1. T.chhay
VII. tMNsamBaØ
Simple Connections
7>1> esckþIepþIm Introduction
kartP¢ab;rbs;eRKOgbgÁúMEdkCaEpñkmYyEdlmansarsMxan;bMput. kartP¢ab;EdlminmanlkçN³
minRKb;RKan; EdleKGaceGayeQμaHfa “weak link” enAkñúgeRKOgbgÁúM GacbegáItnUvkar)ak;CaeRcInkrNI.
kar)ak;rbs;Ggát;eRKOgbgÁúMKWkMrnwgekIteLIgNas; kar)ak;rbs;rcnasm<n§½PaKeRcInKWbNþalmkBIkar
KNnakartP¢ab; nigkarlMGitkartP¢ab;. bBaðaenHbNþalmkBIkarTTYlxusRtUvkñúgkarKNnakartP¢ab;.
kñúgkrNIxøH kartP¢ab;minRtUv)anKNnaedayvisVkrEdlKNnaGgát;rbs;eRKOgbgÁúMeT EtvaRtUv)anpþl;
eGayedayplitkrEdlpÁt;pÁg;sMPar³sMrab;KMerageTAvij. b:uEnþvisVkreRKOgbgÁúMEdlplitbøg;KNna Ca
GñkTTYlxusRtUvkñúgkarKNnaTaMgGs;rYmTaMgkartP¢ab;. kñúgkrNIEdltMNRtUv)anKNnaedayvisVkr
epSgeTot epSgBIvisVkrEdlKNnaGgát;eRKOgbgÁúM dUcenHeKRtUvkarvisVkrEdlmanCMnajc,as;las;kñúg
karKNnakartP¢ab;.
eRKOgbgÁúMEdkTMenIbRtUv)antP¢ab;edaykarpSar nigedayb‘ULúg ¬ersIusþg;x<s; b¤Fmμta¦ b¤eday
bnSMénkartP¢ab;TaMgBIr. BIeBlmun kartP©ab;eFVIeLIgedaykarpSar b¤edayrIev. enAkñúgqñaM 1947
Research Council of Riveted and Bolted Structural Joints RtUv)anbegáIteLIg ehIy
Specification dMbUgrbs;vaRtUv)anecjpSayenAkñúgqñaM 1951. ÉksarenH)anGnuBaØateGayCMnYs
edayb‘ULúgersIusþg;x<s;sMrab;rIev. taMgBIeBlenaHmk b‘ULúgersIusþg;x<s;TTYl)anRbCaRbiyPaBy:ag
elOn ehIyeKk¾gakmkeRbIb‘ULúgersIsþg;x<s;enAkñúgsMNg;sIuvilvij. eKmanmUlehtuCaeRcInkñúgkar
pøas;bþÚrenH. kmμkrBInak;EdlKμanCMnajGactMeLIgb‘ULúgersIusþg;x<s;)an cMENkkartMeLIgrIevvij eKRtUv
karkmμkrEdlmanCMnajdl;eTAbYnnak;. elIsBIenHeTot vapþl;nUvsMelg nigeRKaHfñak;tictYckñúg
RbtibtþkarN_tP¢ab;rIev edaysarkarpþl;kMedAkñúgkartMeLIgrIev. b:uEnþkartP¢ab;edayrIevk¾enAEtmanerob
230 tMNsamBaØ

2. T.chhay
rab;enAkñúg AISC Specfication nig Manual of steel construction edaysarEtsMNg;cas;²eRbItMN
rIev dUcenHkaryl;dwgBIkarRbRBwtþeTArbs;vamansar³sMxan;Nas;sMrab;karvaytMélersIusþg; nigkarCYs
CulnUvsMNg;TaMgenaH. karKNna nigkarviPaKtMNrIevmanlkçN³RsedogKñanwgtMNb‘ULúgFmμtaEdr Et
vaxusKñaRtg;lkçN³sMPar³Etb:ueNÑaH.
tMNpSarmanGtßRbeyaCn_eRcInCagtMNb‘ULúg. kartP¢ab;edaykarpSarmanlkçN³samBaØ nig
RtUvkarrn§ticCagtMNb‘ULúg. kartP¢ab;EdlmanlkçN³sμúKsμajCamYynwgeRKOgP¢ab;Gacman lkçN³
gayRsYlCamYynwgkarpSar dUckrNIkñúgrUbTI 7>1. muneBlEdlkarpSarmanlkçN³eBjniym kar
tMeLIgrUbrag built-up RbePTenHRtUv)anplitedayrIev. edIm,IP¢ab;bnÞHEdksøabeTAnwgbnÞHEdkRTnug
EdkEkg (angle shape) RtUv)aneRbIedIm,IbMElgbnÞúkcenøaHFatuTaMgBIr. RbsinebIeKbEnßmbnÞHEdkBI
elImYyeTot enaHplitplsMercnwgmanlkçN³kan;EtsμúKsμaj. b:uEnþkartP¢ab;edaykarpSarman
lkçN³gayRsYlCag. b:uEnþsMrab;tMNpSar eKRtUvkarkmμkrCMnajxagpSar ehIyvaBi)ankñúgkarGegát
nigcMNayR)ak;eRcIn. EtKuNvibtþienHeKGacedaHRsay)anedaykarpSarenAkñúgeragCagCMnYseGaykar
pSarenAkardæanenARKb;eBlEdlGaceFVIeTA)an. enAeBlEdlkartP¢ab;eFVIeLIgedaybnSMénkarpSar nig
b‘ULúg enaHeKeRcInpSarenAeragCag ehIycab;b‘ULúgenAkardæan. sMrab; single-plate beam-to-column
connectioction EdlbgðajenAkñúgrUbTI 7>2 bnÞHEdkRtUv)anpSarP¢ab;eTAnwgsøabrbs;ssrenAerag
Cag ehIycab;b‘ULúgCamYynwgRTnugrbs;FñwmenAkardæan.
edIm,IBicarNaBIkarRbRBwtþeTAénRbePTepSg²rbs;tMN eKRtUvEbgEckvaeTAtamRbePTénkar
dak;bnÞúk. rUbTI 7>3 a bgðajBI tension member lap splice EdlmaneRKOgP¢ab;rgnUvkMlaMgkat;. dUc
Kña tMNpSarenAkñúgrUbTI 7>3 b RtUvTb;Tl;nwgkMlaMgkat;TTwg. tMNrbs; bracket eTAnwgsøabssr
dUckñúgrUbTI 7>3 c edaykarpSar b¤edayb‘ULúg eFIVeGayeRKOgP¢ab; b¤TwkbnSarrgnUvkMlaMgkat;enAeBl
EdlbnÞúkGnuvtþmkelIva. tMNBÜürEdlbgðajenAkñúgrUbTI 7>3 d dak;eGayeRKOgP¢ab;rgkMlaMgTaj.
kartP¢ab;EdlbgðajenAkñúgrUbTI 7>3 e begáItTaMgkMlaMgkat;TTwg nigkMlaMgTajenAkñúgeRKOgP¢ab;CYr
xagelI. ersIusþg;rbs;eRKOgP¢ab;KWGaRs½yelIfaetIvargnUvkMlaMgkat; b¤kMlaMgTaj b¤k¾kMlaMgTaMgBIr.
231 tMNsamBaØ

3. T.chhay
karpSarmankMlaMgexSaysMrab;kugRtaMgkMlaMgkat; ehIyCaTUeTAvaRtUv)ansnμt;fadac;edaykMlaMgkat;
edayminKitBITisedAénkardak;bnÞúk.
enAeBlEdlkMlaMgkñúgeRKOgP¢ab;mYy b¤kMlaMgkñúgmYyÉktþaRbEvgrbs;TwkbnSarRtUv)ankMNt;
vaCaerOgmYyEdlgayRsYlkñúgkarkMNt;PaBRKb;RKan;rbs;tMN. karkMNt;enHQrelIeKalkarN_én
kartP¢ab;cMbgBIr. RbsinebIExSskmμrbs;kMlaMgpÁÜbEdlRtUvTb;Tl;kat;tamTIRbCMuTMgn;rbs;tMN enaH
EpñknImYy²rbs;tMNRtUv)ansnμt;faTb;Tl;nwgbnÞúkEdlEbgEckesμI ehIytMNEbbenHRtUv)aneKeGay
eQμaHfa tMNsamBaØ. enAkñúgtMNEbbenH ¬EdlbgðajenAkñúgrUbTI 7>3 a nig b¦ eRKOgP¢ab;nImYy²
nigRbEvgÉktþrbs;TwkbnSarnwgTb;Tl;nUvkMlaMgesμIKña*. bnÞab;mkeKGacrklT§PaBTb;Tl;bnÞúkrbs;tM
*
Cak;EsþgvamancMNakp©ittUcenAkñúgtMNTaMgBIrenH EtvaRtUv)anecal
232 tMNsamBaØ

4. T.chhay
NedayKuNlT§PaBTb;Tl;kMlaMgrbs;eRKOgP¢ab;nImYy² b¤RbEvgÉktþarbs;TWkbnSar CamYynwgcMnYn
eRKOgP¢ab;srub b¤RbEvgsrubrbs;TwkbnSar. kartP¢ab;énkMlaMgcakp©it RtUv)anerobrab;enAkñúgCMBUkTI 8
EdlExSskmμrbs;bnÞúkmineFVIGMeBIkat;tamTIRbCMuTMgn;rbs;tMN. kartP¢ab;enAkñúgrUbTI 7>3 d nig e Ca
RbePTéntMNenH. kñúgkrNIenHbnÞúkninRtUv)anTb;Tl;esμIKñaedayeRKOgP¢ab;nImYy² b¤RbEvgÉktþarbs;
TwkbnSareT ehIykarkMNt;énkarEbgEckbnÞúkKWCaktþad¾sμúKsμajkñúgkarKNnaénRbePTtMNenH.
AISC Specification erobrab;BIkartP¢ab;EdlrYmman b‘ULúg rIev nig karpSarenAkñúg Chapter
J, ”Connections, Joints and Fasteners”. EtenAkñúgesovePAenH eyIgmin)anBicarNaBItMNrIeveT.
7>2> Bolted Shear Connections: Failure Mode
munnwgBicarNaBIersIusþg;Cak;lak;rbs;b‘ULúg eyIgRtUvBicarNaBIrebobénkardac;EdlGacekIt
manenAelItMNEdlmaneRKOgP¢ab;rgkMlaMgkat;TTwg. eKmanrebobénkardac;FMBIr³ kardac;rbs;eRKOg
P¢ab; nigkardac;rbs;EpñkEdlRtUvP¢ab;. BicarNa lap joint EdlbgðajenAkñúgrUbTI 7>4 a. kardac;rbs;
eRKOgP¢ab;GacRtUv)ansnμt;fanwgekIteLIgdUcEdl)anbgðaj. kMlaMgkat;TTwgmFümenAkñúgkrNIenHKW
P P
fv = =
A πd 2 / 4
Edl P CabnÞúkEdlmanGMeBIelIeRKOgP¢ab;nImYy² A CaRkLaépÞmuxkat;rbs;eRKOgP¢ab; nig d CaGgát;
p©itrbs;va. enaHbnÞúkenHGacsresrCa
P = fv A
eTaHbICakardak;bnÞúkkñúgkrNIenHmincMcMnucl¥k¾eday k¾cMNakp©itmantMéltUcEdlGacecal)an. kart
enAkñúgrUbTI 7>4 b manlkçN³RsedogKña EtkarviPaKdüaRkamGgÁesrIrbs;eRKOgP¢ab;bgðajfamuxkat;nI
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5. T.chhay
mYy²rgEtBak;kNþalbnÞúksrub b¤eKGacniyayfamuxkat;TaMgBIrTb;Tl;nUvkMlaMgsrub. kñúgkrNIenHkM
laMg P = 2 f v A ehIybnÞúkenHRtUv)aneKehAfa double shear. karbEnßmbnÞHenAkñúgkartnwgbegáIn
cMnYnbøg;kat; ehIyvanwgkat;bnßykMlaMgenAkúñgbøg;nImy². b:uEnþ vanwgbegáInRbEvgrbs;eRKOgP¢ab; ehIy
Y
vanwgrgnUvkugRtaMgBt;.
rebobénkadac;mYyeTotsMrab; shear connection Bak;Bn§½nwgkardac;rbs;EpñkEdlRtUv)anP¢ab;
ehIyCaTUeTAvaRtUv)anEbgEckCaBIrEpñk³
!> kardac;EdlbNþalBI karTaj/ kMlaMgkat; b¤m:Um:g;Bt;FMenAkñúgEpñkEdlRtUvtP¢ab;. RbsinebI
Ggát;rgkarTajRtUv)antP¢ab; kMlaMgTajelI gross area nig effective net area RtUv)anGegát.
GaRs½ynwgrUbragénkartP¢ab; block shear k¾RtUv)anBicarNa. eKk¾RtUvRtYtBinitü block shear enA
kñúgkartP¢ab; beam-to-column ¬Edlmanerobrab;enAkñúgCMBUkTI 3 nigTI5 ehIyvak¾RtUv)anerobrab;enA
kñúg AISC J4.3¦. GaRs½ynwgRbePTénkartP¢ab; nigkardak;bnÞúk ral;kartP¢ab;eTAnwg gusset plate
nig framing angle TamTarnUvkarviPaKsMrab; kugRtaMgkat; kugRtaMgTaj kugRtaMgBt; nig block shear.
karKNnakartP¢ab;rbs;Ggát;rgkarTajRtUv)aneFVIeLIgRsbKñaCamYynwgkarKNnaGgát;rgkarTajBI
eRBaHdMeNIrkarTaMgBIrenHTak;TgKñaeTAvijeTAmk.
@> kardac;rbs;EpñkEdlRtUvP¢ab;edaysar bearing EdlbegáIteLIgedayeRKOgP¢ab;. RbsinebI
RbehagmanTMhMFMCageRKOgP¢ab;bnþicbnþÜc ehIyeRKOgP¢ab;RtUv)ansnμt;faRtUv)andak;y:agENnenAkñúg
Rbehag épÞb:HrvageRKOgP¢ab; nigEpñkEdlRtUvP¢ab;nwgekItmaneRcInCagBak;kNþalénbrimaRtrbs;
eRKOgP¢ab;enAeBlEdlbnÞúkGnuvtþ. krNIenHRtUv)anbgðajenAkñúgrUbTI 7>5. kugRtaMgnwgERbRbYlBI
234 tMNsamBaØ

6. T.chhay
GtibrmaenARtg; A eTAsUnüenARtg; B . edIm,IgayRsYl eKeRbIkugRtaMgmFümEdlRtUv)anKNna
edayEckkMlaMgnwgépÞRbeyalb:H.
dUcenH bearing stees RtUv)anKNnaeday f p = P /(dt ) Edl P CakMlaMgEdlGnuvtþmkelI
eRKOgP¢ab;/ d CaGgát;p©iteRKOgP¢ab; nig t CakMras;rbs;EpñkEdlrgnUv bearing. dUcenH bearing load
KW
P = f p dt
karKNna bearing GacmanlkçN³sμúKsμajedaysarvtþmanrbs;b‘ULúgEdlenAEk,r b¤eday
sarcMgayBIrn§eTARCugEKmkñúgTisedArbs;bnÞúkmancMgayxøI dUcbgðajenAkñúgrUbTI 7>6. KMlatrvagb‘U
Lúg nigcMgayBIrn§eTARCugEKmmanT§iBlelI bearing strength.
7>3> Bearing Strength, Spacing and Edge-distance Requirements
Bearing strength minTak;TgnwgRbePTrbs;eRKOgP¢ab;eT BIeRBaHkugRtaMgEdlRtUvBicarNasßit
enAelIEpñkEdlRtUvP¢ab; minEmnenAelIeRKOgP¢ab;eT. sMrab;mUlehtuenH bearing strength k¾dUcCag
tMrUvkarKMlat nig edge-distance k¾minTak;TgnwgRbePTeRKOgP¢ab;Edr ehIyvaRtUv)anBicarNamunkug
RtaMgkat;kñúgb‘ULúg nigersIusþg;Taj.
karpþl;eGayrbs; AISC Specification sMrab; bearing strength k¾dUcCatMrUvkarepSg²sMrab;
b‘ULúgersIusþg;x<s; KWQrelIkarpþl;eGayrbs; specification of the Research Council on Structural
Connections of the Engineering Foundation (RCSC, 1994). kare)aHBum<pSayfμI²rbs;ÉksarenH
minTan;CaEpñkrbs; AISC Specification (AISC, 199a) EtvaRtUv)aneRbIenAkñúgesovePAenH d¾rabNa
manlkçN³minRtUvKña eKnwgeRbIkarpþl;eGayeday AISC. enAeBlsmIkarenAkñúg RSCS
Specification RtUv)anbgðajelxsmIkarmkBIÉksarenaHnwgRtUv)aneRbI ¬]TahrN_/ RCSC Equation
235 tMNsamBaØ

