Current Date: 11/02/2025 4:32 pm

Units system: SI

Steel connections
Results
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Connection name : Pinned BP - HSS Member

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Family: Column - Base (CB)

Type: Base plate
Design code: AISC 360-10 LRFD, ACI 318-08

DEMANDS
Description Pu Mu22 Mu33 Vu2 Vu3 Load type
[kN] [kN*m] [kN*m] [kN] [kN]
-------------------------------------------------------------------------------------------------
DL 0.39 0.26 0.00 16.66 0.03 Design
LL -0.24 -0.08 0.00 4.83 0.01 Design
EQx 3.81 2.07 -0.01 5.89 0.21 Design
EQz -0.20 0.11 -0.03 8.47 -6.20 Design
D1 0.54 0.36 0.00 23.32 0.04 Design
D2 0.08 0.18 0.00 27.71 0.04 Design
D3 0.52 0.34 0.00 22.49 0.03 Design
D4 0.10 0.18 0.00 27.23 0.04 Design
D5 0.25 0.23 0.00 24.33 0.03 Design
D6 4.19 2.32 -0.01 22.55 0.24 Design
D7 0.19 0.36 -0.03 25.13 -6.17 Design
D8 4.05 2.28 -0.01 25.45 0.24 Design
D9 0.05 0.32 -0.03 28.02 -6.17 Design
-------------------------------------------------------------------------------------------------

Design for major axis

Base plate (AISC 360-10 LRFD)
GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References
-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Base plate
Distance from anchor to edge [mm] 20.34 6.35 --
Weld size [1/16in] 7 2 -- table J2.4
wmin = wmin
= 0.003175 table J2.4
-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.96
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DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Pedestal
Axial bearing [KN/mm2] 0.02 0.00 EQz 0.00 DG1 3.1.1;
A2 = π*Ncs2.0/4.0
= π*250[mm]2.0/4.0
= 49087.39[mm2]

A1 = π*N2.0/4.0 - π*do2.0/4.0
= π*225[mm]2.0/4.0 - π*101.6[mm]2.0/4.0
= 31653.46[mm2]

fp, max = f*min(0.85*f'c*(A2/A1)1/2, 1.7*f'c)

= 0.65*min(0.85*27.579[N/mm2]*(2.23)1/2, 1.7*27.579[N/mm2])
= 22.755[N/mm2] DG1 3.1.1

Base plate
Flexural yielding (bearing interface) [KN*m/m] 1.40 1.34 D7 0.96 DG1 3.1.1
A2 = π*Ncs2.0/4.0
= π*250[mm]2.0/4.0
= 49087.39[mm2]

A1 = π*N2.0/4.0 - π*do2.0/4.0
= π*225[mm]2.0/4.0 - π*101.6[mm]2.0/4.0
= 31653.46[mm2]

fp, max = f*min(0.85*f'c*(A2/A1)1/2, 1.7*f'c)

= 0.65*min(0.85*27.579[N/mm2]*(2.23)1/2, 1.7*27.579[N/mm2])
= 22.755[N/mm2] DG1 3.1.1
 n=n
= 71.86[mm] DG1 Sec 3.1.2

Mpl = max(MpM, MpN)

= max(0.0303[kN*m/m], 1.34[kN*m/m])
= 1.34[kN*m/m]

Flexural yielding (tension interface) [KN*m/m] 1.40 0.44 D6 0.32 DG1 Eq. 3.3.13
fMn = f*Fy*tp2/4
= 0.9*248.21[N/mm2]*5[mm]2/4
= 1.396[kN*m/m] DG1 Eq. 3.3.13

MpT = Mstrip/Beff
= 0.0336[kN*m]/75.644[mm]
= 0.445[kN*m/m]

Column
Weld capacity [KN/m] 2559.85 13.23 D6 0.01 p. 8-9,
Sec. J2.5,
Sec. J2.4,
HSS Manual p. 7-10
LoadAngleFactor = 1 + 0.5*(sin(q))1.5
= 1 + 0.5*(sin(1.571))1.5
= 1.5 p. 8-9

Fw = 0.6*FEXX*LoadAngleFactor
= 0.6*482.631[N/mm2]*1.5
= 434.367[N/mm2] Sec. J2.5

Aw = (2)1/2/2*D/16 [in]*L
= (2)1/2/2*7/16 [in]*1000[mm]
= 7857.72[mm2] Sec. J2.4

fRw = f*Fw*Aw/L
= 0.75*434.367[N/mm2]*7857.72[mm2]/1000[mm]
= 2.56[kN/mm]

beff = min(2*L, 5 [in])

