bcw.s.s.02242.02272

SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W18X60
Column profile: W14X159
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: 99.59 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: 21.75 in. x 14.50 in. x 0.75 in.
Shear Plate Detailing Height at Support: 14.50 in.
Shear Plate Detailing Width at Support: 7.69 in.
Stabilizer plate size: 12.50 in. x 6.25 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 shear plate: 4/16 FILLET, 4/16 FILLET
Bolt: 5 rows x 4 columns 0.75 in. Diameter A325N_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: 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: 11.25 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 = 15.90 in.
Angle = 0.00 deg.
C = 5.57
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 17.89 * 5.57 = 99.59 kips


Total Vertical Bolt Shear Capacity = 99.59 kips
99.59 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 = (2.02, 0.00)
At Row 1, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <11.90, 12.92>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.67 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 * 3.67 * (0.41/1) * 65.00 = 89.15 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, 89.15, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-11.90, -12.92>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 16.06 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 16.06 * 0.75 * 65.00 = 704.45 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 704.45, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.56 = 2.07

At Row 1, At Column 2:
Ribolt = 17.20 kips
Ri vector at Beam   = <14.84, 8.70>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 5.53 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 * 5.53 * (0.41/1) * 65.00 = 134.21 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, 134.21, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-14.84, -8.70>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 15.94 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 15.94 * 0.75 * 65.00 = 699.23 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 699.23, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.20 = 2.12

At Row 1, At Column 3:
Ribolt = 16.89 kips
Ri vector at Beam   = <16.83, 1.45>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 34.63 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 * 34.63 * (0.41/1) * 65.00 = 840.70 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, 840.70, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-16.83, -1.45>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 16.81 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 16.81 * 0.75 * 65.00 = 737.63 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(87.75, 737.63, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 16.89 = 2.16

At Row 1, At Column 4:
Ribolt = 17.06 kips
Ri vector at Beam   = <15.77, -6.53>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 39.33 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 * 39.33 * (0.41/1) * 65.00 = 954.77 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, 954.77, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-15.77, 6.53>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 2.73 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 2.73 * 0.75 * 65.00 = 119.62 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 119.62, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.06 = 2.13

At Row 2, At Column 1:
Ribolt = 17.26 kips
Ri vector at Beam   = <7.22, 15.67>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.20 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 * 6.20 * (0.41/1) * 65.00 = 150.50 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, 150.50, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-7.22, -15.67>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 10.84 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 10.84 * 0.75 * 65.00 = 475.49 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 475.49, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.26 = 2.11

At Row 2, At Column 2:
Ribolt = 16.15 kips
Ri vector at Beam   = <10.49, 12.29>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.48 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 * 7.48 * (0.41/1) * 65.00 = 181.63 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, 181.63, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-10.49, -12.29>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 12.94 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 12.94 * 0.75 * 65.00 = 567.78 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 567.78, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 16.15 = 2.25

At Row 2, At Column 3:
Ribolt = 14.58 kips
Ri vector at Beam   = <14.37, 2.47>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 35.01 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 * 35.01 * (0.41/1) * 65.00 = 850.00 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, 850.00, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-14.37, -2.47>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 17.00 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 17.00 * 0.75 * 65.00 = 745.70 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(87.75, 745.70, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 14.58 = 2.50

At Row 2, At Column 4:
Ribolt = 15.56 kips
Ri vector at Beam   = <11.99, -9.92>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 18.72 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 * 18.72 * (0.41/1) * 65.00 = 454.53 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, 454.53, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <-11.99, 9.92>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 6.03 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.03 * 0.75 * 65.00 = 264.42 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 264.42, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 15.56 = 2.34

At Row 3, At Column 1:
Ribolt = 17.07 kips
Ri vector at Beam   = <-0.00, 17.07>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.59 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 * 8.59 * (0.41/1) * 65.00 = 208.64 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, 208.64, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <0.00, -17.07>
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 * 0.75 * 65.00 = 95.98 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.75 * 65.00 = 300.28 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(95.98, 300.28, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.07 = 2.13

At Row 3, At Column 2:
Ribolt = 15.17 kips
Ri vector at Beam   = <-0.00, 15.17>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.59 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 * 8.59 * (0.41/1) * 65.00 = 208.64 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, 208.64, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <0.00, -15.17>
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 * 0.75 * 65.00 = 95.98 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.75 * 65.00 = 300.28 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(95.98, 300.28, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 15.17 = 2.40

