Qnect Logo

Connection Calcs Report

Company: - Josh Qnect -
Job Title: - Qnect Demo 2000 Tons -
Session Title: Baseline
Session Date: 2018-08-31 18:06:55
Model Name: Josh_Demo_2000_Tons.db1
B+Op Status: B+Op was disabled
Building Code: AISC-14
Design Type: LRFD
Engineering Units: Imperial
Bolt Catalog: ASTM Imperial
Profile Catalog: ASTM Imperial
Plate Material Grade Catalog: ASTM Imperial
Plate Thickness Catalog: Imperial
Detailing Distances Dimensions: Imperial
Materials: 
Weld E70
Shear Plate A572-GR.50
Angle A36
Bm Web Doubler Plate A572-GR.50
Stabilizer Plate A572-GR.50
End Plate A572-GR.50
Col Moment Plate A572-GR.50
Col Stiffener Plate A572-GR.50
Col Web Doubler Plate A572-GR.50

Summary Reports: Job Standard Summary  |  Job Sample Calcs Report  |  B+Op Comparison Report
Job Preferences Report  |  No Connections Summary  |  No Connections Detailed  |  No Connections Reference Map
 
Shear Plate Reports: Specs  Strengths (Shear Only Connections)  Strengths (Shear & Axial Connections)  Welds  Doublers
Single Angle Reports:  Specs  Strengths (Shear & Axial)  Welds  Doublers
Double Angle Reports:  Support Side Specs  Beam Side Specs  Strengths (Shear & Axial)  Welds  Doublers
End Plate Reports:  Specs  Strengths (Shear & Axial)  Welds
Moment Reports:  Specs  Support Strengths  Support Reinforcement Strengths  Moment Plate Strengths  Welds
Moment Group Reports:  Doubler Plate Specs  Doubler Plate Welds  Stiffener / Moment Plate Specs  Stiffener / Moment Plate Welds

Connection Number:
bcw.s.s.00113.00530
 
Main Calcs:
SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W21X44
Column profile: W14X90
Slope: 0 deg.
Skew: 90
Vertical Offset: 0
Horizontal Offset: 0
Span: 20 ft.
Reaction, V: 58 kips
Shear Capacity, Rn: 74.5 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: 16.750 in. x 17.500 in. x 0.625 in.
Configuration Geometry:
Welds at shear plate to support: 7/16 FILLET, 7/16 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 = 7.56 in.
Beam centerline setback = 7.56 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: 1.69 in.
Horizontal distance to first hole: 9.25 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 Calcs:
BOLT STRENGTH BEAM SIDE:

Bolt Strength:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 12.250 in.
Angle = 0.000 deg.
C = 6.535
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 6.54 = 77.95 kips
Bolt Bearing Calcs:
BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.49, 0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <9.45, 6.91>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.68 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.68 * (0.35/1) * 65.00 = 63.82 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 63.82, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-9.45, -6.91>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 10.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.84 * 0.62 * 58.00 = 235.79 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 235.79, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.71 = 1.75

At Row 1, At Column 2:
Ri1 = 11.56 kips
Ri vector at Beam   = <10.97, 3.64>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.13 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.13 * (0.35/1) * 65.00 = 124.62 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 124.62, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-10.97, -3.64>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.38 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.38 * 0.62 * 58.00 = 269.23 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 269.23, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.56 = 1.77

At Row 1, At Column 3:
Ri1 = 11.50 kips
Ri vector at Beam   = <11.48, -0.79>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 258.31 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.35/1) * 65.00 = 29.86 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 258.31 * (0.35/1) * 65.00 = 3526.00 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.86, 3526.00, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-11.48, 0.79>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 14.78 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.62 * 58.00 = 43.50 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 14.78 * 0.62 * 58.00 = 321.57 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(43.50, 321.57, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.50 = 1.78

At Row 2, At Column 1:
Ri1 = 11.43 kips
Ri vector at Beam   = <7.25, 8.84>
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 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.35 * (0.35/1) * 65.00 = 100.39 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 100.39, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-7.25, -8.84>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 14.06 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 14.06 * 0.62 * 58.00 = 305.79 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 305.79, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.43 = 1.79