= min(2*31.7[mm], 5 [in])
= 63.4[mm] HSS Manual p. 7-10

Maximum weld load = T/beff

= 0.839[kN]/63.4[mm]
= 0.0132[kN/mm]

Elastic method weld shear capacity [KN/m] 1706.57 175.58 D9 0.10 p. 8-9,
Sec. J2.5,
Sec. J2.4
LoadAngleFactor = 1 + 0.5*(sin(q))1.5
= 1 + 0.5*(sin(0))1.5
=1 p. 8-9

Fw = 0.6*FEXX*LoadAngleFactor
= 0.6*482.631[N/mm2]*1
= 289.578[N/mm2] Sec. J2.5

Aw = (2)1/2/2*D/16 [in]*L
= (2)1/2/2*7/16 [in]*1000[mm]
= 7857.72[mm2] Sec. J2.4

fRw = f*Fw*Aw/L
= 0.75*289.578[N/mm2]*7857.72[mm2]/1000[mm]
= 1.707[kN/mm]

fv = V/Lshear
= 28.022[kN]/159.593[mm]
= 0.176[kN/mm]

Elastic method weld axial capacity [KN/m] 2559.85 14.50 D6 0.01 p. 8-9,
Sec. J2.5,
Sec. J2.4
LoadAngleFactor = 1 + 0.5*(sin(q))1.5
= 1 + 0.5*(sin(1.571))1.5
= 1.5 p. 8-9

Fw = 0.6*FEXX*LoadAngleFactor
= 0.6*482.631[N/mm2]*1.5
= 434.367[N/mm2] Sec. J2.5

Aw = (2)1/2/2*D/16 [in]*L
= (2)1/2/2*7/16 [in]*1000[mm]
= 7857.72[mm2] Sec. J2.4
 fRw = f*Fw*Aw/L
= 0.75*434.367[N/mm2]*7857.72[mm2]/1000[mm]
= 2.56[kN/mm]

fa = P/L
= 4.194[kN]/319.186[mm]
= 0.0131[kN/mm]

fb = M*c/I
= 0.011[kN*m]*50.8[mm]/4.12E+05[mm3]
= 0.001357[kN/mm]

f = max(fb + fa, 0.0)

= max(0.001357[kN/mm] + 0.0131[kN/mm], 0.0)
= 0.0145[kN/mm]

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Major axis
Anchors
GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References
-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Anchors
Anchor spacing [mm] 96.98 76.20 -- Sec. D.8.1
smin = 4*da
= 4*19.05[mm]
= 76.2[mm] Sec. D.8.1

Concrete cover [mm] 57.98 50.80 -- Sec. 7.7.1

IsConcreteCastAgainstEarth ® False

Cover = 2 [in] Sec. 7.7.1

Effective length [mm] 412.38 -- 987.62

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DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio References
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Anchor tension [KN] 117.33 0.89 D6 0.01 Eq. D-3
Ase = π/4.0*(da - 0.9743 [in]/nt)2
= π/4.0*(19.05[mm] - 0.9743 [in]/10)2
= 215.78[mm2] Sec. D.5.1.1,
D.6.1.2

futa = min(futa, 1.9*fya, 125 [ksi])

= min(724.994[N/mm2], 1.9*558.472[N/mm2], 125 [ksi])
= 724.994[N/mm2] Sec. D.5.1.2

fNsa = f*n*Ase,N*futa
= 0.75*1*215.78[mm2]*724.994[N/mm2]
= 117.329[kN] Eq. D-3

Pullout of anchor in tension [KN] 91.24 0.89 D6 0.01 Sec. D.4.1.1

Abrg = 0.866025*F2 - Ag
= 0.866025*28.575[mm]2 - 285.161[mm2]
= 421.975[mm2]

IsHeadedBolt ® True

Np = 8*Abrg*fc
= 8*421.975[mm2]*27.579[N/mm2]
= 93.101[kN] Eq. D-15

CrackedConcrete ® False

yc,P = 1.4 Sec. D.5.3.6

Npn = yc,P*Np
= 1.4*93.101[kN]
= 130.341[kN] Eq. D-14

HighSeismicDesignCategory ® False

fNpn = f*Npn
= 0.7*130.341[kN]
= 91.239[kN] Sec. D.4.1.1

Side-face blowout of anchor in tension [KN] 49.65 0.87 D6 0.02 Sec. D.5.4.1,
Sec. D.4.1.1
SideFaceBlowoutApply = hef>2.5*ca1
= 400[mm]>2.5*101.508[mm]
 = True Sec. D.5.4.1

Abrg = 0.866025*F2 - Ag
= 0.866025*28.575[mm]2 - 285.161[mm2]
= 421.975[mm2]

ca2<3.0*ca1 ® 83.256[mm]<3.0*101.508[mm] ® True

Nsb = ((1 + ca2/ca1)/4)*160*ca1*(Abrg)1/2*l*(fc/(1 [psi]))1/2 [psi]

