bcw.s.s.02421.02421

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 in.
Horizontal Offset: 0.00 in.
Span: 21.58 ft.
Reaction, V: 85.50 kips
Shear Capacity, Rn: 106.33 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: 16.75 in. x 15.00 in. x 0.75 in.
Shear Plate Detailing Height at Support: 15.00 in.
Shear Plate Detailing Width at Support: 7.69 in.
Stabilizer plate size: 12.50 in. x 7.38 in. x 0.50 in.
(Required due to user requirement)
Configuration Geometry:
Welds at shear plate to support: CJP - TC-U4a-GF, R = 0.25, a = 45
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: 5 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 = 9.75 in.
Beam centerline setback = 10.14 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: 11.75 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 = 13.40 in.
Angle = 0.00 deg.
C = 2.73
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 40.06 * 2.73 = 109.17 kips


Total Vertical Bolt Shear Capacity = 109.17 kips
109.17 kips >= Reaction V = 85.50 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.40, -0.00)
At Row 1, At Column 1:
Ribolt = 39.32 kips
Ri vector at Beam   = <35.41, 17.09>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 6.37 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.76 * (0.41/1) * 65.00 = 67.06 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.37 * (0.41/1) * 65.00 = 154.67 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.41/1) * 65.00 = 48.56 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(67.06, 154.67, 48.56) = 48.56 kips/bolt
Ri vector at Shear Plate   = <-35.41, -17.09>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 12.32 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.67 * 0.75 * 65.00 = 117.35 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.32 * 0.75 * 65.00 = 540.48 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(117.35, 540.48, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.56, 87.75) = 48.56 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.56 / 39.32 = 1.24

At Row 1, At Column 2:
Ribolt = 39.01 kips
Ri vector at Beam   = <39.01, -0.68>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 875.46 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.41/1) * 65.00 = 47.04 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 875.46 * (0.41/1) * 65.00 = 21254.61 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.41/1) * 65.00 = 48.56 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(47.04, 21254.61, 48.56) = 47.04 kips/bolt
Ri vector at Shear Plate   = <-39.01, 0.68>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 14.10 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.69 * 0.75 * 65.00 = 74.04 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 14.10 * 0.75 * 65.00 = 618.47 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(74.04, 618.47, 87.75) = 74.04 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(47.04, 74.04) = 47.04 kips/bolt
Bolt Shear Demand to Bearing ratio = 47.04 / 39.01 = 1.21

At Row 2, At Column 1:
Ribolt = 37.36 kips
Ri vector at Beam   = <26.88, 25.95>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 8.11 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.76 * (0.41/1) * 65.00 = 67.06 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.11 * (0.41/1) * 65.00 = 196.85 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.41/1) * 65.00 = 48.56 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(67.06, 196.85, 48.56) = 48.56 kips/bolt
Ri vector at Shear Plate   = <-26.88, -25.95>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 14.35 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.67 * 0.75 * 65.00 = 117.35 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 14.35 * 0.75 * 65.00 = 629.78 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(117.35, 629.78, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.56, 87.75) = 48.56 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.56 / 37.36 = 1.30

At Row 2, At Column 2:
Ribolt = 35.04 kips
Ri vector at Beam   = <35.01, -1.22>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 351.18 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.41/1) * 65.00 = 47.04 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 351.18 * (0.41/1) * 65.00 = 8525.94 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.41/1) * 65.00 = 48.56 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(47.04, 8525.94, 48.56) = 47.04 kips/bolt
Ri vector at Shear Plate   = <-35.01, 1.22>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 14.10 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.69 * 0.75 * 65.00 = 74.04 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 14.10 * 0.75 * 65.00 = 618.75 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(74.04, 618.75, 87.75) = 74.04 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(47.04, 74.04) = 47.04 kips/bolt
Bolt Shear Demand to Bearing ratio = 47.04 / 35.04 = 1.34

At Row 3, At Column 1:
Ribolt = 34.74 kips
Ri vector at Beam   = <0.00, 34.74>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 8.47 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.41/1) * 65.00 = 47.04 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.47 * (0.41/1) * 65.00 = 205.61 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.41/1) * 65.00 = 48.56 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(47.04, 205.61, 48.56) = 47.04 kips/bolt
Ri vector at Shear Plate   = <-0.00, -34.74>
Lcsshpl at Shear Plate spacing  = 1.94 in.
Lceshpl at Shear Plate edge    = 6.97 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.75 * 65.00 = 85.01 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.97 * 0.75 * 65.00 = 305.76 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(85.01, 305.76, 87.75) = 85.01 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(47.04, 85.01) = 47.04 kips/bolt
Bolt Shear Demand to Bearing ratio = 47.04 / 34.74 = 1.35

