bcw.s.s.00906.00906

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W18X35
Column profile: W14X120
Slope: 0 deg.
Skew: 90
Vertical Offset: 0
Horizontal Offset: 0
Span: 17.4 ft.
Reaction, V: 57 kips
Shear Capacity, Rn: 57.6 kips
Design/Reference according to AISC 14th Ed. - ASD
Shear Plate: Extended Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A36
Weld grade: E70
Shear Plate Size: 16.750 in. x 14.500 in. x 0.750 in.
Configuration Geometry:
Welds at shear plate to support: 8/16 FILLET, 8/16 FILLET
Bolt: 5 rows x 3 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 3 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 7.56 in.
Beam centerline setback = 7.56 in.
Edge distance at vertical edge of plate: 1.5 in.
Edge distance at top edge of plate: 1.25 in.
Edge distance at bottom edge of plate: 1.25 in.
Edge distance at vertical edge of beam: 1.69 in.
Horizontal distance to first hole: 9.25 in.
Down distance from top of filler beam flange: 3 in.
Holes in beam web: STD diameter = 0.812 in.
Holes in shear plate: SSL diameter = 0.812 in., slot width = 1 in.

BOLT STRENGTH BEAM SIDE:

Bolt Strength:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 12.250 in.
Angle = 0.000 deg.
C = 4.829
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 4.83 = 57.60 kips

BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.04, 0.00)
At Row 1, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <8.96, 7.53>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.26 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 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.26 * (0.30/1) * 65.00 = 49.80 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 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 49.80, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <-8.96, -7.53>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.45 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 11.45 * 0.75 * 58.00 = 298.87 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 298.87, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.71 = 1.50

At Row 1, At Column 2:
Ri1 = 11.50 kips
Ri vector at Beam   = <10.89, 3.71>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 8.90 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 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.90 * (0.30/1) * 65.00 = 104.18 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 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 104.18, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <-10.89, -3.71>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.41 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 12.41 * 0.75 * 58.00 = 323.95 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 323.95, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.50 = 1.53

At Row 1, At Column 3:
Ri1 = 11.45 kips
Ri vector at Beam   = <11.31, -1.81>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 92.84 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 = 25.59 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 92.84 * (0.30/1) * 65.00 = 1086.26 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 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(25.59, 1086.26, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <-11.31, 1.81>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 7.42 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2 * 0.75 * 58.00 = 52.20 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 7.42 * 0.75 * 58.00 = 193.74 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(52.20, 193.74, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.45 = 1.53

At Row 2, At Column 1:
Ri1 = 11.40 kips
Ri vector at Beam   = <5.83, 9.80>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.58 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 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.58 * (0.30/1) * 65.00 = 76.93 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 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 76.93, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <-5.83, -9.80>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.45 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 11.45 * 0.75 * 58.00 = 298.96 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 298.96, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.40 = 1.54

At Row 2, At Column 2:
Ri1 = 10.50 kips
Ri vector at Beam   = <8.68, 5.91>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 10.26 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 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 10.26 * (0.30/1) * 65.00 = 120.00 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 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 120.00, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <-8.68, -5.91>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 14.21 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 14.21 * 0.75 * 58.00 = 370.99 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 370.99, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 10.50 = 1.67

At Row 2, At Column 3:
Ri1 = 10.14 kips
Ri vector at Beam   = <9.66, -3.09>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 38.06 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 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 38.06 * (0.30/1) * 65.00 = 445.32 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 445.32, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <-9.66, 3.09>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 13.45 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 13.45 * 0.75 * 58.00 = 351.00 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 351.00, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 10.14 = 1.73

At Row 3, At Column 1:
Ri1 = 11.17 kips
Ri vector at Beam   = <-0.00, 11.17>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.59 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 = 25.59 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.59 * (0.30/1) * 65.00 = 100.55 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(25.59, 100.55, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <0.00, -11.17>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 6.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.75 * 58.00 = 57.09 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.84 * 0.75 * 58.00 = 178.62 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(57.09, 178.62, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.17 = 1.57

