bcw.s.s.02414.02414

SHEAR PLATE CONNECTION SUMMARY

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

Filler Beam profile: W16X31
Column profile: W14X120
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Span: 2.75 ft.
Reaction, V: 30.00 kips
Shear Capacity, Rn: 41.05 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: 14.62 in. x 12.00 in. x 0.38 in.
Shear Plate Detailing Height at Support: 12.00 in.
Shear Plate Detailing Width at Support: 7.00 in.
Stabilizer plate size: 12.50 in. x 7.00 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 1.00 in. Diameter A490N_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: 2.00 in.
Edge distance at top edge of plate: 1.50 in.
Edge distance at bottom edge of plate: 1.50 in.
Edge distance at vertical edge of beam: 2.00 in.
Horizontal distance to first hole: 9.62 in.
Down distance from top of filler beam flange: 3.00 in.
Holes in beam web: STD diameter = 1.06 in.
Holes in shear plate: SSL diameter = 1.06 in., slot width = 1.31 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 = 11.12 in.
Angle = 0.00 deg.
C = 2.20
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 40.06 * 2.20 = 88.15 kips


Total Vertical Bolt Shear Capacity = 88.15 kips
88.15 kips >= Reaction V = 30.00 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.21, -0.00)
At Row 1, At Column 1:
Ribolt = 39.32 kips
Ri vector at Beam   = <33.70, 20.26>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 5.29 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.76 * (0.28/1) * 65.00 = 44.44 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 5.29 * (0.28/1) * 65.00 = 85.13 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.28/1) * 65.00 = 32.18 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(44.44, 85.13, 32.18) = 32.18 kips/bolt
Ri vector at Shear Plate   = <-33.70, -20.26>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 10.46 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.67 * 0.38 * 65.00 = 58.67 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 10.46 * 0.38 * 65.00 = 229.57 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(58.67, 229.57, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(32.18, 43.88) = 32.18 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.18 / 39.32 = 0.82

At Row 1, At Column 2:
Ribolt = 38.85 kips
Ri vector at Beam   = <38.77, -2.54>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 196.74 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.28/1) * 65.00 = 31.17 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 196.74 * (0.28/1) * 65.00 = 3165.17 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.28/1) * 65.00 = 32.18 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(31.17, 3165.17, 32.18) = 31.17 kips/bolt
Ri vector at Shear Plate   = <-38.77, 2.54>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 11.99 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.69 * 0.38 * 65.00 = 37.02 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.99 * 0.38 * 65.00 = 263.13 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(37.02, 263.13, 43.88) = 37.02 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(31.17, 37.02) = 31.17 kips/bolt
Bolt Shear Demand to Bearing ratio = 31.17 / 38.85 = 0.80

At Row 2, At Column 1:
Ribolt = 36.99 kips
Ri vector at Beam   = <17.94, 32.35>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 6.33 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.76 * (0.28/1) * 65.00 = 44.44 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.33 * (0.28/1) * 65.00 = 101.83 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.28/1) * 65.00 = 32.18 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(44.44, 101.83, 32.18) = 32.18 kips/bolt
Ri vector at Shear Plate   = <-17.94, -32.35>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 7.97 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.67 * 0.38 * 65.00 = 58.67 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 7.97 * 0.38 * 65.00 = 174.81 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(58.67, 174.81, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(32.18, 43.88) = 32.18 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.18 / 36.99 = 0.87

At Row 2, At Column 2:
Ribolt = 31.02 kips
Ri vector at Beam   = <30.44, -5.98>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 50.79 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.28/1) * 65.00 = 31.17 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 50.79 * (0.28/1) * 65.00 = 817.10 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.28/1) * 65.00 = 32.18 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(31.17, 817.10, 32.18) = 31.17 kips/bolt
Ri vector at Shear Plate   = <-30.44, 5.98>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 12.20 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.69 * 0.38 * 65.00 = 37.02 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.20 * 0.38 * 65.00 = 267.60 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(37.02, 267.60, 43.88) = 37.02 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(31.17, 37.02) = 31.17 kips/bolt
Bolt Shear Demand to Bearing ratio = 31.17 / 31.02 = 1.00

