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Connection Calcs Report

Company: Mikes place
Job Title: 'Sample Preferences'-AISC15 - I - Extended shear plate at beam to beam -7/8 A325 1-1/8 A490_17
B+Op Status: B+Op was enabled
Building Code: AISC-15
Design Type: LRFD
Engineering Units: Imperial
Bolt Catalog: ASTM Imperial
Profile Catalog: ASTM Imperial
Plate Material Grade Catalog: ASTM Imperial
Plate Thickness Catalog: Imperial
Detailing Distances Dimensions: Imperial
Materials: 
Weld E70
Shear Plate A572-GR.50
Angle A572-GR.50
Bm Web Doubler Plate A572-GR.50
Stabilizer Plate A572-GR.50
End Plate A572-GR.50
Col Moment Plate A36
Col Stiffener Plate A36
Col Web Doubler Plate A572-GR.50
Gusset Plate A572-GR.50
Column Splice Plates A572-GR.50

Summary Reports: Job Standard Summary  |  Job Sample Calcs Report    |  B+Op Connection Comparison Report  |  Standard Connection Cost Report
Job Preferences Report  |  No Connections Summary  |  No Connections Detailed    |  No Connections Reference Map
 
Shear and Axial Reports:Shear Plate: Specs  Strengths (Shear Only Connections)  Welds  Doublers  Connection Cost Report
    Strengths (Shear & Axial Connections)      
 Single Angle:  Specs  Strengths (Shear & Axial)  Welds  Doublers  Connection Cost Report
 Double Angle Reports:  Support Side Specs  Strengths (Shear & Axial)  Welds  Doublers  Connection Cost Report
    Beam Side Specs        
 End Plate Reports:  Specs  Strengths (Shear & Axial)  Welds  Connection Cost Report
 
Moment Reports: Specs  Support Strengths  Beam Flange Welds  Connection Cost Report
 Moment Plates:  Specs  Strengths  Welds  
 Column Stiffeners:  Specs  Strengths  Welds  
 Column Web Doublers:  Specs  Strengths  Welds  
 Shear Plate:  Specs  Strengths  Welds  
 Double Angle:  Support Side Specs  Strengths  Welds  
   Beam Side Specs      
 
Vertical Bracing Reports:HSS Bracing: Specs        Connection Cost Report
 Single Angle Bracing: Specs        Connection Cost Report
 Wide Flange Bracing: Specs        Connection Cost Report
 
Column Splice Reports:Wide Flange Column Splice: Specs        Connection Cost Report

Connection Number:
bcw.se.s.00940.00940
 
Main Calcs:
SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W18X55
Column profile: W14X109
Slope: 0.00 deg.
Skew: 86.32
Vertical Offset: 0.00 in.
Horizontal Offset: 0.00 in.
Beam Length in Model: 30.07 ft.
Reaction, V: 45.00 kips
Shear Capacity, Rn: 45.16 kips
Design/Reference according to AISC 15th 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: 14.12 in. x 14.25 in. x 0.25 in.
Shear Plate Detailing Height at Support: 14.25 in.
Shear Plate Detailing Width at Support: 7.06 in.
Stabilizer plate size: 12.50 in. x 6.12 in. x 0.50 in.
(Required due to user requirement)
Configuration Geometry:
Welds at shear plate to support: 3/16 FILLET, 3/16 FILLET
Welds at stabilizer plate :
at column flange: 4/16 FILLET, 4/16 FILLET
at shear plate: 3/16 FILLET, 3/16 FILLET
Bolt: 4 rows x 2 columns 0.88 in. Diameter F1852N_TC bolts
Vertical spacing: 4.00 in.
Horizontal spacing: 3.00 in.
Shear plate edge setback = 7.62 in.
Beam centerline setback = 7.65 in.
Edge distance at vertical edge of plate: 1.75 in.
Edge distance at top edge of plate: 1.12 in.
Edge distance at bottom edge of plate: 1.12 in.
Edge distance at vertical edge of beam: 1.75 in.
Horizontal distance to first hole: 9.38 in.
Down distance from top of filler beam flange: 2.25 in.
Holes in beam web: STD diameter = 0.94 in.
Holes in shear plate: SSL slot width = 0.94 in., slot length = 1.12 in.
Bolt Strength Calcs:
BOLT SHEAR CAPACITY AT BEAM AND SHEAR PLATE SIDE:
Bolt Shear Capacity at Shear Load Only:
Using Instantaneous Center Of Rotation Method (AISC 15th Ed. Equation (7-1))
ex = 10.88 in.
Angle = 0.00 deg.
C = 2.79
Using Table 7-1 to determine (phi)rn:
(phi)Rn = (phi)rn * C = 24.35 * 2.79 = 67.83 kips


