bcw.s.sa.00007.00007

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W18X40
Column profile: W14X145
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 18.86 ft.
Reaction, V: 30.00 kips
Axial Load T/C: 15.00/-15.00 kips
Shear Capacity, Rn: 41.88 kips
Axial Capacity T/C: 20.94/-20.94 kips
Design/Reference according to AISC 14th Ed. - LRFD
Shear Plate: Extended Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Shear Plate Size: 17.00 in. x 14.50 in. x 0.38 in.
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
Bolt: 5 rows x 3 columns 0.75 in. Diameter A325SCA_TC bolts
Vertical spacing: 3.00 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 8.00 in.
Beam centerline setback = 8.00 in.
Edge distance at vertical edge of plate: 1.50 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: 1.50 in.
Horizontal distance to first hole: 9.50 in.
Down distance from top of filler beam flange: 3.00 in.
Holes in beam web: STD diameter = 0.81 in.
Holes in shear plate: SSL diameter = 0.81 in., slot width = 1.00 in.

BOLT SHEAR CAPACITY AT BEAM AND SHEAR PLATE SIDE:
Bolt Shear Capacity at Shear Load Only:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 12.50 in.
Angle = 0.00 deg.
C = 4.75
Slip Critical, Surface A, determining (phi)Rn:
Using AISC 14th Ed. Equation J3-4
slip coefficient, mu = 0.30
pretension ratio, Du = 1.13
Minimum Bolt Pretension from Table J3.1, Tb = 28.00 kips
factor for fillers, hf = 1.00
number of slip planes, ns = 1.00
rn = mu * Du * hf * Tb * ns = 0.30 * 1.13 * 1.00 * 28.00 * 1.00 = 9.49 kips
(phi)v = 1.00
(phi)rn = (phi)v * rn = 1.00 * 9.49 = 9.49 kips
(phi)Rn = (phi)rn * C = 9.49 * 4.75 = 45.05 kips


Bolt Shear Capacity at Combined Shear and Axial Load:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 12.50 in.
Angle = 26.57 deg.
C = 5.12
Slip Critical, Surface A, determining (phi)Rn:
Using AISC 14th Ed. Equation J3-4
slip coefficient, mu = 0.30
pretension ratio, Du = 1.13
Minimum Bolt Pretension from Table J3.1, Tb = 28.00 kips
factor for fillers, hf = 1.00
number of slip planes, ns = 1.00
rn = mu * Du * hf * Tb * ns = 0.30 * 1.13 * 1.00 * 28.00 * 1.00 = 9.49 kips
(phi)v = 1.00
(phi)a = 0.85
(phi)ang = (phi)v * (phi)a/(((phi)v * cos(90 - ang))^2 + ((phi)a * sin(90 - ang))^2)^0.5
  = 1.00 * 0.85 / ( (1.00 * cos(90-26.57))^2 + (0.85 * sin(90-26.57))^2)^0.5 = 0.96
(phi)rn = (phi)ang * rn = 0.96 * 9.49 = 9.15 kips
(phi)Rn = (phi)rn * C = 9.15 * 5.12 = 46.83 kips

Shear Capacity = (phi)Rn * cos(Angle) = 46.83 * 0.89 = 41.88 kips
Axial Capacity = (phi)Rn * sin(Angle) = 46.83 * 0.45 = 20.94 kips

Total Vertical Bolt Shear Capacity = min(Shear Load Only, Shear and Axial Load) = min(45.05, 41.88) = 41.88 kips
41.88 kips >= Reaction V = 30.00 kips (OK)

Bolt Shear Axial Capacity at Shear and Axial Load = 20.94 kips
20.94 kips >= Axial T/C = 15.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (2.00, -0.00)
At Row 1, At Column 1:
Ribolt = 9.32 kips
Ri vector at Beam   = <7.16, 5.97>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.28 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.28 * (0.32/1) * 65.00 = 78.84 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 78.84, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-7.16, -5.97>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.73 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.73 * 0.38 * 65.00 = 257.43 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 257.43, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 9.32 = 2.97

