bcw.s.s.00910.00910

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W27X84
Column profile: W10X112
Slope: 0 deg.
Skew: 85
Vertical Offset: 0
Horizontal Offset: 0
Span: 15.1 ft.
Reaction, V: 86 kips
Shear Capacity, Rn: 89.8 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: 14.750 in. x 17.500 in. x 0.875 in.
Configuration Geometry:
Welds at shear plate to support: 9/16 FILLET, 11/16 FILLET
Bolt: 6 rows x 3 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 3 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 5.69 in.
Beam centerline setback = 5.78 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: 1.56 in.
Horizontal distance to first hole: 7.25 in.
Down distance from top of filler beam flange: 3 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 = 10.288 in.
Angle = 0.000 deg.
C = 7.528
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 7.53 = 89.80 kips

BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.89, -0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <9.21, 7.23>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.45 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.46/1) * 65.00 = 55.90 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.45 * (0.46/1) * 65.00 = 79.82 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.90, 79.82, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <-9.21, -7.23>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 8.58 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.88 * 58.00 = 92.86 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 8.58 * 0.88 * 58.00 = 261.40 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(92.86, 261.40, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 11.71 = 2.30

At Row 1, At Column 2:
Ri1 = 11.55 kips
Ri vector at Beam   = <10.78, 4.16>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.93 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.46/1) * 65.00 = 55.90 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.93 * (0.46/1) * 65.00 = 142.23 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.90, 142.23, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <-10.78, -4.16>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 10.45 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.88 * 58.00 = 92.86 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.45 * 0.88 * 58.00 = 318.22 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(92.86, 318.22, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 11.55 = 2.33

At Row 1, At Column 3:
Ri1 = 11.47 kips
Ri vector at Beam   = <11.47, -0.16>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 992.13 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.46/1) * 65.00 = 39.24 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 992.13 * (0.46/1) * 65.00 = 17798.82 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(39.24, 17798.82, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <-11.47, 0.16>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 12.75 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.88 * 58.00 = 60.90 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.75 * 0.88 * 58.00 = 388.28 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(60.90, 388.28, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 11.47 = 2.35

At Row 2, At Column 1:
Ri1 = 11.45 kips
Ri vector at Beam   = <6.95, 9.10>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.14 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.46/1) * 65.00 = 55.90 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.14 * (0.46/1) * 65.00 = 128.14 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.90, 128.14, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <-6.95, -9.10>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.44 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.88 * 58.00 = 92.86 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 11.44 * 0.88 * 58.00 = 348.20 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(92.86, 348.20, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 11.45 = 2.35

At Row 2, At Column 2:
Ri1 = 10.92 kips
Ri vector at Beam   = <9.18, 5.91>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 10.69 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.46/1) * 65.00 = 55.90 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 10.69 * (0.46/1) * 65.00 = 191.73 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.90, 191.73, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <-9.18, -5.91>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.59 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.88 * 58.00 = 92.86 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 11.59 * 0.88 * 58.00 = 352.97 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(92.86, 352.97, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 10.92 = 2.46

At Row 2, At Column 3:
Ri1 = 10.54 kips
Ri vector at Beam   = <10.54, -0.25>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 877.54 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.46/1) * 65.00 = 39.24 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 877.54 * (0.46/1) * 65.00 = 15743.14 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(39.24, 15743.14, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <-10.54, 0.25>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 12.75 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.88 * 58.00 = 60.90 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.75 * 0.88 * 58.00 = 388.35 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(60.90, 388.35, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 10.54 = 2.55

At Row 3, At Column 1:
Ri1 = 11.16 kips
Ri vector at Beam   = <2.75, 10.81>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.88 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.46/1) * 65.00 = 39.24 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.88 * (0.46/1) * 65.00 = 159.32 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(39.24, 159.32, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <-2.75, -10.81>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 10.16 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.88 * 58.00 = 66.61 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.16 * 0.88 * 58.00 = 309.30 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.61, 309.30, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 11.16 = 2.41

At Row 3, At Column 2:
Ri1 = 9.70 kips
Ri vector at Beam   = <4.47, 8.61>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.73 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.46/1) * 65.00 = 55.90 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.73 * (0.46/1) * 65.00 = 174.58 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.90, 174.58, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <-4.47, -8.61>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.09 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.88 * 58.00 = 92.86 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 11.09 * 0.88 * 58.00 = 337.63 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(92.86, 337.63, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 9.70 = 2.77

At Row 3, At Column 3:
Ri1 = 7.35 kips
Ri vector at Beam   = <7.34, -0.52>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 250.43 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.46/1) * 65.00 = 39.24 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 250.43 * (0.46/1) * 65.00 = 4492.67 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(39.24, 4492.67, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <-7.34, 0.52>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 12.78 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.88 * 58.00 = 60.90 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.78 * 0.88 * 58.00 = 389.21 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(60.90, 389.21, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 7.35 = 3.66

