BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
At Row 1, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 3.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.34 * (0.55/1) * 65.00 = 107.59 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 107.59, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 12.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.84 * 1.00 * 65.00 = 751.38 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 751.38, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 1, At Column 2:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 3.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.34 * (0.55/1) * 65.00 = 107.59 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 107.59, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 12.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.84 * 1.00 * 65.00 = 751.38 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 751.38, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 1, At Column 3:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 3.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.34 * (0.55/1) * 65.00 = 107.59 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 107.59, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 12.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.84 * 1.00 * 65.00 = 751.38 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 751.38, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 2, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 6.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.34 * (0.55/1) * 65.00 = 204.12 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 204.12, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 9.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.84 * 1.00 * 65.00 = 575.87 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 575.87, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 2, At Column 2:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 6.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.34 * (0.55/1) * 65.00 = 204.12 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 204.12, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 9.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.84 * 1.00 * 65.00 = 575.87 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 575.87, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 2, At Column 3:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 6.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.34 * (0.55/1) * 65.00 = 204.12 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 204.12, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 9.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 9.84 * 1.00 * 65.00 = 575.87 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 575.87, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 3, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 9.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.34 * (0.55/1) * 65.00 = 300.64 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 300.64, 48.26) = 48.26 kips/bolt
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 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 1.00 * 65.00 = 400.37 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 400.37, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 3, At Column 2:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 9.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.34 * (0.55/1) * 65.00 = 300.64 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 300.64, 48.26) = 48.26 kips/bolt
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 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 1.00 * 65.00 = 400.37 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 400.37, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 3, At Column 3:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 9.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.34 * (0.55/1) * 65.00 = 300.64 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 300.64, 48.26) = 48.26 kips/bolt
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 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 1.00 * 65.00 = 400.37 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 400.37, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 4, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 12.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 12.34 * (0.55/1) * 65.00 = 397.17 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 397.17, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 3.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.84 * 1.00 * 65.00 = 224.86 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 224.86, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 4, At Column 2:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 12.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 12.34 * (0.55/1) * 65.00 = 397.17 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 397.17, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 3.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.84 * 1.00 * 65.00 = 224.86 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 224.86, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 4, At Column 3:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 12.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 12.34 * (0.55/1) * 65.00 = 397.17 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 397.17, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 3.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.84 * 1.00 * 65.00 = 224.86 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 224.86, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 87.75) = 17.89 kips/bolt
At Row 5, At Column 1:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 15.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 15.34 * (0.55/1) * 65.00 = 493.70 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 493.70, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 0.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.84 * 1.00 * 65.00 = 49.36 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 49.36, 87.75) = 49.36 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 49.36) = 17.89 kips/bolt
At Row 5, At Column 2:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 15.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 15.34 * (0.55/1) * 65.00 = 493.70 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 493.70, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 0.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.84 * 1.00 * 65.00 = 49.36 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 49.36, 87.75) = 49.36 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 49.36) = 17.89 kips/bolt
At Row 5, At Column 3:
(phi)Rnbolt = 17.89 kips
Lcsbm at Beam spacing = 2.19 in.
Lcebm at Beam edge = 15.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 15.34 * (0.55/1) * 65.00 = 493.70 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 493.70, 48.26) = 48.26 kips/bolt
Lcsshpl at Shear Plate spacing = 2.19 in.
Lceshpl at Shear Plate edge = 0.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 1.00 * 65.00 = 127.97 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 0.84 * 1.00 * 65.00 = 49.36 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 1.00 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(127.97, 49.36, 87.75) = 49.36 kips/bolt
(phi)Rn = min((phi)Rnbolt, (phi)Rnbm, (phi)Rnshpl) = min(17.89, 48.26, 49.36) = 17.89 kips/bolt
Bearing Capacity at Beam and Shear Plate for vertical shear only
= Sum{ Bearing At [(Row)i,(Column)i] }
= 17.89 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89 + 17.89
+ 17.89 + 17.89 + 17.89 + 17.89 + 17.89 = 268.39 kips
BEARING AT BEAM AND SHEAR PLATE SIDE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv = Sum{ [(Row)i,(Column)i] } = 268.39 kips
Rbv = 268.39 kips >= Reaction V = 225.20 kips (OK) |
MOMENT CONNECTION SUMMARY
Adjacent Filler Beam profile: W21X111
Opposite Filler Beam profile: W21X111
Column Flange Profile: W14X257
Slope: 0.00
Skew: 90.00
Vertical Offset: -53.25 in.
Horizontal Offset: 0.00 in.
Span: 18.58 ft.
