ABCDEFGHIJKLMNOPQRSTUVWXYZAAABACADAEAFAGAHAIAJAKALAMANAOAPAQARASATAUAVAWAXAYAZBABBBCBDBEBFBGBHBIBJBKBLBMBNBOBPBQBRBSBTBU
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PROJECT :
PAGE :
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CLIENT :
DESIGN BY :
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JOB NO. :
DATE :
REVIEW BY :
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Design for Equipment Anchorage to Bottom Concrete Based on 2015 IBC & 2016 CBC Chapter A
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INPUT DATA & DESIGN SUMMARY
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EQUIPMENT WEIGHT
W=16
kips, (71 kN)
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CENTER OF MASS
H=4
ft, (1.22 m)
<== Tip:
See Bridge Group for Mounting Design on Concrete Wall/Tunnel Based on FEMA E-74, 2015 IBC, and 2016 CBC Chapter A
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ECCENTRICITY
eL=0,5
ft, (0.15 m)
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eB=0,5
ft, (0.15 m)
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KWIK BOLT-TZ DIAMETER
f =3/4
in, (19 mm), Per ICC ESR-1917
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ANCHOR DEPTH
hef =4 3/4
in, (121 mm), Per ICC ESR-1917
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EDGE DISTANCE
c=12
in, (305 mm)
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ANCHORAGE LENGTH
L=12,33
ft, (3.76 m)
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BOLTS ALONG L EDGE
NL=3
per line
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ANCHOR SPACING
SL = L / (NL - 1) =
74
in, (1879 mm)
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ANCHORAGE WIDTH
B=5
ft, (1.52 m)
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BOLTS ALONG B EDGE
NB=2
per line
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ANCHOR SPACING
SB = B / (NB - 1) =
60
in, (1524 mm)
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[THE ANCHORAGE, KWIK BOLT-TZ, DESIGN IS ADEQUATE.]
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ANALYSIS
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TENSION & SHEAR CAPACITY (SD - 2016 CBC 1905A,and ASD - ICC ESR-1917, 4.2)
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fPn,t =7399,5
lbs, 2016 CBC 1905A & ACI 318-14 17
Pt =4933
lbs, Tallowable,ASD
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fVn,t =8838,2
lbs, 2016 CBC 1905A & ACI 318-14 17
Vt =6313
lbs, Vallowable,ASD
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SPACING & EDGE REQUIREMENTS (ICC ESR-1917, Table 3 or 4)
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Scr=7 3/4
in, (Critical Spacing for Kedge-space based on ACI 318-14 17)
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Smin=4in
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Ccr=8 7/8in, shear,8 7/8
in, tension
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Cmin=4 1/8in, shear,4 1/8
in, tension
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DESIGN LOADS
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FH = Fp =
W0 (KH) MAX{ 0.3SDSIpW , MIN[ 0.4apSDSIp(1+2z/h)/Rp W , 1.6SDSIpW ] }
, (ASCE 7-10, Sec. 13.3.1)
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=
1.5 (1.3) MAX{ 0.43W , MIN[ 0.81W , 2.30W ]}
whereSDS =0,96
(ASCE 7-10 Sec 11.4.4)
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=1,58
W , (SD) =
25,29kipsIp =1,5
(ASCE Sec. 13.1.3)
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=1,13
W , (ASD) =
18,07kipsap =1
(ASCE Tab. 13.6-1)
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Rp =1,5
(ASCE Tab. 13.6-1)
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FV = KV W =
0,25
W , (SD) =
3,99
kips, up & down
z =20ft
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0,18
W , (ASD) =
2,85
kips, up & down
h =36ft
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W0 =1,5
(ASCE 7-10 Supp. 1 Tab. 13.6-1)
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KV = KH 0.2 SDS / 1.4 =
0,18
(vertical seismic factor)
KH =1,3
(This option only for local
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jurisdiction amendments to the code.)
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MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE
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MOT = Fp H +(0.9W - Fv ) eB =
78,04ft-kips
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MRES = (0.9W - Fv ) (0.5B) =
28,87ft-kips<MOT
,therefore design tension anchors.
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CHECK TENSION CAPACITY
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Pu,s = 1,50Ps = 4917
lbs / bolt, SD
<fPn,t
[SATISFACTORY]
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Ps = [(FV -0.9 W) / A + MOT y / I ] =
3278
lbs / bolt, ASD
<
Pt KDSA Kseismic Kedge-space
[SATISFACTORY]
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where
A = 2(NL + NB) -4 =
6
(total bolts)
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I = MIN(SXi2 , SYi2 ) =
5400
in2-bolts
(B direction governs)
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y = 0.5 B =
30in,KDSA =0,8
(DSA/OSHPD adapted ICBO / ICC value)
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Kseismic =
1 1/3
(allowable increase? CBC 1605A.3.2)
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Kedge-space =
1,00
(ICC ESR-1917 Sec. 4.2.1 SIM.)
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CHECK SHEAR CAPACITY
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Vu,s = 1,40Vs = 4215
lbs / bolt, SD
<fVn,t
[SATISFACTORY]
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Vs = FH / A =
3011
lbs / bolt, ASD
<
Vt KDSA Kseismic Kedge-space
[SATISFACTORY]
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where
Kedge-space =
1,00
(ICC ESR-1917 Sec. 4.2.1 SIM.)
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CHECK COMBINED LOADING CAPACITY (ACI 318-14 17 & ICC ESR-1917 Sec. 4.2.2)
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(Pu,s / fPn,t) + (Vu,s / fVn,t) =
1,141<1,20
[SATISFACTORY]
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(Ps / Pt) + (Vs / Vt) =
1,070<1,20
[SATISFACTORY]
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LICENSE NUMBER: Package License Including New Software Based on ASCE 41-17, ASCE 7-16, AISC 360/341/358-16
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