bcw.s.s.02200.02200

SHEAR PLATE CONNECTION SUMMARY

NOTE: DESIGNED WITH MEMBERS CHOSEN ON ONLY ONE SIDE OF SUPPORT

Filler Beam profile: W18X60
Column profile: W14X145
Slope: 0.00 deg.
Skew: 67.90
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 21.58 ft.
Reaction, V: 27.00 kips
Shear Capacity, Rn: 34.23 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: 15.88 in. x 11.50 in. x 0.50 in.
Configuration Geometry:
Welds at shear plate to support: CJP - TC-U4a-GF, R = 0.25, a = 45
Bolt: 4 rows x 2 columns 0.75 in. Diameter A325N_TC bolts
Vertical spacing: 3.00 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 9.88 in.
Beam centerline setback = 10.17 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: 11.38 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 = 12.98 in.
Angle = 0.00 deg.
C = 1.91
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 1.91 = 34.23 kips


Total Vertical Bolt Shear Capacity = 34.23 kips
34.23 kips >= Reaction V = 27.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.05, -0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <15.27, 8.67>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.67 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.41/1) * 65.00 = 75.64 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.67 * (0.41/1) * 65.00 = 137.74 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(75.64, 137.74, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-15.27, -8.67>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.50 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.50 * 0.50 * 65.00 = 365.73 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 365.73, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 43.88) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.56 = 2.07

At Row 1, At Column 2:
Ribolt = 17.38 kips
Ri vector at Beam   = <17.30, -1.72>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 153.36 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.41/1) * 65.00 = 53.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 153.36 * (0.41/1) * 65.00 = 3723.32 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(53.11, 3723.32, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-17.30, 1.72>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 12.14 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.50 * 65.00 = 58.50 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.14 * 0.50 * 65.00 = 355.19 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(58.50, 355.19, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 43.88) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.38 = 2.10

At Row 2, At Column 1:
Ribolt = 16.44 kips
Ri vector at Beam   = <8.33, 14.17>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.55 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.41/1) * 65.00 = 75.64 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.55 * (0.41/1) * 65.00 = 159.09 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(75.64, 159.09, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-8.33, -14.17>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.94 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.94 * 0.50 * 65.00 = 232.18 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 232.18, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 43.88) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 16.44 = 2.22

At Row 2, At Column 2:
Ribolt = 14.03 kips
Ri vector at Beam   = <13.44, -4.01>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 42.31 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.41/1) * 65.00 = 75.64 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 42.31 * (0.41/1) * 65.00 = 1027.23 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(75.64, 1027.23, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-13.44, 4.01>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 14.36 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 14.36 * 0.50 * 65.00 = 420.02 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 420.02, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 43.88) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 14.03 = 2.60

At Row 3, At Column 1:
Ribolt = 16.44 kips
Ri vector at Beam   = <-8.33, 14.17>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 2.55 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.41/1) * 65.00 = 75.64 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.55 * (0.41/1) * 65.00 = 62.03 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(75.64, 62.03, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <8.33, -14.17>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.46 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.46 * 0.50 * 65.00 = 130.40 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 130.40, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 43.88) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 16.44 = 2.22

At Row 3, At Column 2:
Ribolt = 14.03 kips
Ri vector at Beam   = <-13.44, -4.01>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.29 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.41/1) * 65.00 = 75.64 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.29 * (0.41/1) * 65.00 = 104.14 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(75.64, 104.14, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <13.44, 4.01>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.04 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.04 * 0.50 * 65.00 = 30.52 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 30.52, 43.88) = 30.52 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 30.52) = 30.52 kips/bolt
Bolt Shear Demand to Bearing ratio = 30.52 / 14.03 = 2.18

At Row 4, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <-15.27, 8.67>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.32 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.41/1) * 65.00 = 75.64 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.32 * (0.41/1) * 65.00 = 32.01 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(75.64, 32.01, 36.42) = 32.01 kips/bolt
Ri vector at Shear Plate   = <15.27, -8.67>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.96 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.50 * 65.00 = 89.21 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.96 * 0.50 * 65.00 = 57.28 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(89.21, 57.28, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(32.01, 43.88) = 32.01 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.01 / 17.56 = 1.82

At Row 4, At Column 2:
Ribolt = 17.38 kips
Ri vector at Beam   = <-17.30, -1.72>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.12 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.41/1) * 65.00 = 53.11 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.12 * (0.41/1) * 65.00 = 99.93 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.41/1) * 65.00 = 36.42 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(53.11, 99.93, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <17.30, 1.72>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.00 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.50 * 65.00 = 58.50 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.00 * 0.50 * 65.00 = 29.39 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.50 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(58.50, 29.39, 43.88) = 29.39 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 29.39) = 29.39 kips/bolt
Bolt Shear Demand to Bearing ratio = 29.39 / 17.38 = 1.69

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 2.07, 2.10, 2.22, 2.60, 2.22, 2.18, 1.82, 1.69) = 1.00

BEARING AT BEAM AND SHEAR PLATE SIDE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 1.00 * 34.23 = 34.23 kips
Rbv = 34.23 kips >= Reaction V = 27.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 18.20 - 0.00 - 0.00 = 18.20 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 18.20 * 0.41 = 7.55 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 7.55 = 226.59 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (18.20 - (4 * 0.88)) * 0.41 = 6.10 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 6.10 = 178.44 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 for Axial T/C is not required.

