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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.00098.00522
 
Main Calcs:
SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W16X31
Column profile: W14X90
Slope: 0 deg.
Skew: 90
Vertical Offset: 0
Horizontal Offset: 0
Span: 9.5 ft.
Reaction, V: 56.7 kips
Shear Capacity, Rn: 59.8 kips
Design/Reference according to AISC 14th Ed. - ASD
Shear Plate: Extended Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A36
Weld grade: E70
Shear Plate Size: 17.750 in. x 12.000 in. x 1.125 in.
Configuration Geometry:
Welds at shear plate to support: 12/16 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 = 7.56 in.
Beam centerline setback = 7.56 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: 2.19 in.
Horizontal distance to first hole: 9.75 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 = 12.750 in.
Angle = 0.000 deg.
C = 3.266
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 21.21 * 3.27 = 69.25 kips
Bolt Bearing Calcs:
BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.53, 0.00)
At Row 1, At Column 1:
Ri1 = 20.81 kips
Ri vector at Beam   = <14.66, 14.77>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 3.70 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.28/1) * 65.00 = 29.62 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.70 * (0.28/1) * 65.00 = 39.64 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.62, 39.64, 21.45) = 21.45 kips/bolt
Ri vector at Shear Plate   = <-14.66, -14.77>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 13.09 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 13.09 * 1.12 * 58.00 = 512.53 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 512.53, 78.30) = 78.30 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.450, 78.300) = 21.45 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.45 / 20.81 = 1.03

At Row 1, At Column 2:
Ri1 = 20.26 kips
Ri vector at Beam   = <19.18, 6.53>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 8.77 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.28/1) * 65.00 = 20.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.77 * (0.28/1) * 65.00 = 94.06 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(20.78, 94.06, 21.45) = 20.78 kips/bolt
Ri vector at Shear Plate   = <-19.18, -6.53>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 12.78 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.69 * 1.12 * 58.00 = 66.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.78 * 1.12 * 58.00 = 500.20 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.07, 500.20, 78.30) = 66.07 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.780, 66.066) = 20.78 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.78 / 20.26 = 1.03

At Row 1, At Column 3:
Ri1 = 20.25 kips
Ri vector at Beam   = <19.25, -6.27>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 41.10 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.28/1) * 65.00 = 20.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 41.10 * (0.28/1) * 65.00 = 440.76 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(20.78, 440.76, 21.45) = 20.78 kips/bolt
Ri vector at Shear Plate   = <-19.25, 6.27>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 4.15 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.69 * 1.12 * 58.00 = 66.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.15 * 1.12 * 58.00 = 162.48 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.07, 162.48, 78.30) = 66.07 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.780, 66.066) = 20.78 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.78 / 20.25 = 1.03

At Row 2, At Column 1:
Ri1 = 20.27 kips
Ri vector at Beam   = <6.37, 19.24>
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 * (0.28/1) * 65.00 = 20.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.79 * (0.28/1) * 65.00 = 62.08 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(20.78, 62.08, 21.45) = 20.78 kips/bolt
Ri vector at Shear Plate   = <-6.37, -19.24>
Lcsshpl at Shear Plate spacing  = 1.94 in.
Lceshpl at Shear Plate edge    = 7.34 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.94 * 1.12 * 58.00 = 75.85 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.34 * 1.12 * 58.00 = 287.37 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(75.85, 287.37, 78.30) = 75.85 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.780, 75.853) = 20.78 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.78 / 20.27 = 1.03

At Row 2, At Column 2:
Ri1 = 17.16 kips
Ri vector at Beam   = <12.00, 12.27>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 7.86 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.28/1) * 65.00 = 29.62 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.86 * (0.28/1) * 65.00 = 84.32 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.62, 84.32, 21.45) = 21.45 kips/bolt
Ri vector at Shear Plate   = <-12.00, -12.27>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 9.75 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.75 * 1.12 * 58.00 = 381.65 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 381.65, 78.30) = 78.30 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.450, 78.300) = 21.45 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.45 / 17.16 = 1.25

At Row 2, At Column 3:
Ri1 = 17.05 kips
Ri vector at Beam   = <12.19, -11.92>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 13.63 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.28/1) * 65.00 = 29.62 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 13.63 * (0.28/1) * 65.00 = 146.17 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.62, 146.17, 21.45) = 21.45 kips/bolt
Ri vector at Shear Plate   = <-12.19, 11.92>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 5.68 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 5.68 * 1.12 * 58.00 = 222.24 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 222.24, 78.30) = 78.30 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.450, 78.300) = 21.45 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.45 / 17.05 = 1.26

At Row 3, At Column 1:
Ri1 = 20.27 kips
Ri vector at Beam   = <-6.37, 19.24>
Lcsbm at Beam spacing  = 1.94 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 * 1.94 * (0.28/1) * 65.00 = 20.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.43 * (0.28/1) * 65.00 = 68.98 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(20.78, 68.98, 21.45) = 20.78 kips/bolt
Ri vector at Shear Plate   = <6.37, -19.24>
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 * 1.12 * 58.00 = 75.85 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.18 * 1.12 * 58.00 = 163.66 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(75.85, 163.66, 78.30) = 75.85 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.780, 75.853) = 20.78 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.78 / 20.27 = 1.03

At Row 3, At Column 2:
Ri1 = 17.16 kips
Ri vector at Beam   = <-12.00, 12.27>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 6.89 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.28/1) * 65.00 = 29.62 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.89 * (0.28/1) * 65.00 = 73.86 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.62, 73.86, 21.45) = 21.45 kips/bolt
Ri vector at Shear Plate   = <12.00, -12.27>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 5.55 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 5.55 * 1.12 * 58.00 = 217.37 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 217.37, 78.30) = 78.30 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.450, 78.300) = 21.45 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.45 / 17.16 = 1.25

