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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.00114.00531
 
Main Calcs:
SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W16X26
Column profile: W14X90
Slope: 0 deg.
Skew: 90
Vertical Offset: 0
Horizontal Offset: 0
Span: 11.6 ft.
Reaction, V: 38.1 kips
Shear Capacity, Rn: 38.6 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 11.500 in. x 0.750 in.
Configuration Geometry:
Welds at shear plate to support: 8/16 FILLET, 8/16 FILLET
Bolt: 4 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 = 3.382
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 3.38 = 40.35 kips
Bolt Bearing Calcs:
BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.59, 0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <8.19, 8.36>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.79 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.79 * (0.25/1) * 65.00 = 36.98 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 36.98, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <-8.19, -8.36>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.65 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.65 * 0.75 * 58.00 = 330.17 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 330.17, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 39.150) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 11.71 = 1.25

At Row 1, At Column 2:
Ri1 = 11.39 kips
Ri vector at Beam   = <10.74, 3.80>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 8.58 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.58 * (0.25/1) * 65.00 = 83.64 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 83.64, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <-10.74, -3.80>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.47 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.47 * 0.75 * 58.00 = 325.35 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 325.35, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 39.150) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 11.39 = 1.28

At Row 1, At Column 3:
Ri1 = 11.38 kips
Ri vector at Beam   = <10.86, -3.39>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 42.18 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 42.18 * (0.25/1) * 65.00 = 411.22 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 411.22, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <-10.86, 3.39>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 3.67 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.67 * 0.75 * 58.00 = 95.72 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 95.72, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 39.150) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 11.38 = 1.29

At Row 2, At Column 1:
Ri1 = 11.41 kips
Ri vector at Beam   = <3.54, 10.85>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.91 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.91 * (0.25/1) * 65.00 = 57.58 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 57.58, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <-3.54, -10.85>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.20 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.20 * 0.75 * 58.00 = 187.90 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 187.90, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 39.150) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 11.41 = 1.28

At Row 2, At Column 2:
Ri1 = 9.69 kips
Ri vector at Beam   = <6.64, 7.06>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.83 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.83 * (0.25/1) * 65.00 = 76.37 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 76.37, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <-6.64, -7.06>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 9.40 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.40 * 0.75 * 58.00 = 245.27 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 245.27, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 39.150) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 9.69 = 1.51

At Row 2, At Column 3:
Ri1 = 9.51 kips
Ri vector at Beam   = <6.94, -6.51>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 13.78 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 13.78 * (0.25/1) * 65.00 = 134.32 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 134.32, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <-6.94, 6.51>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 5.62 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 5.62 * 0.75 * 58.00 = 146.69 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 146.69, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 39.150) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 9.51 = 1.54

At Row 3, At Column 1:
Ri1 = 11.41 kips
Ri vector at Beam   = <-3.54, 10.85>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.03 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.03 * (0.25/1) * 65.00 = 49.04 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 49.04, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <3.54, -10.85>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.04 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.04 * 0.75 * 58.00 = 105.53 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 105.53, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 39.150) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 11.41 = 1.28

At Row 3, At Column 2:
Ri1 = 9.69 kips
Ri vector at Beam   = <-6.64, 7.06>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.43 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.43 * (0.25/1) * 65.00 = 62.73 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 62.73, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <6.64, -7.06>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 5.28 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 5.28 * 0.75 * 58.00 = 137.76 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 137.76, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 39.150) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 9.69 = 1.51

At Row 3, At Column 3:
Ri1 = 9.51 kips
Ri vector at Beam   = <-6.94, -6.51>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.39 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.39 * (0.25/1) * 65.00 = 91.56 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 91.56, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <6.94, 6.51>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.46 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.46 * 0.75 * 58.00 = 38.15 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 38.15, 39.15) = 38.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 38.155) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 9.51 = 1.54

At Row 4, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <-8.19, 8.36>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.01 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.01 * (0.25/1) * 65.00 = 19.55 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 19.55, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <8.19, -8.36>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.18 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.18 * 0.75 * 58.00 = 30.83 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 30.83, 39.15) = 30.83 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 30.827) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 11.71 = 1.25

