bhss.s.s.00005.00005

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W16X40
Column profile: HSS8X8X1/2
Slope: 0 deg.
Skew: 90
Vertical Offset: 0
Horizontal Offset: 0
Span: 15.4 ft.
Reaction, V: 55 kips
Shear Capacity, Rn: 70.5 kips
Design/Reference according to AISC 14th Ed. - ASD
Shear Plate: Extended Configuration
Beam material grade: A992
Support material grade: A500-GR.B
Plate material grade: A36
Weld grade: E70
Shear Plate Size: 10.500 in. x 11.500 in. x 0.625 in.
Configuration Geometry:
Welds at shear plate to support: 7/16 FILLET, 7/16 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 = 1 in.
Beam centerline setback = 1 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: 2 in.
Horizontal distance to first hole: 3 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 = 6.000 in.
Angle = 0.000 deg.
C = 5.910
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 5.91 = 70.49 kips

BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.92, 0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <7.09, 9.32>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.36 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.30/1) * 65.00 = 37.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.36 * (0.30/1) * 65.00 = 40.00 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(37.06, 40.00, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <-7.09, -9.32>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.45 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.45 * 0.62 * 58.00 = 96.69 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 96.69, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 32.625) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 11.71 = 1.52

At Row 1, At Column 2:
Ri1 = 11.35 kips
Ri vector at Beam   = <9.53, 6.18>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.11 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.30/1) * 65.00 = 37.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.11 * (0.30/1) * 65.00 = 60.77 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(37.06, 60.77, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <-9.53, -6.18>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 6.55 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.55 * 0.62 * 58.00 = 142.57 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 142.57, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 32.625) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 11.35 = 1.57

At Row 1, At Column 3:
Ri1 = 11.07 kips
Ri vector at Beam   = <11.06, -0.20>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 708.34 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 26.02 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 708.34 * (0.30/1) * 65.00 = 8425.66 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.02, 8425.66, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <-11.06, 0.20>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 8.50 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.62 * 58.00 = 43.50 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 8.50 * 0.62 * 58.00 = 184.91 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(43.50, 184.91, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 32.625) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 11.07 = 1.61

At Row 2, At Column 1:
Ri1 = 11.52 kips
Ri vector at Beam   = <2.83, 11.17>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 5.78 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 26.02 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.78 * (0.30/1) * 65.00 = 68.79 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.02, 68.79, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <-2.83, -11.17>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 7.06 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.62 * 58.00 = 47.58 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.06 * 0.62 * 58.00 = 153.56 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(47.58, 153.56, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 32.625) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 11.52 = 1.55

At Row 2, At Column 2:
Ri1 = 10.38 kips
Ri vector at Beam   = <4.75, 9.23>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.34 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.30/1) * 65.00 = 37.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.34 * (0.30/1) * 65.00 = 75.42 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(37.06, 75.42, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <-4.75, -9.23>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.70 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.70 * 0.62 * 58.00 = 167.37 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 167.37, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 32.625) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 10.38 = 1.72

At Row 2, At Column 3:
Ri1 = 8.12 kips
Ri vector at Beam   = <8.11, -0.45>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 181.57 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 26.02 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 181.57 * (0.30/1) * 65.00 = 2159.73 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.02, 2159.73, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <-8.11, 0.45>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 8.51 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.62 * 58.00 = 43.50 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 8.51 * 0.62 * 58.00 = 185.15 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(43.50, 185.15, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 32.625) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 8.12 = 2.20

At Row 3, At Column 1:
Ri1 = 11.52 kips
Ri vector at Beam   = <-2.83, 11.17>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.73 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 26.02 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.73 * (0.30/1) * 65.00 = 91.99 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.02, 91.99, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <2.83, -11.17>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 3.97 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.62 * 58.00 = 47.58 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.97 * 0.62 * 58.00 = 86.25 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(47.58, 86.25, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 32.625) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 11.52 = 1.55

At Row 3, At Column 2:
Ri1 = 10.38 kips
Ri vector at Beam   = <-4.75, 9.23>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.71 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.30/1) * 65.00 = 37.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.71 * (0.30/1) * 65.00 = 115.54 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(37.06, 115.54, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <4.75, -9.23>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.32 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.32 * 0.62 * 58.00 = 94.00 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 94.00, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 32.625) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 10.38 = 1.72

At Row 3, At Column 3:
Ri1 = 8.12 kips
Ri vector at Beam   = <-8.11, -0.45>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.61 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 26.02 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.61 * (0.30/1) * 65.00 = 90.47 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.02, 90.47, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <8.11, 0.45>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.00 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.62 * 58.00 = 43.50 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.00 * 0.62 * 58.00 = 21.78 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(43.50, 21.78, 32.62) = 21.78 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 21.783) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 8.12 = 2.20

At Row 4, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <-7.09, 9.32>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.90 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.30/1) * 65.00 = 37.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.90 * (0.30/1) * 65.00 = 34.47 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(37.06, 34.47, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <7.09, -9.32>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.06 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.06 * 0.62 * 58.00 = 23.06 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 23.06, 32.62) = 23.06 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 23.055) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 11.71 = 1.52