At Row 2, At Column 2:
Ri1 = 10.89 kips
Ri vector at Beam   = <9.53, 5.27>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 12.00 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 12.00 * (0.35/1) * 65.00 = 163.84 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 163.84, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-9.53, -5.27>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 13.42 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 13.42 * 0.62 * 58.00 = 291.96 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 291.96, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 10.89 = 1.88

At Row 2, At Column 3:
Ri1 = 10.62 kips
Ri vector at Beam   = <10.55, -1.21>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 129.05 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.35/1) * 65.00 = 29.86 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 129.05 * (0.35/1) * 65.00 = 1761.54 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.86, 1761.54, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-10.55, 1.21>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 14.85 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.62 * 58.00 = 43.50 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 14.85 * 0.62 * 58.00 = 322.90 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(43.50, 322.90, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 10.62 = 1.93

At Row 3, At Column 1:
Ri1 = 11.08 kips
Ri vector at Beam   = <2.92, 10.69>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 8.92 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.92 * (0.35/1) * 65.00 = 121.81 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 121.81, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-2.92, -10.69>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 10.21 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.62 * 58.00 = 47.58 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.21 * 0.62 * 58.00 = 221.96 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(47.58, 221.96, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.08 = 1.85

At Row 3, At Column 2:
Ri1 = 9.45 kips
Ri vector at Beam   = <4.88, 8.09>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 10.11 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 10.11 * (0.35/1) * 65.00 = 137.94 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 137.94, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-4.88, -8.09>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.50 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 11.50 * 0.62 * 58.00 = 250.06 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 250.06, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 9.45 = 2.17

At Row 3, At Column 3:
Ri1 = 7.60 kips
Ri vector at Beam   = <7.19, -2.46>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 35.67 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 35.67 * (0.35/1) * 65.00 = 486.86 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 486.86, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-7.19, 2.46>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 15.59 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 15.59 * 0.62 * 58.00 = 339.15 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 339.15, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 7.60 = 2.70

At Row 4, At Column 1:
Ri1 = 11.08 kips
Ri vector at Beam   = <-2.92, 10.69>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.99 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.99 * (0.35/1) * 65.00 = 81.79 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 81.79, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <2.92, -10.69>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 7.09 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.62 * 58.00 = 47.58 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.09 * 0.62 * 58.00 = 154.32 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(47.58, 154.32, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.08 = 1.85

At Row 4, At Column 2:
Ri1 = 9.45 kips
Ri vector at Beam   = <-4.88, 8.09>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 8.67 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.67 * (0.35/1) * 65.00 = 118.29 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 118.29, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <4.88, -8.09>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.99 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.99 * 0.62 * 58.00 = 173.85 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 173.85, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 9.45 = 2.17

At Row 4, At Column 3:
Ri1 = 7.60 kips
Ri vector at Beam   = <-7.19, -2.46>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.72 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.72 * (0.35/1) * 65.00 = 105.39 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 105.39, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <7.19, 2.46>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.06 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.06 * 0.62 * 58.00 = 22.99 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 22.99, 32.62) = 22.99 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 22.993) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 7.60 = 2.70

At Row 5, At Column 1:
Ri1 = 11.43 kips
Ri vector at Beam   = <-7.25, 8.84>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.25 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.25 * (0.35/1) * 65.00 = 30.77 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 30.77, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <7.25, -8.84>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.97 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.97 * 0.62 * 58.00 = 108.13 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 108.13, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.43 = 1.79

At Row 5, At Column 2:
Ri1 = 10.89 kips
Ri vector at Beam   = <-9.53, 5.27>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.95 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.95 * (0.35/1) * 65.00 = 67.55 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 67.55, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <9.53, -5.27>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.57 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.57 * 0.62 * 58.00 = 99.39 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 99.39, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 10.89 = 1.88

At Row 5, At Column 3:
Ri1 = 10.62 kips
Ri vector at Beam   = <-10.55, -1.21>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.33 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.35/1) * 65.00 = 29.86 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.33 * (0.35/1) * 65.00 = 100.07 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.86, 100.07, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <10.55, 1.21>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.01 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.62 * 58.00 = 43.50 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.01 * 0.62 * 58.00 = 21.89 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(43.50, 21.89, 32.62) = 21.89 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 21.892) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 10.62 = 1.93