Beam Material Grade: A992
Column Material Grade: A992
Weld Grade: E70
Design/References:
1. AISC 14th Ed. - LRFD
2. AISC Design Guide 13 (LRFD)
ADJACENT SIDE:
Dead Load Gravity Moment, Mdl = -0.00 k-in
Live Load Gravity Moment, Mll = -0.00 k-in
Lateral Moment Case a, Mlata = 2160.00 k-in
Lateral Moment Case b, Mlatb = -2160.00 k-in
Lateral Design Moment Case 1, Mdes1 = Mlata + Mdl = 2160.00 + (-0.00) = 2160.00 k-in
Lateral Design Moment Case 2, Mdes2 = Mlatb + Mdl + Mll = -2160.00 + (-0.00) + (-0.00) = -2160.00 k-in
Lateral Design Moment Case 3, Mdes3 = Mlata + Mdl + Mll = 2160.00 + (-0.00) + (-0.00) = 2160.00 k-in
Moment Plate Design Force Top Case 1, Putopmpl1 = -Mdes1 /(dbeam + gap at top + gap at bottom + tmpl) = -(2160.00)/(21.50 + 0.25 + 0.06 + 0.50) = -96.81 kips
Moment Plate Design Force Bot Case 1, Pubotmpl1 = Mdes1 /(dbeam + gap at top + gap at bottom + tmpl) = (2160.00)/(21.50 + 0.25 + 0.06 + 0.50) = 96.81 kips
Moment Plate Design Force Top Case 2, Putopmpl2 = -Mdes2 /(dbeam + gap at top + gap at bottom + tmpl) = -(-2160.00)/(21.50 + 0.25 + 0.06 + 0.50) = 96.81 kips
Moment Plate Design Force Bot Case 2, Pubotmpl2 = Mdes2 /(dbeam + gap at top + gap at bottom + tmpl) = (-2160.00)/(21.50 + 0.25 + 0.06 + 0.50) = -96.81 kips
Moment Plate Design Force Top Case 3, Putopmpl3 = -Mdes3 /(dbeam + gap at top + gap at bottom + tmpl) = -(2160.00)/(21.50 + 0.25 + 0.06 + 0.50) = -96.81 kips
Moment Plate Design Force Bot Case 3, Pubotmpl3 = Mdes3 /(dbeam + gap at top + gap at bottom + tmpl) = (2160.00)/(21.50 + 0.25 + 0.06 + 0.50) = 96.81 kips
Beam Flange Design Force Top Case 1, Putopfl1 = -Mdes1 /(dbeam - tf) = -(2160.00)/(21.50 - 0.88) = -104.73 kips
Beam Flange Design Force Bot Case 1, Pubotfl1 = Mdes1 /(dbeam - tf) = (2160.00)/(21.50 - 0.88) = 104.73 kips
Beam Flange Design Force Top Case 2, Putopfl2 = -Mdes2 /(dbeam - tf) = -(-2160.00)/(21.50 - 0.88) = 104.73 kips
Beam Flange Design Force Bot Case 2, Pubotfl2 = Mdes2 /(dbeam - tf) = (-2160.00)/(21.50 - 0.88) = -104.73 kips
Beam Flange Design Force Top Case 3, Putopfl3 = -Mdes3 /(dbeam - tf) = -(2160.00)/(21.50 - 0.88) = -104.73 kips
Beam Flange Design Force Bot Case 3, Pubotfl3 = Mdes3 /(dbeam - tf) = (2160.00)/(21.50 - 0.88) = 104.73 kips
Moment Plate Connection Design Force Top Case 1, Putopconn1 = -Mdes1 /(dbeam) = -(2160.00)/(21.50) = -100.47 kips
Moment Plate Connection Design Force Bot Case 1, Pubotconn1 = Mdes1 /(dbeam) = (2160.00)/(21.50) = 100.47 kips
Moment Plate Connection Design Force Top Case 2, Putopconn2 = -Mdes2 /(dbeam) = -(-2160.00)/(21.50) = 100.47 kips
Moment Plate Connection Design Force Bot Case 2, Pubotconn2 = Mdes2 /(dbeam) = (-2160.00)/(21.50) = -100.47 kips
Moment Plate Connection Design Force Top Case 3, Putopconn3 = -Mdes3 /(dbeam) = -(2160.00)/(21.50) = -100.47 kips
Moment Plate Connection Design Force Bot Case 3, Pubotconn3 = Mdes3 /(dbeam) = (2160.00)/(21.50) = 100.47 kips
Top Moment Plate Max Tension Force, Putopmplmaxt = abs(max(Putopmpl1, Putopmpl2, Putopmpl3, 0)) = abs(max(-96.81, 96.81, -96.81, 0)) = 96.81 kips
Top Moment Plate Max Compression Force, Putopmplmaxc = abs(min(Putopmpl1, Putopmpl2, Putopmpl3, 0)) = abs(min(-96.81, 96.81, -96.81, 0)) = 96.81 kips
Bottom Moment Plate Max Tension Force, Pubotmplmaxt = abs(max(Pubotmpl1, Pubotmpl2, Pubotmpl3, 0)) = abs(max(96.81, -96.81, 96.81, 0)) = 96.81 kips
Bottom Moment Plate Max Compression Force, Pubotmplmaxc = abs(min(Pubotmpl1, Pubotmpl2, Pubotmpl3, 0)) = abs(min(96.81, -96.81, 96.81, 0)) = 96.81 kips
Top Flange Max Tension Force, Putopflmaxt = abs(max(Putopfl1, Putopfl2, Putopfl3, 0)) = abs(max(-104.73, 104.73, -104.73, 0)) = 104.73 kips
Top Flange Max Compression Force, Putopflmaxc = abs(min(Putopfl1, Putopfl2, Putopfl3, 0)) = abs(min(-104.73, 104.73, -104.73, 0)) = 104.73 kips
Bottom Flange Max Tension Force, Pubotflmaxt = abs(max(Pubotfl1, Pubotfl2, Pubotfl3, 0)) = abs(max(104.73, -104.73, 104.73, 0)) = 104.73 kips
Bottom Flange Max Compression Force, Pubotflmaxc = abs(min(Pubotfl1, Pubotfl2, Pubotfl3, 0)) = abs(min(104.73, -104.73, 104.73, 0)) = 104.73 kips
Note:Positive moment counterclockwise,positive force to right, adjacent side considered right side looking at column
Required Axial Strength at Top Flange Moment Plates: 96.81 kips
Required Axial Strength at Bottom Flange Moment Plates:96.81 kips
Required Shear Strength at Column Panel Zone:0.00 kips
Required Total Axial Strength at Top Stiffeners: 0.00 kips
Required Total Axial Strength at Bot Stiffeners: 0.00 kips
Required Total Shear Strength at Top Stiffeners: 0.00 kips
Required Total Shear Strength at Bot Stiffeners: 0.00 kips
Moment Flange Plates Summary:
Flange Moment Plate Material Grade: A572-GR.50
Top Flange Moment Plate Size: 14.88 in. X 16.00 in. X 0.50 in.
Top Flange Moment Plate Weld: At Column Flange 4/16 FILLET, 4/16 FILLET,
Bottom Flange Moment Plate Size: 14.88 in. X 16.00 in. X 0.50 in.
