BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.14, -0.00)
At Row 1, At Column 1:
Ri1 = 20.81 kips
Ri vector at Beam = <12.22, 16.85>
Lcsbm at Beam spacing = 2.76 in.
Lcebm at Beam edge = 3.18 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.23/1) * 65.00 = 24.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.18 * (0.23/1) * 65.00 = 28.48 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.23/1) * 65.00 = 17.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.78, 28.48, 17.94) = 17.94 kips/bolt
Ri vector at Shear Plate = <-12.22, -16.85>
Lcsshpl at Shear Plate spacing = 2.67 in.
Lceshpl at Shear Plate edge = 8.61 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 8.61 * 1.12 * 58.00 = 337.07 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 337.07, 78.30) = 78.30 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.940, 78.300) = 17.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.94 / 20.81 = 0.86
At Row 1, At Column 2:
Ri1 = 19.79 kips
Ri vector at Beam = <18.51, 7.00>
Lcsbm at Beam spacing = 2.76 in.
Lcebm at Beam edge = 7.95 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.23/1) * 65.00 = 24.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.95 * (0.23/1) * 65.00 = 71.28 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.23/1) * 65.00 = 17.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.78, 71.28, 17.94) = 17.94 kips/bolt
Ri vector at Shear Plate = <-18.51, -7.00>
Lcsshpl at Shear Plate spacing = 2.67 in.
Lceshpl at Shear Plate edge = 12.93 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.93 * 1.12 * 58.00 = 506.22 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 506.22, 78.30) = 78.30 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.940, 78.300) = 17.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.94 / 19.79 = 0.91
At Row 1, At Column 3:
Ri1 = 20.07 kips
Ri vector at Beam = <17.05, -10.59>
Lcsbm at Beam spacing = 2.76 in.
Lcebm at Beam edge = 19.74 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.23/1) * 65.00 = 24.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 19.74 * (0.23/1) * 65.00 = 177.05 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.23/1) * 65.00 = 17.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.78, 177.05, 17.94) = 17.94 kips/bolt
Ri vector at Shear Plate = <-17.05, 10.59>
Lcsshpl at Shear Plate spacing = 2.67 in.
Lceshpl at Shear Plate edge = 2.07 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 2.07 * 1.12 * 58.00 = 80.99 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 80.99, 78.30) = 78.30 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.940, 78.300) = 17.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.94 / 20.07 = 0.89
At Row 2, At Column 1:
Ri1 = 20.45 kips
Ri vector at Beam = <0.00, 20.45>
Lcsbm at Beam spacing = 1.94 in.
Lcebm at Beam edge = 5.47 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.23/1) * 65.00 = 17.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.47 * (0.23/1) * 65.00 = 49.05 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.23/1) * 65.00 = 17.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.38, 49.05, 17.94) = 17.38 kips/bolt
Ri vector at Shear Plate = <-0.00, -20.45>
Lcsshpl at Shear Plate spacing = 1.94 in.
Lceshpl at Shear Plate edge = 3.97 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.94 * 1.12 * 58.00 = 75.85 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.97 * 1.12 * 58.00 = 155.38 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(75.85, 155.38, 78.30) = 75.85 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.379, 75.853) = 17.38 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.38 / 20.45 = 0.85
At Row 2, At Column 2:
Ri1 = 14.96 kips
Ri vector at Beam = <0.00, 14.96>
Lcsbm at Beam spacing = 1.94 in.
Lcebm at Beam edge = 5.47 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.23/1) * 65.00 = 17.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.47 * (0.23/1) * 65.00 = 49.05 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.23/1) * 65.00 = 17.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.38, 49.05, 17.94) = 17.38 kips/bolt
Ri vector at Shear Plate = <-0.00, -14.96>
Lcsshpl at Shear Plate spacing = 1.94 in.
Lceshpl at Shear Plate edge = 3.97 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.94 * 1.12 * 58.00 = 75.85 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.97 * 1.12 * 58.00 = 155.38 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(75.85, 155.38, 78.30) = 75.85 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.379, 75.853) = 17.38 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.38 / 14.96 = 1.16
At Row 2, At Column 3:
Ri1 = 17.58 kips
Ri vector at Beam = <0.00, -17.58>
Lcsbm at Beam spacing = 1.94 in.
Lcebm at Beam edge = 7.17 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.23/1) * 65.00 = 17.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.17 * (0.23/1) * 65.00 = 64.30 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.23/1) * 65.00 = 17.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.38, 64.30, 17.94) = 17.38 kips/bolt
Ri vector at Shear Plate = <-0.00, 17.58>
Lcsshpl at Shear Plate spacing = 1.94 in.
Lceshpl at Shear Plate edge = 3.97 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.94 * 1.12 * 58.00 = 75.85 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.97 * 1.12 * 58.00 = 155.38 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(75.85, 155.38, 78.30) = 75.85 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.379, 75.853) = 17.38 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.38 / 17.58 = 0.99
At Row 3, At Column 1:
Ri1 = 20.81 kips
Ri vector at Beam = <-12.22, 16.85>
Lcsbm at Beam spacing = 2.76 in.
Lcebm at Beam edge = 3.19 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.23/1) * 65.00 = 24.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.19 * (0.23/1) * 65.00 = 28.65 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.23/1) * 65.00 = 17.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.78, 28.65, 17.94) = 17.94 kips/bolt
Ri vector at Shear Plate = <12.22, -16.85>
Lcsshpl at Shear Plate spacing = 2.67 in.
Lceshpl at Shear Plate edge = 1.20 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.20 * 1.12 * 58.00 = 46.85 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 46.85, 78.30) = 46.85 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.940, 46.855) = 17.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.94 / 20.81 = 0.86
At Row 3, At Column 2:
Ri1 = 19.79 kips
Ri vector at Beam = <-18.51, 7.00>
Lcsbm at Beam spacing = 2.76 in.
Lcebm at Beam edge = 5.02 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.23/1) * 65.00 = 24.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.02 * (0.23/1) * 65.00 = 44.99 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.23/1) * 65.00 = 17.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.78, 44.99, 17.94) = 17.94 kips/bolt
Ri vector at Shear Plate = <18.51, -7.00>
Lcsshpl at Shear Plate spacing = 2.67 in.
Lceshpl at Shear Plate edge = 3.54 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.54 * 1.12 * 58.00 = 138.46 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 138.46, 78.30) = 78.30 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.940, 78.300) = 17.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.94 / 19.79 = 0.91
At Row 3, At Column 3:
Ri1 = 20.07 kips
Ri vector at Beam = <-17.04, -10.60>
Lcsbm at Beam spacing = 2.76 in.
Lcebm at Beam edge = 8.37 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.23/1) * 65.00 = 24.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.37 * (0.23/1) * 65.00 = 75.09 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.23/1) * 65.00 = 17.94 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.78, 75.09, 17.94) = 17.94 kips/bolt
Ri vector at Shear Plate = <17.04, 10.60>
Lcsshpl at Shear Plate spacing = 2.67 in.
Lceshpl at Shear Plate edge = 1.58 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.58 * 1.12 * 58.00 = 61.95 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 61.95, 78.30) = 61.95 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.940, 61.945) = 17.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.94 / 20.07 = 0.89
Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 0.861939, 0.906636, 0.893892, 0.849823, 1.16182, 0.988729, 0.861942, 0.906659, 0.893909) = 0.85
Bearing Capacity at Beam and Shear Plate at Vertical Shear Load Only, Rbv1 = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 0.85 * 44.34 = 37.68 kips |