bcf.s.s.00167.00167

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W40X149
Column profile: W10X112
Slope: 0 deg.
Skew: 85
Vertical Offset: 0
Horizontal Offset: 0
Span: 15.1 ft.
Reaction, V: 125 kips
Shear Capacity, Rn: 130 kips
Design/Reference according to AISC 14th Ed. - ASD
Shear Plate: Extended Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A36
Weld grade: E70
Shear Plate Size: 7.500 in. x 29.500 in. x 0.375 in.
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 5/16 FILLET
Bolt: 10 rows x 2 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 3 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 1 in.
Beam centerline setback = 1.06 in.
Edge distance at vertical edge of plate: 1.5 in.
Edge distance at top edge of plate: 1.25 in.
Edge distance at bottom edge of plate: 1.25 in.
Edge distance at vertical edge of beam: 2 in.
Horizontal distance to first hole: 3 in.
Down distance from top of filler beam flange: 3.5 in.
Holes in beam web: STD diameter = 0.812 in.
Holes in shear plate: SSL diameter = 0.812 in., slot width = 1 in.

BOLT STRENGTH BEAM SIDE:

Bolt Strength:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 4.516 in.
Angle = 0.000 deg.
C = 17.003
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 17.00 = 202.82 kips

BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (15.36, 0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <7.32, 9.14>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.08 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.08 * (0.63/1) * 65.00 = 100.18 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 100.18, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <-7.32, -9.14>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.28 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.28 * 0.38 * 58.00 = 55.85 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 55.85, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.71 = 1.67

At Row 1, At Column 2:
Ri1 = 11.61 kips
Ri vector at Beam   = <8.10, 8.32>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.48 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.48 * (0.63/1) * 65.00 = 110.06 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 110.06, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <-8.10, -8.32>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 8.03 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 8.03 * 0.38 * 58.00 = 104.82 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 104.82, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.61 = 1.69

At Row 2, At Column 1:
Ri1 = 11.64 kips
Ri vector at Beam   = <6.15, 9.88>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.25 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.25 * (0.63/1) * 65.00 = 178.16 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 178.16, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <-6.15, -9.88>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 5.20 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 5.20 * 0.38 * 58.00 = 67.82 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 67.82, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.64 = 1.68

At Row 2, At Column 2:
Ri1 = 11.50 kips
Ri vector at Beam   = <6.94, 9.16>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.75 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.75 * (0.63/1) * 65.00 = 190.37 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 190.37, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <-6.94, -9.16>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 9.43 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.43 * 0.38 * 58.00 = 123.02 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 123.02, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.50 = 1.70

At Row 3, At Column 1:
Ri1 = 11.56 kips
Ri vector at Beam   = <4.70, 10.57>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.99 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.99 * (0.63/1) * 65.00 = 245.48 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 245.48, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <-4.70, -10.57>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 6.94 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.94 * 0.38 * 58.00 = 90.53 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 90.53, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.56 = 1.69

At Row 3, At Column 2:
Ri1 = 11.37 kips
Ri vector at Beam   = <5.41, 10.00>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 10.40 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 10.40 * (0.63/1) * 65.00 = 255.41 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 255.41, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <-5.41, -10.00>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.15 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.15 * 0.38 * 58.00 = 158.51 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 158.51, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.37 = 1.72

At Row 4, At Column 1:
Ri1 = 11.50 kips
Ri vector at Beam   = <2.97, 11.11>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 12.53 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 12.53 * (0.63/1) * 65.00 = 307.89 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 307.89, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <-2.97, -11.11>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 11.22 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.38 * 58.00 = 28.55 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 11.22 * 0.38 * 58.00 = 146.36 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(28.55, 146.36, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.50 = 1.70

At Row 4, At Column 2:
Ri1 = 11.25 kips
Ri vector at Beam   = <3.47, 10.70>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 12.74 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 12.74 * (0.63/1) * 65.00 = 312.92 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 312.92, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <-3.47, -10.70>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 19.01 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 19.01 * 0.38 * 58.00 = 248.03 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 248.03, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.25 = 1.74

At Row 5, At Column 1:
Ri1 = 11.46 kips
Ri vector at Beam   = <1.02, 11.42>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 15.15 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/1) * 65.00 = 53.75 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 15.15 * (0.63/1) * 65.00 = 372.36 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(53.75, 372.36, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <-1.02, -11.42>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 15.91 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.38 * 58.00 = 28.55 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 15.91 * 0.38 * 58.00 = 207.58 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(28.55, 207.58, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.46 = 1.71

At Row 5, At Column 2:
Ri1 = 11.18 kips
Ri vector at Beam   = <1.20, 11.11>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 15.18 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/1) * 65.00 = 53.75 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 15.18 * (0.63/1) * 65.00 = 373.07 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(53.75, 373.07, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <-1.20, -11.11>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 15.94 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.38 * 58.00 = 28.55 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 15.94 * 0.38 * 58.00 = 207.97 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(28.55, 207.97, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.18 = 1.75