= ((1 + 83.256[mm]/101.508[mm])/4)*160*101.508[mm]*(421.975[mm2])1/2*1*(27.579[N/mm2]/(1 [psi]))1/
2
[psi]
= 66.202[kN] Sec. D.5.4.1

HighSeismicDesignCategory ® False

fNsb = f*Nsb
= 0.75*66.202[kN]
= 49.651[kN] Sec. D.4.1.1

Side-face blowout of group of anchors in tension [KN] 76.90 0.89 D6 0.01 Eq. D-17,
Sec. D.4.1.1
SideFaceBlowoutApply = hef>2.5*ca1
= 400[mm]>2.5*71.538[mm]
= True Sec. D.5.4.1

Abrg = 0.866025*F2 - Ag
= 0.866025*28.575[mm]2 - 285.161[mm2]
= 421.975[mm2]

Nsb = 160*ca1*(Abrg)1/2*l*(fc/(1 [psi]))1/2 [psi]

= 160*71.538[mm]*(421.975[mm2])1/2*1*(27.579[N/mm2]/(1 [psi]))1/2 [psi]
= 102.529[kN] Eq. D-17

Nsbg = (1 + s/(6*ca1))*Nsb
= (1 + 0[mm]/(6*71.538[mm]))*102.529[kN]
= 102.529[kN] Eq. D-18

HighSeismicDesignCategory ® False

fNsbg = f*Nsbg
= 0.75*102.529[kN]
= 76.897[kN] Sec. D.4.1.1

Anchors reinforcement in tension [KN] 677.91 4.19 D6 0.01 Sec. D.5.2.9,

D.6.2.9
fNsar = 0.75*n*As*Fy
= 0.75*4*819.353[mm2]*275.79[N/mm2]
= 677.909[kN] Sec. D.5.2.9,
D.6.2.9

Anchor shear [KN] 48.81 5.60 D9 0.11 Eq. D-20,

Sec. D.6.1.3
Ase = π/4.0*(da - 0.9743 [in]/nt)2
= π/4.0*(19.05[mm] - 0.9743 [in]/10)2
= 215.78[mm2] Sec. D.5.1.1,
D.6.1.2

futa = min(futa, 1.9*fya, 125 [ksi])

= min(724.994[N/mm2], 1.9*558.472[N/mm2], 125 [ksi])
= 724.994[N/mm2] Sec. D.5.1.2

HasGroutPad ® True

fVsa = 0.8*f*0.6*n*Ase,V*futa
= 0.8*0.65*0.6*1*215.78[mm2]*724.994[N/mm2]
= 48.809[kN] Eq. D-20,
Sec. D.6.1.3

Pryout of anchor in shear [KN] 59.38 5.60 D9 0.09 Eq. D-4,

Sec. D.4.1.1
hef<2.5 [in] ® 400[mm]<2.5 [in] ® False

kcp = 2 Sec. D.6.3.1

ca1Left<1.5*hef ® 175.494[mm]<1.5*400[mm] ® True

ca1Left = ca1Left
= 175.494[mm] Sec. D.5.2.1

ca1Right<1.5*hef ® 124.506[mm]<1.5*400[mm] ® True

ca1Right = ca1Right
= 124.506[mm] Sec. D.5.2.1
 ca2Top<1.5*hef ® 228.462[mm]<1.5*400[mm] ® True

ca2Top = ca2Top
= 228.462[mm] Sec. D.5.2.1

ca2Bot<1.5*hef ® 71.538[mm]<1.5*400[mm] ® True

ca2Bot = ca2Bot
= 71.538[mm] Sec. D.5.2.1

IsCloseToThreeEdges ® True

hef = camax/1.5
= 228.462[mm]/1.5
= 152.308[mm] Sec. D.5.2.3

ca1Left<1.5*hef ® 175.494[mm]<1.5*152.308[mm] ® True

ca1Left = ca1Left
= 175.494[mm] Sec. D.5.2.1

ca1Right<1.5*hef ® 124.506[mm]<1.5*152.308[mm] ® True

ca1Right = ca1Right
= 124.506[mm] Sec. D.5.2.1

ca2Top<1.5*hef ® 228.462[mm]<1.5*152.308[mm] ® False

ca2Top = 1.5*hef
= 1.5*152.308[mm]
= 228.462[mm] Sec. D.5.2.1

ca2Bot<1.5*hef ® 71.538[mm]<1.5*152.308[mm] ® True

ca2Bot = ca2Bot
= 71.538[mm] Sec. D.5.2.1

ANc = (ca1Left + ca1Right)*(ca2Top + ca2Bot)

