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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.00085.00502
 
Main Calcs:
SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W16X36
Column profile: W14X90
Slope: 0 deg.
Skew: 81.4
Vertical Offset: 0
Horizontal Offset: 0
Span: 33.8 ft.
Reaction, V: 45 kips
Shear Capacity, Rn: 45.1 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: 18.000 in. x 12.000 in. x 0.875 in.
Configuration Geometry:
Welds at shear plate to support: 9/16 FILLET, 12/16 FILLET
Bolt: 4 rows x 3 columns 1 in. Diameter A325N_TC bolts
Vertical spacing: 3 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 8 in.
Beam centerline setback = 8.16 in.
Edge distance at vertical edge of plate: 2 in.
Edge distance at top edge of plate: 1.5 in.
Edge distance at bottom edge of plate: 1.5 in.
Edge distance at vertical edge of beam: 2 in.
Horizontal distance to first hole: 10 in.
Down distance from top of filler beam flange: 3 in.
Holes in beam web: STD diameter = 1.06 in.
Holes in shear plate: SSL diameter = 1.06 in., slot width = 1.31 in.
Bolt Strength Calcs:
BOLT STRENGTH BEAM SIDE:

Bolt Strength:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 13.066 in.
Angle = 0.000 deg.
C = 3.196
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 21.21 * 3.20 = 67.76 kips
Bolt Bearing Calcs:
BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.50, 0.00)
At Row 1, At Column 1:
Ri1 = 20.81 kips
Ri vector at Beam   = <14.72, 14.71>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 3.71 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.29/1) * 65.00 = 31.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.71 * (0.29/1) * 65.00 = 42.71 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(31.78, 42.71, 23.01) = 23.01 kips/bolt
Ri vector at Shear Plate   = <-14.72, -14.71>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 13.39 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 0.88 * 58.00 = 81.44 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 13.39 * 0.88 * 58.00 = 407.61 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(81.44, 407.61, 60.90) = 60.90 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.010, 60.900) = 23.01 kips/bolt
Bolt Shear Demand to Bearing ratio = 23.01 / 20.81 = 1.11

At Row 1, At Column 2:
Ri1 = 20.26 kips
Ri vector at Beam   = <19.23, 6.40>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 8.97 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.29/1) * 65.00 = 22.29 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.97 * (0.29/1) * 65.00 = 103.22 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(22.29, 103.22, 23.01) = 22.29 kips/bolt
Ri vector at Shear Plate   = <-19.23, -6.40>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 13.01 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.69 * 0.88 * 58.00 = 51.38 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 13.01 * 0.88 * 58.00 = 396.12 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(51.38, 396.12, 60.90) = 51.38 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(22.291, 51.384) = 22.29 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.29 / 20.26 = 1.10

At Row 1, At Column 3:
Ri1 = 20.26 kips
Ri vector at Beam   = <19.22, -6.42>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 40.19 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.29/1) * 65.00 = 22.29 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 40.19 * (0.29/1) * 65.00 = 462.40 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(22.29, 462.40, 23.01) = 22.29 kips/bolt
Ri vector at Shear Plate   = <-19.22, 6.42>
Lcsshpl at Shear Plate spacing  = 1.69 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 * 1.69 * 0.88 * 58.00 = 51.38 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.04 * 0.88 * 58.00 = 123.12 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(51.38, 123.12, 60.90) = 51.38 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(22.291, 51.384) = 22.29 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.29 / 20.26 = 1.10

At Row 2, At Column 1:
Ri1 = 20.26 kips
Ri vector at Beam   = <6.41, 19.22>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 5.79 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.29/1) * 65.00 = 22.29 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.79 * (0.29/1) * 65.00 = 66.66 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(22.29, 66.66, 23.01) = 22.29 kips/bolt
Ri vector at Shear Plate   = <-6.41, -19.22>
Lcsshpl at Shear Plate spacing  = 1.94 in.
Lceshpl at Shear Plate edge    = 7.35 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.94 * 0.88 * 58.00 = 59.00 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.35 * 0.88 * 58.00 = 223.69 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(59.00, 223.69, 60.90) = 59.00 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(22.291, 58.997) = 22.29 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.29 / 20.26 = 1.10

At Row 2, At Column 2:
Ri1 = 17.12 kips
Ri vector at Beam   = <12.12, 12.10>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 7.96 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.29/1) * 65.00 = 31.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.96 * (0.29/1) * 65.00 = 91.60 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(31.78, 91.60, 23.01) = 23.01 kips/bolt
Ri vector at Shear Plate   = <-12.12, -12.10>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 9.86 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 0.88 * 58.00 = 81.44 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.86 * 0.88 * 58.00 = 300.38 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(81.44, 300.38, 60.90) = 60.90 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.010, 60.900) = 23.01 kips/bolt
Bolt Shear Demand to Bearing ratio = 23.01 / 17.12 = 1.34