At Row 3, At Column 2:
Ri1 = 8.90 kips
Ri vector at Beam   = <-0.00, 8.90>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.59 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 = 25.59 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.59 * (0.30/1) * 65.00 = 100.55 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(25.59, 100.55, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <0.00, -8.90>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 6.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.75 * 58.00 = 57.09 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.84 * 0.75 * 58.00 = 178.62 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(57.09, 178.62, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 8.90 = 1.97

At Row 3, At Column 3:
Ri1 = 6.59 kips
Ri vector at Beam   = <-0.00, -6.59>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.29 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 = 25.59 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 8.29 * (0.30/1) * 65.00 = 97.04 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(25.59, 97.04, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <0.00, 6.59>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 6.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.75 * 58.00 = 57.09 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.84 * 0.75 * 58.00 = 178.62 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(57.09, 178.62, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 6.59 = 2.66

At Row 4, At Column 1:
Ri1 = 11.40 kips
Ri vector at Beam   = <-5.83, 9.80>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.89 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 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.89 * (0.30/1) * 65.00 = 33.86 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 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 33.86, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <5.83, -9.80>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.47 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.47 * 0.75 * 58.00 = 116.74 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 116.74, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.40 = 1.54

At Row 4, At Column 2:
Ri1 = 10.50 kips
Ri vector at Beam   = <-8.68, 5.91>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.26 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 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 5.26 * (0.30/1) * 65.00 = 61.59 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 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 61.59, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <8.68, -5.91>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.84 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 4.84 * 0.75 * 58.00 = 126.29 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 126.29, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 10.50 = 1.67

At Row 4, At Column 3:
Ri1 = 10.14 kips
Ri vector at Beam   = <-9.66, -3.09>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.66 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 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.66 * (0.30/1) * 65.00 = 89.66 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 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 89.66, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <9.66, 3.09>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.05 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.05 * 0.75 * 58.00 = 27.40 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 27.40, 39.15) = 27.40 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 27.398) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 10.14 = 1.73

At Row 5, At Column 1:
Ri1 = 11.71 kips
Ri vector at Beam   = <-8.96, 7.53>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.80 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 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.80 * (0.30/1) * 65.00 = 21.04 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.30/1) * 65.00 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 21.04, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <8.96, -7.53>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.31 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.31 * 0.75 * 58.00 = 34.23 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 34.23, 39.15) = 34.23 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 34.230) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.71 = 1.50

At Row 5, At Column 2:
Ri1 = 11.50 kips
Ri vector at Beam   = <-10.89, 3.71>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.55 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 = 36.45 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.55 * (0.30/1) * 65.00 = 53.18 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 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(36.45, 53.18, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <10.89, -3.71>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 3.35 in.
1/omegaRnsshpl at Shear Plate spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 3.05 * 0.75 * 58.00 = 79.60 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.35 * 0.75 * 58.00 = 87.47 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(79.60, 87.47, 39.15) = 39.15 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 39.150) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.50 = 1.53

At Row 5, At Column 3:
Ri1 = 11.45 kips
Ri vector at Beam   = <-11.31, -1.81>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.38 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 = 25.59 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 7.38 * (0.30/1) * 65.00 = 86.33 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 = 17.55 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(25.59, 86.33, 17.55) = 17.55 kips/bolt
Ri vector at Shear Plate   = <11.31, 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 * 0.75 * 58.00 = 52.20 kips/bolt
1/omegaRneshpl at Shear Plate edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 1.01 * 0.75 * 58.00 = 26.43 kips/bolt
1/omegaRndshpl on Shear Plate at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.75 * 58.00 = 39.15 kips/bolt
Shear Plate bearing capacity, 1/omegaRnshpl = min(1/omegaRnsshpl,1/omegaRneshpl,1/omegaRndshpl) = min(52.20, 26.43, 39.15) = 26.43 kips/bolt
1/omegaRn = min(1/omegaRnbm, 1/omegaRnshpl) = min(17.550, 26.430) = 17.55 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.55 / 11.45 = 1.53

