Unitssystem:SI

Steelconnections

Connection: DG1LRFDExample4.1Connection: 1Designcod : AISC3602005LRFD

Family : Baseplate(BPl)Type : ColumnBase(CB)Description: DG1LRFDExample4.1

GENERALDATA

Designaxis : BiaxialCrackedco : NoBrittlestee : NoAnchorbol : YesConsiderfr : NoPressuredi : Uniform

MEMBERS:

ColumnSection = ISHB150bf = 150.00[mm]d = 150.00[mm]

k = 17.00[mm]k1 = 10.70[mm]tf = 9.00[mm]tw = 5.40[mm]

Material = S275Fy = 0.27[KN/mm2]Fu = 0.42[KN/mm2]

ConcretebaseLongitudina= 1.50[m]Transversa = 1.50[m]Thickness = 0.60[m]

Material = C440Fc = 0.03[KN/mm2]

CONNECTION(S):

Baseplate

PlateLength = 400.00[mm]Width = 400.00[mm]Thickness = 20.00[mm]

Material = S275Fy = 0.27[KN/mm2]Fu = 0.42[KN/mm2]

Weld = E70XXD = 7[1/16in]

AnchorsMaterial = S275Fy = 0.27[KN/mm2]Fu = 0.42[KN/mm2]

Geometryt= CustomizedAnchortyp = HeadedHeadtype = HexagonalD = 19.05[mm]Effectivele = 300.00[mm]Totallength= 345.15[mm]

Anchor Transverse Longitudinal[mm] [mm]

1 150 502 150 1503 150 1504 150 505 150 1506 150 1507 150 508 150 509 50 150

10 50 15011 50 15012 50 150

Unitssystem:SI

SteelconnectionsDetailedreport

Connection: DG1LRFDExample4.1Connection: 1Designcod : AISC3602005LRFD

Family : Baseplate(BPl)Type : ColumnBase(CB)Description: DG1LRFDExample4.1

LOADS

Members Load Type V2 V3 M33 M22 Axial[KN] [KN] [KN*m] [KN*m] [KN]

Column 1DC1 Design 5 6 10 12 15

Designformajoraxis

Baseplate(AISC36005LRFD)

GEOMETRICCONSIDERATIONS

DimensionsUnit Value Min.value Max.value Sta. References

Baseplate

Longitudina[mm] 400 172.22 Nmin=dc+2*w=150[mm]+2*11.1125[mm]=172.22[mm]

Transversa [mm] 400 172.22 Bmin=bc+2*w=150[mm]+2*11.1125[mm]=172.22[mm]

Distancefro[mm] 50 31.75 TablesJ3.4,J3.5

Lemin=ed TablesJ3.4,J3.5

Weldsize [1/16in] 7 2 tableJ2.4wmin=wmtableJ2.4

DESIGNCHECK

VerificationUnit Capacity Demand CtrlEQ Ratio References

ConcretebaseAxialbearin[KN/mm2] 0.02 0 1DC1 0.15fp,max=f*min(0.85*f'c*(A2/A1)1/2,1.7*f'c)=0.65*min(0.85*0.027579[KN/mm2]*(1)1/2,1.7*0.027579[KDG13.1.1

BaseplateFlexuralyie[KN*m/m] 24.75 16.85 1DC1 0.68 DG1Sec3.1.2,

DG1Eq.3.3.13m=m=12DG1Sec3.1.2n=n=140 DG1Sec3.1.2Mpl=max(MpM,MpN)=max(5.325108[KN*m/m],16.848996[KN*m/m])=16.848996[KN*m/m]fMn=f*Fy DG1Eq.3.3.13

Flexuralyie[KN*m/m] 24.75 8.58 1DC1 0.35 DG1Eq.3.3.13MpT=Mstrip/Beff=3.433539[KN*m]/400[mm]=8.583849[KN*m/m]fMn=f*Fy DG1Eq.3.3.13

Anchor(s)intensionformaximummoment:#4,#6,#7,#5ColumnWeldcapac[KN/m] 2559.85 69.73 1DC1 0.03 DG1p.35,

p.89,Sec.J2.5,Sec.J2.4

beff=2*L=DG1p.35Maximumweldload=T/beff=10.694657[KN]/153.38[mm]=69.728652[KN/m]LoadAngleFp.89Fw=0.6*F Sec.J2.5Aw=(2)1/2Sec.J2.4fRw=f*Fw*Aw/L=0.75*0.434367[KN/mm2]*7857.72[mm2]/1000[mm]=2559.85[KN/m]