At Row 3, At Column 1:
Ribolt = 36.99 kips
Ri vector at Beam   = <-17.94, 32.35>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 3.59 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.76 * (0.28/1) * 65.00 = 44.44 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.59 * (0.28/1) * 65.00 = 57.80 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.28/1) * 65.00 = 32.18 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(44.44, 57.80, 32.18) = 32.18 kips/bolt
Ri vector at Shear Plate   = <17.94, -32.35>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 4.54 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.67 * 0.38 * 65.00 = 58.67 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.54 * 0.38 * 65.00 = 99.56 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(58.67, 99.56, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(32.18, 43.88) = 32.18 kips/bolt
Bolt Shear Demand to Bearing ratio = 32.18 / 36.99 = 0.87

At Row 3, At Column 2:
Ribolt = 31.02 kips
Ri vector at Beam   = <-30.44, -5.98>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 4.56 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.28/1) * 65.00 = 31.17 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.56 * (0.28/1) * 65.00 = 73.43 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.28/1) * 65.00 = 32.18 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(31.17, 73.43, 32.18) = 31.17 kips/bolt
Ri vector at Shear Plate   = <30.44, 5.98>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 1.37 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.69 * 0.38 * 65.00 = 37.02 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.37 * 0.38 * 65.00 = 30.04 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(37.02, 30.04, 43.88) = 30.04 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(31.17, 30.04) = 30.04 kips/bolt
Bolt Shear Demand to Bearing ratio = 30.04 / 31.02 = 0.97

At Row 4, At Column 1:
Ribolt = 39.32 kips
Ri vector at Beam   = <-33.70, 20.26>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 1.80 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.76 * (0.28/1) * 65.00 = 44.44 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.80 * (0.28/1) * 65.00 = 29.00 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.28/1) * 65.00 = 32.18 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(44.44, 29.00, 32.18) = 29.00 kips/bolt
Ri vector at Shear Plate   = <33.70, -20.26>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 2.15 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.67 * 0.38 * 65.00 = 58.67 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 2.15 * 0.38 * 65.00 = 47.07 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(58.67, 47.07, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(29.00, 43.88) = 29.00 kips/bolt
Bolt Shear Demand to Bearing ratio = 29.00 / 39.32 = 0.74

At Row 4, At Column 2:
Ribolt = 38.85 kips
Ri vector at Beam   = <-38.77, -2.54>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 4.48 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.28/1) * 65.00 = 31.17 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.48 * (0.28/1) * 65.00 = 72.07 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.28/1) * 65.00 = 32.18 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(31.17, 72.07, 32.18) = 31.17 kips/bolt
Ri vector at Shear Plate   = <38.77, 2.54>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 1.35 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.69 * 0.38 * 65.00 = 37.02 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.35 * 0.38 * 65.00 = 29.54 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.38 * 65.00 = 43.88 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(37.02, 29.54, 43.88) = 29.54 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(31.17, 29.54) = 29.54 kips/bolt
Bolt Shear Demand to Bearing ratio = 29.54 / 38.85 = 0.76

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 0.82, 0.80, 0.87, 1.00, 0.87, 0.97, 0.74, 0.76) = 0.74

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 = 0.74 * 88.15 = 65.01 kips
Rbv = 65.01 kips >= Reaction V = 30.00 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 15.90 - 0.00 - 0.00 = 15.90 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 15.90 * 0.28 = 4.37 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 4.37 = 131.18 kips
131.18 kips >= Reaction V = 30.00 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (15.90 - (4 * 1.12)) * 0.28 = 3.14 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 3.14 = 91.70 kips
91.70 kips >= Reaction V = 30.00 kips (OK)


