bcw.s.s.00079.00496

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W18X60
Column profile: W14X53
Slope: 0 deg.
Skew: 68
Vertical Offset: 0
Horizontal Offset: 0
Span: 21.6 ft.
Reaction, V: 27 kips
Shear Capacity, Rn: 31.3 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: 12.000 in. x 11.500 in. x 0.500 in.
Configuration Geometry:
Welds at shear plate to support: 5/16 FILLET, 8/16 FILLET
Bolt: 4 rows x 2 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 3 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 5.94 in.
Beam centerline setback = 6.23 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: 7.5 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 = 9.101 in.
Angle = 0.000 deg.
C = 2.627
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 2.63 = 31.34 kips

BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.43, 0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <9.81, 6.39>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.09 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.41/1) * 65.00 = 50.43 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.09 * (0.41/1) * 65.00 = 82.38 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/1) * 65.00 = 24.28 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(50.43, 82.38, 24.28) = 24.28 kips/bolt
Ri vector at Shear Plate   = <-9.81, -6.39>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 8.35 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 * 8.35 * 0.50 * 58.00 = 145.36 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, 145.36, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(24.277, 26.100) = 24.28 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.28 / 11.71 = 2.07

At Row 1, At Column 2:
Ri1 = 11.54 kips
Ri vector at Beam   = <11.54, -0.18>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 995.15 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/1) * 65.00 = 35.40 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 995.15 * (0.41/1) * 65.00 = 16106.45 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/1) * 65.00 = 24.28 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(35.40, 16106.45, 24.28) = 24.28 kips/bolt
Ri vector at Shear Plate   = <-11.54, 0.18>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 10.00 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.00 * 0.50 * 58.00 = 174.02 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(34.80, 174.02, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(24.277, 26.100) = 24.28 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.28 / 11.54 = 2.10

At Row 2, At Column 1:
Ri1 = 11.09 kips
Ri vector at Beam   = <5.05, 9.87>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.33 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.41/1) * 65.00 = 50.43 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.33 * (0.41/1) * 65.00 = 102.51 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/1) * 65.00 = 24.28 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(50.43, 102.51, 24.28) = 24.28 kips/bolt
Ri vector at Shear Plate   = <-5.05, -9.87>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.69 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 * 7.69 * 0.50 * 58.00 = 133.77 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, 133.77, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(24.277, 26.100) = 24.28 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.28 / 11.09 = 2.19

At Row 2, At Column 2:
Ri1 = 9.12 kips
Ri vector at Beam   = <9.11, -0.42>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 266.68 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/1) * 65.00 = 35.40 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 266.68 * (0.41/1) * 65.00 = 4316.27 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/1) * 65.00 = 24.28 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(35.40, 4316.27, 24.28) = 24.28 kips/bolt
Ri vector at Shear Plate   = <-9.11, 0.42>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 10.01 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.01 * 0.50 * 58.00 = 174.18 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(34.80, 174.18, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(24.277, 26.100) = 24.28 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.28 / 9.12 = 2.66

At Row 3, At Column 1:
Ri1 = 11.09 kips
Ri vector at Beam   = <-5.05, 9.87>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.02 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.41/1) * 65.00 = 50.43 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.02 * (0.41/1) * 65.00 = 48.94 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/1) * 65.00 = 24.28 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(50.43, 48.94, 24.28) = 24.28 kips/bolt
Ri vector at Shear Plate   = <5.05, -9.87>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.32 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 * 4.32 * 0.50 * 58.00 = 75.13 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, 75.13, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(24.277, 26.100) = 24.28 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.28 / 11.09 = 2.19

At Row 3, At Column 2:
Ri1 = 9.12 kips
Ri vector at Beam   = <-9.11, -0.42>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.16 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/1) * 65.00 = 35.40 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.16 * (0.41/1) * 65.00 = 67.35 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/1) * 65.00 = 24.28 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(35.40, 67.35, 24.28) = 24.28 kips/bolt
Ri vector at Shear Plate   = <9.11, 0.42>
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 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.00 * 0.50 * 58.00 = 17.42 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(34.80, 17.42, 26.10) = 17.42 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(24.277, 17.418) = 17.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.42 / 9.12 = 1.91

At Row 4, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <-9.81, 6.39>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.46 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.41/1) * 65.00 = 50.43 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.46 * (0.41/1) * 65.00 = 23.61 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/1) * 65.00 = 24.28 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(50.43, 23.61, 24.28) = 23.61 kips/bolt
Ri vector at Shear Plate   = <9.81, -6.39>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.69 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 * 1.69 * 0.50 * 58.00 = 29.46 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, 29.46, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.606, 26.100) = 23.61 kips/bolt
Bolt Shear Demand to Bearing ratio = 23.61 / 11.71 = 2.02

