bcw.s.s.02153.02153

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W16X26
Column profile: W14X99
Slope: 0.96 deg.
Skew: 90.00
Vertical Offset: 0.00
Horizontal Offset: 0.00
Span: 12.38 ft.
Reaction, V: 35.00 kips
Shear Capacity, Rn: 38.60 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
Stabilizer plate grade: A572-GR.50
Shear Plate Size: 14.00 in. x 11.50 in. x 0.38 in.
Shear Plate Detailing Height at Support: 11.50 in.
Shear Plate Detailing Width at Support: 7.06 in.
Stabilizer plate size: 12.50 in. x 7.06 in. x 0.50 in.
(Required due to user requirement)
Configuration Geometry:
Welds at shear plate to support: 4/16 FILLET, 4/16 FILLET
Welds at stabilizer plate :
at column flange: 4/16 FILLET, 4/16 FILLET
at column web: 4/16 FILLET, 4/16 FILLET
at shear plate: 4/16 FILLET, 4/16 FILLET
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 = 7.70 in.
Beam centerline setback = 7.70 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 at top bolt: 1.75 in.
Edge distance at vertical edge of beam at bottom bolt: 1.60 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 = 11.00 in.
Angle = 0.00 deg.
C = 2.22
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 2.22 = 39.78 kips


Total Vertical Bolt Shear Capacity = 39.78 kips
39.78 kips >= Reaction V = 35.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.22, -0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <15.03, 9.08>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.57 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.25/1) * 65.00 = 45.57 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.57 * (0.25/1) * 65.00 = 81.39 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.25/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(45.57, 81.39, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <-15.03, -9.08>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 10.51 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 * 10.51 * 0.38 * 65.00 = 230.64 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, 230.64, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(21.94, 32.91) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 17.56 = 1.25

At Row 1, At Column 2:
Ribolt = 17.35 kips
Ri vector at Beam   = <17.32, -1.09>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 158.63 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.25/1) * 65.00 = 31.99 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 158.63 * (0.25/1) * 65.00 = 2320.08 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.25/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(31.99, 2320.08, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <-17.32, 1.09>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 12.02 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 * 12.02 * 0.38 * 65.00 = 263.78 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, 263.78, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(21.94, 32.91) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 17.35 = 1.26

At Row 2, At Column 1:
Ribolt = 16.53 kips
Ri vector at Beam   = <7.99, 14.47>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.51 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.25/1) * 65.00 = 45.57 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.51 * (0.25/1) * 65.00 = 95.24 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.25/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(45.57, 95.24, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <-7.99, -14.47>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.82 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 * 7.82 * 0.38 * 65.00 = 171.50 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, 171.50, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(21.94, 32.91) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 16.53 = 1.33

At Row 2, At Column 2:
Ribolt = 13.85 kips
Ri vector at Beam   = <13.61, -2.57>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 47.39 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.25/1) * 65.00 = 31.99 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 47.39 * (0.25/1) * 65.00 = 693.07 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.25/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(31.99, 693.07, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <-13.61, 2.57>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 12.21 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 * 12.21 * 0.38 * 65.00 = 267.90 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(43.88, 267.90, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(21.94, 32.91) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 13.85 = 1.58

At Row 3, At Column 1:
Ribolt = 16.53 kips
Ri vector at Beam   = <-7.99, 14.47>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.01 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.25/1) * 65.00 = 45.57 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.01 * (0.25/1) * 65.00 = 43.97 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.25/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(45.57, 43.97, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <7.99, -14.47>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.39 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 * 4.39 * 0.38 * 65.00 = 96.32 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, 96.32, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(21.94, 32.91) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 16.53 = 1.33

At Row 3, At Column 2:
Ribolt = 13.85 kips
Ri vector at Beam   = <-13.61, -2.57>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.26 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.25/1) * 65.00 = 31.99 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.26 * (0.25/1) * 65.00 = 62.29 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.25/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(31.99, 62.29, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <13.61, 2.57>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 1.02 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 * 1.02 * 0.38 * 65.00 = 22.33 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, 22.33, 32.91) = 22.33 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(21.94, 22.33) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 13.85 = 1.58

At Row 4, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <-15.03, 9.08>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.42 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.25/1) * 65.00 = 45.57 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.42 * (0.25/1) * 65.00 = 20.79 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.25/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(45.57, 20.79, 21.94) = 20.79 kips/bolt
Ri vector at Shear Plate   = <15.03, -9.08>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.83 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 * 1.83 * 0.38 * 65.00 = 40.24 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(66.90, 40.24, 32.91) = 32.91 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(20.79, 32.91) = 20.79 kips/bolt
Bolt Shear Demand to Bearing ratio = 20.79 / 17.56 = 1.18