At Row 3, At Column 2:
Ribolt = 7.86 kips
Ri vector at Beam   = <0.00, -7.86>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 8.67 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.41/1) * 65.00 = 47.04 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.67 * (0.41/1) * 65.00 = 210.46 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.41/1) * 65.00 = 48.56 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(47.04, 210.46, 48.56) = 47.04 kips/bolt
Ri vector at Shear Plate   = <-0.00, 7.86>
Lcsshpl at Shear Plate spacing  = 1.94 in.
Lceshpl at Shear Plate edge    = 6.97 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.94 * 0.75 * 65.00 = 85.01 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.97 * 0.75 * 65.00 = 305.76 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(85.01, 305.76, 87.75) = 85.01 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(47.04, 85.01) = 47.04 kips/bolt
Bolt Shear Demand to Bearing ratio = 47.04 / 7.86 = 5.99

At Row 4, At Column 1:
Ribolt = 37.36 kips
Ri vector at Beam   = <-26.88, 25.95>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 2.25 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.76 * (0.41/1) * 65.00 = 67.06 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.25 * (0.41/1) * 65.00 = 54.59 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.41/1) * 65.00 = 48.56 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(67.06, 54.59, 48.56) = 48.56 kips/bolt
Ri vector at Shear Plate   = <26.88, -25.95>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 5.71 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.67 * 0.75 * 65.00 = 117.35 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.71 * 0.75 * 65.00 = 250.73 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(117.35, 250.73, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.56, 87.75) = 48.56 kips/bolt
Bolt Shear Demand to Bearing ratio = 48.56 / 37.36 = 1.30

At Row 4, At Column 2:
Ribolt = 35.04 kips
Ri vector at Beam   = <-35.01, -1.22>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 4.47 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.41/1) * 65.00 = 47.04 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.47 * (0.41/1) * 65.00 = 108.57 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.41/1) * 65.00 = 48.56 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(47.04, 108.57, 48.56) = 47.04 kips/bolt
Ri vector at Shear Plate   = <35.01, 1.22>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 1.34 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.69 * 0.75 * 65.00 = 74.04 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.34 * 0.75 * 65.00 = 58.99 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(74.04, 58.99, 87.75) = 58.99 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(47.04, 58.99) = 47.04 kips/bolt
Bolt Shear Demand to Bearing ratio = 47.04 / 35.04 = 1.34

At Row 5, At Column 1:
Ribolt = 39.32 kips
Ri vector at Beam   = <-35.41, 17.09>
Lcsbm at Beam spacing  = 2.76 in.
Lcebm at Beam edge    = 1.69 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.76 * (0.41/1) * 65.00 = 67.06 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.69 * (0.41/1) * 65.00 = 41.02 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.41/1) * 65.00 = 48.56 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(67.06, 41.02, 48.56) = 41.02 kips/bolt
Ri vector at Shear Plate   = <35.41, -17.09>
Lcsshpl at Shear Plate spacing  = 2.67 in.
Lceshpl at Shear Plate edge    = 2.72 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.67 * 0.75 * 65.00 = 117.35 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 2.72 * 0.75 * 65.00 = 119.44 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(117.35, 119.44, 87.75) = 87.75 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(41.02, 87.75) = 41.02 kips/bolt
Bolt Shear Demand to Bearing ratio = 41.02 / 39.32 = 1.04

At Row 5, At Column 2:
Ribolt = 39.01 kips
Ri vector at Beam   = <-39.01, -0.68>
Lcsbm at Beam spacing  = 1.94 in.
Lcebm at Beam edge    = 4.47 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.94 * (0.41/1) * 65.00 = 47.04 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.47 * (0.41/1) * 65.00 = 108.51 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 1.00 * (0.41/1) * 65.00 = 48.56 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(47.04, 108.51, 48.56) = 47.04 kips/bolt
Ri vector at Shear Plate   = <39.01, 0.68>
Lcsshpl at Shear Plate spacing  = 1.69 in.
Lceshpl at Shear Plate edge    = 1.34 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.69 * 0.75 * 65.00 = 74.04 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.34 * 0.75 * 65.00 = 58.97 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 1.00 * 0.75 * 65.00 = 87.75 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(74.04, 58.97, 87.75) = 58.97 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(47.04, 58.97) = 47.04 kips/bolt
Bolt Shear Demand to Bearing ratio = 47.04 / 39.01 = 1.21