Min Bolt Shear Demand to Bearing ratio for vertical shear only = min(1.0, 1.49902, 1.52577, 1.53271, 1.53892, 1.67163, 1.72997, 1.57083, 1.97095, 2.66306, 1.53892, 1.67163, 1.72997, 1.49902, 1.52577, 1.53271) = 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 * 57.60 = 57.60 kips

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 17.7 - 0 - 0 = 17.7 in.
Gross Area (Shear) = [Web Depth] * tw = 17.70 * 0.30 = 5.31 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (17.70 - (5 * 0.88)) * 0.30 = 4.00 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 5.31 = 106.20 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 4.00 = 77.95 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 = 0.75 * 14.50 = 10.88 in^2
Net Area = (14.50 - (5 *(0.81 + 1/16))) * 0.75 = 7.59 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 36.00 * 10.88 = 156.60 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 58.00 * 7.59 = 132.13 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 1 (Shear): 
Gross Shear Length = (14.5 - 1.25) = 13.25 in.
Net Shear Length = 13.2 - (4.5 * (0.812 + 0.0625)) = 9.31 in.
Gross Tension Length = (6 + 1.5) = 7.50 in.
Net Tension Length = 7.5 - (2.5 * (1 + 0.0625)) = 4.84 in.
1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.75 * ((0.60 * 58.00 * 9.31) + (0.50 * 58.00 * 4.84)) = 174.20 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.75 * ((0.60 * 36.00 * 13.25) + (0.50 * 58.00 * 4.84)) = 160.00 kips
Block Shear = 160.00 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (14.5 - 1.25) = 26.50 in.
Net Shear Length = 2 * ( 13.2 - (4.5 * (0.812 + 0.0625)) ) = 18.62 in.
Gross Tension Length = (6 + 1.5) - 1.5 = 6.00 in.
Net Tension Length = 6 - 2 * (1 + 0.0625) = 3.88 in.
1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.75 * ((0.60 * 58.00 * 18.62) + (0.50 * 58.00 * 3.88)) = 285.20 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.75 * ((0.60 * 36.00 * 26.50) + (0.50 * 58.00 * 3.88)) = 256.79 kips
Block Shear = 256.79 kips

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 9.25 in.
Zgross = 39.42 in^3
Znet   = 27.47 in^3
Sgross = 26.28 in^3
Snet   = 18.13 in^3

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 58.00 * 27.47 / 9.25 = 86.11 kips


Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.75 in.
ho = 14.50 in.
c = 9.25 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 14.50 * 36.00^0.5 / (10 * 0.75 * (475.00 + 280.00 * (14.50/9.25)^2 )^0.5) = 0.34
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 * 26.28 / 9.25 = 61.37 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 12.25 in.
Zgross = 39.42
Znet = 27.47
Mr = Vr * e = 57.00 * 12.25 = 698.25 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 36.00 * 39.42 = 851.51 kips-in
Vr = 57.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 36.00 * 10.88 = 156.60 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (57.00 / 156.60)^2 + (698.25 / 851.51)^2 = 0.80 <= 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 * 64.3488 = 1705.71 kips-in
tmax = 6 * 1705.71 / (36 * 14.5^2) = 1.35 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 * 14.50 * 0.75^3 / 9.25^2 = 202.14 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 = 57.00 * ((0.31 + 0.75) / 2) = 30.28 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) - (57.00 / (14.50 * 0.75))) * 0.5 * 14.50 * 0.75^2 = 37.35 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 14.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 57.000 / 14.500 / 2 = 1.966 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) = 1.966 / (0.500 * 1.856) = 2.118/16

Minimum fillet weld size : 
   At shear only load case = 0.13 in.
   per Table J2.4     = 0.25 in.
   5/8(tp)            = 0.47 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.750 * 58.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 7.031 
Dmax2 (using eqn 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.088 )
 = 0.590 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 6.198 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(7.031, 6.198, 12.000)
 = 6.198 

Use weld size
D1 = 8.00
D2 = 8.00

Weld Strength :
Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 14.50 * (6.20 + 6.20) = 166.82 kips