BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.06, -0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam = <13.42, 11.33>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 4.25 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.25 * (0.32/1) * 65.00 = 78.24 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 78.24, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <-13.42, -11.33>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 11.31 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.31 * 0.50 * 65.00 = 330.80 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 330.80, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 17.56 = 1.57
At Row 1, At Column 2:
Ribolt = 17.25 kips
Ri vector at Beam = <16.32, 5.61>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 8.82 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.82 * (0.32/1) * 65.00 = 162.58 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 162.58, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <-16.32, -5.61>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 12.29 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.29 * 0.50 * 65.00 = 359.57 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 359.57, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 17.25 = 1.60
At Row 1, At Column 3:
Ribolt = 17.17 kips
Ri vector at Beam = <16.97, -2.65>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 96.11 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 96.11 * (0.32/1) * 65.00 = 1771.05 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 1771.05, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <-16.97, 2.65>
Lcsshpl at Shear Plate spacing = 2.00 in.
Lceshpl at Shear Plate edge = 7.59 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.50 * 65.00 = 58.50 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.59 * 0.50 * 65.00 = 222.03 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(58.50, 222.03, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 17.17 = 1.61
At Row 2, At Column 1:
Ribolt = 17.11 kips
Ri vector at Beam = <8.72, 14.72>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 6.57 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.57 * (0.32/1) * 65.00 = 121.04 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 121.04, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <-8.72, -14.72>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 11.44 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.44 * 0.50 * 65.00 = 334.70 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 334.70, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 17.11 = 1.62
At Row 2, At Column 2:
Ribolt = 15.75 kips
Ri vector at Beam = <12.98, 8.92>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 10.18 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 10.18 * (0.32/1) * 65.00 = 187.68 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 187.68, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <-12.98, -8.92>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 14.11 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 14.11 * 0.50 * 65.00 = 412.65 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 412.65, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 15.75 = 1.75
At Row 2, At Column 3:
Ribolt = 15.20 kips
Ri vector at Beam = <14.51, -4.53>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 39.49 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 39.49 * (0.32/1) * 65.00 = 727.69 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 727.69, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <-14.51, 4.53>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 13.72 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 13.72 * 0.50 * 65.00 = 401.44 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 401.44, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 15.20 = 1.82
At Row 3, At Column 1:
Ribolt = 16.77 kips
Ri vector at Beam = <0.00, 16.77>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 8.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.59 * (0.32/1) * 65.00 = 158.37 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 158.37, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <-0.00, -16.77>
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 6.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.50 * 65.00 = 63.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.50 * 65.00 = 200.18 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(63.99, 200.18, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 16.77 = 1.65
At Row 3, At Column 2:
Ribolt = 13.39 kips
Ri vector at Beam = <0.00, 13.39>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 8.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.59 * (0.32/1) * 65.00 = 158.37 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 158.37, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <-0.00, -13.39>
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 6.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.50 * 65.00 = 63.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.50 * 65.00 = 200.18 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(63.99, 200.18, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 13.39 = 2.06
At Row 3, At Column 3:
Ribolt = 9.78 kips
Ri vector at Beam = <0.00, -9.78>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 8.49 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.49 * (0.32/1) * 65.00 = 156.52 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 156.52, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <-0.00, 9.78>
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 6.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.50 * 65.00 = 63.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.50 * 65.00 = 200.18 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(63.99, 200.18, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 9.78 = 2.83
At Row 4, At Column 1:
Ribolt = 17.11 kips
Ri vector at Beam = <-8.72, 14.72>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 2.54 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.54 * (0.32/1) * 65.00 = 46.73 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 46.73, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <8.72, -14.72>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 4.47 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.47 * 0.50 * 65.00 = 130.69 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 130.69, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 17.11 = 1.62
At Row 4, At Column 2:
Ribolt = 15.75 kips
Ri vector at Beam = <-12.98, 8.92>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 5.05 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.05 * (0.32/1) * 65.00 = 93.15 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 93.15, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <12.98, -8.92>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 4.85 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.85 * 0.50 * 65.00 = 141.99 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 141.99, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 15.75 = 1.75
At Row 4, At Column 3:
Ribolt = 15.20 kips
Ri vector at Beam = <-14.51, -4.53>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 7.45 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.45 * (0.32/1) * 65.00 = 137.32 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 137.32, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <14.51, 4.53>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 1.05 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.05 * 0.50 * 65.00 = 30.65 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 30.65, 43.88) = 30.65 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 30.65) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 15.20 = 1.82
At Row 5, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam = <-13.42, 11.33>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 1.56 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.56 * (0.32/1) * 65.00 = 28.68 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 28.68, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <13.42, -11.33>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 1.31 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.31 * 0.50 * 65.00 = 38.27 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 38.27, 43.88) = 38.27 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 38.27) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 17.56 = 1.57
At Row 5, At Column 2:
Ribolt = 17.25 kips
Ri vector at Beam = <-16.32, 5.61>
Lcsbm at Beam spacing = 3.12 in.
Lcebm at Beam edge = 4.35 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.35 * (0.32/1) * 65.00 = 80.20 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 80.20, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <16.32, -5.61>
Lcsshpl at Shear Plate spacing = 3.05 in.
Lceshpl at Shear Plate edge = 3.32 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.32 * 0.50 * 65.00 = 97.01 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 97.01, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 43.88) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 17.25 = 1.60
At Row 5, At Column 3:
Ribolt = 17.17 kips
Ri vector at Beam = <-16.97, -2.65>
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 7.18 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.18 * (0.32/1) * 65.00 = 132.40 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 132.40, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate = <16.97, 2.65>
Lcsshpl at Shear Plate spacing = 2.00 in.
Lceshpl at Shear Plate edge = 1.01 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.50 * 65.00 = 58.50 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.01 * 0.50 * 65.00 = 29.61 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(58.50, 29.61, 43.88) = 29.61 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 29.61) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 17.17 = 1.61
Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
= min(1.00, 1.57, 1.60, 1.61, 1.62, 1.75, 1.82, 1.65, 2.06, 2.83,
1.62, 1.75, 1.82, 1.57, 1.60, 1.61) = 1.00
BEARING AT BEAM AND SHEAR PLATE SIDE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 1.00 * 87.16 = 87.16 kips
Rbv = 87.16 kips >= Reaction V = 78.37 kips (OK) |