7. T.chhay
LRFD ¦. karerobrab;xageRkam EdlQrelI Commentary EdlENnaMeday RCSC
4.3
Specification nwgBnül;BIeKalkrN_rbs;smIkar RCSC sMrab; bearing strength.
rebobdac;EdlGacekItmanEdl)anBI bearing FM KWkMlaMgkat;rEhk (shear tear-out) enAxag
cugrbs;FatuEdlRtUvtP¢ab; dUcbgðajenAkñúgrUbTI 7>7 a. RbsinebIépÞdac;manlkçN³l¥dUcrUbTI 7>7 b,
failure load enAelIépÞmYyénépÞTaMgBIresμInwg shear fracture stress KuNnwgRkLaépÞkat; b¤
Rn
= 0.6 Fu Lc t
2
Edl 0.6 Fu = shear fracture streesrbs;EpñkEdlRtUvP¢ab;
Lc = cMgayBIRCugEKmrbs;RbehageTAcugrbs;EpñkEdlRtUvP¢ab;
t = kMras;rbs;EpñkEdlRtUvP¢ab;
ersIusþg;srubKW
Rn = 2(0.6 Fu Lc t ) = 1.2 Fu Lc t ¬&>!¦
kMlaMgkat; tear-out enHekItmanenAxagcugrbs;EpñkEdlRtUvtP¢ab; dUcEdlbgðaj b¤enAcenøaH
rn§BIrkñúgTisedAén bearing load. edIm,IkarBarsac;lUtFMrbs;Rbehag eKRtUvkMNt;EdnkMNt;x<s;bMput
rbs; bearing load EdleGayedaysmIkar &>!. EdkkMNt;enHsmamaRteTAnwg fracture stress
KuNnwg bearing area b¤
Rn = C × Fu × bearing area = CFu dt ¬&>@¦
236 tMNsamBaØ

8. T.chhay
Edl C=tMélefr
d = Ggát;p©itb‘ULúg
t = Ggát;rbs;EpñkEdlRtUvtP¢ab;
RCSC Specification eRbIsmIkar &>! sMrab; bearing strength RbQmnwgEdnkMNt;EdleGayeday
smIkar &>@. RbsinebIeKminKitkMhUcRTg;RTay tMélefr C GacykesμInwg 3.0 . RbsinebIkMhUcRTg;
RTayFMRtUv)anKit C GacykesμInwg 2.4 ehIyCaTUeTAvaCatMélEdleKykmkeRbI. tMélenHRtUvKña
nwgsac;lUtrbs;RbehagRbEhl 1 / 4in. = 6mm ¬RCSC, 1994¦. enAkñúgesovePAenH eyIgBicarNa
kMhUcRTg;RTaysMrab;karKNna. RCSC bearing strength sMrab;b‘ULúgeTalGacRtUv)ansMEdgCa φRn
Edl
φ = 0.75
nig Rn = 1.2 Lc tFu ≤ 2.4dtFu ¬RCSC Equation LRFD 4.3¦
Edl Lc = clear distance enAkñúgTisRsbnwgbnÞúkEdlGnuvtþ BIcugénrn§b‘ULúgeTARCugEKmrbs;rn§Edl
enAEk,r b¤eTARCugEKmrbs;sMPar³.
t = kMras;rbs;eRKOgP¢ab;
d = Ggát;p©itb‘ULúg ¬minEmnGgát;p©itrbs;RbehageT¦
Fu = ultimate tensile stress rbs;EpñkEdlRtUvP¢ab; ¬minEmnrbs;b‘ULúg¦
rUbTI 7>8 bgðajbEnßmeTotBIcMgay Lc . enAeBlEdlKNna bearing strength sMrab;b‘ULúg eKRtUv
BicarNacMgayBIb‘ULúgenaHeTAb‘ULúgEdlenAEk,r b¤eTARCugEKmkñúgTisedArbs; bearing load
elIEpñkEdl RtUvP¢ab;. sMrab;krNIEdl)anbgðaj bearing load sßitenAEpñkxageqVgrbs;rn§nImYy².
dUcenHersIusþg; sMrab;b‘ULúg ! RtUv)anKNnaCamYy Lc Edlvas;eTAb‘ULúg @ ehIyersIusþg;sMrab;b‘ULúg @
RtUv)anKNna CamYy Lc Edlvas;eTARCugEKmrbs;EpñkEdlRtUvP¢ab;.
RCSC Equation LRFD 4.3 mantMélsMrab; standard, oversized, short-slotted and long
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9. T.chhay
slotted holes CamYynwg slot EdlRsbeTAnwgbnÞúk. eyIgeRbIEt standard holes enAkñúgesovePAenH
¬RbehagEdlmanGgát;p©itFMCagGgát;p©itb‘ULúg 1/16in. = 2mm ¦.
enAeBlEdlKNnacMgay Lc eRbIGgát;p©itRbehagCak;Esþg nigmincaM)ac;bUkbEnßm 2mm dUc
EdlRtUvkarenAkñúg AISC B.2 sMrab;KNna net area rbs;Ggát;rgkarTaj. müa:gvijeTot eRbIGgát;p©it
d + 1 / 16in. = d + 2mm minEmn d + 1 / 8in. = d + 4mm . RbsinebI h bgðajBIGgát;p©itRbehag
enaH
h = d + 1 / 16in.
karKNnarbs; bearing strength BI RCSC Equation LRFD 4.3 GacRtUv)ansMrYlxøHdUcxageRkam.
EdnkMNt;nwgmanRbsiT§PaBenAeBl
1.2 Lc tFu = 2.4dtFu
b¤ eRkayeBlEdlsMrYlehIy
Lc = 2d
TMnak;TMngenHGacRtUv)aneRbIedIm,IKNnaenAeBlEdlEdnkMNt; 2.4dtFu lub³
RbsinebI Lc ≤ 2d eRbI Rn = 1.2Fu Lct
RbsinebI Lc > 2d eRbI Rn = 1.2Fu dt
Spacing and Edge-Distance Requirments
edIm,IrkSacenøaHTMenrrvagex©Ab‘ULúg nigedIm,Ipþl;nUvTIFøaRKb;RKan;sMrab; wrench socket AISC
J3.3 tMrUvfaKMlatBIGkS½eTAGkS½ (center-to-center spacing) rbs;eRKOgP¢ab; ¬enARKb;Tis¦ minRtUv
tUcCag 2 2 3 d ehIyCakarniymKWminRtUvtUcCag 3d Edl d CaGgát;p©iteRKOgP¢ab;. cMgayBIRCugEKm
sMPar³ ¬RKb;Tis¦ Edlvas;BIGkS½rbs;Rbehag RtUv)aneGayenAkñúg AISC Table3.4 CaGnuKmn_eTA
nwgTMhMrbs;b‘ULúg nigRbePTrbs;RCug ¬sheared, rolled or gas cut¦. KMlat nigcMgayeTARCugEKm
EdlsMKal;eday s nig Le RtUv)anbgðajenAkñúgrUbTI 7>9.
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10. T.chhay
Summary fo Bearing Strength, Spacing and Edge-Distance Requirements
(standard hole)
a. Bearing strength:
φRn = 0.75(1.2 Lc tFu ) ≤ 0.75(2.4dtFu ) (RCSC Equation LRFD 4.3)
b¤ eyIgGacsresrmüa:geTot
RbsibebI Lc ≤ 2d / φRn = 0.75(1.2 Lc tFu )
RbsinebI Lc > 2d / φRn = 0.75(2.4dtFu )
b. KMlat nigsMgayeTARCugEKmGb,brma³ sMrab;RKb;Tis TaMgRsbnwgExSskmμ nigEkgnwgExS
skmμ
s ≥ 2 23 d ¬CakareBjniym 3d ¦
Le ≥ tMélBI AISC J3.4
sMrab; single- nig double-angle shapes CaTUeTA gage distances RtUv)aneGayenAkñúg Part 9
of the Manual, Volume II (emIlEpñk 3>6)EdlGaceRbICMnYseGaytMélGb,brma.
]TahrN_ 7>1³ RtYtBinitü KMlatb‘ULúg nigcMgayeTARCugEKmsMrab;kartP¢ab;EdlbgðajenAkñúgrUbTI
7>10.
dMeNaHRsay³ BI AISC J3.3, KMlatGb,brmasMrab;RKb;TisTaMgGs;KW
⎛3⎞
2 2 3 d = 2.667⎜ ⎟ = 2in.
⎝4⎠
KMlatCak;Esþg = 2.5in. > 2in. (OK)
cMgayeTARCugEKmGb,brmasMrab;RKb;TisTaMgGs;EdlTTYlBI AISC Table J3.4. RbsinebI
eyIgsnμt; sheared edges ¬krNIEdlGaRkk;CageK¦ enaHcMgayeTARCugEKmGb,brmaKW 1 14 in.
dUcenH
239 tMNsamBaØ

11. T.chhay
cMgayeTARCugEKmCak;Esþg = 1 1 in. (OK)
4
edIm,IKNna bearing strength eRbIGgát;p©itrn§
1 3 1 13
h=d+ = + = in.
16 4 16 16
RtYtBinitü bearing TaMgelIGgát;rgkarTaj nig gusset plate. sMrab;Ggát;rgkarTaj nigEdl
enAEk,rRCugEKmrbs;Ggát;CageK
h 13 / 16
Lc = Le − = 1.25 − = 0.8438in.
2 2
φRn = φ (1.2 Lc tFu ) ≥ φ (2.4dtFu )
⎛1⎞
φ (1.2 Lc tFu )0.75(1.2)(0.8438)⎜ ⎟(58) = 22.02kips
⎝2⎠
⎛ 3 ⎞⎛ 1 ⎞
φ (2.4dtFu ) = 0.75(2.4 )⎜ ⎟⎜ ⎟(58) = 39.15kips > 22.02kips
⎝ 4 ⎠⎝ 2 ⎠
dUcenHyk φRn = 22.02kips / bolt
sMrab;rn§epSgeTot
13
Lc = s − h = 2.5 − = 1.688in.
16
φRn = φ (1.2 Lc tFu ) ≤ φ (2.4dtFu )
⎛1⎞
φ (1.2 Lc tFu ) = 0.75(1.2)(1.688)⎜ ⎟(58) = 44.06kips
⎝2⎠
φ (2.4dtFu ) = 39.15kips < 44.06kips
dUcenHyk φRn = 39.15kips / bolt
sMrab;Ggát;rgkarTaj bearing strength KW
φRn = 2(22.02) + 2(39.15) = 122kips > 65kips (OK)
sMrab; gusset plat nigrn§EdlenAEk,rRCugEKmrbs;bnÞHCageK
h 13 / 16
Lc = Le − = 1.25 − = 0.8438in.
2 2
φRn = φ (1.2 Lc tFu ) ≤ φ (2.4dtFu )
⎛ 3⎞
φ (1.2 Lc tFu ) = 0.75(1.2)(0.8438)⎜ ⎟(58) = 16.52kips
⎝8⎠
⎛ 3 ⎞⎛ 3 ⎞
φ (2.4dtFu ) = 0.75(2.4 )⎜ ⎟⎜ ⎟(58)
⎝ 4 ⎠⎝ 8 ⎠
= 29.36kips > 16.52kips
240 tMNsamBaØ

12. T.chhay
dUcenHyk φRn = 16.52kips / bolt
sMrab;rn§d¾éTeTot
13
Lc = s − h = 2.5 − = 1.688in.
16
φRn = φ (1.2 Lc tFu ) ≤ φ (2.4dtFu )
⎛3⎞
φ (1.2 Lc tFu ) = 0.75(1.2 )(1.688)⎜ ⎟(58) = 33.04kips
⎝8⎠
⎛ 3 ⎞⎛ 3 ⎞
φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟⎜ ⎟(58) = 29.36kips < 33.04kips
⎝ 4 ⎠⎝ 8 ⎠
dUcenHyk φRn = 33.04kips
bearing strength sMrab; gusset plate KW
φRn = 2(16.52) + 2(29.36) = 91.8kips
gusset plate man bearing strength tUcCag bearing strength rbs;Ggát; dUcenH gusset plate lub
φRn = 91.8kips > 65kips (OK)
cMeLIy³ tMrUvkar bearing strength, KMlat nig cMgayeTARCugEKmmanlkçN³RKb;RKan;.
KMlatb‘ULúg nigcMgayeTARCugEKmenAkñúg]TahrN_ 7>1 mantMéldUcKñasMrab;Ggát;rgkarTaj
nig gusset plate. vaxusKñaEtkMras; dUcenH gusset plate lub. sMrab;krNIdUc]TahrN_enH eKRtYt
BinitüEteRKOgbgÁúMNaEdlmankMras;esþIgCag. b:uEnþRbsinebIcMgayeTAcugEKmmantMélxusKña dac;xat
eKRtUvEtRtYtBinitüTaMgGgát;rgkarTaj nig gusset plate.
7>4> b‘ULúgFmμta Common Bolts
eyIgcab;epþImkarerobrab;BIersIusþg;rbs;eRKOgP¢ab;CamYynwg b‘ULúgFmμta EdlxusKñaBIb‘ULúger-
sIusþg;x<s;minRtwmEtlkçN³sMPar³b:ueNÑaHeT EfmTaMgkMlaMgrwtbNþwgb‘ULúgeTotpg. b‘ULúgFmμta Edl
eKsÁal;Ca unfinished bols RtUv)ansMKal;Ca ASTM A307.
Design shear strength rbs; A307 KW φRn / EdlemKuNersIusþg; φ = 0.75 ehIy nominal
shear strength KW
Rn = Fv Ab
Edl Fv = ultimate shearing stress
241 tMNsamBaØ

13. T.chhay
Ab = RkLaépÞmuxkat;rbs;EpñkEdlKμaneFμjrbs;b‘ULúg ¬EdleKsÁal;Ca nominal bolt area
b¤ nominal body area¦
Ultimate shearing stress RtUv)aneGayenAkñúg AISC Table J3.2 KW 24ksi = 165MPa Edl
eGay nominal strength
Rn = Fv Ab = 24 Ab
]TahrN_ 7>2³ kMNt; design strength rbs;kartP¢ab;EdlbgðajenAkñúgrUbTI 7>11 edayQrelI
kMlaMgkat;TTwg nig bearing.
dMeNaHRsay³ kartP¢ab;GacRtUv)ancat;cMNat;fñak;CatMNsamBaØ ehIyeRKOgP¢ab;mYy²RtUv)anBicar-
NaedIm,ITb;Tl;karEbgEckMlaMgesμIKña. kñúgkrNICaeRcInvamanlkçN³gayRsYlkñúgkarkMNt;ersIusþg;
rbs;eRKOgP¢ab;mYy rYcbnÞab;mkKuNnwgcMnYneRKOgP¢ab;srub.
Shear strength: vaCakrNI single shear ehIy design shear strength rbs;b‘ULúgmYyKW
φRn = φFv Ab = 0.75(24 Ab )
Nominal bolt area KW
πd 2 π (3 / 4 )2
Ab = = = 0.4418in 2
4 4
dUcenH design shear strength sMrab;b‘ULúgmYyKW
φRn = 0.75(24 )(0.4418) = 7.952kips
sMrab;b‘ULúgBIrKW
φRn = 2(7.952) = 15.9kips
Bearing strength: edaysarcMgayeTARCugEKmrbs;Ggát;rgkarTaj nigrbs; gusset plate dUcKña enaH
beaing strength rbs; gusset plate nwglub BIeRBaHkMras;rbs;vaesþIgCagkMras;rbs;Ggát;rgkarTaj.
sMrab;karKNna bearing strength eRbIGgát;p©itRbehag
242 tMNsamBaØ