At Row 6, At Column 1:
Ri1 = 11.46 kips
Ri vector at Beam   = <-1.02, 11.42>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 18.17 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/1) * 65.00 = 53.75 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 18.17 * (0.63/1) * 65.00 = 446.36 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(53.75, 446.36, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <1.02, -11.42>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 12.89 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.38 * 58.00 = 28.55 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.89 * 0.38 * 58.00 = 168.27 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(28.55, 168.27, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.46 = 1.71

At Row 6, At Column 2:
Ri1 = 11.18 kips
Ri vector at Beam   = <-1.20, 11.11>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 18.20 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.63/1) * 65.00 = 53.75 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 18.20 * (0.63/1) * 65.00 = 447.22 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(53.75, 447.22, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <1.20, -11.11>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 12.92 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.38 * 58.00 = 28.55 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.92 * 0.38 * 58.00 = 168.59 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(28.55, 168.59, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.18 = 1.75

At Row 7, At Column 1:
Ri1 = 11.50 kips
Ri vector at Beam   = <-2.97, 11.11>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.35 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.35 * (0.63/1) * 65.00 = 180.54 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 180.54, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <2.97, -11.11>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 10.19 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.38 * 58.00 = 28.55 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.19 * 0.38 * 58.00 = 132.96 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(28.55, 132.96, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.50 = 1.70

At Row 7, At Column 2:
Ri1 = 11.25 kips
Ri vector at Beam   = <-3.47, 10.70>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 15.78 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 15.78 * (0.63/1) * 65.00 = 387.78 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 387.78, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <3.47, -10.70>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.43 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.43 * 0.38 * 58.00 = 57.80 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 57.80, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.25 = 1.74

At Row 8, At Column 1:
Ri1 = 11.56 kips
Ri vector at Beam   = <-4.70, 10.57>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.51 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.51 * (0.63/1) * 65.00 = 110.91 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 110.91, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <4.70, -10.57>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.49 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.49 * 0.38 * 58.00 = 97.75 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 97.75, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.56 = 1.69

At Row 8, At Column 2:
Ri1 = 11.37 kips
Ri vector at Beam   = <-5.41, 10.00>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 10.10 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 10.10 * (0.63/1) * 65.00 = 248.13 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 248.13, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <5.41, -10.00>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 2.69 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 2.69 * 0.38 * 58.00 = 35.10 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 35.10, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.37 = 1.72

At Row 9, At Column 1:
Ri1 = 11.64 kips
Ri vector at Beam   = <-6.15, 9.88>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.38 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.38 * (0.63/1) * 65.00 = 82.97 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 82.97, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <6.15, -9.88>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.53 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.53 * 0.38 * 58.00 = 59.09 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 59.09, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.64 = 1.68

At Row 9, At Column 2:
Ri1 = 11.50 kips
Ri vector at Beam   = <-6.94, 9.16>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.87 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.87 * (0.63/1) * 65.00 = 193.45 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 193.45, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <6.94, -9.16>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.97 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.97 * 0.38 * 58.00 = 25.76 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 25.76, 19.57) = 19.57 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 19.575) = 19.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.57 / 11.50 = 1.70

At Row 10, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <-7.32, 9.14>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.79 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.79 * (0.63/1) * 65.00 = 68.64 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 68.64, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <7.32, -9.14>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.08 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.08 * 0.38 * 58.00 = 14.11 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 14.11, 19.57) = 14.11 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 14.106) = 14.11 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.11 / 11.71 = 1.20

At Row 10, At Column 2:
Ri1 = 11.61 kips
Ri vector at Beam   = <-8.10, 8.32>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.76 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.63/1) * 65.00 = 76.55 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.76 * (0.63/1) * 65.00 = 166.08 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.63/1) * 65.00 = 36.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(76.55, 166.08, 36.85) = 36.85 kips/bolt
Ri vector at Shear Plate   = <8.10, -8.32>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.18 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.38 * 58.00 = 39.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.18 * 0.38 * 58.00 = 15.37 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.38 * 58.00 = 19.57 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(39.80, 15.37, 19.57) = 15.37 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(36.855, 15.371) = 15.37 kips/bolt
Bolt Shear Demand to Bearing ratio = 15.37 / 11.61 = 1.32

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.67199, 1.68565, 1.68206, 1.70262, 1.6927, 1.72188, 1.70199, 1.73991, 1.70752, 1.75122, 1.70752, 1.75122, 1.70199, 1.7399, 1.69269, 1.72187, 1.68205, 1.70261, 1.20486, 1.32365) = 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 * 202.82 = 202.82 kips

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 38.2 - 0 - 0 = 38.2 in.
Gross Area (Shear) = [Web Depth] * tw = 38.20 * 0.63 = 24.07 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (38.20 - (10 * 0.88)) * 0.63 = 18.55 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 24.07 = 481.32 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 18.55 = 361.79 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}

Block Shear not required.