At Row 1, At Column 2:
Ribolt = 9.15 kips
Ri vector at Beam   = <8.68, 2.90>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.07 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.07 * (0.32/1) * 65.00 = 167.13 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 167.13, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-8.68, -2.90>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.65 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.65 * 0.38 * 65.00 = 277.53 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 277.53, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 9.15 = 3.02

At Row 1, At Column 3:
Ribolt = 9.12 kips
Ri vector at Beam   = <8.99, -1.49>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 90.46 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 90.46 * (0.32/1) * 65.00 = 1666.95 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 1666.95, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-8.99, 1.49>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 7.12 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.12 * 0.38 * 65.00 = 156.11 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 156.11, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 9.12 = 3.03

At Row 2, At Column 1:
Ribolt = 9.07 kips
Ri vector at Beam   = <4.67, 7.78>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.59 * (0.32/1) * 65.00 = 121.44 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 121.44, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-4.67, -7.78>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.48 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.48 * 0.38 * 65.00 = 251.81 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 251.81, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 9.07 = 3.05

At Row 2, At Column 2:
Ribolt = 8.35 kips
Ri vector at Beam   = <6.94, 4.64>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 10.40 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 10.40 * (0.32/1) * 65.00 = 191.66 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 191.66, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-6.94, -4.64>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 14.43 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 14.43 * 0.38 * 65.00 = 316.52 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 316.52, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.35 = 3.31

At Row 2, At Column 3:
Ribolt = 8.09 kips
Ri vector at Beam   = <7.67, -2.55>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 37.31 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 37.31 * (0.32/1) * 65.00 = 687.61 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 687.61, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-7.67, 2.55>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.94 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.94 * 0.38 * 65.00 = 283.98 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 283.98, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.09 = 3.42

At Row 3, At Column 1:
Ribolt = 8.88 kips
Ri vector at Beam   = <0.00, 8.88>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.59 * (0.32/1) * 65.00 = 158.37 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 158.37, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-0.00, -8.88>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 6.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.38 * 65.00 = 150.14 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(47.99, 150.14, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.88 = 3.11

At Row 3, At Column 2:
Ribolt = 7.05 kips
Ri vector at Beam   = <0.00, 7.05>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.59 * (0.32/1) * 65.00 = 158.37 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 158.37, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-0.00, -7.05>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 6.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.38 * 65.00 = 150.14 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(47.99, 150.14, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 7.05 = 3.92

At Row 3, At Column 3:
Ribolt = 5.35 kips
Ri vector at Beam   = <0.00, -5.35>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.49 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.49 * (0.32/1) * 65.00 = 156.52 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 156.52, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-0.00, 5.35>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 6.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.38 * 65.00 = 150.14 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(47.99, 150.14, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 5.35 = 5.17

At Row 4, At Column 1:
Ribolt = 9.07 kips
Ri vector at Beam   = <-4.67, 7.78>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.51 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.51 * (0.32/1) * 65.00 = 46.26 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 46.26, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <4.67, -7.78>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.48 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.48 * 0.38 * 65.00 = 98.32 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 98.32, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 9.07 = 3.05

At Row 4, At Column 2:
Ribolt = 8.35 kips
Ri vector at Beam   = <-6.94, 4.64>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.00 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.00 * (0.32/1) * 65.00 = 92.22 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 92.22, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <6.94, -4.64>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.81 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.81 * 0.38 * 65.00 = 105.51 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 105.51, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.35 = 3.31

At Row 4, At Column 3:
Ribolt = 8.09 kips
Ri vector at Beam   = <-7.67, -2.55>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.50 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.50 * (0.32/1) * 65.00 = 138.16 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 138.16, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <7.67, 2.55>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.05 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.05 * 0.38 * 65.00 = 23.12 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 23.12, 32.91) = 23.12 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 23.12) = 23.12 kips/bolt
Bolt Shear Demand to Bearing ratio = 23.12 / 8.09 = 2.86