14. T.chhay
1 3 1 13
h=d+ = + = in.
16 4 16 16
sMrab;rn§EdlenAEk,rRCugEKmrbs; gusset plate CageK
h 13 / 16
Lc = Le − = 1.5 − = 1.094in.
2 2
⎛3⎞
2d = 2⎜ ⎟ = 1.5in.
⎝4⎠
edaysar Lc < 2d
⎛3⎞
φRn = φ (1.2 Lc tFu ) = 0.75(1.2 )(1.094)⎜ ⎟(58) = 21.42kips
⎝8⎠
sMrab;rn§déTeTot
13
Lc = s − h = 3 − = 2.188in. > 2in.
16
⎛ 3 ⎞⎛ 3 ⎞
dUcenH φRn = φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟⎜ ⎟(58) = 29.36kips
⎝ 4 ⎠⎝ 8 ⎠
Bearing strength sMrab;tMNKW
φRn = 21.42 + 29.36 = 50.8kips
Bearing strength enHFMCag shearing strength dUcenH shear strength lub ehIyersIusþg;rbs;tMNKW
φRn = 15.9kips
cMNaMfaRKb;tMrUvkarKMlat nigcMgayeTARCugEKmTaMgGs;RtUvEtRKb;RKan;. sMrab; sheared edge cMgay
eTARCugEKmEdlTamTareday AISC Table J3.4 KW 1 14 in. = 30mm ehIykarTamTarenHKWRKb;RKan;
sMrab;TaMg TisbeNþay nigTisTTwg. KMlatb‘ULúgKW 3in = 75mm EdlFMCag 2 2 3 d = 2.667(3 4 )
= 2in. .
cMeLIy³ edayQrelI shear nig bearing, design strength rbs;tMNKW 15.9kips . ¬cMNaMfa sßanPaB
kMNat;d¾éTepSgeTotEdlminTan;)anRtYtBinitüdUcCa kugRtaMgTajenAelI net area rbs;Ggát;Gacnwg
CaGñkkMNt; design strength¦.
]TahrN_ 7>3³ r)arEdk 4 × 3 / 8in. RtUv)aneRbICaGgát;rgkarTajedIm,ITb;Tl;nwg service dead load
8kips nig service live load 22kips . Ggát;enHRtUv)anKNnaeRkamkarsnμt;fa b‘ULúg A307 Ggát;
p©it 3 / 4in. mYyCYrRtUv)aneRbIedIm,IP¢ab;Ggát;enHeTA gusset plate EdlmankMras; 3 / 8in. . TaMgGgát;
rgkarTaj nig gusset plate CaEdk A36 . etIeKRtUvkarb‘ULúgb:unμanRKab;?
243 tMNsamBaØ

15. T.chhay
dMeNaHRsay³ bnÞúkemKuNKW
Pu = 1.2 D + 1.6 L = 1.2(8) + 1.6(22) = 44.80kips
KNnalT§PaBrbs;b‘ULúgmYy. BI]TahrN_ 7>2 shear strength KW
φRn = 7.952kips / bolt
sMrab; eKminsÁal;KMlat nigcMgayeTARCugEKm dUcenHeyIgsnμt;fa EdkkMNt;
bearing strength,
φ 2.4dtFu nwglub enaHeyIgTTYl)an
⎛ 3 ⎞⎛ 3 ⎞
φRn = 0.75(2.4)⎜ ⎟⎜ ⎟(58) = 29.36kips / bolt
⎝ 4 ⎠⎝ 8 ⎠
Bearing strength Cak;EsþgsMrab;tMNenHnwgGaRs½yelItMélrbs; Lc sMrab;b‘ULúgnImYy². enAeBl
EdltMélenHRtUv)ankMNt;enAkñúgkarKNnacugeRkay enaH bearing strength RtUv)anRtYtBinitüeLIg
vijb:uEnþ shear enAEtTMngCalub.
cMnYnb‘ULúgEdlRtUvkarKW
44.80kips
= 5.63bolts
7.952kips / bolt
cMeLIy³ eRbIb‘ULúg A307 Ggát;p©it 3 / 4in. cMnYnR)aMmYyRKab;.
7>5> b‘ULúgersIusþg;x<s; High-Strength Bolts
b‘ULúgersIusþg;x<s;sMrab;tMNrbs;eRKOgbgÁúMmanBIry:agKW ASTM A325 nig ASTM A490 .
karpþl;eGayrbs; AISC sMrab;ersIusþg;x<s;KWCaEpñkxøHrbs;karpþl;eGayrbs; specification of the
Research Council on Structural Connections of the Engineering Foundation (RCSC, 1994).
b‘ULúg A490 man ultimate tensile strength FMCagb‘ULúg A325 ehIyRtUv)ankMNt;faman
nominal strength FMCag. b‘ULúg A490 RtUv)andak;eGayeRbIR)as;ry³eBly:agyUrbnÞab;BIb‘ULúg
A325 RtUv)aneRbICaTUeTA sMrab;eRbICamYyEdkEdlmanersIusþg;x<s; ¬Bethlehem, 1969¦. b‘ULúg
A490 mantMéléføCag A325 b:uEnþCaTUeTAeKRtUvkarvacMnYnticCag.
kñúgkrNIxøH b‘ULúg A490 nig A325 RtUv)antMeLIgCamYynwgkMrittwgEdleFVIeGayBYkvargnUvkM
laMgTajFMEmnETn. ]TahrN_ kMlaMgTajdMbUgenAkñúgb‘ULúg A325 Ggát;p©it 5 / 8in. GacFMesμInwg
19kips = 85KN . bBa¢IénkMlaMgTajGb,brmasMrab;tMNTaMgenaHRtUvkarRtUv)aneGayenAkñúg AISC
Table J3.1, Minimum Bolt Tension. tMélnImYy²esμInwg 70% énersIusþg;TajGb,brmarbs;b‘ULúg.
244 tMNsamBaØ

16. T.chhay
eKalbMNgEdleKRtUvkarkMlaMgTajFMEbbenHKWedIm,ITTYl)ankMlaMgrwtEdlbgðajenAkñúgrUbTI 7>12.
b‘ULúgEbbenHRtUv)aneKehAfa fully tensioned.
enAeBlEdlex©ARtUv)anmYlP¢ab;eTAnwgb‘ULúg EpñkEdlRtUvP¢ab;rgnUvkMlaMgsgát; ehIyb‘ULúglUt.
düaRkaGgÁesrI (free body diagram) enAkñúgrUbTI 7>12 a bgðajfakMlaMgsgát;srubEdlmanGMeBIelI
EpñkEdlRtUvP¢ab;esμInwgkMlaMgTajenAkñúgb‘ULúg. RbsinebIeKGnuvtþkMlaMgxageRkA P kMlaMgkkitnwg
ekItmanenAcenøaHEpñkP¢ab;. kMlaMgGtibrmaEdlGacekItmanKW
F = μN
Edl μ CaemKuNkkitsþaTicrvagEpñkEdlRtUvP¢ab; ehIy N CakMlaMgsgát;EdlmanGMeBIenAelIépÞxag
kñúg. tMélrbs; μ GaRs½ynwglkçxNÐépÞrbs;Edk ]TahrN_dUcCa épÞrbs;vamanlabfñaM b¤manERcHsIu.
dUcenHb‘ULúgnImYy²enAkñúgkartP¢ab;RtUvmanlT§PBedIm,ITb;Tl;nwgbnÞúk P = F . RbsinebIkMlaMgkkit
minFM vanwgminman bearing b¤ shear. RbsinebI P FMCag F slip ekIteLIg enaH shear nig bearing nwg
CHT§iBldl;lT§PaBrbs;tMN.
245 tMNsamBaØ

17. T.chhay
kartMeLIg Installation
etIeKTTYl)ankMlaMgTajFMEdlmanPaBsuRkitedayrebobNa? bc©úb,nñeKmanviFIsaRsþEdl
GnuBaØateGaycMnYnbYnsMrab;kartMeLIgb‘ULúgersIusþg;x<s; (RCSC, 1994).
!> Turn-of-the-nut method. viFIenHQrelIlkçN³bnÞúk-kMhUcRTg;RTay (load-deforma-
tion characteristic) rbs;eRKOgP¢ab; nigEpñkEdlRtUvP¢ab;. ex©AEdlmYlP¢ab;eTAnwgb‘ULúgGaceFVIeGay
b‘ULúglUtsac;. TMnak;TMng stress-strain sMrab;sMPar³b‘ULúgGacRtUv)aneRbIedIm,IKNnakMlaMgTajenA
kñúgb‘ULúg. dUcenHsMrab;RKb;TMhM nigRbePTrbs;b‘ULúg cMnYnCMumYlex©AEdlRtUvkaredIm,IbegáItkMlaMgTaj
GacRtUv)anKNna. Table 5 enAkñúg high-strength bolt specification (RCSC, 1994) eGaynUvcMnYn
CMurbs;ex©AEdlRtUvkarsMrab;TMhMepSg²rbs;b‘ULúgkñúgTMrg;pleFobRbEvgelIGgát;p©it. viFIsaRsþenHeK
eRbI ordinary spud wrench.
@> Calibrated wrench tightening. kñúgviFIsa®sþenHeKRtUveRbI torque wrench. kMlaMgrmYl
EdlRtUvkaredIm,ITTYlkMlaMgTajkMNt;enAkñúgb‘ULúgRtUv)ankMNt;edaykarrwtbNþwgb‘ULúgenHCamYy]b
krN_EdlbgðajkMlaMgTah.
#> Alternated wrench bolts. eKRtUvkar wrench BiessedIm,ItMeLIgb‘ULúg. karRtYtBinitükar
gartMeLIgenHmanlkçN³gayRsYlCaBiess.
$> Direct tension indicators. sMPar³EdleKniymeRbIenAkñúgviFIsaRsþenHKW washer Edlman
protrusion enAelIépÞrbs;va. enAeBlEdleKrwtb‘ULúg protrusion rgnUvkMlaMgsgát;EdlsmamaRteTA
nwgkMlaMgTajenAkñúgb‘ULúg.
7>6> Shear Strength of High-Strength Bolts
Design shear strength rbs;b‘ULúg A325 nig A490 KW φRn EdlemKuNersIusþg; φ = 0.75 . dUc
Kñanwgb‘ULúgFmμtaEdr nominal shear strength rbs;b‘ULúgersIusþg;x<s;RtUv)aneGayeday ultimate
shearing stress KuNnwg nominal bolt area. Etb‘ULúg A307 mindUcb‘ULúg A325 nig A490 Rtg; shear
strength rbs;b‘ULúgersIusþg;x<s;GaRs½ynwgeFμjrbs;b‘ULúgsßitenAkñúgbøg;kat;b¤ minsßitenAkñúgbøg;kat;.
edIm,IsMrYlkñúgkareRbI reduced cross-sectional area enAeBlEdlEpñkEdlmaneFμjrgnUvkMlaMgkat;
TTwg enaH ultimate shearing stress rbs;vaRtUvKuNnwg 0.75 EdlCapleFobRbhak;RbEhlénRkLa
246 tMNsamBaØ

18. T.chhay
épÞEdlmaneFμj elIRkLaépÞEdlKμaneFμj. ersIusþg;RtUv)aneGayenAkñúg AISC Table J3.2 ehIy
RtUv)ansegçbenAkñúgtarag 7>1 . AISC Table J3.2 sMedAeFμjenAkñúgbøg;kat;Ca “not excluded from
shear planes” ehIysMedAeFμjEdlminenAkñúgbøg;kat;Ca “excluded from shear planes”. RbePTTI
mYy eFμjsßitenAkñúgbøg;kat; eKsMedACaRbePTtMN “N” ehIyb‘ULúg A325 énRbePTenHGacsMKal;
eday A325 − N . karsMKal; “X” GacRtUv)aneRbIedIm,IbgðajfaeFμjminsßitenAkñúgbøg;kat;eT ]Ta-
hrN_ A325 − X .
tarag 7>1
Nominal shear strength
eRKOgP©ab; Rn = Fv Ab
US IS
A325/ eFμjenAkñúgbøg;kat; 48 Ab 330 Ab
A325 / eFμjminenAkñúgbøg;kat; 60 Ab 415 Ab
A490 / eFμjenAkñúgbøg;kat; 60 Ab 415 Ab
A490 / eFμjminenAkñúgbøg;kat; 75 Ab 520 Ab
]TahrN_7>4³ kMNt; design strength rbs;tMNEdlbgðajenAkñúgrUbTI 7>13. GegÁt bolt shear,
bearing nig tensile strength rbs;Ggát;. b‘ULúgEdleRbICaRbePT A325 Ggát;p©it 7 / 8in. ehIyeFμj
rbs;vaminsßitenAkñúgbøg;kat;. Ggát;CaRbePTEdk A572 Grade 50 .
dMeNaHRsay³ shear strength sMrab;b‘ULúgmYy
π (7 / 8)2
Ab = = 0.6013in.2
4
247 tMNsamBaØ

19. T.chhay
φRn = φFv Ab = 0.75(60)(0.6013) = 27.06kips
sMrab;b‘ULúgbI
φRn = 3(27.06) = 81.2kips
Bearing strength ³ sMrab;karKNna bearing strength eRbIGgát;p©itrn§
1 7 1 15
h=d+ = + = in.
16 8 16 16
RtYtBinitü bearing EdlekItmanTaMgelI Ggát;rgkarTaj nig gusset plate. sMrab;Ggát;rgkarTaj nig
b‘ULúgEdlenAEk,rRCugEKmCageKrbs;Ggát;
h 15 / 16
Lc = Le − = 1.25 − = 0.7812in.
2 2
2d = 2(7 / 8) = 1.75in.
edaysar Lc < 2d
⎛1⎞
φRn = φ (1.2 Lc tFu ) = 0.75(1.2)(0.7812)⎜ ⎟(65) = 22.85kips
⎝2⎠
sMrab;RbehagepSgeTot
15
Lc = s − h = 2.75 − = 1.812in. > 2d
16
⎛ 7 ⎞⎛ 1 ⎞
dUcenH φRn = φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟⎜ ⎟(65) = 51.19kips
⎝ 8 ⎠⎝ 2 ⎠
Bearing strength sMrab;Ggát;rgkarTajKW
φRn = 22.85 + 2(51.19) = 125kips
KNna bearing strength rbs; gusset plate. sMrab;rn§EdlenAEk,rRCugEKmrbs; gusset CageK
h 15 / 16
Lc = Le − = 1.5 − = 1.031in. < 2d
2 2
⎛3⎞
dUcenH φRn = φ (1.2 Lc tFu ) = 0.75(1.2)(1.031)⎜ ⎟(65) = 22.62kips
⎝8⎠
sMrab;Rbehagd¾éTeTot
15
Lc = s − h = 2.75 − = 1.812in. > 2d
16
⎛ 7 ⎞⎛ 3 ⎞
dUcenH φRn = φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟⎜ ⎟(65) = 38.39kips
⎝ 8 ⎠⎝ 8 ⎠
Bearing strength rbs; gusset plate KW
φRn = 22.62 + 2(38.92 ) = 99.4kips
248 tMNsamBaØ

20. T.chhay
Gusset plate man strength tUcCag dUcenH bearing strength sMrab;tMNKW
φRn = 99.4kips
RtYtBinitü tensile strength rbs;Ggát;rgkarTaj.
Tension on the gross atea:
⎛ 1⎞
φt Pn = φt Fy Ag = 0.90(50 )⎜ 3 × ⎟ = 67.5kips
⎝ 2⎠
Tension on the net area: muxkat;TaMgGs;rbs;Ggát;RtUv)antP¢ab; dUcenHvaminman shear lag eT
dUcenHeyIg)an Ae = An . eRbIGgát;Rbehag
1 7 1
h = d + = + = 1.0in.
8 8 8
Design strength KW
φt Pn = φt Fu Ae = φt Fu t (wg − ∑ h ) = 0.75(65)⎜ ⎟[3 − 1(1.0)] = 48.8kips
⎛1⎞
⎝2⎠
karTajenAelI net section mantMéltUcCageK
cMeLIy³ Design strength rbs;tMNKW 48.8kips
7>7> Slip-Critical Connections
eKcat;cMNat;fñak;kartP¢ab;EdleRbIb‘ULúgersIusþg;x<s;Ca slip-critical connection b¤ bearing-
type connection. Slip-critical connection CakartP¢ab;EdleKminGnuBaØateGayman slip Edlmin
RtUvFMCagkMlaMgkkit. sMrab; bearing-type connection eKGnuBØateGayman slip ehIy shear nig
bearing ekIteLIgFmμta. enAkñúgRbePTeRKOgbgÁúMxøH CaBiesss<an kMlaMgEdlmanGMeBIelItMNGacekIt
eLIgCalkçN³xYb. kñúgkrNIEbbenH fatigue rbs;eRKOgP¢ab;GackøayCaeRKaHfñak;RbsinebIeKGnuBaØat
eGayman slip rYmCamYynwgkarekIteLIgsarcuHsareLIg enaHeKRtUvRtYtBinitü slip-critical connec-
tion. enAkñúgeRKOgbgÁúMCaeRcIn eKGnuBaØateGayman slip ehIy bearing-type connection RtUvEt
RKb;RKan;. ¬b‘ULúg A307 RtUv)aneRbIsMrab;Et bearing-type connection¦. sMrab; slip-critical
connection eKcaM)ac;RtUvEteFVIkartMeLIgeGay)anl¥ edIm,ITTYlnUvkMlaMgTajdMbUgRKb;RKan;dUcEdl)an
erobrab;. AISC J1.11 erobrab;BIsßanPaBkMNt;Edlb‘ULúgersIusþg;x<s;RtUvEtmankMlaMgTajeBj. enA
kñúg bearing-type connection tMrUvkarcaM)ac;EtmYyKt;kñúgkartMeLIgb‘ULúgKWeKRtUvpþl;nUvkMlaMgTaj
249 tMNsamBaØ

