bcw.s.sa.00008.00008

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W18X40
Column profile: W14X120
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: 42.93 kips
Axial Capacity T/C: 21.47/-21.47 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: 16.62 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 = 7.62 in.
Beam centerline setback = 7.62 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: 9.12 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 = 12.12 in.
Angle = 0.00 deg.
C = 4.87
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 * 4.87 = 46.24 kips


Bolt Shear Capacity at Combined Shear and Axial Load:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 12.12 in.
Angle = 26.57 deg.
C = 5.25
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 * 5.25 = 48.00 kips

Shear Capacity = (phi)Rn * cos(Angle) = 48.00 * 0.89 = 42.93 kips
Axial Capacity = (phi)Rn * sin(Angle) = 48.00 * 0.45 = 21.47 kips

Total Vertical Bolt Shear Capacity = min(Shear Load Only, Shear and Axial Load) = min(46.24, 42.93) = 42.93 kips
42.93 kips >= Reaction V = 30.00 kips (OK)

Bolt Shear Axial Capacity at Shear and Axial Load = 21.47 kips
21.47 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 = (2.06, -0.00)
At Row 1, At Column 1:
Ribolt = 9.32 kips
Ri vector at Beam   = <7.12, 6.01>
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 = 78.24 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, 78.24, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-7.12, -6.01>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.31 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 * 11.31 * 0.38 * 65.00 = 248.10 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, 248.10, 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   = <8.66, 2.98>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 8.82 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 * 8.82 * (0.32/1) * 65.00 = 162.58 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, 162.58, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-8.66, -2.98>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.29 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 * 12.29 * 0.38 * 65.00 = 269.68 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, 269.68, 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 = 9.11 kips
Ri vector at Beam   = <9.00, -1.41>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 96.11 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 * 96.11 * (0.32/1) * 65.00 = 1771.05 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, 1771.05, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-9.00, 1.41>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 7.59 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 * 7.59 * 0.38 * 65.00 = 166.52 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(43.88, 166.52, 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 / 9.11 = 3.03

At Row 2, At Column 1:
Ribolt = 9.08 kips
Ri vector at Beam   = <4.63, 7.81>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.57 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 * 6.57 * (0.32/1) * 65.00 = 121.04 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, 121.04, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-4.63, -7.81>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 11.44 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 * 11.44 * 0.38 * 65.00 = 251.02 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, 251.02, 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 / 9.08 = 3.05

At Row 2, At Column 2:
Ribolt = 8.36 kips
Ri vector at Beam   = <6.89, 4.73>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 10.18 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 * 10.18 * (0.32/1) * 65.00 = 187.68 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, 187.68, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-6.89, -4.73>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 14.11 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 * 14.11 * 0.38 * 65.00 = 309.48 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, 309.48, 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 3:
Ribolt = 8.07 kips
Ri vector at Beam   = <7.70, -2.41>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 39.49 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 * 39.49 * (0.32/1) * 65.00 = 727.69 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, 727.69, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-7.70, 2.41>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 13.72 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 * 13.72 * 0.38 * 65.00 = 301.08 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, 301.08, 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 / 8.07 = 3.43

At Row 3, At Column 1:
Ribolt = 8.89 kips
Ri vector at Beam   = <0.00, 8.89>
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, -8.89>
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 / 8.89 = 3.11

At Row 3, At Column 2:
Ribolt = 7.11 kips
Ri vector at Beam   = <0.00, 7.11>
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, -7.11>
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 / 7.11 = 3.89

At Row 3, At Column 3:
Ribolt = 5.19 kips
Ri vector at Beam   = <0.00, -5.19>
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, 5.19>
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 / 5.19 = 5.33

At Row 4, At Column 1:
Ribolt = 9.08 kips
Ri vector at Beam   = <-4.63, 7.81>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.54 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 * 2.54 * (0.32/1) * 65.00 = 46.73 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, 46.73, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <4.63, -7.81>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.47 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 * 4.47 * 0.38 * 65.00 = 98.02 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, 98.02, 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 / 9.08 = 3.05

At Row 4, At Column 2:
Ribolt = 8.36 kips
Ri vector at Beam   = <-6.89, 4.73>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.05 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 * 5.05 * (0.32/1) * 65.00 = 93.15 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, 93.15, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <6.89, -4.73>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.85 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 * 4.85 * 0.38 * 65.00 = 106.49 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, 106.49, 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 4, At Column 3:
Ribolt = 8.07 kips
Ri vector at Beam   = <-7.70, -2.41>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.45 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 * 7.45 * (0.32/1) * 65.00 = 137.32 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, 137.32, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <7.70, 2.41>
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 = 22.98 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, 22.98, 32.91) = 22.98 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 22.98) = 22.98 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.98 / 8.07 = 2.85

