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 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.28 * (0.20/1) * 65.00 = 25.61 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 25.61, 11.70) = 11.70 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(11.700, 52.200) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.71 = 1.00
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 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.73 * (0.20/1) * 65.00 = 60.33 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 60.33, 11.70) = 11.70 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(11.700, 52.200) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.13 = 1.05
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 = 16.82 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 16.82 * (0.20/1) * 65.00 = 131.18 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 131.18, 11.70) = 11.70 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(11.700, 52.200) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.26 = 1.04
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 * (0.20/1) * 65.00 = 17.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.20/1) * 65.00 = 43.63 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.06, 43.63, 11.70) = 11.70 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(11.700, 52.200) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.51 = 1.02
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 * (0.20/1) * 65.00 = 17.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.59 * (0.20/1) * 65.00 = 43.63 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.06, 43.63, 11.70) = 11.70 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(11.700, 52.200) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 8.53 = 1.37
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 = 5.49 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.20/1) * 65.00 = 17.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.49 * (0.20/1) * 65.00 = 42.85 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.06, 42.85, 11.70) = 11.70 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(11.700, 52.200) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 9.78 = 1.20
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 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.49 * (0.20/1) * 65.00 = 19.44 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 19.44, 11.70) = 11.70 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(11.700, 36.114) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.71 = 1.00
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 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.64 * (0.20/1) * 65.00 = 36.16 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 36.16, 11.70) = 11.70 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(11.700, 52.200) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.13 = 1.05
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 = 5.21 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.20/1) * 65.00 = 24.30 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.21 * (0.20/1) * 65.00 = 40.60 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.20/1) * 65.00 = 11.70 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(24.30, 40.60, 11.70) = 11.70 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(11.700, 40.648) = 11.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 11.70 / 11.26 = 1.04
Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 0.999349, 1.05159, 1.03877, 1.01662, 1.37132, 1.19605, 0.999352, 1.0516, 1.03879) = 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 = 25.84 kips |