At Row 4, At Column 2:
Ri1 = 11.39 kips
Ri vector at Beam   = <-10.74, 3.80>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.57 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.57 * (0.25/1) * 65.00 = 44.52 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 44.52, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <10.74, -3.80>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 3.21 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.21 * 0.75 * 58.00 = 83.87 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 83.87, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 39.150) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 11.39 = 1.28

At Row 4, At Column 3:
Ri1 = 11.38 kips
Ri vector at Beam   = <-10.86, -3.39>
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 * (0.25/1) * 65.00 = 30.38 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.65 * (0.25/1) * 65.00 = 74.57 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.25/1) * 65.00 = 14.62 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(30.38, 74.57, 14.62) = 14.62 kips/bolt
Ri vector at Shear Plate   = <10.86, 3.39>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.05 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.05 * 0.75 * 58.00 = 27.34 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 27.34, 39.15) = 27.34 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(14.625, 27.344) = 14.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 14.62 / 11.38 = 1.29

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.24919, 1.28373, 1.28569, 1.28185, 1.50894, 1.53735, 1.28185, 1.50891, 1.53732, 1.24919, 1.28372, 1.28569) = 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 * 40.35 = 40.35 kips
Beam Strength Calcs:
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 15.7 - 0 - 0 = 15.7 in.
Gross Area (Shear) = [Web Depth] * tw = 15.70 * 0.25 = 3.92 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (15.70 - (4 * 0.88)) * 0.25 = 3.05 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 3.92 = 78.50 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 3.05 = 59.47 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 = 0.75 * 11.50 = 8.62 in^2
Net Area = (11.50 - (4 *(0.81 + 1/16))) * 0.75 = 6.00 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 8.62 = 124.20 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 6.00 = 104.40 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 = (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 * 0.75 * ((0.60 * 58.00 * 7.19) + (0.50 * 58.00 * 4.84)) = 146.47 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.75 * ((0.60 * 36.00 * 10.25) + (0.50 * 58.00 * 4.84)) = 135.70 kips
Block Shear = 135.70 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 = (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 * 0.75 * ((0.60 * 58.00 * 14.38) + (0.50 * 58.00 * 3.88)) = 229.73 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.75 * ((0.60 * 36.00 * 20.50) + (0.50 * 58.00 * 3.88)) = 208.19 kips
Block Shear = 208.19 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 9.25 in.
Zgross = 24.80 in^3
Znet   = 16.92 in^3
Sgross = 16.53 in^3
Snet   = 11.40 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 16.92 / 9.25 = 53.05 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.75 in.
ho = 11.50 in.
c = 9.25 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 11.50 * 36.00^0.5 / (10 * 0.75 * (475.00 + 280.00 * (11.50/9.25)^2 )^0.5) = 0.31
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 * 16.53 / 9.25 = 38.60 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 12.25 in.
Zgross = 24.80
Znet = 16.92
Mr = Vr * e = 38.07 * 12.25 = 466.38 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 24.80 = 535.61 kips-in
Vr = 38.07 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 8.62 = 124.20 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (38.07 / 124.20)^2 + (466.38 / 535.61)^2 = 0.85 <= 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 * 44.7183 = 1185.36 kips-in
tmax = 6 * 1185.36 / (36 * 11.5^2) = 1.49 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 * 0.75^3 / 9.25^2 = 160.32 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 = 38.07 * ((0.25 + 0.75) / 2) = 19.04 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) - (38.07 / (11.50 * 0.75))) * 0.5 * 11.50 * 0.75^2 = 32.30 kips-in
Stabilizer Plate Not Required for torsional strength
Weld Calcs:
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 = 38.072 / 11.500 / 2 = 1.655 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) = 1.655 / (0.500 * 1.856) = 1.784/16

Minimum fillet weld size : 
   At shear only load case = 0.11 in.
   per Table J2.4     = 0.19 in.
   5/8(tp)            = 0.47 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.750 * 58.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 7.031 
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(7.031, 4.622, 12.000)
 = 4.622 

Use weld size
D1 = 8.00
D2 = 8.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 11.50 * (4.62 + 4.62) = 98.67 kips