21. T.chhay
RKb;RKan;edIm,IeGayépÞb:HKñaGacTb;Tl;Kña)aneTAvijeTAmk. kartMeLIgenHbegáItnUv snug-tight
condition Edl)anerobrab;enAkñúg turn-of-the-nut method.
eTaHbICatamRTwsþI slip-critical connection minRbQmnwg shear nig bearing k¾eday
k¾eKRtUvEtman shear strength nig bearing strength RKb;RKan;sMrab;krNI overload EdlGaceFVIeGay
ekItman slip.
edIm,IkarBar slip eKRtUvmanEdnkMNt;sMrab; service load b¤ factored load. eTaHbICakar
karBar slip mansar³sMxan;sMrab; serviceability requiremnent k¾eday k¾ AISC Specification
GnuBaØateGay slip-critical strength GacQrelI service load b¤ factored load.
dUcEdl)anerobrab;BIxagelI lT§PaBTb;nwg slip CaGnuKmn_énplKuNrvagemKuNkkitsþaTic
nig normal force cenøaHEpñkP¢ab;. TMnak;TMngenHRtUv)anbgðajenAkñúg RCSC Specification Edl
eyIgeRbIenATIenHsMrab; slip-critical connection (RCSC, 1994). Slip-critical strength rbs;tMN KW
φRstr Edl φ = 1.0 sMrab; standard hole ehIy
Rstr = 1.13μTm N b N s (RCSC Equation LRFD 5.3)
Edl μ = mean slip coefficient ¬emKuNkkitsþaTic¦ = 0.33 sMrab;épÞ Class A
Tm = kMlaMgTajrbs;eRKOgP¢ab;Gb,brmaEdl)anBI AISC Table J3.1 b¤ RCSC Table 4
N b = cMnYnb‘ULúgenAkñúgtMN
N s = cMnYn slip plan ¬bøg;kat;¦
épÞ Class A CaépÞEdlmanEdkG‘uksIutenAépÞrbs;va. enAkñúg Specification manENnaMnUvRbePTépÞ
CaeRcIneTot EtenAkñúgesovePAenH eyIgeRbIEt épÞ Class A Edlpþl;nUv slip coefficient
tUcCageKbMput.
Slip-critical design strength sMrab;b‘ULúgmYyén single shear KW
φRstr = φ (1.13μTm N b N s ) = 1.0(1.13)(0.33)Tm (1)(1)
= 0.373Tm kips
]TahrN_ 7>5³ kartP¢ab;EdlbgðajenAkñúgrUbTI 7>14 eRbIb‘ULúg A325 Ggát;p©it 3 / 4in. EdleFμj
rbs;vasßitenAkñúgbøg;kat;. eKminGnuBaØateGayman slip. TaMgGgát;rgkarTaj nig gusset plate Ca
RbePTEdk A36 . kMNt; design strength.
250 tMNsamBaØ

22. T.chhay
dMeNaHRsay³ Shear strength: sMrab;b‘ULúgmYy
π (3 / 4 )2
Ab = = 0.4418in.2
4
φRn = φFv Ab = 0.75(48)(0.4418) = 15.90kips
sMrab;b‘ULúgbYnRKab;
φRn = 4(15.90) = 63.60kips
Slip-critical strength: edaysareKminGnuBaØateGayman slip enaHkartP¢ab;enHRtUv)ancat;Ca slip-
critical. BI AISC Table J3.1 kMlaMgTajkñúgb‘ULúgGb,brmaKW Tm = 28kips . BIsmIkar &>#/
φRstr = 0.373Tm = 0.373(28) = 10.4kips / bplt
sMrab;b‘ULúgbYn
φRstr = 4(10.4) = 41.6kips
Bearing strength: edaysarcMgayeTARCugEKmmanRbEvgdUcKña ehIy gusset palte esþIgCagr)ar enaH
eyIgenwgeRbI gusset plate EdlmankMras; 3 / 8in. edIm,IKNna bearing strength.
Ggát;p©itRbehag
1 3 1 13
h=d+ = + = in.
16 4 16 16
sMrab;RbehagEdlenACitRCugEKmrbs; gusset plate CageK
h 13 / 16
Lc = Le − = 1.5 − = 1.094in.
2 2
⎛3⎞
2d = 2⎜ ⎟ = 1.5in.
⎝4⎠
edaysar Lc < 2d
251 tMNsamBaØ

23. T.chhay
⎛3⎞
φRn = φ (1.2 Lc tFu ) = 0.75(1.2 )(1.094)⎜ ⎟(58) = 21.42kips / bolt
⎝8⎠
sMrab;d¾éTeTot
13
Lc = s − h = 3 − = 2.188in. > 2d
16
dUcenH φRn = φ (2.4dtFu ) = 29.36kips / bolt
Bearing strength sMrab;kartMNKW
φRn = 2(21.42) + 2(29.36 ) = 102kips
RtYtBinitü tensile strength rbs;Ggát;rgkarTaj
karTajenAelI gross area:
⎛ 1⎞
φt Pn = φt Fy Ag = 0.90(36 )⎜ 6 × ⎟ = 97.2kips
⎝ 2⎠
karTajenAelI net area: muxkat;TaMgmUlrbs;Ggát;RtUv)antP¢ab; dUcenHvaKμan shear lag eT enaHeyIg
TTYl)an Ae = An .
Ggát;p©itRbehag
1 3 1 7
h=d+ = + = in.
8 4 8 8
Design strength KW
φt Pn = φt Fu Ae = φt Fu t (wg − ∑ h ) = 0.75(58)⎜ ⎟ ⎢6 − 2⎜ ⎟⎥ = 92.4kips
⎛ 1 ⎞⎡ ⎛ 7 ⎞⎤
⎝ 2 ⎠⎣ ⎝ 8 ⎠⎦
Block shear stredngth: failure blocksMrab; gusset plate manTMhMdUcTMhMsMrab;Ggát;rgkarTajEdr
EtxuxKñaRtg;kMras; ¬rUbTI 7>14 b¦. Gusset plate EdlmankMras;esþIgCagnwgmanersIusþg;tUcCag.
vaman shear-failure plane cMnYnBIr³
Agv = 2 ×
3
(3 + 1.5) = 3.375in.2
8
edaysarvaman 1.5 Ggát;p©itRbehagkñúgmYyCYredkrbs;b‘ULúg
3⎡ ⎛ 7 ⎞⎤
Anv = 2 × ⎢(3 + 1.5) − (1.5)⎜ ⎟⎥ = 2.391in.2
8⎣ ⎝ 8 ⎠⎦
sMrab;RkLaépÞrgkarTaj
Agt =
3
(3) = 1.125in.2
8
3⎛ 7⎞
Ant = ⎜ 3 − ⎟ = 0.7969in.2
8⎝ 8⎠
252 tMNsamBaØ

24. T.chhay
AISC Equation J4-3a eGay
[ ]
φRn = φ 0.6 Fy Agv + Fu Ant = 0.75[0.6(36 )(3.375) + 58(0.7969 )]
= 0.75[72.90 + 46.22] = 89.3kips
AISC Equation J4-3b eGay
[ ]
φRn = φ 0.6 Fy Anv + Fy Agt = 0.75[0.6(58)(2.391) + 36(1.125)]
= 0.75[83.21 + 40.50] = 92.8kips
tY fracture ¬EdlBak;Bn§½nwg Fu ¦ enAkñúgsmIkarTIBIrmantMélFMCagenAkñúgsmIkarTImYy dUcenH AISC
Equation 4.3b lub.
design strength sMrab; block shear = 92.8kips
kñúgcMeNamsßanPaBkMNt;TaMgGs;Edl)aneFVIkarGegát eyIgeXIjfaersIusþg;EdlRtUvKñanwg slip mantM
éltUcCageK.
cMeLIy³ Design strength rbs;tMNKW 41.6kips
]TahrN_ 7>6³ Ggát;rgkarTajkMras; 5 / 8in. RtUv)antP¢ab;eTAnwg splice plate kMras; 1 / 4in. cMnYnBIr
dUcEdl)anbgðajenAkñúgrUbTI 7>15. bnÞúkEdl)anbgðajCabnÞúk service load. eKeRbIEdk A36 nig
b‘ULúg A325 Ggát;p©it 5 / 8in. . RbsinebIeKGnuBaØateGayman slip etIeKRtUvkarb‘ULúgb:unμanRKab;?
GkS½rbs;b‘ULúgnImYy²EdlbgðajKWCaCYrrbs;b‘ULúgkñúgTisTTwgrbs;bnÞHEdk.
253 tMNsamBaØ

25. T.chhay
dMeNaHRsay³ Shear: sMrab; shear, norminal bolt area KW
π (5 / 8)2
Ab = = 0.3068in.2
4
snμt;fa eFμjb‘ULúgsßitenAkúñgbøg;kat;. enaH design strength sMrab;b‘ULúgmYyKW
φRn = φFv Ab × 2planes of shear = 0.75(48)(0.3068)(2) = 22.09kips
Bearing: Beating force enAelIGgát;rgkarTajkMras; 5 / 8in. nwgFMCag bearing force enAelI splice
plate kMras; 1 / 4in. nImYy² BIrdg. edaysarbnÞúksrubenAelI splice plates esμInwgbnÞúkenAelIGgát;
rgkarTaj enaH splice plate nwgmaneRKaHfñak;enAeBlEdlkMras;srubrbs; splice plate esþIgCag
kMras;rbs;Ggát;rgkarTaj. eRbIGgát;p©itRbehag
1 5 1 11
h=d+ = + = in.
16 8 16 16
sMrab;RbehagEdlenAEk,rRCugEKmCageK
h 11 / 16
Lc = Le − = 1.5 − = 1.156in.
2 2
⎛5⎞
2d = 2⎜ ⎟ = 1.25in.
⎝8⎠
edaysar Lc < 2d / bearing strength KW
⎛1 1⎞
φRn = φ (1.2 Lc tFu ) = 0.75(1.2)(1.156)⎜ + ⎟(58) = 30.17kips / bolt
⎝4 4⎠
sMrab;rn§déTeTot
11
Lc = s − h = 3 − = 2.312in. > 2d
16
⎛ 5 ⎞⎛ 1 1 ⎞
dUcenH φRn = φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟⎜ + ⎟(58) = 32.62kips / bolt
⎝ 8 ⎠⎝ 4 4 ⎠
Shearing strength kñúgb‘ULúgmYyKWtUcCagtMél bearing TaMgBIr dUcenHersIusþg;rbs;tMNKW 22.09kips .
bnÞúkemKuNKW
Pu = 1.2 D + 1.6 L = 1.2(25) + 1.6(25) = 70kips
cMnYnb‘ULúgEdlRtUvkar =
total load
load per bolt
70
= = 3.17bolts
22.09
cMeLIy³ eRbIb‘ULúgbYn EdlkñúgmYyCYrmanBIrRKab; enAelIRCugnImYy²rbs; splice. b‘ULúgcMnYn R)aMbI
RKab;GacRtUvkarsMrab;kartP¢ab;enH.
254 tMNsamBaØ

26. T.chhay
]TahrN_ 7>7³ C 6 ×13 EdlbgðajenAkñúgrUbTI 7>16 RtUv)aneRCIserIsedIm,ITb;Tl;nwgbnÞúkTajem
KuN 108kips . Ggát;enHRtUv)anP¢ab;eTAnwg gusset plate kMras; 3 / 8in. CamYynwgb‘ULúg A325
EdlmanGgát;p©it 7 / 8in. . ]bmafaeFμjrbs;b‘ULúgsßitenAkñúgbøg;énkMlaMgkat;TTwg ehIyeKGnuBaØat
eGayman slip sMrab;kartP¢ab;enH. kMNt;cMnYn nigeFVIkartMerobb‘ULúgy:agNaedIm,ITTYl)anRbEvgt
P¢ab; h Gb,brma. eKeRbIEdk A36 .
dMeNaHRsay³ kMNt;lT§PaBrbs;b‘ULúgeTal
kMlaMgkat;TTwg³
π (7 / 8)2
Ab = = 0.6013in.2
4
φRn = φFv Ab = 0.75(48)(0.6013) = 21.65kips
bearing³ edaysarkMras;rbs; gusset plate esþIgCaRTnugrbs;Edk channel dUcenH bearing strength
rbs; gusset plate nwgtUcCagEdk channel. snμt;faRbEvg Lc EdlRsbnwgkMlaMgEdlGnuvtþmantMél
FMCag 2d sMrab;b‘ULúgTaMgGs;. enaH
⎛ 7 ⎞⎛ 3 ⎞
φRn = φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟⎜ ⎟(58) = 34.26kips
⎝ 8 ⎠⎝ 8 ⎠
enaH kMlaMgkat;TTwglub. dUcenH
cMnYnb‘ULúgEdlRtUvkar = 21.65 = 4.99
108
eTaHbICab‘ULúg 5 pþl;nUversIusþg;RKb;RKan;k¾eday k¾eKsakl,gb‘ULúg 6RKab;EdlGacerobCalkçN³
sIuemRTI edaymanb‘ULúg 3RKab;BIrCYr dUcbgðajenAkñúgrUbTI 7>17. ¬b‘ULúgBIrCYrRtUv)aneRbIedIm,I
TTYl)anRbEvgtP¢ab;Gb,brma¦. eyIgmin)andwgfaetIkarKNnamuxkat;Ggát;rgkarTajenHQrelI
karsnμt;eRKOgP¢ab;b:unμanCYr dUcenHlT§PaBTb;karTajrbs;Edk channel CamYynwgb‘ULúgBIrCYrRtUv)an
RtYtBinitümunnwgdMeNIrkarKNnakartP¢ab;bnþ.
255 tMNsamBaØ

27. T.chhay
karTajenAelI gross area:
φt Pn = 0.90 Fy Ag = 0.90(36 )(3.83) = 124kips
net area
An = 3.83 − 2(1.0)(0.437 ) = 2.96in.2
edaysareyIgminTan;sÁal;RbEvgtP¢ab;BitR)akd dUcenHeyIgRtUveRbItMélmFümrbs; U BI
Commentary.
Ae = UAn = 0.85(2.96) = 2.51in.2
kMlaMgTajenAelI net area
φt Pn = 0.75Fu Ae = 0.75(58)(2.51) = 109kips ¬lub¦
dUcenH lT§PaBrbs;Ggát;rgkarTajKWQrelIb‘ULúgBIrCYr.
RtYtBinitüKMlat nigRbEvgeTARCugEKmtamTisEkgnwgkMlaMg. BI AISC J3.3
KMlatGb,brma = 2.667⎛ 7 ⎞ = 2.33in.
⎜ ⎟
⎝8⎠
BI AISC Table J3.4
RbEvgeTARCugEKmGb,brma = 1 18 in.
KMlat 3in. nigRbEvgeTARCugEKm1 12 in. nwgRtUv)aneRbIkñúgTisEkgnwgkMlaMg.
eKGackMNt;RbEvgtP¢ab;Gb,brmarbs;kartP¢ab;edayeRbIKMlat nigRbEvgeTARCugEKmGnuBaØat
Gb,brmakñúgTisbeNþay ¬RsbnwgkMlaMg¦. KMlatGb,brmakñúgTisnImYy²KW 2 2 3 d = 2.33in. .
sakl,g 2 12 in. . RbEvgeTARCugEKmGb,brmaKW 1 18 in. . cMgayGb,brmaTaMgenHnwgRtUv)aneRbI
sMrab;epÞógpÞat; bearing strength rbs;kartP¢ab;. sMrab;karKNna bearing strength eKeRbIGgát;p©it
rn§
1 7 1 15
h=d+ = + = in.
16 8 16 16
sMrab;RbehagEdlenAEk,rRCugEKmrbs; gusset plate CageK
256 tMNsamBaØ