At Row 4, At Column 2:
Ribolt = 17.35 kips
Ri vector at Beam   = <-17.32, -1.09>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 4.15 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.25/1) * 65.00 = 31.99 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.15 * (0.25/1) * 65.00 = 60.65 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.25/1) * 65.00 = 21.94 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(31.99, 60.65, 21.94) = 21.94 kips/bolt
Ri vector at Shear Plate   = <17.32, 1.09>
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 * 0.38 * 65.00 = 43.88 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.00 * 0.38 * 65.00 = 21.98 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(43.88, 21.98, 32.91) = 21.98 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(21.94, 21.98) = 21.94 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.94 / 17.35 = 1.26

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.25, 1.26, 1.33, 1.58, 1.33, 1.58, 1.18, 1.26) = 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 * 39.78 = 39.78 kips
Rbv = 39.78 kips >= Reaction V = 35.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 15.70 - 0.00 - 0.00 = 15.70 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 15.70 * 0.25 = 3.92 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 3.92 = 117.75 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (15.70 - (4 * 0.88)) * 0.25 = 3.05 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 3.05 = 89.21 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 = 0.38 * 11.50 = 4.31 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 4.31 = 129.38 kips

129.38 kips >= Reaction V = 35.00 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (11.50 - (4 * (0.81 + 1/16))) * 0.38 = 3.00 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 3.00 = 87.75 kips

87.75 kips >= Reaction V = 35.00 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 * 0.38 * ((0.60 * 65.00 * 7.19) + (0.50 * 65.00 * 2.91)) = 105.41 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 10.25) + (0.50 * 65.00 * 2.91)) = 113.05 kips
Block Shear = 105.41 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 * 0.38 * ((0.60 * 65.00 * 14.38) + (0.50 * 65.00 * 1.94)) = 175.39 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 20.50) + (0.50 * 65.00 * 1.94)) = 190.68 kips
Block Shear = 175.39 kips
105.41 kips >= Reaction V = 35.00 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 9.50 in.
Zgross = 12.40 in^3
Znet   = 8.46 in^3
Sgross = 8.27 in^3
Snet   = 5.70 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 8.46 / 9.50 = 43.42 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 11.50 in.
c = 9.50 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 11.50 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (11.50/9.50)^2 )^0.5) = 0.73
When 0.70 < lambda <= 1.41, Q=1.34 - 0.49 * lambda
Q = 0.99
Fcrmin =phi * Fcr = 0.90 * 50.00 * 0.99 = 44.36 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 44.36 * 8.27 / 9.50 = 38.60 kips

Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity at CG of Bolt Group, e = 11.00 in.
Zgross = 12.40
Znet = 12.40
Mr = Vr * e = 35.00 * 11.00 = 385.00 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 12.40 = 557.93 kips-in
Vr = 35.00 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 4.31 = 129.38 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (35.00 / 129.38)^2 + (385.00 / 557.93)^2 = 0.55 <= 1  (OK)

Note: Mn <= 1.6My by inspection

MAXIMUM PLATE THICKNESS:
No of bolt columns = 2
tp  < = db/2 + 1/16 = 0.38 <= 0.44 OK
tw  < = db/2 + 1/16 = 0.25 <= 0.44 OK
Leh(plate) >= 2 * db = 1.50 >= 1.50 OK
Leh(bm) >= 2 * db = 1.60 >= 1.50 OK
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 * 0.38^3 / 9.50^2 = 28.50 kips
Stabilizer Plate Required for lateral displacement

Torsional Strength:
Using AISC 14th Ed. Equation 10-8 and 10-7
Required, Mta or Mtu = Ru * (tw + tp) /2 = 35.00 * ((0.25 + 0.38) / 2) = 10.94 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) - (35.00 / (11.50 * 0.38))) * 0.5 * 11.50 * 0.38^2 = 17.70 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 10.50 in.
Shear Load per inch per weld, fv = R/Lv/2 = 35.00 / 10.50 / 2 = 1.67 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) = 1.67 / (0.75 * 1.86) = 1.20/16

Minimum fillet weld size : 
   At shear only load case = 0.07 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 )
 = 0.48 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 5.10 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(3.94, 5.10, 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 * 10.50 * (3.94 + 3.94) = 115.17 kips

115.17 kips >= Reaction V = 35.00 kips (OK)