At Row 4, At Column 2:
Ri1 = 11.54 kips
Ri vector at Beam   = <-11.54, -0.18>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.16 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/1) * 65.00 = 35.40 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.16 * (0.41/1) * 65.00 = 67.28 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/1) * 65.00 = 24.28 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(35.40, 67.28, 24.28) = 24.28 kips/bolt
Ri vector at Shear Plate   = <11.54, 0.18>
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 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.00 * 0.50 * 58.00 = 17.40 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(34.80, 17.40, 26.10) = 17.40 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(24.277, 17.402) = 17.40 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.40 / 11.54 = 1.51

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 2.07365, 2.10316, 2.1895, 2.66276, 2.1895, 1.91043, 2.01633, 1.50754) = 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 * 31.34 = 31.34 kips

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 18.2 - 0 - 0 = 18.2 in.
Gross Area (Shear) = [Web Depth] * tw = 18.20 * 0.41 = 7.55 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (18.20 - (4 * 0.88)) * 0.41 = 6.10 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 7.55 = 151.06 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 6.10 = 118.96 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 * 11.50 = 5.75 in^2
Net Area = (11.50 - (4 *(0.81 + 1/16))) * 0.50 = 4.00 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 5.75 = 82.80 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 4.00 = 69.60 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 = (11.5 - 1.25) = 10.25 in.
Net Shear Length = 10.2 - (3.5 * (0.812 + 0.0625)) = 7.19 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 * 7.19) + (0.50 * 58.00 * 2.91)) = 83.60 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 * 10.25) + (0.50 * 58.00 * 2.91)) = 76.42 kips
Block Shear = 76.42 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (11.5 - 1.25) = 20.50 in.
Net Shear Length = 2 * ( 10.2 - (3.5 * (0.812 + 0.0625)) ) = 14.38 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 * 14.38) + (0.50 * 58.00 * 1.94)) = 139.11 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 * 20.50) + (0.50 * 58.00 * 1.94)) = 124.75 kips
Block Shear = 124.75 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 7.60 in.
Zgross = 16.53 in^3
Znet   = 11.28 in^3
Sgross = 11.02 in^3
Snet   = 7.60 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 11.28 / 7.60 = 43.04 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.50 in.
ho = 11.50 in.
c = 7.60 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 11.50 * 36.00^0.5 / (10 * 0.50 * (475.00 + 280.00 * (11.50/7.60)^2 )^0.5) = 0.41
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 * 11.02 / 7.60 = 31.32 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 9.10 in.
Zgross = 16.53
Znet = 16.53
Mr = Vr * e = 27.00 * 9.10 = 245.73 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 16.53 = 357.07 kips-in
Vr = 27.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 5.75 = 82.80 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (27.00 / 82.80)^2 + (245.73 / 357.07)^2 = 0.58 <= 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 * 26.0315 = 690.023 kips-in
tmax = 6 * 690.023 / (36 * 11.5^2) = 0.87 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 * 11.50 * 0.50^3 / 7.50^2 = 72.26 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 = 27.00 * ((0.44 + 0.50) / 2) = 12.66 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) - (27.00 / (11.50 * 0.50))) * 0.5 * 11.50 * 0.50^2 = 13.95 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 11.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 27.000 / 11.500 / 2 = 1.174 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) = 1.174 / (0.500 * 1.856) = 1.265/16

Minimum fillet weld size : 
   At shear only load case = 0.08 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 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.088 )
 = 0.370 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 3.887 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(4.687, 3.887, 12.000)
 = 3.887 

Dihedral Angle, DA       = 68.00 deg.
Gap on Obtuse Angle Side = 0.19 in.
Use weld size
Acute Side  D1 = 5.00
Obtuse Side D2 = 8.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 11.50 * (3.89 + 3.89) = 82.97 kips
Check Effective Throat:
Acute Side Effect throat  = (D1/sin(DA)) * cos(DA/2) = (0.31/ sin( 68.00)) * cos( 34.00) = 0.28 in.
Obtuse Side Effect throat = ((D2/sin(DA)-tshpl/tan(DA))*sin((180-(180-DA))/2))= ((0.50 / sin(68.00) -0.50 / tan(68.00)) * sin((180 - (180 - 68.00)) / 2)) = 0.19 in.
Total Effective Throat    = 0.28 + 0.19 = 0.47 in.
Total Effective Throat of Square Case = D1 * 2^0.5 = 0.31 * 2^0.5 = 0.44 in.
0.44 in. <= 0.47 in. (OK)