUbTI 8>6 b bgðajBITisedArbs;bgÁúMkMlaMgb‘ULúg nigTMhMénbgÁúMkMlaMgb‘ULúgEdlRtUvKñaEdlekIteLIg
edaym:Um:g;KUr (couple). edayeRbITisedATaMgenH nigTMhMEdlRtUvKñaCakarnaMpøÚvEdlkMlaMgTaMgenaH
RtUv)anbUktamc,ab;RbeLlURkam. eyIgGacsnñidæan)anfaeRKOgP¢ab;xagsþaMEpñkxageRkameKbMput
nwgmankMlaMgpÁÜbFMCageKbMput.
bgÁúMkMlaMgedk nigbBaÄrrbs;eRKOgP¢ab;nImYy²Edl)anBIkMlaMgcMp©itKW
= 2.795kips ← nig pcy =
22.36 44.72
pcx = = 5.590kips ↓
8 8
sMrab; couple
297 tMNcakp©it

7. T.chhay
( ) [ ]
∑ x 2 + y 2 = 8(2.75)2 + 2 (6)2 + (1)2 + (2)2 + (5)2 = 192.5in 2
My 480.7(6)
p mx =
(
∑ x2 + y2
=
) 192.5
= 14.98kips ←
Mx 480.7(2.75)
∑ (x 2 + y 2 )
p my = = = 6.867kips ↓
192.5
∑ p x = 2.795 + 14.98 = 17.78kips ←
∑ p y = 5.590 + 6.867 = 12.46kips ↓
P= (17.78)2 + (12.46)2 = 21.7 kips ¬emIlrUbTI 8>6 c¦
cMeLIy³ kMlaMgb‘ULúgEdleRKaHfñak;KW 21.7kips . karGegátBITMhM nigTisedArbs;bgÁúMkMlaMgedk
nigbBaÄrbBa¢ak;fakarsnñidæanfaeRKOgP¢ab;Edl)aneRCIserIsBitCamaneRKaHfñak;Emn.
Ultimate Strength Analysis
viFIEdlerobrab;BIxagmuxmanlkçN³gayRsYlkñúgkarGnuvtþn_ b:uEnminsuRkit. kñúgkarviPaK
KW)ansnñidæanfaTMnak;TMngbnÞúk-kMhUcRTg;RTayrbs;eRKOgP¢ab;manlkçN³smamaRt ¬CabnÞat;¦ ehIy
fa yield stress minRtUvFM. karBiesaFn_bgðajfavaminEmnCakrNI ehIyfaeRKOgP¢ab;nImYy²minman
shear yield stress BitR)akdeT. viFIsaRsþEdlBN’naenATIenHkMNt; ultimate strength rbs;tMN
edayeRbITMnak;TMngminsmamaRtbnÞúk-kMhUcRTg;RTayEdlkMNt;edaykarBiesaFn_ sMrab;eRKOgP¢ab;
nImYy².
karsikSaedaykarBiesaFn_EdlraykarN_enAkñúg Crawford and Kulak (1971) edayeRbI
b‘ULúgRbePT bearing A325 Ggát;p©it 3 / 4in. nigEdkbnÞH A36 b:uEnþlT§plGaceRbIsMrab;b‘ULúg
A325 EdlmanTMhMepSg²CamYynwgEdkRbePTepSg²CamYynwglT§pllMeGogtictYc. viFIenHnwgpþl;
nUvlT§pllMeGogenAeBleRbICamYyb‘ULúg slip-critical nigCamYyb‘ULúg A490 (AISC, 1994).
kMlaMgb‘ULúgEdlRtUvnwgkMhUcRTg;RTay Δ KW
(
R = Rult 1 + e − μΔ )λ
(
= 74 1 − e10Δ )0.55 ¬*>@¦
Edl Rult = kMlaMgkat;TTwgrbs;b‘ULúgenAeBldac; = 74kips = 330MPa
e = eKalrbs;elakenEB = 2.718
μ = emKuNkat;bnßy = 10
298 tMNcakp©it

8. T.chhay
μ= emKuNkat;bnßy = 0.55
Ultimate strength rbs;tMNKWQrelIkarsnμt;dUcxageRkam³
!> enAeBldac; RkumeRKOgP¢ab;vilCMuvij instantaneous center (IC).
@> kMhUcRTg;RTayrbs;ERKOgP¢ab;mYy²smamaRteTAnwgcMgayBI IC nwgeFVIGMeBIEkgeTAkaMén
rgVil.
#> eKGacTTYl)anlT§PaBrbs;tMNenAeBlEdl ultimate strength rbs;eRKOgP¢ab;enAq¶aybM
putBI IC. ¬rUbTI 7>8 bgðajBIkMlaMgb‘ULúgCakMlaMgTb;Tl;EdleFVIGMeBIRbqaMgnwgkMlaMg
Gnuvtþn_¦.
$> EpñkEdlRtUvP¢ab;RtUvEtrwg.
Cavi)akénkarsnμt;TIBIr kMhUcRTg;RTayrbs;eRKOgP¢ab;nImYy²KW
Δ=
r
Δ max =
r
(0.34)
rmax rmax
Edl cMgayBI IC eTAeKOgP¢ab;
r=
rmax = cMgayeTAeRKOgP¢ab;EdlenAq¶aybMput
Δ max = kMhUcRTg;RTayrbs;eRKOgP¢ab;q¶aybMputenA ultimate = 0.34in. ¬EdlkMNt;eday
karBiesaFn_¦
CamYynwg elastic analysis, vamanPaBgayRsYlCagkñúgkareFVIkarCamYynwgbgÁúMkMlaMgctuekaNEkg b¤
Ry = R
x
r
b¤ Rx = ry R
299 tMNcakp©it

9. T.chhay
Edl x nig y CacMgayedk nigcMgaybBaÄrBI instantaneous center eTAeRKOgP¢ab;. enAxN³eBl
dac; lMnwgRtUv)anrkSa ehIysmIkarlMnwgbIxageRkamRtUv)anGnuvtþeTAelIRkumeRKOgP¢ab; ¬eyageTAelI
rUbTI 8>7¦³
m
∑ Fx = ∑ (R x )n − Px = 0 ¬*>#¦
n =1
m
M IC = P(ro + e ) − ∑ (rn × Rn ) = 0 ¬*>$¦
n =1
ehIy ∑ Fy = ∑(R y )n − Py = 0
m
¬*>%¦
Edl Gnu)at n kMNt;nUveRKOgP¢ab;mYy² nig m CacMnYnsrubrbs;eRKOgP¢ab;. viFIsaRsþTUeTAKWsnμt;TI
taMg instantaneous center bnÞab;mkkMNt;tMélRtUvKñarbs; P EdlbMeBjsmIkarlMnwg. RbsinebI
GBa©wgEmn TItaMgenHKWRtwmRtUv ehIy P CalT§PaBrbs;tMN. viFIsaRsþCak;lak;KWdUcxageRkam³
!> snμt;tMélsMrab; ro .
@> edaHRsayrk P BIsmIkar *>$.
#> CMnYs ro nig P eTAkñúgsmIkar *># nig *>%.
$> RbsinebIsmIkarTaMgenaHRtUv)anbMeBjCamYynwgkMrwtlMeGogEdlGacTTYlyk)an karviPaK
enHRtUv)anbBa©b;. EtebImindUecñaHeT eKRtUveFVIkareRCIserIstMélsakl,g ro fμI
ehIyeKRtUveFVIkarKNnaeLIgvij.
sMrab;krNITUeTAénbnÞúkbBaÄr smIkar *># nwgRtUv)anbMeBjedaysVy½Rbvtþ. edIm,IPaBgay
RsYl nigkMueGay)at;bg;»PasPaB eyIgBicarNaEtkrNIenH. Et eTaHbICamYykarsnμt;enH karKNna
sMrab; trial problem CaeRcInmanlkçN³lM)ak EdlRtUvkarCMnYykMuBüÚT½rCacaM)ac;. Epñk (B) rbs;]Ta-
hrN_ 8>2 RtUv)aneFVIkarCamYynwgCMnYyBI standard spreadsheet program sMrab; personal
computers.
]TahrN_ 8>2³ Bracket connection EdlbgðajenAkñúgrUbTI 8>8 RtUvRTkMlaMgemKuNcakp©it 53kips .
tMNRtUv)anKNnaedayeGaymanb‘ULúgBIrCYrQr EdlkñúgmYyCYr²manb‘ULúg 4 RKab; Etb‘ULúgmYyRKab;
RtUv)andkecaledayKμanectna. RbsinebIeKeRbIb‘ULúg bearing-type A325 EdlmanGgát;p©it 7 / 8in.
etItMNenHmanlkçN³RKb;RKan;b¤Gt;? snμt;faeFμjb‘ULúgsßitenAkñúgbøg;kat;. eRbIEdk A36 nigGnuvtþ
nUvkarviPaKxageRkam³ (a) elastic analysis; (b) ultimate strength analysis.
300 tMNcakp©it

10. T.chhay
dMeNaHRsay³ a. Elastic analysis. sMrab;RbBn§½kUGredaenEdlmanKl;enARtg;p©itrbs;b‘ULúgxag
eRkamEpñkxageqVg ¬rUbTI 8>9¦
2(3) + 2(6 ) + 1(9)
y= = 3.857in.
7
3(3)
x= = 1.286in.
7
( )
∑ x 2 + y 2 = 4(1.286)2 + 3(1.714)2 + 2(3.857 )2 + 2(0.857 )2 + 2(2.143)2 + 1(5.143)2 = 82.29in.2
e = 3 + 5 − 1.286 = 6.714in.
M = Pe = 53(6.714 ) = 355.8in. − kips ¬RsbRTnicnaLika¦
53
pcy = = 7.571kips ↓ pcx = 0
7
BITisedA nigTMhMEdlRtUvKñaEdlbgðajenAkñúgrUbTI 8>9 b‘ULúgeRkameKEpñkxagsþaMRtUv)ancat;TukfaCa
b‘ULúgEdlmaneRKaHfñak;CageK
My 355.8(3.857 )
p mx =
(∑ x2 + y2 ) =
82.29
= 16.68kips ←
Mx 355.8(1.714 )
∑ (x 2 + y 2 )
Pmy = = = 7.411kips ↓
82.29
∑ p x = 16.68kips
∑ p y = 7.571 + 7.411 = 14.98kips
p= (16.68)2 + (14.98)2 = 22.4kips
301 tMNcakp©it

11. T.chhay
edIm,IkMNt; design strength rbs;b‘ULúgrg bearing eRbIGgát;p©itrn§
1 7 1 15
h=d+ = + = in.
16 8 16 16
sMrab;rn§EdlenAEk,rRCugEKmCageK eRbI Le = 2in. enaH
h 15 / 16
Lc = Le − = 2− = 1.513in.
2 2
⎛7⎞
2d = 2⎜ ⎟ = 1.75in.
⎝8⎠
eday Lc < 2d bearing strength KW
φRn = φ (1.2 Lc tFu ) = 0.75(1.2)(1.531)(0.455)(58) = 36.4kips / bolt
sMrab;rn§epSgeTot eRbI s = 3in. enaH
15
Lc = s − h = 3 − = 2.062in. > 2d
16
⎛7⎞
dUcenH φRn = φ (2.4dtFu ) = 0.75(2.4 )⎜ ⎟(0.455)(58) = 41.56kips / bolt
⎝8⎠
tMél bearing TaMgBIrFMCagkMlaMgkñúgmYyb‘ULúg dUcenH bearing strength KWRKb;RKan;.
sMrab; shear
π (7 / 8)2
Ab = = 0.6013in.2
4
φRn = φFv Ab = 0.75(48)(0.6013) = 21.6kips < 22.4kips (N.G.)
cMeLIy³ tMNminbMeBjlkçxNÐeday elastic analysis.
302 tMNcakp©it

12. T.chhay
b.eyIgedaHRsaytamviFI ultimate strength analysis CamYynwgCMnYyrbs; standard spreadsheet
software. lT§plrbs;tMélsakl,gcugeRkayrbs; ro = 1.57104in. RtUv)aneGayenAkñúgtarag 8>1.
RbBn§½kUGredaen nigelxerogb‘ULúgRtUv)anbgðajenAkñúgtarag 8>10.
tarag 8>1
eKalenARtg; eKalenARtg;
eRKOg
b‘ULúgelx ! IC
Δ Ry
P¢ab; r R rR
x' y' x y
1 0.000 0.000 0.285 -3.857 3.868 0.255 70.774 273.731 5.221
2 3.000 0.000 3.285 -3.857 5.067 0.334 72.553 367.598 47.045
3 0.000 3.000 0.285 -0.857 0.903 0.060 47.649 43.046 15.050
4 3.000 3.000 3.285 -0.857 3.395 0.224 69.563 236.188 67.310
5 0.000 6.000 0.285 2.143 2.162 0.143 63.631 137.555 8.398
6 3.000 6.000 3.285 2.143 3.922 0.259 70.891 278.061 59.377
7 0.000 9.000 0.285 5.143 5.151 0.340 72.631 374.107 4.023
srub 1710.287 206.424
303 tMNcakp©it

13. T.chhay
BIsmIkar *>$
P(ro + e ) = ∑ rR
∑ rR 1710.29
P= = = 206.424kips
ro + e 1.57104 + 6.71429
Edl e RtUv)anyk 5 xÞg;eRkayex,ósedIm,IsuRkitPaBx<s;.
BIsmIkar *>%
∑ F y = ∑ R y − P = 206.424 − 206.424 = 0.00
bnÞúkEdlGnuvtþminmnabgÁúMkMlaMgedk dUcenHsmIkar *># RtUv)anbMeBjedaysV½yRbvtþ.
bnÞúk 206.424kips EdleTIbnwg)ankMNt;Ca failure load sMrab;kartP¢ab; ehIyRtUv)anQr
enAelIeKalkarN_EdleRKOgP¢ab;EdleRKaHfñak;eTAdl; ultimate load capacity. RbsinebIbnÞúkdac;
rbs;tMNRtUv)anKuNedaypleFob fasterner design strength elI fasterner ultimate strength
74kips (Crawford nig Kulak, 1971), eyIgnwgTTYl)anlT§PaBrbs;tMN.
BI a. design strength rbs;b‘ULúgmYy ¬EdlQrelI shear¦ KW 21.6kips .
bnÞúkemKuNGtibrma = 206(21.6 / 74) = 60.1kips > 53kips (OK)
cMeLIy³ kartP¢ab;manlkçN³RKb;RKan;eday ultimate strength analysis.
Table 8-18 dl; 8-25 enAkñúg Part 8 of the Manual (Volume II) pþl;eGayemKuNsMrab;
viPaK b¤KNnaKMrUFmμtaénRkumb‘ULúgEdlrgnUvbnÞúkcakp©it. sMrab;kartMeobb‘ULúgnImYy²Edl)an
BicarNa taragTaMgenaHpþl;nUvtMél C EdlCapleFob connection failure load elI fasterner
ultimate strength. edImI,TTYl)anbnÞúktMNEdlmansuvtßiPaB tMélefrenHRtUv)anKuNeday design
strength rbs;eRKOgP¢ab;EdleRbI. sMrab;bnÞúkcakp©itminRtUv)anbBa©ÚleTAkñúgtaragTaMgenHeT dUcenH
eKGaceRbI elastic method EdlCaviFImansuvtßiPaB. BitNas; kmμviFIkMuBüÚT½r b¤ spreadsheet software
k¾RtUv)aneRbIedIm,IKNna ultimate strength anlysis.
]TahrN_ 8>3³ eRbItaragenAkñúg Part 8 of the Manual edIm,IkMNt; factored load capacity Pu Edl
QrelI bolt shear sMrab;tMNEdlbgðajenAkñúgrUbTI 8>11. b‘ULúg bearing-type A325 Ggát;p©it
3 / 4in. edayeFμjsßitenAkñúgbøg;kat;. b‘ULúgrgnUv single shear.
304 tMNcakp©it