28. T.chhay
h 15 / 16
Lc = Le − = 1.125 − = 0.6562in.
2 2
2d = 2(7 / 8) = 1.75in.
edaysar Lc < 2d bearing strength KW
⎛3⎞
φRn = φ (1.2 Lc tFu ) = 0.75(1.2)(0.6562)⎜ ⎟(58) = 12.85kips / bolt
⎝8⎠
sMrab;Rbehagd¾éTeTot
15
Lc = s − h = 2.5 − = 1.562in. < 2d
16
dUcenH φRn = φ (1.2LctFu ) = 0.75(1.2)(1.562)⎜ 8 ⎞(58) = 30.58kips / bolt
⎛3
⎝ ⎠
⎟
Bearing strength srubsMrab;kartP¢ab;KW
φRn = 2(12.85) + 4(30.58) = 148kips > Pu = 108kips (OK)
rUbTI 7>18 bgðajBIkartP¢ab;sakl,gsMrab;RtYtBinitüemIl block shear enAkñúg gusset plate
¬sMrab;ragGrNImaRtén failure block enAkñúgEdl channel KWdUcKña b:uEnþ gusset plate mankMras;esþIg
Cag¦.
Shear areas:
Agv = (2.5 + 2.5 + 1.125)(2) = 4.594in.2
3
8
ehIyedaysarEtvamanRbehag 2.5 enAtamépÞkat;nImYy²
Anv =
3
[6.125 − 2.5(1.0)](2) = 2.719in.2
8
Tension area
Agt = (3) = 1.125in.2
3
8
ehIy Ant = (3 − 1.0) = 0.75in.2
3
8
RtYtBinitüsMrab; tension yield nig shear fracture CamYynwg AISC Equation J4-3a:
257 tMNsamBaØ

29. T.chhay
[
φRn = φ 0.6 Fy Agv + Fu Ant ]
= 0.75[0.6(36 )(4.594 ) + 58(0.75)] = 0.75[99.23 + 43.50] = 107.0kips
RtYtBinitüsMrab; tension fracture nig shear yield CamYynwg AISC Equation J4-3b:
φRn = φ [0.6 Fu Anv + Fy Agt ]
= 0.75[0.6(58)(2.719 ) + 36(1.125)] = 0.75[94.62 + 40.50] = 101.3kips
tY fracture ¬tYEdlBak;Bn§½nwg Fu ¦ enAkñúgsmIkarTIBIrmantMélFMCagtY fracture enAkñúgsmIkarTImYy
dUcenH smIkarTIBIrlub.
Design strength sMrab; block shear = 101.3kips < 108kips (N.G.)
viFIEdlsamBaØbMputkñúgkarbegáIn block shear strength sMrab;kartP¢ab;enHKWbegáIn shear area eday
begáInKMlatb‘ULúg. RbsinebIeKbegáInKMlat AISC Equation J4-3b enAEtlubdEdl. ebIeTaHbICaKM
latEdlRtUvkarGackMNt;eday trial and error k¾eday k¾eKGacedaHRsayedaypÞal;dUcEdleyIg
nwgeFVIenATIenH. BI AISC Equation J4-3b, eKeGay
0.75[0.6(58)Anv + 40.50] = 108kips
dUcenHeKRtUvkar Anv = 2.974in.2
Anv =
3
(2s + 1.125 − 2.5)(2) = 2.974in.2
8
dUcenH s = 2.67in.
yk s = 3in.
CamYynwgKMlat 3in. net shear area KW
Anv =
3
(3 + 3 + 1.125 − 2.5)(2) = 3.469in.2
8
ehIy block shear strength BI AISC Equation J4-3b KW
[
φRn = φ 0.6 Fu Anv + Fy Agt ]
= 0.75[0.6(58)(3.469 ) + 36(1.125)] = 0.75[120.7 + 40.50] = 120.9kips
edayeRbIKMlat nigRbEvgeTARCugEKmEdl)ankMNt; dUcenHRbEvgGb,brmaKW
h = 1.125 + 2 × 3 + 1.125 = 8.5in
cMeLIy³ eRbIkartP¢ab;lMGitEdlbgðajenAkñúgrUbTI 7>19.
258 tMNsamBaØ

30. T.chhay
kartMerobb‘ULúgenAkñúg]TahrN_ 7>7 manlkçN³sIuemRTIeFobnwgGkS½RsbnwgGkS½TIRbCMuTMgn;.
dUcenHkMlaMgpÁÜbEdlTb;Tl;kMlaMgEdlpþleGayedayeRKOgP¢ab;k¾eFVIGMeBItamGkS½enH ehIyragFrNI-
maRtenHRtUvKñanwgkartP¢ab;samBaØ. RbsinebIeKRtUvkarcMnYnb‘ULúgess ehIyeKeRbIBIrCYr vanwgminman
PaBsIuemRTIeT ehIykartP¢ab;nwgmanlkçN³cakp©it. kñúgkrNIEbbenH GñkKNnamuxkat;nwgmanCMerIs
eRcIn³ ¬!¦ minKitcMNakp©it edaysnμt;faT§BlenHGacecal)an/ ¬@¦ KitcMNakp©it/ ¬#¦ eRbIkartM
erobqøas; (staggered pattern) EdlGacrkSanUvPaBsIuemRTI/ b¤ ¬$¦ bEnßmcMnYnb‘ULúgedIm,ITTYl)an
kartMerobEdlmanlkçN³sIuemRTI. visVkrPaKeRcInRbEhlCanwgeRCIserIsCMerIscugeRkay.
]TahrN_ 7>8³ Ggát;rgkarTajRbEvg 13 ft nigkartP¢ab;rbs;vaRtUv)anKNnasMrab; service dead
load 8kips nig service live load 22kips . eKminGnuBaØateGayman slip sMrab;kartP¢ab;enHeT.
Ggát;enHRtUv)antP¢ab;eTAnwg gusset plate kMras; 3 / 8in. dUcbgðajenAkñúgrUbTI 7>20. eRbIEdkEkg
eTal (single angle) sMrab;Ggát;rgkarTaj. eRbIb‘ULúg A325 nigEdk A572 grade 50 sMrab;Ggát;rg
karTaj nig gusset plate.
dMeNaHRsay³ bnÞúkemKuNEdlRtUvTb;Tl;KW
Pu = 1.2 D + 1.6 L = 1.2(8) + 1.6(22) = 44.8kips
259 tMNsamBaØ

31. T.chhay
edaysarTMhMb‘ULúg nigkartMerobb‘ULúgCHT§iBldl; net area rbs;Ggát;rgkarTaj eyIgnwgcab;epþIm
CamYynwgkareRCIserIsb‘ULúg. yuT§saRsþKWkareRCIserIssMrab;karsakl,g/ kMNt;cMnYnb‘ULúgEdlRtUv
kar/ rYcbnÞab;mksakl,gTMhMepSgeTotRbsinebITMhMEdl)ansakl,gFMeBk b¤tUceBk. Ggát;p©itb‘U
LúgsßitenAcenøaHBI 1/ 2in. ≈ 13mm eTA 1 12 in. ≈ 38mm edayekIneLIgmþg 1 / 8in. ≈ 3mm
sakl,gb‘ULúg 5 / 8in. . Nominal bolt area KW
π (5 / 8)2
Ab = = 0.3068in.2
4
Shear strength KW
φRn = φFv Ab = 0.75(48)Ab = 0.75(48)(0.3068)
= 11.04kips / bolt ¬edaysnμt;faeFμjsßitenAkñúgbøg;kat;¦
edayeKminGnuBaØateGayman slip dUcenHkartP¢ab;enHCa slip-critical. eyIgsnμt;épÞ Class A ehIy
sMrab;b‘ULúgGgát;p©it 5 / 8in. kMlaMgTajGb,brmaKW Tm = 19kips ¬BI AISC Table J3.1). BI RCSC
Equation LRFD 5.3, slip critical strength sMrab;b‘ULúgeTalKW
φRstr = φ (1.13μTm N b N s ) = 1.0(1.13)(0.33)(19)(1)(1) = 7.085kips / bolt
eday slip-critical strength tUcCag shear strength dUcenH slip-critical strength lub. eyIgnwgkM
Nt;cMnYnb‘ULúgedayQrelI slip-critical strength ehIyRtYtBinitü bearing bnÞab;BIeRCIserIsGgát;
¬edaysar bearing strength minGackMNt;)an Tal;EteKsÁal;kMras;Ggát;sin¦. dUcenH
cMnYnb‘ULúg = load per bolt = 7.085 = 6.3bolts
total load 44.8
dUcenHeKRtUvkarb‘ULúgy:agtic 7 RKab;. RbsinebIeKeRbIBIrCYr eKRtUvbEnßmb‘ULúgmYyRKab;edIm,IrkSaPaB
sIuemRTI. rUbTI 7>21 bgðajBIkartMerobb‘ULúgEdlmanCaeRcInTMrg;. kartMerobb‘ULúgTaMgenHeKGaceRbI
)anTaMgGs; EtRbEvgénkartP¢ab;GacRtUv)ankat;bnßyedayeRbITMhMb‘ULúgFM nigcMnYntic.
sakl,gb‘ULúgEdlmanGgát;p©it 7 / 8in. . Nominal bolt area KW
π (7 / 8)2
Ab = = 0.6013in.2
4
Shear strength KW
φRn = 0.75(48)Ab = 0.75(48)(0.6013)
= 21.65kips / bolt ¬edaysnμt;faeFμjsßitenAkñúgbøg;kat;¦
260 tMNsamBaØ

32. T.chhay
kMlaMgTajGb,brmasMrab;b‘ULúg A325 Ggát;p©it 7 / 8in. KW Tm = 39kips dUcenH slip-critical
strength KW
φRstr = φ (1.13μTm N b N s ) = 1.0(1.13)(0.33)(39)(1)(1) = 14.54kips / bolt ¬lub¦
eKRtUvkarb‘ULúgEdlmanGgát;p©it 7 / 8in. cMnYn
44.8
= 3.1bolts
14.54
dUcenHeyIgeRbIb‘ULúg A325 EdlmanGgát;p©it 7 / 8in. cMnYn 4 RKab;. BI AISC J3.3, KMlatGb,brmaKW
⎛7⎞ ⎛7⎞
s = 2.667 d = 2.667⎜ ⎟ = 2.33in. ¬b¤sMrab;karniym/ 3d = 3⎜ ⎟ = 2.62in. ¦
⎝8⎠ ⎝8⎠
BI AISC Table J3.4, cMgayeTARCugEKmKW
Le = 1.5in. ¬edaysnμt; sheared edges¦
edaysakl,gkartMerobdUcbgðajenAkñúgrUbTI 7>22 eRCIserIsGgát;rgkarTaj. Gross area EdlRtUv
karKW
Pu 44.8
Ag ≥ = = 0.996in.2
0.9 Fy 0.9(50)
Effective net area EdlRtUvkarKW
Pu 44.8
Ae ≥ = = 0.9190in.2
0.75Fy 0.75(36)
edaysar effective net area KW Ae = UAn / net area EdlRtUvkarKW
requiredAe
An =
U
BIkartMerobb‘ULúgEdlbgðajenAkñúgrUbTI 7>22/ CamYynwgb‘ULúgeRcInCagBIrkñúgTisénkMlaMgEdlGnuvtþ
tMélmFümrbs; U BI Commentary to the AISC Specification KW 0.85 . ¬enAeBlEdleKeRCIserIs
Ggát;rYcehIy eKGackMNt;tMél U CamYynwg AISC Equation B3-2¦. dUcenH
261 tMNsamBaØ

33. T.chhay
0.9190
An ≥ = 1.08in.2
0.85
cMNaMfa net area EdlRtUvkarKWFMCag gross area EdlRtUvkar. kaMniclPaBGb,brmaEdlRtUvkarKW
L 13(12)
rmin = = = 0.52in.
300 300
sakl,g L3 12 × 2 12 × 14
Ag = 1.44in.2 > 0.996in.2 (OK)
rmin = rz = 0.544in. > 0.52in. (OK)
sMrab;karKNna net area, eRbIGgát;p©itrn§ 7 8 + 18 = 1.0in.
⎛1⎞
An = Ag − Ahole = 1.44 − 1.0⎜ ⎟ = 1.190in.2 > 1.08in.2 (OK)
⎝4⎠
KNna U CamYynwg AISC Equation B3-2:
x
U =1− ≤ 0.9
L
0.785
= 1− = 0.913
9
edaysartMélenHFMCag 0.9 / dUcenHeRbI U = 0.9 . Effective net area KW
Ae = UAn = 0.9(1.190) = 1.071in.2 > 0.9190in.2 (OK)
RtYtBinitü bearing strength. cMgayeTARCugEKmsMrab;EdkEkgesμInwgcMgayeTARCugEKmsMrab; gusset
plate ehIyedaysarEdkEkgmankMras;esþIgCag gusset plate dUcenHeyIgeRbIEdkEkgEdlmankMras;
1 / 4in. sMrab;KNna bearing strength. sMrab;karKNna bearing strength, eyIgeRbIGgát;p©itRbehag
1 7 1 15
h=d+ = + = in.
16 8 16 16
sMrab;RbehagEdlenAEk,RCugEKmGgát;CageK
h 15 / 16
Lc = Lc − = 1.5 − = 1.031in.
2 2
262 tMNsamBaØ

34. T.chhay
2d = 2(7 / 8) = 1.75in.
edaysar Lc < 2d / bearing strength KW
⎛1⎞
φRc = φ (1.2 Lc tFu ) = 0.75(1.2)(1.031)⎜ ⎟(65) = 15.08kips / bolt
⎝4⎠
sMrab;Rbehagd¾éTeTot
15
Lc = s − h = 3 − = 2.062in. > 2d
16
⎛ 7 ⎞⎛ 1 ⎞
dUcenH φRn = φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟⎜ ⎟(65) = 25.59kips / bolt
⎝ 8 ⎠⎝ 4 ⎠
Bearing strength srubsMrab;kartP¢ab;KW
φRn = 15.08 + 3(25.59) = 91.9kips > Pu = 44.8kips (OK)
RtYtBinitü block shear. CamYynwgb‘ULúgEdlP¢ab;enAelIeCIgEvgCamYynwgcMgayKMlat ¬emIlCMBUk
III/ rUbTI 3>22¦ failure block RtUv)anbgðajenAkñúgrUbTI 7>23. Shear area KW
Agv =
1
(1.5 + 9) = 2.625in.2
4
Anv = [1.5 + 9 − 3.5(1.0)] = 1.750in.2
1
4
¬Ggát;p©itRbehagmancMnYn 3.5 ¦
Tension area KW
Agt =
1
(1.5) = 0.3750in.2
4
Ant = [1.5 − 0.5(1.0)] = 0.25in.2
1
4
¬Ggát;p©itRbehagmancMnYn 0.5 ¦
AISC Equation J4-3a eGay
[
φRn = φ 0.6 F y Agv + Fu Ant ]
= 0.75[0.6(50 )(2.625) + 65(0.25)] = 0.75(78.75 + 16.25) = 71.2kips
263 tMNsamBaØ

35. T.chhay
AISC Equation J4-3b eGay
[
φRn = φ 0.6 Fu Anv + Fy Agt ]
= 0.75[0.6(65)(1.75) + 50(0.375)] = 0.75(68.25 + 18.75) = 65.2kips
smIkar J4-3bmantY fracture FMCag dUcenHsmIkarenHlub. dUcenH block shear strength KW
φRn = 65.2kips > Pu = 44.8kips (OK)
cMeLIy³ eRbI L3 1 2 × 2 12 × 1 4 CamYynwgkartP¢ab;enAelIeCIgEvg. eRbIb‘ULúg A325 Ggát;p©it 7 8 in.
dUcbgðajenAkñúgrUbTI 7>24.
7>8> b‘ULúgersIusþg;x<s;rgkarTaj High-Strength Bolts in Tension
enAeBlEdlkMlaMgTajEdlGnuvtþelIb‘ULúgedayKμankMlaMgTajedIm (initial tension) kMlaMg
TajenAkñúgb‘ULúgesμInwgkMlaMgEdlGnuvtþ. b:uEnþ RbsinebIb‘ULúgrgeRbkugRtaMg Epñkd¾FMrbs;kMlaMgEdl
GnuvtþRtUv)aneRbIedIm,Ibn§ÚrkMlaMgsgát; b¤kMlaMgrwt (clamping force) enAelIEpñkEdlRtUvtP¢ab; dUcEdl
kMNt;eday Kulak, Fisher, nig Struik (1987) ehIyRtUv)anbkRsayenATIenH. rUbTI 7>25 bgðajBI
tMNBüÜr (hanger connection) EdlpSMeLIgeday structural tee shape EdlRtUv)ancab;b‘ULúgeTAnwg
søabxageRkamrbs; W-shape nigrgnUvkMlaMgTaj. b‘ULúgeTal nwgcMENkénEpñkEdlRtUvtP¢ab;
RtUv)ansikSamun nigeRkayeBldak;bnÞúk.
264 tMNsamBaØ