Gross Area = 0.38 * 29.50 = 11.06 in^2
Net Area = (29.50 - (10 *(0.81 + 1/16))) * 0.38 = 7.78 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 11.06 = 159.30 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 7.78 = 135.39 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (29.5 - 1.25) = 28.25 in.
Net Shear Length = 28.2 - (9.5 * (0.812 + 0.0625)) = 19.94 in.
Gross Tension Length = (3 + 1.5) = 4.50 in.
Net Tension Length = 4.5 - (1.5 * (1 + 0.0625)) = 2.91 in.
1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.38 * ((0.60 * 58.00 * 19.94) + (0.50 * 58.00 * 2.91)) = 145.89 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.38 * ((0.60 * 36.00 * 28.25) + (0.50 * 58.00 * 2.91)) = 130.22 kips
Block Shear = 130.22 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (29.5 - 1.25) = 56.50 in.
Net Shear Length = 2 * ( 28.2 - (9.5 * (0.812 + 0.0625)) ) = 39.88 in.
Gross Tension Length = (3 + 1.5) - 1.5 = 3.00 in.
Net Tension Length = 3 - 1 * (1 + 0.0625) = 1.94 in.
1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.38 * ((0.60 * 58.00 * 39.88) + (0.50 * 58.00 * 1.94)) = 270.72 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.38 * ((0.60 * 36.00 * 56.50) + (0.50 * 58.00 * 1.94)) = 239.36 kips
Block Shear = 239.36 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 3.02 in.
Zgross = 81.59 in^3
Znet   = 56.98 in^3
Sgross = 54.39 in^3
Snet   = 37.87 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 56.98 / 3.02 = 547.78 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 29.50 in.
c = 3.02 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 29.50 * 36.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (29.50/3.02)^2 )^0.5) = 0.29
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =1/omega * Fcr = 0.60 * 36.00 * 1.00 = 21.60 ksi

Using Eq. 9-6
Buckling = Fcr * Sgross / e = 21.60 * 54.39 / 3.02 = 389.48 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 4.52 in.
Zgross = 81.59
Znet = 81.59
Mr = Vr * e = 125.00 * 4.52 = 564.55 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 81.59 = 1762.26 kips-in
Vr = 125.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 11.06 = 159.30 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (125.00 / 159.30)^2 + (564.55 / 1762.26)^2 = 0.72 <= 1  (OK)

Note: Mn <= 1.6My by inspection

MAXIMUM PLATE THICKNESS:
tmax = 6 * Mmax / (Fypl * d^2) Eq. 10-3
Mmax = (1/0.9) * Fv * Ab * C' Eq. 10-4
Mmax = (1/0.9) * 54 * 0.441786 * 142.854 = 3786.65 kips-in
tmax = 6 * 3786.65 / (36 * 29.5^2) = 0.73 in.
Maximum Plate Thickness is Not a Limiting Criteria.

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 29.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 125.000 / 29.500 / 2 = 2.119 kips/in/ weld 
theta = 0 deg.
cPhi  = 1.0 + 0.5 * sin(0)^1.5 = 1.000
Weld Coefficient = 0.6 * 70.000 * 1.000 * 1.000 * (2^0.5/2)*(1/16) = 1.856
Required weld size, Dv = fv/ (1/omega * coeff) = 2.119 / (0.500 * 1.856) = 2.283/16

Minimum fillet weld size : 
   At shear only load case = 0.14 in.
   per Table J2.4     = 0.19 in.
   5/8(tp)            = 0.23 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.375 * 58.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 3.515 
Dmax2 (using eqn 9-2)
 = tfsupport * Fusupport / ( Fexx * C1 * 0.044 )
 = 1.250 * 65.000 / ( 70.000 * 1.000 * 0.044 ) 
 = 26.264 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.515, 26.264, 12.000)
 = 3.515 

Dihedral Angle, DA       = 85.00 deg.
Gap on Obtuse Angle Side = 0.03 in.
Use weld size
Acute Side  D1 = 4.00
Obtuse Side D2 = 5.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 29.50 * (3.52 + 3.52) = 192.49 kips
Check Effective Throat:
Acute Side Effect throat  = (D1/sin(DA)) * cos(DA/2) = (0.25/ sin( 85.00)) * cos( 42.50) = 0.19 in.
Obtuse Side Effect throat = ((D2/sin(DA)-tshpl/tan(DA))*sin((180-(180-DA))/2))= ((0.31 / sin(85.00) -0.38 / tan(85.00)) * sin((180 - (180 - 85.00)) / 2)) = 0.15 in.
Total Effective Throat    = 0.19 + 0.15 = 0.37 in.
Total Effective Throat of Square Case = D1 * 2^0.5 = 0.25 * 2^0.5 = 0.35 in.
0.35 in. <= 0.37 in. (OK)