BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.71, -0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <11.21, 3.37>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 9.14 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.40/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.14 * (0.40/1) * 65.00 = 140.74 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.40/1) * 65.00 = 23.11 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 140.74, 23.11) = 23.11 kips/bolt
Ri vector at Shear Plate = <-11.21, -3.37>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 9.40 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.40 * 0.38 * 58.00 = 122.65 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 122.65, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.107, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.71 = 1.67
At Row 2, At Column 1:
Ri1 = 11.31 kips
Ri vector at Beam = <10.31, 4.65>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 13.57 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.40/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 13.57 * (0.40/1) * 65.00 = 209.03 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.40/1) * 65.00 = 23.11 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 209.03, 23.11) = 23.11 kips/bolt
Ri vector at Shear Plate = <-10.31, -4.65>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 9.87 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.87 * 0.38 * 58.00 = 128.86 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 128.86, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.107, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.31 = 1.73
At Row 3, At Column 1:
Ri1 = 10.32 kips
Ri vector at Beam = <7.66, 6.91>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 12.65 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.40/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 12.65 * (0.40/1) * 65.00 = 194.91 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.40/1) * 65.00 = 23.11 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 194.91, 23.11) = 23.11 kips/bolt
Ri vector at Shear Plate = <-7.66, -6.91>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 12.19 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.19 * 0.38 * 58.00 = 159.10 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 159.10, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.107, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 10.32 = 1.90
At Row 4, At Column 1:
Ri1 = 9.21 kips
Ri vector at Beam = <0.00, 9.21>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 11.34 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.40/1) * 65.00 = 33.70 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 11.34 * (0.40/1) * 65.00 = 174.75 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.40/1) * 65.00 = 23.11 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(33.70, 174.75, 23.11) = 23.11 kips/bolt
Ri vector at Shear Plate = <-0.00, -9.21>
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 9.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.38 * 58.00 = 28.55 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.84 * 0.38 * 58.00 = 128.46 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(28.55, 128.46, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.107, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 9.21 = 2.13
At Row 5, At Column 1:
Ri1 = 10.32 kips
Ri vector at Beam = <-7.66, 6.92>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 1.70 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.40/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.70 * (0.40/1) * 65.00 = 26.18 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.40/1) * 65.00 = 23.11 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 26.18, 23.11) = 23.11 kips/bolt
Ri vector at Shear Plate = <7.66, -6.92>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 1.42 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.42 * 0.38 * 58.00 = 18.47 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 18.47, 19.57) = 18.47 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.107, 18.469) = 18.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 18.47 / 10.32 = 1.79
At Row 6, At Column 1:
Ri1 = 11.31 kips
Ri vector at Beam = <-10.31, 4.65>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 1.31 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.40/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.31 * (0.40/1) * 65.00 = 20.15 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.40/1) * 65.00 = 23.11 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 20.15, 23.11) = 20.15 kips/bolt
Ri vector at Shear Plate = <10.31, -4.65>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 1.10 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.10 * 0.38 * 58.00 = 14.32 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 14.32, 19.57) = 14.32 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.152, 14.319) = 14.32 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.32 / 11.31 = 1.27
At Row 7, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <-11.21, 3.37>
Lcsbm at Beam spacing = na
Lcebm at Beam edge = 1.23 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.40/1) * 65.00 = na
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.23 * (0.40/1) * 65.00 = 18.88 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.40/1) * 65.00 = 23.11 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(na, 18.88, 23.11) = 18.88 kips/bolt
Ri vector at Shear Plate = <11.21, -3.37>
Lcsshpl at Shear Plate spacing = na
Lceshpl at Shear Plate edge = 1.04 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.38 * 58.00 = na
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.04 * 0.38 * 58.00 = 13.63 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(na, 13.63, 19.57) = 13.63 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(18.879, 13.628) = 13.63 kips/bolt
Bolt Shear Demand to Bearing ratio = 13.63 / 11.71 = 1.16
Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.67199, 1.73096, 1.89707, 2.12584, 1.79005, 1.26621, 1.16408) = 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 * 39.09 = 39.09 kips |