At Row 4, At Column 1:
Ri1 = 11.16 kips
Ri vector at Beam   = <-2.75, 10.81>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 5.93 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.46/1) * 65.00 = 39.24 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.93 * (0.46/1) * 65.00 = 106.39 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(39.24, 106.39, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <2.75, -10.81>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 7.06 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.88 * 58.00 = 66.61 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.06 * 0.88 * 58.00 = 215.03 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.61, 215.03, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 11.16 = 2.41

At Row 4, At Column 2:
Ri1 = 9.70 kips
Ri vector at Beam   = <-4.46, 8.62>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.51 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.46/1) * 65.00 = 55.90 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.51 * (0.46/1) * 65.00 = 170.61 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.90, 170.61, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <4.46, -8.62>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.71 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.88 * 58.00 = 92.86 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.71 * 0.88 * 58.00 = 234.71 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(92.86, 234.71, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 9.70 = 2.77

At Row 4, At Column 3:
Ri1 = 7.35 kips
Ri vector at Beam   = <-7.33, -0.52>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.18 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.46/1) * 65.00 = 39.24 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.18 * (0.46/1) * 65.00 = 128.72 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(39.24, 128.72, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <7.33, 0.52>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.00 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.88 * 58.00 = 60.90 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.00 * 0.88 * 58.00 = 30.53 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(60.90, 30.53, 45.67) = 30.53 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 30.526) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 7.35 = 3.66

At Row 5, At Column 1:
Ri1 = 11.45 kips
Ri vector at Beam   = <-6.95, 9.10>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.17 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.46/1) * 65.00 = 55.90 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.17 * (0.46/1) * 65.00 = 38.91 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.90, 38.91, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <6.95, -9.10>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.88 * 58.00 = 92.86 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.84 * 0.88 * 58.00 = 147.25 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(92.86, 147.25, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 11.45 = 2.35

At Row 5, At Column 2:
Ri1 = 10.92 kips
Ri vector at Beam   = <-9.18, 5.91>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.02 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.46/1) * 65.00 = 55.90 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.02 * (0.46/1) * 65.00 = 90.03 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.90, 90.03, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <9.18, -5.91>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.76 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.88 * 58.00 = 92.86 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.76 * 0.88 * 58.00 = 144.82 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(92.86, 144.82, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 10.92 = 2.46

At Row 5, At Column 3:
Ri1 = 10.54 kips
Ri vector at Beam   = <-10.54, -0.25>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.16 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.46/1) * 65.00 = 39.24 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.16 * (0.46/1) * 65.00 = 128.42 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(39.24, 128.42, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <10.54, 0.25>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.00 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.88 * 58.00 = 60.90 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.00 * 0.88 * 58.00 = 30.46 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(60.90, 30.46, 45.67) = 30.46 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 30.458) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 10.54 = 2.55

At Row 6, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <-9.21, 7.23>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.58 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.46/1) * 65.00 = 55.90 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.58 * (0.46/1) * 65.00 = 28.36 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.90, 28.36, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <9.21, -7.23>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.39 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.88 * 58.00 = 92.86 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.39 * 0.88 * 58.00 = 42.24 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(92.86, 42.24, 45.67) = 42.24 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 42.235) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 11.71 = 2.30

At Row 6, At Column 2:
Ri1 = 11.55 kips
Ri vector at Beam   = <-10.78, 4.16>
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 * (0.46/1) * 65.00 = 55.90 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.48 * (0.46/1) * 65.00 = 80.45 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(55.90, 80.45, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <10.78, -4.16>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 2.94 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.88 * 58.00 = 92.86 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 2.94 * 0.88 * 58.00 = 89.41 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(92.86, 89.41, 45.67) = 45.67 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 45.675) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 11.55 = 2.33

At Row 6, At Column 3:
Ri1 = 11.47 kips
Ri vector at Beam   = <-11.47, -0.16>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.16 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.46/1) * 65.00 = 39.24 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.16 * (0.46/1) * 65.00 = 128.40 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.46/1) * 65.00 = 26.91 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(39.24, 128.40, 26.91) = 26.91 kips/bolt
Ri vector at Shear Plate   = <11.47, 0.16>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.00 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.88 * 58.00 = 60.90 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.00 * 0.88 * 58.00 = 30.45 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.88 * 58.00 = 45.67 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(60.90, 30.45, 45.67) = 30.45 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(26.910, 30.453) = 26.91 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.91 / 11.47 = 2.35

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 2.2985, 2.32994, 2.34647, 2.34944, 2.46456, 2.55231, 2.41194, 2.77319, 3.6595, 2.41195, 2.77327, 3.66024, 2.34946, 2.46461, 2.5524, 2.29851, 2.32996, 2.3465) = 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 * 89.80 = 89.80 kips

