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8/24/2021
<br /> IBC 2018 Cast-in-place Anchor Bolt Design referencing ACI 318-14 Chapter 17 8:49AM
<br /> Version Date.November 23,2020 By: SDP Reviewed by: TMO
<br /> JOB TITLE:Everett WA Sunbelt Wash Bay JOB#: 21114
<br /> Column:Typical DESIGNER: NGW
<br /> Anchor Bolt Capacities
<br /> Tension Calculations az C,1
<br /> A„: 408 in' Bottom Edge Dist.: 10 inches Left Edge Dist.: 7 inches
<br /> Arvo: 400 in' Top Edge Dist.: 10 inches Right Edge Dist.: 7 inches
<br /> Concrete Tension Capacity(Section 17.4.2)•Breakout Strength
<br /> t 00 ,qn: 0.88 cn 1
<br /> N,= 22.6 kips N„= 20.2 kips
<br /> Concrete Tension Capacity(Section 17.4.3)-Pullout Strength
<br /> 1 N.„= 21.9 kips
<br /> N,= 21.9 kips Capacity of Group: 87.5 kips
<br /> Concrete Tension Capacity (Section 17.4.4)-Side-Face Blowout Strength
<br /> Use A.: 408
<br /> N,,=n N/A kips N,,,= N/A kips
<br /> P.:Eon kips
<br /> Steel Tension Capacity(Section 17.4.1)
<br /> P,;: 19 4 kips/AB P..:I 77.6 'kips Ultimate Steel Tension Capacity
<br /> Shear Calculations
<br /> Steel Shear Capacity(Section 17.5.1)
<br /> V,,: 1t.64 kips/AB
<br /> X.Direction Z-Direction
<br /> Grout height below base plate,h,: 0 inches n: 4 #of anchors resistingn: 4 #of anchors resisting shear
<br /> V„:I 46.6 'kips V„: 46.6 kips
<br /> Concrete Shear Breakout Capacity(Section 17.5.2)F
<br /> 1.00 '.ea,v: 0.99 s,va r 1 I r 1.00 Factor for E combinations 0.75
<br /> Left Edge Bolts Right Edge Bolts Bottom Edge Bolts Top Edge Botts
<br /> Edge Distance: 7.0 inches 7.0 inches Edge Distance: 10.0 inches 10.0 inches
<br /> Avg= 178.5 in' 178.5 in' A,= 255.0 in' 255.0
<br /> A,,,„= 220.5 in' 221 in' A,„„= 450.0 in' 450.0
<br /> V,,= 9.3 kips 9.3 kips Vs= 15.9 kips 15.9 kips
<br /> V,= 7.4 kips 7.4 kips V.= 8.9 kips 8.9 kips
<br /> Concrete Shear Pryout Capacity(Section 17.5.3)
<br /> r rnr:.,,t,: 2-Direction
<br /> V,y= 53.1 kips V.= 53.1 kips
<br /> N,= 29.7 kips Np= 29.7 kips
<br /> Group Capacity V„: 53.1 kips Left Edge Bolts Group Capacity V„: 53.1 kips Bottom Edge Bolts
<br /> Group Capacity V,: 53.1 kips Right Edge Bobs Group Capacity V„: 53.1 kips Top Edge Bolts
<br /> Ultimate Concrete Capacity Based on Pryout Strength Only Ultimate Concrete Capacity Based on Pryout Strength Only
<br /> Combined Tension and Shear Stress Ratios
<br /> Concrete Concrete Steel Steel Concrete Steel Concrete Steel Results I
<br /> LRFD Combinations V„ V„ T, V, V, V, V, T T Combined V T Comb.Conc Comb.SO
<br /> 1.40 0.1 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
<br /> 1.2D+1.6(L+C,)+0.55 0.3 0.0 0.0 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.00
<br /> 1.2D+1.6(L+C,)+0.5L,+C 0.3 0.0 0.0 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.00
<br /> 1.2D+1.6'(L,+C)+L+C, 0.6 0.0 0.0 0.00 0.02 0.00 0.02 0.00 0.00 0.00 0.00
<br /> 1.2D+1.6(L,+C)+0.5W 1.3 0.4 0.0 0.01 0.03 0.01 0.04 0.00 0.00 0.00 0.00
<br /> 1.2D+1.6(L,*C)-0.5W -0.6 -0.4 0.0 0.01 0.01 0.01 0.02 0.00 0.00 0.00 0.00
<br /> 1.2D+1.6(C+S)+(L+C,) 0.8 0.0 0.0 0.00 0.02 0.00 0.03 0.00 0.00 0.00 0.00
<br /> 1.20+1.6(C+0)+0.5W 1.4 0.4 0.0 0.01 0.04 0.01 0.05 0.00 0.00 0.00 0.00 ,
<br /> 1.20+1.6(C+S)-0.5W -0.4 -0.4 0.0 0.01 0.01 0.01 0.01 0.00 0,00 0.00 0.00
<br /> 1.20+1.0W+(L+CJ+0.5L+C 1.6 0.8 0.0 0.02 0.04 0.03 0.05 0.00 0.00 0.00 0.00
<br /> 1.2D-1.0W+(L*CJ*0.5L,+C -2.0 -0.8 0.1 0.02 0.05 0.03 0.07 0.00 0.00 0.00 0.00 .•
<br /> 1.2D*1.0W*(L*C,)+0.5S+C 1.6 0.8 0.0 0.02 0.04 0.03 0.05 0.00 0.00 0.00 0.00 - .
<br /> 1.2D-1.0W+(L+CJ+0.5S+C -2.0 -0.8 0.0 0.02 0.05 0.03 0.07 0.00 0.00 0.00 0.00 ,
<br /> 1.2'(0+0.2'Sds'D)+(E'/:o)+(L+C,)+0.2S+C 1.4 0.9 0.0 0.03 0.05 0.03 0.05 0.00 0.00 0.00 0.00 - -• -
<br /> 1.2'(0-0.2'Sds'D)-(E'Slo)+(L+CJ+0.2S+C -1.0 -0.9 0.2 0.03 0.03 0.03 0.03 0.00 0.00 0.00 0.00
<br /> 0.9D+1.0W 1.4 0.8 0.0 0.02 0.03 0.03 0.05 0.00 0.00 0.00 0.00
<br /> 0.90-1.0W -2.2 -0.8 2.0 0.02 0.06 0.03 0.07 0.03 0.03 0.03 0.03 •
<br /> 0.9'(D*0.2'Sds'0)+(E'11o) 1.3 0.9 0.0 0.03 0.04 0.03 0.04 0.00 0.00 0.00 0.00 •
<br /> 0.9'(D-0.2'Sds'D)-(E'1/o) -1.1 -0.9 1.3 0.03 0.04 0.03 0.04 0.03 0.02 0.03 0.02 , .
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