14. T.chhay
design strength rbs;b‘ULúgGgát;p©it 3 / 4in. Edlrg single shear KW
φrn = φ (48)Ab = 0.75(48)(0.4418) = 15.90kips
eday C = Pu / φrn /
Pu = Cφrn = 1.53(15.90) = 24.3kips
cMeLIy³ lT§PaBbnÞúkemKuNGtibrma (maximum factored load capacity) rbs;tMNKW 24.3kips .
8>3> tMNcMNakp©itedayb‘ULúg³ kMlaMgkat;bUknwgkMlaMgTaj
Eccentric Bolted Connections: Shear Plus Tension
sMrab;kartP¢ab;EdleKeRbI tee stub bracket dUckñúgrUbTI 8>12 bnÞúkcMNakp©itbegáIt couple
EdlGacbegáInkMlaMgTajenAkñúgCYrxagelIrbs;eRKOgP¢ab; ehIykat;bnßykugRtaMgTajenAkñúgCYrxag
eRkam. RbsinebIeRKOgP¢ab;Cab‘ULúgEdlKμankugRtaMgTajedIm b‘ULúgxagelInwgRtUv)andak;eGayrgkug
RtaMgTaj ehIyb‘ULúgxageRkamnwgminrgT§iBl. edayminKitBIRbePTrbs;eRKOgP¢ab; b‘ULúgnImYy²
nwgrgnUvcMENkkMlaMgkat;esμI²Kña.
305 tMNcakp©it

15. T.chhay
RbsinebIeRKOgP¢ab;Cab‘ULúgersIusþg;x<s;EdlrgeRbkugRtaMg épÞb:Hrvagsøabssr nigsøab
bracket nwgrgkarsgát;esμI munnwgkMlaMgxageRkAGnuvtþmk. Bearing pressure nwgesμInwgkMlaMgTaj
b‘ULúgsrubEdlEckedayépÞb:H. edaysarbnÞúk P Gnuvtþbnþicmþg² kMlaMgsgát;enAxagelInwgRtUv)an
kat;bnßy ehIykMlaMgsgát;enAxageRkamnwgekIneLIg dUcbgðajenAkñúgrUbTI 8>13 a. enAeBlEdlkM
laMgsgát;enAxagelIRtUv)anrMsayGs;rlIg bgÁúMkMlaMgnwgRtUv)anbMEbk ehIy couple Pe nwgRtUv)an
Tb;Tl;edaykMlaMgb‘ULúgTaj ehIykMlaMgsgát;enAelIépÞb:HEdlenAsl; dUcEdlbgðajenAkñúgrUbTI
8>13 b. enAeBlEdlkMlaMgxiteTArk ultimate load kMlaMgenAkñúgb‘ULúgnwgxiteTACit ultimate
tensile strength rbs;va.
viFIEdlsamBaØ nigmansuvtßiPaBRtUv)aneRbIenATIenH. eKsnμt;G½kSNWtrbs;tMNkat;tamTIRbCMu
TMgn;rbs;RkLaépÞb‘ULúg. bU‘LúgEdlsßitenABIxagelIG½kSenHrgkMlaMgTaj ehIyb‘ULúgEdlenABIxag
eRkamG½kSenHRtUv)ansnμt;fargkMlaMgsgát; dUcbgðajenAkñúgrUbTI 8>13 c. b‘ULúgnImYy²RtUv)ansnμt;
faTTYl)antMél ultimate rut . edaysarEtmanb‘ULúgBIrRKab;enARKb;nIv:U ¬rUbTI 8>13 c¦ kMlaMgnI-
mYy²RtUv)anbgðaj 2rut . kMlaMgpÁÜbénkMlaMgTaj nigkMlaMgsgát;Ca couple EdlesμInwgm:Um:g;Tb;rbs;
tMN. m:Um:g; couple GacRtUv)anrkedayeFVIplbUkm:Um:g;énkMlaMgb‘ULúgeFobG½kSNamYyEdlgayRsYl
dUcCaG½kSNWt. enAeBlEdlm:Um:g;Tb;RtUv)andak;eGayesμIm:Um:g;Gnuvtþn_ eKGacrkkMlaMgTajb‘ULúg rut
EdlminsÁal;BIsmIkarEdlTTYl)an. ¬viFIenHRsedogKñanwg Case II in Part 8 of the Manual,
Volume II).
306 tMNcakp©it

16. T.chhay
]TahrN_ 8>4³ tMN beam-to-column RtUv)anbegáIteLIgeday structural tee dUcbgðajenAkñúgrUbTI
8>14. eKeRbIb‘ULúg fully tightened bearing-type A325 Ggát;p©it 3 / 4in. cMnYn 8 RKab;edIm,IP¢ab;
søabrbs; tee eTAnwgsøabssr. cUrGegátPaBRKb;RKan;rbs;tMN ¬tee-to-column connecvtion¦ Rb
sinebIvargbnÞúkemKuN 88kips enAcMNakp©it 3in. . snμt;faeFμjb‘ULúgsßitenAkñúgbøg;kat;. EdkTaMg
Gs;Ca A36 .
dMeNaHRsay³ shear/bearing load sMrab;b‘ULúgmYyKW 88 / 8 = 11kips . sMrab; bearing design
strength eRbIGgát;p©itRbehag
1 3 1 13
h=d+ = + = in.
16 4 16 16
sMrab;RCugEdlenAEk,rRCugEKmCageKbMput yk Le = 1.5in. . enaH
h 13 / 16
Lc = Le − = 1.5 − = 1.094in.
2 2
⎛3⎞
2d = 2⎜ ⎟ = 1.5in.
⎝4⎠
edaysar Lc < 2d /
φRn = φ (1.2 Lc tFu ) = 0.75(1.2)(1.094)(0.560)(58) = 31.98kips > 11kips (OK)
sMrab;RbehagepSgeTotyk s = 3in. . enaH
13
Lc = s − h = 3 − = 2.188in. > 2d
16
⎛3⎞
dUcenH φRn = φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟(0.560)(58) = 43.85kips > 11kips
⎝4⎠
(OK)
307 tMNcakp©it

17. T.chhay
tMNmanlkçN³RKb;RKan;sMrab; bearing.
sMrab; shear design strength
π (3 / 4)2
Ab = = 0.4418in 2
4
φRn = φFv Ab = 0.75(48)(0.4418) = 15.90kips
KNnakMlaMgTajsMrab;b‘ULúgmYy nwgbnÞab;mkRtYtBinitü tension-shear interaction. edaysarPaB
sIuemRTI TIRbCMuTMgn;sßitenAkMBs;Bak;kNþal. rUbTI 8>15 bgðajRkLaépÞb‘ULúg nigkarEbgEckkMlaMg
Tajb‘ULúg.
m:Um:g;rbs; resisting couple RtUv)anrkedayeFVIplbUkm:Um:g;eFobG½kSNWt³
∑ M NA = 2rut (4.5 + 1.5 + 1.5 + 4.5) = 24rut
m:Um:g;EdlGnuvtþKW
M u = Pu e = 88(3) = 264in. − kips
dak;m:Um:g;Tb; nigm:Um:g;Gnuvtþn_eGayesμIKña eyIg)an
24rut = 264 b¤ rut = 11kips
Tensile design strength KW
φRn = φFt Ab = 0.75(90)(0.4418) = 29.82kips
RtYtBinitü RCSC Equation LRFD 4.2 BI bolt specification (RCSC, 1994) CamYynwg
Pu = rut = 11kips nig Vu = bolt shear force = 11kips
2 2
⎡ Pu ⎤ ⎡ V ⎤ ⎛ 11 ⎞
2
⎛ 11 ⎞
2
⎢ ⎥ +⎢ u ⎥ =⎜ ⎟ +⎜ ⎟ = 0.615 < 1.0 (OK)
⎢ (φRn )t ⎥
⎣ ⎦ ⎢ (φRn )v ⎥
⎣ ⎦ ⎝ 29.82 ⎠ ⎝ 15.9 ⎠
cMeLIy³ tMNKWRKb;RKan;
308 tMNcakp©it

18. T.chhay
enAeBlEdlb‘ULúgenAkñúgtMN slip-critical rgkarTaj slip-critical strength CaFmμtaRtUv)an
kat;bnßyedayemKuNEdlpþl;eGayeday AISC Equation A-J3-2 ¬emIl Epñk 7>9¦. mUlehtuKWfa
clamping effect nigkMlaMgkkitRtUv)ankat;bnßy. b:uEnþenAkñúgtMNEdleTIbnwgBicarNa vamankMlaMg
sgát;bEnßmenAkñúgEpñkxageRkamrbs;tMNEdlbegáInkMlaMgkkit EdlvaTUTat;nwgkarkat;bnßyenAkñúg
EpñkxageRkamrbs;tMN. sMrab;mUlehtuenH slip-critical strength minKYrRtUv)ankat;bnßyenAkñúgRb
ePTtMNenHeT.
8>4> tMNcMNakp©itedaypSar³ EtkMlaMgkat;
Eccentric Welded Connections: Shear only
eKviPaKtMNcMNakp©itedaypSartamviFIdUcKñasMrab;tMNedayb‘ULúg elIkElgRtg;kMlaMgkñúg
eRKOgP¢ab;mYy²RtUv)anCMnYsedaykMlaMgkñúgRbEvgTwkbnSarÉktþa. dUckñúgkrNIEdltMNcMNakp©it
edayb‘ULúgrgkMlaMgkat; tMNedaypSarrgkMlaMgkat;GacRtUv)anGegátedayviFI elastic method b¤
ultimate strength method.
Elastic method
bnÞúkenAelI bracket EdlbgðajenAkñúgrUbTI 8>16 a GacnwgRtUv)anBicarNaeGayeGVIGMeBIenA
kñúgbøg;énTwkbnSar EdlCabøg;rbs; throat. RbsinebIeyIgsnμt;EbbenH bnÞúknwgRtUv)anTb;edayRkLa
épÞTwkbnSarEdlbgðajenAkñúgrUb 8>16 b. b:uEnþ karKNnamanlkçN³samBaØ RbsinebIeKeRbI throat
mYyÉktþa. bnÞab;mkbnÞúkEdlKNna)anRtUvKuNnwg 0.707 CamYynwgTMhMrbs;TwkbnSaedIm,ITTYl)an
bnÞúkBitR)akd.
bnÞúkcMNap©itenAkñúgbøg;TwkbnSarEdleFVIeGayTwkbnSarrgTaMgkMlaMgkat;pÞal; (direct shear)
nigkMlaMgkat;edayrmYl (torsional shear). edaysarFatunImYy²rbs;TwkbnSarTb;Tl;nwgcMENk
esμIrbs; direct shear enaH direct shear stress KW
309 tMNcakp©it

19. T.chhay
P
f1 =
L
Edl L CaRbEvgsrubrbs;TwkbnSar ehIyesμInwgRkLaépÞkMlaMgkat;edayKitCaelx edaysareKsnμt;
TMhM throat esμInwgmYyÉktþa. RbsinebIeKeRbIkMub:Usg;Ekg
f1x = x
P
L
nig f1y = PLy
Edl Px nig Py CabgÁúMkMlaMgtamTis x nig y . kugRtaMgkMlaMgkat;EdlekIteLIgedaysar couple
RtUv)aneKrkCamYynwgrUbmnþkMlaMgrmYl
Md
f2 =
J
Edl d= cMgayBITIRbCMuTMgn;rbs;RkLaépÞkMlaMgkat;eTAcMnucEdlkugRtaMgkMBugRtUv)anKNna
J = m:Um:g;niclPaBb:UElrrbs;RkLaépÞenaH
rUbTI 8>17 bgðajBIkugRtaMgTaMgenHenARtg;kac;RCugxagelIEpñkxageRkamrbs;TwkbnSar. tamkMub:Usg;
Ekg
f 2x =
My
J
nig f 2 y = MxJ
Edl J = ∫A r 2 dA = ∫A (x 2 + y 2 )dA = ∫A x 2 dA + ∫A y 2 dA = I y + I x
Edl I x nig I y Cam:Um:g;niclPaBrbs;RkLaépÞkMlaMgkat;. enAeBlEdlbgÁúMkMlaMgTaMgGs;RtUv)ankM
Nt; eyIgGacbUkbgÁúMkMlaMgedIm,ITTYl)ankugRtaMgkMlaMgkat;srubenARtg;cMnucEdleyIgcg;dwg b¤
fv = (∑ f x )2 + (∑ f y )2
dUcKñanwgtMNedayb‘ULúg CaTUeTATItaMgeRKaHfñak;sMrab;kugRtaMgpÁÜbGacRtUv)ankMNt;BIkarsegátelItMél
nigTisedArbs;bgÁúM direct shear nig torsional shearing stress.
edaysareKeRbITwkbnSarkñúgmYyÉktþa karKNnaTIRbCMuTMgn; nigm:Um:g;niclPaBKWmanlkçN³Ca
ExSbnÞat;. enAkñúgesovePAenH eyIgKitGgát;TwkbnSarCaGgát;ExSEdleyIgsnμt;eTARbEvgdUcKñanwgRCug
310 tMNcakp©it

20. T.chhay
EKmrbs;EpñkEdlRtUvP¢ab;EdlenAEk,rva. elIsBIenH eyIgecalm:Um:g;niclPaBrbs;Ggát;ExSeFobeTA
nwgG½kSEdlRtYtKñaCamYynwgExS.
]TahrN_ 8>5³ kMNt;TMhMrbs;TwkbnSarEdlRtUvkarsMrab;tMN bracket enAkñúgrUbTI 8>18. bnÞúk
60kips CabnÞúkemKuN. eKeRbIEdk A36 sMrab;ssr nig bracket.
dMeNaHRsay³ eKGacCMnYsbnÞúkcakp©itedaybnÞúkcMp©it nig couple dUcbgðajenAkñúgrUbTI 8>18.
Direct shearing stress KitCa kips / in. KWdUcKñasMrab;RKb;Ggát;TwkbnSar ehIyesμInwg
60 60
f1 y = = = 2.143kips / in.
8 + 12 + 8 28
munnwgKNnabgÁúMkMlaMgrmYlrbs; shearing stress, eKRtUvkMNt;TItaMgrbs;TIRbCMuTMgn;rbs;RkLaépÞ
kMlaMgkat;. BIeKalkarN_m:Um:g;CamYynwgplbUkm:Um:g;eFobG½kS y /
x(28) = 8(4)(2) b¤ x = 2.286in.
311 tMNcakp©it

21. T.chhay
cMNakp©it e KW 10 + 8 − 2.286 = 15.71in.
ehIym:Um:g;rmYlKW M = Pe = 60(15.71) = 942.6in. − kips
RbsinebIeKecalm:Um:g;niclPaBrbs;TwkbnSartamTisedknImYy²eFobG½kSTIRbCMuTMgn;rbs;va enaH
m:Um:g;niclPaBénRkLaépÞsrubeFobnwgG½kSTIRbCMuTMgn;tamTisedkKW
Ix =
1
(1)(12)3 + 2(8)(6)2 = 720.0in.4
12
⎡1 ⎤
dUcKña I y = 2 ⎢ (1)(8)3 + 8(4 − 2.286)2 ⎥ + 12(2.286)2 = 195.0in.4
⎣12 ⎦
ehIy J = I x + I y = 720.0 + 195.0 = 915.0in 4
rUbTI 8>18 bgðajTisedArbs;bgÁúMkugRtaMgTaMgBIrenAkac;RCugrbs;tMNnImYy². tamkarsegát/ kac;
RCugxagelIEpñkxagsþaM b¤kac;RCugxageRkamEpñkxagsþaMGacRtUv)anKitCaTItaMgEdlmaneRKaHfñak;. Rb
sinebIeKeRCIserIskac;RCugxageRkamEpñkxagsþaM enaH
My 942.6(6)
f2x = = = 6.181kips / in.
J 915.0
M 942.6(8 − 2.286 )
f2y = x = = 5.886kips / in.
J 915.0
fv = (6.181)2 + (2.143 + 5.886)2 = 10.13kips / in.
RtYtBinitüersIusþg;rbs; base metal. BIsmIkar &>@!
φRn = φFBM × area subject to shear
⎛9⎞
= φFBM × t = 0.54 F y t = 0.54(36)⎜ ⎟
⎝ 16 ⎠
= 10.94kips / in. > 10.13kips / in. (OK)
BIsmIkar &>@0 weld strength KW
φRn = 0.707 × w × L × φFW
Electrode EdlRtUvKñasMrab;Edk A36 KW E 70 / CamYynwg φFW = 31.5ksi . dUcenHTMhMTwkbnSarEdl
RtUvkarKW
φRn 10.13
w= = = 0.455in.
0.707 LφFW 0.707(1.0 )(31.5)
cMeLIy³ eRbI fillet weld 1 / 2in. CamYynwg electrode E 70 .
312 tMNcakp©it

