bcf.s.s.00165.00165

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W40X167
Column profile: W14X120
Slope: 0 deg.
Skew: 85
Vertical Offset: 0
Horizontal Offset: 0
Span: 12.9 ft.
Reaction, V: 150 kips
Shear Capacity, Rn: 157 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 26.500 in. x 0.500 in.
Configuration Geometry:
Welds at shear plate to support: 5/16 FILLET, 6/16 FILLET
Bolt: 9 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 = 1.07 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: 3.75 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 = 4.522 in.
Angle = 0.000 deg.
C = 14.853
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 14.85 = 177.17 kips

BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (12.29, -0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <7.69, 8.83>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.56 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.56 * (0.65/1) * 65.00 = 115.71 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 115.71, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <-7.69, -8.83>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.03 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.03 * 0.50 * 58.00 = 70.15 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 70.15, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.71 = 2.23

At Row 1, At Column 2:
Ri1 = 11.60 kips
Ri vector at Beam   = <8.62, 7.76>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.20 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.20 * (0.65/1) * 65.00 = 131.87 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 131.87, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <-8.62, -7.76>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.46 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.46 * 0.50 * 58.00 = 129.83 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 129.83, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.60 = 2.25

At Row 2, At Column 1:
Ri1 = 11.62 kips
Ri vector at Beam   = <6.35, 9.73>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.65 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.65 * (0.65/1) * 65.00 = 194.03 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 194.03, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <-6.35, -9.73>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 5.00 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 5.00 * 0.50 * 58.00 = 87.07 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 87.07, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.62 = 2.25

At Row 2, At Column 2:
Ri1 = 11.44 kips
Ri vector at Beam   = <7.33, 8.78>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 8.38 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.38 * (0.65/1) * 65.00 = 212.52 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 212.52, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <-7.33, -8.78>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 8.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 8.84 * 0.50 * 58.00 = 153.79 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 153.79, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.44 = 2.28

At Row 3, At Column 1:
Ri1 = 11.52 kips
Ri vector at Beam   = <4.60, 10.57>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 10.23 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 10.23 * (0.65/1) * 65.00 = 259.24 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 259.24, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <-4.60, -10.57>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.08 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.08 * 0.50 * 58.00 = 123.14 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 123.14, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.52 = 2.27

At Row 3, At Column 2:
Ri1 = 11.25 kips
Ri vector at Beam   = <5.47, 9.83>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 10.75 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 10.75 * (0.65/1) * 65.00 = 272.50 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 272.50, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <-5.47, -9.83>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.88 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 11.88 * 0.50 * 58.00 = 206.75 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 206.75, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.25 = 2.32

At Row 4, At Column 1:
Ri1 = 11.44 kips
Ri vector at Beam   = <2.43, 11.18>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 12.64 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 12.64 * (0.65/1) * 65.00 = 320.47 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.45, 320.47, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <-2.43, -11.18>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 13.70 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.50 * 58.00 = 38.06 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 13.70 * 0.50 * 58.00 = 238.33 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(38.06, 238.33, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.44 = 2.28

At Row 4, At Column 2:
Ri1 = 11.09 kips
Ri vector at Beam   = <2.97, 10.68>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 12.83 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 12.83 * (0.65/1) * 65.00 = 325.17 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 325.17, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <-2.97, -10.68>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 16.44 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.50 * 58.00 = 38.06 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 16.44 * 0.50 * 58.00 = 286.14 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(38.06, 286.14, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.09 = 2.35

At Row 5, At Column 1:
Ri1 = 11.41 kips
Ri vector at Beam   = <0.00, 11.41>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 15.34 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 15.34 * (0.65/1) * 65.00 = 388.96 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.45, 388.96, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <-0.00, -11.41>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 12.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.50 * 58.00 = 38.06 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.84 * 0.50 * 58.00 = 223.48 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(38.06, 223.48, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.41 = 2.29