At Row 5, At Column 1:
Ribolt = 9.32 kips
Ri vector at Beam   = <-7.16, 5.97>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.55 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.55 * (0.32/1) * 65.00 = 28.50 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 28.50, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <7.16, -5.97>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.32 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.32 * 0.38 * 65.00 = 28.90 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 28.90, 32.91) = 28.90 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 28.90) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 9.32 = 2.97

At Row 5, At Column 2:
Ribolt = 9.15 kips
Ri vector at Beam   = <-8.68, 2.90>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.34 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.34 * (0.32/1) * 65.00 = 79.94 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 79.94, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <8.68, -2.90>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 3.42 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 3.42 * 0.38 * 65.00 = 75.05 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 75.05, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 9.15 = 3.02

At Row 5, At Column 3:
Ribolt = 9.12 kips
Ri vector at Beam   = <-8.99, -1.49>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.20 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.20 * (0.32/1) * 65.00 = 132.62 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 132.62, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <8.99, 1.49>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.01 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.01 * 0.38 * 65.00 = 22.24 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 22.24, 32.91) = 22.24 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 22.24) = 22.24 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.24 / 9.12 = 2.44

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 2.97, 3.02, 3.03, 3.05, 3.31, 3.42, 3.11, 3.92, 5.17, 
       3.05, 3.31, 2.86, 2.97, 3.02, 2.44) = 1.00

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear and Tension Load Case:
ICR cordinate relative to CG = (1.95, 1.24)
At Row 1, At Column 1:
Ribolt = 8.79 kips
Ri vector at Beam   = <6.32, 6.57>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.76 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.76 * (0.32/1) * 65.00 = 69.20 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 69.20, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-6.09, -6.34>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 13.14 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 13.14 * 0.38 * 65.00 = 288.35 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 288.35, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.79 = 3.14

At Row 1, At Column 2:
Ribolt = 8.44 kips
Ri vector at Beam   = <8.10, 3.32>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.51 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.51 * (0.32/1) * 65.00 = 138.46 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 138.46, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-7.81, -3.20>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.97 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.97 * 0.38 * 65.00 = 284.45 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 284.45, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.44 = 3.28

At Row 1, At Column 3:
Ribolt = 8.36 kips
Ri vector at Beam   = <8.47, -1.88>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 68.47 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 68.47 * (0.32/1) * 65.00 = 1261.78 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 1261.78, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-8.16, 1.81>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 5.27 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.27 * 0.38 * 65.00 = 115.53 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 115.53, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.36 = 3.31

At Row 2, At Column 1:
Ribolt = 8.47 kips
Ri vector at Beam   = <2.94, 8.28>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.96 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.96 * (0.32/1) * 65.00 = 109.84 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 109.84, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-2.83, -7.98>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 10.45 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 10.45 * 0.38 * 65.00 = 229.15 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 229.15, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.47 = 3.26

At Row 2, At Column 2:
Ribolt = 7.14 kips
Ri vector at Beam   = <4.96, 5.50>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.67 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.67 * (0.32/1) * 65.00 = 141.41 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 141.41, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-4.78, -5.30>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 13.26 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 13.26 * 0.38 * 65.00 = 290.81 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 290.81, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 7.14 = 3.87

At Row 2, At Column 3:
Ribolt = 6.57 kips
Ri vector at Beam   = <5.84, -3.51>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 22.72 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 22.72 * (0.32/1) * 65.00 = 418.62 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 418.62, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-5.63, 3.38>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.67 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.67 * 0.38 * 65.00 = 168.37 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 168.37, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 6.57 = 4.21

At Row 3, At Column 1:
Ribolt = 8.43 kips
Ri vector at Beam   = <-2.13, 8.48>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 5.74 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.74 * (0.32/1) * 65.00 = 105.80 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 105.80, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <2.06, -8.17>
Lcsshpl at Shear Plate spacing  = 2.19 in.
Lceshpl at Shear Plate edge    = 7.06 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.19 * 0.38 * 65.00 = 47.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.06 * 0.38 * 65.00 = 154.82 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(47.99, 154.82, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.43 = 3.28