22. T.chhay
Ultimate Strength Analysis
eKGacKNna Eccentric welded shear connection edayeRbI elastic method y:agsuvtßiPaB
b:uEnþemKuNsuvtßiPaBGacFMCagGVIEdlRtUvkar ehIyGacERbRbYlBItMNmYyeTAtMNmYy (Bultler, Pal,
and Kulak, 1920). karviPaKRbePTenHmanKuNvibtþixøHdUc elastic method sMrab; eccentric bolted
connections, edayrYbbBa©ÚlTaMgkarsnμt;faTMnak;TMngrvag bnÞúk-kMhUcRTg;RTay sMrab;karpSar. Rb
PBepSgeTotrbs;kMhusKWkarsnμt;faersIusþg;rbs;TwkbnSarminGaRs½ynwgTisedArbs;bnÞúkEdlGnuvtþ.
Ultimat strength procedure RtUv)anbgðajenAkñúg Part 8 of the Manual (Volume II) ehIyRtUv)an
segçbenATIenH. vaQrelIkarsikSaRsavRCavrbs; Butler et al. (1972) nig Timler (1984) ehIyviFI
EdlesÞIrEtdUcKñaEdlbegáIteLIgsMrab; eccentric bolted connections eday Crawford and Kulak
(1971).
CMnYseGaykarBicarNaelIeRKOgP¢ab;mYy² eyIgKitTwkbnSarEdlCab;CaGgát;TwkbnSardac;²
EdlpÁúMP¢ab;Kña. enAeBldac; bnÞúkEdlGnuvtþmkelItNRtUv)anTb;edaykMlaMgenAkñúgFatunImYy² CamYy
M
nwgkMlaMgEdleFVIGMeBIEkgeTAnwgkaMEdlbegáIteLIgBI instantaneous center of rotation eTATIRbCMuTMgn;
rbs;Ggát;TwkbnSar dUcbgðajenAkñúgrUbTI 8>19. KMnitkñúgkarKNnaenHKWRsedogKñanwgKMnitEdl eRbIsM
rab;eRKOgP¢ab;. b:uEnþ karkMNt;kMhUcRTg;RTayGtibrmarbs;Ggát;TwkbnSar nigkarkMNt;kMlaMgkñúgén
Ggát;TwkbnSarnImYy²enAeBlEdldac;KWBi)ak. edIm,IkMNt;FatuEdlmaneRKaHfñak; eKRtUvkMNt;pl
eFob Δ max / r sMrab;FatunImYy²/ Edl
Δ max = 1.087 w(θ + 6)−0.65 ≤ 0.17 w
θ= mMurvagkMlaMgTb; nigG½kSrbs;Ggát;TwkbnSar ¬emIlrUbTI 8>19¦
w = TMhMTwkbnSar
r = cMgayBI IC eTATIRbCMuTMgn;rbs;Ggát;TwkbnSar
313 tMNcakp©it

23. T.chhay
FatuEdlmanpleFobtUcCageKKWCaFatuEdleTAdl; ultimate capacity muneK. bnÞab;mkkMhUcRTg;
RTayrbs;Fatud¾éTeTotRtUv)ankMNt;eday
r
Δ= Δ max
rmax
Edl kaMsMrab;Fatu
r=
Δ max Δ
= sMrab;FatuEdleRKaHfñak;
rmax r
eKGackMNt;kMlaMgTb;sMrab;FatunImYy²BI
( )
R = 0.60 FEXX 1.0 + 0.50 sin1.5 θ [ p(1.9 − 0.9 p )]0.3
Edl FEXX = weld electrode tensil strength
Δ
p=
Δ max
¬mindUckrNItMNedayb‘ULúgEdl R CaGnuKmn_eTAnwg θ ¦. karKNnaBImunKWQrelIkarsnμt;TItaMg
rbs; instantaneous center of rotation. RbsinebIvaCaTItaMgBitR)akd smIkarlMnwgnwgRtUv)anbMeBj.
karKNnabnþeTotKWRsedogKñanwgtMNedayb‘ULúg.
!> KNna load capacity BIsmIkar
∑ M IC = 0
Ed;lIC Ca instantaneous center.
@> RbsinebIsmIkarlMnwgkMlaMgBIrRtUv)anbMeBj enaHTItaMg instantaneous center Edl)an
snμt; nigbnÞúkEdl)anrkenAkñúgCMhanmYyBitCaRtwmRtUv EtebImindUecñaHeT eKRtUvsnμt;TI
taMgfμI ehIyeFVIkarKNnasareLIgvij.
vabgðajy:agc,as;nUv)aBcaM)ac;kñúgkareRbIR)as;kmμviFIkMuBüÚT½r. dMeNaHRsayedaykMuBüÚT½rsM
rab;TMrg;FmμtaCaeRcInsMrab; eccentric welded shear connection RtUv)aneGayenAkñúgtaragEdlman
enAkñúg Part 8 og the Manual. Table 8-38 rhUtdl; 8-45 eGaylT§PaBbnÞúkemKuN (factored load
capacity) sMrab;karbnSMGgát;TwkbnSartamTisedk nigTisbBaÄrFmμtaCaeRcInedayQrelI ultimate
strength analysis. taragTaMgenHGacRtUv)aneRbIsMrab;karKNna b¤karviPaK nwgerobrab;nUvsßanPaBCa
eRcInEdlvisVkrGacnwgCYbRbTH. sMrab;tMNTaMgLayNaEdlmin)anerobrab;enAkñúgtarageKGaceRbI
elastic methoid.
314 tMNcakp©it

24. T.chhay
]TahrN_ 8>6³ kMNt;TMhMTwkbnSarEdlcaM)ac;sMrab;kartP¢ab;enAkñúg]TahrN_ 8>5 edayQrelIkar
BicarNa ultimate strength. cUreRbItaragsMrab; eccentrically load weld group EdleGayenAkñúg
Part 8 of the Manual.
dMeNaHRsay³ TwkbnSarrbs;]TahrN_ 8>5 CaRbePTdUcKñaeTAnwgrUbEdlbgðajenAkñúg Tabl;e 8-42
(angle = 0 o )/ ehIykardak;bnÞúkk¾dUcKña. eKRtUvkartMélefrxageRkamsMrab;bBa©ÚleTAkñúgtarag³
al e 15.7
a= = = = 1.3
l l 12
kl 8
k= = = 0.67
l 12
edayeFVI interpolation enAkñúg Table 8-42 sMrab; a = 1.3
C = 1.14 sMrab; k = 0.6 ehIy C = 1.30 sMrab; k = 0 .7
enaHsMrab; k = 0.67 eyIgTTYl)an C = 1.25
sMrab; electrode E 70 XX / C1 = 1.0
tMél D EdlcaM)ac;KW
Pu 60
D= = = 4 .0
CC1l 1.25(1.0 )(12 )
dUcenHTMhMTwkbnSarEdlcaM)ac;KW
1
16
(4.0) = 0.25 ¬TMhMTwkbnSarEdlRtUvkarenAkñúg]TahrN_ 8>5 KW 0.455
cMeLIy³ eRbI electrode E 70 / fillet weld 1 / 4in.
karpþl;eGayCaBiesssMrab;Ggát;rgbnÞúktamG½kS Special Provision for
Axially Loaded Members
enAeBlEdlGgát;eRKOgbgÁúMrgbnÞúktamG½kS kugRtaMgRtUv)anBRgayesμIenAelImuxkat; ehIykM
laMgpÁÜbRtUv)anBicarNafaeFVIGMeBItamG½kSTIRbCMuTMgn; EdlvaCaG½kSEvgkat;tamTIRbCMuTMgn;. sMrab;Ggát;
EdlrgbnÞúkcMp©itenAxagcugrbs;va kMlaMgTb;pÁÜbEdlpþl;eGayedaytMNk¾RtUveFVIGMeBItamG½kSenHEdr.
RbsinebIGgát;enHmanmuxkat;sIuemRTI lT§plGacRtUv)ansMercedaykarpSar b¤P¢ab;b‘ULúgedaysIuemRTI.
RbsinebIGgát;manmuxkat;minsIuemRTI dUcCamuxkat;EdkEkgDub (double-angle section) enAkñúgrUbTI
8>20 karpSar b¤karP¢ab;b‘ULúgedaysIuemRTIeFVIeGaytMNenaHCatMNrgbnÞúkcakp©it CamYynwg couple
Te dUcbgðajenAkñúgrUbTI 8>20 b.
315 tMNcakp©it

25. T.chhay
AISC J1.8GnuBaØateGayecalcMNakp©itenHsMrab;Ggát;rgkMlaMgsþaTic. enAeBlEdlGgát;rg
fatigue EdlbNþalmkBIPaBRcMdEdlénkardak;bnÞúk b¤PaBmanGt;rbs;kugRtaMg cMNakp©itRtUvEtyk
mkBicarNa b¤k¾minykmkBicarNaedaysarkartP¢ab;edaykarpSar b¤edayb‘ULúgEdlmanlkçN³sm
Rsb . ¬CakarBit eTaHbIdMeNaHRsayGacRtUv)aneKeRbIsMrab;EtGgát;EdlrgEtkMlaMgsþaTick¾eday¦.
eKGackMNt;karP¢ab;enHedayGnuvtþsmIkarlMnwgkMlaMg nigm:Um:g;. sMrab;tMNEdlpSarEdlbgðajenA
kñúgrUbTI 8>21 smIkardMbUgGacRtUv)anTTYledayplbUkm:Um:g;eFobTwkbnSartamTisedkxageRkam³
L
∑ M L2 = Tc − P3 3 − P L3 = 0
1
2
eKedaHRsaysmIkarenHedIm,Irk P1 EdlCakMlaMgTb;caM)ac;enAkñúgTwkbnSartamTisedkxagelI.
bnÞab;mkeKGacCMnYstMélenHeTAkñúgsmIkarlMnwgkMlaMgxageRkam³
316 tMNcakp©it

26. T.chhay
∑ F = T − P − P2 − P3 = 0
1
eKGacedaHRsaysmIkarenHedIm,IrktMél P2 EdlCakMlaMgTb;caM)ac;enAkñúgTwkbnSartamTis
edkxageRkam. sMrab;RKb;TMhMrbs;TwkbnSar eKGacedaHRsayrkRbEvg L1 nig L2 . dMeNIrkaredaH
RsayRtUv)anbgðajenAkñúg]TahrN_ 8>7 EdleKsÁal;Ca balancing the weld.
]TahrN_ 8>7³ Ggát;rgkarTajEdlpSMeLIgeday double-angle section, 2L5 × 3 × 1 / 2 EdleKdak;
eCIgEvgrbs;vaTl;xñgKña. EdkEkgRtUv)anP¢ab;eTAnwg gusset plate kMras; 3 / 8in. . EdkTaMgGs;Ca
A36 . KNnatMNedaykarpSar edayeFVIkarkat;bnßycMNakp©itedIm,ITb;nwg tensil capacity eBj
rbs;Ggát;.
dMeNaHRsay³ Load capacity rbs;Ggát;edayQrelI gross section KW
φt Pn = 0.90 F y Ag = 0.90(36 )(7.5) = 243.0kips
Load capacity EdlQrelI net seactionRtUvkartMélrbs; U .
eKminsÁal;RbEvgTwkbnSar dUcenHeKminGacKNna U BI AISC Equation B3-2 )aneT. edayeRbI
tMélmFüm 0.85 eKTTYl)an³
Ae = UAg = 085(7.5) = 6.375in.2
φt Pn = 0.75Fu Ae = 0.75(58)(6.375) = 277.3kips > 243.0kips
Yeildingrbs; gross section CasßanPaBkMNt;EdlykmksikSa dUcenH φt Pn = 243.0kips . sMrab;
EdkEkgmYy bnÞúkEdlRtUvTb;KW
243.0
= 121.5kips
2
Electrode EdlRtUvKñanwgEdk A36 KW E70 XX / ehIy
TMhMTwkbnSarGb,brma = 16 in. (AISC Table J2.4)
3
TMhMGtibrma = 1 − 16 = 16 in. (AISC J2.2b)
2
1 7
sakl,g electrode E 70 fillet weld 5 / 16in. ³
lT§PaBenAkñúgRbEvg 1in. = 0.707w(φFW )
⎛5⎞
= 0.707⎜ ⎟(31.5)
⎝ 16 ⎠
= 6.960kips / in.
317 tMNcakp©it

27. T.chhay
lT§PaBrbs; base metal rgkMlaMgkat; = t (φFBM ) = t (0.54Fy )
⎛ 3⎞
= ⎜ ⎟(0.54)(36 )
⎝8⎠
= 7.29kips / in.
edayersIusþg;rbs;TwkbnSartUcCageK dUcenHeRbIersIusþg;rbs;TwkbnSar 6.960kips / in. .
eyagtamrUbTI 8>22. lT§PaBrbs;TwkbnSarenAxagcugrbs;EdkEkgKW
P3 = 6.960(5) = 34.80kips
⎛5⎞
∑ M L2 = 121.5(3.25) − 34.80⎜ ⎟ − P (5) = 0
1
⎝2⎠
P = 61.58kips
1
∑ F = 121.5 − 61.58 − 34.80 − P2 = 0 / P2 = 25.12kips
L1 =
P1 = 61.58 = 8.85in.
6.960 6.960
yk 9in.
L2 =
25.12
6.960
= 3.61in.yk 4in.
cMeLIy³ eRbIkarpSaredUcbgðajenAkñúgrUbTI 8>23
318 tMNcakp©it

28. T.chhay
8>5> tMNcMNakp©itedaypSar³ kMlaMgkat; nigkMlaMgTaj
Eccentric Welded Connections: Shear and Tension
tMNcMNakp©itCaeRcIn CaBiesskartP¢ab; beam-to-column TwkbnSarrgkMlaMgTaj nigkMlaMg
kat;. tMNEbbenHBIrRbePTRtUv)anbgðajenAkñúgrUbTI 8>24.
Seated beam connection pSMeLIgedayEdkEkgEdlmanRbEvgxøIRtUv)aneRbICaeFñIr (shelf) edIm,I
RTFñwm. TwkbnSarEdlP¢ab;EdkEkgenHeTAssrRtUvTb;nwgm:Um:g;EdlekIteLIgedayRbtikmμcakp©it k¾dUc
direct shear Edl)anBIRbtikmμrbs;Fñwm. EdkEkgEdlP¢ab;enAxagelIrbs;søabFñwmpþl;nUv torsional
stability eTAeGayFñwm Etvamin)anCYyRTRbtikmμeT. eKGacP¢ab;vaeTAnwgRTnugrbs;FñwmCMnYseGaykar
P¢ab;eTAnwgsøabrbs;Fñwm)an. beam-to-angle connection GacRtUv)aneFVIeLIgedaykarpSar b¤b‘ULúg
ehIyvaminRTnUvbnÞúkKNnaNaeT.
Framed beam connection ¬manlkçN³FmμtaCageK¦ EdlmanEdkEkgbBaÄrpSarP¢ab;eTAnwg
ssr ehIyrgnUvRbePTbnÞúkdUckrNI seated beam connection. Epñkrbs;kartP¢ab; beam-to-angle
k¾CaRbePTcakp©it b:uEnþbnÞúkenAkñúgbøg;énkMlaMgkat;TTwg dUcenHvaminmankMlaMgTajeT. TaMg seated
connection nig framed connection GacRtUv)anP¢ab;edayb‘ULúg.
319 tMNcakp©it

