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 = <6.82, 9.52>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 3.28 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.22/1) * 65.00 = 26.73 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.28 * (0.22/1) * 65.00 = 28.17 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.22/1) * 65.00 = 12.87 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.73, 28.17, 12.87) = 12.87 kips/bolt
Ri vector at Shear Plate = <-6.82, -9.52>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 8.42 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 1.00 * 58.00 = 106.13 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 8.42 * 1.00 * 58.00 = 292.94 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 1.00 * 58.00 = 52.20 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(106.13, 292.94, 52.20) = 52.20 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(12.870, 52.200) = 12.87 kips/bolt
Bolt Shear Demand to Bearing ratio = 12.87 / 11.71 = 1.10
At Row 1, At Column 2:
Ri1 = 11.13 kips
Ri vector at Beam = <10.34, 4.10>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 7.73 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.22/1) * 65.00 = 26.73 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.73 * (0.22/1) * 65.00 = 66.37 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.22/1) * 65.00 = 12.87 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.73, 66.37, 12.87) = 12.87 kips/bolt
Ri vector at Shear Plate = <-10.34, -4.10>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 12.64 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 1.00 * 58.00 = 106.13 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.64 * 1.00 * 58.00 = 439.85 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 1.00 * 58.00 = 52.20 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(106.13, 439.85, 52.20) = 52.20 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(12.870, 52.200) = 12.87 kips/bolt
Bolt Shear Demand to Bearing ratio = 12.87 / 11.13 = 1.16
At Row 1, At Column 3:
Ri1 = 11.26 kips
Ri vector at Beam = <9.64, -5.82>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 17.01 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.22/1) * 65.00 = 26.73 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 17.01 * (0.22/1) * 65.00 = 145.95 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.22/1) * 65.00 = 12.87 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.73, 145.95, 12.87) = 12.87 kips/bolt
Ri vector at Shear Plate = <-9.64, 5.82>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 1.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 1.00 * 58.00 = 106.13 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.84 * 1.00 * 58.00 = 63.86 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 1.00 * 58.00 = 52.20 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(106.13, 63.86, 52.20) = 52.20 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(12.870, 52.200) = 12.87 kips/bolt
Bolt Shear Demand to Bearing ratio = 12.87 / 11.26 = 1.14
At Row 2, At Column 1:
Ri1 = 11.51 kips
Ri vector at Beam = <0.00, 11.51>
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 * (0.22/1) * 65.00 = 18.77 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.22/1) * 65.00 = 47.99 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.22/1) * 65.00 = 12.87 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(18.77, 47.99, 12.87) = 12.87 kips/bolt
Ri vector at Shear Plate = <-0.00, -11.51>
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 * 1.00 * 58.00 = 76.12 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.84 * 1.00 * 58.00 = 133.76 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 1.00 * 58.00 = 52.20 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(76.12, 133.76, 52.20) = 52.20 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(12.870, 52.200) = 12.87 kips/bolt
Bolt Shear Demand to Bearing ratio = 12.87 / 11.51 = 1.12
At Row 2, At Column 2:
Ri1 = 8.53 kips
Ri vector at Beam = <0.00, 8.53>
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 * (0.22/1) * 65.00 = 18.77 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.22/1) * 65.00 = 47.99 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.22/1) * 65.00 = 12.87 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(18.77, 47.99, 12.87) = 12.87 kips/bolt
Ri vector at Shear Plate = <-0.00, -8.53>
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 * 1.00 * 58.00 = 76.12 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.84 * 1.00 * 58.00 = 133.76 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 1.00 * 58.00 = 52.20 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(76.12, 133.76, 52.20) = 52.20 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(12.870, 52.200) = 12.87 kips/bolt
Bolt Shear Demand to Bearing ratio = 12.87 / 8.53 = 1.51
At Row 2, At Column 3:
Ri1 = 9.78 kips
Ri vector at Beam = <0.00, -9.78>
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 * (0.22/1) * 65.00 = 18.77 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.22/1) * 65.00 = 47.99 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.22/1) * 65.00 = 12.87 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(18.77, 47.99, 12.87) = 12.87 kips/bolt
Ri vector at Shear Plate = <-0.00, 9.78>
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 * 1.00 * 58.00 = 76.12 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.84 * 1.00 * 58.00 = 133.76 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 1.00 * 58.00 = 52.20 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(76.12, 133.76, 52.20) = 52.20 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(12.870, 52.200) = 12.87 kips/bolt
Bolt Shear Demand to Bearing ratio = 12.87 / 9.78 = 1.32
At Row 3, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam = <-6.82, 9.52>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 2.49 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.22/1) * 65.00 = 26.73 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.49 * (0.22/1) * 65.00 = 21.38 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.22/1) * 65.00 = 12.87 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.73, 21.38, 12.87) = 12.87 kips/bolt
Ri vector at Shear Plate = <6.82, -9.52>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 1.04 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 1.00 * 58.00 = 106.13 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.04 * 1.00 * 58.00 = 36.11 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 1.00 * 58.00 = 52.20 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(106.13, 36.11, 52.20) = 36.11 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(12.870, 36.114) = 12.87 kips/bolt
Bolt Shear Demand to Bearing ratio = 12.87 / 11.71 = 1.10
At Row 3, At Column 2:
Ri1 = 11.13 kips
Ri vector at Beam = <-10.34, 4.10>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 4.64 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.22/1) * 65.00 = 26.73 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.64 * (0.22/1) * 65.00 = 39.78 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.22/1) * 65.00 = 12.87 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.73, 39.78, 12.87) = 12.87 kips/bolt
Ri vector at Shear Plate = <10.34, -4.10>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 2.85 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 1.00 * 58.00 = 106.13 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 2.85 * 1.00 * 58.00 = 99.32 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 1.00 * 58.00 = 52.20 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(106.13, 99.32, 52.20) = 52.20 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(12.870, 52.200) = 12.87 kips/bolt
Bolt Shear Demand to Bearing ratio = 12.87 / 11.13 = 1.16
At Row 3, At Column 3:
Ri1 = 11.26 kips
Ri vector at Beam = <-9.64, -5.82>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 5.40 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.22/1) * 65.00 = 26.73 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.40 * (0.22/1) * 65.00 = 46.32 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.22/1) * 65.00 = 12.87 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.73, 46.32, 12.87) = 12.87 kips/bolt
Ri vector at Shear Plate = <9.64, 5.82>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 1.17 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 1.00 * 58.00 = 106.13 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.17 * 1.00 * 58.00 = 40.65 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 1.00 * 58.00 = 52.20 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(106.13, 40.65, 52.20) = 40.65 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(12.870, 40.648) = 12.87 kips/bolt
Bolt Shear Demand to Bearing ratio = 12.87 / 11.26 = 1.14
Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.09928, 1.15675, 1.14265, 1.11828, 1.50846, 1.31566, 1.09929, 1.15676, 1.14266) = 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 * 25.86 = 25.86 kips |