Elasticmet [KN/m] 1706.57 21.55 1DC1 0.01 p.89,Sec.J2.5,Sec.J2.4

fv=V/Lshear=5[KN]/232[mm]=21.551724[KN/m]LoadAngleFp.89Fw=0.6*F Sec.J2.5Aw=(2)1/2Sec.J2.4fRw=f*Fw*Aw/L=0.75*0.289578[KN/mm2]*7857.72[mm2]/1000[mm]=1706.57[KN/m]

Elasticmet [KN/m] 2559.85 294.03 1DC1 0.11 p.89,Sec.J2.5,Sec.J2.4

fa=P/L=15[KN]/557.2[mm]=26.920316[KN/m]fb=M*c/I=10[KN*m]*75[mm]/2807863200[mm4]=267.11[KN/m]f=fb+fa=267.11[KN/m]+26.920316[KN/m]=294.03[KN/m]

LoadAngleFp.89Fw=0.6*F Sec.J2.5Aw=(2)1/2Sec.J2.4fRw=f*Fw*Aw/L=0.75*0.434367[KN/mm2]*7857.72[mm2]/1000[mm]=2559.85[KN/m]

Anchors(ACI31808)

GEOMETRICCONSIDERATIONS

DimensionsUnit Value Min.value Max.value Sta. References

AnchorsAnchorspa[mm] 100 76.2 Sec.D.8.1smin=4*d Sec.D.8.1

Distancefro[mm] 600 76.2 Sec.D.7.7.1ca,min=3[ Sec.D.7.7.1

Effectivele [mm] 312.38 587.62

DESIGNCHECK

VerificationUnit Capacity Demand CtrlEQ Ratio References

Steelstreng[KN] 67.07 13.01 1DC1 0.19 Eq.D3futa=min(futa,1.9*fya,125[ksi])=min(0.415[KN/mm2],1.9*0.275[KN/mm2],125[ksi])=0.415[KN/mm2] Sec.D.5.1.2fNsa=f*n*Eq.D3

Breakouto [KN] 241.26 13.01 1DC1 0.05 Eq.D4,

Sec.D.3.3.3ca1Left

ANco=9*hEq.D6ANc=min( Sec.D.5.2.1yec,Ny=mEq.D9yec,Nx=m Eq.D9yec,N=yecEq.D9ca,min

futa=min(futa,1.9*fya,125[ksi])=min(0.415[KN/mm2],1.9*0.275[KN/mm2],125[ksi])=0.415[KN/mm2] Sec.D.5.1.2HasGroutPadFalsefVsa=f*0.6Eq.D.20

Breakouto [KN] 197.9 2.5 1DC1 0.01 Sec.D.3.3.3AVco=4.5*Eq.D23AVc=LVc* Sec.RD.6.2.1AVc=min(ASec.RD.6.2.1yec,V=minEq.D26ca2

ca2Top

yec,Ny=mEq.D9yec,Nx=m Eq.D9yec,N=yecEq.D9ca,min0.2*fVn)(13.008752[KN]>0.2*67.069216[KN])and(2.5[KN]>0.2*197.9[KN])FalseTensionSheEq.D32

Criticalstre 0.68

Designforminoraxis

Baseplate(AISC36005LRFD)

GEOMETRICCONSIDERATIONS

DimensionsUnit Value Min.value Max.value Sta. References

BaseplateLongitudina[mm] 400 172.22 Nmin=dc+2*w=150[mm]+2*11.1125[mm]=172.22[mm]

Transversa [mm] 400 172.22 Bmin=bc+2*w=150[mm]+2*11.1125[mm]=172.22[mm]

Distancefro[mm] 50 31.75 TablesJ3.4,J3.5

Lemin=ed TablesJ3.4,J3.5

Weldsize [1/16in] 7 2 tableJ2.4wmin=wmtableJ2.4

DESIGNCHECK

VerificationUnit Capacity Demand CtrlEQ Ratio References

ConcretebaseAxialbearin[KN/mm2] 0.02 0 1DC1 0.15fp,max=f*min(0.85*f'c*(A2/A1)1/2,1.7*f'c)=0.65*min(0.85*0.027579[KN/mm2]*(1)1/2,1.7*0.027579[KDG13.1.1

BaseplateFlexuralyie[KN*m/m] 24.75 15.6 1DC1 0.63 DG1Sec3.1.2,

DG1Eq.3.3.13m=m=14DG1Sec3.1.2n=n=128 DG1Sec3.1.2Mpl=max(MpM,MpN)=max(8.518952[KN*m/m],15.604065[KN*m/m])=15.604065[KN*m/m]fMn=f*Fy DG1Eq.3.3.13