29. T.chhay
enAkñúgRbePTnImYy²Edl)anerobrab;xagelI TWkbnSarbBaÄrenAelIsøabssrrgbnÞúkdUcbgðajenA
kñúgrUbTI 8>25. dUcKñaCamYynwgtMNedayb‘ULúgenAkñúgrUbTI 8>3 bnÞúkcakp©it P nig couple M = Pe .
kugRtaMgkMlaMgkat;KW
P
fv =
A
Edl A CaRkLaépÞ throat srubrbs;TwkbnSar. eKGacKNnakugRtaMgkMlaMgTajGtibrmaBI
flexure formula
Mc
ft =
I
Edl I Cam:Um:g;niclPaBeFobG½kSTIRbCMuTMgn;rbs;RkLaépÞEdlpSMeLIgedayRkLaépÞ throat
srubrbs;TwkbnSar nig c CacMgayBIG½kSTIRbCMuTMgn;eTAcMnucq¶abMputrbs;RCugEdlrgkarTaj. eKGac
rkkugRtaMgkMlaMgpÁÜbGtibrmaedayeFVIplbUkviuTr½kMub:Usg;TaMgBIrenH enaHeK)an
fr = f v2 + f t2
sMrab;xñat kips nig in. / kugRtaMgenHnwgRtUv)anKitCa kips / in 2 . RbsinebIkñúgkarKNnaenH eK
eRbITMhM throat Éktþa enaHeKGacsMEdgtMélenAHCa kips / in. . RbsinebI f r RtUv)ankMNt;BIbnÞúkem
KuN eKGaceRbobeFobvaCamYynwg design strength rbs;TwkbnSarénRbEvgÉktþa. eTAHbICaviFIKNna
RtUv)ansnμt;eFVIkarCalkçN³eGLasÞick¾eday k¾vamanlkçN³suvtßiPaBCamYynwg LRFD context Edr.
]TahrN_ 8>8³ eKeRbI L6 × 4 × 1 / 2 enAkñúg seated beam connection dUcbgðajenAkñúgrUbTI 8>26.
vaRtUvRTnUvbnÞúkemKuNRbtikmμ 22kips . EdkTaMgGs;Ca A36 ehIyeKeRbI electrode E 70 XX . etI
eKRtUvkarTMhMTwkbnSar fillet weld b:unμansMrab;tP¢ab;eTAnwgsøabssr?
320 tMNcakp©it

30. T.chhay
dMeNaHRsay³ dUckñúg]TahrN_KNnaBImun/ eKeRbITMhM throat ÉktþasMrab;KNna. eTaHbICakarpSar
enHRtUvkar end return k¾eday edIm,IsMrYlkñúgkarKNna eKnwgecalvasMrab;karKNnaxageRkam.
enARKb;krNI eKGac)a:n;sμanRbEvgrbs;vaenARtg;cMnucenH edaysareKminTan;)ankMNt;TMhMTwkbnSar.
edaysarmanKMlatBIssr 3 / 4in. FñwmRtUv)anRTeday 3.25in. elIRbEvg 4in. éneCIgrbs;
EdkEkg. RbsinebIeKsnμt;eGaykMlaMgRbtikmμeFVIGMeBIRtg;cMnuckNþalrbs;RbEvgEdlb:H enaHcMNak
p©iteFobnwgTwkbnSarKW
3.25
e = 0.75 + = 2.375in.
2
ehIym:Um:g;Kw
M = Pe = 22(2.375) = 52.25in. − kips
321 tMNcakp©it

31. T.chhay
sMrab;rUbragénkarpSarEdlsnμt;enAkñúgrUbTI 8>27
2(1)(6 )3
= 36in.4 /
6
I= c = = 3in.
12 2
Mc 52.25(3)
ft = = = 4.354kips / in.
I 36
P 22
fv = = = 1.833kips / in.
A 2(1)(6 )
fr = f t2 + f v2 = (4.354)2 + (1.833)2 = 4.724kips / in.
eKGacrkTMhMTwkbnSarEdlcaM)ac; w edayeGay f r esμIeTAnwglT§PaBTwkbnSarkñúgmYyÉktþaRbEvg
f r = 0.707 w(φFW )
4.724 = 0.707 w(31.5) / w = 0.212in.
BI AISC Table J2.4,
TMhMTwkbnSarGb,brma = 1 in. ¬edayQrelITMhMsøabrbs;ssr 5 / 8in.
4
BI AISC J2.2b,
TMhMGtibrma = 1 − 16 = 16 in.
2
1 7
RtYtBinitülT§PaBkMlaMgkat;TTwgrbs; base metal:
Applied direct shear = f v = 1.833kips / in.
(
Shear capacity of angle leg = t (φFBM ) = t 0.54 F y = ) 1
2
(0.54)(36)
= 9.72kips / in. > 1.833kips / in. (OK)
cMeLIy³ eRbI electrode E70 XX / fillet weld 1 / 4in. .
eyIgecalnUv end returns enAkñúg]TahrN_ 8>8 b:uEnþeKGacbBa©ÚlvaedaykareFVIkarKNna
elIkTIBIrCamYynwg end return EdlmanRbEvgBIrdgTMhMTwkbnSarEdl)anrkeXIjenAkñúgkarKNna
elIkTImYy. ¬CMhanbENßmenHminRtUv)anGnuvtþenAkñúg]TahrN_enHeTedaysarTMhMTwkbnSarGb,-
brmaRKb; RKan;sMrab;karKNna¦. End return RtUv)anykmkniyayenAkñúg]TahrN_ 8>9.
322 tMNcakp©it

32. T.chhay
]TahrN_ 8>9³ rUbTI 8>28 bgðajBI framed beam connection edaypSar. Edk framing angle Ca
ehIyssrCa W 12 × 72 . EdkTaMgGs;CaRbePT A36 ehIyeKeRbI electrode
L4 × 3 × 1 / 2
E70 XX edIm,IbegáIt fillet weld 3 / 8in. . kMNt;kMlaMgRbtikmμemKuNrbs;FñwmEdlkMNt;edayTwk
bnSarenAelIsøabssr.
dMeNaHRsay³ eKsnμt;kMlaMgRbtikmμrbs;FñwmeFVIGMeBIkat;tamTIRbCMuTMgn;rbs;TwkbnSarén framing
angle . dUcenH cMNakp©itrbs;kMlaMgeFobnwgTwkbnSarenARtg;søabssrCacMgayBITIRbCMuTMgn;eTAsøab
ssr. sMrab;TMhM throat mYyÉktþa nigTwkbnSarEdlbgðajenAkñúgrUbTI 8>29 a
2(2.5)(1.25)
x= = 0.1689in. nig e = 3 − 0.1689 = 2.831in.
32 + 2(2.5)
m:Um:g;enAelITwkbnSarEdlenAelIsøabssrKW
M = Re = R 2.831in. − kips
Edl R CaRbtikmμrbs;FñwmKitCa kips
BITMhMEdleGayenAkñúgrUbTI 8>29 b/ lkçN³rbs;TwkbnSarenAelIsøabssr
32(16 )
y= = 15.63in.
32 + 0.75
1(32 )3
I= + 32(16 − 15.63)2 + 0.75(15.63)2 = 2918in.4
12
sMrab;TwkbnSarTaMgBIr
I = 2(2918) = 5836in.4
Mc 2.831R(15.63)
ft = = = 0.007582 Rkips / in.
I 5836
R R
fv = = = 0.01527 Rkips / in.
A 2(32 + 0.75)
323 tMNcakp©it

33. T.chhay
fr = (0.007582 R )2 + (0.01527 R )2 = 0.01705Rkips / in.
yk 0.01705R = 0.707w(φFW ) ykKNnarktMél R
⎛ 3⎞
0.0175R = 0.707⎜ ⎟(31.5) / R = 489.8kips
⎝8⎠
RtYtBinitülT§PaBkMlaMgkat;TTwgrbs; base metal ¬kMras;rbs;EdkEkglub¦
( )
t (φFBM ) = t 0.54 F y = 0.5(0.54 )(36 ) = 9.72kips / in.
Direct shear RtUv)anTb;Kw
489.8
= 7.48kips / in. < 9.72kips / in. (OK)
2(32.75)
cMeLIy³ kMlaMgRbtikmμFñwmemKuNGtibrma = 490kips
8>6> tMNTb;m:Um:g; Moment-Resisting Connection
enARKb; beam-to-column connection nig beam-to-beam connection TaMgGs; vaEtgman
karTb;m:Um:g;xøH eTaHbICakarKNnatMNenaHCatMNsamBaØ b¤k¾tMNEdlKμanm:Um:g;k¾eday. müa:gvijeTot
eKBi)akkñúgkareFVIeGayman perfectly frictionless pin or hinge ehIytMNCaeRcInEdlRtUv)anKNna
CatMNEdldac;edayKμanm:Um:g;. dUcKña eKk¾Bi)akkñúgkareFVIeGayman perfectly rigid joint EdlGac
manlT§PaBepÞr moment capacity rbs;Ggát;mYyeTAGgát;mYyeTotEdr. dUcenH eTaHbICa framed nig
seated beam connections EdlbgðajkñúgrUbTI 8>24 k¾GacCatMNrwgxøH EdlvaGacbBa¢Únm:Um:g;tictYc
324 tMNcakp©it

34. T.chhay
RbsinebI connecting angle man flexible RKb;RKan;. dUcEdl)ankt;cMNaMBIxagelI bnÞúkcakp©iteFob
eTAnwgb‘ULúg b¤TwkbnSarKWtUcNas; ehIyEdlCaTUeTARtUv)anecal.
AISC Specification kMNt;kartP¢ab;enHCaBIrRbePT enAkñúg Section A2.2, “Types of
Comstruction.”
Type FR – Fully Restrained (Rigid, or Continuous, Framing). eRKOgbgÁúMEdlman
moment-resistingg joint GacepÞrm:Um:g;EdlGgát;GacTb;)an edaymineFVIeGayGgát;enaHmanmMurgVil
enARtg;tMNenaH. RbsinebIeRKagRtUv)anKNnaCa rigid frame dUcenHtMNRtUv)anKNnaCa moment
connection.
Type PR – Partially Restrained (semirigid Framing). eRKagRbePTenHCa eRKagEdl
RtUv)anKNnaedayQrelIkarsÁal;brimaNTb; (restraint) cenøaHrvagtMNsamBaØ nigtMNrwg. CaTUeTA
moment restraint sßitenAcenøaH 20% eTA 90% rbs; member moment capacity. bBaðacMbgrbs;
eRKagEdlmantMNRbePTenHKWTamTarnUvkarviPaKeRKagd¾saMjauMedaysarvtþmanrbs; partial joint
restraint. tMrUvkarcaM)ac; sMrab;tMNRbePTenHKWExSekag m:Um:g;-mMurgVil.
RbsinebIeKecal partial restraint eKGaccat;TukFñwmCaFñwmTMrsamBaØEdlminman moment
restraint enARtg;tMN. Framed and seated beam connections sßitenAkñúgRbePTenH. CaTUeTAtMN
EdlepÞr member capacity ticCag 20% RtUv)ancat;TukCatMNsamBaØ. TMrFñwmEdlRtUv)anKNnaenA
kñúgkrNIenH eBlxøHRtUv)aneKehAfa shear connection EdlmanEtkMlaMgRbtikmμ b¤kMlaMgkat;enAxag
cugEdlRtUv)anbBa¢Ún.
eRKagEdlman shear connection RtUv)anBRgwgenAkñúgbøg;rbs;eRKagedaysarvaKμan “frame
action”edIm,IeFVIeGayman lateral stability. cMrwg (bracing) TaMgenHmaneRcInTMrg; GacCa diagonal
bracing members, shear wall, or lateral support BIeRKagEdlenACab;. m:Um:g;EdlekItBIbnÞúkxag
¬CaTUeTAKW xül; nigrBa¢ÜydI¦ RtUv)anykmkKitkñúgkarKNnasMrab;kareRCIserIs beam-to-column
connections. sMrab;viFIenH eKsnμt;tMNeGayeFVIkarCatMNsamBaØedIm,ITb;Tl;nwgbnÞúkefr nigbnÞúk
Gefr ¬bnÞúkTMnaj gravity load¦ nigCa moment connection CamYynwglT§PaBEdlmankMNt;kñúgkar
Tb;Tl;m:Um:g;xül;. RbsinebIeKKNnaFñwmCaRbePTTMrsamBaØ m:Um:g;bnÞúkTMnajGtibrmaGac
overestimated ehIyFñwmGac overdesigned. b:uEnþkñúgkrNICaeRcIn m:Um:g;xül;GacmantMéltUc.
RbsinebIeKeRbItMNsamBaØ Specification TamTareGayeKarBnUvlkçxNÐxageRkam³
325 tMNcakp©it

35. T.chhay
!> eTaHbICaFñwm ¬rt¦ minRtUv)anRTedayTMrsamBaØk¾eday k¾vaRtUvEtRTbnÞúkTMnajtamEtvaGac
eFVI)an.
@> tMN nigGgát;EdlRtUv)anP¢ab; ¬Fñwm nigssr¦ RtUvmanlT§PaBGacTb;m:Um:g;xül;)an.
#> tMNRtUvman inelastic rotational capacity RKb;RKan;EdleRKOgP¢ab; b¤TwkbnSarnwgmin
RtUv)an overload eRkambnSMénbnÞúkTMnaj nigbnÞúkxül;.
enAkñúgsovePAenH eyIgBicarNaEttMNBIrRbePTKW³ tMNsamBaØ (simple connection) Edl
KNnasMrab;bnÞúkTMnaj ¬CamYynwg lateral frame stability Edlpþl;eGayeday positive bracing
system¦ nigtMNrwg (rigid connection) EdlKNnasMrab; moment capacity rbs;FñwmFMCag 90% .
eyIg)anBicarNa simple connection enAkñúg framed nig seated beam connections rYcehIy dUcenH
eyIgnwgRtUvkarykcitþTukdak;eTAelI rigid connectionsvijmþg.
]TahrN_FmμtaCaeRcInEdleRbI moment connection RtUv)anbgðajenAkñúgrUbTI 8>30. Ca
TUeTA karepÞrm:Um:g;PaKeRcInRtUv)anbBa¢ÚntamsøabFñwm ehIy moment capacity k¾RtUv)aneLIg. tMN
enAkñúgrUbTI 8>30 a bgðajBIKMnitenH. EdkbnÞHEdlP¢ab;RTnugFñwmeTAssrKWRtUv)anpSarP¢ab;eTAnwg
ssrenAeragCag nigRtUv)ancab;b‘ULúgeTAnwgFñwmenAkardæan. CamYynwgkarerobcMEbbenH FñwmRtUv)an
Gacdak;enAelITItaMgy:agRsYledayeGaysøabGacRtUv)anpSarP¢ab;eTAnwgssrenAkardæan. Plate
connection RtUv)anKNnaedIm,ITb;Tl;EtkMlaMgkat; nigTTYlRbtikmμrbs;Fñwm. Complete penetra-
tion groove welds P¢ab;søabFñwmeTAssr nigGacepÞrm:Um:g;esμInwg moment capacity rbs;søab Fñwm.
vanwgrYmKñaCamYy moment capacity rbs;FñwmPaKeRcIn b:uEnþbrimaNrbs;karTb;RtUv)anpþl;eGay eday
plate connection. ¬edaysar strain harderning full plastic moment capacity rbs;FñwmGac
RtUv)anbegáIteLIgtamry³søab¦. kareFVIkartP¢ab;søabTamTarfaEpñkd¾tUcrbs;RTnugFñwmRtUv)andk
ecjehIy “backing bar” RtUv)aneRbIenAelI søabmYyedIm,IGnuBaØateGaykarpSarTaMgGs;eFVIeLIgBIelI.
enAeBlEdlkarpSarBIxagelIRtCak; vanwg rYjCaTUeTARbEhl 1 / 8in. . bMlas;TItamTisbeNþayEdl
TTYl)anRtUv)anykmkKitsMrab;eRbIR)as; slotted bolt hole nigedayrwtbNþwgb‘ULúgeRkayeBlTwk
bnSarRtUv)anRtCak;.tMNRbePTenH eRbI column stiffenders EdlminRtUvkarCaTUeTAeT ¬emIlEpñk
8>7¦.
326 tMNcakp©it