At Row 4, At Column 2:
Ri1 = 11.35 kips
Ri vector at Beam   = <-9.53, 6.18>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.55 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.12 * (0.30/1) * 65.00 = 37.06 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.55 * (0.30/1) * 65.00 = 66.05 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(37.06, 66.05, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <9.53, -6.18>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.70 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.62 * 58.00 = 66.33 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.70 * 0.62 * 58.00 = 37.02 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(66.33, 37.02, 32.62) = 32.62 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 32.625) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 11.35 = 1.57

At Row 4, At Column 3:
Ri1 = 11.07 kips
Ri vector at Beam   = <-11.06, -0.20>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.60 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.30/1) * 65.00 = 26.02 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.60 * (0.30/1) * 65.00 = 90.34 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.84 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(26.02, 90.34, 17.84) = 17.84 kips/bolt
Ri vector at Shear Plate   = <11.06, 0.20>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.00 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.62 * 58.00 = 43.50 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.00 * 0.62 * 58.00 = 21.75 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.62 * 58.00 = 32.62 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(43.50, 21.75, 32.62) = 21.75 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.842, 21.754) = 17.84 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.84 / 11.07 = 1.61

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.52401, 1.57172, 1.61251, 1.54878, 1.71857, 2.1974, 1.54878, 1.71856, 2.19739, 1.52401, 1.57171, 1.6125) = 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 * 70.49 = 70.49 kips

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 16 - 0 - 0 = 16 in.
Gross Area (Shear) = [Web Depth] * tw = 16.00 * 0.30 = 4.88 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (16.00 - (4 * 0.88)) * 0.30 = 3.81 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 4.88 = 97.60 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 3.81 = 74.34 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 = 0.62 * 11.50 = 7.19 in^2
Net Area = (11.50 - (4 *(0.81 + 1/16))) * 0.62 = 5.00 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 7.19 = 103.50 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 5.00 = 87.00 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 * 0.62 * ((0.60 * 58.00 * 7.19) + (0.50 * 58.00 * 4.84)) = 122.06 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.62 * ((0.60 * 36.00 * 10.25) + (0.50 * 58.00 * 4.84)) = 113.08 kips
Block Shear = 113.08 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 * 0.62 * ((0.60 * 58.00 * 14.38) + (0.50 * 58.00 * 3.88)) = 191.45 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.62 * ((0.60 * 36.00 * 20.50) + (0.50 * 58.00 * 3.88)) = 173.49 kips
Block Shear = 173.49 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 3.00 in.
Zgross = 20.66 in^3
Znet   = 14.10 in^3
Sgross = 13.78 in^3
Snet   = 9.50 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 14.10 / 3.00 = 136.32 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.62 in.
ho = 11.50 in.
c = 3.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 11.50 * 36.00^0.5 / (10 * 0.62 * (475.00 + 280.00 * (11.50/3.00)^2 )^0.5) = 0.16
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 * 13.78 / 3.00 = 99.19 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 6.00 in.
Zgross = 20.66
Znet = 14.10
Mr = Vr * e = 55.00 * 6.00 = 330.00 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 20.66 = 446.34 kips-in
Vr = 55.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 7.19 = 103.50 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (55.00 / 103.50)^2 + (330.00 / 446.34)^2 = 0.83 <= 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.

Check Limits of Applicability Table K1.2A
Plate load angle:
   theta = 90.00 >= 30 deg (OK)
HSS wall slenderness:
   B/t or H/t  = 8 / 0.465 = 17.2043 <= 40 (OK)
   (B-3t)/t <= 1.40 * (E / Fy)^0.5 for loaded wall, for branch plate shear loading
   (8.00 - 3 * 0.47) / 0.47 = 14.20 <= 1.40 * (29000 / 46.00)^0.5 = 35.15 (OK)
Material Strength:
   Fy = 46.00 <= 52 ksi (OK)
Ductility: 
   Fy/Fu = 46.00 / 58.00 <= 0.80 (OK)

AISC K1-3, Plate Limit States and HSS Punching Shear : 
tpl <= thss * Fuhss/Fypl
0.62 <= 0.47 * 58.00 / 36.00 = 0.75 in. (OK)

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 = 55.000 / 11.500 / 2 = 2.391 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) = 2.391 / (0.500 * 1.856) = 2.577/16

Minimum fillet weld size : 
   At shear only load case = 0.16 in.
   per Table J2.4     = 0.19 in.
   5/8(tp)            = 0.39 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.625 * 58.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 5.859 
Dmax2 (using eqn 9-2)
 = thss * Fuhss / ( Fexx * C1 * 0.044 )
 = 0.465 * 58.000 / ( 70.000 * 1.000 * 0.044 ) 
 = 8.718 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.859, 8.718, 12.000)
 = 5.859 

Use weld size
D1 = 7.00
D2 = 7.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 11.50 * (5.86 + 5.86) = 125.06 kips