36. T.chhay
düaRkamGgÁesrIrbs;kartP¢ab;muneBldak;bnÞúkRtUv)anbgðajenAkñúgrUbTI 7>26 a. ral;kMlaMg
TaMgGs;CakMlaMgkñúg. edIm,IPaBgayRsYl kMlaMgTaMgGs;RtUv)ansnμt;sIuemRTIeFobGkS½rbs;b‘ULúg
ehIycMNakp©itminRtUv)anKit. Rb sinebIeKBicarNaEpñkEdlRtUvtP¢ab;dac;edayELk kMlaMgrYmmankM
laMgTajrbs;b‘ULúg To nigkMlaMgrwt Ekg (normal clamping force) N o EdlbgðajenATIenHRtUv)an
BRgayesμI. edIm,IeGaymanlMnwg eKRtUvkar To = N o . enAeBlEdleKGnuvtþkMlaMgxageRkA kMlaMg
enAelIkartP¢ab;RtUv)anbgðajenAkñúgrUbTI 7>26 b Edl F tMNageGaykMlaMgTajsrubEdlGnuvtþ
mkelIb‘ULúgmYy. rUbTI 7>26 c bgðajkMlaMgEdlmanGMeBIelIdüaRkamGgÁesrIrbs;Epñkénsøabrbs;
structural tee nigEpñkEdlRtUvKñarbs;b‘ULúg. bUkkMlaMgtamTisGkS½b‘ULúg eyIgTTYl)an
T =F+N
kMlaMg F nwgbegáInkMlaMgTajrbs;b‘ULúg ehIyeFVIeGayvalUt)an δ b . kMlaMgsgát;enAkñúg
søabrbs; structurel atee nwgRtUv)ankat;bnßy CalT§plvamanbMlas;TI δ fl EdlmanTisdUc δ b .
TMnak;TMngrvagkMlaMgGnuvtþn_ nigbMErbMrYlkMlaMgTajrbs;b‘ULúgGacRtUv)ankMNt;dUcxageRkam³
BI elementary mechanics of materials, kMhUcRTg;RTaytamGkS½rbs;bnÞúktamGkS½Edl
GnuvtþelIGgát;KW³
265 tMNsamBaØ

37. T.chhay
δ=
PL
AE
¬&>$¦
Edl P=kMlaMgtamGkS½
L = RbEvgedIm
A = RkLaépÞmuxkat;
E = m:UDuleGLasÞic
BIsmIkar &>$ eyIgGacTajrkkMlaMg
AEδ
P=
L
¬&>%¦
dUcenHbMErbMrYlkMlaMgenAkñúgb‘ULúgEdlRtUvKñaeTAnwgkMhUcRTg;RTay δ b KW
A E δ
ΔT = b b b
Lb
¬&>^¦
BIsmIkar &>% eKTTYl)anbMErbMrYlkMlaMg N
A fl E fl δ fl
ΔN =
L fl
¬&>&¦
Edl L fl CakMras;rbs;søab. RbsinEpñkEdlRtUvP¢ab; ¬søabTaMgBIr¦ enAb:HKña kMhUcRTg;RTayrbs;
b‘ULúg δ b nigkMhUcRTg;RTaysøab δ fl nwgesμIKña. edaysar E fl esÞIresμInwg Eb (Bickford, 1981),
ehIy A fl FMCag Ab
A fl E fl δ fl A E δ
>> b b b
L fl Lb
dUcenH ΔN >> ΔT
pleFob ΔN elI ΔT sßitenAcenøaHBI 0.05 eTA 0.1 (Kulak, Fisher, nig Struik, 1987). dUcenH ΔT
minRtUvFMCag 0.1ΔN EdlbgðajfakMlaMgEdlGnuvtþPaKeRcInKWbn§ÚrkMlaMgsgát;rbs;EpñkEdlRtUvtP¢ab;.
KNnakMlaMgEdlRtUvkaredIm,IeFVIeGayEpñkEdlRtUvP¢ab;XøatecjBIKña emIlrUbTI 7>27. enAeBlEdl
EpñkTaMgBIrXøatecjBIKña
T =F
b¤ To + ΔT = F ¬&>*¦
enAeBlEdlCitdl;cMnucEdlRtUvXøatKña sac;lUtrbs;b‘ULúg nigKMlatrbs;søabKWesμIKña
A E A E
ΔT = b b δ b = b b δ fl
L L
¬&>(¦
b b
266 tMNsamBaØ

38. T.chhay
Edl δ fl CakMhUcRTg;RTayEdlRtUvKñanwgkMlaMgsgát;edIm N o . BIsmIkar &>$
N o L fl
δ fl =
A fl E fl
CMnYsvaeTAkñúgsmIkar &>( eyIg)an
⎛ A E ⎞⎛ N o L fl ⎞ ⎛ Ab Eb / Lb ⎞ ⎛
⎟ N o = ⎜ Ab Eb / Lb
⎞
ΔT = ⎜ b b ⎟⎜
⎜ L ⎟⎜ A E
⎟=⎜ ⎟To ≈ 0.1To
⎝ b ⎠⎝ fl fl ⎟ ⎜ A fl E fl / L fl ⎟ ⎜ A fl E fl / L fl ⎟
⎠ ⎝ ⎠ ⎝ ⎠
BIsmIkar &>*
To + 0.1To = F b¤ F = 1.1To
dUcenH enAxN³eBlEdlcab;epþImXøat kMlaMgTajenAkñúgb‘ULúgFMCagkMlaMgTajedImEdlmanenAeBl
tMeLIgb‘ULúgRbEhl 10% . b:uEnþ enAeBlEdlEpñkEdlRtUvP¢ab;Xøatecj kMlaMgxageRkAEdlekIneLIg
nwgRtUv)anTb;edaykMlaMgEdlekIneLIgRtUvKñaenAkñúgb‘ULúg. RbsinebIeKsnμt;fakMlaMgTajenAkñúgb‘U
LúgRtUv)andak;eGayesμIkMlaMgxageRkA ¬RbsinebIKμankMlaMgTajedIm¦ ehIykartP¢ab;rgnUvbnÞúkrhUt
dl;EpñkEdltP¢ab;XøatecjBIKña enaHkMlaMgTajenAkñúgb‘ULúgRtUv)anKNnaticCag 10% . sMrab;krNI
enH b‘ULúgersIusþg;x<s;RtUvrgnUveRbkugRtaMgtamtMélEdlmanenAkñúg AISC Table J3.1 eTaHCakartP¢ab;
enHCa slip-critical b¤minEmnk¾eday. CarYm eKRtUvKNnakMlaMgTajenAkñúgb‘UøLúgedayKitbBa©ÚlTaMgkM
laMgTajedIm.
Prying Action
sMrab;kartP¢ab;PaKeRcInEdleRKOgP¢ab;rgkMlaMgTaj kMhUcRTg;RTayrbs;EpñkEdlRtUvP¢ab;
GacbegáInkMlaMgTajEdlGnuvtþeTAelIeRKOgP¢ab;. RbePT hanger connection Edl)anerobrab;xag
elICaRbePTkartP¢ab;EdlmanlkçN³eFVIkardUcEdl)anerobrab;. kMlaMgTajbEnßmRtUv)aneKehAfa
prying force ehIyRtUv)anbgðajenAkñúgrUbTI 7>28 EdlrUbenHbgðajBIkMlaMgenAelIGgÁesrIrbs;
hanger. muneBlEdlbnÞúkxageRkAGnuvtþ kMlaMgsgát;Ekg (normal compressive force) N o RbmUl
267 tMNsamBaØ

39. T.chhay
pþúMenAelIGgS½rbs;b‘ULúg. enAeBlEdlbnÞúkGnuvtþ RbsinebIsøab flexible RKb;RKan; enaHvanwgxUcRTg;
RTaydUcEdlbgðaj ehIykMlaMgsgát;nwgrMkileTAxagcugrbs;søab. karBRgaykMlaMgeLIgvijenH nwg
EkERbTMnak;TMngrvagbnÞúkTaMgGs; ehIykMlaMgTajrbs;b‘ULúgnwgekIneLIg. b:uEnþ RbsinebIEpñkEdl
RtUvP¢ab;manlkçN³rwgRKb;RKan; vanwgminmankarpøas;bþÚrkMlaMgeT ehIyk¾minman prying action Edr.
eKTTYl)antMélGtibrmarbs; prying force enAeBlEdlkac;RCugrbs;søabenAEtb:HCamYynwgEpñk
EdlRtUvP¢ab;d¾éTeTot.
enAkñúgkartP¢ab;RbePTenH bending EdlekIteLIgeday prying force EtgEtmanlkçN³lub
kñúgkarKNnaEpñkEdlRtUvP¢ab;. AISC J3.6 tMrUveGayKitbBa©Úl prying force eTAkñúgkarKNnakMlaMg
TajEdlGnuvtþelIeRKOgP¢ab;.
viFIsaRsþsMrab;karKNna prying force EdlQrelI Guide to design Criteria for Bolted
and Riveted Joints (Kulak, Fisher, nig Strick, 1987) manenAkñúg Manual in Part 11, “Connec-
tions for Tension and Compression” (Volume II). krNICak;lak;EdlRtUv)anRtYtBinitüCakart
P¢ab; structural tee shape ehIyEdkEkgKUrEdlxñgTl;xñg ( a pair of back-to-back angle) nwg
RtUv)anKitkñúgpøÚvdUcKñaEdr. viFIEdlbgðajenATIenHmanTMrg;xusKñabnþicEtpþl;nUvlT§pldUcKña.
viFIEdleRbIKWQrelIKMrUEdlbgðajenAkñúgrUbTi 7>29. RKb;kMlaMgTaMgGs;KWsMrab;EteRKOgP¢ab;
mYy. dUcenH T CakMlaMgTajemKuNxageRkAEdlGnuvtþeTAelIEtb‘ULúgmYy/ Q Ca prying force Edl
268 tMNsamBaØ

40. T.chhay
RtUvKñanwgb‘ULúgmYy nig Bc CakMlaMgb‘ULúgsrub. Prying force )anrMkileTAcugrbs;søab ehIyvaman
tMélGtibrma.
smIkarxageRkamRtUv)anbMEbkBIsmIkarlMnwgrbs;GgÁesrIkñúgrUbTI 7>29. BIplbUkm:Um:g;Rtg;
muxkat; B-B enAkñúgrUbTI 7>29 b
Tb − M a − a = Qa ¬&>!0¦
BIrUbTI 7>29 c
M b − b = Qa ¬&>!!¦
cugeRkay/ kMlaMglMnwgRtUvkarKW
Bc = T + Q ¬&>!@¦
smIkarlMnwgTaMgbIenHGacbBa©ÚlKñaedIm,ITTYl)ansmIkareTalsMrab;kMlaMgb‘ULúgsrub EdlrYmbBa©Úl
TaMgT§iBl prying force. dMbUgeyIgkMNt;Gefr α CapleFobrvagm:Um:g;kñúgmYyÉktþaRbEvgtam
beNþayGkS½b‘ULúgelIm:Um:g;kñúgmYyÉktþaRbEvgenARtg;épÞKl;. sMrab;GkS½b‘ULúg/ RbEvgCa net length,
dUcenH
269 tMNsamBaØ

41. T.chhay
M b − b / ( p − d ') M b − b ⎛ ⎞ M b −b
α= = ⎜
1
⎜ 1 − d ' / p ⎟ = δM
⎟ ¬&>!#¦
M a−a / p M a−a ⎝ ⎠ a−a
Edl p= RbEvgrgsMBaFrbs;søabsMrab;b‘ULúgmYy ¬emIlrUbTI 7>29 a¦
d ' = Ggát;p©itrbs;Rbehagb‘ULúg
d' net area at bolt line
δ = 1− =
p gross area at web face
(
M a − a = design strength at a − a = φb M p = φb pt 2 F y / 4
f )
eyIgGacbBa©ÚlsmIkarlMnwgbI &>!0-&>!@ edIm,ITTYl)ankMlaMgb‘ULúgsrub/ Bc :
⎡ δα b ⎤
Bc = T ⎢1 + ⎥ ¬&>!$¦
⎣ (1 + δα ) a ⎦
CamYynwg bnÞúkEdlTTYl)anBIsmIkar &>!$ eyIgnwgTTYl)ankMhUcRTg;RTayFMEdleFVIeGaykugRtaMg
TajpÁÜbenAkñúgb‘ULúgminRtYtsIuKñaCamYyGkS½rbs;b‘ULúg. dUcenH kMlaMgkñúgb‘ULúgEdleGayedaysmI-
kar &>!$ minRtUvKñaCamYynwglT§plBiesaFn_. edIm,ITTYl)anlT§plEdlcg;)an luHRtaEtkMlaMg Bc
rMkileTAkan;Kl;rbs; tee edaybrimaN d / 2 Edl d CaGgát;p©itb‘ULúg. dUcenHtMél b nig a RtUv)an
EkERbCa
b' = b −
d
2
nig a' = a + d 2
¬edIm,IeGayRtUvnwglT§plBiesaFn_kan;Etl¥ tMélrbs; a minRtUvFMCag 1.25b eT¦
CamYynwgkarpøas;bþÚrenHeyIgGacsresrsmIkar &>!$ Ca
⎡ δα b' ⎤
Bc = T ⎢1 + ⎥ ¬&>!%¦
⎣ (1 + δα ) a ' ⎦
eyIgGackMNt; α BIsmIkar &>!% edayeGaykMlaMgenAkñúgb‘ULúg Bc esμIeTAnwg design tensil
strength EdleyIgsMKal;Ca B . lT§plEdlTTYl)anKW
α=
[(B / T ) − 1](a' / b') ¬&>!^¦
δ { − [(B / T ) − 1](a' / b')}
1
eKGacmansßanPaBkMNt;BIr³ tensil failure rbs;b‘ULúg nig bending failure rbs; tee. eK
snμt;fa failure rbs; tee ekItmanenAeBlEdlsnøak;)aøsÞic (plastic hinges) ekItmanRtg;muxkat; a-a,
Rtg;Kl;rbs; tee, nigenARtg;muxkat; b-b. edayehtuenHvanwgbegáItCa beam mechanism. m:Um:g;énTI
taMgTaMgenHnwgesμInwg M p EdlCalT§PaBm:Um:g;)aøsÞicénRbEvgrbs;RbEvgrgsMBaFrbs;søabsMrab;b‘U
LúgmYy. RbsinebItMéldac;xatrbs; α EdlTTYl)anBIsmIkar &>!^ tUcCag 1.0 enaHm:Um:g;enARtg;
270 tMNsamBaØ

42. T.chhay
GkS½b‘ULúgtUcCagm:Um:g;enARtg;Kl; tee Edlvabgðajfa beam mechanism minRtUv)anbegáIteT ehIy
sßanPaBkMNt;RtUv)ankMNt;Ca tensile failure rbs;b‘ULúg. kMlaMgb‘ULúg Bc kñúgkrNIenH nwgesμInwg
design strength B . RbsinebItMéldac;xatrbs; α ≥ 1.0 enaH plastc hinges nwgekItmanenARtg; a-a
nig b-b ehIysßanPaBkMNt;KW flexural failure rbs;søabrbs; tee. edaysarEtm:Um:g;Rtg;kEnøgTaMg
BIrenHRtUv)ankMNt;Rtwmm:Um:g;)aøsÞic M p enaH α KYrEtUv)ankMNt;esμInwg 1.0 .
smIkarlMnwgbI &>!0-&>!@ k¾GacRtUv)anrYmbBa©ÚlKñakøayCasmIkarEtmYysMrab;kMNt;kMras;
søab t f . BIsmIkar &>!0 nig &>!! eyIgGacsresr
Tb'− M a − a = M b − b
Edl b' RtUv)anCMnYseGay b . BIsmIkar &>!#
Tb'− M a − a = δαM a − a ¬&>!&¦
eGay M a − a esμInwg design strength eKTTYl)an
pt 2 Fy
f
M a − a = φb M p = φ b
4
Edl t f CakMras;søabEdlRtUvkar. CMnYs M a − a eTAkñúgsmIkar &>!& eyIgTTYl)an
4Tb'
tf =
φb pF y (1 + δα )
Edl φb = 0.90
tf =
4.444Tb'
pF y (1 + δα )
¬&>!*¦
karKNnakartP¢ab;EdlrgnUv prying action CatMeNIrkarKNna trial-and-error. enAeBl
eRCIserIsTMhM nigcMnYnrbs;b‘ULúg eyIgRtUvEtKiteRtomTuksMrab; prying force. kareRCIserIskMras; tee
mankarLM)akCagedaysarvaTak;TgeTAnwgkareRCIserIsb‘ULúg nigTMhM tee. eKGaceRbI Preliminary
Hanger Connection Selection Table EdlmanenAkñúg Part 11 of the Manual sMrab;CYysMrYldl;
kareRCIserIsrUbragsakl,g. enAeBlEdleKeRCIserIsmuxkat;sakl,g/ dwgcMnYnb‘ULúg nigkartMerob
b‘ULúgrYcehIy eKGaceRbIsmIkar &>!% nig &>!* edIm,IepÞógpÞat;.
RbsinebIkMras;søabCak;EsþgxusBItMélEdlRtUvkar tMélCak;Esþgrbs; α nig Bc k¾GacxusBIGVI
EdleK)anKNnaknøgmkEdr. RbsinebIeKRtUvkMlaMgb‘ULúgCak;Esþg EdlrYmbBa©ÚlTaMg prying force
Q enaHeKRtUvkMNt; α eLIgvijdUcxageRkam.
271 tMNsamBaØ