= (175.494[mm] + 124.506[mm])*(228.462[mm] + 71.538[mm])
= 90000[mm2] Sec. RD.5.2.1

ANco = 9*hef2
= 9*152.308[mm]2
= 2.09E+05[mm2] Eq. D-6

ca,min<1.5*hef ® 71.538[mm]<1.5*152.308[mm] ® True

yed,N = 0.7 + 0.3*ca,min/(1.5*hef)

= 0.7 + 0.3*71.538[mm]/(1.5*152.308[mm])
= 0.794 Eq. D-11

CrackedConcrete ® False

yc,N = 1.25 Sec. D.5.2.6

IsCastInPlaceAnchor ® True

ycp,N = 1 Sec. D.5.2.7

IsCastInPlaceAnchor ® True

kc = 24 Sec. D.5.2.2

(IsCastInPlaceAnchor) and (IsHeadedBolt) and (hef>=11 [in]) and (hef<=25 [in]) ® (True) and (True) and (152.308[mm]> = 11 [in]) and
(152.308[mm]<
= 25 [in]) ® False

Nb = kc*l*(fc/(1 [psi]))1/2*(hef/(1 [in]))1.5 [lb]

= 24*1*(27.579[N/mm2]/(1 [psi]))1/2*(152.308[mm]/(1 [in]))1.5 [lb]
= 99.143[kN] Eq. D-7

Ncb = (ANc/ANco)*yed,N*yc,N*ycp,N*Nb
= (90000[mm2]/2.09E+05[mm2])*0.794*1.25*1*99.143[kN]
= 42.414[kN] Eq. D-4

Vcp = kcp*Ncb
= 2*42.414[kN]
= 84.828[kN] Eq. D-30

HighSeismicDesignCategory ® False

fVcp = f*Vcp
= 0.7*84.828[kN]
 = 59.38[kN] Sec. D.4.1.1

Pryout of group of anchors in shear [KN] 73.37 27.71 D2 0.38 Eq. D-5,
Sec. D.4.1.1
hef<2.5 [in] ® 400[mm]<2.5 [in] ® False

kcp = 2 Sec. D.6.3.1

ANco = 9*hef2
= 9*55.504[mm]2
= 27726.31[mm2] Eq. D-6

ANc = min(ANc, n*ANco)

= min(81126.65[mm2], 5*27726.31[mm2])
= 81126.65[mm2] Sec. D.5.2.1

yec,Ny = min(1/(1 + 2*e'N/(3*hef)), 1)

= min(1/(1 + 2*36.269[mm]/(3*55.504[mm])), 1)
= 0.697 Eq. D-9

yec,Nx = min(1/(1 + 2*e'N/(3*hef)), 1)

= min(1/(1 + 2*0[mm]/(3*55.504[mm])), 1)
=1 Eq. D-9

yec,N = yec,Nx*yec,Ny
= 1*0.697
= 0.697 Eq. D-9

ca,min<1.5*hef ® 67.5[mm]<1.5*55.504[mm] ® True

yed,N = 0.7 + 0.3*ca,min/(1.5*hef)

= 0.7 + 0.3*67.5[mm]/(1.5*55.504[mm])
= 0.943 Eq. D-11

CrackedConcrete ® False

yc,N = 1.25 Sec. D.5.2.6

IsCastInPlaceAnchor ® True

ycp,N = 1 Sec. D.5.2.7

IsCastInPlaceAnchor ® True

kc = 24 Sec. D.5.2.2

(IsCastInPlaceAnchor) and (IsHeadedBolt) and (hef>=11 [in]) and (hef<=25 [in]) ® (True) and (True) and (55.504[mm]> = 11 [in]) and
(55.504[mm]<
= 25 [in]) ® False

Nb = kc*l*(fc/(1 [psi]))1/2*(hef/(1 [in]))1.5 [lb]

= 24*1*(27.579[N/mm2]/(1 [psi]))1/2*(55.504[mm]/(1 [in]))1.5 [lb]
= 21.81[kN] Eq. D-7

Ncbg = (ANc/ANco)*yec,N*yed,N*yc,N*ycp,N*Nb
= (81126.65[mm2]/27726.31[mm2])*0.697*0.943*1.25*1*21.81[kN]
= 52.41[kN] Eq. D-5

Vcpg = kcp*Ncbg
= 2*52.41[kN]
= 104.82[kN] Eq. D-31

HighSeismicDesignCategory ® False

fVcpg = f*Vcpg
= 0.7*104.82[kN]
= 73.374[kN] Sec. D.4.1.1

Anchors reinforcement in shear [KN] 7457.00 28.02 D9 0.00 Sec. D.5.2.9,

D.6.2.9
fNsar = 0.75*n*As*Fy
= 0.75*44*819.353[mm2]*275.79[N/mm2]
= 7457[kN] Sec. D.5.2.9,
D.6.2.9

