bcw.s.s.00374.00791

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W21X44
Column profile: W14X68
Slope: 0 deg.
Skew: 90
Vertical Offset: 0
Horizontal Offset: 0
Span: 27 ft.
Reaction, V: 38 kips
Shear Capacity, Rn: 66.6 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: 11.500 in. x 17.500 in. x 0.500 in.
Configuration Geometry:
Welds at shear plate to support: 5/16 FILLET, 5/16 FILLET
Bolt: 6 rows x 2 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 3 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 5.31 in.
Beam centerline setback = 5.31 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: 7 in.
Down distance from top of filler beam flange: 3 in.
Holes in beam web: STD diameter = 0.812 in.
Holes in shear plate: SSL diameter = 0.812 in., slot width = 1 in.

BOLT STRENGTH BEAM SIDE:

Bolt Strength:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 8.500 in.
Angle = 0.000 deg.
C = 5.587
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 5.59 = 66.64 kips

BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.68, -0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <10.23, 5.70>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.75 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 * 5.75 * (0.35/1) * 65.00 = 78.53 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, 78.53, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-10.23, -5.70>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.44 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.44 * 0.50 * 58.00 = 129.50 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 129.50, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 26.100) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.71 = 1.75

At Row 1, At Column 2:
Ri1 = 11.60 kips
Ri vector at Beam   = <11.46, 1.81>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 18.85 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 * 18.85 * (0.35/1) * 65.00 = 257.35 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(29.86, 257.35, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-11.46, -1.81>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 9.62 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.62 * 0.50 * 58.00 = 167.34 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(34.80, 167.34, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 26.100) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.60 = 1.77

At Row 2, At Column 1:
Ri1 = 11.34 kips
Ri vector at Beam   = <8.31, 7.72>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 8.41 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 * 8.41 * (0.35/1) * 65.00 = 114.76 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, 114.76, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-8.31, -7.72>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 8.96 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 8.96 * 0.50 * 58.00 = 155.90 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 155.90, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 26.100) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.34 = 1.81

At Row 2, At Column 2:
Ri1 = 10.85 kips
Ri vector at Beam   = <10.49, 2.76>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 23.20 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 * 23.20 * (0.35/1) * 65.00 = 316.67 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, 316.67, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-10.49, -2.76>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 9.82 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.82 * 0.50 * 58.00 = 170.91 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(34.80, 170.91, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 26.100) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 10.85 = 1.89

At Row 3, At Column 1:
Ri1 = 10.75 kips
Ri vector at Beam   = <3.63, 10.12>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.16 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 * 9.16 * (0.35/1) * 65.00 = 124.97 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, 124.97, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-3.63, -10.12>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 10.46 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 10.46 * 0.50 * 58.00 = 181.97 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 181.97, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 26.100) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 10.75 = 1.90

At Row 3, At Column 2:
Ri1 = 8.42 kips
Ri vector at Beam   = <6.61, 5.21>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 14.13 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 * 14.13 * (0.35/1) * 65.00 = 192.90 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, 192.90, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <-6.61, -5.21>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.10 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.10 * 0.50 * 58.00 = 210.48 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 210.48, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 26.100) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 8.42 = 2.43

At Row 4, At Column 1:
Ri1 = 10.75 kips
Ri vector at Beam   = <-3.63, 10.12>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.59 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 * 4.59 * (0.35/1) * 65.00 = 62.71 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, 62.71, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <3.63, -10.12>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.27 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.27 * 0.50 * 58.00 = 126.50 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 126.50, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 26.100) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 10.75 = 1.90

At Row 4, At Column 2:
Ri1 = 8.42 kips
Ri vector at Beam   = <-6.61, 5.21>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.56 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 * 5.56 * (0.35/1) * 65.00 = 75.95 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, 75.95, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <6.61, -5.21>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.27 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.27 * 0.50 * 58.00 = 22.16 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 22.16, 26.10) = 22.16 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 22.162) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 8.42 = 2.43

At Row 5, At Column 1:
Ri1 = 11.34 kips
Ri vector at Beam   = <-8.31, 7.72>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.90 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 * 1.90 * (0.35/1) * 65.00 = 25.90 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, 25.90, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <8.31, -7.72>
Lcsshpl at Shear Plate spacing  = 3.05 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 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 5.55 * 0.50 * 58.00 = 96.52 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 96.52, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 26.100) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.34 = 1.81