At Row 3, At Column 3:
Ribolt = 6.96 kips
Ri vector at Beam   = <-0.00, 6.96>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.59 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 * 8.59 * (0.41/1) * 65.00 = 208.64 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, 208.64, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <0.00, -6.96>
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 * 0.75 * 65.00 = 95.98 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.75 * 65.00 = 300.28 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(95.98, 300.28, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 6.96 = 5.23

At Row 3, At Column 4:
Ribolt = 13.69 kips
Ri vector at Beam   = <-0.00, -13.69>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 8.79 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 * 8.79 * (0.41/1) * 65.00 = 213.50 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, 213.50, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <0.00, 13.69>
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 * 0.75 * 65.00 = 95.98 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 6.84 * 0.75 * 65.00 = 300.28 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(95.98, 300.28, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 13.69 = 2.66

At Row 4, At Column 1:
Ribolt = 17.26 kips
Ri vector at Beam   = <-7.22, 15.67>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 3.18 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 * 3.18 * (0.41/1) * 65.00 = 77.21 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, 77.21, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <7.22, -15.67>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 4.23 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.23 * 0.75 * 65.00 = 185.67 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 185.67, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.26 = 2.11

At Row 4, At Column 2:
Ribolt = 16.15 kips
Ri vector at Beam   = <-10.49, 12.29>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 6.53 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 * 6.53 * (0.41/1) * 65.00 = 158.45 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, 158.45, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <10.49, -12.29>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 5.05 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.05 * 0.75 * 65.00 = 221.70 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 221.70, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 16.15 = 2.25

At Row 4, At Column 3:
Ribolt = 14.58 kips
Ri vector at Beam   = <-14.37, 2.47>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.20 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 * 7.20 * (0.41/1) * 65.00 = 174.89 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, 174.89, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <14.37, -2.47>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 4.06 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.06 * 0.75 * 65.00 = 178.08 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(87.75, 178.08, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 14.58 = 2.50

At Row 4, At Column 4:
Ribolt = 15.56 kips
Ri vector at Beam   = <-11.99, -9.92>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 9.31 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 * 9.31 * (0.41/1) * 65.00 = 226.14 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, 226.14, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <11.99, 9.92>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.31 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.31 * 0.75 * 65.00 = 57.50 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 57.50, 65.81) = 57.50 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 57.50) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 15.56 = 2.34

At Row 5, At Column 1:
Ribolt = 17.56 kips
Ri vector at Beam   = <-11.90, 12.92>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 1.81 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 * 1.81 * (0.41/1) * 65.00 = 43.90 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, 43.90, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <11.90, -12.92>
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 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.15 * 0.75 * 65.00 = 50.33 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 50.33, 65.81) = 50.33 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 50.33) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.56 = 2.07

At Row 5, At Column 2:
Ribolt = 17.20 kips
Ri vector at Beam   = <-14.84, 8.70>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 4.81 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 * 4.81 * (0.41/1) * 65.00 = 116.76 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, 116.76, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <14.84, -8.70>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.89 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.89 * 0.75 * 65.00 = 83.06 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 83.06, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.20 = 2.12

At Row 5, At Column 3:
Ribolt = 16.89 kips
Ri vector at Beam   = <-16.83, 1.45>
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 7.12 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 * 7.12 * (0.41/1) * 65.00 = 172.89 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, 172.89, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <16.83, -1.45>
Lcsshpl at Shear Plate spacing  = 2.00 in.
Lceshpl at Shear Plate edge    = 4.01 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 2.00 * 0.75 * 65.00 = 87.75 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 4.01 * 0.75 * 65.00 = 176.15 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(87.75, 176.15, 65.81) = 65.81 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 65.81) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 16.89 = 2.16

At Row 5, At Column 4:
Ribolt = 17.06 kips
Ri vector at Beam   = <-15.77, -6.53>
Lcsbm at Beam spacing  = 3.12 in.
Lcebm at Beam edge    = 7.96 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 * 7.96 * (0.41/1) * 65.00 = 193.22 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, 193.22, 36.42) = 36.42 kips/bolt
Ri vector at Shear Plate   = <15.77, 6.53>
Lcsshpl at Shear Plate spacing  = 3.05 in.
Lceshpl at Shear Plate edge    = 1.08 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.05 * 0.75 * 65.00 = 133.81 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.08 * 0.75 * 65.00 = 47.49 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.75 * 0.75 * 65.00 = 65.81 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(133.81, 47.49, 65.81) = 47.49 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(36.42, 47.49) = 36.42 kips/bolt
Bolt Shear Demand to Bearing ratio = 36.42 / 17.06 = 2.13