Interaction of tensile and shear forces [KN] 1.20 0.00 DL 0.00 Eq. D-3,
Sec. D.4.1.1,
Sec. D.5.4.1,
Eq. D-17,
Eq. D-20,
Sec. D.6.1.3,
Eq. D-4,
Eq. D-5,
Sec. D.7
Ase = π/4.0*(da - 0.9743 [in]/nt)2
= π/4.0*(19.05[mm] - 0.9743 [in]/10)2
= 215.78[mm2] Sec. D.5.1.1,
D.6.1.2

futa = min(futa, 1.9*fya, 125 [ksi])

= min(724.994[N/mm2], 1.9*558.472[N/mm2], 125 [ksi])
= 724.994[N/mm2] Sec. D.5.1.2

fNsa = f*n*Ase,N*futa
= 0.75*1*215.78[mm2]*724.994[N/mm2]
= 117.329[kN] Eq. D-3

Abrg = 0.866025*F2 - Ag
= 0.866025*28.575[mm]2 - 285.161[mm2]
= 421.975[mm2]

IsHeadedBolt ® True

Np = 8*Abrg*fc
= 8*421.975[mm2]*27.579[N/mm2]
= 93.101[kN] Eq. D-15

CrackedConcrete ® False

yc,P = 1.4 Sec. D.5.3.6

Npn = yc,P*Np
= 1.4*93.101[kN]
= 130.341[kN] Eq. D-14

HighSeismicDesignCategory ® False

fNpn = f*Npn
= 0.7*130.341[kN]
= 91.239[kN] Sec. D.4.1.1

SideFaceBlowoutApply = hef>2.5*ca1
= 400[mm]>2.5*101.508[mm]
= True Sec. D.5.4.1

Abrg = 0.866025*F2 - Ag
= 0.866025*28.575[mm]2 - 285.161[mm2]
= 421.975[mm2]

ca2<3.0*ca1 ® 83.256[mm]<3.0*101.508[mm] ® True

Nsb = ((1 + ca2/ca1)/4)*160*ca1*(Abrg)1/2*l*(fc/(1 [psi]))1/2 [psi]

= ((1 + 83.256[mm]/101.508[mm])/4)*160*101.508[mm]*(421.975[mm2])1/2*1*(27.579[N/mm2]/(1 [psi]))1/
2
[psi]
= 66.202[kN] Sec. D.5.4.1

HighSeismicDesignCategory ® False

fNsb = f*Nsb
= 0.75*66.202[kN]
= 49.651[kN] Sec. D.4.1.1

SideFaceBlowoutApply = hef>2.5*ca1
= 400[mm]>2.5*71.538[mm]
= True Sec. D.5.4.1

Abrg = 0.866025*F2 - Ag
= 0.866025*28.575[mm]2 - 285.161[mm2]
= 421.975[mm2]

Nsb = 160*ca1*(Abrg)1/2*l*(fc/(1 [psi]))1/2 [psi]

= 160*71.538[mm]*(421.975[mm2])1/2*1*(27.579[N/mm2]/(1 [psi]))1/2 [psi]
= 102.529[kN] Eq. D-17

Nsbg = (1 + s/(6*ca1))*Nsb
= (1 + 0[mm]/(6*71.538[mm]))*102.529[kN]
= 102.529[kN] Eq. D-18

HighSeismicDesignCategory ® False

fNsbg = f*Nsbg
= 0.75*102.529[kN]
= 76.897[kN] Sec. D.4.1.1

Ase = π/4.0*(da - 0.9743 [in]/nt)2

= π/4.0*(19.05[mm] - 0.9743 [in]/10)2
= 215.78[mm2] Sec. D.5.1.1,
D.6.1.2

futa = min(futa, 1.9*fya, 125 [ksi])

= min(724.994[N/mm2], 1.9*558.472[N/mm2], 125 [ksi])
= 724.994[N/mm2] Sec. D.5.1.2