Total Vertical Bolt Shear Capacity = 67.83 kips
67.83 kips >= Reaction V = 45.00 kips (OK)
Bolt Bearing Calcs:
BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (1.76, 0.00)
At Row 1, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam   = <0.88, 0.48>
Lcsbm at Beam spacing  = 3.64 in.
Lcebm at Beam edge    = 4.21 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.64 * (0.39/1) * 65.00 = 83.06 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.21 * (0.39/1) * 65.00 = 96.05 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(83.06, 96.05, 39.93) = 39.93 kips/bolt
Ri vector at Shear Plate   = <-0.88, -0.48>
Lcsshpl at Shear Plate spacing  = 3.59 in.
Lceshpl at Shear Plate edge    = 10.00 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.59 * 0.25 * 65.00 = 52.48 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 10.00 * 0.25 * 65.00 = 146.19 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(52.48, 146.19, 25.59) = 25.59 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(39.93, 25.59) = 25.59 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.59 / 23.90 = 1.07

At Row 1, At Column 2:
Ribolt = 23.67 kips
Ri vector at Beam   = <1.00, 0.04>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 51.01 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.39/1) * 65.00 = 45.63 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 51.01 * (0.39/1) * 65.00 = 1163.80 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(45.63, 1163.80, 39.93) = 39.93 kips/bolt
Ri vector at Shear Plate   = <-1.00, -0.04>
Lcsshpl at Shear Plate spacing  = 1.81 in.
Lceshpl at Shear Plate edge    = 11.79 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.81 * 0.25 * 65.00 = 26.51 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.79 * 0.25 * 65.00 = 172.47 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(26.51, 172.47, 25.59) = 25.59 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(39.93, 25.59) = 25.59 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.59 / 23.67 = 1.08

At Row 2, At Column 1:
Ribolt = 22.29 kips
Ri vector at Beam   = <0.52, 0.85>
Lcsbm at Beam spacing  = 3.64 in.
Lcebm at Beam edge    = 6.83 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.64 * (0.39/1) * 65.00 = 83.06 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 6.83 * (0.39/1) * 65.00 = 155.83 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(83.06, 155.83, 39.93) = 39.93 kips/bolt
Ri vector at Shear Plate   = <-0.52, -0.85>
Lcsshpl at Shear Plate spacing  = 3.59 in.
Lceshpl at Shear Plate edge    = 10.12 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.59 * 0.25 * 65.00 = 52.48 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 10.12 * 0.25 * 65.00 = 147.94 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(52.48, 147.94, 25.59) = 25.59 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(39.93, 25.59) = 25.59 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.59 / 22.29 = 1.15

At Row 2, At Column 2:
Ribolt = 18.95 kips
Ri vector at Beam   = <0.99, 0.13>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 47.54 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.39/1) * 65.00 = 45.63 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 47.54 * (0.39/1) * 65.00 = 1084.62 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(45.63, 1084.62, 39.93) = 39.93 kips/bolt
Ri vector at Shear Plate   = <-0.99, -0.13>
Lcsshpl at Shear Plate spacing  = 1.81 in.
Lceshpl at Shear Plate edge    = 11.88 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.81 * 0.25 * 65.00 = 26.51 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 11.88 * 0.25 * 65.00 = 173.78 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(26.51, 173.78, 25.59) = 25.59 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(39.93, 25.59) = 25.59 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.59 / 18.95 = 1.35