Bottom Flange Moment Plate Weld: At Column Flange 4/16 FILLET, 4/16 FILLET, |
Panel Zone Web Shear Force Top, Vup top = max(abs(Putopmpl1),abs(Putopmpl2)) = max(abs(-96.81),abs(96.81)) = 96.81 kips
Panel Zone Web Shear Force Bot, Vup bot = max(abs(Pubotmpl1),abs(Pubotmpl2)) = max(abs(96.81),abs(-96.81)) = 96.81 kips
Web Panel Zone Shear:
Gross Panel Zone Area = Column Gross Area, Ag = 75.60 in^2
Column Axial Yield Strength, Py = Fycol * Ag = 50.00 * 75.60 = 3780.00 kips
Pc = 1.00 * Py = 3780.00 kips
Pr value not provided in the model,
Pr = Pc,
Pr/Pc = 3780.00 / 3780.00 kips = 1.00 > 0.4 ---> use AISC 14th Ed. Equation J10-10 when Pr > 0.4Pc
Web Panel Zone Shear Capacity, phiRn = phi * 0.6 * Fycol * dcol * twcol * (1.4-Pr/Pc) = 0.90 * 0.6 * 50.00 * 16.40 * 1.18 * (1.4-1.00) = 209.00 kips
Required Web Doubler Shear Strength, Vreq = max(Vup top, Vup bot) - phiRn = 96.81 - 209.00 = -112.19 kips
COLUMN WEB DOUBLER NOT REQUIRED
COLUMN STRENGTHS:
lb adj = tmpl adj = 0.50 in.
Flange Local Bending Adj (Equation J10 - 1):
phiRn = phi * 6.25 * Fycol * tfcol^2 = 0.90 * 6.25 * 50.00 * 1.89^2 = 1004.65 kips
Web Local Yielding Adj (Equation J10-2):
phiRn = phi * (Fycol * twcol * (5kcol + lb Adj)) = 1.00 * (50.00 * 1.18 * (5 * 2.49 + 0.50)) = 764.05 kips
Web Local Crippling Adj (Equation J10-4):
phiRn = phi * 0.80 * twcol^2 * [1 + 3*(lb Adj/dcol) * (twcol/tfcol)^1.50] *(E*Fycol*tfcol/twcol)^0.5
= 0.75 * 0.80 * 1.18^2 * [1 + 3*(0.50/16.40) * (1.18 / 1.89)^1.50] * (29000 * 50.00 * 1.89 / 1.18)^0.5 = 1330.66 kips
Web Compression Buckling Adj (Equation J10-8):
Distance from top of column to point of adj concentrated support force = 53.50 >= 0.5*dcol = 8.20
hcol = dcol - 2*kdescol = 16.40 - 2*2.49 = 11.42 in.
phiRn = phi * 24 * twcol^3 * (E*Fycol)^0.5/hcol = 0.90 * 24 * 1.18^3 * (29000 * 50.00)^0.5 / 11.42 = 3742.12 kips
Capacity, Column Concentrated Tension Adj, Rtencap adj = min(Flange Local Bending Adj, Web Local Yielding Adj) = min(1004.65, 764.05) = 764.05 kips
Capacity, Column Concentrated Compression Adj, Rcompcap adj = min(Web Local Yielding Adj, Web Local Crippling Adj) = min(764.05, 1330.66) = 764.05 kips
Load Case 1 - Stiffener Reinforcement Force Required for Concentrated Force
Adjacent Top Tension, Rtentoprnf1 = max(max(Putopmpl1,0) - Rtencap adj, 0) = max(max(-96.81, 0) - 764.05, 0) = 0.00 kips
Adjacent Top Compression, Rcomptoprnf1 = max(max(-1*Putopmpl1,0) - Rcompcap adj, 0) = max(max(-1*-96.81,0) - 764.05, 0) = 0.00 kips
Adjacent Bot Tension, Rtenbotrnf1 = max(max(Pubotmpl1,0) - Rtencap adj, 0) = max(max(96.81,0) - 764.05,0) = 0.00 kips
Adjacent Bot Compression, Rcompbotrnf1 = max(max(-1*Pubotmpl1,0) - Rcompcap adj, 0) = max(max(-1*96.81,0) - 764.05,0) = 0.00 kips
Load Case 2 - Stiffener Reinforcement Force Required for Concentrated Force
Adjacent Top Tension, Rtentoprnf2 = max(max(Putopmpl2,0) - Rtencap adj, 0) = max(max(96.81,0) - 764.05,0) = 0.00 kips
Adjacent Top Compression, Rcomptoprnf2 = max(max(-1*Putopmpl2,0) - Rcompcap adj, 0) = max(max(-1*96.81,0) - 764.05, 0) = 0.00 kips
Adjacent Bot Tension, Rtenbotrnf2 = max(max(Pubotmpl2,0) - Rtencap adj, 0) = max(max(-96.81,0) - 764.05,0) = 0.00 kips
Adjacent Bot Compression, Rcompbotrnf2 = max(max(-1*Pubotmpl2,0) - Rcompcap adj, 0) = max(max(-1*-96.81,0) - 764.05,0) = 0.00 kips
Stiffener Requirements
Top Stiffeners Required Axial Strength (per stiffener), Rtop
= max(Rtentoprnf1, Rcomptoprnf1, Rtentoprnf2, Rcomptoprnf2) / 2
= max(0.00, 0.00, 0.00, 0.00) / 2 = 0.00 kips
0.00 kips <= 0, TOP FLANGE STIFFENER NOT REQUIRED
Bottom Stiffeners Required Axial Strength (per stiffener), Rbot
= max(Rtenbotrnf1, Rcompbotrnf1, Rtenbotrnf2, Rcompbotrnf2) / 2
= max(0.00, 0.00, 0.00, 0.00) / 2 = 0.00 kips
0.00 kips <= 0, BOTTOM FLANGE STIFFENER NOT REQUIRED
Top Stiffeners Required Shear Strength (per stiffener), Vtop
= max(Rtentoprnf1, Rcomptoprnf1, Rtentoprnf2, Rcomptoprnf2) / 2
= max( 0.00, 0.00, 0.00, 0.00 )/2 = 0.00 kips
Bottom Stiffeners Required Shear Strength (per stiffener), Vbot
= max(Rtenbotrnf1, Rcompbotrnf1, Rtenbotrnf2, Rcompbotrnf2) / 2
= max(0.00, 0.00, 0.00, 0.00 )/2 = 0.00 kips |
FLANGE MOMENT PLATE CALCULATIONS:
Beam Web thickness, tw = 0.55 in.