43. T.chhay
M b − b = Tb'− M a − a
BIsmIkar &>!#/
M b −b
α=
δM a − a
Tb'− M a − a Tb' / M a − a − 1
= =
δM a − a δ
edayeGay M a − a esμIwTAnwg design moment eK)an
⎛ pt 2 F y ⎞
⎜ f ⎟
M a − a = φb M p = 0.90⎜ ⎟
⎜ 4 ⎟
⎝ ⎠
Tb'
−1
0.90 pt 2 Fy / 4 ⎛ ⎞
1 ⎜ 4.444Tb' ⎟
enaH α=
f
δ
= ⎜
δ ⎜ pt 2 Fy
− 1⎟ ¬&>!(¦
⎟
⎝ f ⎠
eKGacrkkMlaMgb‘ULúgsrubBIsmIkar &>!%
]TahrN_ 7>9³ WT10.5 × 66 RbEvg 8in. RtUv)anP¢ab;eTAnwg)atsøabrbs;Fñwm dUcbgðajenAkñúgrUbTI
7>30. Hanger enHrgnUvbnÞúkemKuN 90kips . kMNt;cMnYnb‘ULúg A325 Ggát;p©it 7 / 8in. EdlRtUvkar
nigepÞógpÞat;nUvPaBRKb;RKan;rbs; tee. EdkEdleRbICaRbePTEdk A36 .
272 tMNsamBaØ

44. T.chhay
dMeNaHRsay³ RkLaépÞb‘ULúgKW
π (7 / 8)2
Ab = = 0.6013in.2
4
ehIy design strength rbs;b‘ULúgmYyKW
B = φRn = φFt Ab = 0.75(90 )(0.6013) = 40.59kips
cMnYnb‘ULúgEdlRtUvkarKW 90 / 40.59 = 2.22 . cMnYnb‘ULúgGb,brmaEdlRtUvkarKW 4 edIm,IrkSaPaBsIuem-
RTI. BITMhMEdlbgðajenAkñúgrUbTI 7>30
b=
(5.5 − 0.650) = 2.425in.
2
a=
(12.44 − 5.5) = 3.470in.
2
1.25b = 1.25(2.425) = 3.031in. < 3.470in.
yk a = 3.031in.
d 7/8
b' = b − = 2.425 − = 1.988in.
2 2
d 7/8
a' = a + = 3.031 + = 3.468in.
2 2
bnÞúkxageRkAemKuNkñúgmYyb‘ULúg edayKitTaMg prying force KW T = 90 / 4 = 22.5kips .
KNna δ ³
1 7 1
d'= d + = + = 1in.
8 8 8
8
p= = 4in.
2
d' 1
δ = 1 − = 1 − = 0.75
p 4
KNna α ³
B 40.59
−1 = − 1 = 0.8040
T 22.5
a' 3.468
= = 1.744
b' 1.988
BIsmIkar &>!^/
α=
[(B / T ) − 1](a' / b') = 0.8040(1.744) = −4.65
δ { − [(B / T ) − 1](a' / b')} 0.75[1 − 0.8040(1.744)]
1
edaysar α > 1.0 / yk α = 1.0 . BIsmIkar &>!*
273 tMNsamBaØ

45. T.chhay
4.444Tb' 4.444(22.5)(1.988)
tf = =
pF y (1 + δα ) 4(36)(1 + 0.75)
= 0.888in. < 1.035in. (OK)
TaMgcMnYnb‘ULúgEdleRCIserIs nwgkMras;søabKWRKb;RKan; ehIyminRtUvkarkarKNnateTAmuxeToteT.
b:uEnþ edIm,IbgðajBIviFIsaRsþKNna eyIgKNna prying force edayeRbIsmIkar &>!( nig &>!%. BI
smIkar &>!(/
⎛ ⎞
1 ⎜ 4.444Tb' ⎟ 1 ⎡ 4.444(22.5)(1.988) ⎤
α= ⎜ − 1⎟ = ⎢ − 1⎥ = 0.3848
δ ⎜ pt 2 Fy ⎟ 0.75 ⎢ 4(1.035)2 (36 )
⎣ ⎥
⎦
⎝ f ⎠
BIsmIkar &>!%/ kMlaMgb‘ULúgsrub edayKitTaMg prying force KW
⎡ δα b' ⎤
Bc = T ⎢1 + ⎥
⎣ (1 + δα ) a ' ⎦
⎡ 0.75(0.3848) ⎛ 1.988 ⎞⎤
= 22.5⎢1 + ⎜ ⎟⎥ = 25.39kips
⎣ 1 + 0.75(0.3848) ⎝ 3.468 ⎠⎦
Prying force KW
Q = Bc − T = 25.39 − 22.5 = 2.89kips
cMeLIy³ WT10.5 × 66 RKb;RKan;. eRbIb‘ULúg A325 Ggát;p©it 7 / 8in.
RbsinebIkMras;søabminRKb;RKan; eKGacsakl,g tee shape EdlmanTMhMFMCag b¤k¾eRbIcMnYn
b‘ULúgbEnßmedIm,Ikat;bnßy T EdlCakMlaMgxageRkAkñúgmYyb‘ULúg. Prying force enAkñúg]TahrN_
7>9 bEnßmRbEhl 13% eTAelIkMlaMgxageRkA. karecalnUvkMlaMgTajbEnßmenHnwgpþl;nUvplvi)ak
y:agF¶n;F¶r.
7>9> kMlaMgpÁÜbrvagkMlaMgTaj nigkMlaMgTajenAkñúgb‘ULúg Combined Shear
and Tension in Fasteners
enAkñúgsßanPaBCaeRcInkartP¢ab;EtgRbQmnwgkMlaMgkat; nigkMlaMgTaj. tMNEdlTTYlbnÞúk
cMNakp©itRtUv)anerobrab;enAkñúgCMBUkTI 8. b:uEnþ sMrab;tMNsamBaØxøH eRKOgP¢ab;sßitkñúgsßanPaBkMlaMg
pÁÜb. rUbTI 7>31 bgðajBIkMNat; structural tee EdlP¢ab;eTAnwgsøabrbs;ssrkñúgeKalbMNgedIm,I
P¢ab;Ggát;BRgwg (bracing member). Ggát;BRgwgenHRtg;)andak;tMrg;y:agNaedIm,IeGayExSskmμrbs;
kMlaMgkat;tamTIRbCMuTMgn;rbs;kartP¢ab;. bgÁúMkMlaMgbBaÄrnwgeFVIeGayeRKOgP¢ab;rgkugRtaMgkat; ehIy
274 tMNsamBaØ

46. T.chhay
bgÁúMkMlaMgedknwgbegáItkMlaMgTaj ¬EdlGacmankarpSMCamYynwg prying force¦. edaysarExSskmμ
rbs;kMlaMgeFVIGMeBIkat;tamTIRbCMuTMgn;rbs;tMN eRKOgP¢ab;nImYy²RtUv)ansnμt;faTTYlkugRtaMgedaycM
ENkesμI²Kña.
kñúgkrNIbgÁúMkMlaMgepSgeTot eKGaceRbIviFIrUbmnþGnþrkmμ (interaction formula approach) .
ersIusþg;kMlaMgkat; nigersIusþg;kMlaMgTajsMrab;b‘ULúgRbePT bearing KWQrelIlT§plénkarBiesaFn_
nwgRtUv)anykBI elliptical interaction curve EdlbgðajenAkñúgrUbTI 7>32. smIkarrbs;ExSenHKW
2 2
⎡ Pu ⎤ ⎡ Vu ⎤
⎢ ⎥ +⎢ ⎥ = 1.0
⎣ (φRn )t ⎥
⎢ ⎦ ⎢ (φRn )v ⎥
⎣ ⎦
Edl Pu = kMlaMgTajemKuNenAelIb‘ULúg
(φRn )t = design strength rbs;b‘ULúgrgkarTaj
Vu = kMlaMgkat;TTwgemKuNenAelIb‘ULúg
(φRn )v = design strength rbs;b‘ULúgrgkarkat;
bnSMkMlaMgkat; nigkMlaMgTajEdlGacTTYlyk)anKWvaCYbKñaRtg;kEnøgEdlsßitenABIeRkamExS
ekag. enHCatMrUvkarrbs; RCSC Specification Edl
2 2
⎡ Pu ⎤ ⎡ Vu ⎤
⎢ ⎥ +⎢ ⎥ ≤ 1 .0 (RCSC Equation LRFD 4.2)
⎢ (φRn )t ⎥
⎣ ⎦ ⎢ (φRn )v ⎥
⎣ ⎦
275 tMNsamBaØ

47. T.chhay
sMrab; slip-critical connection Edlb‘ULúgrgnUvkMlaMgkat; nigkMlaMgTaj T§iBlrbs;kMlaMg
TajKWbn§Úrbnßy clamping force EdleFVIeGaymankarkat;bnßykMlaMgkkit. AISC Specification
kat;bnßy slip-critical shear strength sMrab;krNIenH. BI AISC Appendix J, slip-critical shear
strength RtUv)anKuNedayemKuN
⎡ Tu ⎤
⎢1 − ⎥ (AISC Equation A-J3-2)
⎣ 1.13Tm N b ⎦
Edl kMlaMgTajemKuNenAelItMN
Tu =
Tm = kMlaMgTajb‘ULúgedImEdl)anBI AISC Table J3.1
N b = cMnYnb‘ULúgenAkñúgtMN
cMNaMfa RCSC Equation LRFD 4.2 Edl)anbgðajenATIenHRtUv)anGnuvtþeTAelIb‘ULúgeTal Et
AISC Equation A-J3-2 Edl)anbgðajenATIenHGnuvtþeTAelItMNTaMgmUl. smIkarnImYy²Gac
RtUv)anEkERbedIm,IGnuvtþsMrab;viFIepSgeTot.
]TahrN_ 7>10³ eKeRbI WT10.5 × 31 Ca bracket edIm,IbBa¢Ún service load 60kips eTAssr
W 14 × 90 dUcEdl)anbgðajenAkñúgrUUbTI 7>31. bnÞúkpSMeLIgedaybnÞúkefr 15kips nigbnÞúkGefr
45kips . eKeRbIb‘ULúg A325 Ggát;p©it 7 / 8in. cMnYn 4 RKab;. TaMgssr nig bracket eFVIBIEdk A36 .
snμt;fatMrUvkarKMlat nigcMgayeTARCugEKmTaMgGs;KWRKb;RKan; edayrYmbBa©ÚlTaMgPaBcaM)ac;sMrab;kar
eRbIR)as; design strengn GtibrmasMrab; bearing ¬dUcCa φ [2.4dtFu ] ¦ nigkMNt;nUvPaBRKb;RKan;rbs;
b‘ULúgsMrab;kartP¢ab;xageRkam³
¬!¦ bearing –types connection EdlmaneFμjsßitenAkñúgbøg;kat;. ¬@¦ slip-critical connection
EdlmaneFμjsßitenAkñúgbøg;kat;.
dMeNaHRsay³ bnÞúkemKuNKW
1.2 D + 1.6 L = 1.2(15) + 1.6(45) = 90kips
¬!¦ sMrab; bearing-type connection EdlmaneFμjsßitenAkñúgbøg;kat; kMlaMgkat;TTwgsrubKW
3
(90) = 54kips
5
kMlaMgkat;TTwgsMrab;b‘ULúgmYyKW
54
Vu = = 13.5kips
4
276 tMNsamBaØ

48. T.chhay
π (7 / 8) 2
nig Ab =
4
= 0.6013in. 2
(φRn )v = φFv Ab = 0.75(48)(0.6013)
= 21.65kips > 13.5kips
Bearing strength ¬søabrbs; tee lub¦ KW
⎛7⎞
φRn = φ (2.4dtFu ) = 0.75(2.4)⎜ ⎟(0.615)(58)
⎝8⎠
= 56.18kips > 13.5kips (OK)
kMlaMgTajsrubKW
4
(90) = 75kips
5
kMlaMgTajsMrab;b‘ULúgmYyKW
72
Pu = = 18kips
4
BI AISC Table J3.2,
(φRn )t = φFt Ab = 0.75(90)(0.6013) = 40.59kips > 18kips (OK)
BI RCSC Equation LRFD 4.2,
2 2
⎡ Pu ⎤ ⎡ Vu ⎤ ⎛ 18 ⎞
2
⎛ 13.5 ⎞
2
⎢ ⎥ +⎢ ⎥ =⎜ ⎟ +⎜ ⎟ = 0.585 < 1.0 (OK)
⎣ (φRn )t ⎥
⎢ ⎦ ⎣ (φRn )v ⎥
⎢ ⎦ ⎝ 40.59 ⎠ ⎝ 21.65 ⎠
cMeLIy³ kartP¢ab;manlkçN³RKb;RKan;Ca bearing-type connection. ¬edIm,IkMueGayBi)akyl;kñúgkar
bnSMbnÞúkrbs;]TahrN_enH prying action minRtUv)anrYmbBa©ÚleTAkñúgkarviPaKeT¦.
¬@¦ sMrab; slip-critical connection, EdlmaneFμjsßitenAkñúgbøg;kat; BIEpñk ¬!¦ shear, bearing/
and tension strength KWmanlkçN³RKb;RKan;. BI RCSC Equation LRFD 5.3, slip-critical strenght
KW
φRstr = φ (1.13μTm N b N s )
BI AISC Table J3.1, kMlaMgTajsMrab;b‘ULúg A325 Ggát;p©it 7 / 8in. KW
Tm = 39kips
RbsinebIeyIgsnμt;épÞb:HCa Class A, slip coefficent KW μ = 0.33 nigsMrab;b‘ULúgbYnRKab;
φRstr = φ (1.13μTm N b N s ) = 1.0(1.13)(0.33)(39)(4 )(1) = 58.17kips
edaysarvamankMlaMgTajenAelIb‘ULúg/ slip-critcal strength RtUv)ankat;bnßyedayemKuN
277 tMNsamBaØ