At Row 3, At Column 1:
Ribolt = 22.29 kips
Ri vector at Beam   = <-0.52, 0.85>
Lcsbm at Beam spacing  = 3.64 in.
Lcebm at Beam edge    = 2.85 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.64 * (0.39/1) * 65.00 = 83.06 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.85 * (0.39/1) * 65.00 = 64.95 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(83.06, 64.95, 39.93) = 39.93 kips/bolt
Ri vector at Shear Plate   = <0.52, -0.85>
Lcsshpl at Shear Plate spacing  = 3.59 in.
Lceshpl at Shear Plate edge    = 5.43 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.59 * 0.25 * 65.00 = 52.48 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 5.43 * 0.25 * 65.00 = 79.35 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(52.48, 79.35, 25.59) = 25.59 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(39.93, 25.59) = 25.59 kips/bolt
Bolt Shear Demand to Bearing ratio = 25.59 / 22.29 = 1.15

At Row 3, At Column 2:
Ribolt = 18.95 kips
Ri vector at Beam   = <-0.99, 0.13>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 4.29 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.39/1) * 65.00 = 45.63 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.29 * (0.39/1) * 65.00 = 97.89 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(45.63, 97.89, 39.93) = 39.93 kips/bolt
Ri vector at Shear Plate   = <0.99, -0.13>
Lcsshpl at Shear Plate spacing  = 1.81 in.
Lceshpl at Shear Plate edge    = 1.17 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.81 * 0.25 * 65.00 = 26.51 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.17 * 0.25 * 65.00 = 17.06 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(26.51, 17.06, 25.59) = 17.06 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(39.93, 17.06) = 17.06 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.06 / 18.95 = 0.90

At Row 4, At Column 1:
Ribolt = 23.90 kips
Ri vector at Beam   = <-0.88, 0.48>
Lcsbm at Beam spacing  = 3.64 in.
Lcebm at Beam edge    = 1.49 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 3.64 * (0.39/1) * 65.00 = 83.06 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 1.49 * (0.39/1) * 65.00 = 34.04 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(83.06, 34.04, 39.93) = 34.04 kips/bolt
Ri vector at Shear Plate   = <0.88, -0.48>
Lcsshpl at Shear Plate spacing  = 3.59 in.
Lceshpl at Shear Plate edge    = 1.68 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 3.59 * 0.25 * 65.00 = 52.48 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.68 * 0.25 * 65.00 = 24.57 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(52.48, 24.57, 25.59) = 24.57 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(34.04, 24.57) = 24.57 kips/bolt
Bolt Shear Demand to Bearing ratio = 24.57 / 23.90 = 1.03

At Row 4, At Column 2:
Ribolt = 23.67 kips
Ri vector at Beam   = <-1.00, 0.04>
Lcsbm at Beam spacing  = 2.00 in.
Lcebm at Beam edge    = 4.25 in.
(phi)Rnsbm at Beam spacing = (phi) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.75 * 1.20 * 2.00 * (0.39/1) * 65.00 = 45.63 kips/bolt
(phi)Rnebm at Beam edge = (phi) * hf1 * Lce * (tw/# shear planes) * Fu = 0.75 * 1.20 * 4.25 * (0.39/1) * 65.00 = 97.07 kips/bolt
(phi)Rndbm on Beam at Bolt Diameter   = (phi) * hf2 * db * (tw/# shear planes) * Fu = 0.75 * 2.40 * 0.88 * (0.39/1) * 65.00 = 39.93 kips/bolt
Beam bearing capacity, (phi)Rnbm = min((phi)Rnsbm,(phi)Rnebm,(phi)Rndbm) = min(45.63, 97.07, 39.93) = 39.93 kips/bolt
Ri vector at Shear Plate   = <1.00, -0.04>
Lcsshpl at Shear Plate spacing  = 1.81 in.
Lceshpl at Shear Plate edge    = 1.16 in.
(phi)Rnsshpl at Shear Plate spacing = (phi) * hf1 * Lcs * t * Fu = 0.75 * 1.20 * 1.81 * 0.25 * 65.00 = 26.51 kips/bolt
(phi)Rneshpl at Shear Plate edge = (phi) * hf1 * Lce * t * Fu = 0.75 * 1.20 * 1.16 * 0.25 * 65.00 = 16.93 kips/bolt
(phi)Rndshpl on Shear Plate at Bolt Diameter   = (phi) * hf2 * db * t * Fu = 0.75 * 2.40 * 0.88 * 0.25 * 65.00 = 25.59 kips/bolt
Shear Plate bearing capacity, (phi)Rnshpl = min((phi)Rnsshpl,(phi)Rneshpl,(phi)Rndshpl) = min(26.51, 16.93, 25.59) = 16.93 kips/bolt
(phi)Rn = min((phi)Rnbm, (phi)Rnshpl) = min(39.93, 16.93) = 16.93 kips/bolt
Bolt Shear Demand to Bearing ratio = 16.93 / 23.67 = 0.72