Beam Flange thickness, tf = 0.88 in.
Beam Flange Width, bf = 12.30 in.
Top Flange Moment Plate Dimensions:
Moment Plate Length: 14.88 in.
Moment Plate Width at Filler Beam: 16.00 in.
Moment Plate Thickness: 0.50 in.
Bottom Flange Moment Plate Dimensions:
Moment Plate Length: 14.88 in.
Moment Plate Width at Filler Beam: 16.00 in.
Moment Plate Thickness: 0.50 in.
1.00 in. Diameter A490SCA_TC bolts
Bolt Spacing, spa = 3.00 in.
Bolt gage, g = 5.50 in.
Holes in Beam flange: OVS diameter = hwf = 1.25 in., hhf = 1.25 in.
Holes in Top and Bottom Moment Plates: STD diameter = hwmpl = 1.06 in., hhmpl = 1.06 in.
Number of Rows of Bolts Top Moment Plate, #rows top = 4
Number of Rows of Bolts Bottom Moment Plate, #rows bot = 4
Number of Columns of Bolts Top Moment Plate, #cols top = 2
Number of Columns of Bolts Bottom Moment Plate, #cols bot = 2
Beam Setback = 0.88 in.
Distance to First Hole from Column Flange, disthole1 = 3.88 in.
Edge Distance End of Beam to CL Bolts, Levf = 3.00 in.
Edge Distance End of Top Moment Plate to CL Bolts, Levmpltop = 2.00 in.
Edge Distance End of Bottom Moment Plate to CL Bolts, Levmplbot = 2.00 in.
Centerline Bolt to Horizontal Edge of Beam Flange, Lehf = 3.44 in.
Centerline Bolt to Horizontal Edge of Top Moment Plate, Lehmpltop = 5.25 in.
Centerline Bolt to Horizontal Edge of Bottom Moment Plate, Lehmplbot = 5.25 in.
Required Deck Support Width, dhang = na
Deck Support Cantilever = na
BEAM FLANGE CHECK:
Top Beam Flange Tension Load, Putopflmaxt = 104.73 kips
Bottom Beam Flange Tension Load, Pubotflmaxt = 104.73 kips
Check Flange Tensile Rupture Strength:
Using AISC 14th Ed. Equation F13-1
Agf = bg * tf = 12.30 * 0.88 = 10.76 in^2
Anf = Agf - 2*(hhf + 1/16)*tf = 10.76 - 2*(1.25 + 1/16)*0.88 = 8.47 in^2
Fybm/Fubm = 50.00/65.00=0.77---> Yt = 1.0
Fubm * Anf = 65.00 * 8.47 = 550.27
Yt * Fybm * Agf = 1.0 * 50.00 * 10.76 = 538.12
Fubm * Anf >= Yt * Fybm * Agf ---> Tensile rupture limit state Does Not Apply
Check Flange Block Shear:
Using AISC 14th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Case 1 (Along Bolts):
Gross Shear Length = 2*((#rows top-1)*spa + Levf) = 2*((4- 1) *3.00 + 3.00) = 24.00 in.
Net Shear Length = Gross Shear Length - 2*(#rows top-0.5) * (hwf+1/16) = 24.00 - 2 * (4 - 0.5) * (1.25 + 1/16) = 14.81 in.
Gross Tension Length = (bf - gage) = (12.30 - 5.50) = 6.80 in.
Net Tension Length = Gross Tension Length - 2*(hhf+1/16)/2 = 6.80 - 2*(1.25 + 1/16)/2 = 5.49 in.
1. (phi) * [material thickness] * ((0.60 * Fubm* [net shear length]) + (Ubs * Fubm * [net tension length]))
= 0.75 * 0.88 * ((0.60 * 65.00 * 14.81) + (1.00 * 65.00 * 5.49)) = 613.20 kips
2. (phi) * [material thickness] * ((0.60 * Fybm * [gross shear length]) + (Ubs * Fubm * [net tension length]))
= 0.75 * 0.88 * ((0.60 * 50.00 * 24.00) + (1.00 * 65.00 * 5.49)) = 706.59 kips
Block Shear = 613.20 kips
Case 2 (Along Web (V) and Flange (T)):
Gross Shear Length = ((#rows top-1)*spa + Levf) = ((4- 1)* 3.00 + 3.00) = 12.00 in.
Net Shear Length = Gross Shear Length = 12.00 = 12.00 in.
Gross Tension Length = bf = 12.30 in.
Net Tension Length = Gross Tension Length - (hhf+1/16) * #cols top = 12.30 - (1.25 + 1/16) * 2 = 9.68 in.