At Row 2, At Column 3:
Ri1 = 17.13 kips
Ri vector at Beam   = <12.10, -12.13>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 13.46 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.29/1) * 65.00 = 31.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 13.46 * (0.29/1) * 65.00 = 154.81 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(31.78, 154.81, 23.01) = 23.01 kips/bolt
Ri vector at Shear Plate   = <-12.10, 12.13>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 5.61 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 0.88 * 58.00 = 81.44 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 5.61 * 0.88 * 58.00 = 170.74 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(81.44, 170.74, 60.90) = 60.90 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.010, 60.900) = 23.01 kips/bolt
Bolt Shear Demand to Bearing ratio = 23.01 / 17.13 = 1.34

At Row 3, At Column 1:
Ri1 = 20.26 kips
Ri vector at Beam   = <-6.41, 19.22>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 5.79 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.29/1) * 65.00 = 22.29 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.79 * (0.29/1) * 65.00 = 66.61 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(22.29, 66.61, 23.01) = 22.29 kips/bolt
Ri vector at Shear Plate   = <6.41, -19.22>
Lcsshpl at Shear Plate spacing  = 1.94 in.
Lceshpl at Shear Plate edge    = 4.18 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.94 * 0.88 * 58.00 = 59.00 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.18 * 0.88 * 58.00 = 127.39 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(59.00, 127.39, 60.90) = 59.00 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(22.291, 58.997) = 22.29 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.29 / 20.26 = 1.10

At Row 3, At Column 2:
Ri1 = 17.12 kips
Ri vector at Beam   = <-12.12, 12.10>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 6.53 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.29/1) * 65.00 = 31.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.53 * (0.29/1) * 65.00 = 75.16 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(31.78, 75.16, 23.01) = 23.01 kips/bolt
Ri vector at Shear Plate   = <12.12, -12.10>
Lcsshpl at Shear Plate spacing  = 2.67 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 * 2.67 * 0.88 * 58.00 = 81.44 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 5.62 * 0.88 * 58.00 = 171.07 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(81.44, 171.07, 60.90) = 60.90 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.010, 60.900) = 23.01 kips/bolt
Bolt Shear Demand to Bearing ratio = 23.01 / 17.12 = 1.34

At Row 3, At Column 3:
Ri1 = 17.13 kips
Ri vector at Beam   = <-12.10, -12.13>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 9.22 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.29/1) * 65.00 = 31.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.22 * (0.29/1) * 65.00 = 106.05 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(31.78, 106.05, 23.01) = 23.01 kips/bolt
Ri vector at Shear Plate   = <12.10, 12.13>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 2.08 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 0.88 * 58.00 = 81.44 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 2.08 * 0.88 * 58.00 = 63.35 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(81.44, 63.35, 60.90) = 60.90 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.010, 60.900) = 23.01 kips/bolt
Bolt Shear Demand to Bearing ratio = 23.01 / 17.13 = 1.34

At Row 4, At Column 1:
Ri1 = 20.81 kips
Ri vector at Beam   = <-14.72, 14.71>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 2.30 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.29/1) * 65.00 = 31.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.30 * (0.29/1) * 65.00 = 26.42 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(31.78, 26.42, 23.01) = 23.01 kips/bolt
Ri vector at Shear Plate   = <14.72, -14.71>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 1.37 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 0.88 * 58.00 = 81.44 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.37 * 0.88 * 58.00 = 41.73 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(81.44, 41.73, 60.90) = 41.73 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(23.010, 41.731) = 23.01 kips/bolt
Bolt Shear Demand to Bearing ratio = 23.01 / 20.81 = 1.11

At Row 4, At Column 2:
Ri1 = 20.26 kips
Ri vector at Beam   = <-19.23, 6.40>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 4.74 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.29/1) * 65.00 = 22.29 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.74 * (0.29/1) * 65.00 = 54.51 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(22.29, 54.51, 23.01) = 22.29 kips/bolt
Ri vector at Shear Plate   = <19.23, -6.40>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 4.06 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.69 * 0.88 * 58.00 = 51.38 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.06 * 0.88 * 58.00 = 123.63 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(51.38, 123.63, 60.90) = 51.38 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(22.291, 51.384) = 22.29 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.29 / 20.26 = 1.10

At Row 4, At Column 3:
Ri1 = 20.26 kips
Ri vector at Beam   = <-19.22, -6.42>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 7.90 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.29/1) * 65.00 = 22.29 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.90 * (0.29/1) * 65.00 = 90.93 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.29/1) * 65.00 = 23.01 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(22.29, 90.93, 23.01) = 22.29 kips/bolt
Ri vector at Shear Plate   = <19.22, 6.42>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 1.42 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.69 * 0.88 * 58.00 = 51.38 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.42 * 0.88 * 58.00 = 43.14 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 0.88 * 58.00 = 60.90 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(51.38, 43.14, 60.90) = 43.14 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(22.291, 43.139) = 22.29 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.29 / 20.26 = 1.10