Flexuralyie[KN*m/m] 24.75 8.58 1DC1 0.35 DG1Eq.3.3.13MpT=Mstrip/Beff=3.433539[KN*m]/400[mm]=8.583849[KN*m/m]fMn=f*Fy DG1Eq.3.3.13

Anchor(s)intensionformaximummoment:#4,#6,#7,#5ColumnWeldcapac[KN/m] 2559.85 69.73 1DC1 0.03 DG1p.35,

p.89,Sec.J2.5,Sec.J2.4

beff=2*L=DG1p.35Maximumweldload=T/beff=10.694657[KN]/153.38[mm]=69.728652[KN/m]LoadAngleFp.89Fw=0.6*F Sec.J2.5Aw=(2)1/2Sec.J2.4fRw=f*Fw*Aw/L=0.75*0.434367[KN/mm2]*7857.72[mm2]/1000[mm]=2559.85[KN/m]

Elasticmet [KN/m] 1706.57 10.77 1DC1 0.01 p.89,Sec.J2.5,Sec.J2.4

fv=V/Lshear=6[KN]/557.2[mm]=10.768126[KN/m]LoadAngleFp.89Fw=0.6*F Sec.J2.5Aw=(2)1/2Sec.J2.4fRw=f*Fw*Aw/L=0.75*0.289578[KN/mm2]*7857.72[mm2]/1000[mm]=1706.57[KN/m]

Elasticmet [KN/m] 2559.85 828.08 1DC1 0.32 p.89,Sec.J2.5,Sec.J2.4

fa=P/L=15[KN]/557.2[mm]=26.920316[KN/m]fb=M*c/I=12[KN*m]*75[mm]/1123366609.33[mm4]=801.16[KN/m]f=fb+fa=801.16[KN/m]+26.920316[KN/m]=828.08[KN/m]LoadAngleFp.89Fw=0.6*F Sec.J2.5Aw=(2)1/2Sec.J2.4fRw=f*Fw*Aw/L=0.75*0.434367[KN/mm2]*7857.72[mm2]/1000[mm]=2559.85[KN/m]

Anchors(ACI31808)

GEOMETRICCONSIDERATIONS

DimensionsUnit Value Min.value Max.value Sta. References

AnchorsAnchorspa[mm] 100 76.2 Sec.D.8.1smin=4*d Sec.D.8.1

Distancefro[mm] 600 76.2 Sec.D.7.7.1ca,min=3[ Sec.D.7.7.1

Effectivele [mm] 312.38 587.62

DESIGNCHECK

VerificationUnit Capacity Demand CtrlEQ Ratio References

Steelstreng[KN] 67.07 13.01 1DC1 0.19 Eq.D3futa=min(futa,1.9*fya,125[ksi])=min(0.415[KN/mm2],1.9*0.275[KN/mm2],125[ksi])=0.415[KN/mm2] Sec.D.5.1.2fNsa=f*n*Eq.D3

Breakouto [KN] 241.26 13.01 1DC1 0.05 Eq.D4,Sec.D.3.3.3

ca1Left

Ncb=(ANc/ANco)*yed,N*yc,N*ycp,N*Nb=(810000[mm2]/810000[mm2])*1*1.25*1*275.73[KN]Eq.D4HighSeismicDesignCategoryFalsefNcb=f*NcSec.D.3.3.3

Breakouto [KN] 349.23 64.59 1DC1 0.18 Eq.D5,Sec.D.3.3.3

ANco=9*hEq.D6ANc=min( Sec.D.5.2.1yec,Ny=mEq.D9yec,Nx=m Eq.D9yec,N=yecEq.D9ca,min

CrackedConcreteFalseyc,P=1.4 Sec.D.5.3.6Npn=yc,P*Eq.D14HighSeismicDesignCategoryFalsefNpn=f*N Sec.D.3.3.3

Steelstreng[KN] 34.88 0.5 1DC1 0.01 Eq.D.20futa=min(futa,1.9*fya,125[ksi])=min(0.415[KN/mm2],1.9*0.275[KN/mm2],125[ksi])=0.415[KN/mm2] Sec.D.5.1.2HasGroutPadFalsefVsa=f*0.6Eq.D.20

Breakouto [KN] 197.9 3 1DC1 0.02 Sec.D.3.3.3AVco=4.5*Eq.D23AVc=LVc* Sec.RD.6.2.1AVc=min(ASec.RD.6.2.1yec,V=minEq.D26ca2

Sec.D.3.3.3hef

Pryoutofg [KN] 698.45 5 1DC1 0.01 Eq.D5,Sec.D.3.3.3

hef0.2*197.9[KN])FalseTensionSheEq.D32

Criticalstre 0.63

Globalcriti 0.68

Biaxialanalysis

Maximumcompressionandtension(1DC1)