At Row 3, At Column 3:
Ri1 = 17.05 kips
Ri vector at Beam   = <-12.19, -11.92>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 9.34 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.28/1) * 65.00 = 29.62 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.34 * (0.28/1) * 65.00 = 100.16 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.62, 100.16, 21.45) = 21.45 kips/bolt
Ri vector at Shear Plate   = <12.19, 11.92>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 2.04 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.67 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 2.04 * 1.12 * 58.00 = 79.76 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 79.76, 78.30) = 78.30 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.450, 78.300) = 21.45 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.45 / 17.05 = 1.26

At Row 4, At Column 1:
Ri1 = 20.81 kips
Ri vector at Beam   = <-14.66, 14.77>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 2.57 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.76 * (0.28/1) * 65.00 = 29.62 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.57 * (0.28/1) * 65.00 = 27.60 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.62, 27.60, 21.45) = 21.45 kips/bolt
Ri vector at Shear Plate   = <14.66, -14.77>
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 * 1.12 * 58.00 = 104.71 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.37 * 1.12 * 58.00 = 53.44 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(104.71, 53.44, 78.30) = 53.44 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(21.450, 53.440) = 21.45 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.45 / 20.81 = 1.03

At Row 4, At Column 2:
Ri1 = 20.26 kips
Ri vector at Beam   = <-19.18, 6.53>
Lcsbm at Beam spacing  = 1.94 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 * 1.94 * (0.28/1) * 65.00 = 20.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.95 * (0.28/1) * 65.00 = 53.08 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(20.78, 53.08, 21.45) = 20.78 kips/bolt
Ri vector at Shear Plate   = <19.18, -6.53>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 3.96 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.69 * 1.12 * 58.00 = 66.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.96 * 1.12 * 58.00 = 154.94 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.07, 154.94, 78.30) = 66.07 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.780, 66.066) = 20.78 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.78 / 20.26 = 1.03

At Row 4, At Column 3:
Ri1 = 20.25 kips
Ri vector at Beam   = <-19.25, -6.27>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 8.08 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.94 * (0.28/1) * 65.00 = 20.78 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.08 * (0.28/1) * 65.00 = 86.66 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 1.00 * (0.28/1) * 65.00 = 21.45 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(20.78, 86.66, 21.45) = 20.78 kips/bolt
Ri vector at Shear Plate   = <19.25, 6.27>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 1.41 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 1.69 * 1.12 * 58.00 = 66.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.41 * 1.12 * 58.00 = 55.33 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 1.00 * 1.12 * 58.00 = 78.30 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.07, 55.33, 78.30) = 55.33 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.780, 55.331) = 20.78 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.78 / 20.25 = 1.03

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.03058, 1.02566, 1.02621, 1.02512, 1.24979, 1.25806, 1.02512, 1.24977, 1.25804, 1.03058, 1.02566, 1.02621) = 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 * 69.25 = 69.25 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 * 0.28 = 4.37 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (15.90 - (4 * 1.12)) * 0.28 = 3.14 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 4.37 = 87.45 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 3.14 = 61.13 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 = 1.12 * 12.00 = 13.50 in^2
Net Area = (12.00 - (4 *(1.06 + 1/16))) * 1.12 = 8.44 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 13.50 = 194.40 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 8.44 = 146.81 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 * 1.12 * ((0.60 * 58.00 * 6.56) + (0.50 * 58.00 * 4.56)) = 202.89 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 1.12 * ((0.60 * 36.00 * 10.50) + (0.50 * 58.00 * 4.56)) = 202.00 kips
Block Shear = 202.00 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 * 1.12 * ((0.60 * 58.00 * 13.12) + (0.50 * 58.00 * 3.25)) = 309.94 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 1.12 * ((0.60 * 36.00 * 21.00) + (0.50 * 58.00 * 3.25)) = 308.17 kips
Block Shear = 308.17 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 9.75 in.
Zgross = 40.50 in^3
Znet   = 25.31 in^3
Sgross = 27.00 in^3
Snet   = 17.51 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 25.31 / 9.75 = 75.29 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 1.12 in.
ho = 12.00 in.
c = 9.75 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 12.00 * 36.00^0.5 / (10 * 1.12 * (475.00 + 280.00 * (12.00/9.75)^2 )^0.5) = 0.21
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 * 27.00 / 9.75 = 59.82 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 12.75 in.
Zgross = 40.50
Znet = 25.31
Mr = Vr * e = 56.73 * 12.75 = 723.29 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 40.50 = 874.80 kips-in
Vr = 56.73 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 13.50 = 194.40 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (56.73 / 194.40)^2 + (723.29 / 874.80)^2 = 0.77 <= 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 * 1.12^3 / 9.75^2 = 508.19 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 = 56.73 * ((0.25 + 1.12) / 2) = 39.00 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) - (56.73 / (12.00 * 1.12))) * 0.5 * 12.00 * 1.12^2 = 77.44 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 = 56.729 / 12.000 / 2 = 2.364 kips/in/ weld 
theta = 0 deg.
cPhi  = 1.0 + 0.5 * sin(0)^1.5 = 1.000
Weld Coefficient = 0.6 * 70.000 * 1.000 * 1.000 * (2^0.5/2)*(1/16) = 1.856
Required weld size, Dv = fv/ (1/omega * coeff) = 2.364 / (0.500 * 1.856) = 2.547/16

Minimum fillet weld size : 
   At shear only load case = 0.16 in.
   per Table J2.4     = 0.19 in.
   5/8(tp)            = 0.70 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 1.125 * 58.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 10.546 
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(10.546, 4.622, 12.000)
 = 4.622 

Use weld size
D1 = 12.00
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