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.10553, 1.10004, 1.09999, 1.10009, 1.34387, 1.34311, 1.10009, 1.34385, 1.34309, 1.10553, 1.10004, 1.09999) = 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 * 67.76 = 67.76 kips
Beam Strength Calcs:
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 15.9 - 0 - 0 = 15.9 in.
Gross Area (Shear) = [Web Depth] * tw = 15.90 * 0.29 = 4.69 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (15.90 - (4 * 1.12)) * 0.29 = 3.36 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 4.69 = 93.81 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 3.36 = 65.58 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 = 0.88 * 12.00 = 10.50 in^2
Net Area = (12.00 - (4 *(1.06 + 1/16))) * 0.88 = 6.56 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 10.50 = 151.20 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 6.56 = 114.19 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 = (12 - 1.5) = 10.50 in.
Net Shear Length = 10.5 - (3.5 * (1.06 + 0.0625)) = 6.56 in.
Gross Tension Length = (6 + 2) = 8.00 in.
Net Tension Length = 8 - (2.5 * (1.31 + 0.0625)) = 4.56 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 * 6.56) + (0.50 * 58.00 * 4.56)) = 157.80 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 * 10.50) + (0.50 * 58.00 * 4.56)) = 157.11 kips
Block Shear = 157.11 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (12 - 1.5) = 21.00 in.
Net Shear Length = 2 * ( 10.5 - (3.5 * (1.06 + 0.0625)) ) = 13.12 in.
Gross Tension Length = (6 + 2) - 2 = 6.00 in.
Net Tension Length = 6 - 2 * (1.31 + 0.0625) = 3.25 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 * 13.12) + (0.50 * 58.00 * 3.25)) = 241.06 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 * 21.00) + (0.50 * 58.00 * 3.25)) = 239.68 kips
Block Shear = 239.68 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 10.07 in.
Zgross = 31.50 in^3
Znet   = 19.69 in^3
Sgross = 21.00 in^3
Snet   = 13.62 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 19.69 / 10.07 = 56.72 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.88 in.
ho = 12.00 in.
c = 10.07 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 12.00 * 36.00^0.5 / (10 * 0.88 * (475.00 + 280.00 * (12.00/10.07)^2 )^0.5) = 0.28
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 * 21.00 / 10.07 = 45.06 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 13.07 in.
Zgross = 31.50
Znet = 19.69
Mr = Vr * e = 45.00 * 13.07 = 587.98 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 31.50 = 680.40 kips-in
Vr = 45.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 10.50 = 151.20 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (45.00 / 151.20)^2 + (587.98 / 680.40)^2 = 0.84 <= 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 * 0.785398 * 44.7183 = 2107.3 kips-in
tmax = 6 * 2107.3 / (36 * 12^2) = 2.44 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 * 12.00 * 0.88^3 / 10.00^2 = 227.30 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 = 45.00 * ((0.31 + 0.88) / 2) = 26.72 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) - (45.00 / (12.00 * 0.88))) * 0.5 * 12.00 * 0.88^2 = 46.46 kips-in
Stabilizer Plate Not Required for torsional strength
Weld Calcs:
WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 12.000 in.
Shear Load per inch per weld, fv = R/Lv/2 = 45.000 / 12.000 / 2 = 1.875 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) = 1.875 / (0.500 * 1.856) = 2.020/16

Minimum fillet weld size : 
   At shear only load case = 0.13 in.
   per Table J2.4     = 0.19 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 )
 = 0.440 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 4.622 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(8.202, 4.622, 12.000)
 = 4.622 

Dihedral Angle, DA       = 81.40 deg.
Gap on Obtuse Angle Side = 0.13 in.
Use weld size
Acute Side  D1 = 9.00
Obtuse Side D2 = 12.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 12.00 * (4.62 + 4.62) = 102.96 kips
Check Effective Throat:
Acute Side Effect throat  = (D1/sin(DA)) * cos(DA/2) = (0.56/ sin( 81.40)) * cos( 40.70) = 0.43 in.
Obtuse Side Effect throat = ((D2/sin(DA)-tshpl/tan(DA))*sin((180-(180-DA))/2))= ((0.75 / sin(81.40) -0.88 / tan(81.40)) * sin((180 - (180 - 81.40)) / 2)) = 0.41 in.
Total Effective Throat    = 0.43 + 0.41 = 0.84 in.
Total Effective Throat of Square Case = D1 * 2^0.5 = 0.56 * 2^0.5 = 0.80 in.
0.80 in. <= 0.84 in. (OK)