At Row 6, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <-9.45, 6.91>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.68 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.68 * (0.35/1) * 65.00 = 22.99 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 22.99, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <9.45, -6.91>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.50 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.50 * 0.62 * 58.00 = 32.58 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 32.58, 32.62) = 32.58 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.579) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.71 = 1.75

At Row 6, At Column 2:
Ri1 = 11.56 kips
Ri vector at Beam   = <-10.97, 3.64>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.53 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.35/1) * 65.00 = 42.53 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.53 * (0.35/1) * 65.00 = 61.86 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 61.86, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <10.97, -3.64>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 3.45 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.45 * 0.62 * 58.00 = 74.96 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 74.96, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 32.625) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.56 = 1.77

At Row 6, At Column 3:
Ri1 = 11.50 kips
Ri vector at Beam   = <-11.48, -0.79>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.30 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.35/1) * 65.00 = 29.86 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.30 * (0.35/1) * 65.00 = 99.64 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.86, 99.64, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <11.48, 0.79>
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 * 0.62 * 58.00 = 43.50 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.00 * 0.62 * 58.00 = 21.80 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(43.50, 21.80, 32.62) = 21.80 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 21.801) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.50 = 1.78

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.74886, 1.7713, 1.77998, 1.79125, 1.87997, 1.9283, 1.84711, 2.16749, 2.69543, 1.84711, 2.16749, 2.69542, 1.79125, 1.87997, 1.9283, 1.74886, 1.7713, 1.77998) = 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 * 77.95 = 77.95 kips
Beam Strength Calcs:
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 20.7 - 0 - 0 = 20.7 in.
Gross Area (Shear) = [Web Depth] * tw = 20.70 * 0.35 = 7.24 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (20.70 - (6 * 0.88)) * 0.35 = 5.41 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 7.24 = 144.90 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 5.41 = 105.45 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.
Shear Plate Calcs:
Gross Area = 0.62 * 17.50 = 10.94 in^2
Net Area = (17.50 - (6 *(0.81 + 1/16))) * 0.62 = 7.66 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 10.94 = 157.50 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 7.66 = 133.22 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 * 0.62 * ((0.60 * 58.00 * 11.44) + (0.50 * 58.00 * 4.84)) = 168.28 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.62 * ((0.60 * 36.00 * 16.25) + (0.50 * 58.00 * 4.84)) = 153.58 kips
Block Shear = 153.58 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 * 0.62 * ((0.60 * 58.00 * 22.88) + (0.50 * 58.00 * 3.88)) = 283.88 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.62 * ((0.60 * 36.00 * 32.50) + (0.50 * 58.00 * 3.88)) = 254.49 kips
Block Shear = 254.49 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 9.25 in.
Zgross = 47.85 in^3
Znet   = 33.09 in^3
Sgross = 31.90 in^3
Snet   = 22.06 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 33.09 / 9.25 = 103.73 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.62 in.
ho = 17.50 in.
c = 9.25 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 17.50 * 36.00^0.5 / (10 * 0.62 * (475.00 + 280.00 * (17.50/9.25)^2 )^0.5) = 0.44
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 * 31.90 / 9.25 = 74.49 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 12.25 in.
Zgross = 47.85
Znet = 33.09
Mr = Vr * e = 58.00 * 12.25 = 710.50 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 47.85 = 1033.59 kips-in
Vr = 58.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 10.94 = 157.50 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (58.00 / 157.50)^2 + (710.50 / 1033.59)^2 = 0.61 <= 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 * 0.62^3 / 9.25^2 = 141.18 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 = 58.00 * ((0.38 + 0.62) / 2) = 29.00 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) - (58.00 / (17.50 * 0.62))) * 0.5 * 17.50 * 0.62^2 = 31.09 kips-in
Stabilizer Plate Not Required for torsional strength
Weld Calcs:
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 = 58.000 / 17.500 / 2 = 1.657 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) = 1.657 / (0.500 * 1.856) = 1.786/16

Minimum fillet weld size : 
   At shear only load case = 0.11 in.
   per Table J2.4     = 0.19 in.
   5/8(tp)            = 0.39 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.625 * 58.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 5.859 
Dmax2 (using eqn 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.088 )
 = 0.440 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 4.622 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.859, 4.622, 12.000)
 = 4.622 

Use weld size
D1 = 7.00
D2 = 7.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 17.50 * (4.62 + 4.62) = 150.15 kips