HasGroutPad ® True

fVsa = 0.8*f*0.6*n*Ase,V*futa
= 0.8*0.65*0.6*1*215.78[mm2]*724.994[N/mm2]
= 48.809[kN] Eq. D-20,
Sec. D.6.1.3

hef<2.5 [in] ® 400[mm]<2.5 [in] ® False

kcp = 2 Sec. D.6.3.1

ca1Left<1.5*hef ® 175.494[mm]<1.5*400[mm] ® True

ca1Left = ca1Left
= 175.494[mm] Sec. D.5.2.1

ca1Right<1.5*hef ® 124.506[mm]<1.5*400[mm] ® True

ca1Right = ca1Right
= 124.506[mm] Sec. D.5.2.1

ca2Top<1.5*hef ® 71.538[mm]<1.5*400[mm] ® True

ca2Top = ca2Top
= 71.538[mm] Sec. D.5.2.1

ca2Bot<1.5*hef ® 228.462[mm]<1.5*400[mm] ® True

ca2Bot = ca2Bot
= 228.462[mm] Sec. D.5.2.1

IsCloseToThreeEdges ® True

hef = camax/1.5
= 228.462[mm]/1.5
= 152.308[mm] Sec. D.5.2.3

ca1Left<1.5*hef ® 175.494[mm]<1.5*152.308[mm] ® True

ca1Left = ca1Left
= 175.494[mm] Sec. D.5.2.1

ca1Right<1.5*hef ® 124.506[mm]<1.5*152.308[mm] ® True

ca1Right = ca1Right
= 124.506[mm] Sec. D.5.2.1

ca2Top<1.5*hef ® 71.538[mm]<1.5*152.308[mm] ® True

ca2Top = ca2Top
= 71.538[mm] Sec. D.5.2.1

ca2Bot<1.5*hef ® 228.462[mm]<1.5*152.308[mm] ® False

ca2Bot = 1.5*hef
= 1.5*152.308[mm]
= 228.462[mm] Sec. D.5.2.1

ANc = (ca1Left + ca1Right)*(ca2Top + ca2Bot)

= (175.494[mm] + 124.506[mm])*(71.538[mm] + 228.462[mm])
= 90000[mm2] Sec. RD.5.2.1

ANco = 9*hef2
= 9*152.308[mm]2
= 2.09E+05[mm2] Eq. D-6

ca,min<1.5*hef ® 71.538[mm]<1.5*152.308[mm] ® True

yed,N = 0.7 + 0.3*ca,min/(1.5*hef)

= 0.7 + 0.3*71.538[mm]/(1.5*152.308[mm])
= 0.794 Eq. D-11

CrackedConcrete ® False

yc,N = 1.25 Sec. D.5.2.6

 IsCastInPlaceAnchor ® True

ycp,N = 1 Sec. D.5.2.7

IsCastInPlaceAnchor ® True

kc = 24 Sec. D.5.2.2

(IsCastInPlaceAnchor) and (IsHeadedBolt) and (hef>=11 [in]) and (hef<=25 [in]) ® (True) and (True) and (152.308[mm]> = 11 [in]) and
(152.308[mm]<
= 25 [in]) ® False

Nb = kc*l*(fc/(1 [psi]))1/2*(hef/(1 [in]))1.5 [lb]

= 24*1*(27.579[N/mm2]/(1 [psi]))1/2*(152.308[mm]/(1 [in]))1.5 [lb]
= 99.143[kN] Eq. D-7

Ncb = (ANc/ANco)*yed,N*yc,N*ycp,N*Nb
= (90000[mm2]/2.09E+05[mm2])*0.794*1.25*1*99.143[kN]
= 42.414[kN] Eq. D-4

Vcp = kcp*Ncb
= 2*42.414[kN]
= 84.828[kN] Eq. D-30

HighSeismicDesignCategory ® False

fVcp = f*Vcp
= 0.7*84.828[kN]
= 59.38[kN] Sec. D.4.1.1

hef<2.5 [in] ® 400[mm]<2.5 [in] ® False

kcp = 2 Sec. D.6.3.1

ANco = 9*hef2
= 9*55.504[mm]2
= 27726.31[mm2] Eq. D-6

ANc = min(ANc, n*ANco)

= min(81126.65[mm2], 5*27726.31[mm2])
= 81126.65[mm2] Sec. D.5.2.1

yec,Ny = min(1/(1 + 2*e'N/(3*hef)), 1)

= min(1/(1 + 2*2.584[mm]/(3*55.504[mm])), 1)
= 0.97 Eq. D-9

yec,Nx = min(1/(1 + 2*e'N/(3*hef)), 1)

= min(1/(1 + 2*0[mm]/(3*55.504[mm])), 1)
=1 Eq. D-9

yec,N = yec,Nx*yec,Ny
= 1*0.97
= 0.97 Eq. D-9

ca,min<1.5*hef ® 67.5[mm]<1.5*55.504[mm] ® True

yed,N = 0.7 + 0.3*ca,min/(1.5*hef)

