bcf.s.s.01179.01259

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W21X111
Column profile: W14X176
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Span: 32.48 ft.
Reaction, V: 128.85 kips
Shear Capacity, Rn: 130.48 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: 6.50 in. x 14.50 in. x 0.50 in.
Configuration Geometry:
Welds at shear plate to support: 5/16 FILLET, 5/16 FILLET
Bolt: 5 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 = 0.50 in.
Beam centerline setback = 0.50 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: 2.00 in.
Down distance from top of filler beam flange: 3.50 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 = 3.50 in.
Angle = 0.00 deg.
C = 7.29
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 7.29 = 130.48 kips


Total Vertical Bolt Shear Capacity = 130.48 kips
130.48 kips >= Reaction V = 128.85 kips (OK)

BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (4.93, -0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <11.98, 12.84>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.38 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.38 * (0.55/1) * 65.00 = 140.94 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 140.94, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-11.98, -12.84>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 2.38 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 * 2.38 * 0.50 * 65.00 = 69.51 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, 69.51, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.56 = 2.50

At Row 1, At Column 2:
Ribolt = 17.20 kips
Ri vector at Beam   = <14.93, 8.54>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.64 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.64 * (0.55/1) * 65.00 = 213.75 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 213.75, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-14.93, -8.54>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 5.18 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 * 5.18 * 0.50 * 65.00 = 151.64 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, 151.64, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.20 = 2.55

At Row 2, At Column 1:
Ribolt = 17.25 kips
Ri vector at Beam   = <7.29, 15.63>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.77 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.77 * (0.55/1) * 65.00 = 217.71 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 217.71, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-7.29, -15.63>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.28 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 * 4.28 * 0.50 * 65.00 = 125.27 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, 125.27, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.25 = 2.54

At Row 2, At Column 2:
Ribolt = 16.13 kips
Ri vector at Beam   = <10.62, 12.15>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 8.23 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 8.23 * (0.55/1) * 65.00 = 264.73 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 264.73, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-10.62, -12.15>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 7.06 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 * 7.06 * 0.50 * 65.00 = 206.43 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, 206.43, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 16.13 = 2.72

At Row 3, At Column 1:
Ribolt = 17.06 kips
Ri vector at Beam   = <0.00, 17.06>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.09 * (0.55/1) * 65.00 = 292.60 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 292.60, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-0.00, -17.06>
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 * 0.50 * 65.00 = 63.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.50 * 65.00 = 200.18 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(63.99, 200.18, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.06 = 2.57

At Row 3, At Column 2:
Ribolt = 15.10 kips
Ri vector at Beam   = <0.00, 15.10>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.09 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.19 * (0.55/1) * 65.00 = 70.38 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 9.09 * (0.55/1) * 65.00 = 292.60 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(70.38, 292.60, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <-0.00, -15.10>
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 * 0.50 * 65.00 = 63.99 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.50 * 65.00 = 200.18 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(63.99, 200.18, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 15.10 = 2.91

At Row 4, At Column 1:
Ribolt = 17.25 kips
Ri vector at Beam   = <-7.29, 15.63>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.14 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.14 * (0.55/1) * 65.00 = 101.12 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 101.12, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <7.29, -15.63>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.24 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 * 4.24 * 0.50 * 65.00 = 124.06 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, 124.06, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 17.25 = 2.54

At Row 4, At Column 2:
Ribolt = 16.13 kips
Ri vector at Beam   = <-10.62, 12.15>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.43 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.43 * (0.55/1) * 65.00 = 206.95 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 206.95, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <10.62, -12.15>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.74 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 * 1.74 * 0.50 * 65.00 = 50.89 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, 50.89, 43.88) = 43.88 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 43.88) = 43.88 kips/bolt
Bolt Shear Demand to Bearing ratio = 43.88 / 16.13 = 2.72

At Row 5, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <-11.98, 12.84>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.79 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.79 * (0.55/1) * 65.00 = 57.69 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 57.69, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <11.98, -12.84>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.15 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 * 1.15 * 0.50 * 65.00 = 33.75 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, 33.75, 43.88) = 33.75 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 33.75) = 33.75 kips/bolt
Bolt Shear Demand to Bearing ratio = 33.75 / 17.56 = 1.92