At Row 5, At Column 1:
Ribolt = 9.32 kips
Ri vector at Beam   = <-7.12, 6.01>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.56 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 * 1.56 * (0.32/1) * 65.00 = 28.68 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, 28.68, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <7.12, -6.01>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.31 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 * 1.31 * 0.38 * 65.00 = 28.70 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, 28.70, 32.91) = 28.70 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 28.70) = 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   = <-8.66, 2.98>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.35 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 * 4.35 * (0.32/1) * 65.00 = 80.20 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, 80.20, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <8.66, -2.98>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 3.32 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 * 3.32 * 0.38 * 65.00 = 72.76 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, 72.76, 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 = 9.11 kips
Ri vector at Beam   = <-9.00, -1.41>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.18 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 * 7.18 * (0.32/1) * 65.00 = 132.40 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, 132.40, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <9.00, 1.41>
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 = 22.20 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, 22.20, 32.91) = 22.20 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 22.20) = 22.20 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.20 / 9.11 = 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, 3.43, 3.11, 3.89, 5.33, 
       3.05, 3.31, 2.85, 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 = (2.00, 1.28)
At Row 1, At Column 1:
Ribolt = 8.78 kips
Ri vector at Beam   = <6.26, 6.63>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.72 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 * 3.72 * (0.32/1) * 65.00 = 68.54 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, 68.54, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-6.03, -6.39>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.74 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 * 12.74 * 0.38 * 65.00 = 279.38 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, 279.38, 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 / 8.78 = 3.15

At Row 1, At Column 2:
Ribolt = 8.42 kips
Ri vector at Beam   = <8.05, 3.41>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.28 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 * 7.28 * (0.32/1) * 65.00 = 134.18 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(57.42, 134.18, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-7.76, -3.29>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.63 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 * 12.63 * 0.38 * 65.00 = 276.99 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, 276.99, 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 / 8.42 = 3.28

At Row 1, At Column 3:
Ribolt = 8.33 kips
Ri vector at Beam   = <8.46, -1.79>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 71.52 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 * 71.52 * (0.32/1) * 65.00 = 1318.03 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, 1318.03, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-8.15, 1.73>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 5.52 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 * 5.52 * 0.38 * 65.00 = 121.17 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, 121.17, 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 / 8.33 = 3.32

At Row 2, At Column 1:
Ribolt = 8.47 kips
Ri vector at Beam   = <2.86, 8.31>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.94 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 * 5.94 * (0.32/1) * 65.00 = 109.44 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, 109.44, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-2.75, -8.01>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 10.41 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 * 10.41 * 0.38 * 65.00 = 228.37 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, 228.37, 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 / 8.47 = 3.26

At Row 2, At Column 2:
Ribolt = 7.14 kips
Ri vector at Beam   = <4.83, 5.62>
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 = 138.33 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, 138.33, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-4.66, -5.42>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.98 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 * 12.98 * 0.38 * 65.00 = 284.79 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, 284.79, 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 = 6.48 kips
Ri vector at Beam   = <5.82, -3.38>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 23.28 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 * 23.28 * (0.32/1) * 65.00 = 429.01 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, 429.01, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <-5.61, 3.26>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.88 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 * 7.88 * 0.38 * 65.00 = 172.90 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, 172.90, 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 / 6.48 = 4.26

At Row 3, At Column 1:
Ribolt = 8.43 kips
Ri vector at Beam   = <-2.17, 8.48>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 5.64 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 * 5.64 * (0.32/1) * 65.00 = 103.98 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(40.31, 103.98, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <2.09, -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 = 154.98 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(47.99, 154.98, 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 / 8.43 = 3.28

At Row 3, At Column 2:
Ribolt = 6.90 kips
Ri vector at Beam   = <-3.86, 6.03>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.94 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 * 7.94 * (0.32/1) * 65.00 = 146.38 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, 146.38, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <3.72, -5.81>
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 = 172.60 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(66.90, 172.60, 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 / 6.90 = 4.01

At Row 3, At Column 3:
Ribolt = 6.00 kips
Ri vector at Beam   = <-4.91, -3.83>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.11 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 * 9.11 * (0.32/1) * 65.00 = 167.86 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, 167.86, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <4.73, 3.69>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.27 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 * 1.27 * 0.38 * 65.00 = 27.83 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, 27.83, 32.91) = 27.83 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 27.83) = 27.64 kips/bolt
Bolt Shear Demand to Bearing ratio = 27.64 / 6.00 = 4.61

At Row 4, At Column 1:
Ribolt = 8.74 kips
Ri vector at Beam   = <-5.90, 6.89>
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 = 35.02 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, 35.02, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <5.68, -6.64>
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 = 110.99 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, 110.99, 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 = 8.30 kips
Ri vector at Beam   = <-7.80, 3.65>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.56 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 * 4.56 * (0.32/1) * 65.00 = 84.05 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, 84.05, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <7.52, -3.51>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.42 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 * 4.42 * 0.38 * 65.00 = 96.87 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, 96.87, 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 / 8.30 = 3.33