= 0.7 + 0.3*67.5[mm]/(1.5*55.504[mm])
= 0.943 Eq. D-11

CrackedConcrete ® False

yc,N = 1.25 Sec. D.5.2.6

IsCastInPlaceAnchor ® True

ycp,N = 1 Sec. D.5.2.7

IsCastInPlaceAnchor ® True

kc = 24 Sec. D.5.2.2

(IsCastInPlaceAnchor) and (IsHeadedBolt) and (hef>=11 [in]) and (hef<=25 [in]) ® (True) and (True) and (55.504[mm]> = 11 [in]) and
(55.504[mm]<
= 25 [in]) ® False

Nb = kc*l*(fc/(1 [psi]))1/2*(hef/(1 [in]))1.5 [lb]

= 24*1*(27.579[N/mm2]/(1 [psi]))1/2*(55.504[mm]/(1 [in]))1.5 [lb]
= 21.81[kN] Eq. D-7

Ncbg = (ANc/ANco)*yec,N*yed,N*yc,N*ycp,N*Nb
= (81126.65[mm2]/27726.31[mm2])*0.97*0.943*1.25*1*21.81[kN]
= 72.977[kN] Eq. D-5
 Vcpg = kcp*Ncbg
= 2*72.977[kN]
= 145.954[kN] Eq. D-31

HighSeismicDesignCategory ® False

fVcpg = f*Vcpg
= 0.7*145.954[kN]
= 102.168[kN] Sec. D.4.1.1

(Nua>0.2*fNn) and (Vua>0.2*fVn) ® (0.0802[kN]>0.2*49.651[kN]) and (16.659[kN]>0.2*102.168[kN]) ® Fa...

TensionShearInteraction = 0 Sec. D.7

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Ratio 0.38
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Global critical strength ratio 0.96

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Major axis
Maximum compression (EQz)

--------------------------------------------------------------------
Maximum bearing pressure 0.03 [N/mm2]
Minimum bearing pressure 0.03 [N/mm2]
Maximum anchor tension 0.08 [kN]
Minimum anchor tension 0.00 [kN]
Neutral axis angle 0.00 [deg]
Bearing length 85.75 [mm]
--------------------------------------------------------------------

Anchors tensions
Anchor Transverse Longitudinal Shear Tension
[mm] [mm] [kN] [kN]
-----------------------------------------------------------------------------
1 82.50 0.00 1.69 0.02
2 25.49 78.46 1.69 0.00
3 -66.74 48.49 1.69 0.00
4 -66.74 -48.49 1.69 0.06
5 25.49 -78.46 1.69 0.08
-----------------------------------------------------------------------------

Maximum tension (D6)

-------------------------------------------------------------------------
Maximum bearing pressure 0.00 [N/mm2]
Minimum bearing pressure 0.00 [N/mm2]
 Maximum anchor tension 0.89 [kN]
Minimum anchor tension 0.79 [kN]
Neutral axis angle 0.00 [deg]
Bearing length -1185.02 [mm]
-------------------------------------------------------------------------

Anchors tensions
Anchor Transverse Longitudinal Shear Tension
[mm] [mm] [kN] [kN]
-----------------------------------------------------------------------------
1 82.50 0.00 4.51 0.84
2 25.49 78.46 4.51 0.79
3 -66.74 48.49 4.51 0.81
4 -66.74 -48.49 4.51 0.87
5 25.49 -78.46 4.51 0.89
-----------------------------------------------------------------------------