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 2.07, 2.12, 2.16, 2.13, 2.11, 2.25, 2.50, 2.34, 2.13, 
       2.40, 5.23, 2.66, 2.11, 2.25, 2.50, 2.34, 2.07, 2.12, 2.16, 
       2.13) = 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 * 99.59 = 99.59 kips
Rbv = 99.59 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

Using AISC 14th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - ([# rows] * [Diameter + 0.06])) * tw 
    = (18.20 - (5 * 0.88)) * 0.41 = 5.74 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 5.74 = 167.82 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 = 0.75 * 14.50 = 10.88 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 10.88 = 326.25 kips

326.25 kips >= Reaction V = 85.50 kips (OK)

Using AISC 14th Ed. Equation J4-4
Net Area, An = (14.50 - (5 * (0.81 + 1/16))) * 0.75 = 7.59 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 7.59 = 222.12 kips

222.12 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 = (14.50 - 1.25) = 13.25 in.
Net Shear Length = 13.25 - (4.50 * (0.81 + 0.06)) = 9.31 in.
Gross Tension Length = (9.00 + 1.50) = 10.50 in.
Net Tension Length = 10.50 - (3.50 * (1.00 + 0.06)) = 6.78 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 9.31) + (0.50 * 65.00 * 6.78)) = 328.27 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 13.25) + (0.50 * 65.00 * 6.78)) = 347.57 kips
Block Shear = 328.27 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 = (9.00 + 1.50) - 1.50 = 9.00 in.
Net Tension Length = 9.00 - 3 * (1.00 + 0.06) = 5.81 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 65.00 * 18.62) + (0.50 * 65.00 * 5.81)) = 514.86 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.75 * ((0.60 * 50.00 * 26.50) + (0.50 * 65.00 * 5.81)) = 553.46 kips
Block Shear = 514.86 kips
328.27 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 = 11.40 in.
Zgross = 39.42 in^3
Znet   = 27.47 in^3
Sgross = 26.28 in^3
Snet   = 18.13 in^3

Using AISC 14th Ed. Equation 9-4
Flexural Rupture = (phi) * Fu * Znet / e = 0.75 * 65.00 * 27.47 / 11.40 = 117.43 kips


Using AISC 14th Ed. Equation 9-14 through 9-18, Fcr = Fy * Q
tw = 0.75 in.
ho = 14.50 in.
c = 11.40 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 14.50 * 50.00^0.5 / (10 * 0.75 * (475.00 + 280.00 * (14.50/11.40)^2 )^0.5) = 0.45
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 * 26.28 / 11.40 = 103.72 kips

Interaction Check of Flexural Yielding:
Using AISC 14th Ed. Equation 10-5
Eccentricity at CG of Bolt Group, e = 15.90 in.
Zgross = 39.42
Znet = 39.42
Mr = Vr * e = 85.50 * 15.90 = 1359.60 kips-in
Mc = phi * Mn = phi * Fy * Zgross = 0.90 * 50.00 * 39.42 = 1773.98 kips-in
Vr = 85.50 kips
Vc = phi * Vn = phi * 0.60 * Fy * Ag = 1.00 * 0.60 * 50.00 * 10.88 = 326.25 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (85.50 / 326.25)^2 + (1359.60 / 1773.98)^2 = 0.66 <= 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 * 96.02 = 2545.22 kips-in
tmax = 6 * 2545.22 / (50.00 * 14.50^2) = 1.45 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 * 14.50 * 0.75^3 / 11.25^2 = 204.99 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 / (14.50 * 0.75))) * 0.5 * 14.50 * 0.75^2 = 90.28 kips-in
Stabilizer Plate Not Required for torsional strength

WELD:

Strength of CJP weld at joint limited by support base material thickness: 
tsup = 0.74 in.
connection length, L = 14.50 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 = 14.50 * 0.74 = 10.80 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fy * Ag * 2 vplanes / #connectsides = 1.00 * 0.6 * 50.00 * 10.80 * 2.00 / 2.00 = 324.07 kips

Support shear rupture, 
Using AISC 14th Ed. Equation J4-4
Shear Area, An = L * tsup = 14.50 * 0.74 = 10.80 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fu * An * 2 vplanes / #connectsides = 0.75 * 0.6 * 65.00 * 10.80 * 2.00 / 2.00 = 315.98 kips

Support strength, (phi)Rn = min(shear yielding, shear rupture) = min(324.07, 315.98) = 315.98 kips
Vertical Capacity, Vcap = (phi)Rn * cos(theta) = 315.98 * cos(0.00) = 315.98 kips
315.98 kips >= Reaction V = 85.50 kips (OK)