At Row 3, At Column 2:
Ribolt = 6.85 kips
Ri vector at Beam   = <-3.83, 5.99>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.95 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.95 * (0.32/1) * 65.00 = 146.44 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 146.44, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <3.69, -5.77>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.87 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.87 * 0.38 * 65.00 = 172.67 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 172.67, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 6.85 = 4.03

At Row 3, At Column 3:
Ribolt = 6.03 kips
Ri vector at Beam   = <-4.77, -4.04>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.42 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.42 * (0.32/1) * 65.00 = 173.60 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 173.60, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <4.60, 3.90>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.34 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.34 * 0.38 * 65.00 = 29.32 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 29.32, 32.91) = 29.32 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 29.32) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 6.03 = 4.59

At Row 4, At Column 1:
Ribolt = 8.74 kips
Ri vector at Beam   = <-5.90, 6.88>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.90 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.90 * (0.32/1) * 65.00 = 34.96 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 34.96, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <5.69, -6.63>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 5.06 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.06 * 0.38 * 65.00 = 111.12 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 111.12, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.74 = 3.16

At Row 4, At Column 2:
Ribolt = 8.29 kips
Ri vector at Beam   = <-7.82, 3.59>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.54 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.54 * (0.32/1) * 65.00 = 83.74 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 83.74, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <7.54, -3.46>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.40 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.40 * 0.38 * 65.00 = 96.54 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 96.54, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.29 = 3.33

At Row 4, At Column 3:
Ribolt = 8.18 kips
Ri vector at Beam   = <-8.24, -2.05>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.32 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.32 * (0.32/1) * 65.00 = 134.92 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 134.92, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <7.94, 1.97>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.03 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.03 * 0.38 * 65.00 = 22.60 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 22.60, 32.91) = 22.60 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 22.60) = 22.60 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.60 / 8.18 = 2.76

At Row 5, At Column 1:
Ribolt = 8.98 kips
Ri vector at Beam   = <-7.69, 5.25>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.41 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.41 * (0.32/1) * 65.00 = 25.98 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 25.98, 27.64) = 25.98 kips/bolt
Ri vector at Shear Plate   = <7.41, -5.06>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.61 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.38 * 65.00 = 66.90 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.61 * 0.38 * 65.00 = 35.35 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(66.90, 35.35, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(25.98, 32.91) = 25.98 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.98 / 8.98 = 2.89

At Row 5, At Column 2:
Ribolt = 8.87 kips
Ri vector at Beam   = <-8.89, 2.39>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.25 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.32/1) * 65.00 = 57.42 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.25 * (0.32/1) * 65.00 = 78.38 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(57.42, 78.38, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <8.57, -2.30>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 4.14 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.14 * 0.38 * 65.00 = 90.86 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 90.86, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 32.91) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 8.87 = 3.12

At Row 5, At Column 3:
Ribolt = 8.85 kips
Ri vector at Beam   = <-9.09, -1.32>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.17 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.32/1) * 65.00 = 40.31 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 7.17 * (0.32/1) * 65.00 = 132.18 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.32/1) * 65.00 = 27.64 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(40.31, 132.18, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <8.76, 1.27>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.01 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.01 * 0.38 * 65.00 = 22.17 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.38 * 65.00 = 32.91 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(43.88, 22.17, 32.91) = 22.17 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 22.17) = 22.17 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.17 / 8.85 = 2.51

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical and axial tension
 = min(1.00, 3.14, 3.28, 3.31, 3.26, 3.87, 4.21, 3.28, 4.03, 4.59, 
       3.16, 3.33, 2.76, 2.89, 3.12, 2.51) = 1.00

BEARING AT BEAM AND SHEAR PLATE SIDE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv1 = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 1.00 * 45.05 = 45.05 kips