At Row 5, At Column 2:
Ribolt = 17.20 kips
Ri vector at Beam   = <-14.93, 8.54>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.78 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.12 * (0.55/1) * 65.00 = 100.25 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.78 * (0.55/1) * 65.00 = 153.74 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.75 * (0.55/1) * 65.00 = 48.26 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(100.25, 153.74, 48.26) = 48.26 kips/bolt
Ri vector at Shear Plate   = <14.93, -8.54>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.15 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 * 1.15 * 0.50 * 65.00 = 33.70 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, 33.70, 43.88) = 33.70 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(48.26, 33.70) = 33.70 kips/bolt
Bolt Shear Demand to Bearing ratio = 33.70 / 17.20 = 1.96

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 2.50, 2.55, 2.54, 2.72, 2.57, 2.91, 2.54, 2.72, 1.92, 
       1.96) = 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 * 130.48 = 130.48 kips
Rbv = 130.48 kips >= Reaction V = 128.85 kips (OK)

Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 21.50 - 0.00 - 0.00 = 21.50 in.

Using AISC 14th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 21.50 * 0.55 = 11.83 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 11.83 = 354.75 kips

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (21.50 - (5 * 0.88)) * 0.55 = 9.42 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 9.42 = 275.51 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 * 14.50 = 7.25 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 7.25 = 217.50 kips

217.50 kips >= Reaction V = 128.85 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (14.50 - (5 * (0.81 + 1/16))) * 0.50 = 5.06 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 5.06 = 148.08 kips

148.08 kips >= Reaction V = 128.85 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 = (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 * 9.31) + (0.50 * 65.00 * 2.91)) = 171.62 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 50.00 * 13.25) + (0.50 * 65.00 * 2.91)) = 184.49 kips
Block Shear = 171.62 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 = (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 * 18.62) + (0.50 * 65.00 * 1.94)) = 296.01 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.50 * ((0.60 * 50.00 * 26.50) + (0.50 * 65.00 * 1.94)) = 321.75 kips
Block Shear = 296.01 kips
171.62 kips >= Reaction V = 128.85 kips (OK)

Block Shear for Axial T/C is not required.

Flexural and Buckling Strength:

Eccentricity at first line of bolts, e = 2.00 in.
Zgross = 26.28 in^3
Znet   = 18.31 in^3
Sgross = 17.52 in^3
Snet   = 12.09 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 18.31 / 2.00 = 446.33 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.50 in.
ho = 14.50 in.
c = 2.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 14.50 * 50.00^0.5 / (10 * 0.50 * (475.00 + 280.00 * (14.50/2.00)^2 )^0.5) = 0.17
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 * 17.52 / 2.00 = 394.22 kips

Interaction Check of Flexural Yielding:
Using AISC 14th Ed. Equation 10-5
Eccentricity at CG of Bolt Group, e = 3.50 in.
Zgross = 26.28
Znet = 26.28
Mr = Vr * e = 128.85 * 3.50 = 450.98 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 26.28 = 1182.66 kips-in
Vr = 128.85 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 7.25 = 217.50 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (128.85 / 217.50)^2 + (450.98 / 1182.66)^2 = 0.50 <= 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 * 38.67 = 1025.02 kips-in
tmax = 6 * 1025.02 / (50.00 * 14.50^2) = 0.59 in.
Maximum Plate Thickness is Not a Limiting Criteria.

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 = 128.85 / 14.50 / 2 = 4.44 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) = 4.44 / (0.75 * 1.86) = 3.19/16

Minimum fillet weld size : 
   At shear only load case = 0.20 in.
   per Table J2.4     = 0.19 in.
   5/8tp              = 0.31 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.09)
 = 0.50 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 5.25 
Dmax2 (using eqn 9-2)
 = tfcol * Fusupport / ( Fexx * C1 * 0.04 )
 = 1.31 * 65.00 / ( 70.00 * 1.00 * 0.04 ) 
 = 27.52 
Dmax3 = project max fillet weld = 12.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.25, 27.52, 12.00)
 = 5.25 

Use weld size
D1 = 5.00
D2 = 5.00

Weld Strength :

Vertical weld capacity during shear only load, phi * Rnv1 = 0.75 * 1.86 * 14.50 * (5.00 + 5.00) = 201.86 kips

201.86 kips >= Reaction V = 128.85 kips (OK)