At Row 4, At Column 3:
Ribolt = 8.18 kips
Ri vector at Beam   = <-8.26, -1.93>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.30 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 * 7.30 * (0.32/1) * 65.00 = 134.44 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(40.31, 134.44, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <7.96, 1.86>
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 = 22.53 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, 22.53, 32.91) = 22.53 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 22.53) = 22.53 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.53 / 8.18 = 2.75

At Row 5, At Column 1:
Ribolt = 8.98 kips
Ri vector at Beam   = <-7.68, 5.27>
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 = 26.05 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, 26.05, 27.64) = 26.05 kips/bolt
Ri vector at Shear Plate   = <7.40, -5.08>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.60 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 * 1.60 * 0.38 * 65.00 = 35.13 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, 35.13, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(26.05, 32.91) = 26.05 kips/bolt
Bolt Shear Demand to Bearing ratio = 26.05 / 8.98 = 2.90

At Row 5, At Column 2:
Ribolt = 8.87 kips
Ri vector at Beam   = <-8.87, 2.44>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.26 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 * 4.26 * (0.32/1) * 65.00 = 78.51 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, 78.51, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <8.55, -2.35>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.15 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 * 4.15 * 0.38 * 65.00 = 91.01 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, 91.01, 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, -1.25>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.16 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 * 7.16 * (0.32/1) * 65.00 = 132.02 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, 132.02, 27.64) = 27.64 kips/bolt
Ri vector at Shear Plate   = <8.76, 1.20>
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 = 22.14 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(43.88, 22.14, 32.91) = 22.14 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(27.64, 22.14) = 22.14 kips/bolt
Bolt Shear Demand to Bearing ratio = 22.14 / 8.85 = 2.50

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical and axial tension
 = min(1.00, 3.15, 3.28, 3.32, 3.26, 3.87, 4.26, 3.28, 4.01, 4.61, 
       3.16, 3.33, 2.75, 2.90, 3.12, 2.50) = 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 * 46.24 = 46.24 kips

Bearing Capacity at Vertical and Axial Tension Load, Rbvt = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 1.00 * 48.00 = 48.00 kips
Vertical Bearing Capacity at shear and axial load, Rbv2 = Rbvt * cos(Angle) = 48.00 * cos(26.57) = 42.93 kips
Axial Bearing Capacity at shear and axial load, Rba = Rbvt * sin(Angle) = 48.00 * sin(26.57) = 21.47 kips
Overall vertical Bearing Capacity Rbv = min(Rbv1, Rbv2) = min(46.24, 42.93) = 42.93 kips
Rbv = 42.93 kips >= Reaction V = 30.00 kips (OK)
Rba = 21.47 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 = 9.12 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 / 9.12 = 73.37 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 14.50 in.
c = 9.12 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 * (14.50/9.12)^2 )^0.5) = 0.80
When 0.70 < lambda <= 1.41, Q=1.34 - 0.49 * lambda
Q = 0.95
Fcrmin =phi * Fcr = 0.90 * 50.00 * 0.95 = 42.91 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 42.91 * 13.14 / 9.12 = 61.79 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 12.12 in.
Zgross = 19.71
Znet = 13.73
Mr = Vr * e = 30.00 * 12.12 = 363.75 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 + 363.75 / 886.99)^2 = 0.26 <= 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 * 12.12 / 0.11 = 134.41
KL/r > 25 use Equations E3-1 to E3-4:
Fe = E * pi^2 / (KL/r)^2 = 29000.00 * pi^2 / (134.41)^2 = 15.84 ksi
When KL/r > 4.71 * (E/(Qs*Fypl))^0.5
Fcr = 0.88 * Fe = 0.88 * 15.84 = 13.89 ksi
Compression Yielding = min(Fcr,Fypl) * Ag * phi = 13.89 * 5.44 * 0.90 = 68.00 kips
68.00 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 * 9.12 = 273.75 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, 47.68) = 845.75 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 / 68.00) + (8 / 9) * ((273.75 / 845.75) + (5.17 / 22.94)) = 0.22 <= 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) = 273.75 / 19.71 = 13.89 ksi
Axial Stress on Net Section due to Moment (shear) = 273.75 / 13.73 = 19.93 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 + 13.89 = 26.80 ksi
Axial Stress on Net Section (total) = 3.95 + 14.54 + 19.93 = 38.42 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 + (26.80 / 45.00 )^2 = 0.39 <= 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 + (38.42 / 48.75 )^2 = 0.69 <= 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 / 9.12^2 = 38.95 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 * 0.59^2 / 4 = 4.35 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 * 4.35 * (4 * (2 * 11.42 * 5.87 * 5.18 * (5.87 + 5.18))^0.5 + 14.50 * (5.87 + 5.18)) / 5.87 / 5.18 = 65.79 kips
65.79 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 )
 = 0.59 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 6.20 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.94, 6.20, 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)