Bearing Capacity at Vertical and Axial Tension Load, Rbvt = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 1.00 * 46.83 = 46.83 kips
Vertical Bearing Capacity at shear and axial load, Rbv2 = Rbvt * cos(Angle) = 46.83 * cos(26.57) = 41.88 kips
Axial Bearing Capacity at shear and axial load, Rba = Rbvt * sin(Angle) = 46.83 * sin(26.57) = 20.94 kips
Overall vertical Bearing Capacity Rbv = min(Rbv1, Rbv2) = min(45.05, 41.88) = 41.88 kips
Rbv = 41.88 kips >= Reaction V = 30.00 kips (OK)
Rba = 20.94 kips >= Axial T/C = 15.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 17.90 - 0.00 - 0.00 = 17.90 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 17.90 * 0.32 = 5.64 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 5.64 = 169.16 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (17.90 - (5 * 0.88)) * 0.32 = 4.26 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 4.26 = 124.62 kips


Check Horizontal Block Shear

Using AISC 14th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}

Block Shear (1) Axial
Gross Shear Length = 2 * (1.50 + 6.00) = 15.00 in.
Net Shear Length = 2 * (1.50 + 6.00 - (2.50 * 0.88)) = 10.62 in.
Gross Tension Length = 4 * 3.00 = 12.00 in.
Net Tension Length = 12.00 - (4 * (0.88)) = 8.50 in.
1. (phi) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.75 * 0.32 * ((0.60 * 65.00 * 10.62) + (1.00 * 65.00 * 8.50)) = 228.43 kips
2. (phi) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.75 * 0.32 * ((0.60 * 50.00 * 15.00) + (1.00 * 65.00 * 8.50)) = 236.85 kips
Block Shear = 228.43 kips

Block Shear Axial Total = Block Shear (1) Axial = 228.43 kips
228.43 kips >= Axial T = 15.00 kips (OK)

Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.38 * 14.50 = 5.44 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 5.44 = 163.12 kips

163.12 kips >= Reaction V = 30.00 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (14.50 - (5 * (0.81 + 1/16))) * 0.38 = 3.80 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 3.80 = 111.06 kips

111.06 kips >= Reaction V = 30.00 kips (OK)


Check Vertical Block Shear

Using AISC 14th Ed. Equation J4-5
Block Shear = {(phi) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(phi) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}

Block 1 (Shear): 
Gross Shear Length = (14.50 - 1.25) = 13.25 in.
Net Shear Length = 13.25 - (4.50 * (0.81 + 0.06)) = 9.31 in.
Gross Tension Length = (6.00 + 1.50) = 7.50 in.
Net Tension Length = 7.50 - (2.50 * (1.00 + 0.06)) = 4.84 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 9.31) + (0.50 * 65.00 * 4.84)) = 146.43 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 13.25) + (0.50 * 65.00 * 4.84)) = 156.08 kips
Block Shear = 146.43 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (14.50 - 1.25) = 26.50 in.
Net Shear Length = 2 * ( 13.25 - (4.50 * (0.81 + 0.06)) ) = 18.62 in.
Gross Tension Length = (6.00 + 1.50) - 1.50 = 6.00 in.
Net Tension Length = 6.00 - 2 * (1.00 + 0.06) = 3.88 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 18.62) + (0.50 * 65.00 * 3.88)) = 239.72 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 26.50) + (0.50 * 65.00 * 3.88)) = 259.02 kips
Block Shear = 239.72 kips
146.43 kips >= Reaction V = 30.00 kips (OK)

Block 1 (Axial): 
Gross Shear Length = (6.00 + 1.50) = 7.50 in.
Net Shear Length = 7.50 - (2.50 * (1.00 + 0.06)) = 4.84 in.
Gross Tension Length = (14.50 - 1.25) = 13.25 in.
Net Tension Length = 13.25 - (4.50 * (0.81 + 0.06)) = 9.31 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 4.84) + (1.00 * 65.00 * 9.31)) = 223.38 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 7.50) + (1.00 * 65.00 * 9.31)) = 233.53 kips
Block Shear = 223.38 kips