Maximumb: 0.00230[KN/mm2]Minimumb: 0.00230[KN/mm2]Maximuma: 13.00875[KN]Minimuma: 0.00000[KN]Neutralaxi : 128.097Bearinglen: 144.53865[mm]

AnchorstensionsAnchor Transverse LongitudinaShear Tension

[mm] [mm] [KN] [KN]

1 150 50 0.42 1.842 150 150 0.42 4.153 150 150 0.42 04 150 50 0.42 10.695 150 150 0.42 13.016 150 150 0.42 6.077 150 50 0.42 8.388 150 50 0.42 09 50 150 0.42 7.11

10 50 150 0.42 0.16

11 50 150 0.42 3.1112 50 150 0.42 10.06

MajoraxisanchorgroupsResultsfortensilebreakout(1DC1)

Group Area Tension Anchors[mm2] [KN]

1 1420000 64.59 1,2,4,5,6,7,9,10,11,12

Resultsforshearbreakout(1DC1)

Group Area Shear Anchors[mm2] [KN]

1 900 2.5 1,2,4,5,9,122 900 3.33 1,2,4,5,7,8,9,123 900 1.67 2,5,9,124 900 5 1,2,3,4,5,6,7,8,9,10,11,12

MinoraxisanchorgroupsResultsfortensilebreakout(1DC1)

Group Area Tension Anchors

[mm2] [KN]

1 1420000 64.59 1,2,4,5,6,7,9,10,11,12

Resultsforshearbreakout(1DC1)

Group Area Shear Anchors[mm2] [KN]

1 900 3 1,2,3,8,9,102 900 4 1,2,3,8,9,10,11,123 900 3.5 3,4,6,7,8,10,114 900 6 1,2,3,4,5,6,7,8,9,10,11,12

NOTATION

Aw: Effectiveareaoftheweld

A2/A1: Ratiobetweentheconcretesupportareaandthebaseplatearea

bc: Widthofcolumnsection

beff: Effectivewidthofthecompressionblock

Beff: Controllingffectivewidth

Bmin: Minimumbaseplatewidthperpendiculartomomentdirection

C2: Edgedistanceincrement

c: Distancetoweldgroup

dc: Columndepth

D: Numberofsixteenthsofaninchintheweldsize

fa: Axialstressonwelds

fb: Bendingstressonwelds

f'c: Specifiedcompressivestrengthofconcrete

f: Combinedstressonwelds

FEXX: Electrodeclassificationnumber

fp,max: Maximumuniformlybearingstressunderbaseplate

fv: Verticalshearforceonweld

Fw: Nominalstrengthoftheweldmetalperunitarea

Fy: Specifiedminimumyieldstress

I: Inertiaofweldgroup

L: Distancefromtheanchorrodtothecolumn

Lemin: Minimumedgedistance

L: Lengthofweld

Lshear: Lengthofweldreceivingshear

LoadAngleLoadanglefactor

M: Bendingrequired

m: Baseplatebearinginterfacecantileverdirectionparalleltomomentdirection

Mpl: Platebendingmomentperunitwidth

MpM: Platebendingmomentperunitwidthatbearinginterfaceforthecantileverm

MpN: Platebendingmomentperunitwidthatbearinginterfaceforthecantilevern

MpT: Platebendingmomentperunitwidthattensionunstiffenedstripinterface

Mstrip: Maximumbendingmomentatthestrip

MaximumMaximumweldload

edmin: Minimumedgedistance

n: Baseplatebearinginterfacecantileverdirectionperpendiculartomomentdirection

Nmin: Minimumbaseplatelengthparalleltomomentdirection

P: Requiredaxialforce

f: Designfactors

fMn: Designorallowablestrengthperunitlength

fRw: Filletweldcapacityperunitlength

T: Anchorrodtensilestrengthrequired

tp: Platethickness

q: Loadangle

V: Shearload

wmin: Minimumweldsizerequired

w: Weldsize

Abrg: Netbearingareaoftheheadofstudoranchorbolt

ANc: Projectedconcretefailureareaofasingleanchororgroupofanchors,forcalculationofstrengthintension

ANco: Projectedconcretefailureareaofasingleanchor,forcalculationofstrengthintensionifnotlimitedbyedgedistanceorspacing

Ase,N: Effectivecrosssectionalareaofanchorintension

Ase,V: Effectivecrosssectionalareaofanchorinshear

AVc: Projectedconcretefailureareaofasingleanchororgroupofanchors,forcalculationofstrengthinshear

