BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.92, 0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <11.34, 2.90>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 11.70 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.38/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 11.70 * (0.38/1) * 65.00 = 171.08 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.38/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 171.08, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate = <-11.34, -2.90>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 9.29 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.50 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.29 * 0.50 * 58.00 = 161.64 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 161.64, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.937, 26.100) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 11.71 = 1.87
At Row 2, At Column 1:
Ri1 = 11.14 kips
Ri vector at Beam = <10.25, 4.37>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 14.89 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.38/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 14.89 * (0.38/1) * 65.00 = 217.78 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.38/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 217.78, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate = <-10.25, -4.37>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 9.78 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.50 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.78 * 0.50 * 58.00 = 170.24 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 170.24, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.937, 26.100) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 11.14 = 1.97
At Row 3, At Column 1:
Ri1 = 9.47 kips
Ri vector at Beam = <5.83, 7.46>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 11.02 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.38/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 11.02 * (0.38/1) * 65.00 = 161.12 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.38/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 161.12, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate = <-5.83, -7.46>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 12.49 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.50 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.49 * 0.50 * 58.00 = 217.39 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 217.39, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.937, 26.100) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 9.47 = 2.32
At Row 4, At Column 1:
Ri1 = 9.47 kips
Ri vector at Beam = <-5.83, 7.46>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 2.23 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.38/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.23 * (0.38/1) * 65.00 = 32.64 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.38/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 32.64, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate = <5.83, -7.46>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 1.92 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.50 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.92 * 0.50 * 58.00 = 33.39 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 33.39, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.937, 26.100) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 9.47 = 2.32
At Row 5, At Column 1:
Ri1 = 11.14 kips
Ri vector at Beam = <-10.25, 4.37>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 1.36 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.38/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.36 * (0.38/1) * 65.00 = 19.89 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.38/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 19.89, 21.94) = 19.89 kips/bolt
Ri vector at Shear Plate = <10.25, -4.37>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 1.09 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.50 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.09 * 0.50 * 58.00 = 18.92 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 18.92, 26.10) = 18.92 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(19.894, 18.915) = 18.92 kips/bolt
Bolt Shear Demand to Bearing ratio = 18.92 / 11.14 = 1.70
At Row 6, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <-11.34, 2.90>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 1.27 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.38/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.27 * (0.38/1) * 65.00 = 18.59 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.38/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 18.59, 21.94) = 18.59 kips/bolt
Ri vector at Shear Plate = <11.34, -2.90>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 1.03 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.50 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.03 * 0.50 * 58.00 = 17.96 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 17.96, 26.10) = 17.96 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(18.589, 17.960) = 17.96 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.96 / 11.71 = 1.53
Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.87379, 1.96902, 2.31753, 2.31738, 1.69771, 1.53406) = 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 * 29.46 = 29.46 kips |