Using AISC 14th Ed. Equation J4-3
Gross Area, Ag = 0.50 * 11.50 = 5.75 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 5.75 = 172.50 kips

172.50 kips >= Reaction V = 27.00 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (11.50 - (4 * (0.81 + 1/16))) * 0.50 = 4.00 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 4.00 = 117.00 kips

117.00 kips >= Reaction V = 27.00 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 = (11.50 - 1.25) = 10.25 in.
Net Shear Length = 10.25 - (3.50 * (0.81 + 0.06)) = 7.19 in.
Gross Tension Length = (3.00 + 1.50) = 4.50 in.
Net Tension Length = 4.50 - (1.50 * (1.00 + 0.06)) = 2.91 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 65.00 * 7.19) + (0.50 * 65.00 * 2.91)) = 140.54 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 50.00 * 10.25) + (0.50 * 65.00 * 2.91)) = 150.74 kips
Block Shear = 140.54 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (11.50 - 1.25) = 20.50 in.
Net Shear Length = 2 * ( 10.25 - (3.50 * (0.81 + 0.06)) ) = 14.38 in.
Gross Tension Length = (3.00 + 1.50) - 1.50 = 3.00 in.
Net Tension Length = 3.00 - 1 * (1.00 + 0.06) = 1.94 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 65.00 * 14.38) + (0.50 * 65.00 * 1.94)) = 233.85 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 50.00 * 20.50) + (0.50 * 65.00 * 1.94)) = 254.24 kips
Block Shear = 233.85 kips
140.54 kips >= Reaction V = 27.00 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 11.48 in.
Zgross = 16.53 in^3
Znet   = 11.28 in^3
Sgross = 11.02 in^3
Snet   = 7.60 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 11.28 / 11.48 = 47.92 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.50 in.
ho = 11.50 in.
c = 11.48 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 11.50 * 50.00^0.5 / (10 * 0.50 * (475.00 + 280.00 * (11.50/11.48)^2 )^0.5) = 0.59
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =phi * Fcr = 0.90 * 50.00 * 1.00 = 45.00 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 45.00 * 11.02 / 11.48 = 43.21 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 12.98 in.
Zgross = 16.53
Znet = 16.53
Mr = Vr * e = 27.00 * 12.98 = 350.37 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 16.53 = 743.91 kips-in
Vr = 27.00 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 5.75 = 172.50 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (27.00 / 172.50)^2 + (350.37 / 743.91)^2 = 0.25 <= 1  (OK)

Note: Mn <= 1.6My by inspection

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 * 26.03 = 690.02 kips-in
tmax = 6 * 690.02 / (50.00 * 11.50^2) = 0.63 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 * 11.50 * 0.50^3 / 11.38^2 = 47.12 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 = 27.00 * ((0.44 + 0.50) / 2) = 12.66 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) - (27.00 / (11.50 * 0.50))) * 0.5 * 11.50 * 0.50^2 = 36.38 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

Strength of CJP weld at joint limited by support base material thickness: 
tsup = 0.68 in.
connection length, L = 11.50 in.
theta = atan(P/V) = atan( 0.00/27.00) = 0.00 deg. 
Support shear yielding, 
Using AISC 14th Ed. Equation J4-3
Shear Area, Ag = L * tsup = 11.50 * 0.68 = 7.82 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fy * Ag * 2 vplanes / #connectsides = 1.00 * 0.6 * 50.00 * 7.82 * 2.00 / 2.00 = 234.60 kips

Support shear rupture, 
Using AISC 14th Ed. Equation J4-4
Shear Area, An = L * tsup = 11.50 * 0.68 = 7.82 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fu * An * 2 vplanes / #connectsides = 0.75 * 0.6 * 65.00 * 7.82 * 2.00 / 2.00 = 228.74 kips

Support strength, (phi)Rn = min(shear yielding, shear rupture) = min(234.60, 228.74) = 228.74 kips
Vertical Capacity, Vcap = (phi)Rn * cos(theta) = 228.74 * cos(0.00) = 228.74 kips
228.74 kips >= Reaction V = 27.00 kips (OK)