36. T.chhay
Moment connection rbs;rUbTI 8>30 a k¾RtUv)anbgðaj recommended connection design
practice: RKb;eBlTaMgGs; karpSarKYrEtRtUv)aneFVIenAkñúgeragCag ehIykarcab;b‘ULúgKYreFVIenAkardæan.
karpSarenAeragCagmantMélefakCag niggayRsYlkñúgkarRtYtBinitü.
sMrab; beam-to-column moment connections Ggát;CaEpñkrbs; plane frame ehIyRtUv)an
dak;dUcbgðajenAkñúgrUbTI 8>30 a EdlRTnugenAkñúgbøg;rbs;eRKagEdlkarBt;rbs;Ggát;nimYy²eFobeTA
nwgG½kSemrbs;va. enAeBlEdlFñwmRtUv)anP¢ab;eTAnwgRTnugrbs;ssrCaCagsøabrbs;ssr ¬Ca-
]TahrN_ enAkñúgeRKaglMhr¦ eKeRbItMNdUcEdlbgðajenAkñúgrUbTI 8>30 b. tMNenHRsedogKñaeTA
nwgGVIEdlbgðajenAkñúgrUbTI 8>30 a b:uEnþTamTarnUvkareRbI column stiffener edIm,IeFVIkartP¢ab;eTAnwg
søabFñwm.
eTaHbICatMNEdlbgðajenAkñúgrUbTI 8>30 a CatMNsamBaØk¾eday k¾kartMeLIgrbs;faTamTar
nUvkMritlMeGantUcEdr. RbsinebIFñwmtUcCagkarrMBwgTukcenøaHrvagssr nigsøabFñwmGacbgáPaBlM)ak
kñúgkarpSar enAeBlxøHeKeRbI backing bar. Three-plate connection EdlbgðajenAkñúgrUbTI 8>30 c
minman handicap eT ehIyvamanGtßRbeyaCn_bEnßmEdlRtUv)anP¢ab;edayb‘ULúgy:agl¥enAkardæan.
Flange plate nig web plate RtUv)anpSarenAkñúgeragCageTAnwgsøabssr nigcab;b‘ULúgeTAFñwmRtUv)an
eFVIenAkardæan. edIm,Ipþl;eGaysMrab;karERbRbYlenAkñúgkMBs;Fñwm cMgayrvag flange plates RtUv)aneFVI
327 tMNcakp©it

37. T.chhay
eLIgFMCagkMBs; Fmμtarbs;Fñwm b:uEnþRbEhl 3 / 8in. . KMlatenHRtUv)anbMeBjenAsøabxagelIkñúgeBl
dMeLIgCamYy shims/ Edl thin strip rbs;EdkedayRtUv)aneRbIsMrab;EktMrUvkarP¢ab;enARtg;tMN.
Shim GacCaRbePTmYykñúgcMeNamBIrRbePTKW conventional shim nig finger shim EdlGacs‘k
eRkayeBlb‘ULúgRtUv)anP¢ab; dUcbgðajenAkñúgrUbTI 8>30 d. enAkñúgtMbn;EdlmantMbn;rBa¢ÜyFM tMN
EdlbgðajenAkñúgrUbTI 8>30 a RtUvkarkarKNnaBiess (FEMA, 1995).
]TahrN_ 8>10 bgðajBIkarKNnarbs; three-plate moment connect edayrYmbBa©ÚlTaMg
tMrUvkarsMrab;kartP¢ab;Ggát; Edlmanerobrab;eday AISC J5.
]TahrN_ 8>10³ KNna three-plate moment connection rbs;RbePTEdl)anbgðajrUbTI 8>31 sM
rab;kartP¢ab;Fñwm W 21× 50 eTAsøabrbs;ssr W 14 × 99 . snμt;Fñwm set-back 1 / 2in. . karviPaK
eRKagbgðajfatMNRtUvEtepÞrm:Um:g;bnÞúkemKuN 210 ft. − kips nigkMlaMgkat;emKuN 33kips . RKb;bnÞH
EdkEdlpSareTAnwgssrCamYynwg electrode E70 XX nigkarP¢ab;b‘ULúgeTAFñwmCamYynwg bearing-
type bolts A325 . EdkTaMgGs;CaRbePTEdk A36 .
dMeNaHRsay³ sMrab; web plate ¬edayecalcMNakp©it¦ sakl,gb‘ULúgGgát;p©it 3 / 4in. . snμt;fa
eFμjsßitenAkñúgbøg;kMlaMgkat;. lT§PaBkMlaMgkat;TTwgrbs;b‘ULúgKW
φFv Ab = 0.75(48)(0.4418) = 15.90kips
cMnYnb‘ULúgEdlRtUvkar = 1533 = 2.08
.90
sakl,gb‘ULúg 3 RKab; nigkMNt;kMras;bnÞHEdlTamTarsMrab; bearing. eRbIKMlat nigcMgayeTARCug
EKmenAkñúgrUbTI 8>32 a ehIyGgát;p©itrn§KW
1 3 1 13
h=d+ = + = in.
16 4 16 16
328 tMNcakp©it

38. T.chhay
sMrab;RbehagEdlenAEk,rRCugEKmbMput
h 13 / 16
Lc = Le − = 1.5 − = 1.094in.
2 2
⎛3⎞
2d = 2⎜ ⎟ = 1.5in.
⎝4⎠
edaysar Lc < 2d / bearing strength KW
φRn = φ (1.2 Lc tFu ) = 0.75(1.2 )(1.094)t (58) = 57.11tkips / bolt
sMrab;Rbehagd¾éT
13
Lc = s − h = 3 − = 2.188in. > 2d
16
⎛3⎞
dUcenH φRn = φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟t (58) = 78.03tkips / bolt
⎝4⎠
edIm,IrkkMras;EdlRtUvkardak; total bearing strength esμInwg applied load:
57.11t + 2(78.30t ) = 33 b¤ t = 0.154in.
sMrab;RTnugFñwm (beam web) t w = 0.380in. > 0.154in.
edIm,IkMNt;kMras;bnÞHEdkEdlRtUvkarsMrab;kMlaMgkat; cUrBicarNamuxkat;bBaÄrkat;tambnÞHEdk. BI
AISC J5, “Connecting Elements,”
φRn = 0.90[0.60 Ag F y ] (AISC Equation J5-3)
33 = 0.90[0.60(9t )(36 )]
t = 0.189in. ¬lub¦
dUcenHyk t = 1 / 4in.
329 tMNcakp©it

39. T.chhay
sMrab;kartP¢ab; shear plate eTAnwgsøabssr TMhM fillet weld Gb,brmaKW 1 / 4in. . ¬edayQrelI
EpñkEdlRtUvP¢ab;EdlmankMras;Rkas;Cag TMhMfillet weld Gb,brmaKW 5 / 16in. b:uEnþvaminRtUvkarFM
CagkMras;rbs;EpñkEdlRtUvP¢ab;EdlesþIgCageT¦. enaH
lT§PaBkñúgmYyÉktþaRbEvg = 0.707w(φFW ) = 0.707⎛ 1 ⎞(31.5)
⎜ ⎟
⎝4⎠
= 5.568kips / in.
lT§PaBkMlaMgkat;TTwgrbs; base metal KW
(
tφFBM = t 0.54 F y = ) 1
4
(0.54)(36) = 4.86kips / in. ¬lub¦
dUcenHRbEvgEdlcaM)ac;rbs; fillet weld 1 / 4in. KW
33
= 6.79in.
4.86
karpSarCab;KñaenAelIRCugmçagrbs;bnÞHGacRKb;RKan; b:uEnþCaTUeTAeKRtUvpSarsgxag ehIyRtUv)anGnuvtþ
enATIenH.
TTwgGb,brmarbs;bnÞHEdkGacRtUv)ankMNt;BIkarBicarNacMgayeTARCugEKm. bnÞúkEdl
RtUv)anRT ¬RbtikmμFñwm¦ KWmanTisbBaÄr dUcenHcMgayeTARCugEKmcaM)ac;eKarBtamtMrUvkarrbs; AISC
Table J3.4. RbsinebIeyIgsnμt;RCugEKmCa sheared edge cMgayeTARCugEKmGb,brmaKW 1 1 4 in. .
CamYynwg beam setback 1 / 2in. nigcMgayeTARCugEKm 1 12 in. dUcEdl)anbgðajenAkñúgrUbTI
8>32 b TTwgrbs;bnÞHEdkKW
0.5 + 2(1.5) = 3.5in. ykbnÞHEdkTMhM 3 1 2 × 1 4
sMrab; flange plates, rkkMlaMgRtg;épÞb:HrvagsøabFñwm nigbnÞHEdk. BIrUbTI 8>33
M 210(12)
M = Hd nig H=
d
=
20.83
= 121.0kips
330 tMNcakp©it

40. T.chhay
sakl,gb‘ULúg A325 Ggát;p©it 3 / 4in. . ¬edaysarb‘ULúgGgát;p©it 3 / 4in. RtUv)aneRCIserIssMrab;
shear connection dUcenHeyIgsakl,gTMhMb‘ULúgdUcKña¦. RbsinebIkMlaMgkat;TTwgb‘ULúglub cMnYnb‘U
LúgEdlRtUvkarKW
1 3 1 13
h=d+ = + = in.
16 4 16 16
sMrab;RbehagEdlenAEk,rRCugEKmCageK
h 13 / 16
Lc = Le − = 1.5 − = 1.094in.
2 2
2d = 2(3 / 4 ) = 1.5in.
edaysar Lc < 2d / bearing strength KW
φRn = φ (1.2 Lc tFu ) = 0.75(1.2)(1.094 )t (58) = 57.11tkips / bolt
sMrab;RbehagepSgeTot
13
Lc = s − h = 3 − = 2.188in. > 2d
16
⎛3⎞
dUcenH φRn = φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟t (58) = 78.30tkips / bolt
⎝4⎠
edIm,IrkkMras;EdlRtUvkar dak; total bearing strength eGayesμI applied load:
2(57.11t ) + 6(78.30t ) = 121.0 b¤ t = 0.207in.
Flange plate TaMgBIrnwgRtUv)anKNnaCa tension connecting elements.
¬ebIeTaHbICabnÞHEdkmYyrgkMlaMgsgát;k¾eday kartP¢ab;lMGitecalnUvbBaðaesßrPaBTaMgGs;¦.
eKnwgkMNt;muxkat;Gb,brmaEdlRtUvkarsMrab;kugRtaMgTajenAelI gross nig net area. BI AISC
Equation J5-1,
(
φRn = 0.90 Ag F y )
Ag EdlRtUvkar = 0.φRnF
90
=
H
=
121.0
0.90 F y 0.90(36)
= 3.735in.2
y
BI AISC Equation J5-2,
φRn = 0.75 An Fu
EdlRtUvkar = 0.φ75nF = 0.75F = 0121(.58) = 0.782in.2
An
R H
.75
0
u u
sakl,gTTwgrbs;bnÞHEdk wg = 6.5in. ¬esμIeTAnwgTTwgsøabrbs;Fñwm¦. kMNt;kMras;caM)ac;edIm,I
bMeBjtMrUvkar requirement.
331 tMNcakp©it

41. T.chhay
b¤ t = 0.575in.
Ag = 6.5t = 3.735in.2
KNnakMras;EdlcaM)ac;edIm,IbMeBjtMrUvkar net area
( )
⎡ ⎛ 7 ⎞⎤
An = twn = t wg − ∑ d hole = t ⎢6.5 − 2⎜ ⎟⎥ = 4.750t
⎣ ⎝ 8 ⎠⎦
yk 4.750t = 2.782in.2 b¤ t = 0.586in. ¬lub¦
kMras;k¾RtUvFMCagGVIEdlTamTarsMrab; bearing dUcenHvaRtUvCakMras;Gb,brmaEdlGacTTYlyk)an.
sakl,gbnÞH 6 12 × 5 8 . bnÞHenHCa tension connecting element dUcenH net area rbs;vaminGac
elIsBI 0.85 Ag enAkñúgkarKNna (AISC J5.2):
5⎡ ⎛ 7 ⎞⎤
An = ⎢6.5 − 2⎜ ⎟⎥ = 2.969in.2
8⎣ ⎝ 8 ⎠⎦
0.85 Ag = 0.85(0.625)(6.5) = 3.453in.2 > 2.969in.2 (OK)
ykbnÞH 6 12 × 5 8
Epñkrbs;RkLaépÞsøabrbs;FñwmnwgRtUv)an)at;bg;edaysarRbehagrbs;b‘ULúg nig moment capacity
RtUv)ankat;bnßy. AISC B10 GnuBaØatkarkat;bnßyenHedIm,IeGayecalenAeBl
0.75 Fu A fn ≥ 0.90 F y A fg (AISC Equation B10-1)
Edl A fg = gross flange area
= b f ⋅ t f = 6.530(0.535) = 3.494in.2
A fn = net flange area
( ) ⎡ ⎛ 7 ⎞⎤
= t f b f − ∑ d h = 0.535⎢6.530 − 2⎜ ⎟⎥ = 2.557in.2
⎣ ⎝ 8 ⎠⎦
edayeRbI AISC Equation B10-1 eyIgTTYl)an
0.75 Fu A fn = 0.75(58)(2.557 ) = 111.2kips
0.9 F y A fg = 0.9(36 )(3.494) = 113.2kips > 111.2kips
edaysar AISC Equation B10-1 minRKb;RKan; flexural KYrRtUvQrelIRkLaépÞsøabRbsiT§PaB
(effective flange area)
5 Fu
A fe = A fn
6 Fy
5 ⎛ 58 ⎞
= ⎜ ⎟(2.557 ) = 3.433in.2 (AISC Equation B10-3)
6 ⎝ 36 ⎠
332 tMNcakp©it

42. T.chhay
RkLaépÞenHminxusKñay:agxøaMgBI actual gross flange are 3.494in.2 dUcenH flexural strength eday
minRtUvEkERb.
cMeLIy³ eRbItMNEdlbgðajenAkñúgrUbTI 8>34 ¬tMrUvkar column stiffener nwgRtUv)anBicarNaenAkñúg
Epñk 8>7¦*
8>7> Column Stiffeners and other Reinforcement
m:Um:g;PaKeRcInEdl)anepÞrBIFñwmeTAssrenAkñúgtMNrwgmanTMrg;Ca couple EdlpSMeLIgedaykM
laMgTaj nigkMlaMgsgát;EdlmanenAkñúgsøabrbs;Fñwm. karGnuvtþn_kMlaMgcMnucEdlmantMélFMGacTam
TarkarBRgwgssr. sMrab;m:Um:g;GviC¢manEdldUckrNICamYybnÞúkTMnaj kMlaMgTaMgenHmanTisedAdUc
bgðajenAkñúgrUbTI 8>35 CamYynwgsøabxagelIbMputrbs;FñwmEdlbBa¢ÚnkMlaMgTajeTAssr ehIysøab
xageRkamEdlbBa¢ÚnkMlaMgsgát;.
kMlaMgTaMgBIrRtUvbBa¢ÚneTARTnugssrCamYynwgkMlaMgsgát;EdlmaneRKaHfñak;Cagedaysar
stability problem. kMlaMgTajenAxagelIGacrMxansøabssr ¬rUbTI 8>35 c¦ EdlbegáItbnÞúkbEnßm
eTAelIkartP¢ab;edaypSarénsøabssreTAsøabFñwm. RbePTeRKOgBRgwg (stiffener) Edl)an
bgðaj)anBRgwgsøabssr. dUc)aneXIjy:agc,as; stiffener RtUv)anpSarP¢ab;eTAnwgRTnug nigsøab.
*
rUbTI 8>34 k¾bgðajBInimitþsBaØasMrab; bevel groove weld, edayeRbIenATIenHsMrab; beam flange plate-to-column connection
333 tMNcakp©it