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 26.7 - 0 - 0 = 26.7 in.
Gross Area (Shear) = [Web Depth] * tw = 26.70 * 0.46 = 12.28 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (26.70 - (6 * 0.88)) * 0.46 = 9.87 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 12.28 = 245.64 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 9.87 = 192.41 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 = 0.88 * 17.50 = 15.31 in^2
Net Area = (17.50 - (6 *(0.81 + 1/16))) * 0.88 = 10.72 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 15.31 = 220.50 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 10.72 = 186.51 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 = (17.5 - 1.25) = 16.25 in.
Net Shear Length = 16.2 - (5.5 * (0.812 + 0.0625)) = 11.44 in.
Gross Tension Length = (6 + 1.5) = 7.50 in.
Net Tension Length = 7.5 - (2.5 * (1 + 0.0625)) = 4.84 in.
1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.88 * ((0.60 * 58.00 * 11.44) + (0.50 * 58.00 * 4.84)) = 235.59 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.88 * ((0.60 * 36.00 * 16.25) + (0.50 * 58.00 * 4.84)) = 215.02 kips
Block Shear = 215.02 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (17.5 - 1.25) = 32.50 in.
Net Shear Length = 2 * ( 16.2 - (5.5 * (0.812 + 0.0625)) ) = 22.88 in.
Gross Tension Length = (6 + 1.5) - 1.5 = 6.00 in.
Net Tension Length = 6 - 2 * (1 + 0.0625) = 3.88 in.
1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.88 * ((0.60 * 58.00 * 22.88) + (0.50 * 58.00 * 3.88)) = 397.44 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.88 * ((0.60 * 36.00 * 32.50) + (0.50 * 58.00 * 3.88)) = 356.29 kips
Block Shear = 356.29 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 7.29 in.
Zgross = 66.99 in^3
Znet   = 46.32 in^3
Sgross = 44.66 in^3
Snet   = 30.88 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 46.32 / 7.29 = 184.31 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.88 in.
ho = 17.50 in.
c = 7.29 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 17.50 * 36.00^0.5 / (10 * 0.88 * (475.00 + 280.00 * (17.50/7.29)^2 )^0.5) = 0.26
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 * 44.66 / 7.29 = 132.36 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 10.29 in.
Zgross = 66.99
Znet = 46.32
Mr = Vr * e = 86.00 * 10.29 = 884.79 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 66.99 = 1447.03 kips-in
Vr = 86.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 15.31 = 220.50 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (86.00 / 220.50)^2 + (884.79 / 1447.03)^2 = 0.53 <= 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 * 88.451 = 2344.59 kips-in
tmax = 6 * 2344.59 / (36 * 17.5^2) = 1.28 in.
Maximum Plate Thickness is Not a Limiting Criteria.

STABILIZER PLATE:

Available Strength to Resist Lateral Displacement:
Using Eq. 10-6 (14th Ed.):
Rn/omega = 1500.00  * 3.14159 * L * tp^3 / a^2 = 0.60 * 1500.00 * 3.14159 * 17.50 * 0.88^3 / 7.25^2 = 630.64 kips
Stabilizer Plate Not Required for lateral displacement

Torsional Strength:
Using Eq. 10-8 and Eq. 10-7 (14th Ed.):
Required, Mta or Mtu = Ra * (tw + tp) /2 = 86.00 * ((0.44 + 0.88) / 2) = 56.44 kips-in
Lateral Shear Strength of Shear Plate, Mtn (no slab) = [1/omega*(0.6*Fyp)-(Ra/(L*tp))] *L*tp^2/2 =  ((0.67 * 0.6 * 36.00) - (86.00 / (17.50 * 0.88))) * 0.5 * 17.50 * 0.88^2 = 58.84 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 17.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 86.000 / 17.500 / 2 = 2.457 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) = 2.457 / (0.500 * 1.856) = 2.648/16

Minimum fillet weld size : 
   At shear only load case = 0.17 in.
   per Table J2.4     = 0.31 in.
   5/8(tp)            = 0.55 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.875 * 58.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 8.202 
Dmax2 (using eqn 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.088 )
 = 0.755 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 7.932 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(8.202, 7.932, 12.000)
 = 7.932 

Dihedral Angle, DA       = 85.00 deg.
Gap on Obtuse Angle Side = 0.08 in.
Use weld size
Acute Side  D1 = 9.00
Obtuse Side D2 = 11.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 17.50 * (7.93 + 7.93) = 257.64 kips
Check Effective Throat:
Acute Side Effect throat  = (D1/sin(DA)) * cos(DA/2) = (0.56/ sin( 85.00)) * cos( 42.50) = 0.42 in.
Obtuse Side Effect throat = ((D2/sin(DA)-tshpl/tan(DA))*sin((180-(180-DA))/2))= ((0.69 / sin(85.00) -0.88 / tan(85.00)) * sin((180 - (180 - 85.00)) / 2)) = 0.41 in.
Total Effective Throat    = 0.42 + 0.41 = 0.83 in.
Total Effective Throat of Square Case = D1 * 2^0.5 = 0.56 * 2^0.5 = 0.80 in.
0.80 in. <= 0.83 in. (OK)