NOTATION
A1: Base plate area
A2: Maximum area of portion of the concrete supporting surface that is geometrically similar to and concentric with the load area
Aw : Effective area of the weld
A2/A1: Ratio between the concrete support area and the base plate area
beff: Effective width of the compression block
Beff: Controlling effective width
c: Distance to weld group
D: Number of sixteenths of an inch in the weld size
fa: Axial stress on welds
fb: Bending stress on welds
f'c: Specified compressive strength of concrete
f: Combined stress on welds
FEXX: Electrode classification number
fp, max: Maximum uniformly bearing stress under base plate
fv: Vertical shear force on weld
F w: Nominal strength of the weld metal per unit area
F y: Specified minimum yield stress
I: Inertia of weld group
L: Distance from the anchor rod to the column
L: Length of weld
Lshear: Length of weld receiving shear
LoadAngleFactor: Load angle factor
M: Bending required
m: Base plate bearing interface cantilever direction parallel to moment direction
Mpl: Plate bending moment per unit width
MpM: Plate bending moment per unit width at bearing interface for the cantilever m
MpN: Plate bending moment per unit width at bearing interface for the cantilever n
MpT: Plate bending moment per unit width at tension unstiffened strip interface
Mstrip: Maximum bending moment at the strip
Maximum weld load: Maximum weld load
N: Base plate design length
n: Base plate bearing interface cantilever direction perpendicular to moment direction
Ncs: Length of the concrete supporting surface or pier parallel to moment design direction
P: Required axial force
f: Design factors
fMn: Design or allowable strength per unit length
fRw: Fillet weld capacity per unit length
T: Anchor rod tensile strength required
tp: Plate thickness
q: Load angle
V: Shear load
wmin: Minimum weld size required
do: Opening diameter
Abrg: Net bearing area of the head of stud or anchor bolt
Ag: Gross area of anchor
ANc: Projected concrete failure area of a single anchor or group of anchors, for calculation of strength in tension
ANco: Projected concrete failure area of a single anchor, for calculation of strength in tension if not limited by edge distance or spacing
A s: Effective cross-sectional area of anchor reinforcement
Ase: Effective cross-sectional area of anchor
Ase,N: Effective cross-sectional area of anchor in tension
Ase,V: Effective cross-sectional area of anchor in shear
ca1: Distance from the anchor center to the concrete edge
ca1Left: Distance from the anchor center to the left edge of the concrete base
ca1Right: Distance from the anchor center to the right edge of the concrete base
ca2: Distance from the anchor center to the concrete edge in perpendicular direction
ca2Bot: Distance from the anchor center to the bottom edge of the concrete base
ca2Top: Distance from the anchor center to the top edge of the concrete base
camax: Maximum distance from center of an anchor shaft to the edge of concrete
ca,min: Minimum distance from center of an anchor shaft to the edge of concrete
Cover: Concrete cover
CrackedConcrete: Cracked concrete at service loads
da: Outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked bolt
e'N: Distance between resultant tension load on a group of anchors loaded in tension and the centroid of the group of anchors loaded in tension
F: Distance between head flat sides
fc: Specified compressive strength of concrete
futa: Specified tensile strength of anchor steel
F y: Specified minimum yield stress
fya: Specified yield strength of anchor steel
hef: Effective embedment depth of anchor
HasGroutPad: Has grout pad
HighSeismicDesignCategory: High seismic design category (i.e. C, D, E or F)
IsCastInPlaceAnchor: Is cast in place anchor
IsCloseToThreeEdges: Anchor is close to three or more edges
IsConcreteCastAgainstEarth:Is concrete cast against and permanently exposed to earth
IsHeadedBolt: Is anchor headed stud
k c: Coefficient for concrete pry out basic strength
kcp: Coefficient for pry out strength
l: Lightweight concrete modification factor
n: Number of anchors in the group
Nb: Basic concrete breakout strength in tension of a single anchor in cracked concrete
Ncb: Nominal concrete breakout strength in tension of a single anchor
Ncbg: Nominal concrete breakout strength in tension of a group of anchors
Np: Pullout strength in tension of a single anchor in cracked concrete
Npn: Nominal pullout strength of a single anchor in tension
n: Number of anchor reinforcement bars
Nsb: Nominal side-face blowout strength of a single anchor
Nsbg: Nominal side-face blowout strength of a group of anchors
nt: Number of threads per inch
Nua: Factored tensile force applied to anchor or group of anchors
f: Strength reduction factor
fNn: Tension strength
fNpn: Pullout strength in tension of a single anchor
fNsa: Strength of a single anchor or group of anchors in tension
fNsar: Strength of a single anchor reinforcement or group of anchors reinforcements in tension
fNsb: Side-face blowout strength of a single anchor
fNsbg: Side-face blowout strength of a group of anchors
fVcp: Concrete pryout strength of a single anchor
fVcpg: Concrete pryout strength of a group of anchors
fVn: Shear strength
fVsa: Strength in shear of a single anchor or group of anchors as governed by the steel strength
yc,N: Factor used to modify tensile strength of anchors based on presence or absence of cracks in concrete
yc,P: Factor used to modify pullout strength of anchors based on presence or absence of cracks in concrete
ycp,N: Factor used to modify tensile strength of postinstalled anchors intended for use in uncracked concrete without supplementary reinforcement
yec,N: Factor used to modify tensile strength of anchors based on eccentricity of applied loads
yec,Nx: Factor used to modify tensile strength of anchors based on eccentricity in x axis of applied loads
yec,Ny: Factor used to modify tensile strength of anchors based on eccentricity in y axis of applied loads
yed,N: Factor used to modify tensile strength of anchors based on proximity to edges of concrete member
s: Center-to-center anchor spacing
smin: Center-to-center anchor minimum spacing
SideFaceBlowoutApply: Side-face blowout apply
TensionShearInteraction: Result from tension-shear interaction
Vcp: Nominal pryout strength of a anchor in shear
Vcpg: Nominal pryout strength of a group of anchor in shear
Vua: Factored shear force applied to anchor or group of anchors