43. T.chhay
RbsinebIm:Um:g;EdlGnuvtþminpøas;bþÚrTisedA stiffener EdlTb;Tl;nwgkMlaMgsgát; ¬stiffener xag
eRkam¦ minRtUvkarkarpSareT.
AISC Specification Requirements
tMrUvkarrbs; AISC sMrab;karBRgwgRTnugssrRtUv)anerobrab;enAkñúg Chapter K, “strength
Design Considerations.”. sMrab;EpñkCaeRcIn karpþl;eGayenHQrenAelIkarviPaKedayRTwsþIEdl
RtUv)anEkERbedIm,IeGayRtUvnwglT§plrbs;karBiesaFn_. RbsinebIbnÞúkemKuNGnuvtþn_EdlRtUv)an
epÞredaysøabFñwm b¤ flange plate FMCag design strength φRn sMrab;RKb;sßanPaBkMNt;Edl)an
BicarNaTaMgGs; enaHeKRtUvEteRbI stiffener.
edIm,IeCosvag local bending failure rbs;søabssr kMlaMgTajBIsøabFñwmdac;xatminRtUv
FMCag
(
φRn = φ 6.25t 2 F yf
f ) (AISC Equation K1-1)
Edl φ = 0.90
tf =kMras;rbs;søabssr
F yf = yield stress rbs;søabssr
sMrab;sßanPaBkMNt;rbs; local web yielding rgkugRtaMgsgát;
φRn = φ [(5k + N )Fywt w ] (AISC Equaton K1-2)
b¤ enAeBlEdlbnÞúkRtUv)anGnuvtþedaycMgayBIcugrbs;Ggát;EdlesμIkMBs;rbs;Ggát;
φRn = φ [(2.5k + N )Fywt w ] (AISC Equation K1-3)
Edl φ = 1.0
k = cMgayBIépÞsøabxageRkArbs;ssreTAeCIgrbs; fillet EdlenAelIRTnug
N = RbEvgrbs;bnÞúkGnuvtþn_ = kMras;rbs;søabFñwm b¤ flange plate
F yw = yield stress rbs;RTnugssr
t w = kMras;rbs;RTnugssr
eyIgk¾eRbI AISC Eqution K1-2 nig K1-3 in Section 5.13 edIm,IGegát web yielding enAkñúgFñwmEdl
rgbnÞúkcMcMnuc.
334 tMNcakp©it

44. T.chhay
edIm,IkarBar web crippling enAeBlEdlbnÞúksgát;RtUv)anbBa¢ÚneTAEtsøabmYy dUckñúgkrNI
ssrxageRkAEdlmanP¢ab;CamYyFñwmEtmçag enaHbnÞúkGnuvtþn_minRtUvFMCag design strength EdleGay
daysmIkarmYykñúgcMeNamsmIkarxageRkam. ¬eyIgk¾Føab;)anerobrab;BI web crippling enAkñúg web
crippling enAkñúgEpñkTI 5>13¦ enAeBlEdlbnÞúkRtUv)anGnuvtþenAcMgayy:agtic d / 2 BIcugrbs;ssr
⎡ 1.5 ⎤
⎛N ⎞⎛ t w ⎞ ⎥ Fywt f
φRn = φ135t w ⎢1 + 3⎜
2
⎟⎜ ⎟ (AISC Equation K1-4)
⎢ ⎝ d ⎠⎜ t f ⎟
⎝ ⎠
⎥ tw
⎢
⎣ ⎥
⎦
Edl φ = 0.75
d=kMBs;srubrbs;ssr
RbsinebIbnÞúkRtUv)anGnuvtþenAcugrbs;ssr
⎡ 1.5 ⎤
⎛N ⎞⎛ t w ⎞⎥ Fywt f
φRn = φ 68t w ⎢1 + 3⎜
2
⎢ ⎝
⎟⎜ ⎟
d ⎠⎜ t f ⎟⎥ tw
sMrab; N
d
≤ 0.2 (AISC Equation K1-5b)
⎢
⎣ ⎝ ⎠ ⎥
⎦
⎡ 1.5 ⎤
2⎢ ⎛ N ⎞⎛ t w ⎞ ⎥ Fywt f
b¤ φRn = φ 68t w 1 + ⎜ 4 − 0.2 ⎟
⎢ ⎝ d
⎜ ⎟
⎠⎜ t f ⎟ ⎥ tw
sMrab; N
d
> 0.2
⎢
⎣ ⎝ ⎠ ⎥ ⎦
(AISC Equation K1-5b)
kMlaMgsgát; backling rbs;RTnugRtUv)anGegátenAeBlEdlbnÞúkRtUv)anbBa¢ÚneTAsøabssr
TaMgBIr. bnÞúkEbbenHnwgekItmanenAssrxagkñμúgCamYynwgFñwmEdlP¢ab;eTAssrTaMgsgxag. Design
strength sMrab;sßanPaBkMNt;enHKW
⎡ 4100t w Fyw ⎤
3
φRn = φ ⎢ ⎥ (AISC Equation K1-8)
⎢ h ⎥
⎣ ⎦
Edl φ = 0.90
h=kMBs;RTnugssrBIeCIgrbs; fillet eTAeCIgrbs; fillet ¬rUbTI 8>36¦
RbsinebIkartP¢ab;enAEk,rcugrbs;ssr ¬EdlRbsinebIbnÞúkRtUv)anGnuvtþenAcMgay d / 2 BI
cug¦ ersIsþg;EdleGayeday AISC Equation K1-8 KYrRtUv)ankat;bnßyBak;kNþal.
niyayedaysegçb edIm,IGegátPaBcaM)ac;sMrab; column stiffener eKRtUvRtYtBinitüsßanPaBkM
Nt;bIdUcxageRkam³
!> Local flang bending (AISC Equation K1-1)
335 tMNcakp©it

45. T.chhay
@> Loacl web yielding (AISC Equation K1-2 or K1-3)
#> Web crippling b¤kMlaMgsgát; buckling rbs;RTnug. ¬RbsinebIkMlaMgsgát;RtUv)anGnuvtþ
eTAelIsøabEtmYy eKRtUvRtYtBinitü web crippling [AISC Equation K1-4 b¤ K1-5]. RbsinebIkMlaMg
sgát;RtUv)anGnuvtþeTAelIsøabTaMgBIr eKRtUvRtYtBinitü compressive buckling rbs;RTnug [AISC
Equation K1-8]¦.
RbsinebI stiffener EdlRtUvkareday AISC Equation K1-2 sMrab; local web yielding, eKGac
rkRkLaépÞmuxkat;EdlRtUvkarsMrab; stiffener dUcxageRkam. snμt;faeKGacTTYl)an design strength
bEnßmBIRkLaépÞrbs; stiffener Ast Edl yield. dUcenHBI AISC Equation K1-2.
φRn = φ [(5k + N )Fywt w + Ast Fyst ]
Edl Fyst Ca yield stress rbs; stiffener. dak;eGayGgÁxagsþaMrbs;smIkarenHesμInwgbnÞúkGnuvtþn_
EdlsMKal;eday Pbf nigedaHRsaysMrab; Ast eKTTYl)an
Pbf / φ − (5k + N )Fywt w
Ast =
Fyst
Pbf − (5k + tb )Fywt w
=
Fyst
¬*>^¦
Edl φ = 1.0 nig tb KWkMras;rbs;søabssr b¤ flange plate. smIkar 8>6 k¾GacRtUv)aneRbIedIm,IRtYt
Binitü local buckling yielding strength rbs;ssr. edaHRsayrk Ast RbsinebITTYl)anlT§pl
GviC¢man eKnwgminRtUvkar stiffener sMrab;sßanPaBenHeT.
RbsinebIeKRtUvkar stifferner AISC K1-9 eGaynUvTMhMsmamaRtrbs;vadUcxageRkam³
336 tMNcakp©it

46. T.chhay
TTwgrbs; stiffener bUknwgkMras;Bak;kNþalrbs;RTnugssrRtUvFMCagb¤esμInwgmYyPaKbIén
TTwgrbs;søabFñwm b¤ flange plate EdlbBa¢ÚnkMlaMgeTAssr b¤BIrUbTI 8>37
t
b+ w ≥ b
2
b
3
dUcenH b ≥ b3b − t2
w
kMras;rbs; stiffener dac;xatRtUvEtFMCagb¤esμInwgBak;kNþalkMras;rbs;søabFñwm b¤ flange
plate b¤
t
t st ≥ b
2
pleFobTTwgelIkMras;RtUvEt
t
b
≤
250
F
¬xñat IS¦ b
t st
≤
95
Fy
¬xñat US¦
st y
eKRtUvkar Full-depth stiffener sMrab;krNI compression buckling b:uEnþeKGnuBaØateGayeRbI
half-depth stiffener sMrab;sßanPaBkMNt;epSgeTot. dUcenHeKRtUvkar full-depth stiffener EtenA
eBlEdlFñwmRtUv)anP¢ab;eTAnwgssrTaMgsgxag.
sMrab;RKb;sßanPaBkMNt;TaMgGs; karsMerckñúgkarpSar stiffener P¢ab;eTAsøabKWQrelIlkçxNÐ
xageRkam³
enAelIxagEdlrgkMlaMgTaj eKRtUvpSar stiffener P¢ab;eTAnwgRTnug nigsøab.
enAelIxagEdlrgkMlaMgsgát; stiffener RKan;EtRtUvkardak;EGbnwgsøabEtb:ueNÑaH EteKk¾Gac
pSarvaP¢ab;eTAnwgsøab.
Part 3 of the Manual, “Column Design,” mantMélefrEdlRtUv)anerobCataragEdlGaceFVI
karkMNt;karcaM)ac;sMrab; stiffener. kareRbIR)as;rbs;vaRtUv)anbgðajenAkñúg]TahrN_EdlmanenAkñúg
“General Notes” EtminRtUv)anbgðajenATIenHeT.
337 tMNcakp©it

47. T.chhay
kMlaMgkat;enAkñúgRTnugssr Shear in the Column Web
karepÞrm:Um:g;EdlmantMélFMeTAssrGacbegáItkugRtaMgkMlaMgkat;FMenAkñúgRTnugssr
enAkñúgRBMEdn rbs;tMN. ]TahrN_ tMbn; ABCD enAkñúgrUbTI 3>38. eBlxøH eKehAtMbn;enHCa
panel zone. Net moment RtUv)anKit dUcenHRbsinebIFñwmRtUv)antP¢ab;eTARCugTaMgsgxagrbs;ssr
plbUkBiCKNiténm:U m:g;begáIt web shear enH.
RbsinebIkMlaMgsøabFñwmRtUv)ansnμt;eGayeFVIGMeBIenAcMgay 0.95db BIKña Edl db CakMBs;Fñwm
enaHkMlaMgsøabnImYy²GacRtUv)anykCa
M1 + M 2
H=
0.95d b
RbsinebIkMlaMgkat;ssrenAEk,r panel Ca Vu ehIymanTisedAdUcbgðaj kMlaMgkat;TTwgsrub
enAkñúg panel KW
M + M2
P = H − Vu = 1
0.95d b
− Vu ¬*>&¦
Web shear strength RtUv)aneGayenAkñúg AISC K1.7 Ca φRv Edl φ = 0.90 ehIy Rv Ca
GnuKmn_ eTAnwgbnÞúktamG½kSenAkñúgssr. enAeBlEdl Pu ≤ 0.4Py
Rv = 0.60 F y d c t w (AISC Equation K1-9)
enAeBlEdl Pu > 0.4Py /
338 tMNcakp©it

48. T.chhay
⎡ ⎛P ⎞⎤
Rv = 0.60 F y d c t w ⎢1.4 − ⎜ u ⎟⎥ (ASIC Equation K1-10)
⎢ ⎜ Py ⎟⎥
⎣ ⎝ ⎠⎦
Edl Pu = bnÞúktamG½kSenAkñúgssr
Py = axial yield strength rbs;ssr = AF y
A = RkLaépÞmuxkat;rbs;ssr edayrYmbBa©ÚlTaMgeRKOgBRgwg ¬]TahrN_/ doubler plates¦
d c = TMhMssrtamTisFñwmsrub
t w = kMras;RTnugssr edayrYmbBa©ÚlTaMgbnÞHEdkEdlBRgwg
Fy = yield stress rbs;RTnugssr
RbsinebIRTnugssrman shear strength minRKb;RKan; eKRtUvBRgwgva. eKGaceRbI double plate
EdlmankMras;RKb;RKan;edIm,IpSarP¢ab;eTAnwgRTnug b¤ diagonal stiffener mYyKUr. kñúgkarGnuvtþeKeRcIn
eRbI stiffener Cag.
AISC K1.7 k¾)anpþl;nUvsmIkaredIm,IenAeBlEdleKBicarNaBI frame stabality EdlrYmbBa©Úl
TaMgkMhUcRTg;RTayrbs; panel zone. vaminRtUv)anerobrab;enATIenHeT.
]TahrN_ 8>11³ kMNt;faetItMNén]TahrN_ 8>10 RtUvkar stiffener b¤k¾ column web
. snμt;fa Vu = 0 nig Pu / Py = 0.4 .
reinforcement
dMeNaHRsay³ BI]TahrN_ 8>10 flange force RtUv)anykesμInwg
Pbf = H = 121.0kips
RtYtBinitü local flange bending CamYynwg AISC Equation K1-1:
(
φRn = φ 6.25t 2 F yf
f )
[ ]
= 0.90 6.25(0.780)2 (36) = 123kips > 121kips (OK)
RtYtBinitü local web yielding CamYynwg AISC Equation K1-2:
[
φRn = φ (5k + N )Fywt w ]
⎡ 5⎤
= 1.0⎢5(1.438) + ⎥ (36)(0.485) = 136kips > 121kips (OK)
⎣ 8⎦
RtYtBinitü web crippling CamYynwg AISC Equation K1-4:
⎡ 1.5 ⎤
⎛N ⎞⎛ t w ⎞ ⎥ Fywt f
φRn = φ135t w ⎢1 + 3⎜
2
⎟⎜ ⎟
⎢ ⎝ d ⎠⎜ t f ⎟
⎝ ⎠
⎥ tw
⎢
⎣ ⎥
⎦
339 tMNcakp©it

49. T.chhay
⎡ ⎛ 5 / 8 ⎞⎛ 0.485 ⎞ ⎤ 36(0.780 )
1.5
= 0.75(135)(0.485)2 ⎢1 + 3⎜ ⎟⎜ ⎟ ⎥
⎢
⎣ ⎝ 14.16 ⎠⎝ 0.780 ⎠ ⎥ ⎦
0.485
= 193kips > 121kips (OK)
cMeLIy³ eKminRtUvkar column stiffener eT.
sMrab;kMlaMgkat;TTwgeNAkñúgRTnugssr BIsmIkar *>& nigedayecalkMras;rbs; shim enAkñúg
karKNnark db kMlaMgkat;TTwgemKuNenAkñúg column web panel zone KW
P=
(M 1 + M 2 ) − V
u
0.95d b
210(12)
= − 0 = 120kips
0.95[20.83 + 2(5 / 8)]
edaysar Pu = 0.4Py eRbI AISC Equation K1-9:
Rv = 0.60 F y d c t w = 0.60(36 )(14.16 )(0.485) = 148.3kips
Design strength KW
φRv = 0.90(148.3) = 134kips > 120kips (OK)
cMeLIy³ eKminRtUvkar column web reinforcement eT.
]TarhrN_ 8>12³ rUbTI 8>39 bgðajBI beam-to-column connection EdlepÞrm:Um:g;emKuN
142 ft − kips. m:Um:g;enHekIteLIgedaysarbnÞúkTMnagefr nigGefr. eKeRbIEdkRbePT A36 nig
electrode E 70 . cUreFVIkarGegát colum stiffener nigtMrUvkar web panel-zone reinforcement.
snμt;fa Vu = 0 nig Pu < 0.4Py .
dMeNaHRsay³ flange force KW
M 142(12)
Pbf = = = 98.07kips
d b − tb 17.90 − 0.525
edIm,IRtYtBinitü flange bending eKeRbI AISC Equation K1-1:
(
φRn = φ 6.25t 2 Fyf
f )
[ ]
= 0.90 6.25(0.560)2 (36) = 63.50kips < 98.07kips (N.G.)
dUcenH eKRtUvkar stiffener edIm,IkarBar loacla flange bending.
edIm,IRtYtBinitü local web yielding eKeRbIsmIkar 8>6 CMnYseGaykareRbI AISC Equation K1-2:
Pbf − (5k + tb )Fywt w
Ast =
Fyst
340 tMNcakp©it