Block 2 (Axial): 
Gross Shear Length = 2 * (6.00 + 1.50) = 15.00 in.
Net Shear Length = 2 * (7.50 - (2.50 * (1.00 + 0.06))) = 9.69 in.
Gross Tension Length = 12.00 in.
Net Tension Length = 12.00 - 4 * (0.81 + 1/16) = 8.50 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 9.69) + (1.00 * 65.00 * 8.50)) = 261.66 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 15.00) + (1.00 * 65.00 * 8.50)) = 281.96 kips
Block Shear = 261.66 kips
Block Shear Axial Total = min(Block Shear (1) Axial, Block Shear (2) Axial) = min(223.38, 261.66) = 223.38 kips
223.38 kips >= Axial T = 15.00 kips (OK)

At Axial Loading:

Check Shear and Tension Interaction Block Shear:
(Reaction V/Rvblock)^2 + (Axial T/C/Rnblock)^2 = (30.00/146.43)^2 + (15.00/223.38)^2 = 0.05 <= 1 (OK)


Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 9.50 in.
Zgross = 19.71 in^3
Znet   = 13.73 in^3
Sgross = 13.14 in^3
Snet   = 9.07 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 13.73 / 9.50 = 70.47 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 14.50 in.
c = 9.50 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 14.50 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (14.50/9.50)^2 )^0.5) = 0.81
When 0.70 < lambda <= 1.41, Q=1.34 - 0.49 * lambda
Q = 0.94
Fcrmin =phi * Fcr = 0.90 * 50.00 * 0.94 = 42.49 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 42.49 * 13.14 / 9.50 = 58.77 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 12.50 in.
Zgross = 19.71
Znet = 13.73
Mr = Vr * e = 30.00 * 12.50 = 375.00 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 19.71 = 886.99 kips-in
Vr = 30.00 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 5.44 = 163.12 kips
Pr = 15.00 kips
Pc (tensile yield capacity) = 244.69 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Pr/Pc + Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Pr/Pc + Mr/Mc)^2 = (30.00 / 163.12)^2 + (15.00 / 244.69 + 375.00 / 886.99)^2 = 0.27 <= 1  (OK)

Note: Mn <= 1.6My by inspection

Tensile Strength:

Gross Area, Ag = plh * plt = 14.50 * 0.38 = 5.44 in^2
Using AISC 14th Ed. Equation J4-1 on p.16.1-128
   Tension Yielding, (phi)Pny = (phi) * Fypl * Ag = 0.90 * 50.00 * 5.44 = 244.69 kips
244.69 kips >= Axial T = 15.00 kips (OK)

U = 1
Effective Tension Area, Ae = U * [Net Tension Area] = 1 * (5.44 - 1.64) = 3.80 in^2

Using AISC 14th Ed. Equation J4-2 on p.16.1-128
   Tension Rupture, (phi)Pnu = (phi) * Fupl * Ae = 0.75 * 65.00 * 3.80 = 185.10 kips
185.10 kips >= Axial T = 15.00 kips (OK)


Compression Strength:
radius of gyration = t/(12^0.5) = 0.38 / 3.46 = 0.11 in.
KL/r = 1.20 * 12.50 / 0.11 = 138.56
KL/r > 25 use Equations E3-1 to E3-4:
Fe = E * pi^2 / (KL/r)^2 = 29000.00 * pi^2 / (138.56)^2 = 14.91 ksi
When KL/r > 4.71 * (E/(Qs*Fypl))^0.5
Fcr = 0.88 * Fe = 0.88 * 14.91 = 13.07 ksi
Compression Yielding = min(Fcr,Fypl) * Ag * phi = 13.07 * 5.44 * 0.90 = 63.98 kips
63.98 kips >= Axial C = 15.00 kips (OK)

Stress Interaction on Plate due to Combined Shear, Axial and Moment Loading at First Bolt Line:

Zgx = 19.71 in^3
Znx = 13.73 in^3
Zgy = 0.51 in^3
Zny = 0.36 in^3

Mrx = Vr * ex = 30.00 * 9.50 = 285.00 kips-in
ez = 0.5*(tw+tshpl) = 0.5*(0.32 + 0.38) = 0.34 in.
Mry = Pr * ez = 15.00 * 0.34 = 5.17 kips-in
Mcx = (phi) * Zgx * Min(Fy, Fcr) = 0.90 * 19.71 * Min(50.00, 47.21) = 837.53 kips-in
Mcy = (phi) * Zgy * Fy = 0.90 * 0.51 * 50.00 = 22.94 kips-in

Using AISC 14th Ed. Equation H1-1a on p.16.1-73
For Pr / Pc >= 0.20, (15.00 / 63.98) + (8 / 9) * ((285.00 / 837.53) + (5.17 / 22.94)) = 0.23 <= 1 (OK)

Shear Stress on Gross Section = 30.00 / 5.44 = 5.52 ksi
Shear Stress on Net Section = 30.00 / 3.80 = 7.90 ksi
Axial Stress on Gross Section due to Axial force = 15.00 / 5.44 = 2.76 ksi
Axial Stress on Net Section due to Axial force = 15.00 / 3.80 = 3.95 ksi
Axial Stress on Gross Section due to Moment (shear) = 285.00 / 19.71 = 14.46 ksi
Axial Stress on Net Section due to Moment (shear) = 285.00 / 13.73 = 20.75 ksi
Axial Stress on Gross Section due to Moment (axial) = 5.17 / 0.51 = 10.15 ksi
Axial Stress on Net Section due to Moment (axial) = 5.17 / 0.36 = 14.54 ksi
Axial Stress on Gross Section (total) = 2.76 + 10.15 + 14.46 = 27.37 ksi
Axial Stress on Net Section (total) = 3.95 + 14.54 + 20.75 = 39.24 ksi

Shear Yield Stress Capacity (SYSC) = phi * 0.6 * Fy = 1.00 * 0.60 * 50.00 = 30.00 ksi
Tensile Yield Stress Capacity (TYSC) = phi * Fy = 0.90 * 50.00 = 45.00 ksi
Stress Interaction at Gross Section (elliptical):
(fvg / SYSC)^2 + (fag / TYSC )^2 = (5.52 / 30.00)^2 + (27.37 / 45.00 )^2 = 0.40 <= 1.0 (OK)
Shear Rupture Stress Capacity (SRSC) = phi * 0.6 * Fu = 0.75 * 0.60 * 65.00 = 29.25 ksi
Tensile Rupture Stress Capacity (TRSC) = phi * Fu = 0.75 * 65.00 = 48.75 ksi
Stress Interaction at Net Section (elliptical):
(fvn / SRSC)^2 + (fan / TRSC )^2 = (7.90 / 29.25)^2 + (39.24 / 48.75 )^2 = 0.72 <= 1.0 (OK)

MAXIMUM PLATE THICKNESS:
Using AISC 14th Ed. Equation 10-3 and 10-4
tmax = 6 * Mmax / (Fypl * d^2)
Mmax = (1/0.9) * Fv * Ab * C'
Mmax = (1/0.9) * 54.00 * 0.44 * 64.35 = 1705.71 kips-in
tmax = 6 * 1705.71 / (50.00 * 14.50^2) = 0.97 in.
Maximum Plate Thickness is Not a Limiting Criteria.