AVco:

ca1: Distancefromtheanchorcentertotheconcreteedge

ca2: Distancefromtheanchorcentertotheconcreteedgeinperpendiculardirection

rojectedconcretefailureareaofasingleanchor,forcalculationofstrengthinshear,ifnotlimitedbycornerinfluences,spacing,ormemberthicknes

ca1Left: Distancefromtheanchorcentertotheleftedgeoftheconcretebase

ca1Right: Distancefromtheanchorcentertotherightedgeoftheconcretebase

ca2Top: Distancefromtheanchorcentertothetopedgeoftheconcretebase

ca2Bot: Distancefromtheanchorcentertothebottomedgeoftheconcretebase

ca,min: Minimumdistancefromcenterofananchorshafttotheedgeofconcrete

CrackedCoCrackedconcreteatserviceloads

da: Outsidediameterofanchororshaftdiameterofheadedstud,headedbolt,orhookedbolt

e'N:

e'V:

futa: Specifiedtensilestrengthofanchorsteel

fya: Specifiedyieldstrengthofanchorsteel

ha: Thicknessofmemberinwhichananchorislocated,measuredparalleltoanchoraxis

hef: Effectiveembedmentdepthofanchor

IsHeadedBIsanchorheadedstud

kc: Coefficientforconcretepryoutbasicstrength

kcp: Coefficientforpryoutstrength

Distancebetweenresultanttensionloadonagroupofanchorsloadedintensionandthecentroidofthegroupofanchorsloadedintension

eenresultantshearloadonagroupofanchorsloadedinshearinthesamedirection,andthecentroidofthegroupofanchorsloadedinshearinthe

n: Numberofanchorsinthegroup

Nb: Basicconcretebreakoutstrengthintensionofasingleanchorincrackedconcrete

Ncb: Nominalconcretebreakoutstrengthintensionofasingleanchor

Ncbg: Nominalconcretebreakoutstrengthintensionofagroupofanchors

Np: Pulloutstrengthintensionofasingleanchorincrackedconcrete

Npn: Nominalpulloutstrengthofasingleanchorintension

Nsb: Nominalsidefaceblowoutstrengthofasingleanchor

Nua: Factoredtensileforceappliedtoanchororgroupofanchors

f: Strengthreductionfactor

fNcb: Concretebreakoutstrengthintensionofasingleanchor

fNcbg: Concretebreakoutstrengthintensionofagroupofanchors

fNn: Tensionstrength

fNpn: Pulloutstrengthintensionofasingleanchor

fNsa: Strengthofasingleanchororgroupofanchorsintension

fNsb: Sidefaceblowoutstrengthofasingleanchor

fVcp: Concretepryoutstrengthofasingleanchor

fVcpg: Concretepryoutstrengthofagroupofanchors

fVn: Shearstrength

fVsa: Strengthinshearofasingleanchororgroupofanchorsasgovernedbythesteelstrength

yc,N: Factorusedtomodifytensilestrengthofanchorsbasedonpresenceorabsenceofcracksinconcrete

yc,P: Factorusedtomodifypulloutstrengthofanchorsbasedonpresenceorabsenceofcracksinconcrete

ycp,N:

yc,V:

yec,N: Factorusedtomodifytensilestrengthofanchorsbasedoneccentricityofappliedloads

yec,V: Factorusedtomodifyshearstrengthofanchorsbasedoneccentricityofappliedloads

yed,N: Factorusedtomodifytensilestrengthofanchorsbasedonproximitytoedgesofconcretemember

yed,V: Factorusedtomodifyshearstrengthofanchorsbasedonproximitytoedgesofconcretemember

yh,V: Factorusedtomodifyshearstrengthofanchorslocatedinconcretememberswithha

fc: Specifiedcompressivestrengthofconcrete

le: Loadbearinglengthoftheanchorforshear

HighSeismHighseismicdesigncategory(i.e.C,D,EorF)

HasGroutPHasgroutpad

l: Lightweightconcretemodificationfactor

IsCastInPlaIscastinplaceanchor

IsCloseToTAnchorisclosetothreeormoreedges

Vcbg: Concretenominalbreakoutstrengthinshearofagroupofanchors

Vcp: Nominalpryoutstrengthofaanchorinshear

Vcpg: Nominalpryoutstrengthofagroupofanchorinshear

LVc: Projectedconcretefailurelengthofasingleanchororgroupofanchors,forcalculationofstrengthinshear

yec,Nx: Factorusedtomodifytensilestrengthofanchorsbasedoneccentricityinxaxisofappliedloads

yec,Ny: Factorusedtomodifytensilestrengthofanchorsbasedoneccentricityinyaxisofappliedloads

SideFaceBSidefaceblowoutapply