1. (phi) * [material thickness] * ((0.60 * Fubm* [net shear length]) + (Ubs * Fubm * [net tension length]))
= 0.75 * 0.88 * ((0.60 * 65.00 * 12.00) + (1.00 * 65.00 * 9.68)) = 719.84 kips
2. (phi) * [material thickness] * ((0.60 * Fybm * [gross shear length]) + (Ubs * Fubm * [net tension length]))
= 0.75 * 0.88 * ((0.60 * 50.00 * 12.00) + (1.00 * 65.00 * 9.68)) = 648.97 kips
Block Shear = 648.97 kips
Block Shear = min(Case 1 , Case 2) = min(613.20, 648.97) = 613.20 kips >= max(Putopflmaxt, Pubotflmaxt) = 104.73 kips (OK)
BOLT/BEARING CHECK:
AT TOP MOMENT PLATE
Moment Plate Connection Load, Pconn top = max(abs(Putopconn1), abs(Putopconn2), abs(Putopconn3)) = max(abs(-100.47), abs(100.47), abs(-100.47)) = 100.47 kips
BOLT SHEAR
Bolt Shear Capacity at Axial Load due to Moment:
C = no of bolts = 8.00
number of deck plates = 0
tfiltop = gap + deck support thickness = 0.25 + 0.00 = 0.25 in.
potential number of fillers at gap > 1
total potential number of fillers at gap > 1
Slip Critical, Surface A, determining (phi)Rn:
Using AISC 14th Ed. Equation J3-4
slip coefficient, mu = 0.30
pretension ratio, Du = 1.13
Minimum Bolt Pretension from Table J3.1, Tb = 64.00 kips
factor for fillers, hf = 0.85
number of slip planes, ns = 1.00
rn = mu * Du * hf * Tb * ns = 0.30 * 1.13 * 0.85 * 64.00 * 1.00 = 18.44 kips
(phi)a = 0.85
(phi)rn = (phi)a * rn = 0.85 * 18.44 = 15.68 kips
(phi)Rn = (phi)rn * C = 15.68 * 8.00 = 125.40 kips
Bolt Shear Capacity at Axial due to Moment Load, Rna = 125.40 kips
125.40 kips >= 100.47 kips (OK)
BOLT BEARING
Axial due to Moment Load Case:
Bearing Strength in Beam Flange:
Using AISC 14th Ed. Equation J3-6a
Lcsf at Beam Flange Spacing = (spa - hwf) = (3.00 - 1.25) = 1.75 in.
Lcef at Beam Flange Edge = (Levf - hwf/2) = (3.00 - 1.25/2) = 2.38 in.
(phi)Rnsf at Beam Flange Spacing = (phi) * 1.20 * Lcsf * tf * Fubm = 0.75 * 1.20 * 1.75 * 0.88 * 65.00 = 89.58 kips/bolt
(phi)Rnef at Beam Flange Edge = (phi) * 1.20 * Lcef * tf * Fubm = 0.75 * 1.20 * 2.38 * 0.88 * 65.00 = 121.57 kips/bolt
(phi)Rndf at Beam Flange at Bolt Diameter = (phi) * 2.40 * db * tf * Fubm = 0.75 * 2.40 * 1.00 * 0.88 * 65.00 = 102.38 kips/bolt
Bearing Strength in Moment Plate:
Using AISC 14th Ed. Equation J3-6a
Lcsmpl at Moment Plate Spacing = (spa - hwmpl) = (3.00 - 1.06) = 1.94 in.
Lcempl at Moment Plate Edge = (Levmpltop - hwmpl/2) = (2.00 - 1.06/2) = 1.47 in.
(phi)Rnsmpl at Moment Plate Spacing = (phi) * 1.20 * Lcsmpl * tmpl * Fumpl = 0.75 * 1.20 * 1.94 * 0.50 * 65.00 = 56.67 kips/bolt
(phi)Rnempl at Moment Plate Edge = (phi) * 1.20 * Lcempl * tmpl * Fumpl = 0.75 * 1.20 * 1.47 * 0.50 * 65.00 = 42.96 kips/bolt
(phi)Rndmpl at Moment Plate at Bolt Diameter = (phi) * 2.40 * db * tmpl * Fumpl = 0.75 * 2.40 * 1.00 * 0.50 * 65.00 = 58.50 kips/bolt
Overall Bolt/Bearing Strength for Axial Load due to Moment
Bearing/Bolt Strength at Beam Flange Edge, (phi)Rnf = min((phi)Rnef, (phi)Rndf, (phi)Rnsmpl, (phi)Rndmpl, (phi)Rnbolt) = min(121.57, 102.38, 56.67, 58.50, 15.68) = 15.68 kips/bolt
Bearing/Bolt Strength at Moment Plate Edge, (phi)Rnmpl = min((phi)Rnempl, (phi)Rndmpl, (phi)Rnsf, (phi)Rndf, (phi)Rnbolt) = min(42.96, 58.50, 89.58, 102.38, 15.68) = 15.68 kips/bolt
Bearing/Bolt Strength at Interior Bolts, (phi)Rnint = min((phi)Rnsmpl, (phi)Rndmpl, (phi)Rnsf, (phi)Rndf, (phi)Rnbolt) = min(56.67, 58.50, 89.58, 102.38, 15.68) = 15.68 kips/bolt
Total Bearing Strength at Moment Plate Connection, (phi)Rn = #col top * ((phi)Rnf + (phi)Rnmpl + (#rows top - 2) * (phi)Rnint) = 2 * (15.68 + 15.68 + (4-2) * 15.68) = 125.40 kips
125.40 kips >= 100.47 kips (OK)
AT BOTTOM MOMENT PLATE
Moment Plate Connection Load, Pconn bot = max(abs(Pubotconn1), abs(Pubotconn2), abs(Pubotconn3)) = max(abs(100.47), abs(-100.47), abs(100.47)) = 100.47 kips
BOLT SHEAR
Bolt Shear Capacity at Axial Load due to Moment:
C = no of bolts = 8.00
number of deck plates = 0
tfilbot = gap + deck support thickness = 0.06 + 0.00 = 0.06 in.
potential number of fillers at gap = 1
total potential number of fillers at gap = 1
Slip Critical, Surface A, determining (phi)Rn:
Using AISC 14th Ed. Equation J3-4
slip coefficient, mu = 0.30
pretension ratio, Du = 1.13
Minimum Bolt Pretension from Table J3.1, Tb = 64.00 kips
factor for fillers, hf = 1.00
number of slip planes, ns = 1.00
rn = mu * Du * hf * Tb * ns = 0.30 * 1.13 * 1.00 * 64.00 * 1.00 = 21.70 kips
(phi)a = 0.85
(phi)rn = (phi)a * rn = 0.85 * 21.70 = 18.44 kips
(phi)Rn = (phi)rn * C = 18.44 * 8.00 = 147.53 kips
Bolt Shear Capacity at Axial due to Moment Load, Rna = 147.53 kips
147.53 kips >= 100.47 kips (OK)
BOLT BEARING
Axial due to Moment Load Case:
Bearing Strength in Beam Flange:
Using AISC 14th Ed. Equation J3-6a
Lcsf at Beam Flange Spacing = (spa - hwf) = (3.00 - 1.25) = 1.75 in.