At Row 5, At Column 2:
Ri1 = 11.02 kips
Ri vector at Beam   = <0.00, 11.02>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 15.34 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 15.34 * (0.65/1) * 65.00 = 388.96 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.45, 388.96, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <-0.00, -11.02>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 12.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.50 * 58.00 = 38.06 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.84 * 0.50 * 58.00 = 223.48 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(38.06, 223.48, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.02 = 2.37

At Row 6, At Column 1:
Ri1 = 11.44 kips
Ri vector at Beam   = <-2.43, 11.18>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.00 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.65/1) * 65.00 = 55.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.00 * (0.65/1) * 65.00 = 228.23 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.45, 228.23, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <2.43, -11.18>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 10.07 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.50 * 58.00 = 38.06 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.07 * 0.50 * 58.00 = 175.29 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(38.06, 175.29, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.44 = 2.28

At Row 6, At Column 2:
Ri1 = 11.09 kips
Ri vector at Beam   = <-2.97, 10.68>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 18.26 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 18.26 * (0.65/1) * 65.00 = 462.94 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 462.94, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <2.97, -10.68>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 5.18 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.50 * 58.00 = 38.06 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 5.18 * 0.50 * 58.00 = 90.11 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(38.06, 90.11, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.09 = 2.35

At Row 7, At Column 1:
Ri1 = 11.52 kips
Ri vector at Beam   = <-4.60, 10.57>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.61 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.61 * (0.65/1) * 65.00 = 116.79 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 116.79, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <4.60, -10.57>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.46 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.46 * 0.50 * 58.00 = 129.86 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 129.86, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.52 = 2.27

At Row 7, At Column 2:
Ri1 = 11.25 kips
Ri vector at Beam   = <-5.47, 9.83>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.88 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.88 * (0.65/1) * 65.00 = 250.54 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 250.54, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <5.47, -9.83>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 2.62 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 2.62 * 0.50 * 58.00 = 45.62 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 45.62, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.25 = 2.32

At Row 8, At Column 1:
Ri1 = 11.62 kips
Ri vector at Beam   = <-6.35, 9.73>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.25 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.25 * (0.65/1) * 65.00 = 82.47 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 82.47, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <6.35, -9.73>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.59 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.59 * 0.50 * 58.00 = 79.86 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 79.86, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.62 = 2.25

At Row 8, At Column 2:
Ri1 = 11.44 kips
Ri vector at Beam   = <-7.33, 8.78>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.40 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.40 * (0.65/1) * 65.00 = 187.60 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 187.60, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <7.33, -8.78>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.81 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.81 * 0.50 * 58.00 = 31.55 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 31.55, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 26.100) = 26.10 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.10 / 11.44 = 2.28

At Row 9, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <-7.69, 8.83>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.64 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.64 * (0.65/1) * 65.00 = 66.94 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 66.94, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <7.69, -8.83>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.12 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.12 * 0.50 * 58.00 = 19.46 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 19.46, 26.10) = 19.46 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 19.461) = 19.46 kips/bolt
Bolt Shear Demand to Bearing ratio = 19.46 / 11.71 = 1.66

At Row 9, At Column 2:
Ri1 = 11.60 kips
Ri vector at Beam   = <-8.62, 7.76>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.32 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.65/1) * 65.00 = 78.98 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.32 * (0.65/1) * 65.00 = 160.16 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.65/1) * 65.00 = 38.02 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(78.98, 160.16, 38.02) = 38.02 kips/bolt
Ri vector at Shear Plate   = <8.62, -7.76>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.26 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.26 * 0.50 * 58.00 = 21.96 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 21.96, 26.10) = 21.96 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(38.025, 21.956) = 21.96 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.96 / 11.60 = 1.89

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 2.22932, 2.25032, 2.24648, 2.28162, 2.26513, 2.31951, 2.28049, 2.35416, 2.28657, 2.36885, 2.28049, 2.35416, 2.26513, 2.31952, 2.24648, 2.28163, 1.66224, 1.89303) = 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 * 177.17 = 177.17 kips