49. T.chhay
⎛ Tu ⎞ ⎡ 72 ⎤
⎜1 −
⎜ 1.13T N ⎟ = ⎢1 −
⎟ ⎥ = 0.5916
⎝ m b ⎠ ⎣ 1.13(39 )(4 ) ⎦
dUcenHresIusþg;Edl)ankat;bnßyehIyKW
φRstr = 0.5916(58.17 ) = 34.4kips < 54kips (N.G.)
cMeLIy³ kartP¢ab;minmanlkçN³RKb;RKan;Ca slip-critical connection eT.
kartP¢ab;edayb‘ULúgEdlrgnUvkMlaMgkat;TTwg nigkMlaMgTajGacRtUv)anKNnaedaypÞal;.
eKGaceRbI RCSC Equation 4.2 edIm,IedaHRsayTMhMb‘ULúgdUcxageRkam³
2 2 2 2
⎡ Pu ⎤ ⎡ Vu ⎤ ⎛ Pu ⎞ ⎛ Vu ⎞
⎢ ⎥ +⎢ ⎥ =⎜
⎜ φF ∑ A ⎟ +⎜
⎟ ⎜ φF ∑ A ⎟
⎟
⎣ (φRn )t ⎥
⎢ ⎦ ⎢ (φRn )v ⎥
⎣ ⎦ ⎝ t b ⎠ ⎝ v b ⎠
2 2
⎛P ⎞ 1 ⎛V ⎞ 1
=⎜ u
⎜ ⎟
⎟ +⎜ u ⎟
2 ⎜ φF ⎟
⎝ φFt ⎠ (∑ Ab ) ⎝ v ⎠ (∑ Ab )2
Edl Pu =kMlaMgTajsrubenAelItMN
Ft = ultimate tensile stress rbs;b‘ULúg
Vu = kMlaMgkat;TTwgsrubenAelItMN
Fv = ultimate shear stress rbs;b‘ULúg
∑ Ab = RkLaépÞmuxkat;b‘ULúgsrub
CMnYseTAkñúg RCSC Equation LRFD 4.2, eyIg)an
2 2
⎛ Pu ⎞ 1 ⎛V ⎞ 1
⎜
⎜ φF ⎟
⎟ +⎜ u ⎟ ≤ 1 .0
⎝ t ⎠ (∑ Ab )2 ⎜ φFv
⎝
⎟
⎠ (∑ Ab )2
2 2
⎛P ⎞ ⎛V ⎞
b¤ ∑ Ab ≥ ⎜ u
⎜ φF ⎟ +⎜ u
⎟ ⎜ φF ⎟
⎟ ¬&>@0¦
⎝ t ⎠ ⎝ v ⎠
Edl ∑ Ab CaRkLaépÞmuxkat;b‘ULúgsrub
]TahrN_ 7>11³ tMNEdlrgbnÞúkcMp©itrgnUv service load shear force 50kips nig service tensile
force 100kips . bnÞúk CabnÞúkefr nig 75% CabnÞúkGefr. eRKOgP¢ab;rgnUv single shear
25%
ehIy baring strength nwgRtUv)anKNnaCamYynwgEpñkEdlRtUvP¢ab;EdlmankMras; 5 / 16in. . snμt;fa
KMlat nigcMgayeTARCugEKmTaMgGs;manlkçN³RKb;RKan; nigsnμt;faeKGnuBaØateGayeRbI bearing
278 tMNsamBaØ

50. T.chhay
strength Gtibrma φ (2.4dtFu ) . kMNt;cMnYnb‘ULúg A325 Ggát;p©it 3 / 4in. EdlcaM)ac;sMrab;krNIxag
eRkam³
¬!¦ bearing-type connection CamYynwgeFμjsßitenAkñúgbøg;kat;
¬@¦ slip-critical connection CamYynwgeFμjsßitenAkñúgbøg;kat;
épÞb:HTaMgGs;man clean mill scale.
karKNnaenHmin)anBicarNa prying action sMxan;eT.
dMeNaHRsay³ kMlaMgkat;TTwgemKuN = 1.2[0.25(50)] + 1.6[0.75(50)] = 75kips
kMlaMgTajemKuN = 1.2[0.25(100)] + 1.6[0.75(100)] = 150kips
¬!¦ sMrab; bearing-type connection CamYynwgeFμjsßitenAkñúgbøg;kat; smIkar &>@0 eGay
2 2 2
⎛P ⎞ ⎛V ⎞ ⎡ 150 ⎤ ⎡ 75 ⎤
∑ Ab ≥ ⎜ u
⎜ φF ⎟ +⎜ u
⎟ ⎜ φF ⎟
⎟ = ⎢ 0.75(90) ⎥ + ⎢ 0.75(48) ⎥ = 3.046in.
2
⎝ t ⎠ ⎝ v ⎠ ⎣ ⎦ ⎣ ⎦
RkLaépÞrbs;muxkat;eTalKW
π (3 / 4 )2
Ab = = 0.4418in.2
4
dUcenHcMnYnb‘ULúgEdlRtUvkarKW
∑ Ab 3.046
= = 6.89
Ab 0.4418
sakl,gb‘ULúg 7 RKab; ehIyRtYtBinitü bearing:
φRn = φ (2.4dtFu ) × 7
⎛ 7 ⎞⎛ 5 ⎞
= 0.75(2.4)⎜ ⎟⎜ ⎟(58)(7 ) = 171kips > 75kips
⎝ 8 ⎠⎝ 16 ⎠
¬eKminRtUvkarRtYtBinitüKMlat nigcMgayeTARCugEKmsMrab;karKNnacugeRkayeT¦
cMeLIy³ eRbIb‘ULúg 7 RKab;. ¬RbsinebIeKerobb‘ULúgCaBIrCYr enaHeRbIb‘ULúg 8 RKab;edIm,IPaBsIuemRTI¦
¬@¦ sMrab; slip-critical connection, slip-critical strength EdleGayeday RCSC Equation
LRFD RtUv)anKuNedayemKuNkat;bnßyrbs; AISC Equation A-J3-2:
⎛ ⎞
φRstr = φ (1.13μTm N b N s )⎜1 −
Tu
⎜ 1.13T N ⎟ ⎟ ¬&>@!¦
⎝ m b ⎠
BI AISC Table J3.1, sMrab;b‘ULúg A325 Ggát;p©it 3 / 4in. / Tm = 28kips . CMnYs Tm eTAkñúgsmIkar
&>@!/ eyIg)an
279 tMNsamBaØ

51. T.chhay
⎛ Tu ⎞
φRstr = φ (1.13μTm N b N s )⎜1 −
⎜ ⎟
⎟
⎝ ⎠
1.13Tm N b
⎡ ⎤
= 1.0(1.13)(0.33)(28)( N b )(1)⎢1 −
150
⎥
⎣ 1.13(28)N b ⎦
⎛ 4.741 ⎞
= 10.44⎜1 −
⎜ ⎟ = 10.44(N b − 4.741)
⎝ Nb ⎟
⎠
dak;lT§plEdlTTYl)anenH nigkMlaMgkat;TTwgEdlGnuvtþeGayesμIKña enaHeyIgGacrkcMnYnb‘ULúgEdl
RtUvkaredIm,IkarBar slip³
10.44( N b − 4.741) = 75kips
N b = 11.9
edaysarb‘ULúg 7 RKab;RKb;RKan;sMrab; shear, bearing nig tension dUcenHeKminRtUvkarRtYt
BinitüsßanPaBkMNt;TaMgenHeT.
cMelIy³ eRbIb‘ULúg A325 Ggát;p©it 3 / 4in.
7>10> tMNpSar Welded connections
karpSarCadMeNIrkareFVIeGayEpñkEdlRtUvP¢ab;Cab;Kña. ]TahrN_ Ggát;rgkarTajEdlman lap
joint dUcbgðajenAkñúgrUbTI 7>33 a GacRtUv)aneFVIeLIgedaykarpSartamcugTaMgsgçagrbs;EpñkEdl
RtUvP¢ab;. kMBs;d¾tUcbMputrbs;sMPar³RtUv)anrlay eRkayBITukeGayRtCak; eRKOgbgÁúMEdk nig weld
metal eFVIkardUcEpñkEdlCab;KñaenAkEnøgtMN. EdkbEnßmRtUv)andak;BI special electrode EdlCaEpñk
rbs;crnþGKÁisnIeTAelIEpñkEdlRtUvP¢ab; b¤ base metal.
enAkñúgdMeNIrkar shielded metal arc welding (SMAW) EdlbgðajenAkñúgrUbTI 7>34 FñÚ
GKÁisnI (current arc) kat;tamcenøaHrvag electrode nig base metal edayrMlayEpñkEdlRtUvP¢ab;
nigdak;Epñkrbs;eGLicRtUteTAkñúg base metal Edlrlay. Specail coating enAelI electrode begáIt
protective gaseous shield edaykarBar molten weld metal BIGuksIutkmμmunnwgvarwg. eKrMkil
280 tMNsamBaØ

52. T.chhay
electrode kat;tamtMN ehIy weld bead RtUv)andak; TMhMrbs;vaGaRsy½nwgGRtaéndMeNIrrbs;
electrode. enAeBlEdlTwkbnSaRtCak; impuriries elceLIgenAelIépÞ EdlbegáItCa coating EdleK
ehAfa slag ehIy slag enHRtUv)anykecjmunnwglabfñaMelIGgát; b¤EpñkepSg²EdlRtUv)anbegáIteLIg
eday electrode.
CaTUeTA Shielded metal arc welding EdlRtUv)aneFIVeLIgedayéd ehIyCadMeNIrkareKeRbICa
sklenAelIkardæan. sMrab;karpSarenAeragCag eKniymeRbIdMeNIrkarsV½yRbvtþ b¤Bak;kNþalsV½y
Rbvtþ. karRtYtBinitüKuNPaBsMrab;kartP¢ab;edaykarpSarKWmanlkçN³Bi)ak edaykarTwkbnSarEdl
minl¥sßitenABIeRkamépÞ b¤k¾PaBminl¥d¾tictYcEdlmanenAépÞbnSar GaceKcputBIExSEPñkrbs;eyIg)an.
sMrab;karpSarenARtg;kEnøgEdleRKaHfñak;eKRtUvkarCagpSarEdlmanCMnajRtwmRtUv ehIyeKRtUveRbI
bec©keTsBiessdUcCa radiography b¤ ultresonic testion.
281 tMNsamBaØ

53. T.chhay
eKniymeRbIkarpSarBIrRbePTKW fillet weld nig groove weld. Lap joint EdlbgðajenAkñúgrUb
TI 7>33 a nig b RtUv)anbegáIteLIgeday fillet weld . Groove weld RtUv)aneRbIsMrab; butt, tee nig
corner dUcbgðajenAkñúgrUbTI 7>35 a nig b. rUbTI 7>36 bgðajBI plug and slot wled EdleBlxøHva
RtUvkaredIm,IbEnßmBIelIkarpSartam RCug. rn§ragmUl b¤RTEvgRtUv)ankat;ecjBIEpñkmYyedIm,IGacbMeBj
TwkbnSar)an.
kñúgcMeNamkarpSarTaMgBIrRbePTenH eyIgnwgelIkykkar pSar fillet weld mkbkRsaylMGit
enATIenH. karKNnasMrab; complete penetration groove weld minmanlkçN³minsMxan;EdlkarpSar
manersIusþg;dUcKñanwg base metal nigEpñkEdlRtUvP¢ab;. ersIusþg;rbs; partial penetration groove
weld GaRs½yeTAnwgbrimaNén penetration. dMeNIrkarénkarKNna groove weld RsedogKñanwgkar
KNna fillet weld.
7>11> Fillet Welds
karKNna nigkarviPaKsMrab; fillet weld KWQrelIkarsnμt;famuxkat;rbs;TwkbnSarCaRtIekaN
EkgEdlmanmMu 45o dUcbgðajkñúgrUbTI 7>37. TTwgrbs; fillet weld RtUv)ansMKal;eday w . TMhMTWk
nSarbTdæanKWekIneLIgmþg 1 / 16in. = 2mm . eTaHbICaRbEvgrbs;karpSarGacrgnUvbnÞúk tamTiskMlaMg
kat;/ kMlaMgsgát; nigkMlaMgTajk¾eday k¾fillet weld manersIusþg;exSaysMrab;kMlaMgkat; ehIyvaEtg
EtRtUv)aneKsnμt;fadac;edaysarkMlaMgenH. kardac;RtUv)ansnμt;ekItmantambøg;Edlkat;tam throat
rbs;TwkbnSar. sMrab; fillet weld EdlbegáIteLIgCamYy shielded metal arc process, throat CaRb
EvgEkgBIRCugEKm b¤ root rbs;TwkbnSareTAGIub:Uetnus nigmantMélesμI 0.707 dgénTMhMTwkbnSar.
¬Effective throad thickness sMrab;TwkbnSarEdl)anBI arc welding process manTMhMFMCag. dUcenH
kñúgesovePAenH eyIgsnμt;eRbI shielded metal arc welding process¦. dUcenHsMrab;RbEvg L Edlrg
bnÞúk P / kugRtaMgkMlaMgkat;eRKaHfñak;KW
282 tMNsamBaØ

54. T.chhay
P
fv =
0.707 × w × L
Edl w CaTTwgTwkbnSar
RbsinebIeKeRbI weld ultimate shearing stress/ FW enAkñúgsmIkarenH eKGacsresr
nominal load capacity rbs;TwkbnSardUcxageRkam³
Rn = 0.707 × w × L × FW
ehIy nominal design strength KW
φRn = 0.707 × w × L × φFW ¬&>@@¦
ersIusþg;rbs; fillet weld GaRs½yeTAnwgkareRbIR)as; weld metal EdlCaGnuKmn_eTAnwg
RbePT electrode. ersIusþg;rbs; electrode RtUv)ankMNt;Ca ultimate tensile strength rbs;vaCamYy
nwgersIusþg; 60, 70, 80, 90, 100, nig 120ksi b¤ 415, 480, 550, 620, 690, nig 830MPa sMrab;
shielded metal arc welding process. nimitþsBaØasMrab;kMNt; electrod KWGkSr E Edlbnþedayelx
BIr b¤bIxÞg;EdlbgðajBIersIusþg;rbs;vaCa ksi . edaysarEtersIusþg;CalkçN³dMbUgEdl design
engineer ykcitþTukdak; CaTUeTAGkSrBIrxÞg;cugeRkayRtUv)anbgðajeday XX ehIykMNt;sMKal;
køayCa E 70 XX b¤ E 70 EdlbgðajBI electrode CamYy ultimate tensile strength 70ksi . eKKYr
eRCIserIs electrode eGayRtUvKñaCamYynwg base metal. sMrab; grade rbs;EdkEdleRbIR)as;TUeTA
eKBicarNaEt electrode BIrRbePTb:ueNÑaHKW³
eRbI electrode E 70 XX CamYynwgEdkEdlman yield strength tUcCag 60ksi
283 tMNsamBaØ

55. T.chhay
eRbI electrode E80 XX CamYynwgEdkEdlman yied strength 60ksi b¤ 65ksi
nimitþsBaØasMrab; electrode nigkarpþl;eGayrbs; AISC Specification EdledaHRsayCamYy
nwgTwkbnSarRtUv)andkRsg;ecjBI Structural Welding Code rbs; American Welding Society
(AWS, 1996). eKGacrk)annUvlkçxNÐEdlminmanEcgenAkñúg AISC Specification enAkñúg AWS
Code.
Design strength rbs;TwkbnSarRtUv)anbgðajenAkñúg AISC Table J2.5. Ultimate shearing
stress FW enAkñúg fillet weld esμInwg 0.6 dgén tensile strength rbs; weld metal EdlRtUv)ansM
Kal;eday FEXX . dUcenH design stress KW φFW Edl φ = 0.75 nig FW = 0.60FEXX . sMrab;
electrode FmμtaTaMgBIr design strengths (stresses) RtUv)anbgðajdUcxageRkam³
E 70 XX : φFW = 0.75[0.60(70)] = 31.5ksi
E 80 XX : φFW = 0.75[0.6(80 )] = 36ksi
tMrUvkarbEnßmKWfakMlaMgkat;TTwgemKuNenAelI base metal minKYrbegáIt stress FMCag φFBM Edl
φFBM Ca nominal shear strength rbs;sMPar³EdlRtUvP¢ab;. dUcenHbnÞúkemKuNsMrab;tMNRtUv)an
kMNt;Rtwm
φRn = φFBM × area of base metal subject to shear
AISC J5, “Connecting elements” eGay shear yielding strength Ca φRn Edl
φ = 0.90
Rn = 0.6 Ag F y (AISC Equation J5-3)
nig Ag CaRkLaépÞEdlrgkMlaMgkat;TTwg. dUcenH shear strength rbs; base metal CasresrCa
φFBM = 0.90(0.6) F y = 0.54 F y
dUcenH enAeBlEdlbnÞúksßitenAkñúgTisdUcGkS½rbs;TwkbnSar eKRtUveFVIkarGegát base metal edayeRbI
TMnak;TMngénsmIkar &>@#. eKGacBnül;BItMrUvkarenHedayRtYtBinitükartP¢ab; bracket edaykarpSar
EdlbgðajenAkñúgrUbTI 7>38. edaysnμt;fa bnÞúksßitenAEk,rcugEdlpSaredayeyIgGacecalcMNak
p©it. RbsinebITWkbnSarTaMgBIrmanTMhMdUcKña design strength rbs;TwkbnSarmçag²kñúgRbEvgÉktþaGac
RtUv)anrkBIsmIkar &>@@ Ca
0.707 × w × φFW
b:uEnþBIsmIkar &>@#/ ersIusþg;rbs; bracket plate Tb;nwgkMlaMgkat;kñúgmYyÉktþaRbEvgKW
284 tMNsamBaØ