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 * 12.00 = 4.50 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 4.50 = 135.00 kips
135.00 kips >= Reaction V = 30.00 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (12.00 - (4 * (1.06 + 1/16))) * 0.38 = 2.81 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 2.81 = 82.27 kips
82.27 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 = (12.00 - 1.50) = 10.50 in.
Net Shear Length = 10.50 - (3.50 * (1.06 + 0.06)) = 6.56 in.
Gross Tension Length = (3.00 + 2.00) = 5.00 in.
Net Tension Length = 5.00 - (1.50 * (1.31 + 0.06)) = 2.94 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 6.56) + (0.50 * 65.00 * 2.94)) = 98.84 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 10.50) + (0.50 * 65.00 * 2.94)) = 115.45 kips
Block Shear = 98.84 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (12.00 - 1.50) = 21.00 in.
Net Shear Length = 2 * ( 10.50 - (3.50 * (1.06 + 0.06)) ) = 13.12 in.
Gross Tension Length = (3.00 + 2.00) - 2.00 = 3.00 in.
Net Tension Length = 3.00 - 1 * (1.31 + 0.06) = 1.62 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 65.00 * 13.12) + (0.50 * 65.00 * 1.62)) = 158.82 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.38 * ((0.60 * 50.00 * 21.00) + (0.50 * 65.00 * 1.62)) = 192.05 kips
Block Shear = 158.82 kips
98.84 kips >= Reaction V = 30.00 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 9.62 in.
Zgross = 13.50 in^3
Znet   = 8.44 in^3
Sgross = 9.00 in^3
Snet   = 5.84 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 8.44 / 9.62 = 42.74 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.38 in.
ho = 12.00 in.
c = 9.62 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 12.00 * 50.00^0.5 / (10 * 0.38 * (475.00 + 280.00 * (12.00/9.62)^2 )^0.5) = 0.75
When 0.70 < lambda <= 1.41, Q=1.34 - 0.49 * lambda
Q = 0.98
Fcrmin =phi * Fcr = 0.90 * 50.00 * 0.98 = 43.90 ksi

Using AISC 14th Ed. Equation 9-6
Buckling = Fcr * Sgross / e = 43.90 * 9.00 / 9.62 = 41.05 kips

Interaction Check of Flexural Yielding:
Using AISC 14th Ed. Equation 10-5
Eccentricity at CG of Bolt Group, e = 11.12 in.
Zgross = 13.50
Znet = 13.50
Mr = Vr * e = 30.00 * 11.12 = 333.75 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 13.50 = 607.50 kips-in
Vr = 30.00 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 4.50 = 135.00 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (30.00 / 135.00)^2 + (333.75 / 607.50)^2 = 0.35 <= 1  (OK)

Note: Mn <= 1.6My by inspection

MAXIMUM PLATE THICKNESS:
No of bolt columns = 2
tp  < = db/2 + 1/16 = 0.38 <= 0.56 OK
tw  < = db/2 + 1/16 = 0.28 <= 0.56 OK
Leh(plate) >= 2 * db = 2.00 >= 2.00 OK
Leh(bm) >= 2 * db = 2.00 >= 2.00 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 * 12.00 * 0.38^3 / 9.62^2 = 28.97 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 = 30.00 * ((0.25 + 0.38) / 2) = 9.38 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 / (12.00 * 0.38))) * 0.5 * 12.00 * 0.38^2 = 19.69 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 11.00 in.
Shear Load per inch per weld, fv = R/Lv/2 = 30.00 / 11.00 / 2 = 1.36 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) = 1.36 / (0.75 * 1.86) = 0.98/16

Minimum fillet weld size : 
   At shear only load case = 0.06 in.
   per Table J2.4     = 0.19 in.
   5/8tp              = 0.23 in.
   user preference    = 0.25 in.

Dmax1 (using AISC 14th Ed. eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.09)
 = 0.38 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 3.94 
Dmax2 (using AISC 14th Ed. eqn 9-3)
 = twcol * 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 * 11.00 * (3.94 + 3.94) = 120.66 kips

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