BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.19, 0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <10.05, 6.01>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 5.44 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.30/1) * 65.00 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.44 * (0.30/1) * 65.00 = 63.63 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 63.63, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <-10.05, -6.01>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 10.78 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.78 * 0.50 * 58.00 = 187.54 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(53.07, 187.54, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 26.100) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.71 = 1.50
At Row 1, At Column 2:
Ri1 = 11.57 kips
Ri vector at Beam = <11.54, -0.79>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 214.48 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 25.59 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 214.48 * (0.30/1) * 65.00 = 2509.37 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(25.59, 2509.37, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <-11.54, 0.79>
Lcsshpl at Shear Plate spacing = 2.00 in.
Lceshpl at Shear Plate edge = 12.28 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.28 * 0.50 * 58.00 = 213.65 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(34.80, 213.65, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 26.100) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.57 = 1.52
At Row 2, At Column 1:
Ri1 = 11.01 kips
Ri vector at Beam = <5.36, 9.62>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 6.46 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.30/1) * 65.00 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.46 * (0.30/1) * 65.00 = 75.61 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 75.61, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <-5.36, -9.62>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 7.83 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.83 * 0.50 * 58.00 = 136.33 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(53.07, 136.33, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 26.100) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.01 = 1.59
At Row 2, At Column 2:
Ri1 = 9.25 kips
Ri vector at Beam = <9.06, -1.86>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 57.66 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 25.59 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 57.66 * (0.30/1) * 65.00 = 674.63 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(25.59, 674.63, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <-9.06, 1.86>
Lcsshpl at Shear Plate spacing = 2.00 in.
Lceshpl at Shear Plate edge = 12.51 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.51 * 0.50 * 58.00 = 217.61 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(34.80, 217.61, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 26.100) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 9.25 = 1.90
At Row 3, At Column 1:
Ri1 = 11.01 kips
Ri vector at Beam = <-5.36, 9.62>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 2.93 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.30/1) * 65.00 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.93 * (0.30/1) * 65.00 = 34.30 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 34.30, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <5.36, -9.62>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 4.40 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.40 * 0.50 * 58.00 = 76.57 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(53.07, 76.57, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 26.100) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.01 = 1.59
At Row 3, At Column 2:
Ri1 = 9.25 kips
Ri vector at Beam = <-9.06, -1.86>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 4.32 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 25.59 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.32 * (0.30/1) * 65.00 = 50.49 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(25.59, 50.49, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <9.06, 1.86>
Lcsshpl at Shear Plate spacing = 2.00 in.
Lceshpl at Shear Plate edge = 1.02 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.02 * 0.50 * 58.00 = 17.76 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(34.80, 17.76, 26.10) = 17.76 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 17.764) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 9.25 = 1.90
At Row 4, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <-10.05, 6.01>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 1.49 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.30/1) * 65.00 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.49 * (0.30/1) * 65.00 = 17.40 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 17.40, 17.55) = 17.40 kips/bolt
Ri vector at Shear Plate = <10.05, -6.01>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 1.85 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.85 * 0.50 * 58.00 = 32.24 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(53.07, 32.24, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.400, 26.100) = 17.40 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.40 / 11.71 = 1.49
At Row 4, At Column 2:
Ri1 = 11.57 kips
Ri vector at Beam = <-11.54, -0.79>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 4.23 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 25.59 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.23 * (0.30/1) * 65.00 = 49.49 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(25.59, 49.49, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate = <11.54, 0.79>
Lcsshpl at Shear Plate spacing = 2.00 in.
Lceshpl at Shear Plate edge = 1.00 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.00 * 0.50 * 58.00 = 17.44 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(34.80, 17.44, 26.10) = 17.44 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 17.441) = 17.44 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.44 / 11.57 = 1.51
Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.49902, 1.51663, 1.59409, 1.89775, 1.59409, 1.89775, 1.48625, 1.5072) = 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 * 25.94 = 25.94 kips |