50. T.chhay
98.07 − [5(1.062) + 0.525](36)(0.36 )
= = 0.6236in.2
36
edaysar Ast viC¢man dUcenHeKRtUvkar stiffener mYyKUrEdlman combined cross-sectional area
y:agtic 0.623in.2 .
RtYtBinitü web crippling strength edayeRbI AISC Equation K1-4:
⎡ 1.5 ⎤
⎛ N ⎞⎛ t w ⎞ ⎥ Fywt f
φRn = φ135t w ⎢1 + 3⎜ ⎟⎜ ⎟
2
⎢ ⎝ d ⎠⎜ t f ⎟ ⎥
⎝ ⎠ ⎥ tw
⎢
⎣ ⎦
⎡ ⎛ 0.525 ⎞⎛ 0.360 ⎞ ⎤ 36(0.560 )
= 0.75(135)(0.36)2 ⎢1 + 3⎜ ⎟⎜ ⎟1.5⎥
⎣ ⎝ 8.25 ⎠⎝ 0.560 ⎠ ⎦ 0.360
= 107.9kips > 98.07kips (OK)
eKeRCIserIsTMhM stiffener edayQrelIlkçxNÐEdlpþl;eGayeday AISC Section K1-9, ehIybnÞab;
mkeKRtUvRtYtBinitüRkLaépÞmuxkat;EdlTTYl)an.
TTwgGb,brmaKW
bf t 6.015 0.360
b≥ − w = − = 1.825in.
3 2 3 2
341 tMNcakp©it

51. T.chhay
RbsinebIeKminGnuBaØateGaybnøay stuffene eTAhYsRCugrbs;søabssr TTwgGtibrmaKW
8.07 − 0.360
b≤ = 3.855in.
2
kMras;Gb,brmaKW
tb 0.525
= = 0.2625in.
2 2
sakl,g 3× 5 /16 ³
⎛5⎞
Ast = 3⎜ ⎟ × 2stiffeners = 1.875in.2 > 0.6236in 2 (OK)
⎝ 16 ⎠
RtYtBinitüpleFobTTwgelIkMras; (width-thickness ratio)
b 3
= = 9.6
t st 5 / 16
95 95
= = 15.8 > 9.6 (OK)
Fy 36
edaysarEtkartP¢ab;enHmanEtmçag dUcenHeKminRtUvkar full-depth stiffeners eT. dUcenH
= 4.125in. yk 4 1 2 in.
d 8.25
=
2 2
cMeLIy³ eRbIEdkTMhM 3 × 5 /16 × 4 12 cMnYn 2 bnÞH. ¬kat;RcwbRCugEkgxagkñúgrbs;bnÞHEdkedIm,IeCos
vag fillet enARtg;kEnøgEdlsøab nigRTnugrbs;ssrCYbKña. kat;RcwbedaymMu 45o sMrab;TMhM
5 / 8in. ¦.
KNnaTwkbnSarsMrab;P¢ab; stiffener eTARTnugssr
TMhMGb,brma = 16 in. (AISC Table J2.4, edayQrelIkMras;RTnug)
3
TMhMcaM)ac;sMrab;ersIusþg;KW
force resisted by stiffener
w=
0.707 L(φFW )
BIsmIkar *>^ kMlaMgEdlRtUvTb;eday stiffener KW
Ast Fyst = Pbf − (5k + tb )Fywt w
= 98.07 − [5(1.062 ) + 0.525](36 )(0.360 ) = 22.45kips
RbEvgEdlGacpSarP¢ab; stiffener eTAnwgRTnugssrKW
⎛ 5⎞
L = ⎜ 4.5 − ⎟ × 2sids × 2stiffeners = 15.5in.
⎝ 8⎠
¬emIlrUbTI 8>40¦
342 tMNcakp©it

52. T.chhay
w=
22.45
0.707(15.5)(31.5)
3
= 0.0650in. < in.
16
TMhMGb,brma
ersIusþg;kMlaMgkat;rbs; base metal KW
⎛5⎞
φRn = φFBM t = 0.54 Fy t st = 0.54(36)⎜ ⎟ = 6.075kips / in.
⎝ 16 ⎠
nig ersIusþg;TwkbnSarcaM)ac; ¬sMrab; stiffener mYy¦ = 0.0650(0.707)(31.5)(2)
= 2.09kips / in. < 6.075kips / in. (OK)
cMeLIy³ yk filler weld 3 /16in. .
KNnaTwkbnSarsMrba;P¢ab; stiffener eTAnwgsøabssr
TMhMGb,brma = 1 in. (AISC Table J2.4, edayQrelIkMras;søab)
4
lT§PaBTwkbnSarkñúg 1in. = 0.707⎛ 1 ⎞(31.5) = 5.538kips / in.
⎜ ⎟
⎝4⎠
< 0.54 Fy t st = 0.6075kips / in. (OK)
RbEvgEdlmansMrab; = ⎛ 3 − 8 ⎞(2)(2) = 9.5in.
⎜
⎝
5
⎟
⎠
TMhMcaM)ac;sMrab;ersIusþg;KW
force resisted by stiffener 22.45 1
w= = = 0.106in. < in.
0.707 L(φFW ) 0.707(9.5)(31.5) 4
cMeLIy³ yk fillet weld 1/ 4in. . ¬m:Um:g;Gnuvtþn_EdlekIteLIgedaybnÞúkTMnaj ehIyEdlminGac
bþÚrTisedAGnuvtþn_)an dUcenHeKGacdak; stiffener Pa¢b;eTAnwgsøabssr Edl stiffener enHTb;søabrg
karsgát;rbs;FñwmedaymincaM)ac;pSar b:uEnþkrNIenHmin)anniyayenATIenHeT¦.
RtYtBinitüRTnugssrsMrab;kMlaMgkat;TTwg. BIsmIkar *>&
P=
(M 1 + M 2 ) − V 142(12)
u = − 0 = 100.2kips
0.95d b 0.95(17.90)
343 tMNcakp©it

53. T.chhay
BI AISC Equation K1-9
Rv = 0.60 Fy d c t w = 0.60(36 )(8.25)(0.360 ) = 64.15kips
Design strength KW
φRv = 0.90(64.15) = 57.74kips < 100.5kips (N.G.)
eRbI AISC Equation edIm,IrkkMras;RTnugEdlRtUvakar. edaHRsayrk t w edayKuNPaKyk
nigPaKEbgeday φ
t w = required doubler plate thickness
= 0.625 − 0.360 = 0.265in.
sakl,g td = 5 /16in. . TwkbnSarRtUvmanTMhMeGayRtUvKñanwgersIusþg;kMlaMgkat;énkMras;
caM)ac;rbs; doubler plate. yk
φFBM t d = 0.707 w(φFW )
φFBM t d 0.54(36 )(0.265)
b¤ w=
0.707(φFW )
=
0.707(31.5)
= 0.231in.
yk w = 1/ 4in.
BI AISC J2.2b, TMhMTwkbnSarGtibrmaKW
1 5 1 1
td − = − = in. (OK)
16 16 6 4
cMelIy³ double plate 5 /16in. nig fillet weld 1/ 4in
eRbI diagonal stiffener
eRbI full-depth horizontal stiffeners dUcbgðajenAkñúgrUbTI 8>41 ¬RKan;EtCaCMerIs¦.
344 tMNcakp©it

54. T.chhay
kMlaMgkat;TTwgEdlTb;eday web reinforcement KW 100.2 − 57.74 = 42.46kips . RbsinebIkMlaMg
enHRtUv)anKitCakMub:Usg;kMlaMgtamG½kSedk P enAkñúg stiffener
P cosθ = 42.46kips
⎛ db ⎞
⎟ = tan −1 ⎛
17.90 ⎞
Edl θ = tan −1 ⎜
⎜ ⎟ ⎜
⎝ 8.25 ⎠
⎟ = 65.26
o
⎝ dc ⎠
42.46
P=
(
tan 65.26 o ) = 101.5kips
yk φRn = φAst Fy = 0.9 Ast (36) = 101.5kips
bnÞab;mk Ast =
101.5
0.9(36)
= 3.13in.2
eRbI stiffener BIr/ 3× 9 /16 enAsgxagRTnug
⎛9⎞
Ast Edlpþl;eGay = 2(3)⎜ ⎟ = 3.38in.2 > 3.13in.2 EdlRtUvkar (OK)
⎝ 16 ⎠
RtYtBinitüpleFobTTwgelIkMras; (width-thickness ratrio):
b 3 95
= = 5.3 < = 15.8 (OK)
t st 9 / 16 36
KNnaTwkbnSar. RbEvgrbs; diagonal stiffener nImYy²KW
dc 8.25
=
(
cosθ cos 65.26 o )
= 19.7in.
RbsinebIeKpSarenAelIépÞTaMgsgxagrbs; stiffener enaHRbEvgTwkbnSarKW
L = 19.7(4 ) = 78.8in.
TMhMTwkbnSarEdlcaM)ac;sMrab;ersIusþg;KW
P 101.5
w= = = 0.058in.
0.707 L(φFW ) 0.707(78.8)(31.5)
eRbITMhMGb,brma 1/ 4in. (AISC Table J2.4)
edaysarTMhMEdlcaM)ac;sMrab;ersIusþg;mantMéltUc eyIgnwgGegátemIllT§PaBkñúgkareRbITwknSarEdl
minCab;Kña. BI AISC J2.2b
RbEvgGb,brma = 4w = 4⎛ 1 ⎞ = 1.0in. b:uEnþvaminRtUvtUcCag 1.5in. ¬1.5in. lub¦
⎜ ⎟
⎝ 4⎠
lT§PaB nigKMlatrbs;RkuménTwkbnSarbYnKW
⎛1⎞
4(0.707 )wL(φFw ) = 4(0.707 )⎜ ⎟(1.5)(31.5) = 33.41kips
⎝4⎠
345 tMNcakp©it

55. T.chhay
lT§PaBEdlcaM)ac;kñúg 1in. = 101.75 = 5.152kips / in.
19
.
KMlatEdlcaM)ac;rbs;TwkbnSar = 5.152 = 6.48in.
33.41
shear capacity of base metal = 0.54 Fy t w = 0.54(36 )(0.360 ) = 7.00kips / in.
lT§PaBrbs;TwkbnSar = 0.707w(φFW ) = 0.707⎛ 1 ⎞(31.5)
⎜ ⎟
⎝4⎠
= 5.57 kips / in. < 7.00kips / in. (OK)
cMeLIy³ eRbITwkbnSarminCab;Kña 1/ 4in.×1 12 in. EdlmanKMlatBImYyeTAmYy 6in. KitBIG½kS enAelIépÞ
nImYy²rbs; diagonal stiffener.
dUcEdl)anbgðajBImun eKniymeRbI diagonal stiffener Cag doubler plate b:uEnþsMrab;lkçN³
esdækic©eKKYrEteRbIvaCamYynwgmuxkat;ssrFM. tMélBlkmμCamYynwg doubler plate nig stiffener
TaMgGs;GacnwgbEnßmtMéleRcIneTAelIsMPar³sMrab;ssrmuxkat;FM.
8>8> End Plate Connection
End plate connection Ca beam-to-column nig beam-to-beam connection Edlmankar
eBjniym ehIyRtUv)aneKeRbIcab;taMgBIBak;kNþalTsvtSr_qñaM 1950 mkemøH. rUbTI 8>42 bgðajBI
end plate connection BIrRbePTKW³ tMNsamBaØ b¤tMNrgEtkMlaMgkat; (Type PR construction) nig
tMNrwg b¤tMNTb;m:Um:g; (Type FR construction). Rigid connection k¾RtUv)anehA mü:ageTotfa
extended end plate connection. eKalkarN_rbs;RbePTTaMgBIrKW bnÞHEdkEdlRtUv)anpSarP¢ab;enA
xagcugrbs;FñwmRtUv)ancab;P¢ab;eTAnwgssr b¤Fñwmedayb‘ULúg. tMNenHRtUvkarb‘ULúgticCagkartP¢ab;
epSgeTotEdlGaceFVIeGaykartMeLIgelOn.
sMrab;tMNsamBaØ eKRtUvykcitþTukdak;kñúgkareFVIeGaymanlkçN³ flexible RKb;RKan;edIm,IeFVI
eGayFñwmmanmMurgVilenAxagcug. eKGacTTYl)an flexibility enH RbsinebIbnÞHEdkmanTMhMtUc nigesþIg
ebIeRbobeFobCamYynwg tMNRbePT fully restrained. Manual of Steel Construction, in Part 9,
“Simple Shear Connections,” )anENnaMfa kMras;RtUvsßitenAcenøaH 1 / 4in. nig 3 / 8in. edIm,ITTYl)an
flexibility. EpñkenHrbs; Manual k¾bgðajBIeKalkarN_ENnaM nig]TaheN_EdlrYmman reaction
capacities sMrab;bnSMCaeRcInénbnÞHEdk nigb‘ULúg.
346 tMNcakp©it

56. T.chhay
karKNna moment-resisting end plate connections RtUvkarkarkMNt;kMras;bnÞH TMhMTwk
bnSar nigkarlMGitBIb‘ULúgCaedIm. karKNnaBITwkbnSar nigb‘ULúgCakarGnuvtþn_nUv traditional
analysis procedures. b:uEnþ karKNna kMras;bnÞHKWQrelIlT§plrbs;karBiesaFn_ nig statistical
research (Krishnamuthy, 1978). EpñkrgkarTajrbs;tMNKWmaneRKaHfñak; Éb‘ULúgenAEpñkrgkar
sgát;mannaTICaGñkrkSatMNeGayenARtg;G½kS. RbsinebImanm:Um:g;sgxag eKRtUvKNnaEpñkrgkar
TajTaMgsgxag. viFITUeTAKWxageRkam³
!> kMNt;kMlaMgenAkñúgsøabrgkarTajrbs;Fñwm
@> eRCIserIsb‘ULúgEdlcaM)ac;edIm,ITb;Tl;nwgkMlaMgenH
nigtMerobvaeGaymanlkçN³sIuemRTIeFobnwgsøabrgkarTaj.
RbsinebIm:Um:g;sßitenAsgxag eKRtUveFVIkartMerobdUcKñaenAelIEpñkrgkarsgát;Edr.
b‘ULúgRtUvEtmancMnYnRKb;RKan;edIm,ITb;Tl;nwgkMlaMgkat;TTwgEdl)anmkBIRbtikmμFñwm.
#> cat;TukEpñkrbs;søabFñwm nigbnÞHEdkEdlenAek,reFVIkarCa tee-shape
EdlrgbnÞúkTajEdlGnuvtþeTAelIRTnugrbs;va dUcbgðajenAkñúgrUbTI 8>43.
347 tMNcakp©it

57. T.chhay
$> eRCIserIsTTwg nigkMras;rbs;søab tee enHedIm,IbMeBjtMrUvkar flexural dUcKñanwgviFIKNna
tee hanger ¬emIlEpñk 7>8¦.
%> RtYtBinitükMlaMgkat;enAkñúgbnÞHEdk.
^> KNnaTwkbnSar.
Manual of Steel Construction (Volume II), bgðajbIviFIsaRsþKNnalMGitCamYynwg]Ta-
hrN_enAkñúg Part 10, “Fully Restrained (FR) Moment Connection”. viFIsaRsþkñúgkarKNnarbs;
vaRsedogKñanwgGVIEdl)anerobrab;xagelIedaymankarEkrsMrYlxøH eBlxøHeKehAvafa Split-tee
method (Krishnamurthy, 1978). GVIEdlxusKña KWCMhanTI $ sMrab;karKNnam:Um:g;Bt;enAkñúgbnÞHEdk.
Traditional analysis KitbBa©ÚlTaMg prying forces EdlmanniyayenAkñúgEpñkTI 7>8. sMrab;viFI
KNnanaeBlbc©úb,nñ kareRCIserIsb‘ULúg nigkMras;bnÞHEdkminGaRs½ynwgkarBIcarNaBI prying action
348 tMNcakp©it