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.07, 1.08, 1.15, 1.35, 1.15, 0.90, 1.03, 0.72) = 0.72

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 = 0.72 * 67.83 = 48.50 kips
Rbv = 48.50 kips >= Reaction V = 45.00 kips (OK)
Beam Strength Calcs:
Web Depth = d = 18.10 in.

Using AISC 15th Ed. Equation J4-3
Gross Area (Shear), Agross = [Web Depth] * tw = 18.10 * 0.39 = 7.06 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fybeam * Agross = 1.00 * 0.6 * 50.00 * 7.06 = 211.77 kips
211.77 kips >= Reaction V = 45.00 kips (OK)

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area (Shear), Anet = ([Web Depth] - [# rows] * (hole width + 0.06)) * tw 
    = (18.10 - 4 * (0.94 + 0.06)) * 0.39 = 5.50 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fubeam * Anet = 0.75 * 0.6 * 65.00 * 5.50 = 160.85 kips
160.85 kips >= Reaction V = 45.00 kips (OK)


Check Horizontal Block Shear

Using AISC 15th 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.
Extended Shear Plate Calcs:
Using AISC 15th Ed. Equation J4-3
Gross Area, Ag = 0.25 * 14.25 = 3.56 in^2
Shear Yielding, (phi)Vny = (phi) * 0.6 * Fypl * Ag = 1.00 * 0.6 * 50.00 * 3.56 = 106.88 kips
106.88 kips >= Reaction V = 45.00 kips (OK)

Shear Rupture:
Using AISC 15th Ed. Equation J4-4
Net Area, An = (14.25 - (4 * (0.94 + 0.06))) * 0.25 = 2.56 in^2
Shear Rupture, (phi)Vnu = (phi) * 0.6 * Fupl * An = 0.75 * 0.6 * 65.00 * 2.56 = 74.95 kips
74.95 kips >= Reaction V = 45.00 kips (OK)


Check Vertical Block Shear

Using AISC 15th 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 = (14.25 - 1.12) = 13.12 in.
Net Shear Length = 13.12 - (4 - 0.5) * (0.94 + 0.06) = 9.62 in.
Gross Tension Length = (3.00 + 1.75) = 4.75 in.
Net Tension Length = 4.75 - (2 - 0.5) * (1.12 + 0.06) = 2.97 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.25 * ((0.60 * 65.00 * 9.62) + (0.50 * 65.00 * 2.97)) = 88.48 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.25 * ((0.60 * 50.00 * 13.12) + (0.50 * 65.00 * 2.97)) = 91.92 kips
Block Shear = 88.48 kips

Block 2 (Shear): 
Gross Shear Length = 2 * (14.25 - 1.12) = 26.25 in.
Net Shear Length = 2 * ( 13.12 - (4 - 0.5) * (0.94 + 0.06) ) = 19.25 in.
Gross Tension Length = (3.00 + 1.75) - 1.75 = 3.00 in.
Net Tension Length = 3.00 - (2 - 1) * (1.12 + 0.06) = 1.81 in.
1. (phi) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.25 * ((0.60 * 65.00 * 19.25) + (0.50 * 65.00 * 1.81)) = 151.81 kips
2. (phi) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.75 * 0.25 * ((0.60 * 50.00 * 26.25) + (0.50 * 65.00 * 1.81)) = 158.71 kips
Block Shear = 151.81 kips

Block Shear Total = min(Block Shear (1), Block Shear (2)) = min(88.48,151.81) = 88.48
88.48 kips >= Reaction V = 45.00 kips (OK)

Block Shear for Axial T/C is not required.

