BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.49, -0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <6.50, 9.73>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 3.20 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.20 * (0.20/1) * 65.00 = 24.97 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 24.97, 11.70) = 11.70 kips/bolt
Ri vector at Shear Plate = <-6.50, -9.73>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 8.23 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 8.23 * 0.75 * 58.00 = 214.82 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 214.82, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(11.700, 39.150) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.71 = 1.00
At Row 1, At Column 2:
Ri1 = 11.11 kips
Ri vector at Beam = <9.95, 4.94>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 6.34 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.34 * (0.20/1) * 65.00 = 49.43 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 49.43, 11.70) = 11.70 kips/bolt
Ri vector at Shear Plate = <-9.95, -4.94>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 10.61 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.61 * 0.75 * 58.00 = 276.86 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 276.86, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(11.700, 39.150) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.11 = 1.05
At Row 1, At Column 3:
Ri1 = 11.11 kips
Ri vector at Beam = <9.93, -4.99>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 19.40 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 19.40 * (0.20/1) * 65.00 = 151.29 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 151.29, 11.70) = 11.70 kips/bolt
Ri vector at Shear Plate = <-9.93, 4.99>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 2.22 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 2.22 * 0.75 * 58.00 = 57.98 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 57.98, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(11.700, 39.150) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.11 = 1.05
At Row 2, At Column 1:
Ri1 = 11.53 kips
Ri vector at Beam = <0.00, 11.53>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 5.59 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.20/1) * 65.00 = 17.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.20/1) * 65.00 = 43.63 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.06, 43.63, 11.70) = 11.70 kips/bolt
Ri vector at Shear Plate = <-0.00, -11.53>
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 3.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.75 * 58.00 = 57.09 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.84 * 0.75 * 58.00 = 100.32 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(57.09, 100.32, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(11.700, 39.150) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.53 = 1.01
At Row 2, At Column 2:
Ri1 = 9.08 kips
Ri vector at Beam = <0.00, 9.08>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 5.59 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.20/1) * 65.00 = 17.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.20/1) * 65.00 = 43.63 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.06, 43.63, 11.70) = 11.70 kips/bolt
Ri vector at Shear Plate = <-0.00, -9.08>
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 3.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.75 * 58.00 = 57.09 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.84 * 0.75 * 58.00 = 100.32 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(57.09, 100.32, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(11.700, 39.150) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 9.08 = 1.29
At Row 2, At Column 3:
Ri1 = 9.12 kips
Ri vector at Beam = <0.00, -9.12>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 5.49 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.20/1) * 65.00 = 17.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.49 * (0.20/1) * 65.00 = 42.85 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.06, 42.85, 11.70) = 11.70 kips/bolt
Ri vector at Shear Plate = <-0.00, 9.12>
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 3.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.75 * 58.00 = 57.09 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.84 * 0.75 * 58.00 = 100.32 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(57.09, 100.32, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(11.700, 39.150) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 9.12 = 1.28
At Row 3, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <-6.50, 9.74>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 2.63 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.63 * (0.20/1) * 65.00 = 20.53 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 20.53, 11.70) = 11.70 kips/bolt
Ri vector at Shear Plate = <6.50, -9.74>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 1.01 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.01 * 0.75 * 58.00 = 26.48 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 26.48, 39.15) = 26.48 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(11.700, 26.484) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.71 = 1.00
At Row 3, At Column 2:
Ri1 = 11.11 kips
Ri vector at Beam = <-9.95, 4.94>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 4.83 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.83 * (0.20/1) * 65.00 = 37.66 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 37.66, 11.70) = 11.70 kips/bolt
Ri vector at Shear Plate = <9.95, -4.94>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 2.25 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 2.25 * 0.75 * 58.00 = 58.75 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 58.75, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(11.700, 39.150) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.11 = 1.05
At Row 3, At Column 3:
Ri1 = 11.11 kips
Ri vector at Beam = <-9.93, -5.00>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 6.05 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.05 * (0.20/1) * 65.00 = 47.15 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 47.15, 11.70) = 11.70 kips/bolt
Ri vector at Shear Plate = <9.93, 5.00>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 1.12 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.12 * 0.75 * 58.00 = 29.22 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 29.22, 39.15) = 29.22 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(11.700, 29.218) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.11 = 1.05
Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 0.999349, 1.0532, 1.05277, 1.01434, 1.28877, 1.28338, 0.999353, 1.05322, 1.05279) = 1.00
Bearing Capacity at Beam and Shear Plate at Vertical Shear Load Only, Rbv1 = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 1.00 * 30.86 = 30.84 kips |