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.24, 1.21, 1.30, 1.34, 1.35, 5.99, 1.30, 1.34, 1.04, 
       1.21) = 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 * 109.17 = 109.17 kips
Rbv = 109.17 kips >= Reaction V = 85.50 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
226.59 kips >= Reaction V = 85.50 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (18.20 - (5 * 1.12)) * 0.41 = 5.22 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 5.22 = 152.65 kips
152.65 kips >= Reaction V = 85.50 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 = 0.75 * 15.00 = 11.25 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 11.25 = 337.50 kips
337.50 kips >= Reaction V = 85.50 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (15.00 - (5 * (1.06 + 1/16))) * 0.75 = 7.03 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 7.03 = 205.67 kips
205.67 kips >= Reaction V = 85.50 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 = (15.00 - 1.50) = 13.50 in.
Net Shear Length = 13.50 - (4.50 * (1.06 + 0.06)) = 8.44 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 * 0.75 * ((0.60 * 65.00 * 8.44) + (0.50 * 65.00 * 2.94)) = 238.80 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 13.50) + (0.50 * 65.00 * 2.94)) = 281.52 kips
Block Shear = 238.80 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (15.00 - 1.50) = 27.00 in.
Net Shear Length = 2 * ( 13.50 - (4.50 * (1.06 + 0.06)) ) = 16.88 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 * 0.75 * ((0.60 * 65.00 * 16.88) + (0.50 * 65.00 * 1.62)) = 399.91 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 27.00) + (0.50 * 65.00 * 1.62)) = 485.34 kips
Block Shear = 399.91 kips
238.80 kips >= Reaction V = 85.50 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 11.90 in.
Zgross = 42.19 in^3
Znet   = 26.76 in^3
Sgross = 28.12 in^3
Snet   = 18.00 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 26.76 / 11.90 = 109.62 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.75 in.
ho = 15.00 in.
c = 11.90 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 15.00 * 50.00^0.5 / (10 * 0.75 * (475.00 + 280.00 * (15.00/11.90)^2 )^0.5) = 0.47
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 * 28.12 / 11.90 = 106.33 kips

Interaction Check of Flexural Yielding:
Using AISC 14th Ed. Equation 10-5
Eccentricity at CG of Bolt Group, e = 13.40 in.
Zgross = 42.19
Znet = 42.19
Mr = Vr * e = 85.50 * 13.40 = 1145.86 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 42.19 = 1898.44 kips-in
Vr = 85.50 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 11.25 = 337.50 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (85.50 / 337.50)^2 + (1145.86 / 1898.44)^2 = 0.43 <= 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) * 68.00 * 0.79 * 38.67 = 2294.68 kips-in
tmax = 6 * 2294.68 / (50.00 * 15.00^2) = 1.22 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 * 15.00 * 0.75^3 / 11.75^2 = 194.39 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 = 85.50 * ((0.44 + 0.75) / 2) = 50.76 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) - (85.50 / (15.00 * 0.75))) * 0.5 * 15.00 * 0.75^2 = 94.50 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 = 14.00 in.
theta = atan(P/V) = atan( 0.00/85.50) = 0.00 deg. 
Support shear yielding, 
Using AISC 14th Ed. Equation J4-3
Shear Area, Ag = L * tsup = 14.00 * 0.68 = 9.52 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fy * Ag * 2 vplanes / #connectsides = 1.00 * 0.6 * 50.00 * 9.52 * 2.00 / 2.00 = 285.60 kips

Support shear rupture, 
Using AISC 14th Ed. Equation J4-4
Shear Area, An = L * tsup = 14.00 * 0.68 = 9.52 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fu * An * 2 vplanes / #connectsides = 0.75 * 0.6 * 65.00 * 9.52 * 2.00 / 2.00 = 278.47 kips

Support strength, (phi)Rn = min(shear yielding, shear rupture) = min(285.60, 278.47) = 278.47 kips
Vertical Capacity, Vcap = (phi)Rn * cos(theta) = 278.47 * cos(0.00) = 278.47 kips
278.47 kips >= Reaction V = 85.50 kips (OK)