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 38.6 - 0 - 0 = 38.6 in.
Gross Area (Shear) = [Web Depth] * tw = 38.60 * 0.65 = 25.09 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (38.60 - (9 * 0.88)) * 0.65 = 19.97 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 25.09 = 501.80 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 19.97 = 389.44 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 = 0.50 * 26.50 = 13.25 in^2
Net Area = (26.50 - (9 *(0.81 + 1/16))) * 0.50 = 9.31 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 13.25 = 190.80 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 9.31 = 162.04 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 = (26.5 - 1.25) = 25.25 in.
Net Shear Length = 25.2 - (8.5 * (0.812 + 0.0625)) = 17.81 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 * 0.50 * ((0.60 * 58.00 * 17.81) + (0.50 * 58.00 * 2.91)) = 176.04 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.50 * ((0.60 * 36.00 * 25.25) + (0.50 * 58.00 * 2.91)) = 157.42 kips
Block Shear = 157.42 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (26.5 - 1.25) = 50.50 in.
Net Shear Length = 2 * ( 25.2 - (8.5 * (0.812 + 0.0625)) ) = 35.62 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 * 0.50 * ((0.60 * 58.00 * 35.62) + (0.50 * 58.00 * 1.94)) = 323.98 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.50 * ((0.60 * 36.00 * 50.50) + (0.50 * 58.00 * 1.94)) = 286.75 kips
Block Shear = 286.75 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 3.02 in.
Zgross = 87.78 in^3
Znet   = 61.44 in^3
Sgross = 58.52 in^3
Snet   = 40.69 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 61.44 / 3.02 = 589.58 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.50 in.
ho = 26.50 in.
c = 3.02 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 26.50 * 36.00^0.5 / (10 * 0.50 * (475.00 + 280.00 * (26.50/3.02)^2 )^0.5) = 0.21
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 * 58.52 / 3.02 = 418.30 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 4.52 in.
Zgross = 87.78
Znet = 87.78
Mr = Vr * e = 150.00 * 4.52 = 678.28 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 87.78 = 1896.07 kips-in
Vr = 150.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 13.25 = 190.80 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (150.00 / 190.80)^2 + (678.28 / 1896.07)^2 = 0.75 <= 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 * 116.544 = 3089.26 kips-in
tmax = 6 * 3089.26 / (36 * 26.5^2) = 0.73 in.
Maximum Plate Thickness is Not a Limiting Criteria.

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 26.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 150.000 / 26.500 / 2 = 2.830 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) = 2.830 / (0.500 * 1.856) = 3.050/16

Minimum fillet weld size : 
   At shear only load case = 0.19 in.
   per Table J2.4     = 0.19 in.
   5/8(tp)            = 0.31 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.500 * 58.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 4.687 
Dmax2 (using eqn 9-2)
 = tfsupport * Fusupport / ( Fexx * C1 * 0.044 )
 = 0.940 * 65.000 / ( 70.000 * 1.000 * 0.044 ) 
 = 19.751 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(4.687, 19.751, 12.000)
 = 4.687 

Dihedral Angle, DA       = 85.00 deg.
Gap on Obtuse Angle Side = 0.04 in.
Use weld size
Acute Side  D1 = 5.00
Obtuse Side D2 = 6.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 26.50 * (4.69 + 4.69) = 230.55 kips
Check Effective Throat:
Acute Side Effect throat  = (D1/sin(DA)) * cos(DA/2) = (0.31/ sin( 85.00)) * cos( 42.50) = 0.23 in.
Obtuse Side Effect throat = ((D2/sin(DA)-tshpl/tan(DA))*sin((180-(180-DA))/2))= ((0.38 / sin(85.00) -0.50 / tan(85.00)) * sin((180 - (180 - 85.00)) / 2)) = 0.18 in.
Total Effective Throat    = 0.23 + 0.18 = 0.46 in.
Total Effective Throat of Square Case = D1 * 2^0.5 = 0.31 * 2^0.5 = 0.44 in.
0.44 in. <= 0.46 in. (OK)