Check Flexural Yielding and Rupture:

Eccentricity at first line of bolts, e = 9.38 in.
Zgross = 12.69 in^3
Znet   = 8.69 in^3
Sgross = 8.46 in^3
Snet   = 5.64 in^3
Fypl = 50.00 ksi
Fupl = 65.00 ksi
Mp = Fypl * Zgross = 50.00 * 12.69 = 634.57 kips-in
My = Fypl * Sgross = 50.00 * 8.46 = 423.05 kips-in

Flexural Yielding using AISC 15th Ed. Equation F11-1
Reaction Capacity, (phi)Rn = min((phi) * Mp / e, (phi) * 1.6 * Fypl * Sgross / e) = 
 = min(0.90 * 634.57 / 9.38, 0.90 * 1.6 * 50.00 * 8.46 / 9.38) = 60.87 kips
60.87 kips >= 45.00 kips (OK)

Flexural Rupture using AISC 15th Ed. Equation 9-4
Reaction Capacity, (phi)Rn = (phi)Mn / e = (phi) * Fupl * Znet / e = 
 = 0.75 * 65.00 * 8.69 / 9.38 = 45.16 kips
45.16 kips >= 45.00 kips (OK)

Flexural and Buckling Strength:

Lateral Torsional Buckling using AISC 15th Ed. Equations 9-15 to 9-16, F11-1 to F11-4
t = tshpl = 0.25 in.
d = hshpl = 14.25 in.
drect = hshpl = 14.25 in.
dc = down distance (per AISC Example II.A-19B) = 2.25 in.
Lb = horizontal distance to first hole = 9.38 in.
Fypl = 50.00 ksi
Cb = max((3 + ln(Lb / d)) * (1 - dc / d), 1.84) = 
 = max((3 + ln(9.38 / 14.25)) * (1 - 2.25 / 14.25), 1.84) = 2.17
Lb * drect / t^2 = 9.38 * 14.25 / 0.25^2 = 2137.50
0.08 * E / Fypl = 0.08 * 29000 / 50.00 = 46.40
1.9 * E / Fypl = 1.9 * 29000 / 50.00 = 1102.00
For case when Lb * drect / t^2 > 1.9 * E / Fypl
Fcr = 1.9 * E * Cb / (Lb * drect / t^2) = 1.9 * 29000 * 2.17 / (9.38 * 14.25 / 0.25^2) = 56.03 ksi
Mn = min(Fcr * Sgross, Mp) = min(56.03 * 8.46, 634.57) = 474.10 kips-in

Flexural Local Buckling Reaction Capacity, (phi)Rn = (phi) * Mn / e = 0.90 * 474.10 / 9.38 = 45.47 kips
45.47 kips >= 45.00 kips (OK)

Interaction Check of Flexural Yielding:
Using AISC 15th Ed. Equation 10-5
Eccentricity at first line of bolts, e = 9.38 in.
Sgross = 8.46 in^3
Zgross = 12.69 in^3
Mr = Vr * e = 45.00 * 9.38 = 422.24 kips-in
Mc = phi * Mn = min(phi * Fypl * Zgross, phi * 1.6 * Fypl * Sgross) = 
 = min(0.90 * 50.00 * 12.69, 0.90 * 1.6 * 50.00 * 8.46) = 571.11 kips-in
Vr = 45.00 kips
Vc = phi * Vn = phi * 0.60 * Fypl * Ag = 1.00 * 0.60 * 50.00 * 3.56 = 106.88 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (45.00 / 106.88)^2 + (422.24 / 571.11)^2 = 0.72
0.72 <= 1.00 (OK)

MAXIMUM PLATE THICKNESS:
No of bolt columns = 2
tp  < = db/2 + 0.06 = 0.25 <= 0.50 OK
tw  < = db/2 + 0.06 = 0.39 <= 0.50 OK
Leh(plate) >= 2 * db = 1.75 >= 1.75 OK
Leh(bm) >= 2 * db = 1.75 >= 1.75 OK
Maximum Plate Thickness is Not a Limiting Criteria.