At Row 5, At Column 2:
Ri1 = 10.85 kips
Ri vector at Beam   = <-10.49, 2.76>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.44 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 * 4.44 * (0.35/1) * 65.00 = 60.61 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.35/1) * 65.00 = 20.47 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(42.53, 60.61, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <10.49, -2.76>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.03 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.03 * 0.50 * 58.00 = 17.99 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(34.80, 17.99, 26.10) = 17.99 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 17.991) = 17.99 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.99 / 10.85 = 1.66

At Row 6, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <-10.22, 5.70>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.53 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 * 1.53 * (0.35/1) * 65.00 = 20.83 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, 20.83, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <10.22, -5.70>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.99 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.50 * 58.00 = 53.07 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.99 * 0.50 * 58.00 = 34.69 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(53.07, 34.69, 26.10) = 26.10 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 26.100) = 20.47 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.47 / 11.71 = 1.75

At Row 6, At Column 2:
Ri1 = 11.60 kips
Ri vector at Beam   = <-11.46, 1.81>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.34 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 * 4.34 * (0.35/1) * 65.00 = 59.23 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, 59.23, 20.47) = 20.47 kips/bolt
Ri vector at Shear Plate   = <11.46, -1.81>
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 * 0.50 * 58.00 = 34.80 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.01 * 0.50 * 58.00 = 17.62 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.50 * 58.00 = 26.10 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(34.80, 17.62, 26.10) = 17.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(20.475, 17.615) = 17.62 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.62 / 11.60 = 1.52

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.74886, 1.7651, 1.80552, 1.88737, 1.90449, 2.4322, 1.90452, 2.43258, 1.80555, 1.65847, 1.74887, 1.51857) = 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 * 66.64 = 66.64 kips

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.

Gross Area = 0.50 * 17.50 = 8.75 in^2
Net Area = (17.50 - (6 *(0.81 + 1/16))) * 0.50 = 6.12 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 8.75 = 126.00 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 6.12 = 106.57 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 = (3 + 1.5) = 4.50 in.
Net Tension Length = 4.5 - (1.5 * (1 + 0.0625)) = 2.91 in.
1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.50 * ((0.60 * 58.00 * 11.44) + (0.50 * 58.00 * 2.91)) = 120.58 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.50 * ((0.60 * 36.00 * 16.25) + (0.50 * 58.00 * 2.91)) = 108.82 kips
Block Shear = 108.82 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 = (3 + 1.5) - 1.5 = 3.00 in.
Net Tension Length = 3 - 1 * (1 + 0.0625) = 1.94 in.
1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.50 * ((0.60 * 58.00 * 22.88) + (0.50 * 58.00 * 1.94)) = 213.06 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.50 * ((0.60 * 36.00 * 32.50) + (0.50 * 58.00 * 1.94)) = 189.55 kips
Block Shear = 189.55 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 7.00 in.
Zgross = 38.28 in^3
Znet   = 26.47 in^3
Sgross = 25.52 in^3
Snet   = 17.65 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 26.47 / 7.00 = 109.66 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.50 in.
ho = 17.50 in.
c = 7.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 17.50 * 36.00^0.5 / (10 * 0.50 * (475.00 + 280.00 * (17.50/7.00)^2 )^0.5) = 0.45
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 * 25.52 / 7.00 = 78.75 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 8.50 in.
Zgross = 38.28
Znet = 38.28
Mr = Vr * e = 38.00 * 8.50 = 323.00 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 38.28 = 826.87 kips-in
Vr = 38.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 8.75 = 126.00 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (38.00 / 126.00)^2 + (323.00 / 826.87)^2 = 0.24 <= 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 * 54.1667 = 1435.81 kips-in
tmax = 6 * 1435.81 / (36 * 17.5^2) = 0.78 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 * 0.50^3 / 7.00^2 = 126.22 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 = 38.00 * ((0.38 + 0.50) / 2) = 16.62 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) - (38.00 / (17.50 * 0.50))) * 0.5 * 17.50 * 0.50^2 = 22.00 kips-in
Stabilizer Plate Not Required for torsional strength

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 = 38.000 / 17.500 / 2 = 1.086 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) = 1.086 / (0.500 * 1.856) = 1.170/16

Minimum fillet weld size : 
   At shear only load case = 0.07 in.
   per Table J2.4     = 0.19 in.
   5/8(tp)            = 0.31 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.500 * 58.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 4.687 
Dmax2 (using eqn 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.088 )
 = 0.415 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 4.360 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(4.687, 4.360, 12.000)
 = 4.360 

Use weld size
D1 = 5.00
D2 = 5.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 17.50 * (4.36 + 4.36) = 141.62 kips