STABILIZER PLATE:

Available Strength to Resist Lateral Displacement:
Using AISC 14th Ed. Equation 10-6
phiRn = 1500.00  * 3.14159 * L * tp^3 / a^2 = 0.90 * 1500.00 * 3.14159 * 14.50 * 0.38^3 / 9.50^2 = 35.93 kips
Stabilizer Plate Not Required for lateral displacement

Torsional Strength:
Using AISC 14th Ed. Equation 10-8 and 10-7
Required, Mta or Mtu = Ru * (tw + tp) /2 = 30.00 * ((0.31 + 0.38) / 2) = 10.31 kips-in
Lateral Shear Strength of Shear Plate, Mtn (no slab) = [phiv*(0.6*Fyp)-(Ru/(L*tp))] *L*tp^2/2 =  ((1.00 * 0.6 * 50.00) - (30.00 / (14.50 * 0.38))) * 0.5 * 14.50 * 0.38^2 = 24.96 kips-in
Stabilizer Plate Not Required for torsional strength

Yield Line Analysis at Support Web:
Mp = Fy * tw^2/4 = 50.00 * 0.68^2 / 4 = 5.78 kips-in/in
Open web depth at support, T = d - 2 * kdes = 11.42 in.
Connection line along support web (perpendicular to T), g = 14.50 in.
Offset at connection line from flange1, a = 5.87 in.
Offset at connection line from flange2, b = 5.18 in.

Local Bending, Pu = phi * Mp * [4 * (2 * T * a * b * (a + b))^0.5 + g * (a + b)] / a / b
phi * Pu = 0.90 * 5.78 * (4 * (2 * 11.42 * 5.87 * 5.18 * (5.87 + 5.18))^0.5 + 14.50 * (5.87 + 5.18)) / 5.87 / 5.18 = 87.39 kips
87.39 kips >= 15.00 kips (OK, Axial T/C)

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 14.50 in.
Shear Load per inch per weld, fv = R/Lv/2 = 30.00 / 14.50 / 2 = 1.03 kips/in/ weld 
theta = 0 deg.
cPhi  = 1.0 + 0.5 * sin(0)^1.5 = 1.00
Weld Coefficient = 0.60 * 70.00 * 1.00 * 1.00 * (2^0.5/2)*(1/16) = 1.86
Required weld size, Dv = fv/ (phi * coeff) = 1.03 / (0.75 * 1.86) = 0.74/16

At shear and axial load case: 
Weld Length for shear, Lv = 14.50 in.
Shear Load per inch per weld, fv = Reaction V/Lv/2 = 30.00 / 14.50 / 2 = 1.03 kips/in/ weld 
Weld length for axial transfer (opposites overlap length) La = 14.50 in.
Axial Load per inch per weld, fa = Axial T/C/La/2 = 15.00 / 14.50 / 2 = 0.52 kips/in/ weld 
Resultant Load per inch per weld, fres = (fv^2 * fa^2)^0.5 = 1.16 kips/in/weld 
theta = atan(fa/fv) = atan(0.52 / 1.03) = 26.57 deg.
cPhi  = 1.0 + 0.5 * sin(26.57)^1.5 = 1.15
Weld Coefficient = 0.60 * 70.00 * 1.15 * 1.00 * (2^0.5/2)*(1/16) = 2.13
Required weld size, Dres = fres/ (phi * coeff) = 1.16 / (0.75 * 2.13) = 0.72/16

Minimum fillet weld size : 
   At shear only load case = 0.05 in.
   At shear and axial load case = 0.05 in.
   per Table J2.4     = 0.19 in.
   5/8tp              = 0.23 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.09)
 = 0.38 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 3.94 
Dmax2 (using eqn 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.09 )
 = 0.68 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 7.14 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.94, 7.14, 12.00)
 = 3.94 

Use weld size
D1 = 4.00
D2 = 4.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 14.50 * (3.94 + 3.94) = 159.05 kips
Vertical weld capacity during shear and axial load, phi * Rnv2 = 0.75 * 2.13 * 14.50 * (3.94 + 3.94) * cos(26.57) = 163.53 kips
Overall vertical weld capacity = min(phi * Rnv1, phi * Rnv2) = 159.05 kips
Axial weld capacity during shear and axial load, phi * Rna = 0.75 * 2.13 * 14.50 * (3.94 + 3.94) * sin(26.57) = 81.77 kips

159.05 kips >= Reaction V = 30.00 kips (OK)
81.77 kips >= Axial T/C = 15.00 kips (OK)