STABILIZER PLATE:

Available Strength to Resist Lateral Displacement:
Using Eq. 6, Thornton and Fortney 2011 Engineering Journal
(phi)Rn = 1500.00 * 3.14 * L * tp^3 / a^2 = 0.90 * 1500.00 * 3.14 * 14.25 * 0.25^3 / 9.38^2 = 10.74 kips
10.74 kips < Reaction V = 45.00 kips (NG)
Stabilizer Plate Required for lateral displacement

Torsional Strength:
Using Eq. 10 and Eq. 16, Thornton and Fortney 2011 Engineering Journal
Required, Mtu = Ru * (tw + tp) / 2 = 45.00 * ((0.38 + 0.25) / 2) = 14.06 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) - (45.00 / (14.25 * 0.25))] * 14.25 * 0.25^2 / 2 = 7.73 kips-in
7.73 kips-in < Mtu = 14.06 kips-in (NG)
Stabilizer Plate Required for torsional strength
Weld Calcs:
Plate Thickness, tshpl = 0.25 in.
Skew = 86.32 deg.
Dihedral Angle, DA = Skew = 86.32 deg.
Gap on Obtuse Angle Side Without Shear Plate Bevel = 0.02 in. < 0.06 in., Weld Size Need Not Account for Gap per AWS D1.1/D1.1M (2015, p.511, C-5.21.1)
Weld Length for shear, Lv = 14.25 in.

Minimum weld sizes:
   Acute Side Weld per Table J2.4 = 0.12 in.
   Obtuse Side Weld per Table J2.4 = 0.12 in.
   Per User Preference = 0.19 in.
Per 5/8*tshpl:
Required Effective Throat (Square Case), teff = 5/8 * tshpl * 2^0.5/2 = 0.62 * 0.25 * 2^0.5/2 = 0.11 in.
Required Acute Side Weld, treqa = (teff/cos(DA/2)) * sin(DA) = (0.11 / cos(86.32/2)) * sin(86.32) = 0.15 in.
Required Obtuse Side Weld (gap < 0.06), treqo = (teff*sin(DA)) / sin(DA/2) = (0.11 * sin(86.32)) / sin(86.32/2) = 0.16 in.

Weld design size:
Acute Side Weld, D1 = max(Table J2.4 Min, User Pref Min, treqa) = max(0.12, 0.19, 0.15) = RoundUp(0.19) = 0.19 in., USE D1 = 3.00
Acute Side Effective Throat, teffa = ((D1/16)/sin(DA)) * cos(DA/2) = ((3.00/16) / sin(86.32)) * cos(86.32/2) = 0.14 in. >= 0.11 in. (OK)
Obtuse Side Weld, D2 = max(Table J2.4, User Pref Min, treqo) = max(0.12, 0.19, 0.16) = RoundUp(0.19) = 0.19 in., USE D2 = 3.00
Obtuse Side Effective throat (gap < 0.06), teffo = ((D2/16)/sin(DA)) * sin(DA/2) = ((3.00/16)/sin(86.32)) * sin(86.32/2) = 0.13 in. >= 0.11 in. (OK)

Dmax1 (using AISC 15th Ed. eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.09)
 = 0.25 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 2.63 
Dmax2 (using AISC 15th Ed. eqn 9-3)
 = twcol * Fusupport / ( Fexx * C1 * 0.09 )
 = 0.53 * 65.00 / ( 70.00 * 1.00 * 0.09 ) 
 = 5.52 
Dmax3 = project max fillet weld = 16.00
Dmax=min(Dmax1, Dmax2, Dmax3) = min(2.63, 5.52, 16.00)
 = 2.63 

Maximum effective throat, tmax = 2.63/16 * 2^0.5/2 = 0.12 in.

Weld Strength:

Vertical weld capacity during shear only load:
theta = 0 deg.
cPhi  = 1.0 + 0.5 * sin(theta)^1.5 = 1.0 + 0.5 * sin(0.00)^1.5 = 1.00
(phi) * Rnv1 = (phi) * 0.60 * Fexx * cPhi * C1 * Lv * (min(teffa, tmax) + min(teffo, tmax))
  = 0.75 * 0.60 * 70.00 * 1.00 * 1.00 * 14.25 * (min(0.14,0.12) + min(0.13,0.12)) = 104.21 kips
104.21 kips >= Reaction V = 45.00 kips (OK)