58. T.chhay
eT. karKNnam:Um:g;KWQrelIkarsikSa stitistical analysis of finite element EdlmankarbBa¢ak;eday
kareFVIBiesaFn_. CMhandMbUgenAkñúgviFIsaRsþKNnaKW KNnakMlaMgenAkñúgsøabrgkarTajrbs;Fñwm.
Mu
Puf =
d −t f
bnÞab;mk eKeRCIserIsb‘ULúgedIm,ITb;nwgkMlaMgTajenH ehIyeKtMerobvaCaBIrCYreGayman
lkçN³sIuemRTIeFobnwgsøabrgkarTajrbs;Fñwm. eKRtUvbEnßmb‘ULúgy:agticBIrenARtg;søabrgkarsgát;
sMrab;tMrUvkarrbs;RbtikmμFñwm. cMnYnb‘ULúgEdlRtUvkaredIm,ITb;Tl;nwgRbtikmμFñwmnwgQrelI shear
capacity b¤k¾ slip-critical capacity rbs;b‘ULúg EdlGaRs½ynwgRbePTrbs;tMN. RbsinebItMNCa
bearing-type eKRtUvRtYtBinitüGnþrkmμénkMlaMgkat; nigkMlaMgTajenAkñúgb‘ULúg. eKmincaM)ac;eFVIkar
GegátenH sMrab; clip-critcal connection.
m:Um:g;GtibrmaenAkñúg split –tee nwgekItmanenARtg; “load line”, muxkat; 1-1 EdlbgðajenA
kñúgrUbTI 8>43 KW
M t = F1s
Edl F1 = kMlaMgkat;TTwg = P2
uf
s = cMgayBI load line eTAcMnucrbt; = e
p
2
pe = p f − 0.25d b − 0.707 w
BIrUbTI 8>43/ p f CacMgayBIG½kSb‘ULúgeTAsøabFñwm EdlCaTUeTAesμnwgGgát;p©itb‘ULúg db + 1/ 2in.
ehIy w CaTMhMTwkbnSar. eKehA p f CacMgayb‘ULúg (bolt distance) ehIy pe CacMgayb‘ULúg
RbsiT§PaB (effective bolt distance b¤ effective span). m:Um:g; M t EdlRtUv)anbMElgedayemKuN
α m edIm,ITTYl)anm:Um:g;RbsiT§PaB M eu
M eu = α m M t
Edl α m = C a Cb (A f / Aw )1 / 3 ( pe / d b )1 / 4
Ca = cMnYnefrEdlTak;TgeTAnwglkçN³rbs;sMPar³rbs;b‘ULúg nigbnÞHEdk.
Cb = b f / b p
bf = TTwgrbs;søabFñwm
349 tMNcakp©it

59. T.chhay
bp = TTwgrbs; end plate [Krishnamurthy (1978) )anENnaMnUvTTwgRbsiT§PaBGtibrma
b f + 2 w + t p Edl t p CakMras;rbs; end plate. Manual ENnaMTTwgCak;EsþgGtibrma
b f + 1in. ]
Af =RkLaépÞsøabFñwm
Aw = RkLaépÞRTnugFñwmEdlenAcenøaH fillet
cMnYnefr Ca CaGnuKmn_EtnwglkçN³rbs;sMPar³ ehIyRtUv)anerobCataragsMrab;cMNat;fñak;
TUeTArbs; structural steel nig b‘ULúgersIusþg;x<s;. taragenHRtUv)anbgðajenAkñúg Table 10-1 enAkñúg
Part 10 én Manual. Table 10-2 eGaynUvtMél A f / Aw sMrab;rUbragFñwmEdlRtUv)aneRbICaTUeTA.
enAeBlEdleKKNnam:Um:g; M eu rYcehIy eKGacdak;vaeGayesμInwg design strength enaHeKnwg
GacrkkMras;bnÞHEdkGtibrma t p pre EdlcaM)ac;. sMrab;muxkat;ctuekaNEkgEdlekageFobnwgG½kStUc
(minor axis) enaH design strength KW
⎛ b pt 2 ⎞
⎜ p req ⎟
φb M n = φb M p = φb ZF y = 0.90⎜ ⎟ Fy
⎜ 4 ⎟
⎝ ⎠
edayeGaysmIkarenHesμInwgm:Um:g;emKuN eKTTYl)ankMras;bnÞHEdk
⎛ b pt 2 ⎞
⎜ p pre ⎟
0.90⎜ ⎟ Fy = M eu
⎜ 4 ⎟
⎝ ⎠
dUcenH t p req =
4 M eu
0.90b p Fy
eKGacP¢ab;søabrgkarTajrbs;FñwmeTAnwgbnÞHEdkeday full penetration groove weld b¤k¾
eday filler weld EdlpSarBT§½CMuvijsøabTaMgGs;. kMlaMgenAkñúgsøabTaMgGs;RtUv)anbegáItenAelIEpñk
rgkarTaj. eKKYrpSarRTnugenAépÞsgçagCamYynwg fillet welds EdlmanlT§PaBTb;Tl;nwgRbtikmμFñwm.
eKRtUveKarBnUveKalkarN_ENnaMbEnßmxageRkamedIm,IbMeBjkarsnμt;sMrab;GnuvtþnUvviFIKNnaxagelI.
!> TaMgbnÞHEdk nigEdkFñwmRtUvman yield stress dUcKñaKw Fy
@> Ggát;p©itb‘ULúg db minRtUvFMCag 1 12 in. = 38mm
#> b‘ULúgRtUvEtrgkarTajEdleKarBtam AISC Table J3.1.
$> cMgayRCugEKmbBaÄrKYrmantMélRbEhl 1 3 4 db b:uEnþminKYrtUcCag 1 1 2 db
350 tMNcakp©it

60. T.chhay
]TahrN_ 8>13³ KNna end plate connection sMrab;Fñwm W18× 35 . tMNenHRtUvmanlT§PaBkñúg
karbBa¢Únm:Um:g;emKuN 173 ft − kips nigkMlaMgkat;TTwgemKuN 34kips . eRbIEdk A36 / electrode
E70 XX nig slip-critical bolts A325 .
dMeNaHRsay³ kMlaMgsøabKW
Mu 173(12)
Puf = = = 120.2kips
d − t f 17.7 − 0.425
sakl,gb‘ULúgBIrCYrEdlkñúgmYyCYrmanBIrRKab;enAsøabxagelI nigb‘ULúgBIrRKab;enAsøabxageRka Edl
b‘ULúgTaMgGs;manR)aMmYyRKab;. Design strength rgkMlaMgTajsMrab;b‘ULúgmYyRKab;KW
φRn = 0.75(90) Ab
ehIyRkLaépÞmuxkat;EdlcaM)ac;sMrab;b‘ULúgmYyKW
Required φRn 120.2 / 4
Ab = = = 0.445in.2
0.75(90 ) 0.75(90)
cMeLIy³ eRbIb‘ULúg A325 Ggát;p©it 7 / 8in. ¬ Ab = 0.6013in.2 ¦
eKGackMNt;kMlaMgkat;GtibrmaEdlRTedaytMNBIkarBicarNa slip-critical strength rbs;b‘ULúg
¬EdlnwgmantMéltUcCag shear strength¦. sMrab;b‘ULúgR)aMmYyRKab;
φRstr = φ (1.13μTm N b N s ) = 1.0(1.13)(0.33)(39)(6)(1) = 87.3kips > 34kips (OK)
¬eKmindwgkMras;rbs;søabssr ehIyeKminTan;sÁal;kMras;rbs; end plate dUcenHeKminGaceFVIkarGegát
bearing strength enAeBlenH)aneT. b:uEnþ enAeBlEdlRKb;EpñkEdlRtUvtP¢ab;TaMgGs;RtUv)anKNna
enaHeKGacRtYtBinitü bearing strength¦. edaysarvaCa slip-critical connection enaHeKminRtUvkar
RtYtBiniüGnþrkmμénkMlaMgkat; nigkMlaMgTajeT.
cMeLIy³ eRbIbU‘LúgR)aMmYy EdlbYnRtUv)antMerobsIuemRTIKñaeFobnwgsøabrgkarTaj nigBIreTotsßitenA
Rtg;søabrgkarsgát;.
sMrab; flange weld RbEvgEdlGacpSar)anKW
L = 2b f + 2t f − t w = 2(6.0 ) + 2(0.425) − 0.30 = 12.55in.
TMhMTwkbnSarEdlRtUvkarKW
Puf 120.2
w= = = 0.4301in.
0.707 L(φFw ) 0.707(12.55)(31.5)
eTaHbICaeKminTan;sÁal;kMras;rbs; end plate k¾eday k¾TMhMTwkbnSarGb,brmaEdl)anBI AISC Table
J2.4 minEdlFMCag 5 / 16in. dUcenH 0.43in. EdlRtUvkarsMrab;ersIusþg;nwgmantMélFMCag.
351 tMNcakp©it

61. T.chhay
cMeLIy³ eRbI fillet weld 7 /16in.
sMrab; end plate/ yk
1
p f = db + = 0.875 + 0.500 = 1.375in.
2
pe = p f − 0.25d b − 0.707 w
⎛7⎞
= 1.375 − 0.25(0.875) − 0.707⎜ ⎟ = 0.8470in.
⎝ 16 ⎠
sMrab;TTwgbnÞHEdk/ yk
bq = b f + 1 = 6.00 + 1 = 7.00in.
⎛ Puf ⎞⎛ pe ⎞ ⎛ 120.2 ⎞⎛ 0.8470 ⎞
bnÞab;mk M t = F1s = ⎜ ⎟
⎜ 2 ⎟⎜ 2 ⎟ = ⎜ 2 ⎟⎜ 2 ⎟ = 25.45in. − kips
⎝ ⎠⎝ ⎠ ⎝ ⎠⎝ ⎠
C a = 1.36 (Table 10-1, Part 10 of the Manula)
bf 6.00
Cb = = = 0.9258
bq 7.00
Af
= 0.504 (Table 10-2, Part 10 of the Manual)
Aw
1/ 3 1/ 4
⎛ Af ⎞ ⎛ pe ⎞
α m = C a Cb ⎜
⎜A ⎟
⎟ ⎜ ⎟
⎜d ⎟
⎝ w⎠ ⎝ b⎠
= 1.36(0.9258)(0.504 )1 / 3 (0.8470 / 0.875)1 / 4 = 0.9939
M eu = α m M t = 0.9939(25.45) = 25.29in. − kips
4M eu 4(25.29)
t p req = = = 0.668in.
0.90b p Fy 0.90(7.00)(36)
cMeLIy³ ykkMras;bnÞHEdk 3 / 4in.
TTwgbnÞHEdkRbsiT§PaBGtibrmaEdlENnaMeday Krishnamurthy (1978) KW
⎛7⎞ 3
b f + 2 w + t p = 6.00 + 2⎜ ⎟ + = 7.62in. > 7.00 (OK)
⎝ 16 ⎠ 4
RtYtBinitükMlaMgkat;. kMlaMgkat;enAkñúgbnÞHEdkKW
Puf 120.2
F1 = = = 60.1kips
2 2
BI AISC J5, ersIusþg;kMlaMgkat;KW (shear strength) KW
φRn = 0.90(0.60 Ag F y ) = 0.90(0.60)⎜ 7 × ⎟(36) = 102kips > 60.1kips
⎛ 3⎞
(OK)
⎝ 4⎠
352 tMNcakp©it

62. T.chhay
edIm,ITTYl)an shear strength rbs;RTnugdUcKña ersIusþg;TwkbnSarEdlcaM)ac; ¬TwkbnSarBIrCYrEdlenA
sgçagRTnug¦ KW
φvVn 103
= = 5.819kips / in.
d 17.7
TMhMTwkbnSarEdlRtUvkar
5.819 / 2
w= = 0.131in.
0.707(31.5)
kMNt;TMhMTwkbnSarEdlcaM)ac;edIm,ITb;Tl;nwgkarBt;enAkñúgRTnug. enAeBlEdlm:Um:g;Bt;eFVIkardl;m:U
m:g;)øasÞic kugRtaMgenAkñúgRTnugesμInwg yield stress Fy ehIybnÞúkkñúgmYyÉktþaRbEvgrbs;TwkbnSarKW
φb (Fy × t w × 1) = 0.90(36)(0.300) = 9.720kips / in.
bnÞúkkñúgmYyÉktþarbs;TwkbnSarmYyCYrKW 9.72 / 2 = 4.86kips / in. ehIyTMhMTwkbnSarEdlRtUvkarKW
4.860
w= = 0.2182in. > 0.131in.
0.707(31.5)
TMhMTwkbnSarGb,brmaKW 1/ 4in. (AISC Table J2.4, edayQrelIkMras;rbs;bnÞHEdk).
cMeLIy³ eRbI fillet weld 1/ 4in. ¬karKNnaRtUv)ansegçbenAkñúgrUbTI 8>44¦
Column Web Stiffener Consideration
eKbegáIt AISC Equation K1-2 EdlkarBar web yeilding rbs;ssrenAkñúgtMN beam-to-
column connection enAeBlEdleKeRbI end plates. smIkarenHKWQrelIkarkMNt;kugRtaMgenAelImux
kat;rbs;RTnugEdlbegáIteLIgedaykMras;rbs;va nigRbEvg tb + 5k dUcbgðajenAkñúgrUbTI 8>45 b.
353 tMNcakp©it

63. T.chhay
eKnwgTTYl)anRkLaépÞFMCag enAeBlEdlbnÞúkRtUv)anbBa¢Úntamry³ end plate. RbsinebIeKKitTwk
bnSar beam flange-to-plate nigbnÞúkRtUv)ansnμt;EckedayCMerl 1 : 1 tamry³bnÞHEdk RbEvgRTnug
EdlrgbnÞúknwgesμInwg tb + 2w + 2t p + 5k . edayQrelIkarsikSaRsavRCavedaykarBiesaFn_
(Hendrick and Murray, 1984) tYr 5k GacRtUv)anCMnYseday 6k Edlpþl;lT§plenAkñúgsmIkar
xageRkamsMrab; yielding strength rbs;RTnug³
[(
φRn = φ 6k + tb + 2w + 2t p Fywt w )]
Edl TMhMTwkbnSar
w=
elIsBIenH eKRtUveFVIkarGegátBI local flange bending ning web stability (web crippling b¤
compression buckling). Part 10 of the Manual maneKalkarN_ENnaMBIkarKit local flange
bending.
8>9> esckþIsnñidæan Concluding Remarks
enAkñúgeyIgsgát;F¶n;elIkarKNna nigkarviPaKBIb‘ULúg nigTwkbnSareRcInCag connection
fitting dUcCa framing angle nig beam seats. kñúgkrNICaeRcIn karpþl;eGaysMrab; bearing enAkñúg
tMNedayb‘ULúg nig base metal/ nigsMrab;kMlaMgkat;enAkñúgtMNedayTwkbnSar nwgFananUvPaBRKb;
RKan;rbs;ersIusþg;rbs;EpñkTaMgenH. b:uEnþeBlxøH eKRtUvkarGegátkMlaMgkat;bEnßm. enAeBlxøHeTot
eKRtUvEtBicarNaBI direct tensiion nigm:Um:g;Bt;.
Flexibility rbs;tMNCakarBicarNad¾sMxan;mYyeTot. sMrab; shear connection (simple
framing), EpñkEdlP¢ab;RtUvman flexible RKb;RKan;edIm,IGnuBaØateGaytMNvileRkamGMeBIrbs;kMlaMg.
354 tMNcakp©it

64. T.chhay
b:uEnþ tMNRbePT FR (rigid connections) KYrEtrwgRKb;RKan;EdlmMurgVilrbs;Ggát;EdlRtUv)anP¢ab;Gac
rkSanUvtMélGb,brma.
CMBUkenHRKan;EtENnaMBIkarKNnatMNenAkñúgeRKOgbgÁúMEdkEtb:ueNÑaH edaymin)anniyaylMGit
Gs;esckþIeT. Blodgett (1966) KWCaRbPBB½t’mand¾manRbeyaCn_EdlniyaylMGitBItMNedaypSar.
eTaHbICavaRtUv)ane)aHBum<yUrbnþicEmn Etvapþl;nUvkaENnaMEdlmanRbeyaCn_CaeRcIn. dUcKña Detaling
for Stell Construction (AISC, 1983) CaRbPaBEdlmanB½t’manEdlmanGtßRbeyaCn_sMrab;Gñk
KNna nigGñklMGitkartP¢ab;.
355 tMNcakp©it