Lcef at Beam Flange Edge = (Levf - hwf/2) = (3.00 - 1.25/2) = 2.38 in.
(phi)Rnsf at Beam Flange Spacing = (phi) * 1.20 * Lcsf * tf * Fubm = 0.75 * 1.20 * 1.75 * 0.88 * 65.00 = 89.58 kips/bolt
(phi)Rnef at Beam Flange Edge = (phi) * 1.20 * Lcef * tf * Fubm = 0.75 * 1.20 * 2.38 * 0.88 * 65.00 = 121.57 kips/bolt
(phi)Rndf at Beam Flange at Bolt Diameter = (phi) * 2.40 * db * tf * Fubm = 0.75 * 2.40 * 1.00 * 0.88 * 65.00 = 102.38 kips/bolt
Bearing Strength in Moment Plate:
Using AISC 14th Ed. Equation J3-6a
Lcsmpl at Moment Plate Spacing = (spa - hwmpl) = (3.00 - 1.06) = 1.94 in.
Lcempl at Moment Plate Edge = (Levmpltop - hwmpl/2) = (2.00 - 1.06/2) = 1.47 in.
(phi)Rnsmpl at Moment Plate Spacing = (phi) * 1.20 * Lcsmpl * tmpl * Fumpl = 0.75 * 1.20 * 1.94 * 0.50 * 65.00 = 56.67 kips/bolt
(phi)Rnempl at Moment Plate Edge = (phi) * 1.20 * Lcempl * tmpl * Fumpl = 0.75 * 1.20 * 1.47 * 0.50 * 65.00 = 42.96 kips/bolt
(phi)Rndmpl at Moment Plate at Bolt Diameter = (phi) * 2.40 * db * tmpl * Fumpl = 0.75 * 2.40 * 1.00 * 0.50 * 65.00 = 58.50 kips/bolt
Overall Bolt/Bearing Strength for Axial Load due to Moment
Bearing/Bolt Strength at Beam Flange Edge, (phi)Rnf = min((phi)Rnef, (phi)Rndf, (phi)Rnsmpl, (phi)Rndmpl, (phi)Rnbolt) = min(121.57, 102.38, 56.67, 58.50, 18.44) = 18.44 kips/bolt
Bearing/Bolt Strength at Moment Plate Edge, (phi)Rnmpl = min((phi)Rnempl, (phi)Rndmpl, (phi)Rnsf, (phi)Rndf, (phi)Rnbolt) = min(42.96, 58.50, 89.58, 102.38, 18.44) = 18.44 kips/bolt
Bearing/Bolt Strength at Interior Bolts, (phi)Rnint = min((phi)Rnsmpl, (phi)Rndmpl, (phi)Rnsf, (phi)Rndf, (phi)Rnbolt) = min(56.67, 58.50, 89.58, 102.38, 18.44) = 18.44 kips/bolt
Total Bearing Strength at Moment Plate Connection, (phi)Rn = #col top * ((phi)Rnf + (phi)Rnmpl + (#rows top - 2) * (phi)Rnint) = 2 * (18.44 + 18.44 + (4-2) * 18.44) = 147.53 kips
147.53 kips >= 100.47 kips (OK)
MOMENT PLATE CHECKS
Top Moment Plate Shear Load at Column Flange, Vumpl top = max(Putopmplmaxt, Putopmplmaxc) = max(96.81, 96.81) = 96.81 kips
Top Moment Plate Tension Load, Putopmplmaxt =96.81 kips
Top Moment Plate Compression Load, Putopmplmaxc =96.81 kips
Bottom Moment Plate Shear Load at Column Flange, Vumpl bot = max(Pubotmplmaxt, Pubotmplmaxc) = max(96.81, 96.81) = 96.81 kips
Bottom Moment Plate Tension Load, Pubotmplmaxt =96.81 kips
Bottom Moment Plate Compression Load, Pubotmplmaxc =96.81 kips
TOP FLANGE PLATE CALCULATIONS:
Minimum Moment Plate Thickness per user preferences, tmplminup = 0.38 in. <= 0.50 (OK)
Minimum Top Flange Moment Plate Thickness per Table B4.1a, Case 7:
bmpl * (Fy)^0.5 / (1.40 * EE^0.5) = 16.00 * (50.00)^0.5 / (1.40 * 29000^0.5) = 0.47 in. <= 0.50 (OK)
Check Flange Plate Thickness for Tensile Strength:
Gross Area, Ag = thickness * Min(width at beam flange, width at column) = 0.50 * Min(16.00, 16.00) = 8.00 in^2
Using AISC 14th Ed. Equation J4-1 on p.16.1-128
Tension Yielding, (phi)Pny = (phi) * Fypl * Ag = 0.90 * 50.00 * 8.00 = 360.00 kips
360.00 kips >= Putopmplmaxt = 96.81 kips (OK)
Net Area,An = (width mpl - #cols top*(hhmpl+1/16))*tmpl = (16.00 - 2*(1.06+0.06)) * 0.50 = 6.88 in^2
Effective Tension Area, Ae = min(An,0.85*Ag) = min(6.88,6.80) = 6.80 in^2
Using AISC 14th Ed. Equation J4-2 on p.16.1-128
Tension Rupture, (phi)Pnu = (phi) * Fupl * Ae = 0.75 * 65.00 * 6.80 = 331.51 kips
331.51 kips >= Putopmplmaxt = 96.81 kips (OK)
Tensile Block Shear:
Using AISC 14th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Case 1:
Gross Shear Length = 2 * ((#rows top - 1) * spa + Levmpltop) = 2 * ((4 - 1) * 3.00 + 2.00) = 22.00 in.
Net Shear Length = Gross Shear Length - 2 * (#rows top - 0.5) * (hwmpl + 1/16) = 22.00 - 2 * (4 - 0.5) * (1.06 + 1/16) = 14.12 in.
Gross Tension Length = bmpl - gage = 16.00 - 5.50 = 10.50 in.
Net Tension Length = Gross Tension Length - 2 * (hhmpl + 1/16)/2 = 10.50 - 2 * (1.06 + 1/16)/2 = 9.38 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 65.00 * 14.12) + (1.00 * 65.00 * 9.38)) = 435.10 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 50.00 * 22.00) + (1.00 * 65.00 * 9.38)) = 476.03 kips
Block Shear = 435.10 kips
Case 2:
Gross Shear Length = 2 * ((#rows top - 1) * spa + Levmpltop) = 2 * ((4 - 1) * 3.00 + 2.00) = 22.00 in.
Net Shear Length = Gross Shear Length - 2 * (#rows top - 0.5) * (hwmpl + 1/16) = 22.00 - 2 * (4 - 0.5) * (1.06 + 1/16) = 14.12 in.
Gross Tension Length = gage = 5.50 in.
Net Tension Length = Gross Tension Length - 2 * (hhmpl + 1/16)/2 = 5.50 - 2 * (1.06 + 1/16)/2 = 4.38 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 65.00 * 14.12) + (1.00 * 65.00 * 4.38)) = 313.23 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 50.00 * 22.00) + (1.00 * 65.00 * 4.38)) = 354.15 kips
Block Shear = 313.23 kips
Case 3:
Gross Shear Length = ((#rows top - 1) * spa + Levmpltop) = ((4 - 1) * 3.00 + 2.00) = 11.00 in.
Net Shear Length = Gross Shear Length - (#rows top - 0.5) * (hwmpl + 1/16) = 11.00 - (4 - 0.5) * (1.06 + 1/16) = 7.06 in.
Gross Tension Length = gage + Lehmpltop = 5.50 + 5.25 = 10.75 in.
Net Tension Length = Gross Tension Length - (hhmpl + 1/16) * (#cols top - 0.5) = 10.75 - (1.06 + 1/16) * 1.50 = 9.06 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 65.00 * 7.06) + (1.00 * 65.00 * 9.06)) = 324.20 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 50.00 * 11.00) + (1.00 * 65.00 * 9.06)) = 344.66 kips
Block Shear = 324.20 kips
Block Shear Axial Total = min(Case 1, Case 2, Case 3) = min(435.10, 313.23, 324.20) = 313.23 kips >= Putopmplmaxt = 96.81 kips (OK)
Compression Strength:
K = 0.65 per AISC 14th Ed. Specification Commentary Table C-A-7.1
L = disthole1 = 3.88 in.
radius of gyration, r = t/(12^0.5) = 0.50 / 3.46 = 0.14 in.
KL/r = 0.65 * 3.88 / 0.14 = 17.45
KL/r <= 25 use AISC 14th Ed. Equation J4-6:
Compression Yielding = Fypl * Agpl * phi = 50.00 * 8.00 * 0.90 = 360.00 kips
360.00 kips >= Putopmplmaxc = 96.81 kips (OK)
Top Flange Moment Plate Column Weld Calculations:
WELD AT COLUMN FLANGE
Minimum fillet weld size :
For design load = 0.09 in.
per Table J2.4 = 0.19 in.
user preference = 0.25 in.
Dmax1 (using eqn 9-3)
= tmpl * Fumpl / ( Fexx * C1 * 0.09)
= 0.50 * 65.00 / ( 70.00 * 1.00 * 0.09 )
= 5.25
Dmax2 (using eqn 9-2)
= tfsupport * Fusupport / ( Fexx * C1 * 0.04 )
= 1.89 * 65.00 / ( 70.00 * 1.00 * 0.04 )
= 39.71
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.25, 39.71, 12.00)
= 5.25
Use D1, D2 = Max(User Pref Min, Min(User Pref Max, Max(Design Req, Table J2.4))) = Max(4.00, Min(12.00, Max(1.45, 3.00))) = 4.00
Weld Shear Strength:
theta = 90.00 deg.
cPhi = 1.0 + 0.5 * sin(90.00)^1.5 = 1.50
Weld Coefficient = 0.60 * 70.00 * 1.50 * 1.00 * (2^0.5/2)*(1/16) = 2.78
connection length, L = min(bf col, mpl width) = min(16.00, 16.00) = 16.00 in.
Weld Strength, phi * Rn = phi * weld coefficient * L * Min(D1, Dmax) + Min(D2, Dmax) =
= 0.75 * 2.78 * 16.00 * (4.00 + 4.00) = 267.29 kips >= max(Putopmplmaxt, Putopmplmaxc) = 96.81 kips (OK)
BOTTOM FLANGE PLATE CALCULATIONS:
Minimum Moment Plate Thickness per user preferences, tmplminup = 0.38 in. <= 0.50 (OK)
Minimum Bottom Flange Moment Plate Thickness per Table B4.1a, Case 7:
bmpl * (Fy)^0.5 / (1.40 * EE^0.5) = 16.00 * (50.00)^0.5 / (1.40 * 29000^0.5) = 0.47 in. <= 0.50 (OK)
Check Flange Plate Thickness for Tensile Strength:
Gross Area, Ag = thickness * Min(width at beam flange, width at column) = 0.50 * Min(16.00, 16.00) = 8.00 in^2
Using AISC 14th Ed. Equation J4-1 on p.16.1-128
Tension Yielding, (phi)Pny = (phi) * Fypl * Ag = 0.90 * 50.00 * 8.00 = 360.00 kips
360.00 kips >= Pubotmplmaxt = 96.81 kips (OK)
Net Area,An = (width mpl - #cols bot*(hhmpl+1/16))*tmpl = (16.00 - 2*(1.06+0.06)) * 0.50 = 6.88 in^2
Effective Tension Area, Ae = min(An,0.85*Ag) = min(6.88,6.80) = 6.80 in^2
Using AISC 14th Ed. Equation J4-2 on p.16.1-128
Tension Rupture, (phi)Pnu = (phi) * Fupl * Ae = 0.75 * 65.00 * 6.80 = 331.51 kips
331.51 kips >= Pubotmplmaxt = 96.81 kips (OK)
Tensile Block Shear:
Using AISC 14th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Case 1:
Gross Shear Length = 2 * ((#rows bot - 1) * spa + Levmplbot) = 2 * ((4 - 1) * 3.00 + 2.00) = 22.00 in.
Net Shear Length = Gross Shear Length - 2 * (#rows bot - 0.5) * (hwmpl + 1/16) = 22.00 - 2 * (4 - 0.5) * (1.06 + 1/16) = 14.12 in.
Gross Tension Length = bmpl - gage = 16.00 - 5.50 = 10.50 in.
Net Tension Length = Gross Tension Length - 2 * (hhmpl + 1/16)/2 = 10.50 - 2 * (1.06 + 1/16)/2 = 9.38 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 65.00 * 14.12) + (1.00 * 65.00 * 9.38)) = 435.10 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 50.00 * 22.00) + (1.00 * 65.00 * 9.38)) = 476.03 kips
Block Shear = 435.10 kips
Case 2:
Gross Shear Length = 2 * ((#rows bot - 1) * spa + Levmplbot) = 2 * ((4 - 1) * 3.00 + 2.00) = 22.00 in.
Net Shear Length = Gross Shear Length - 2 * (#rows bot - 0.5) * (hwmpl + 1/16) = 22.00 - 2 * (4 - 0.5) * (1.06 + 1/16) = 14.12 in.
Gross Tension Length = gage = 5.50 in.
Net Tension Length = Gross Tension Length - 2 * (hhmpl + 1/16)/2 = 5.50 - 2 * (1.06 + 1/16)/2 = 4.38 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 65.00 * 14.12) + (1.00 * 65.00 * 4.38)) = 313.23 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 50.00 * 22.00) + (1.00 * 65.00 * 4.38)) = 354.15 kips
Block Shear = 313.23 kips
Case 3:
Gross Shear Length = ((#rows bot - 1) * spa + Levmplbot) = ((4 - 1) * 3.00 + 2.00) = 11.00 in.
Net Shear Length = Gross Shear Length - (#rows bot - 0.5) * (hwmpl + 1/16) = 11.00 - (4 - 0.5) * (1.06 + 1/16) = 7.06 in.
Gross Tension Length = gage + Lehmplbot = 5.50 + 5.25 = 10.75 in.
Net Tension Length = Gross Tension Length - (hhmpl + 1/16) * (#cols bot - 0.5) = 10.75 - (1.06 + 1/16) * 1.50 = 9.06 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 65.00 * 7.06) + (1.00 * 65.00 * 9.06)) = 324.20 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length]))
= 0.75 * 0.50 * ((0.60 * 50.00 * 11.00) + (1.00 * 65.00 * 9.06)) = 344.66 kips
Block Shear = 324.20 kips
Block Shear Axial Total = min(Case 1, Case 2, Case 3) = min(435.10, 313.23, 324.20) = 313.23 kips >= Pubotmplmaxt = 96.81 kips (OK)
Compression Strength:
K = 0.65 per AISC 14th Ed. Specification Commentary Table C-A-7.1
L = disthole1 = 3.88 in.
radius of gyration, r = t/(12^0.5) = 0.50 / 3.46 = 0.14 in.
KL/r = 0.65 * 3.88 / 0.14 = 17.45
KL/r <= 25 use AISC 14th Ed. Equation J4-6:
Compression Yielding = Fypl * Agpl * phi = 50.00 * 8.00 * 0.90 = 360.00 kips
360.00 kips >= Pubotmplmaxc = 96.81 kips (OK)
Bottom Flange Moment Plate Column Weld Calculations:
WELD AT COLUMN FLANGE
Minimum fillet weld size :
For design load = 0.09 in.
per Table J2.4 = 0.19 in.
user preference = 0.25 in.
Dmax1 (using eqn 9-3)
= tmpl * Fumpl / ( Fexx * C1 * 0.09)
= 0.50 * 65.00 / ( 70.00 * 1.00 * 0.09 )
= 5.25
Dmax2 (using eqn 9-2)
= tfsupport * Fusupport / ( Fexx * C1 * 0.04 )
= 1.89 * 65.00 / ( 70.00 * 1.00 * 0.04 )
= 39.71
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.25, 39.71, 12.00)
= 5.25
Use D1, D2 = Max(User Pref Min, Min(User Pref Max, Max(Design Req, Table J2.4))) = Max(4.00, Min(12.00, Max(1.45, 3.00))) = 4.00
Weld Shear Strength:
theta = 90.00 deg.
cPhi = 1.0 + 0.5 * sin(90.00)^1.5 = 1.50
Weld Coefficient = 0.60 * 70.00 * 1.50 * 1.00 * (2^0.5/2)*(1/16) = 2.78
connection length, L = min(bf col, mpl width) = min(16.00, 16.00) = 16.00 in.
Weld Strength, phi * Rn = phi * weld coefficient * L * Min(D1, Dmax) + Min(D2, Dmax) =
= 0.75 * 2.78 * 16.00 * (4.00 + 4.00) = 267.29 kips >= max(Pubotmplmaxt, Pubotmplmaxc) = 96.81 kips (OK) |
